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Home My WebLink About20192406.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 www.weldgov.com * 970-400-6100 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number*: 1 0 5 5_ 3 1 _ 3 _ 0 0 0 0 2 Address of site: 18075 county Road 38, Platteville CO Legal Description: W/2SW/4 Section: 31 ('A 12 digit number on Tax I.D. information, obtainable at www.weldgov.com). Township: 4 N Range: 65 W Zone District: AG Acreage: 80 Floodplain: lljfl O eological Hazard: YCN 0 Airport Overlay: YON® FEE OWNER(S) OF THE PROPERTY: Name: Aka Energy Group, LLC Company: Aka Energy Group, LLC Phone #: 970-764-6678 Email: jdossey@akaenergy.com Street Address: 125 Mercado Street, Suite 201 City/State/Zip Code: Durango, Colorado 81301 Name: Company: Phone #: Street Address: City/State/Zip Code: Name: Email: Company: Phone #: Street Address: City/State/Zip Code: Email: APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents) Name: Coy Bryant Company: Aka Energy Group, LLC Phone #: 970-764-6900 Email: cbryant@redcedargathering.com Street Address: 125 Mercado Street, Suite 201 City/State/Zip Code: Durango CO 81301 PROPOSED USE: Expansion of the existing Speer plant with approximately 12 acres extending predominantly east from the existing plant located within an 80 acre parcel owned by Aka Energy Group LLC will be disturbed for the expansion I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the applicatjon. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal aut)ef to s g for the corporation l Signature: Owner or Authorized Agent Date ' Signature: Owner or Authorized Agent Date COY BRYANT Print Name Print Name Rev 4/2016 STATEMENT OF AUTHORITY (LETTER OF AUTHORIZATION) I, Kourtney Hadrick, President and COO of Aka Energy Group, LLC, a Colorado limited liability company, and its subsidiaries, with offices at 125 Mercado Street, Suite 201, Durango, Colorado 81301 ("Aka Energy Group") hereby acknowledge and confirm that Coy Bryant, the Director of Operations of Aka Energy Group, is an Authorized Representative of Aka Energy Group and has the authority to execute all application forms, statements, proposals, plans, submittals and other documents necessary to complete the Weld County Use by Special Review Application and to take all actions necessary on behalf of Aka Energy Group to manage the application process. Executed this %fit tia\ of 4Deee/s'I . 2018. STATE OF (Eli0t AdO COUNTY OF WM- )ss. Kourtney I la rick, President and COO The foregoing instrument was acknowledged before me this 17"day of atitila 2018, on behalf of Aka Energy Group, LLC, a Colorado limited liability company, by Kourtney Hadrick, its President and COO. Witness my hand and official seal this / /' 'day of10)-eilit‘i, 2018. My Commission Expires: a'.o vc • ' o seudxa uolesiwwoo IOW c:- • .:M00'.# O1 AUIVION . :O1O0 AO 31V19 ,;1Sld AWV.ON atT1YN 9 •W VNIl Notary Public ARTICLES OF ORGANIZATION Form 031 Filing fee: $50.00 revised 12/31/01 Deliver 2 copies to: Colorado Secretary of State Business Division, 1560 Broadway, Suite 200 Denver, CO 80202-5169 This document must be typed or machine printed Please include a self-addressed envelope Asov: SPACE FILED DONEtTA DAVIDSON COLORADO SBC'RETARY OF STATe rog2t594�. U44§r�LY1, it r The undersigned, a natural person eighteen years -of age or older, intendi me $9 ii-Mgdn liability company pursuant to § 7-80-203, Colorado Revised Statutes (C. .g. , atr rs tb`� Articles of Organization to the Colorado Secretary of State for filing, and states as follows: 1. The name of the limited liability company is: AKA Energy Group. LLC The name of a limited liability company must contain the term "limited liability company"; "ltd. liability company", "limited liability co.", or "ltd. liability co." or the abbreviation "LLC" or "L.L.C."§7-90-601(3)[(c), C.RS. 2. If known, The principal place of business of the limited liability company is: 2577 Main Ave. Duranao, CO 81301 3. The name, and the business address, of the registered agent for service of process on the limited liability company are: Name Thomas H. Shipps; Business Address (must be a street or other physical address in Colorado) Mavnes, Bradford, Shipps & Sheftel, LLP 835 E. Second Ave., Suite 123 Durango, CO 81301 If mail is undeliverable to this address, ALSO include a post office box address: P.O. Box 2717 Durango, CO 51302 4. a. If the management of the limited liability company is vested in managers, mark the box ❑ "The management of the limited liability company is vested in managers rather than members." The name(s) and business address(es) of the initial manager(s) is(are): Name(s) Business Address(es) or b. If management of the limited liability company is not vested in managers rather than members, The name(s) and business address(es) of the initial member(s) is(are): Name(s) Southern Lite Indian Tribe Growth Fund Management Committee Business Address 2 577 Main Ave., Durango, CO 81301 5. The address to which the Secretary of State may send a copy of this document upon completion of filing (or to which the Secretary of State may return this document if filing is refused) is: Mavnes, Bradford, Shipps & Sheftel. LLP Attn: Laranne Arbaugh 835 E. Second Ave., Suite 123 P.O. Box 2717 Durango, CO 81302 Org (individual ' sigi afor(z) Signer's Name -printed Laranne Arbaugh OPTIONAL. The electron mail and/or Internet address for this entity is/are: e-mail Web site The Colorado Secretary of State may contact the following authorized person regarding this document: name Laranne Arbaugh address 835 E. Second Ave. , Suite 123 P.O. Box 2717 Durango, CO 81302 voice 970-247-1755 fax 970-217-8827 e-mail larbaugh@mbssIlp.com COMPUTER UPDATE COMPLETE CL DI ml uncr. ilk (aw. an,1 aip ma:atod intUUpiraa arc rt.( Iscaidod la p:vn.& ktai, twvnen of ut rime, and ma eQcrod as a;Nip smite MAw.t rcprc,.1w:on or wow* Whi;. this loen Is WICK', 13 ratlef talon legal moq ul,cmesn a o! III troika dsa, mamlisace aitl, apphaablt In, as Ma ammo may Sc ancadod from dam to tl,rq, ttt_lirr Lim_ mpo:.aitiliy a<ihc ;40 at Wit tcin. Queuixx 0m1: De ad3reuad to It wee et nq. AMENDMENT TO USR 14-0035 NARRATIVE SPEER PLANT EXPANSION AKA ENERGY GROUP, LLC Aka Energy Group, LLC (Aka), a division of the Southern Ute Indian Tribe Growth Fund, is proposing to expand the existing Speer plant located in the W/2SW/4 Section 31, Township 4 North, Range 65 West, Weld County with a physical address of 18075 C.R. 38, Platteville CO 80651 and parcel number 105531300002. The original application for the site was approved under USR-14-0035. The existing Speer plant utilizes approximately eight (8) acres of an eighty (80) acre parcel owned by Aka. The surrounding parcels are large agricultural tracks of land with oil and gas wells and pipelines on and around the parcel. The plant currently separates natural gas and condensate from two high pressure pipelines feeding the plant. Condensate is stabilized to allow for low pressure storage and trucking. Natural gas is routed off location via pipeline to the sales point. An additional twelve (12) acres extending predominantly east and to the north from the existing plant will be disturbed for the expansion. A plant office and graveled parking facility will be constructed on approximately one acre to the south of the facility. Three (3) pipelines are planned with approximate sizes being a 16" gas gathering line, a 6" natural gas transportation line, and a 3"natural gas liquid (NGL) transportation line. Right of way for these pipelines will be procured upon approval of the plant expansion. The proposed expansion will utilize an amine system to treat the gas to remove H2S and CO2 to meet pipeline specifications. A Cryogenic Processing Plant will be installed to further cryogenically process the gas to meet sales pipeline specifications for natural gas and natural gas liquids. A 125 ft. tall flare will be installed at the northeast corner of the expansion and will be constructed on approximately one acre of graveled surface. The flare will serve to combust vapors from equipment and blowdowns reducing VOCs (volatile organic compounds) and HAPs (hazardous air pollutants) emissions and will enhance plant safety. The flare height is determined in line with specifications to ensure protection of personnel in the event of an emergency. During normal operation, the flare will be purged and shielding will be installed for visual mitigation to prevent direct view of the purge flame. A barbed wire fence will be constructed around the 80 acre parcel. Chain link fencing will be installed around the perimeter of the new plant equipment as shown on the plot plan. The plant will operate 24 hours per day, 365 days per year. Once construction has been completed the site will require up to eight full time employees to maintain the plant on the day shift. A second night shift will have a minimum of two people for operation of the plant. Hydrocarbon/condensate will be continue to be trucked from the site five to six times per week. During construction trucks will be delivering equipment with approximately 10-12 large Semi -trucks or tandem trucks. Work crews traveling mainly in passenger cars, trucks and vans will comprise another 20- 25 trips a day into the area. This is in addition to any on -going operations and maintenance activity needed at the plant. Upon completion of construction the site will be manned as described above by Aka employees/contractors. Maintenance crews will visit the plant in trucks as needed. Hydrocarbon/condensate will be trucked from the site three to four times per week. Normal operations should not exceed: o 6 trips daily — One half ton, or a one ton, pick-up truck will visit the site twice a day. o 5 trips week — One tractor -trailer on site to haul hydrocarbon condensate. o 2 trips per month — One tractor -trailer to deliver make-up fluids (i.e. amine, lube oil) o 2 trips per month — One garbage truck to remove trash from the plant site Traffic volumes during the construction phase will be intermittent throughout the day for delivery of equipment from 7:00 to 5:00 pm. Once construction is completed the site visit times will vary dependent upon the operator's schedule but is typically between 7:00 and 5:00 pm. The site has an existing access permit — AP14-00263 - 4900' west of CR 39 on CR 38. Stormwater discharge from the site is discharged into a Detention Pond. The pond is configured to allow 100% infiltration up to the 100 -year event at which point discharges would occur at the historic 100 -year event. A new permit, expanding off the existing BMP installation guidelines typical of projects as outlined and found in the Gilcrest Kersey Operations field wide Stormwater Management Plan (CDPHE Permit No. COR03J577), is being applied for. A temporary laydown, staging and weld out area, depicted on the USR plot plan, will only be utilized during the construction phase of the expansion and will consist of approximately 3 acres located south and adjacent to the plant within the 80 acre parcel owned by Aka. A grading plan and permit will be submitted for the yard. The yard will accommodate construction parking as well as store equipment skids, tanks, vessels and construction buildings and equipment on a temporary basis as the items are delivered and staged for construction. The yard will be used for minor fabrication work, primarily for structural supports and piping needed in the assembly of the plant. The temporary yard with construction trailers is anticipated to be utilized for eight months or less. Upon approval of the Use by Special Review, construction for the expansion of the plant is anticipated to take approximately eight (8) months to complete. NOISE ABATEMENT Once construction has been completed the Speer plant will comply with the noise standards set by Colorado Oil and Gas Conservation Commission (COGCC) regulations. Under the current COGCC regulations, permissible noise levels are 55 dB during the day or 50 dB at night. To meet this regulation, engines and compressors will be installed within sound attenuated buildings. The additional electricity required for the expansion of the site cannot be supplied by the electric utility company, so temporary gas -driven generators within their own self-contained units will supply the required electricity. Upon startup operations, Aka will conduct a noise study to confirm the site complies with the COGCC noise regulations. AIR AND WATER QUALITY An air permit application will be submitted to the Colorado Department of Public Health and Environment (CDPHE) for the expansion ensuring compliance with Colorado and Federal air emissions regulations. Gas -fired compressor and generator engines will use lean burn and catalyst technology to reduce NOx (nitrogen oxide) emissions. A leak detection and repair program will be in place to reduce vented emissions. A flare will be installed to combust vapors from equipment and blowdowns, reducing VOCs (volatile organic compounds) and HAPs (hazardous air pollutants) emissions. No waste water will be discharged within the site. LIGHTING All lighting on the compressor station site will be downcast and shielded. Lighting will be provided for security and emergency work. Any source of lighting on the site shall be shielded so that light will not shine directly onto adjacent properties, nor will direct or reflected light from any source on the project site create a traffic hazard to operators of motor vehicles. Locations of the lights are depicted on the plot plan and are in the attached lighting detail. EMERGENCY CONTACTS: Below is a list of Aka personnel and municipal organizations. Rudy Quiroz — Area Manager 13472 C.R. 40, Platteville CO 80651 (970)-737-2601 Aka Energy Group, LLC 24/7 monitoring & emergency response Cell: (575)-942-4104 Steve Nestor— Operations Foreman 13472 C.R. 40, Platteville CO 80651 (970)-737-2601 Aka Energy Group, LLC 24/7 monitoring & emergency response Cell: (970) 539-9308 Alan Bartels — Maintenance 13472 C.R. 40, Platteville CO 80651 (970)-737-2601 Aka Energy Group, LLC 24/7 monitoring & emergency response Cell: (970) 442-0586 LaSalle Fire Protection District 118 Main Street, La Salle Co 80645 (970) 284-6336 Weld County Sherriff's office 1950 O. St., Greeley CO 80631 (970) 356-4015 Weld County Paramedic Service, 1121 M. Street, Greeley Co 80631 (970) 353-5700 DUST ABATEMENT Water trucks will be utilized to control fugitive dust and fugitive particulate during the plant expansion construction activity. The expanded plant site will be compacted and graveled once construction has been completed. If/when necessary, Aka will also utilize water trucks for dust abatement should it be necessary once construction has been completed. SIGNAGE AT THE ENTRANCE There is existing signage at the access road to the site from C.R. 38. No additional signage is planned. FIRE DISTRICT LaSalle Fire Protection District provides fire protection to the area and has Aka's emergency action plan with first response reference on file. They will be given a tour of the site once the plant expansion has been completed. NOTICE TO SURFACE OWNERS WITHIN 500' Aka has sent a letter to land owners within 500 feet of the property boundary, listed below, via certified mail on December 13, 2018 prior to submitting the USR application to give them advanced notice of the proposed project and contact information for Aka should they wish to discuss the project. 105531200005 RURAL LAND COMPANY INC 1130 50TH AVE GREELEY, CO 806341901 105531200006 GROUNDWATER MANAGEMENT THE CENTRAL COLO SUBDISTRICT OF WATER DISTRICT 3209 W 28TH ST GREELEY, CO 806347554 121306100009 KNAUB, JOANNE & BENJAMIN 17915 COUNTY ROAD 39 PLATTEVILLE CO 806518418 105736000015 SLAVIN KEVIN S JOHNSTON-SLAVIN SHERRY L 17901 COUNTY ROAD 38 PLATTEVILLE CO 80651-8414 105736100004 BERIG LEILA C/O MICHAEL BUCK PO BOX 509 LA SALLE, CO 806450509 121101100001 LUDWIG FAMILY FARMS LLC 18010 COUNTY ROAD 38 PLATTEVILLE, CO 806518410 tri ru Er ru O 0 m O 2 - rU 0- O C C 0 O m 0 rtt Er _D nI 0- 0- 3090 0002 r- U.S. Postal Service CERTIFIED MAIL, RECEIPT (Domestic Mail Only; No Insurance Coverage Provided) Postage Certified Fee Return. Receipt Fee (Endorsement Required) Reetncled Delivery Fee (Endorsement Required) rota! Postage & Fees Sent To Street API No Unark Here kuiv.„.e ‘.c,c) atc- or PO Box No. ((�3o SG' City. State. ZLPt` ` ,) (9.063 Sec Reverse !el lusty.•, t.O.0. U.S. Postal Service CERTIFIED MAIL r. RECEIPT (Domestic Mail Only. No Insurance Coverage Provided) For delivery information visit our website at www.usps.com Postage Certi'led Fee Return Receipt Fee ,Endorsement Required) Restricted Delivery Fee (Endorsement Required) S Total Postage & Fees $ • Postmark Hero Q. (11 U.S. Postal Service CERTIFIED MAIL., RECEIPT (Domestic Mail Only, No Insurance Coverage Provided) For delivery information visit our website at www.usps.com,:. Certlfted Fee Return Receipt Fee (Endorsement Required) itestrk:ted Delivery Fee (Endorsement Required) Total Postage & Fees Sent ro OO.171 C- 01-15--P-I_ Sheet. Apt. No.; • or PO Box No. i ` 1 s-_ V , ratty Stara. ZIP+ 4 Postage cue Postmark 7" Here Kactt-ch irefile Cc I -u C ru O m co IJi RJ 0-. 0" FIJ O O O 0- O m 0 N a- t -n 0 O O m C $ Pt"r-nu U.S. Postal Service CERTIFIED MAIL. RECEIPT (Domestic Mail Only; No Insurance Coverage Provided) For delivery information visit our website at www.usps.Com;, Postage Certified Fee Return Receipt Fee Endorsement Required) Restricted Delivery Foe IEndorsement Required) Total Postage & Fees PS Funs 380( .:u,uuti• :;npi• Postmark Hero ,11 See Rs.versa M, Il,:H ructions U.S. Postal Service CERTIFIED MAIL RECEIPT (Domestic Mail Only; No Insurance Coverage Provided) For delivery information visit our website at www.usps.com., Postage Certified Fee Return Receipt Fee iEnckxserrxcnt Required) Restricted Delivery Fee (Endorsement Required) Total Postage & Fees Oft 7 I $ 'S Vr Ppftmnrk Here 5 a. Sent ro Sneer, Apt. No.: or PO Box No. Crly: Slate, ZIP Mks oL- .bete a.,•„,41; n)(). - Des I,ji 71IL,�I�n.l U.S. Postal Service CERTIFIED MAIL,. RECEIPT (Domestic Mail Only; No Insurance Coverage Provided) For delivery information visit our website at www.usps.com:. Postage Certified Fee Return Receipt Fee (Endorsement Required) Restricted Delivery Fee (Endcrsement Required) Total Postage & Fees Sent ro/ r Street. Apt. No.: or PO Box No. City State. • .e Akio iis• ?flu€ $ '/.....G'..r • Postmark Here nnly 0�)6 -.� b.-. .1s. fist inSlruclloi lS energy yrrup.lic December 13, 2018 Rural Land Company, Inc 1130 50" Ave Greeley, CO 80634 Dear Sir/Madam: Aka Energy Group, LLC (Aka) is sending this notice to surface owners within 500 feet of Aka's 80 acre parcel where the existing Speer facility is located at 18075 C.R. 38, Platteville, Colorado. Aka proposes to add equipment and buildings to the plant which will expand the footprint of the facility by an additional 12 acres. The total footprint of the plant when the expansion has been completed will be approximately 20 acres within the 80 acre parcel. The plant will comply with Local, State and Federal regulations. The expected primary traffic route during construction will be from Highway 85 to C.R. 44, east on C.R. 44 to C.R. 39, south on C.R. 39 to C.R. 38, and west on C.R. 38 to the Speer plant. A Use by Special Review (USR) application will be submitted to Weld County Planning Department during the week of December 17, 2018. Once the application is deemed complete by the County, the application for the proposed expansion will be available for review on the County website at https://www.weldgov.com/departments/planning and zoning/current planning cases. The USR number USR14-0035, which was allocated for the original USR application, will be amended for this project. When a date for the Planning Commission hearing has been determined, the date will also be shown on the website. The Planning Department can be reached at (970) 400-6100, or if you wish to speak with an Aka representative regarding the expansion of the Speer facility, please call Julie Dossey at 970-764-6678. Please note that you will also receive a notice from the Weld County Planning Department regarding the proposed project. Sincerely, (/ • . . Coy Bryant Director of Operations 125 Mercado Street, Suite 201, Durango Colorado 81301 QUESTIONAIRE Amendment to USR 14-0035 SPEER PLANT EXPANSION AKA ENERGY GROUP, LLC Planning Questions: 1. Explain, in detail, the proposed use of the property. Aka Energy Group, LLC (Aka), a division of the Southern Ute Indian Tribe Growth Fund, is proposing to expand the existing Speer plant located in the W/2SW/4 Section 31, Township 4 North, Range 65 West, Weld County with a physical address of 18075 C.R. 38, Platteville CO 80651 and parcel number 105531300002. The original application for the site was approved under USR-14-0035. The existing Speer plant utilizes approximately eight (8) acres of an eighty (80) acre parcel owned by Aka. The surrounding parcels are large agricultural tracks of land with oil and gas wells and pipelines on and around the parcel. The plant currently separates natural gas and condensate from two high pressure pipelines feeding the plant. Condensate is stabilized to allow for low pressure storage and trucking. Natural gas is routed off location via pipeline to the sales point. An additional twelve (12) acres extending predominantly east and to the north from the existing plant will be disturbed for the expansion. A plant office and graveled parking facility will be constructed on approximately one acre to the south of the facility. Three (3) pipelines are planned with approximate sizes being a 16" gas gathering line, a 6" natural gas transportation line, and a 3"natural gas liquid (NGL) transportation line. Right of way for these pipelines will be procured upon approval of the plant expansion. The proposed expansion will utilize an amine system to treat the gas to remove H2S and CO2 to meet pipeline specifications. A Cryogenic Processing Plant will be installed to further cryogenically process the gas to meet sales pipeline specifications for natural gas and natural gas liquids. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the comprehensive plan. The proposed use is consistent with the comprehensive plan's intent to foster development of the natural resources of Weld County while minimizing the impact on agricultural lands. Section 22-2-10(D) emphasizes "Extraction of natural resources is an important part of the economy of Weld County". The plant will contribute to the expansion of the County's economic base by providing employment and increased gas processing capacity enabling the plant to move more gas volume. 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 proposed use and expansion of the plant is consistent with Section 23-3-40 A.2 of the Weld County code which provides for mineral resource development facilities including Oil and Gas Support and Service. The plant is located on an 80 acre parcel within the A (Agricultural) Zone District and is surrounded 1 by large tracts of agricultural lands with oil and gas wells on the parcel. The majority of the parcel will remain undisturbed once construction has been completed. 4. What type of uses surround the site (explain how the proposed use is consistent and compatible with surrounding land uses) The site is in an agricultural zoned district with agricultural lands and oil and gas activity on and within close proximity to the 80 acre parcel. Once the expansion has been completed the plant footprint will consist of approximately 20 acres within the 80 acre parcel owned by Aka Energy Group, LLC. By retaining a relatively small facility footprint and six to eight full time employees at the site, it is intended that the plant will have minimal impact to the surrounding agricultural lands. 5. What are the hours and day of operation? ( e.g. Monday thru Friday 8:00a.m. to 5:00p.m.) The plant will operate 24 hours per day, 365 days per year and will utilize two 12 -hour shifts with a minimum of 2 employees per shift. Maintenance and support personnel may visit the plant during the daytime, typically between 7:00 a.m. to 5:00 p.m. 6. List the number of full time and/or part time employees proposed to work at this site. Once construction has been completed the site will require up to eight full time employees to maintain the plant on the day shift. A second night shift will have a minimum of two people for operation of the plant. In addition, third party contractors will be onsite from time to time as needed to support the plant operations. 7. If shift work is proposed include the number of employees shift. The plant will operate 24 hours per day, 365 days per year and will utilize two 12 -hour shifts with a minimum of 2 employees per shift. Maintenance and support personnel may visit the plant during the daytime on an as needed basis. 8. List the number of people who will use this site. Include contactors, truck drivers, customer, volunteers, etc. The following people may visit the plant on a daily basis: • 3 to 4 operations and maintenance employees per day • 1 to 2 gas measurement technicians • 4 to 5 trucks per week to haul hydrocarbons • 2 trucks per month to remove trash • 1 to 2 trucks per month to deliver lube oils, methanol, etc. • Up to 3 people for various engineering activities • Up to 2 people for office cleaning • Up to 2 people for yard maintenance 2 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals: Not applicable 10. Describe the type of lot surface and the square footage of each type Once the expansion has been completed the total footprint of the plant will encompass approximately 20 acres, which will be graveled. 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? The parking area will be of sufficient size to park up to 20 vehicles with two ADA spaces. 12. Explain the existing and proposed landscaping for the site. The existing plant is not landscaped. With large agricultural tracts of land surrounding the Speer plant parcel no landscaping is proposed. 60 acres of the 80 acre parcel will retain the existing grass and vegetation. The expanded site will be graveled inside the fenced area. 13. Describe the type of fence proposed for the site (e.g. 6 foot chain link fence with earth tone slats) As referenced above, six to seven foot high chain link fencing encompasses the existing plant and will be extended to include the plant expansion area. The site will be secured by a locked gate. A barbed wire fence with locked gates will be installed around the 80 acre perimeter to prevent access to the property. 14. Describe the proposed screening for all parking and outdoor storage areas. The parking area will be on the north side of the plant office building. The office building will screen the parking area. The office building is proposed to be approximately 400 feet from the County Road. There is no outdoor storage planned other than items listed in #3 of the environmental questions, which are stored in tanks behind the facility fence. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs? All equipment, buildings and gravel will be removed when the plant is no longer required and the plant site will be graded and reseeded with a seed mixture appropriate to the area and consistent with the vegetation of the undisturbed surrounding area within the 80 acre parcel. 16. Who will provide fire protection to the site? LaSalle Fire Protection District, 118 Main Street, La Salle Co 80645, Phone: 970-284-6336. Once the expansion has been completed, Aka will walk the fire district personnel through the plant. 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. 3 Please refer to the enclosed list of equipment and buildings. Six to seven foot high chain link fencing encompasses the existing plant and will be extended to include the plant expansion area. The site will be secured by a locked gate. A barbed wire fence with locked gates will be installed around the 80 acre perimeter to prevent access to the property. Timeline for construction of the expansion is estimated to be approximately 6 months but may fluctuate with unknown conditions such as weather. Engineering Questions: 1. Describe how many roundtrips/day are expected for each vehicle type: passenger cars/pickup, tandem trucks, semi-trucks/trailer (roundtrip = 1 trip in and 1 trip out of site) During construction trucks will be delivering equipment with approximately 10-12 large Semi -trucks or tandem trucks. Work crews traveling mainly in passenger cars, trucks and vans will comprise another 20- 25 trips a day into the area. This is in addition to any on -going operations and maintenance activity needed at the plant. Upon completion of construction, the site will be manned as described above by Aka employees/contractors. Maintenance crews will visit the plant in trucks as needed. Hydrocarbon/condensate will be trucked from the site three to four times per week Normal operations should not exceed: 6 trips daily — One half ton, or a one ton, pick-up truck will visit the site twice a day. 5 trips week — One tractor -trailer on site to haul hydrocarbon condensate. 2 trips per month — One tractor -trailer to deliver make-up fluids (i.e. amine, lube oil) 2 trips per month — One garbage truck to remove trash from the plant site 2. Describe the expected travel routes for site traffic. During construction; Trailer loads and other traffic traveling to the Speer plant from the North will leave Highway 85 onto C.R. 44, travel east on C.R. 44 to C.R. 39, South onto C.R. 39 to C.R. 38, and West on C.R. 38 to the Speer plant. Approximately 40% of the traffic will travel from the north utilizing this route. Smaller loads and general traffic traveling to the Speer plant from the south will leave Highway 85 onto C.R. 32, travel east on C.R. 32 to C.R. 35, North onto C.R. 35 to C.R. 38, and east on C.R. 38 to the Speer plant. Approximately 40% of the traffic will travel from the south utilizing this route. Traffic traveling to the Speer plant using C.R. 40, going east on C.R. 40 to C.R. 35, south onto C.R. 35 to C.R. 38, and east on C.R. 38 to the Speer plant will be limited (-10%) to light construction worker traffic and Aka operations personnel. It will be discouraged as a normal routing for equipment deliveries. Alternatively, trailer loads arriving from the South may travel to C.R. 39, north on C.R.39 to C.R. 38, west on C.R. 38 to the Speer Plant. Special large loads and overweight loads will be planned for special transport permit. (-10%) Traffic volumes during the construction phase will be intermittent throughout the day for delivery of equipment from 7:00 to 5:00 pm. Once construction is completed the site visit times will vary dependent upon the operator's schedule but is typically between 7:00 and 5:00 pm. 4 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.) During construction; Trailer loads and other traffic traveling to the Speer plant from the North will leave Highway 85 onto C.R. 44, travel east on C.R. 44 to C.R. 39, South onto C.R. 39 to C.R. 38, and West on C.R. 38 to the Speer plant. Approximately 40% of the traffic will travel from the north utilizing this route. Smaller loads and general traffic traveling to the Speer plant from the south will leave Highway 85 onto C.R. 32, travel east on C.R. 32 to C.R. 35, North onto C.R. 35 to C.R. 38, and east on C.R. 38 to the Speer plant. Approximately 40% of the traffic will travel from the south utilizing this route. Traffic traveling to the Speer plant using C.R. 40, going east on C.R. 40 to C.R. 35, south onto C.R. 35 to C.R. 38, and east on C.R. 38 to the Speer plant will be limited (-10%) to light construction worker traffic and Aka operations personnel. It will be discouraged as a normal routing for equipment deliveries. Alternatively, trailer loads arriving from the South may travel to C.R. 39, go north on C.R.39 to C.R. 38, go west on C.R. 38 to the Speer Plant. Special large loads and overweight loads will be planned for special transport permit. (-10%) Traffic volumes will be intermittent through -out the day for delivery of equipment during construction from 8:00 to 5:00 pm. Once construction is completed the site visit times will vary dependent upon the operator's schedule but is typically between 7:00 and 5:00 pm. 4. Describe the time of day that you expect the highest traffic volumes from above. Traffic volumes during the construction phase will be intermittent throughout the day for delivery of equipment. Once construction is completed the highest traffic volumes will be when employees are arriving at the plant in the morning at 7:00 am and leaving in the afternoon between 4:00 p.m. and 5:00 pm. 5. Describe where the access to the site is planned. The site has an existing access with permit number AP18-00266 located 5125' west of CR 39 on CR 38. A temporary access during the construction phase is being requested to avoid overhead power lines and to allow large load trucks the necessary turning radius from County Road 38. Aka is negotiating a road use agreement with Noble to utilize their existing access to the HSR-Metz #13-31 well. This access is approximately 640 feet east of the existing Speer plant access. Once construction has been completed Aka will utilize the existing Speer plant access road under permit number AP18-00266 to access the plant. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the projects falls under an exception to storm water detention requirements per code section 23-12-30 El A. Does your site qualify for an exception to storm water detention? NO B. A PE -stamped drainage report, with certification of compliance, summarizing the detention pond design with construction drawings and maintenance plan following the Weld County Code will be submitted with this application. 5 Environmental Health questions: 1. What is the drinking water source on the property? There is no water source at the existing plant as it is currently an unmanned site. The expansion will require a water well and a Reverse Osmosis (RO) unit for potable drinking water. Aka will apply to the Colorado Division of Water Resources for a water well permit to drill a well. Bottled water will be provided for consumption by employees and contractors during the construction phase of the project. 2. What type of sewerage disposal system is on the property. A new septic system is proposed. The existing Speer plant is an unmanned facility and does not have a current sewer system. The plant expansion will require a septic system for up to ten (10) full time employees at the site. Aka will supply engineering designed septic system plans and permit to the County. Portable toilets will be provided during the construction phase of the project. 3. If storage or warehousing is proposed, what type of items will be stored? Produced water r Hydrocarbon condensate > Environmental Water (Collected from equipment skids) > Methanol > Compressor lube oil )r Engine tube oil • Turbo expander lube oil > Refrigeration screw compressor lube oil > Waste lube oil above named sources. > Heating Medium oil > Amine and Amine waste > Coastal Anti -foam Typical SDS sheets are included with the application for those listed above Spare parts, gaskets, filters and other items needed for the operations of the plant. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. There will be minimal waste materials temporarily stored at the Speer Facility. The waste materials generated at the site are general domestic solid waste and special waste. Special waste will be comprised of spent molecular sieve (Zeolite) media, filters and absorbent materials used for engine oil and will be drained, dried and placed in a special waste dumpster for removal. All waste materials are removed on a monthly basis by Waste Management and taken to the land fill located at Ault, Colorado, phone number (970) 482-6319. Produced water and condensate will be trucked from the site. A spill prevention, control, and counter measures (SPCC) plan, in accordance with EPA requirements under 40 CFR 112, will be developed to outline appropriate secondary containment measures and procedures in the event of a spill. Employees are trained in SPCC compliance and plan procedures and complete a mandatory annual refresher training in this program. Should a spill occur, once contained, Aka will contract an environmental 6 services company for cleanup of the spill and will report any releases above reportable levels to the COGCC. The company name, address and phone number is as follows: Custom Environmental Services, Inc. 8041 West I — 70 Frontage Rd #11 Arvada, CO 80002 303-423-9949 As shown on the equipment list there are a number of tanks ranging in size in various areas of the plant that will contain amine waste, methanol, produced water and condensate. The tanks are surrounded by secondary containment structures to contain any release of liquids. 3. 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 needed. 4. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained? Vehicles or equipment will not be washed at the site. 7. If there will be floor drains indicate how the fluids will be contained. There will be no floor drains within the plant. 8. Indicate if there will be any air emissions (e.g. painting, oil storage, etc) Aka will have an approved air permit for operation of plant equipment from the Colorado Department of Public Health and Environment (CDPHE) prior to the start-up of the plant expansion. 9. Provide a design and operations plan if applicable ( e.g. composting, landfills, etc) Not applicable 10. Provide a nuisance management plan if applicable (e.g. dairies, feedlots, etc) Not applicable Building questions: 1. List the type, size (square footage) and number of existing and proposed structures. Show and label all existing and proposed structure on the USR drawing. Label the use of the building and the square footage. Please see the attached building and equipment list. 7 2. Explain how the existing structures will be used for this USR. All of the buildings and equipment at the existing plant will be utilized for the plant expansion operations. 3. List the proposed use for each structure. Please see the attached building and equipment list. 8 Major New Equipment List Project Name: Speer Plant AKA AFE No.: Preliminary a EQUIP. TAG DESCRIPTION Approximate Size Approximate Weight 1 2 3 4 S 6 7 8 9 10 11 12 13 14 1S 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 Amine T-103 Amine Absorber Tower 10-0" Wide x 11'-0" Long x 70'-0" Tall 176,000 Amine V-291 Hot Oil Spill -Over Catch Tank (20 ft. of 24" pipe, non -code) 2'-4" Wide x 20-0" Long x 3-'0" Tall 3,000 Amine F-102 Amine Inlet Filter/ Coalesce 5'-0" Wide x 6'-0"Long x 15'-0" Tall 12,200 Amine V-101 Inlet Scrubber 6'-0" Wide x 6'-0" Long x 18'-0" Tall 23,000 Amine E-203 Amine Reboiler 6'-0" Wide x 6'-0"Long x I3'-0" Tall 15,000 Amine V-104 Treated Gas Scrubber 6-0" Wide x 8'-0' Long x 23 '-0" Tall 23,1700 Amine 1-210 Regenerator Tower with Surge Capacity II -0" Wide x 8'-0" Long x80'-0" Tall 38,800 Amine E-100 Inlet/Treated Gas Exchanger, 500 MBtu/hr 3'-6" Wide x 30'-0" Long x 6'-0" Tall 150,000 Amine A-212 Reflux Condenser 8'-6" Wide x 27'-6" Long x 11'-0" Tall 15,800 Amine H-290 HMO Heater Package w/ Exp. Tank, HMO Pumps, Burner, Air Blower & NFPA 87 Control Package Heater. 13'-0" Wide x 30'-0" Long x 15'-0" Tall Pump Skid: 8'-0" Wide x 29'-0" Long x 13'-0" Tall 65,000 Amine A-217 Lean Amine Cooler (2) x 141-0" Wide x 4T-0" Long x 18'-0" Tall 41,400 Amine FL -992 Acid Gas Combustor, 5MMBtu/hr, (already operating on stabilizer system 10'-0" x 10'-0" Wide x40'-0" Tall 27,600 Amine P-220 Amine Sump (Waste) Pump 21-0-1"x 2 0" Wide x 6'-0" Long 750 Amine P-221 Amine Make-up Pump 20 HP, 36-x 36" x 72' 1,500 Amine P-222 Amine RO Water Make-up Storage Tank Pump 20 HP, 36"x 36" x 72' 1,500 Amine TX -250 Amine Drains Tank, Double wall 50 BBL (8.5' dia.x 6' tall) Fiberglass 500 Amine TK-251 Amine Make-up Tank 90 88L (10 dia x15' tall), API- 12F 6,000 Amine TK-252 Amine Waste Tank 210 BBL (10' dia x15' tall), API- 12F 6,000 Amine TK-253 Amine RO Water Make-up Storage Tank 210 881. (10' dia x15' tall), Fiberglass, API- 12P 6,000 Amine V-991 Acid Gas Knock -out (already operating on stabilizer system) 3'-6" dia X 15' OAL 20,000 Amine SK -S0 Regeneration Skid 12'-0' Wide x 451-0" Long x 15'-0" Tall 274,000 Amine (-202 Amine/Amine Exchanger Amine F-203 Lean Amine Filter Amine F-204 Lean Amine Charcoal Filter Amine P -211A Amine Booster Pump w/ Seal Flush Cooler Skid Mounted Equipment. Regen Skid Amine P-2118 Amine Booster Pump w/ Seal Flush Cooler Amine P -215A Reflux Pump Amine P-2158 Reflux Pump Amine P-216 Pneumatic Anti -Foam Pump Amine V-201 Flash Tank Amine V-214 Reflux Accumulator Amine Amine SK -55 Amine Circulation Pump Skid 10'-0" Wide x 28'-0" long x 6'-0" Tall Skid Mounted Equipment. Amine Pump Skid 40,425 P 118A Amine Circulation Pump Amine P-2183 Amine Circulation Pump - - Dehy. SK -100 Dehydration/Swlcth Valve Skid 13'-0' Wide x 42'-0" Long x 14'-0" Tall 259,000 Dehy- F-301 Inlet Filter / Coalesce Skid mounted Equipment: Dehy Skid Dehy. A-306 Deily Regeneration Gas Cooler Dehy. C-305 Regeneration Gas Compressor Package w/ Motor, Gear Box, & l0 Air Cooler Dehy. F-304 Dehydration Dust Filters Dehy. V-307 Regeneration Gas Scrubber Dehy. H-310 Regen Gas Heater Package w/Burner, 50 HP Air Blower & NFPA 87 Control System. 10'-0" Wide x 22'-0" Long x 19,-0" Tall 45,000 Dehy. V-302 Dehydration Adsorber 8 -0" Diameter x 37'-0" Tall 175,000 Dehy V-303 Dehydration Adsorber 8%0" Diameter x 37'-0" Tall 175,000 44 45 Compr C-651 Residue Gas Compressor Package CAT 3608 2370 HP Natural Gas Engine 30 0' Wide x 55'-0" Long, (97.4r w/cooler) x 32'-6" Tall 358,003 Compr. C-652 Residue Gas Compressor Package CAT 3606 2370 HP Natural Gas Engine 30.0" Wide x 55'-0" Long, (97'-0" w/cooler) x 32'-6" Tall 358,000 46 Compr. C-653 Residue Gas Compressor Package CAT 3606 2370 HP Natural Gas Engine 30'-0' Wide x 55'-0" Long, (97'-0" w/cooler) x 32'-6" Tall 358,000 47 48 49 50 51 Refrig. SK -S00 Refrigeration Skid 12'-0" Wide x 40'-0" Long x 30'-0" Tall 450,000 Refrig. (-401 Gas Chiller Refrig. V-402 Refrigerant Suction Scrubber Skid Mounted Equipment: Refng. Skid Refrig. V-403 Refrigerant Economizer Refrig. V-404 Refrigerant LO Reclaimer 52 Cryo. P -555C Product Charge Pump 4'-0- Wide x 6'-6" Long x 4'-0" Tall 2,000 53 Cryo. P-5550 Product Charge Pump 4'-0" Wide x 6'-6" Long x 4'-0" fall 2,000 54 Refill!. A-412 Refrigeration Condenser 18'-0" Wide x 55'-0" Long x 10'-0" Tall 80.000 55 Refrig C-410 750 HP Refrigerant Compressor, CAT 3512, With Ultra Low Nox Catalyst & Noise Enclosure 17'-6" Wide x 38'-4" Long x 19'-0" Tall 466,000 56 Refrig. C-411 750 HP Refrigerant Compressor, CAT 3512, With Ultra Low Nox Catalyst & Noise Enclosure 1T-6- Wide* 38'-4" long x 19'-0" Tall 466,000 57 Refries. V-413 Refrigerant Accumulator 8'-0" Wide x 30'-0" Long x 8'-0" Tall 15,000 58 Rettig V-414 Propane Refrigerant Make-up Tank 8-0" Wide x 30'-0" Long x 12' 0" Tall 15.000 59 Rettig P-415 Propane Refrigerant Make-up Pump 3'-0" Wide x 6-0" Long x 4',0" Tall 6,1700 60 Cryo. A-541 Expander/Compressor After Cooler 11-0" Wide x 22'-6"Long x 12'-0" Tall 13,500 61 Cryo. A-506 NGL Product Cooler 7'-0" Wide x 13'-1"Long x 10'-0" Tall 5,500 62 Cryo E-501 E-502 Gas/Gas & Reflux Exchanger (BAHX) 5'-0" Wide x 6'-0"long x 25'-0" Tall 16,0001 63 Cryo E-503 E-504 Demethanizer Combined Side Reboiler & Bottom Reboiler (BAHX) 5'-0" Wide x 5'-0"long x 25'-0" Tall 20,000 64 Crvo E-505 Recycle Sub Cooler (BAHX) 5'-0" Wide* 6'-0"long x 20.0" Tall 18,000 65 66 Cryo. SK -200 Cryo Skid 13'-0" Wide x 42'-0" Long x 23'-0' Tall .310,000 .. Cryo E-506 DemethanizerTrim Reboiler 67 68 69 70 Cryo E•507 Gas / Product Exchanger Skid Mounted Equipment: Cryo Skid Cryo. V-508 Fuel Gas Scrubber Cryo. H-509 Seal Gas Heater Cryo. P -5W Methanol Injection Pump 71 72 73 74 Cryo. SK -250 RSV Skid 13'-0" Wide x 25'-0" Long x 14'-0" Tall 220,000 Cryo. F-580 Residue Gas Coalescing Filter _ Cryo. F-581 RSV Recycle After Guard Bed Filter Skid Mounted Equipment: RSV Skid Cryo. F-582 RSV Recycle Guard Bed 75 Cryo. H-570 HMO Heater Package w/ Expansion Tank, HMO Pumps, Burner, Air Blower & NFPA 87 Control System Heater 14'-0" Wide x 35'-0" Long x 18'-0" Tall w/ Pump Skid: 8' 0" Wide x 29' 0" Long x 13'-0' Tall 150,000 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 Cryo. H-571 Hot Oil Spill -Over Catch Tank (20 ft. of 24" pipe, non -code: 2--4' Wide x 20'-0" Long x 3-'0' Tall 3,000 Cryo. P-560 Expander Lube Oil Makeup Pump 2'-0" Wide x 2'-0" Long x 2-'0" Tall 1,000 Cryo. P-5554 Product Pipeline Pump 4'-0" Wide x 35'-0" Long x 5'-0" Tall 16,000 Cryo. P-5558 Product Pipeline Pump 4'-0" Wide x 35'-0" Long x 5'-0" Tall 16,000 Compr. BLD-2 Residue Compression Building 100--0" Wide x 150'-0" long x 20.0" Tall TBO Cryo. EX/C-540 Expander/Compressor Package 10-0' Wide x 25'-0' Long x 10-0' Tall 50,000 Cryo. 1-550 Demethanizer w/ Internal distributions trays & packing 9'-6' Wide x 9'-6" Long x 150'-0" Tall 165,000 Cryo. V-500 Inlet Scrubber 6'-0" Wide x 7'-6" Long x 25'-0" Tall 20,000 Cryo V-590 Cold Drains Tank 12'-0" Wide x40'-0" Long x 16'-0" Tall 16,000 Cryo. V-510 Cold Separator 10-0" Wide x 8'-6" Long x 26'-0" Tall 25.000 Cryo. V-551 Product Surge Tank 12'-0" Wide x 60-0" Long x 16'-0" Tall 83,000 Meas. GC -600 GC Building w/ integral GC and Comm Terminal 10'-0" Wide x 10-0" Long x 12'-0" Tall 10,000 Meas M-601 Residue Metering Skid w/ sampling system 8'-0" Wide x 30'-0" Long x 10'-0" Tall 10,000 Meas. M-602 Inlet Metering Skid w/ sampling 8'-0" Wide x 30-0" Long x 10'-0" Tall 10,000 Meas. M-603 NGl Metering Skid w/ prover and sampling system 8'-0" Wide x 30'-0" Long x 10'-0' Tall 10,000 BOP P-701 Methanol Transfer Pump 2'-0" Wide x 2'-0" Long x 2'-0" Tall 75 BOP C-702/3 instrument Air Compressor Package w/ Air Dryers 10-0" Wide x 30-0" Long x 9'-0" Tall 30,000 BOP V-704 Instrument Air Receiver 8'-0" Wide* 8'-0" Long x141-0" Tall 12,000 BOP V-705 Wet Air Receiver 8'-0" Wide x 8' 0" Long x 14'-0" Tall 12,000 BOP FL -991 Flare Package w/ Air Blower & Flame Front Generator 6'-0" Wide x 8'-0" Long x 125'-0" Tall 20,000 BOP TX -710 lube Oil Storage Tank, Double Wall 50 881. (8 5' dia.x 6' tall) Fiberglass 2,000 BOP TK- 711 Lube Oil Make-up Tank 500 USWG (4'-0" Wide x 8'-0" Long x 6' tall) Fiberglass 750 BOP TX -712 tube Oil Make-up Tank 500 USWG (4'-0" Wide x 8'-0" long x 6' tall) Fiberglass 750 BOP TK-713 Lube Oil Make-up Tank 500 USWG (CO Wide x 8'-0" Long x 6' tall) Fiberglass 750 BOP TX- 714 Produced Water Storage Tank 210 881. (10' dia x15' tall), API- 12F 6,000 BOP TX -715 Methanol Storage Tank 90 881 (8' dia x10' tall), API- 12F 6,000 BOP TX -716 Environmental Water Storage Tank 210 BBL (10' dia x15' tall), API- 12F 6,000 BOP V-720 Closed Drains Tank 12'-0" Wide x 40'-0" Long x 16'-0" Tall 16,000 BOP V-721 Flare KO Tank 12'-0" Wide x 40'-0" Long x 16'-0" Tall 16,000 BOP TX- 717 Environmental Water Rundown Tank, Double wall 50 BBL (8.5' dia.x 6' tall) Fiberglass 500 BOP P-718 Pneumatic Environmental Water Transfer Pump 12'-0' Wide x 60-0" Long x 16--0" Tall 50 BOP V-730 Compressor Distance Piece Drain/Vent Tank 2'-0" Wide x 2'-0" long x 2'-6" Tall 200 BOP V-731 Compressor Cylinder Drain/Vent Tank 2'-0' Wide x 2'-0" Long x 2'-6" Tall 200 BOP P-732 Pneumatic Distance Piece Drain Pump T-0" Wide x T-0" Long x 2'-0" Tall 75 BOP V-733 Compressor Distance Piece Drain/Vent Tank 2'-0" Wide x 2'-0" Long x 2'-6" Tall 200 BOP V-734 Compressor Cylinder Drain/Vent Tank 2'-0" Wide x 2'-0" Long x 2'-6" Tall 200 BOP P-735 Pneumatic Distance Piece Drain Pump 2'-0" Wide x 2'-0" Long x 2'-0" Tall 75 BOP V-736 Compressor Distance Piece Dmn/Vent Tank 2'-0" Wide x 2'-0" Long x 2'-6" Tall 200 BOP V-737 Compressor Cylinder Drain/Vent Tank 2'-0" Wide x 2'-0" Long x 2'-6' Tail 200 BOP P-738 Pneumatic Distance Piece Drain Pump 2'-0" Wide z 2'-0" long x 2'-0" Tall 75 BOP RO-739 RO Water System 8'-0" Wide x40'-0" tong x 8'-0" Tall 8,000 BOP CR-799 Plant Office Control Budding with Shower. Bathroom, RO System, Amine Lab & Warehouse Space 55'-0" Wide x 110'-0" Long x 16'-0" Tall By Aka Energy BOP MCC -761/2 Power Distnbution & Motor Control Center x Mounted in Building 24'-0" Wide x 55'-0" Long x 20-0" Tall TBD BOP P-740 Flare KO Pump, 30 GPM, 10 HP 2'-0" Wide x 4'-0" Long x 3'-0" Tall 500 BOP P 741A711/C Lube Oil Transfer Pump, Pneumatic x 3 2--0" Wide x 2'-0" Long x 2'-0" Tall 75 BOP G-771 Temporary Generator, 1475 kW, CAT G3516C, Natural Gas TO Wide x40-0" long x 28'-6" Tall 80,000 BOP G-772 Temporary Generator, 1475 kW, CAT G3516C, Natural Gas 9'-0" Wide x4O-O" Long x 28'• 6" Tall 80,000 BOP 0-773 Temporary Generator, 1475 kW, CAT 63516C, Natural Gas 9'-0" Wide x 40-0" Long x 28'-6" Tall 80,000 Omitted Omitted BOP CS -797 Control System • Allen Bradley w/ Monitors w/ Separate SIS - BOP TA -745 Compressor tube Oil Drain Tank 90 BBL (8' dia x10' tall), API. 1.2F 6,000 BOP TIC -746 Compressor Used Lube Oil Storage Tank 100 881 (9'-6" dia x 8' tall), API. 12F 6,500 BOP P-747 Acid Water Pump 2'-0" Wide x 2'-0" Long x 2'-0" Tall 75 Omitted Amine TX -749 Amine Re -Run Tank, Double Wall, In Ground, Gas Blanketed 50 BBL (8.5' dia.x 6' tall) Fiberglass 2,000 BOP P-752 Water Make-up Pump 2 -O" Wide x 4'-0" Long x 2'-0" Tall 150 BOP MV -760 Medium Voltage Switch Gear TBD T80 BOP TR-763 4160 V to 480 X Transformer TBD TBD BOP V-101 Gathering Slug Catcher 84" O.D. x 20'-0" OAL 45,000 BOP P -101A Condensate Transfer Pump. 100 HP 2'-0' Wide x 4'-0" Long x 2'0" Tall 750 BOP P-1018 Condensate Transfer Pump, 100 HP 2'-0' Wide x 4'-0" Long x 2'-0" Tall 750 BOP UPS -765 Uninteruptable Power Source BOP AE -766 A..Z Gas & Smoke Detectors - OOP UT -7664...2 Plant Area Lighting per ANSI RP 7 01 - TBD Compr C-601 Gathering Gas Compressor Package CAT 35161 1280 HP Natural Gas Engine w/ Sound Proof Build.n 38-0" Wide x 45'-0" Tall x 55'-0" Long 310,000 Compr C-602 Gathering Gas Compressor Package CAT 35161 1280 HP Natural Gas Engine w/ Building 38'-0' Wide x 45 -Cr Tall x 55'-0" Long 310,000 Compr. C-603 Gathering Gas Compressor Package CAT 35161 1280 HP Natural Gas Engine w/Budding 38'-0' Wide x 4S-0" Tall x 55'-0" Long 310,000 Compr. C-604 Gathering Gas Compressor Package CAT 35161 1280 HP Natural Gas Engine w/ Building 38'-0" Wide x 45 -0" Tall x 55'-0" Long 310,000 C hryrr,:nr ONLINE M,\rvING „ WELD COUNTY NOT WITHIN AN IGA - AKA ENERGY GROUP LLC �� 6,151,1 0 3,375.54 6,751.1 Feet WGS_ 1984_Web_Mercator_Auxiliary_Sphere Weld County Colorado 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 C0•.; L.I+ir 0 Legend Parcels IGA - Intergovernmental Agree AULT DACONO EATON EVANS FIRESTONE FORT LUPTON FREDERICK GILCREST HUDSON KEENESBURG KERSEY LA SALLE LONGMONT MEAD MILLIKEN PLATTEVILLE O O O Floodplain - 500 Year Floodplain - 100 Year Zone A Floodplain - 100 Year Floodwa Floodplain - 100 Year Zone AE SEVERANCE TIMNATH VNNDSOR FInnrinlain - 1nn Vaar 7nna AI - Notes FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION: Business Name: AKA ENERGY GROUP, LLC Phone: 970-764-6900 Address: 125 MERCADO STREET, SUITE 201. DURANGO CO City, ST, Zip: 81301 Business Owner: SAME AS ABOVE Phone: Home Address: City, ST, Zip: List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE RUDY QUIROZ AREA MANAGER 13472 C.R. 40 PLATTEVILLE CO 80651 970-737-2601 cell 575-942-4104 STEVE NESTOR PLANT FOREMAN 13472 C.R. 40 PLATTEVILLE CO 80651 970-737-2601 cell 970-539-9308 ALAN BARTELS MAINTENANCE 13472 C.R. 40 PLATTEVILLE CO 80651 970-737-2601 cell 970-442-0586 Business Hours: 24 hours per day Days: 7 days per week Type of Alarm: II None Burglar IN Holdup IN Fire Name and address of Alarm Company: Location of Safe: N/A • Silent III Audible Lower Explosive Limit (LEL) alarms will be installed in comp bldgs MISCELLANEOUS INFORMATION: Number of entry/exit doors in this building: N/A Location(s): Is alcohol stored in building? NO Are drugs stored in building? NO Are weapons stored in building? NO Location(s): Location(s): Location(s): The following programs are offere s a public service of the Weld Count heriffs Office. Please indicate the programs of interest. Physical Security Check Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: Main Electrical: Gas Shut Off: MCC BUILDING N/A Exterior Water Shutoff: N/A Interior Water Shutoff: N/A Weld County Treasurer Statement of Taxes Due Account Number R8940002 Assessed To Parcel 105531300002 AKA ENERGY GROUP CIO K E ANDREWS & COMPANY 1900 DALROCK RD ROWLETT, I X 75088-5526 Legal Description NA, 2SW431465 Situs Address 18075 COUNTY ROAD 38 Year Tax Tax Charge Interest Fees Payments Balance 2017 $929.82 $18.60 $0.00 ($948.42) $0.00 Total Tax Chan!e $0.00 Grand Total Due as of 12/04/2018 $0.00 Tax Billed at 2017 Rates for Tax Area 2194 - 2194 Authority WELD COUNTY SCHOOL DIST REI CENTRAL COLORADO WATER (CCW CENTRAL COLORADO WATER SURD LASALLE FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY Taxes Billed 2017 * Credit Levy Mill Levy 15.8000000* 19.3310000 1.8000000 1.35300(x) 5.1540000 6.3170000 3.2560000 Amount $277.13 $339.07 $31.57 $23.73 $90.40 $110.81 $57.11 53.0110000 $929.82 Values REFINING/PETROLEti M -LAND REFINING/PETROLEU M -IMPS. AG -DRY FARM LAND AG -WASTE LAND Total Actual $4,000 549.530 $6,907 553 Assessed S1.160 $14.360 $2,000 $20 560,490 $17.540 ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH. Weld County Treasurer • P.O. Box 458, Greeley, CO 80632. 1400 N. 17th Ave. Greeley, CO 80631 • (970) 353-3845 Ext. 3290 FINAL, DRAINAGE REPORT SPEER PLANT EXPANSION (I M J USR19-i4-0035; Amendment to USR 14-0035) Located in the: SW OF SECTION 31, TOWNSHIP 4 NORTH, RANGE 65 WEST OF THE 6" PRINCIPAL MERIDIAN, WELD COUNTY, CO Prepared: February 12, 2019 Prepared for: AKA Energy Group, LLC 13472 Weld County Rd. 40, Platteville, CO 80651 970.737.2601 Prepared By: Crestone Consultants, LLC 14145 West Warren Cir. Lakewood, CO 80228 303.997.6113 Crestone Project No. 18013 CRESTON ; CONSULTANTS, LLC CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I Joseph M. Erjavec, P.E. , Consultant Engineer for Aka Energy Group, LLC ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of 1MJUSR19-14-0035 ("Application") for the property described in the attached Exhibit "A." 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 below. This certification is not a guarantee or warranty either expressed or implied. (Engineer's Stamp) ecord Signature VARIANCE REQUEST 1) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointee: Planning Director Name Signature Date of approval 1/13/15 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 TABLE OF CONTENTS Page I - INTRODUCTION 1 II — GENERAL LOCATION & DESCRIPTION 1 Location 1 Description of Property 1 III — DRAINAGE BASINS AND SUB -BASINS 3 Major Basin Description 3 Historic Sub -Basin Description 3 Developed Basin Descriptions 4 IV — DRAINAGE DESIGN CRITERIA 5 Development Criteria Reference and Constraints 5 Hydrological Criteria 5 Hydraulic Criteria 6 V — DRAINAGE FACILITY DESIGN 9 General Concept 9 Specific Details 11 VII - CONCLUSIONS 13 VIII - REFERENCES 14 Crestone Project No. 18013 Page I i SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 LIST OF APPENDICES APPENDIX A — General Information Vicinity Map NRCS Soils Data FEMA Flood Insurance Rate Map APPENDIX B — Hydrologic Calculations (Historic & Developed Condition) Rational Method Calculations Hydrologic Calculation Reference Materials APPENDIX C — Hydraulic Calculations (Developed Condition) Channel Sizing Calculations Riprap Sizing Calculations Detention Pond Sizing Calculations Hydraulic Calculation Reference Materials APPENDIX D — Previous Studies & Correspondence Previous Study References Correspondence APPENDIX E — Maps Historic Condition Drainage Exhibit Developed Condition Drainage Exhibit Drainage Details Crestone Project No. 18013 Page I ii SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 I - INTRODUCTION This Final Drainage Report has been prepared for the Speer Plant Expansion and will outline the methodology for sizing of stormwater conveyances and attenuation facilities associated with the proposed Speer Plant Expansion. The owner of the facility, Aka Energy Group, LLC, is proposing to expand the existing Speer Plant compressor station which was previously permitted under USR14-0035. The owner intends to add on the existing compressor station by expanding the existing gravel pad which the plant sits on and adding various skid mounted equipment and buildings to the expanded pad area. The proposed expansion will also include converting the existing plant's Water Quality Pond (which was sized under Weld County's previous 10% Impervious Rule) to a complete Detention Pond which meets current Weld County Code (Section 23-12-90 — Storage) for stormwater attenuation & water quality enhancement. The Detention Pond is sized to attenuate the existing plant and expansion area. In addition, a 5,000 sf (approximate) control room/office building and associated drives and parking area is proposed to be constructed within the Speer Plant USR parcel, south of existing plant. A Detention Pond is proposed to be constructed for the control room/office improvement area. II - GENERAL LOCATION & DESCRIPTION Location A) The USR Parcel is located in the Southwest Quarter of Section 31, Township 4 North, Range 65 West of the 6" Principal Meridian, which is approximately 3.5 miles southeast of Gilcrest, Colorado. The Speer Plant compressor station is located in the west half (+/-) of the USR Parcel. See Appendix A for a Vicinity Map. B) For the purposes of this report, "Project Site" refers to the Speer Plant compressor station area, as well as the control room/office improvement area. The Project Site's southern boundary (boundary of control room/office) is located approximately 525 ft north of WCR 38 (gravel road with 60 ft ROW) and the Project Site's eastern boundary (compressor station area) is located approximately 4,200 ft west of WCR 39 (paved road). C) No major drainageways exist within the USR Parcel. The plant and control room/office improvement areas are located within Zone X — Area of Minimal Flooding Hazard per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (Map #08123C1750E, Effective January 20, 2016). Description of Property A) The area associated with the USR Parcel is approximately 80 acres. The majority of the existing parcel consists of pasture land and includes existing oil/gas wells with associated equipment and roads. The USR Parcel also includes the existing Speer Plant compressor station along the western side of the USR Parcel, which was permitted under USR14-0035, and is approximately 8 acres in size (area within existing plant fence is approximately 10 acres). Crestone Project No. 18013 Page I 1 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 B) As per the National Resources Conservation Service (NRCS), the predominant soils within the Speer Plant — compressor station area and the control room/office improvement area vicinity are described as follows: 69 — Valent sand, 0 to 3 percent slopes Parent material: Noncalcareous eolian sands, slope ranging from 0 to 3%, have high to very high water capacity, are excessively drained, have a depth to water table greater than 80 inches, have a low susceptibility to erosion from water, and have a high susceptibility to wind erosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group A (high infiltration rate; low runoff potential). 70 — Valent sand, 3 to 9 percent slopes Parent material: Noncalcareous eolian sands, slope ranging from 3 to 9%, have a high to very high water capacity, are excessively drained, have a depth to water table greater than 80 inches, have a low susceptibility to erosion from water, and have a high susceptibility to wind erosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group A (high infiltration rate; low runoff potential). 72 — Vona loamy sand, 0 to 3 percent slopes Parent material: Alluvium and/or eolian deposits, slope ranging from 0 to 3%, have a high water capacity, are well drained, have a depth to water table greater than 80 inches, have a low to moderate susceptibility to erosion from water, and have a high susceptibility to wind erosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group A (high infiltration rate; low runoff potential). Please refer to Appendix A for NRCS soils data. C) The Project Site does not include a major drainageway and is not located within a regulated floodplain. D) The project involves construction of a compressor station expansion which includes expanding the existing gravel pad which the plant sits on and adding various skid mounted equipment and buildings to the expanded pad area. The proposed expansion will also include converting the existing plant's Water Quality Pond (which was sized under Weld County's previous 10% Impervious Rule) to a complete Detention Pond which meets current Weld County Code (Section 23-12-90 — Storage) for stormwater attenuation & water quality enhancement. The Detention Pond is sized to attenuate the existing plant and expansion area. In addition, a 5,000 sf (approximate) control room/office building and associated drives and parking area is proposed to be constructed within the Speer Plant USR parcel, south of existing plant. A Detention Pond is proposed to be constructed for the control room/office improvement area. E) The Project Site does not include irrigation facilities. Crestone Project No. 18013 Page 12 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 III - DRAINAGE BASINS AND SUB -BASINS Major Basin Description The Project Site is within the South Platte River watershed and does not contain a major drainageway. The plant and control room/office improvement areas are located within Zone X — Area of Minimal Flooding Hazard per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (Map #08123C1750E, Effective January 20, 2016). Historic Sub -Basin Description A) The improvements areas have been delineated into two historic basins, one for the existing Speer Plant and expansion area and another for the control room/office building improvement area. The historic basins are described as follows: Basin H1 :13.68 ac/2.0% Imp) Basin H1 encompasses the existing Speer Plant compressor station and disturbance areas proposed with the Speer Plant expansion (which are generally located east of and adjacent to the existing plant). The basin outfall is located on the north end of the basin at Design Point 1 and generally matches the outfall location that existed prior to the development of the original Speer Plant. With the original development of the Speer Plant the surface runoff through the basin was altered from historic patterns, but ultimately the surface runoff is conveyed to the same general outfall location that existed for the basin prior to the initial development of the plant. The surface runoff for the existing Speer Plant is conveyed by overland flow (via a pad which was graded for the plant) which runs generally from southwest to northeast at slopes ranging from 0.7% to 1.3%. Additionally, two existing drainage channels, identified as "Channel 1" and "Channel 2" per the original drainage narrative for the Speer Plant (Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014, Reference 4 — included in Appendix D) are located on the west and east sides, respectively, of the plant pad and convey all runoff to the north. The surface runoff for the remaining portion of the basin which is located east of the existing Speer Plant is routed north/northwesterly via existing drainages which were not altered with the original development of the plant. A localized depression approximately 5 ft deep is located north/northwest of Basin H1, but within the Speer Plant USR Parcel. The surface runoff generated within Basin H1 is collected by north/northwest trending drainageways and conveyed to the aforementioned localized depression. From the localized depression, the surface runoff is conveyed via overland flow to the adjacent parcel located west of the Speer Plant USR Parcel. Basin H2 (1.22 ac/2.0% Imp) Basin H2 encompasses the control room/office improvement area. The basin is located approximately 250 ft south of the Speer Plant and is comprised of existing pasture land. Runoff is routed through the basin via overland flow and outfalls on the northwestern end of the basin at Design Point 2. From here, runoff is conveyed north along the eastern side of the existing Crestone Project No. 18013 Page 13 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 Speer Plant access road (within a borrow ditch), and is routed northwest under the access road via an existing 18" culvert, where the runoff is then routed offsite to the west. Please refer to Appendix E for a copy of the Historic Condition Drainage Exhibit. Developed Basin Descriptions In the developed condition, the Speer Plant compressor station and associated expansion area has been delineated into three basins (entitled Basins D1 -D3) and the control room/office improvement area has been delineated into two basins (entitled Basins El & E2). The developed basins are described as follows: Basin D1 3.42 ac/47.3% Imp' Basin D1 is comprised of the west third (approximate) of the existing Speer Plant. This basin matches the "Channel 1" basin as identified on the on the Flatirons, Inc. Drainage Narrative (Reference 4). This basin and its associated channel and culvert conveyances are not planned to be altered with the proposed plant expansion and will outfall into the proposed Detention Pond at Design Point 1. Please refer to the Flatirons, Inc. Drainage Narrative located in Appendix D for additional information related to this basin and the associated hydraulic calculations. Please Note, the existing Water Quality Pond which was provided with the original Speer Plant, which Basins Dl -D3 are tributary to will be replaced with a Detention Pond being proposed with this Speer Plant compressor station expansion. Basin D2 (8.66 ac/40.4% Impl Basin D2 is comprised of the east two-thirds (approximate) of the existing Speer Plant as well as the plant expansion area. Runoff generated within this basin sheet flows northeasterly into a proposed drainage channel (CH2) along the east side of the plant which directs runoff north into the proposed Detention Pond at Design Point 2. Basin D3 1.61 ac/80.3% Imp) Basin D3 is located north of Basin D2 and is comprised of the proposed Detention Pond for the Speer Plant and the northeastern portion of the plant expansion area. Runoff generated within this basin is directed via overland flow to Design Point 3, the proposed Detention Pond outlet structure. Basin El (1.22 ac/60.6% Imp) Basin El includes the control room/office improvement area which is located south of the Speer Plant. Basin El contains the proposed control room/office building and associated gravel drives/parking and the proposed Detention Pond for this improvement area. Runoff generated within this basin is directed north via overland flow and channel flow (CH3) to the Design Point 4, the proposed Detention Pond outfall structure. Basin E2 3.85 ac, 2.0% Imp) Basin E2 is located south of Basin El and is comprised of existing pasture land. Runoff generated within this basin is directed northwest via overland flow to Design Point 5, a proposed culvert (STM2). This basin has been delineated to determine the offsite flowrate to size the proposed culvert which is located under the gravel drive access to the control room/office improvement area. Crestone Project No. 18013 Page 14 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 Please refer to Appendix E for a copy of the Developed Condition Drainage Exhibit. IV - DRAINAGE DESIGN CRITERIA The regulations, guidelines and drainage design criteria used in the preparation of this Report are those contained within the Weld County, CO Charter and County Code, Article XII - Storm Drainage Criteria and the Urban Drainage and Flood Control District (UDFCD), Urban Storm Drainage Criteria Manual - Volumes 1, 2, and 3. Development Criteria Reference and Constraints A) Existing Drainage Studies — The Project Site is included in one existing drainage narrative, entitled, Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014 (Reference 4). The aforementioned Flatirons, Inc. Drainage Narrative included the rationale and design of the existing Water Quality Pond based on the County's previous "10% Impervious Rule". The drainage narrative has been reviewed and utilized for the design of the plant expansion and control room/office improvements proposed with this Report. For reference, a copy of the Flatirons, Inc. Drainage Narrative has been included in Appendix D. B) The siting of the proposed expansion area within the USR parcel was influenced by the location of the existing Speer Plant compressor station, as well as existing oil & gas wells and infrastructure. Hydrological Criteria A) The 1 hour rainfall depths listed below were obtained from the National Oceanic and Atmospheric Administration (NOAH) Precipitation Frequency Data Server for Platteville, Colorado, and were utilized in determining the historic and developed hydrologic calculations, as well as in calculating the required 100 year volume (Modified FAA Method) for the proposed Detention Ponds. 2 Year 5 Year 10 Year 100 Year 0.85 in 1.12 in 1.39 in 2.71 in The design storms analyzed in this report are as follows: Minor Storm — 10 year, 1 hour storm occurrence (utilized for determining the historic releases which are used in the Modified FAA Method Detention Pond sizing calculation) Please Note — The USR Parcel and Project Site are located in a NON -URBANIZING AREA. Major Storm — 100 year, 1 hour storm occurrence (open channel, culvert & riprap sizing calculations) Crestone Project No. 18013 Page 1 5 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 B) The Rational Method was used to determine the historic & developed flowrates for the 5, 10 & 100 year storms. Please Note — the Rational Method formula utilized in this Report is based on the January 2007 version of the UDFCD, Urban Storm Drainage Criteria Manual — Volume 1. This version of the Urban Storm Drainage Criteria Manual was provided by Weld County for use in preparing this Report. C) The following table summarizes the historic and developed Rational Method flowrates for the Project Site: Basin Area (ac) 05 (cfs) 010 (cfs) 0100 (cfs) Historic H1 13.68 0.0 2.2 13.2 H2 1.22 0.0 0.2 1.2 Basin Area (ac) O5 (cfs) Q10 (cfs) O100 (cfs) Developed D1 3.42 2.6 3.8 9.6 D2 8.66 5.4 8.1 21.4 D3 1.61 3.3 4.3 9.3 Sum D1 -D3 13.68 10.1 14.7 36.8 El 1.22 1.3 1.7 4.1 E2 3.85 0.0 0.7 4.1 D) UDFCD equations were utilized to determine required Water Quality Capture Volume (WQCV) for the proposed Detention Ponds. E) The Modified FAA Method has been utilized in determining the 100 year required volume for the proposed Detention Ponds. Refer to Appendix B for Hydrologic Calculations and Reference Materials. Hydraulic Criteria A) Analysis Methodology & Capacity References 1) Channels Channel analysis presented in this Report has utilized the Manning's equation to compute flowrates at varying depths of flow. Crestone Project No. 18013 Page 16 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 Design parameters used for the grass lined and riprap/rock lined channels include: Native Grass Lined Channels • Manning's n = 0.032 (maintained channel condition) for velocity analysis • Manning's n = 0.05 (unmaintained channel condition) for capacity analysis • Maximum Velocity = 5.0 fps Gravel Lined Channels • Manning's n = 0.035 (maintained channel condition) for velocity analysis • Manning's n = 0.07 (unmaintained channel condition) for capacity analysis • Maximum Velocity = 16.0 fps The following table summarizes the sizing of the Channels: Channel Type Depth (ft) Design Q100 (cfs) (1) Max. Water Depth (ft) (z) Max. Velocity (fps) Freeboard (ft) CH2 Gravel 2.5 21.4 1.37 2.48 1.13 CH3 Native Grass 2.5 4.1 0.44 2.10 2.06 (1) Based on design channel with the minimum channel slope & unmaintained Manning's n. (2) Based on design channel with the maximum channel slope & maintained Manning's n. 2) Culverts Culvert analysis presented in this Report has utilized the Orifice Equation (inlet control) and the Energy Equation (outlet control) to compute the hydraulic analysis for culverts. All culverts have been designed to convey the 100 year storm. Design parameters used for sizing the culverts are as follows: • Reinforced Concrete Pipe material • Manning's n = 0.016 • Maximum outlet velocity = 12.0 fps • Maximum Hw/D of 2.0 (for less than 36" diameter) The following table summarizes the sizing of the Culverts: Culvert Dia. (in) Design Q100 (cfs) Headwater Depth (ft) Outlet Velocity (fps) Hw/D Slope STM1 24 21.4 2.84 7.70 1.42 1.2% STM2 12 4.1 1.55 5.22 1.55 1.0% B) Modeling Software AutoCAD Hydraflow Express Extension software has been utilized as the means of conducting the hydraulic analysis modeling for the proposed channels and culverts presented in this Report. Crestone Project No. 18013 Pagel7 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 C) Two Detention Ponds have been sized for the proposed improvements and are based on the entire area that is tributary to each pond. The Basins Dl -D3 Detention Pond is located in Basin D3 on the northeast end of the Speer Plant and has been sized for tributary Basins D1 -D3. The Basin El Detention Pond is located in Basin El south of the Speer Plant and has been sized for Basin E, which is comprised of the control room/office improvement area. The Modified FAA Method was utilized to size each Detention Pond based on the following criteria: • Store the stormwater runoff generated by the 1 hour, 100 year storm falling on the developed site and release of the detained water at the historic runoff rate of the 1 hour, 10 year storm falling on the undeveloped site with a 2% imperviousness (the Speer Plant site is located in a NON -URBANIZING area). • WQCV is being provided as part of the required 100 year detention volume for each pond. The following table summarizes the sizing of the Detention Ponds: Basin Area (ac) Req'd WQCV Volume (ac -ft) Req'd 100 Year Detention Volume via Modified FAA Method (ac -ft) D1 -D3 13.68 0.27 1.55 El 1.22 0.03 0.17 The runoff volume stored in each of the proposed Detention Ponds will be released at or below historic discharge rates (which are defined as the 1 hour, 10 year storm, since the Speer Plant is located within a NON -URBANIZING AREA). The following summarizes each pond: Basins D1 -D3 Detention Pond The outlet structure for this pond consists of a modified CDOT Type C inlet which includes a 2 -stage release and a trash rack. The initial release includes a WQ plate which has been sized to release the WQCV over a 40 hour duration. The WQ plate includes 1 column of 5 rows of 1.0" tall x 2.375" wide openings. The second release includes a restrictor plate which covers the outlet structure's 12" RCP outfall pipe. This plate reduces the 100 year release from the pond to the allowable historic (10 year, 1 hour) release rate of 2.2 cfs. An emergency overflow has been sized to convey the 100 year developed in -flow rate into the pond (36.8 cfs) at a total depth of 0.5 ft. The emergency overflow crest length is 32 ft and has been set at the 100 year detention volume water surface elevation. The emergency overflow includes a buried concrete cutoff wall and buried riprap on the downstream side of the spillway. The pond includes 1.58 ft of freeboard above the 100 year detention volume water surface elevation. The pond can be accessed from the existing Speer Plant pad via mild slopes (<10%) on the southwestern side of the pond. Crestone Project No. 18013 Page 18 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 The Basins D1 -D3 Detention Pond will be drained within 72 hours of the end of the storm event for storm events up to and including the 100 year, 1 hour storm. The maximum depth in the Detention Pond when filled to the 100 year required detention volume water surface is 3.92 ft. Based on an infiltration rate of 20 min/in, it will take 15.7 hours to drain the pond via infiltration. It will take 17.1 hours to drain the required 100 year pond volume (1.55 ac - ft) at 1.1 cfs, which is half of the maximum allowable 100 year release rate of 2.2 cfs. Basin El Detention Pond The outlet structure for this pond is a simplified structure consisting of a retaining wall integrated into the pond's berm which incorporates a 2 -stage release, trash rack and emergency overflow. The initial release includes a WQ plate which has been sized to release the WQCV over a 40 hour duration. The WQ plate includes 1 column of 3 rows of 0.375" tall x 1.0" wide openings. The second release includes a 100 year release weir that is 0.07 ft wide. The weir reduces the 100 year release from the pond to the allowable historic (10 year, 1 hour) rate of 0.2 cfs. Additionally, the outlet structure wall includes a 5 ft wide emergency overflow weir which has been sized to convey the developed in -flow rate into the pond (4.1 cfs) at a depth of 0.5 ft. The emergency overflow weir crest has been set at the 100 year detention volume water surface elevation. The pond includes 1.36 ft of freeboard above the 100 year detention volume water surface elevation. A maintenance access path has been designed to access the pond from the control room/office parking area. This access is located on the south side of the pond, north of the control room/office building. The Basin El Detention Pond will be drained within 72 hours of the end of the storm event for storm events up to and including the 100 year, 1 hour storm. The maximum depth in the Detention Pond when filled to the 100 year required detention volume water surface is 1.64 ft. Based on an infiltration rate of 20 min/in, it will take 6.6 hours to drain the pond via infiltration. It will take 20.4 hours to drain the required 100 year pond volume (0.17 ac -ft) at 0.1 cfs, which is half of the maximum allowable 100 year release rate of 0.1 cfs. D) Permanent erosion control features consist of the proposed Detention Ponds, channel stabilization (existing channels and proposed) via angular rock and riprap erosion protection, as well as angular and rock and riprap erosion protection at points of concentrated flow (i.e. culvert outfalls, etc.). Refer to Appendix C for all Hydraulic Calculations (i.e. channel, culvert, riprap sizing & Detention Pond sizing) and Reference Materials. V - DRAINAGE FACILITY DESIGN General Concept A) The storm drainage conveyance and storage elements have been designed to safely collect and convey developed condition runoff generated by the 100 year, 1 hour storm event within the existing Speer Plant, plant expansion and control room/office improvement areas. The developed runoff will be routed to either of the two proposed Detention Ponds which have been designed to include the WQCV and attenuation of the 100 year storm event. Crestone Project No. 18013 Page 19 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 B) Tributary offsite flows (run-on) will be routed around the respective plant expansion and control room/office improvement areas via berms and the improvement areas being elevated above the surrounding areas. Regarding offsite releases, all developed runoff from the Speer Plant, plant expansion and control room/office improvement areas will be routed through either of the two proposed Detention Ponds and released at historic rates. The release from the Basins D1 -D3 Detention Pond will be routed north/northwest to the existing localized depression located on the north end of the Speer Plant USR Parcel. From the localized depression, the released runoff will be conveyed northwest via overland flow to the adjacent parcel located west of the Speer Plant USR Parcel. This conveyance matches the historic and existing condition conveyance. The release from the Basin El Detention Pond will be conveyed consistent with historic and existing patterns. The release will be conveyed north along the eastern side of the existing Speer Plant access road (within a borrow ditch), and is routed northwest under the access road via an existing 18" culvert, where the runoff is then routed offsite to the adjacent property to the west of the Speer Plant USR Parcel. C) Multiple tables, figures and drawings have been included within the appendices of this report and include the following: APPENDIX A - General Information Vicinity Map NRCS Soils Data FEMA Flood Insurance Rate Map APPENDIX B - Hydrologic Calculations (Historic & Developed Condition) Rational Method Calculations Hydrologic Calculation Reference Materials APPENDIX C - Hydraulic Calculations (Developed Condition) Channel Sizing Calculations Riprap Sizing Calculations Detention Pond Sizing Calculations Hydraulic Calculation Reference Materials APPENDIX D - Previous Studies & Correspondence Previous Study References Correspondence APPENDIX E - Maps Historic Condition Drainage Exhibit Developed Condition Drainage Exhibit Drainage Details Crestone Project No. 18013 Page 110 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 D) In addition to the Detention Ponds and their associated features, hydraulic structures associated with the proposed Speer Plant expansion and control room/office improvement areas are limited to a drainage channel and culverts. There are two channels proposed (CH2 and CH3). CH2 is located within Basin D2, has a bottom width of 5 ft, 4:1 side slopes and a minimum depth of 2.5 ft. CH3 is located within Basin El, has a bottom width of 4 ft, 4:1 & 5:1 side slopes and a minimum depth of 2.5 ft. Swales will be comprised of a 'V' section with 3:1 maximum side slopes and a minimum depth of 0.5 feet. Swales will be provided to direct runoff away from buildings and plant equipment as required. There are two culverts proposed (STM1 and STM2). STM1 is a 24" culvert located within Basin D2, which conveys the 100 year flow within CH2 beneath a proposed equipment access road to the proposed Basins D1 -D3 Detention Pond. STM2 is a 12" culvert located within downstream of Basin E2, which conveys the 100 year flow within Basin E2 beneath the proposed access drive to the control room/office improvement area. Specific Details A) See the specific details identified for each Detention Pond under Section IV (Drainage Design Criteria) of this Report. B) Maintenance Plan All stormwater facilities designed herein are privately owned & maintained. The property owner will be responsible for regular maintenance and repairs of the drainage facilities which include drainage channels, culverts and detention ponds including their associated features. Drainage channels, culverts and detention ponds shall be inspected routinely on at least a quarterly basis and after significant storm events. Routine maintenance activities for the channels, culverts and detention ponds (including pond outlet structure, emergency overflow and maintenance access) include mowing/weed control, trash & debris removal, erosion mitigation through replanting/watering, overgrown vegetation removal and structural repair. The following table provides routine maintenance guidelines: Summary of Routine Maintenance Activities Maintenance Activity Minimum Frequency Look for: Maintenance Action Trash/Debris Removal Monthly Trash & debris in channel and pond Remove and dispose of trash and debris Mowing Twice annually for native species Excessive grass height/aesthetics Mow native grass to a height of 6" Inflow Point/Trash As needed; after significant storm Clogged inflow points, channel culverts, pond Remove and dispose of debris/trash/sediment to allow Crestone Project No. 18013 Page 111 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 Maintenance Activity Minimum Frequency Look for: Maintenance Action Rack/Outlet Works Cleaning events; w/ other maintenance release; ponding water proper function Weed Control As needed, based upon inspections Noxious weeds; Unwanted vegetation Treat w/ herbicide or hand pull; Consult the local weed inspector Vegetation Removal/Tree Thinning As needed, based upon inspections Trees and plant vegetation around channel features/ bottom, inflow points, pond release, emergency overflow Remove vegetation with tree trimming tools; Consult with arborist concerning evasive species; restore grade and surface Rodent Damage As needed, based upon inspections Holes, small piles of dirt, raised burrows Evaluate damage; consult animal control specialist or DOW for guidance Mosquito Treatment As needed Standing water/mosquito habitat Treat w/ EPA approved chemicals Based on the routine inspections, provide periodic minor and major maintenance activities for the channels, culverts and ponds (including outlet structure, emergency overflow and maintenance access) include sediment removal from the channels, riprap pads, pond bottom, pond outlet structure; erosion repair; overgrown vegetation removal; structural repair/ replacement. The following table provides minor maintenance guidelines: Summary of Minor Maintenance Activities Maintenance Activity Minimum Frequency Look for: Maintenance Action Sediment Removal As needed, based upon inspections Sediment build-up Remove and dispose of sediment Erosion Repair As needed, based upon inspections Rills/gullies forming in channel bottom, on side slopes, pond Repair eroded areas Re -vegetate; address source of erosion Vegetation Removal/Tree Thinning As needed, based upon inspections Large trees/wood vegetation around channel features and channel bottom Remove vegetation with tree trimming tools; Consult with arborist concerning evasive species; restore grade and surface Drain Cleaning/ Jet Vac As needed, based upon inspections Sediment build-up at inflow points, channel culverts, energy dissipaters Clean culverts, drains, energy dissipaters, and stilling basins; Jet Vac if needed Re -vegetation As needed, based upon inspections Bare areas Repair by localized seeding or sodding Crestone Project No. 18013 Page 112 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 The following table provides major maintenance guidelines: Summary of Major Maintenance Activities Maintenance Activity Minimum Frequency Look for: Maintenance Action Major Sediment Removal As needed, based upon inspections Large quantities of sediment; reduced conveyance capacity Remove and lawfully dispose of sediment. Repair vegetation as needed Major Erosion Repair As needed, based upon inspections Severe erosion including gullies, excessive soil, displacement, settlement, holes Repair erosion, re -vegetate and stabilize — find cause of problem and address to avoid future erosion Structural Repair As needed, based upon inspections Deterioration and/or damage to structural components - broken concrete, damaged pipes Structural repair to restore the structure to its original design VII - CONCLUSIONS A) Compliance with Weld County Code This Final Drainage Report has been prepared in accordance with Weld County Code. Historic and developed runoff rates have been calculated based on the criteria, methods and information coordinated and received from Weld County. Hydraulic infrastructure, including the two proposed Detention Ponds have been sized in accordance Weld County requirements. As coordinated with Weld County, the proposed Detention Ponds have been sized to include the existing developed Speer Plant compressor station site as well as the proposed plant expansion and control room/office improvement areas. Refer to Appendix D for copies of the aforementioned correspondence with the County. B) Drainage Concept 1. Developed runoff generated from the existing Speer Plant, plant expansion and control room/office improvement areas are collected and conveyed via overland flow and existing and proposed channel and culvert flow into the one of the two proposed Detention Ponds. The developed flows will be attenuated in the Detention Ponds and released via the 2 -stage outlet structure for each pond at controlled release rates (40 hour duration for WQCV release and historic 10 year, 1 hour release for 100 year event). Grading design and pond placement has taken into account historical and existing drainage patterns and these patterns will be maintained with the proposed development. Since release amounts from the Project Site will be less than or equal to historic rates (i.e. maximum allowable release rate for 100 year developed condition is the historic condition 10 year, 1 hour rate) and historic and existing drainage patterns will be maintained, downstream properties, infrastructure and improvements should not be adversely impacted by the proposed Speer Plan Expansion project, and the natural character of the area will be preserved. Crestone Project No. 18013 Page 113 SPEER PLANT EXPANSION: Final Drainage Report February 12, 2019 2. The Project Site is not included within a Master Drainage Plan and therefore, not impacted by previous plan requirements/recommendations. 3. The Project Site is not encumbered by irrigation facilities. 4. Please refer to Appendices A through E for specific technical criteria and references. VIII - REFERENCES 1. Weld County, CO Charter and County Code, Article Xll — Storm Drainage Criteria. 2. Weld County Engineering & Construction Guidelines, Updated July 2017. 3. Denver Urban Drainage and Flood Control District (UDFCD), Drainage Criteria Manual, Volume 1, January 2007, Volume 2, revised September 2017, Volume 3, revised April 2018. 4. Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014. 5. Natural Resources Conservation Service (NRCS), Web Soil Survey Weld County Colorado, Southern Part, Version 16, October 10, 2017. 6. Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map #08123C1750E, Effective January 20, 2016. Crestone Project No. 18013 Page 114 VICINITY MAP WCR 40 1/2 r (" WCR:>≥ s at U teiz- -3 WCR-38N U WCR 321/2 _ -4 --WCR-38 WCR 30 M at U WCR 28 WCR 36 WCR :' 4 1 r - PROJECT SITE _ WCR 44 v CC U scri WCR 38 cc WCR 32 N NOT TO SCALE WCR 42 wcP�, WCR 28 lx U IMAGE COURTESY OF WELD COUNTY, CO GIS, 2018 eONE CONSULTANTS, uc sn.ernng saw 14145 West Warren Circle 303 9974113 - www crestonaLle com Lakewood, CO 802.28 PROJECT: SPEER PLANT EXPANSION CAUTION. THE ENGINEER PREPARING THESE PLANS AND CRESTONE CONSULTANTS, LLC. WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PI ANS TITLE: VICINITY MAP DATE: 09/2018 DRAWN BY: JME VIC 40° 1610'N 40° 15 39' N 104° 43 2" W 524103 524200 Soil Map —Weld County, Colorado, Southern Part (Speer Plant) 524300 nil 11:p may not tic valid at this -scale isdr 524100 524200 524300 524400 524500 524= 5247tH Map Scale: 1:4,750 if punted on A portrait (8.5" x 11") sheet $ N 0 50 100 200 524400 Meters ro 524500 Feet 0 200 400 800 1200 AMap projection: Web Mercator Comer coordinates: WGS84 Edge bcs: UTM Zone 13N WGS84 524600 524700 40° 16'10'N 40° 15 39" N USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 3 Soil Map —Weld County, Colorado, Southern Part (Speer Plant) Area of Interest (AOl) Soils L-1 s MAP LEGEND Area of Interest (AO') Soil Map Unit Polygons Soil Map Unit Lines O Soil Map Unit Points Special Point Features 0 . .. O a N 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 Spoil Area Stony Spot Very Stony Spot Wet Spot (� Other Special Line Features Water Features Streams and Canals Transportation +-i--+ Rails 00.6.0 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 16. Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1.50,000 or larger. Date(s) aerial images were photographed Jul 17, 2015 -Sep 22, 2016 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. USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 2 of 3 Soil Map —Weld County, Colorado, Southern Part Speer Plant Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 44 Olney loamy sand, 1 to 3 percent slopes 3 1 3.9% 69 Valent sand, 0 to 3 percent slopes 7.5 9.3% 70 Valent sand, 3 to 9 percent slopes 54.2 67.1% 72 Vona loamy sand, 0 to 3 percent slopes 14.9 18.5% 73 Vona loamy sand, 3 to 5 percent slopes 1.0 1.2% Totals for Area of Interest 80.7 100.0% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 3 of 3 Map Unit Description. Olney loamy sand. 1 to 3 percent slopes ---Weld County, Colorado, Speer Plant Southern Part Weld County, Colorado, Southern Part 44 —Olney loamy sand, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 362r Elevation: 4.600 to 5,200 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 175 days Farmland classification: Farmland of statewide importance Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations. descriptions. and transects of the mapunit. Description of Olney Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material Mixed deposit outwash Typical profile H1 - 0 to 10 inches: loamy sand H2 - 10 to 20 inches: sandy clay loam H3 - 20 to 25 inches: sandy day loam H4 - 25 to 60 inches: fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate. maximum in profile: 15 percent Salinity maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) < <p>.N Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description: Olney loamy sand. 1 to 3 percent slopes --Weld County, Colorado. Speer Plant Southern Part Hydric soil rating: No Minor Components Vona Percent of map unit: 8 percent Hydric soil rating: No Zigweid Percent of map unit: 7 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado. Southern Part Survey Area Data: Version 16, Oct 10, 2017 USDA Natural Resources Web Soil Survey r Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 2 Map Unit Description: Valent sand, 0 to 3 percent slopes —Weld County, Colorado, Southern Speer Plant Part 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 Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Parent material: Noncalcareous eolian sands Typical profile A - 0 to 5 inches: sand AC-5to 12 inches: sand Cl - 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 (Ksat): High to very high (6.00 to 39.96 in/hr) 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 (0.1 to 1.9 mmhos/cm) 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 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description Valent sand. 0 to 3 percent slopes ---Weld County. Colorado. Southern Speer Plant Part Ecological site: Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Hydric soil rating: No Minor Components 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 (R067BY015CO). Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydric soil rating: No Julesburg 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: Linear Ecological site: Sandy Plains (R067BY024CO). Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydric soil rating: No Vona 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: Linear Ecological site: Sandy Plains (R067BY024CO). Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydric soil rating: No Data Source Information Soil Survey Area: Weld County. Colorado. Southern Part Survey Area Data: Version 16, Oct 10, 2017 a Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 2 of 2 Map Unit Description: Valent sand, 3 to 9 percent slopes ---Weld County. Colorado. Southern Speer Plant Part Weld County, Colorado, Southern Part 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. Description of Valent Setting Landform: Hills. dunes Landform position (two-dimensional): Backslope. shoulder. footslope. summit Landform position (three-dimensional): Side slope. head slope, nose slope. crest Down -slope shape: Linear. convex Across -slope shape: Linear. convex Parent material: Noncalcareous eolian sands Typical profile A - 0 to 5 inches: sand AC - 5 to 12 inches: sand Cl - 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 in/hr) 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 mmhos/cm) Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): 4e t 'I(?.A Natural Resources Web Soil Survey al Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description: Valent sand, 3 to 9 percent slopes ---Weld County, Colorado. Southern Speer Plant Part Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY015CO). Rolling Sands (R072XY109KS) 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 (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Hydric soil rating: No Vona Percent of map unit: 5 percent Landform: Hills Landform position (two-dimensional): Footslope. backslope. shoulder 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) (R072XA022KS) Hydric soil rating: No Haxtun Percent of map unit: 5 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: Sandy Plains (R067BY024CO). Sandy Plains (R072XY111 KS) Hydric soil rating: No Data Source Information Soil Survey Area: Weld County. Colorado. Southern Part Survey Area Data Version 16. Oct 10. 2017 Sri.\ Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 2 Map Unit Description: Vona loamy sand, 0 to 3 percent slopes --Weld County, Colorado, Speer Plant Southern Part Weld County, Colorado, Southern Part 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 transects 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 H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 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 Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate. maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) 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 (R067BY024CO) Hydric soil rating: No t spa\ Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description: Vona loamy sand. 0 to 3 percent slopes ---Weld County. Colorado. Speer Plant Southern Part Minor Components Remmit Percent of map unit: 10 percent Hydric soil rating: No Valent Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County. Colorado. Southern Part Survey Area Data: Version 16, Oct 10. 2017 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 2 Map Unit Description: Vona loamy sand, 3 to 5 percent slopes --Weld County, Colorado, Speer Plant Southern Part Weld County, Colorado, Southern Part 73 Vona loamy sand, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 363s 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: Not prime farmland Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects 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 H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity. maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) 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 (R067BY024CO) Hydric soil rating: No l sp.‘ Natural Resources Web Soil Survey as Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description: Vona loamy sand, 3 to 5 percent slopes ---Weld County, Colorado. Speer Plant Southern Part Minor Components Remmit Percent of map unit: 8 percent Hydric soil rating: No Valent Percent of map unit: 7 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County. Colorado. Southern Part Survey Area Data: Version 16, Oct 10. 2017 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 2 Physical Soil Properties ---Weld County. Colorado. Southern Part Speer Plant Physical Soil Properties This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation. sieving. or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table. the estimated sand content of each soil layer is given as a percentage. by weight. of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage. by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage. by weight, of the soil material that is less than 2 millimeters in diameter. The content of sand. silt. and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities. and for soil classification. The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink -swell potential, saturated hydraulic conductivity (Ksat), plasticity. the ease of soil dispersion. and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10 -bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table. the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility. shrink -swell potential. available water capacity. total pore space. and other soil properties. The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay. content of organic matter, and soil structure. s -v\ Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 6 Physical Soil Properties ---Weld County, Colorado. Southern Part Speer Plant Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure. porosity. and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter. soil texture. bulk density. and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10 -bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink -swell potential of soils. The shrink -swell potential is low if the soil has a linear extensibility of less than 3 percent: moderate if 3 to 6 percent: high if 6 to 9 percent: and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings. roads. and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight. of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity. water infiltration, soil organism activity. and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. Erosion factors are shown in the table as the K factor (Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt. sand. and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal. the higher the value. the more susceptible the soil is to sheet and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine -earth fraction, or the material less than 2 millimeters in size. t \D\ Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 6 Physical Soil Properties --Weld County, Colorado. Southern Part Speer Plant Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Reference: United States Department of Agriculture. Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. (http://soils.usda.gov) l sl>.\ Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 3 of 6 Physical Soil Properties ---Weld County, Colorado, Southern Part Speer Plant Report Physical Soil Properties Three values are provided to identify the expected Low (L), Representative Value (R). and High (H). Physical Soil Properties —Weld County, Colorado, Southern Part Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility index Kw Kf T In Pct Pct Pct g/cc micro m/sec In/ln Pct Pot 44 Olney loamy sand, 1 to 3 percent slopes Olney 0-10 -84- - 9- 5- 8-10 1.45-1.50 -1.55 42.00-92.00-14 1.00 0.06-0.08-0. 10 0.0- 1.5- 2.9 0.5- 0.8- 1.0 .15 .15 5 2 134 10-20 -56- -18- 18-27- 35 1.25-1.33 -1.40 4.23-9.00-14.11 0.13-0.15-0. 17 0.0- 1.5- 2.9 0.5- 0.8- 1.0 .20 .20 20-25 -60- -18- 15-23- 30 1.25-1.33 -1.40 4.23-9.00-14.11 0.11-0.13-0. 15 0.0- 1.5- 2.9 0.0- 0.3- 0.5 .24 .24 25-60 -64- -27- 5-10- 15 1.40-1.50 -1.60 14.11-28.00-42. 33 0.06-0.10-0. 13 0.0- 1.5- 2.9 0.0- 0.3- 0.5 .37 .37 69—Valent sand, 0 to 3 percent slopes Valent 0-5 88-96- 96 1- 2- 6 2- 3- 6 1.60-1.63 -1.66 141.14-211.50- 282.00 0.04-0.040. 05 0.1- 0.2- 0.5 0.5- 0.9- 2.0 .02 .02 5 1 220 5-12 82-97- 98 1- 2- 12 1- 2- 8 1.60-1.64 -1.69 42.34-211.50-2 82.00 0.04-0.04-0. 11 0.0- 0.1- 0.7 0.1- 0.5- 1.0 .02 .02 12-30 82-97- 98 1- 2- 12 1- 2- 8 1.58-1.62 i -1.67 42.34-211.50-2 82.00 0.04-0.04-0. 11 0.0- 0.1- 0.6 0.1- 0.2- 0.5 .02 .02 30-80 82-97- 98 1- 2- 12 1- 2- 8 1.60-1.64 -1.67 42.34-211.50-2 82.00 0.04-0.04-0. 11 0.0- 0.1- 0.6 0.0- 0.1- 0.5 .02 .02 USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 4 of 6 Physical Soil Properties ---Weld County, Colorado, Southern Part Speer Plant Physical Soil Properties —Weld County, Colorado, Southern Part Map symbol Depth Sand Silt Clay Moist Saturated Available Linear Organic Erosion Wind Wind and soil name bulk hydraulic water extensibility matter factors erodibility erodibility density conductivity capacity index group Kw Kf In Pct Pc! Pct 9/cc micro m/sec In/In 1 Pct Pct 70—Valent sand, 3 to 9 percent slopes Valent 0-5 88-96- 96 1- 2- 6 2- 3- 6 1.60-1.63 141.14-211.50- 0.04-0.04-0. 0.1- 0.2- 0.5 0.5- 0.9- .02 .02 5 1 220 -1.66 282.00 05 1.0 5-12 80-97- 98 1- 2- 12 1- 2- 8 1.58-1.62 42.34-211.50-2 0.04-0.04-0. 0.0- 0.1- 0.7 0.1- 0.5- .02 .02 -1.65 82.00 11 1.0 12-30 80-97- 98 1- 2- 12 1- 2- 8 1.60-1.63 42.34-211.50-2 0.04-0.04-0. 0.0- 0.1- 0.6 0.1- 0.2- .02 .02 -1.66 82.00 11 0.5 30-80 80-97- 98 1- 2- 12 1- 2- 8 1.59-1.63 42.34-211.50-2 0.04-0.04-0. 0.0- 0.1- 0.6 0.0- 0.1- .02 .02 -1.67 82.00 11 0.5 72 —Vona loamy sand, 0 to 3 percent slopes Vona 0-6 -85- - 9- 3- 6- 8 1.45-1.53 42.00-92.00-14 0.06-0.07-0. 0.0-1.5- 2.9 0.5- 0.8- .15 .15 5 2 134 -1.60 1.00 08 1.0 6-28 -67- -20- 8-13- 18 1.40-1.45 14.11-28.00-42. 0.12-0.13-0. 0.0- 1.5- 2.9 0.5- 0.8- .28 .28 -1.50 33 14 1.0 28-60 -67- -24- 3- 9- 15 1.45-1.50 14.00-78.00-14 0.06-0.10-0. 0.0- 1.5- 2.9 0.0- 0.3- .28 .28 -1.55 1.00 13 0.5 73 —Vona loamy sand, 3 to 5 percent slopes Vona 0-6 -85- - 9- 3- 6- 8 1.45-1.53 42.00-92.00-14 0.06-0.07-0. 0.0- 1.5- 2.9 0.5- 0.8- .15 .15 5 2 134 -1.60 1.00 08 1.0 6-28 -67- -20- 8-13- 18 1.40-1.45 14.11-28.00-42. 0.12-0.13-0. 0.0-1.5- 2.9 0.5- 0.8- .28 .28 -1.50 33 14 1.0 28-60 -67- -24 3- 9- 15 1.45-1.50 14.00-78.00-14 0.06-0.10-0. 0.0- 1.5- 2.9 0.0- 0.3- .28 .28 -1.55 1.00 13 0.5 USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 5 of 6 Physical Soil Properties --Weld County, Colorado, Southern Part Speer Plant Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 USDA. Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 6 of 6 40° 16 10' N 40° 1539"N 104° 43 r W 104° 417 W Hydrologic Soil Group —Weld County, Colorado, Southern Part (Speer Plant) 524-x} I I I I 524100 524200 524.300 524400 Map Seale: 1:4,750 tainted on A portrait (8.5"x 11°) sheet. N 0 50 100 A 200 Metes 300 Feet 0 200 400 800 1200 Map projection: Web Mercator Caner marinates: WGS84 Edge tea: WM Zone 13N WGS84 524700 104° 42' 31" W 104° 42' 31" W 40° 16' 10' N 40° 15 39' N USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Speer Plant) MAP LEGEND MAP INFORMATION Area of Interest (AOl) Area of Interest (AOI) Soils Soil Rating Polygons MI a MI A ND B B/D C C/D 0 Not rated or not available Soil Rating Lines .••,0` Asa** A ND B B/D C a-- C/D .v • 0 D Not rated or not available Soil Rating Points • e ■ • A A/D B B/D ® C The soil surveys that comprise your AOI were mapped at 1:24,000. • • C/D D Not rated or not available Water Features Streams and Canals Transportation Rails ti Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography 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 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 -Sep 22, 2016 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. t sI),\ Natural Resources i Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Speer Plant Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 44 Olney loamy sand, 1 to 3 percent slopes B 3.1 3.9% 69 Valent sand, 0 to 3 percent slopes A 7.5 9.3% 70 Valent sand, 3 to 9 percent slopes A 54.2 67.1 % 72 Vona loamy sand, 0 to 3 percent slopes A 14.9 18.5% 73 Vona loamy sand, 3 to 5 percent slopes A 1.0 1.2% Totals for Area of Interest 80.7 100.0% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Speer Plant Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation. are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A. B. C. and 0) and three dual classes (A/D. B/D. and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep. moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table. soils that have a claypan or clay layer at or near the surface. and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D. B/D, or CID). the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey ism Conservation Service National Cooperative Soil Survey 7/26/2018 Page 4 of 4 National Flood Hazard Layer FIRMette 40°16'7.30"N opmek- _ 1:6,000 40°15'39.85"N t\ LLD'Q'l')UN1-\' Q8 0 2oo 0 250 500 1,000 1,500 0812301.750E 1/20/2016 NotPrinted Feet 2,000 �i S31 FEMA Legend SEE AS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) With BFE or Depth /ono AE. Ao, AU, YE. AR Regulatory Floodway OTHER AREAS OF ROOD HAZARD OTHER AREAS fro SCREEN 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Flood Risk due to Levee. See Notes. Area with Flood Risk due to Levee Area of Minimal Flood Hazard Effective LOMRs Area of Undetermined Flood Hazard GENERAL - — - - Channel, Culvert, or Storm Sewer STRUCTURES I I I I I I I Levee, Dike, or Floodwal O 20.2 e 17.5 OTHER - FEATURES MAP PANELS 4 Cross Sections with 1% Annual Chance Water Surface Elevation Coastal Transect Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary Coastal Transect Baseline Profile Baseline Hydrographic Feature Digital Data Available No Digital Data Available Unmapped The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 7/26/2018 at 1:37:13 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective Information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. APPENDIX B Hydrologic Calculations (Historic & Developed Condition) — Rational Method Calculations Weighted "C" Calculations Weighted Slope Calculations Time of Concentration Runoff Calculations Hydrologic Calculation Reference Materials Rational Formula (UDFCD) Time of Concentration (UDFCD) Percent Imperviousness Values (UDFCD) Comp C Runoff Coefficients (UDFCD) Weighted Slope (UDFCD) NOAA Atlas 14, Vol 8, Ver 2 — Point Precipitation Frequency Estimates (NOAA) Intensity -Duration Curves for Rational Method (UDFCD) Project No $8013 02/10/2019 3 lb PM WEIGHTED "C CALCULATIONS -REFERENCE UDSCM (VOL 1) Table R0.3 Recommended Percentage Imperviousness Values (2007-01) -REFERENCE UDSCM (VOL 1), Equations R0-6 & R0-7 & Table R0.4 - Correction Factors Ka & Kcd for Use with (stations R0-6 & R0-7 (2007-01) Speer Plant Expansion Final Drainage Report Historic/ Open Space Roof, Drives & Walks Pavement, Pond Industrial Light Areas Gravel Surfacin Channels/ iIde Sbpet % Imperv. SOIL HYDRO 2% 90% 100% 80% 40% 40% Total Total Percent A SOIL B SOIL SAIL 2 year S year 10 year 100 Year BASIN GROUP Area Area Area Area Area AreaC/0 Ana (Rr) Area (Ac) Impervious AREA AREA AREA C C C C HI A 596,023 596,023 13.68 2.0% 13.68 0.00 0.00 0.00 0.00 0.07 0.22 H2 A 53,144 53,144 1.22 2.0% 122 0.00 0.00 0.00 0.00 0.07 0.22 01 A 21,780 127,106 148.886 3.42 47.3% 3.42 0.00 0.00 0.23 0.29 0.34 0.44 D2 A 22,156 17,658 1.610 335,714 377,138 8.66 40.4% 8.66 0.00 0.00 0.19 0.25 0.30 0.41 D3 A 46,648 23,351 69,999 1.61 80.0% 1.61 0.00 0.00 0.54 0.56 0.59 0.66 SUM D1.03 A 22,156 39,438 48,258 0 486,171 0 596,023 13.68 46.8% 13.68 0.00 0.00 0.23 0.28 0.33 0.43 El A 5,000 14,057 34,087 53,144 1.22 60.6% 1.22 0.00 0.00 0.33 0.37 0.42 0.50 E2 A 167,909 167,909 3.85 2.0% 3.85 0.00 0.00 0.00 0.00 0.07 0.22 Note Basin Dl is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, EEC - Speer Plant , prepared by Flatirons, Inc., dated 05/28/2014 Gemstone Cona'Atants. U C papa 1 of 7 Project No 18013 WEIGHTED "SLOPE" CALCULATIONS -REFERENCE UDSCM (VOL. 1), Figure RO-10 - Slope Correction for Natural & Grass -Lined Channels (2007-01) Speer Plant Expansion Final Drainage Report 02/10/2019 315PM TRAVEL SEGMENTS BASIN DESIGN POINT LENGTH 1 MEASURED SLOPE 1 ADJUSTED SLOPE 1 LENGTH 2 MEASURED SLOPE 2 ADJUSTED SLOPE 2 LENGTH 3 MEASURED SLOPE 3 ADJUSTED SLOPE 3 LENGTH 4 MEASURED SLOPE 4 ADJUSTED SLOPE 4 TOTAL LENGTH WEIGHTED SLOPE ft % % ft % % ft % % ft % _ % ft % Hl 1 47 1.30% 1.30% 248 6.45% 6.45% 217 0.90% 0.90% 90 6.67% 6.67% 602 3.10% H2 2 208 3.41% 3.41% 147 1.22% 1.22% 355 2.30% 01 1 200 1.79% 1.79% 426 5.07% 5.07% 626 3.70% 02 2 450 1.00% 1.00% 422 0.60% 0.60% 127 1.20% 1.20% 999 0.80% D3 3 21 12.00% 12.00% 264 1.14% 1.14% 285 1.40% El 4 64 2.80% 2.80% 39 3.12% 3.12% 106 1.25% 1.25% 231 1.00% 1.00% 446 1.40% E2 5 15 10.00% 10.00% 62 1.00% 1.00% 287 3.20% 3.20% 356 1.94% 1.94% 720 2.40% Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, LW - Speer Plant , prepared by Flatirons, Inc., dated 05/28/2014 Creston Consultants, L.LC Page 2 o1 7 Project No. 18013 TIME OF CONCENTRATION Forest & Heavy Meadow Tillage/Field Speer Plant Expansion Final Drainage Report Watercourse Coefficient 2.5 Short Pasture & Lawns 5 Nearly Bare Ground 7 02/10/2019 3 15 PM Grassed Waterway 15 10 Paved Areas & Shallow Paved Swales 20 SUB -BASIN DATA INITIAL / OVERLAND TIME TRAVEL TIME T(t) T(c) & CHECK (URBANIZED BASINS) FINAL T(c) DESIGN DRAIN AREA C(5) Length Slope T(i) Length Slope Coeff. Vel T(t) COMP. TOTAL T(c) CHECK POINT BASIN ac ft % min ft % ft/s min T(c) LENGTH uorcuRo-s min. 1 H1 13.68 0.00 300 3.1 23.68 302 3.1 7.0 1.23 4.09 27.77 602 N/A 27.77 2 H2 1.22 0.00 250 2.3 23.86 105 2.3 7.0 1.06 1.65 25.51 355 N/A 25.51 1 D1 3.42 0.29 200 1.8 17.16 426 5.1 10.0 2.25 3.16 20.32 626 13.48 13.48 2 D2 8.66 0.25 50 0.8 11.72 949 0.8 15.0 1.34 11.80 23.52 999 15.55 15.55 3 D3 1.61 0.56 21 1.4 3.98 264 1.4 20.0 2.37 1.86 5.84 285 11.58 5.84 4 El 1.22 0.37 103 1.4 11.94 343 1.4 15.0 1.77 3.23 15.17 446 12.48 12.48 5 E2 3.85 0.00 77 2.4 13.05 643 2.4 7.0 1.08 9.92 22.97 720 Undeveloped 22.97 Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, LLC - Speer Plant, prepared by Flatirons, Inc., dated 05/28/2014 Crestone Consultants, LLC Page 3 of 7 Project No. 18013 RUNOFF CALCULATIONS (Rational Method Procedure) Speer Plant Expansion Final Drainage Report I = 28.5P1/(10+Ta0786 Rainfall Depth -Duration -Frequency (1 -hr) = (From NOAA Atlas 14, Vol 8, Ver 2 - Platteville, CO) 0.85 Design Storm 2 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr Q cfs T(c) min SUM C x A I in/hr Q cfs 1 H1 13.68 0.00 2 H2 1.22 0.00 1 D1 3.42 0.23 13.48 0.80 2.02 1.6 2 D2 8.66 0.19 15.55 1.64 1.89 3.1 15.6 2.44 1.89 4.6 SUM D1 -D2 3 D3 1.61 0.54 5.84 0.86 2.75 2.4 15.6 3.30 1.89 6.2 SUM D1 -D3 4 El 1.22 0.33 12.48 0.40 2.09 0.8 5 E2 3.85 0.00 Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant , prepared by Flatirons, Inc., dated 05/28/2014 02/10/2019 3 15 PM Crestone Consultants, LLC Page 4 of 7 Project No. 18013 RUNOFF CALCULATIONS (Rational Method Procedure) Speer Plant Expansion Final Drainage Report I = 28.5P1/(10+Tc)° 86 Rainfall Depth -Duration -Frequency (1 -hr) = (From NOAA Atlas 14, Vol 8, Ver 2 - Platteville, CO) 1.12 Design Storm 5 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr (Z Os T(c) min SUM C x A I in/hr O c f s 1 H1 13.68 0.00 2 H2 1.22 0.00 1 D1 3.42 0.29 13.48 0.98 2.67 2.6 2 D2 8.66 0.25 15.55 2.14 2.50 5.4 15.6 3.12 2.50 / 8 SUM D1 -D2 3 D3 1.61 0.56 5.84 0.90 3.64 3.3 15.6 4.02 2.50 10.1 SUM D1 -D3 4 I-1 1.22 0.37 12.48 0.45 2.76 1.3 12.5 0.45 2.76 1 a, 5 E 2 3.85 0.00 0.0 0.00 Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Ako Energy Group, LLC - Speer Plant , prepared by Flatirons, Inc., dated 05/28/2015 02/10/2019 3:15 PM Crestone Consultants, LLC Page 5 of 7 Project No. 18013 RUNOFF CALCULATIONS (Rational Method Procedure) Speer Plant Expansion Final Drainage Report I = 28.5131(10+1-J° 786 Rainfall Depth -Duration -Frequency (1 -hr) = (From NOAA Atlas 14, Vol 8, Ver 2 - Platteville, CO) 1.39 Design Storm 10 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr Q cfs T(c) min SUM C x A I in/hr Q cfs 1 H1 13.68 0.07 27.77 0.95 2.28 2.2 2 H2 1.22 0.07 25.51 0.08 2.39 0.2 1 D1 3.42 0.34 13.48 1.15 3.32 3.8 2 D2 8.66 0.30 15.55 2.62 3.10 8.1 15.6 3.78 3.10 11.7 SUM D1 -D2 3 D3 1.61 0.59 5.84 0.96 4.52 4.3 15.6 4.73 3.10 14.7 SUM D1 -D3 4 El 1.22 0.42 12.48 0.51 3.43 I. / 5 E2 3.85 0.07 22.97 0.27 2.54 0.7 Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant , prepared by Flatirons, Inc., dated 05/28/2016 02/10/2019 3:15 PM Crestone Consultants, LLC Page 6of7 Project No. 18013 RUNOFF CALCULATIONS (Rational Method Procedure) Speer Plant Expansion Final Drainage Report I = 28.5P1/(10+TJo.786 Rainfall Depth -Duration -Frequency (1 -hr) = (From NOAA Atlas 14, Vol 8, Ver 2 - Platteville, CO) 2.71 Design Storm 100 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr Q cfs T(c) min SUM C x A I in/hr Q cfs 1 H1 13.68 0.22 27.77 2.97 4.45 13.2 2 H2 1.22 0.22 25.51 0.26 4.67 1.2 1 D1 3.42 0.44 13.48 1.49 6.46 9.6 2 D2 8.66 0.41 15.55 3.54 6.05 21.4 15.6 5.03 6.05 30.4 SUM D1 -D2 3 D3 1.61 0.66 5.84 1.06 8.81 9.3 15.6 6.08 6.05 36.8 SUM D1 -D3 4 El 1.22 0.50 12.48 0.61 6.69 4.'1 5 E2 3.85 0.22 22.97 0.84 4.95 ,I I Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Ma Energy Group, LLC - Speer Plant , prepared by Flatirons, Inc., dated 05/28/2017 02/10/2019 3:15 PM Crestone Consultants, LLC Page 7 of 7 RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) District. Often the use of published flow data (available from the District) may make the need for additional hydrologic analysis along major drainageways for a particular study unnecessary. Statistical analyses may be used in certain situations. The use of this approach requires the availability of acceptable, appropriate, and adequate data. Calculations for the Rational Method can be carried out by hand or using the UD-Rational Spreadsheet that may be downloaded from the District's Web site (www.udfcd.orq). CUHP-SWMM calculations are extensive and are best carried out using the computer models provided by the District as an attachment to the CD version of this Manual or downloaded from the District's Web site. Most of this chapter focuses on the Rational Method and on the CUHP method in combination with SWMM routing. The Rational Method is generally used for smaller catchments when only the peak flow rate or the total volume of runoff is needed (e.g., storm sewer sizing or simple detention basin sizing). CUHP-SWMM is used for larger catchments and when a hydrograph of the storm event is needed (e.g., sizing large detention facilities). A summary of applicability of both the methods is provided in Table RO- Table RO-1-Applicability of Hydrologic Methods Watershed Size (acres) Is the Rational Method Applicable? Is CUHP Applicable? 0 to 5 Yes Yes (1) 5 to 90 Yes Yes (1) 90 to 160 Yes Yes 160 to 3,000 No Yes (2) Greater than 3,000 No Yes (ft subdivided into smaller catchments) (2) (1) If one -minute unit hydrograph is used. (2) Subdividing into smaller sub -catchments and routing the resultant hydrographs using SWMM may be needed to accurately model a catchment with areas of different soil types or percentages of imperviousness. RO-2 2007-01 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 2.0 RATIONAL METHOD For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed by the Rational Method. This method was introduced in 1889 and is still being used in most engineering offices in the United States. Even though this method has frequently come under academic criticism for its simplicity, no other practical drainage design method has evolved to such a level of general acceptance by the practicing engineer. The Rational Method properly understood and applied can produce satisfactory results for urban storm sewer and small on -site detention design. 2.1 Rational Formula The Rational Method is based on the Rational Formula: Q=CIA in which: Q = the maximum rate of runoff (cfs) (RO-1) C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area / = average intensity of rainfall in inches per hour for a duration equal to the time of concentration, rt. A = area (acres) Actually, Q has units of inches per hour per acre (in/hr/ac); however, since this rate of in/hr/ac differs from cubic feet per second (cfs) by less than one percent, the more common units of cfs are used. The time of concentration is typically defined as the time required for water to flow from the most remote point of the area to the point being investigated. The time of concentration should be based upon a flow length and path that results in a time of concentration for only a portion of the area if that portion of the catchment produces a higher rate of runoff. The general procedure for Rational Method calculations for a single catchment is as follows: 1. Delineate the catchment boundary. Measure its area. 2. Define the flow path from the upper -most portion of the catchment to the design point. This flow path should be divided into reaches of similar flow type (e.g., overland flow, shallow swale flow, gutter flow, etc.). The length and slope of each reach should be measured. 3. Determine the time of concentration, re, for the catchment. 2007-01 Urban Drainage and Flood Control District RO-3 RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) 4. Find the rainfall intensity, /, for the design storm using the calculated rc and the rainfall intensity - duration -frequency curve. (See Section 4.0 of the RAINFALL chapter.) 5. Determine the runoff coefficient, C. 6. Calculate the peak flow rate from the watershed using Equation RO-1. 2.2 Assumptions The basic assumptions that are often made when the Rational Method is applied are: 1. The computed maximum rate of runoff to the design point is a function of the average rainfall rate during the time of concentration to that point. 2. The depth of rainfall used is one that occurs from the start of the storm to the time of concentration, and the design rainfall depth during that time period is converted to the average rainfall intensity for that period. 3. The maximum runoff rate occurs when the entire area is contributing flow. However, this assumption has to be modified when a more intensely developed portion of the catchment with a shorter time of concentration produces a higher rate of maximum runoff than the entire catchment with a longer time of concentration. 2.3 Limitations The Rational Method is an adequate method for approximating the peak rate and total volume of runoff from a design rainstorm in a given catchment. The greatest drawback to the Rational Method is that it normally provides only one point on the runoff hydrograph. When the areas become complex and where sub -catchments come together, the Rational Method will tend to overestimate the actual flow, which results in oversizing of drainage facilities. The Rational Method provides no direct information needed to route hydrographs through the drainage facilities. One reason the Rational Method is limited to small areas is that good design practice requires the routing of hydrographs for larger catchments to achieve an economic design. Another disadvantage of the Rational Method is that with typical design procedures one noniially assumes that all of the design flow is collected at the design point and that there is no water running overland to the next design point. However, this is not the fault of the Rational Method but of the design procedure. The Rational Method must be modified, or another type of analysis must be used, when analyzing an existing system that is under -designed or when analyzing the effects of a major storm on a system designed for the minor storm. RO-4 2007-01 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 2.4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the most remote part of the drainage area under consideration to the design point. However, in practice, the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations. The time of concentration relationships recommended in this Manual are based in part on the rainfall -runoff data collected in the Denver metropolitan area and are designed to work with the runoff coefficients also recommended in this Manual. As a result, these recommendations need to be used with a great deal of caution whenever working in areas that may differ significantly from the climate or topography found in the Denver region. For urban areas, the time of concentration, te, consists of an initial time or overland flow time, t;, plus the travel time, t„ in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non - urban areas, the time of concentration consists of an overland flow time, t„ plus the time of travel in a defined form, such as a swale, channel, or drainageway. The travel portion, tr, of the time of concentration can be estimated from the hydraulic properties of the storm sewer, gutter, swale, ditch, or drainageway. Initial time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The time of concentration is represented by Equation RO-2 for both urban and non -urban areas: + ti (RO-2) in which: = time of concentration (minutes) rf = initial or overland flow time (minutes) r, = travel time in the ditch, channel, gutter, storm sewer, etc. (minutes) 2.4.1 Initial Flow Time The initial or overland flow time, r;, may be calculated using equation RO-3: 0.395(1.1- C5 )11_ t, 5.0.33 in which: = initial or overland flow time (minutes) Ct = runoff coefficient for 5 -year frequency (from Table RO-5) 2007-01 Jrban Drainage and Flood Control District (RO-3) RO-5 RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) L = length of overland flow (500 ft maximum for non -urban land uses, 300 ft maximum for urban land uses) S = average basin slope (ft/ft) Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds, the overland flow time may be very small because flows quickly channelize. 2.4.2 Overland Travel Time For catchments with overland and channelized flow, the time of concentration needs to be considered in combination with the overland travel time, t,, which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel time, t,, can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): V _ CVswo.s in which: V = velocity (ft/sec) C, = conveyance coefficient (from Table RO-2) SW = watercourse slope (ft/ft) Table RO-2—Conveyance Coefficient, c (RO-4) Type of Land Surface Conveyance Coefficient, C, Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 The time of concentration, tc, is then the sum of the initial flow time, t;, and the travel time, t„ as per Equation RO-2. 2.4.3 First Deslan Point Time of Concentration in Urban Catchments Using this procedure, the time of concentration at the first design point (i.e., initial flow time, t;) in an urbanized catchment should not exceed the time of concentration calculated using Equation RO-5. t.= L +10 180 in which: RO-6 (RO-5) tc. = maximum time of concentration at the first design point in an urban watershed (minutes) 2007-01 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF L = waterway length (ft) Equation RO-5 was developed using the rainfall -runoff data collected in the Denver region and, in essence, represents regional "calibration" of the Rational Method. The first design point is the point where runoff first enters the storm sewer system. An example of definition of first design point is provided in Figure RO-2. Normally, Equation RO-5 will result in a lesser time of concentration at the first design point and will govern in an urbanized watershed. For subsequent design points, the time of concentration is calculated by accumulating the travel times in downstream drainageway reaches. 2.4.4 Minimum Time of Concentration Should the calculations result in a rt. of less than 10 minutes, it is recommended that a minimum value of 10 minutes be used for non -urban watersheds. The minimum t, recommended for urbanized areas should not be less than 5 minutes and if calculations indicate a lesser value, use 5 minutes instead. 2.4.5 Common Errors in Calculating Time of Concentration A common mistake in urbanized areas is to assume travel velocities that are too slow. Another common error is to not check the runoff peak resulting from only part of the catchment. Sometimes a lower portion of the catchment or a highly impervious area produces a larger peak than that computed for the whole catchment. This error is most often encountered when the catchment is long or the upper portion contains grassy parkland and the lower portion is developed urban land. 2.5 Intensity The rainfall intensity, I, is the average rainfall rate in inches per hour for the period of maximum rainfall of a given recurrence frequency having a duration equal to the time of concentration. After the design storm's recurrence frequency has been selected, a graph should be made showing rainfall intensity versus time. The procedure for obtaining the local data and drawing such a graph is explained and illustrated in Section 4 of the RAINFALL chapter of this Manual. The intensity for a design point is taken from the graph or through the use of Equation RA -3 using the calculated re. 2.6 Watershed Imperviousness All parts of a watershed can be considered either pervious or impervious. The pervious part is that area where water can readily infiltrate into the ground. The impervious part is the area that does not readily allow water to infiltrate into the ground, such as areas that are paved or covered with buildings and sidewalks or compacted unvegetated soils. In urban hydrology, the percentage of pervious and impervious land is important. The percentage of impervious area increases when urbanization occurs 2007-01 Urban Drainage and Flood Control District RO-7 RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) and the rainfall -runoff relationships change significantly. The total amount of runoff volume normally increases, the time to the runoff peak rate decreases, and the peak runoff rates increase. Photograph RO 2 —Urbanization (impervious area) increases runoff volumes, peak discharges, frequency of runoff, and receiving stream degradation. When analyzing a watershed for design purposes, the probable future percent of impervious area must be estimated. A complete tabulation of recommended values of the total percent of imperviousness is provided in Table RO-3 and Figures RO-3 through RO-5, the latter developed by the District after the evolution of residential growth patterns since 1990. 2.7 Runoff Coefficient The runoff coefficient, C, represents the integrated effects of infiltration, evaporation, retention, and interception, all of which affect the volume of runoff. The determination of C requires judgment and understanding on the part of the engineer. Based in part on the data collected by the District since 1969, an empirical set of relationships between C and the percentage imperviousness for the 2 -year and smaller storms was developed and are expressed in Equations RO-6 and RO-7 for Type A and C/D Soil groups (Urbonas, Guo and Tucker 1990) For Type B soil group the impervious value is found by taking the arithmetic average of the values found using these two equations for Type A and Type C/D soil groups. For larger storms (i.e., 5-, 10, 25-, 50- and 100 -year) correction factors listed in Table RO-4 are applied to the values calculated using these two equations. RO-8 2007-01 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Table RO-3--Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family Multi -unit (detached) 60 Multi -unit (attached) 75 Half -acre lot or larger t Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. CA = KA + (1.3113 —1.44i2 + 1.135i - 0.12) for CA ≥ 0, otherwise CA= 0 (RO-6) Ca) = Ka) + (0.858P - 0.786i2 + 0.774i + 0.04) (RO-7) CB = (CA + Cco)I2 2007-01 Urban Drainage and Flood Control District RO-9 RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) in which: = % imperviousness/100 expressed as a decimal (see Table RO-3) ('4 = Runoff coefficient for Natural Resources Conservation Service (NRCS) Type A soils C9 = Runoff coefficient for NRCS Type B soils Cu) = Runoff coefficient for NRCS Type C and D soils K� = Correction factor for Type A soils defined in Table RO-4 = Correction factor for Type C and D soils defined in Table RO-4 Table RO 4 Correction Factors K. and Kr') for Use with Equations RO-6 and RO-7 NRCS Soil Type Storm Return Period 2 -Year 5 -Year 10 -Year 25 -Year 50 -Year 100 -Year C and D 0 -0.10i+ 0.11 -0.18/+ 0.21 -0.281+ 0.33 -0.331+ 0.40 -0.39i40.46 A 0 -0.08i + 0.09 -0.14/ + 0.17 -0.191+ 0.24 -0.221+ 0.28 -0.25i + 0.32 The values for various catchment imperviousnesses and storm return periods are presented graphically in Figures RO-6 through RO-8, and are tabulated in Table RO-5. These coefficients were developed for the Denver region to work in conjunction with the time of concentration recommendations in Section 2.4. Use of these coefficients and this procedure outside of the semi -arid climate found in the Denver region may not be valid. The UD-Rational spreadsheet performs all the needed calculations to find the runoff coefficient given the soil type and imperviousness and the reader may want to take advantage of this macro -enabled Excel workbook that is available for download from the District's web site www.udfcd.orq under "Download" — "Technical Downloads." See Examples 7.1 and 7.2 that illustrate the Rational method. The use of the Rational method in storm sewer design is illustrated in Example 6.13 of the STREETS/INLETS/STORM SEWERS chapter. RO-10 2007-01 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Table RO-5— Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0.15 0.25 0.37 0.44 0.50 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 0.24 0.32 0.43 0.49 0.54 20% 0.17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 T 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 i 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 f 0.33 0.38 10% 0.06 . 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 k 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 _ 2007-01 Urban Drainage and Flood Control District RO-11 RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) TABLE RO-5 (Continued) —Runoff Coefficients, C Percentage Imperviousness Type A NRCS Hydrologic Soils Group 2-yr 5-yr 10-yr 25-yr _ 50-yr 100-yr 0% 0.00 0.00 0.05 0.12 0.16 0.20 5% 0.00 0.02 0.10 0.16 0.20 0.24 10% 0.00 0.06 0.14 0.20 0.24 0.28 15% 0.02 0.10 t 0.17 0.23 0.27 0.30 200/0 0.06 0.13 0.20 0.26 0.30 0.33 25% 0.09 0.16 0.23 0.29 0.32 0.35 30% 0.13 0.19 0.25 0.31 0.34 0.37 35% 0.16 0.22 0.28 0.33 0.36 0.39 40% 0.19 0.25 0.30 0.35 0.38 0.41 45% 0.22 0.27 0.33 0.37 0.40 0.43 50% 0.25 0.30 0.35 0.40 0.42 0.45 55% 0.29 A 0.33 0.38 0.42 0.45 0.47 , 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 0.45 0.49 0.51 _ 0.53 70% 0.42 0.45 0.49 0.53 0.54 0.56 75% 0.47 0.50 L 0.54 0.57 0.59 0.61 80% 0.54 0.56 0.60 0.63 0.64 0.66 85% 0.61 0.63 0.66 0.69 0.70 0.72 90% 0.69 0.71 0.73 0.76 0.77 0.79 95% 0.78 0.80 0.82 0.84 , 0.85 0.86 100% _ 0.89 0.90 0.92 0.94 , 0.95 0.96 RO-12 2007-01 Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) Where the flow -line slope varies along the channel, calculate a weighted basin slope for use with CUHP. Do this by first segmenting the major drainageway into reaches having similar longitudinal slopes. Then calculate the weighted slope using the Equation RO-9. S L'St 024 + L2S2 0.24 +....+ LnSn 024 LI + L2 + L3 ....Ln 4! (RO-9) in which: S = weighted basin waterway slopes in ft/ft S,,S2, ....Sn = slopes of individual reaches in ft/ft (after adjustments using Figure RO-10) L,,L2, ....L. = lengths of corresponding reaches 6. Unit Hydrograph Time increment —Typically a 5 -minute unit hydrograph is used. For catchments smaller than 90 acres, using a 1 -minute unit hydrograph may be needed if significant differences are found between the "excess precipitation" and "runoff hydrograph° volumes listed in the summary output. For very small catchments (i.e. smaller than 10 acres), especially those with high imperviousness the 1 -minute unit hydrograph will be needed to preserve runoff volume integrity. 7. Pervious Retention —Maximum depression storage on pervious surfaces in inches. (See Section 3.2.2 for more details.) 8. Impervious Retention —Maximum depression storage on impervious surfaces in inches. (See Section 3.2.2 for more details.) 9. Infiltration Rate Initial infiltration rate for pervious surfaces in the catchment in inches per hour If this entry is used by itself, it will be used as a constant infiltration rate throughout the storm. (See Section 4.2.3 for more details.) 10. Decay —Exponential decay coefficient in Horton's equation in "per second" units 11. Final Infiltration —Final infiltration rate in Horton's equation in inches per hour The program computes the coefficients C, and Cu, however, values for these parameters can be specified by the user as an option. The unit hydrograph is developed by the computer using the algorithm described in CUHP 2005 User Manual. The shaping of the unit hydrograph also relies on proportioning the widths at 50% and 75% of the unit hydrograph peak. The proportioning is based on 0.35 of the width at 50% of peak being ahead of the "time to peak" and 0.45 of the width at 75% of peak being ahead of the "time to peak." These RO-24 2007-01 Urban Dranage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) JO ,08 .06 sa .04 .02 RUNOFF TvR c�N"£`S o� NA GRAS GtlA NKE-S W /p CHECKS 4 _ _+ .0 .02 .04 .O6 .O8 .10 12 MEASURED SLOPE (ft. /tt) Figure RO-10-Slope Correction for Natural and Grass -Lined Channels 2007-01 Urban Drainage and Flood Control District RO-27 7/26/2018 Santa Penca Precipitation Frequency Data Server NOAA Atlas 14, Volume 8. Version 2 Location name: Platteville, Colorado, USA* Latitude: 40.2654', Longitude: -104.714 Elevation: 4893.77 ft** ' source: ESRI Maps source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Deborah Martin. Sandra Pavlov:c Isnani Roy Michael St. Laurent, Carl Trypaluk Unruh. Michael Yekta. Geoffery Bonnet NOAH. National Weather Service Silver Spring. Maryland PF tabular I PF graphical; Maps & aerials PF tabular Dale PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration JL 1 5 -min 10 -min 15 -min 0.240 (0.195-0.298) 0.351 (0.285-0.436) 0.428 (0.348-0.532) 30 -min L0.575 0.467-0.714) 2 0.290 (0.236-0.361) 0.425 (0.345-0.528) 5 0.388 (0.313-0.483) 0.518 (0.421-0.644) 0.693 (0.562-0.861) 0.567 (0.459-0.708) 0.692 (0.559-0.863) 0.923 (0.746-1.15) Average recurrence interval (years) 10 0.482 (0.387-0.605) 0.706 (0.567-0.885) 0.861 (0.691-1.08) 1.15 (0.923-1.44) 25 0.633 (0.497-0.853) 50 0.766 (0.581-1.04) 0.928 (0.728-1.25) 1.13 (0.888-1.52) 1.51 (1.19-2.04) 1.12 (0.850-1.52) 1.37 (1.04-1.86) 1.83 (1.39-2.49) 100 0.914 (0.663-1.27) 1.34 (0.971-1.87) 1.63 (1.18-2.28) 2.19 (1.59-3.06 200 1.08 (0.744-1.55) 1.58 (1.09-2.27) 1.92 (1.33-2.77) 2.59 1.79-3.72) 500 1.32 (0.867-1.95) 1.93 (1.27-2.85) 2.35 (1.55-3.48) 3.17 (2.09-4.70 1000 1.52 (0.960-2.25) 2.22 (1.41-3.30) 2.71 (1.72-4.02) 3.66 2.32-5.43 60 -min J 0.711 (0.578-0.883) 0.845 (0.686-1.05) 1.12 0.903-1.39) A 1.39 (1.12-1.75) 1.85 (1.46-2.50) 2.25 (1.71-3.07) 2.71 (1.97-3.80) 3.23 (2.23-4.65) 3.99 r (2.63-5.92) I 4.63 (2.93-6.88) 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 0.847 (0.694-1.04) 0.927 (0.762-1.13) 1.08 (0.895-1.31) 1.27 (1.06-1.53) 1.51 (1.27-1.80) 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day 1.72 (1.46-2.04) 1.89 (1.61-2.21) 2.01 (1.72-2.35) 0.997 (0.815-1.23) 1.08 (0.886-1.32) 1.25 (1.04-1.52) 1.49 (1.25-1.80) 1.77 (1.49-2.11) 2.06 (1.74-2.43) 2.22 (1.89-2.61) 2.35 (2.01-2.75) 2.30 2.68 (1.98-2.67) (2.30-3.12) 2.54 (2.19-2.93) 3.24 (2.83-3.71) 3.80 (3.33-4.33) 4.47 (3.94-5.06) 5.02 (4.43-5.66) 2.96 (2.56-3.43) 3.74 (3.25-4.28) 4.37 (3.82-4.97) 5.14 (4.51-5.82) 5.79 (5.10-6.53) l 1.31 (1.07-1.62) 1.41 (1.15-1.73) 1.62 (1.34-1.98) 1.93 (1.60-2.33) 2.26 (1.89-2.71) 2.63 (2.22-3.12) 2.81 (2.38-3.31) 2.94 (2.50-3.45) 3.33 (2.85-3.88) 3.67 (3.15-4.25) 4.55 (3.94-5.22) A 5.27 (4.59-6.02) 6.19 (5.42-7.03) 7.00 (6.15-7.92) 1.64 (1.32-2.03) 1.75 (1.42-2.16) 2.00 (1.64-2.45) 2.35 (1.94-2.85) 2.72 (2.26-3.27) 3.14 (2.64-3.74) 3.32 (2.80-3.94) 3.46 (2.93-4.09) 3.89 (3.31-4.55) 4.26 (3.64-4.96) 5.21 (4.49-6.01) 6.01 (5.20-6.89) 7.04 (6.13-8.03) 7.96 (6.95-9.05) 2.18 (1.74-2.93) 2.34 (1.88-3.14) 2.64 (2.14-3.51) 3.02 (2.44-3.91) 3.42 (2.78-4.36) 3.89 (3.16-4.86) 2.67 (2.05-3.62) 2.88 (2.22-3.88) 3.23 (2.51-4.30) 3.61 (2.82-4.72) 4.03 (3.16-5.18) 4.51 (3.56-5.70)1 4.08 (3.33-5.06) 4.23 (3.46-5.21) 4.68 (3.85-5.70) 5.08 (4.19-6.13) 6.12 (5.08-7.27) 7.00 (5.83-8.25) 8.17 (6.83-9.55) 9.23 (7.73-10.7) 4.70 (3.73-5.91) 4.85 (3.87-6.07) 5.32 (4.26-6.57) 5.73 (4.61-7.02) 6.81 (5.52-8.22) 7.75 (6.30-9.28) 9.01 (7.36-10.7) 10.2 (8.32-12.0) 3.23 (2.38-4.49) 3.49 (2.58-4.83) 3.89 (2.90-5.32) 4.26 (3.19-5.71) 1 4.68 (3.54-6.18) 5.16 (3.92-6.70) 5.36 (4.09-6.91) 5.51 (4.23-7.07) 5.98 (4.61-7.58) 6.39 (4.95-8.03) 7.50 (5.86-9.29) 8.48 (6.65-10.4) 9.82 (7.74-12.0) 11.0 (8.73-13.4) 3.87 (2.70-5.52) 4.19 (2.95-5.96) 4.64 (3.30-6.52) 4.98 (3.56-6.88) 5.40 (3.89-7.34) 5.85 (4.24-7.82) 6.06 (4.42-8.04) 6.22 (4.55-8.21) 6.67 II 7.61 (4.91-8.70) (5.38-10.2) 4.81 (3.21-7.06) 5.23 (3.51-7.65) 5.76 (3.90-8.32) 6.04 (4.12-8.57) 6.43 (4.43-9.00) 6.82 (4.73-9.39) 7.03 (4.91-9.61) 7.20 (5.05-9.79) 7.07 (5.23-9.14) 8.20 (6.12-10.4) 9.21 (6.92-11.6) 10.6 (8.01-13.3) 11.9 (9.01-14.8) 7.98 (5.66-10.6) 9.10 (6.52-11.9) 10.2 (7.32-13.2) 11.6 (8.42-15.0) 13.0 (9.43-16.6) 5.60 (3.59-8.23) 6.11 (3.94-8.92) 6.70 (4.36-9.67) 6.91 (4.55-9.86) 7.28 (4.84-10.3) 7.59 (5.10-10.6) 7.81 (5.29-10.8) 7.98 (5.42-11.0) 8.35 (5.73-11.4) 8.68 (5.99-11.8) 9.78 (6.83-13.1) 10.9 (7.62-14.4) 12.3 (8.73-16.3) 137 (9.74-18.0) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Adas 14 document for more information Back to Top PF graphical https//hdsc.nws.noaa.gov/hdsdpfds/pfds_pnntpage.htmPlat=40.2654&Ion=-104.7140&data=depth&units=english&senes=pds 1/4 7/26/2018 Precipitation Frequency Data Server PDS-based depth -duration -frequency (DDF) curves Latitude: 40.2654°, Longitude: -104.7140° cc _ E E o LA 25 50 100 200 NOAA Atlas 14, Volume 8. Version 2 L L Duration La r N N f+S N N 0 48 a >. >. �>l V a s v v RI -AI aa -CO im 500 1000 Average recurrence interval (years) Created (GMT): Thu Jul 26 17:21:08 2018 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 Duration 5 -man — 2 -day 10 -man — 3 -day 15 -man — 4 -day 30-rnn — 7 -day 60 -man — 10 -day 2 -hr — 20 -day 3 -hr — 30 -day 6 -hr — 45 -day 12 -hr — 60 -day 24 -hr https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.2654&Ion=-104.7140&data=depth&units=english&series=pds 2/4 7/26/2018 Precipitation Frequency Data Server I MI MIMI 3km 2mi Large scale terrain Large scale map Large scale aerial 100km i https://hdsc.nws.noaa.gov/hdsc/pfds/pfdsprintpage.html?Iat=40.2654&Ion=-104.7140&data=depth&units=english&series=pds 3/4 7/26/2018 Precipitation Frequency Data Server Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center r ast West Highway Silver Spring MD 20910 Questions? HDSC.Questions@noaa.gov Disclaimer https-//hdsc.nws.noaa.gov/hdsdpfds/pfds_printpage.html?lat=40.2654&lon=-104.7140&data=depth&units=english&series=pds 4/4 RAINFALL DRAINAGE CRITERIA MANUAL (V. 1) 4.0 INTENSITY -DURATION CURVES FOR RATIONAL METHOD To develop depth -duration curves or intensity -duration curves for the Rational Method of runoff analysis take the 1 -hour depth(s) obtained from Figures RA -1 through RA -6 and multiply by the factors in Table RA -4 to determine rainfall depth and rainfall intensity at each duration. The intensity can then be plotted as illustrated in Figure RA -15. TABLE RA -4 -Factors for Preparation of Intensity -Duration Curves Duration (minutes) 5 10 15 30 60 Rainfall Depth at Duration (inches) 0.29P, 0.45P, 0.57P, 0.79P, 1.0P, Intensity (inches per hour) 3.48P, 2.70P, 2.28P, 1.58P, 1.0P, Alternatively, the rainfall intensity for the area within the District can be approximated by the equation: 1=--- 28.5 /1 (1 0 + 7; Y786 in which: / = rainfall intensity (inches per hour) P1 = 1 -hour point rainfall depth (inches) T� = time of concentration (minutes) RA -6 (RA -3) 01/2004 Urban Drainage and Flood Control District APPENDIX C Hydraulic Calculations (Developed Condition) — Channel Sizing Calculations Culvert Sizing Calculations Riprap Sizing Calculations Detention Pond Sizing Calculations Hydraulic Calculation Reference Materials Channel Manning's n Values (UDFCD) Riprap Sizing (UDFCD/USACE) Calculation of WQCV (UDFCD) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Channel 2 (CH2) - Basin D2 - Q100 = 21.4 cfs (Capacity Check) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 = 5.00 = 4.00. 4.00 = 2.50 = 100.00 = 0.60 = 0.070 Known Q = 21.40 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL (ft) Tuesday. Feb 12 2019 = 1.37 = 21.40 = 14.36 = 1A9 = 16.30 = 0.69 = 15 96 = 1.40 0 5 10 15 20 25 30 35 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel 2 (CH2) - Basin D2 - Q100 = 21.4 cfs (Velocity Check) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (c)/0) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 = 5.00 = 4.00, 4.00 = 2.50 = 100.00 = 0.60 = 0.035 Known Q = 21.40 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Feb 12 2019 = 0.97 = 21.40 = 8.61 = 2.48 = 13.00 = 0.69 = 12.76 = 1.07 0 5 10 15 20 25 30 35 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Channel 3 (CH3) - Basin El - Q100 = 4.1 cfs (Capacity Check) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 = 4.00 = 5.00. 4.00 = 2.50 = 100.00 = 1.25 = 0.050 Known Q = 4.10 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL (ft) Tuesday. Feb 12 2019 = 0.44 = 4.100 = 2.63 = 1.56 = 8.06 = 0.29 = 7.96 = 0.48 0 5 10 15 20 25 30 35 40 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel 3 (CH3) - Basin El - Q100 = 4.1 cfs (Velocity Check) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 = 4.00 = 5.00. 4.00 = 2.50 = 100.00 = 1.25 = 0.032 Known Q = 4.10 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL L (ft) Tuesday. Feb 12 2019 = 0.35 = 4.100 = 1.95 = 2.10 = 7.23 = 0.29 = 7.15 = 0.42 0 5 10 15 20 25 30 35 40 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Storm 1 (STM1) - Basin D2 - Q100 = 21.4 cfs Invert Elev Dn (ft) Pipe Length (ft) S lope (%) Invert Elev Up (ft) Rise (in) S hape Span (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K.M.c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) 4684 0G 4882 co 4481 00 486000 467900 4880.11 44.26 1.20 4880.64 = 24.0 Circular 24.0 1 0.016 Circular Concrete Groove end projecting (C) 0.0045. 2. 0.0317. 0.69. 0.2 = 4883.60 = 20.00 = 10.00 Storm 1 (STM1) - Basin 02 - Q100 = 21.4 cfs Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (Ws) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Sunday, Feb 10 2019 = 21.40 = 21.40 = 4880.92 = 21.40 = 21.40 = 0.00 = 7.70 = 7.70 = 4881.76 = 4882.29 = 4883.48 = 1.42 = Inlet Control Hw Deem bort control 0 10 Cucuta Curtest 20 MG: 26 3035 Embarr 60 React+ if,. 336 236 1 36 036 O64 .164 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Storm 2 (STM2) - Basin E2 - Q100 = 4.1 cfs Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c.Y.k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) •889 00 4888 50 4886 00 4887 50 4887 00 1885 5A 4885 00 4438550 5 to Grcutar CWvat 4886.32 48.10 1.00 4886.80 12.0 Circular 12.0 1 0.016 = Circular Concrete Groove end projecting (C) 0.0045. 2. 0.0317. 0.69. 0.2 = 4888.60 = 20.00 = 10.00 Sturm 2 (SIM?) - Basin El - 0100 = 4.1 cfs 20 25 30 35 HGL =Embank 42, 45 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Sunday. Feb 10 2019 = 4.10 = 4.10 = (dc+D)/2 = 4.10 = 4.10 = 0.00 = 5.39 = 5.22 = 4887.25 = 4888.18 = 4888.35 = 1.55 = Inlet Control tea Dcpetit Inlet contra 66 '0 Rearh it 2,20 t70 t 20 0 70 020 -0 30 -080 -1 30 Project No. 18013 Speer Plant Expansion Final Drainage Report RIRAP SIZING CALCULATIONS -REFERENCE URBAN DRAINAGE CRITERIA MANUAL (VOL. 2) CHAPTER 9, SECTIONS 3.2.1 RIPRAP APRON & 3.2.2 LOW TAILWATER BASIN STORM 1 (STM1) - RIPRAP PAD Expansion Factor: Extent of Protection: Diameter (ft): Tailwater Depth (ft): Total Design Flow (cfs): 2.00 0.81 21.4 YL/D: 0.41 Froude Parameter - Circular: Expansion Factor (From UDFCD Fig 9-35): Non -Eroding Velocity (ft/s): Computed Length of Protection (ft): Min. Length of Protection (3D) (ft): Max Length of Protection (10D) (ft): 3.78 3.80 5.0 12.5 6.0 20.0 Q/D25 Equations 9-11 & 9-12 Expansion Angle: 0.131 Equation 9-13 Calculated Min. Width of Protection (ft): 5.28 Equation 9-14 Proposed Min. Riprap Apron Dimensions 10'Wx10'L (From End of Flared End Section): Rock Sizing (UDFCD Fig 9-38): Total Design Flow (cfs): 21.4 Q/(D1 s): 7.57 Yt/D: 0.41 Riprap Type: TYPE L DETENTION POND [BASINS D1-03] OUTFALL PIPE - LOW TAILWATER BASIN Diameter (ft): Tailwater Depth (ft): Total Design Flow (cfs): 1.00 0.27 2.2 (1) From UDFCD Fig 9-37 (Low Tailwater Riprap Basin): (1) - Pond outfallpipe size is smaller than the pipe sizes listed on UDFCD Fig 9-37. Therefore, the low tailwater basin dimensions for the smallest pipe size (18" - 24") have been used, unless otherwise noted. Basin Depth - D (ft): 1.0 Basin Width - W (ft): 4.0 (2) Basin Length - L (ft): 12.0 (2) - Per UDFCD Fig 9-38 Type L riprap should be used for a distance of 3D downstream of the culvert. Therefore, a low tailwater riprap basin is not needed. However, the basin length - L has been set to making the dimensions as indicated on UDFCD Fig 9-37 work. Proposed Min. Riprap Apron Dimensions 10'Wx12'L (From End of Flared End Section): Equivalent Conduit Calculations: Design Flow (cfs): 2.2 Froude Parameter - Circular: 2.20 Cl/D2.5 Culvert Diamater (ft): 1.00 Froude Parameter - Circular: 2.20 Q/Dt.s Rock Sizing - From UDFCD Fig 9-38 (Riprap Erosion Protection at Circular Conduit Outlet - valid for Q/Dz s <= 6.0): Total Design Flow (cfs): 2.2 Q/D1': 2.20 Yt/D: 0.27 Riprap Type: TYPE L 02/11/2019 10:02 PM Crestone Consultants, LLC Page 1 of 3 Project No 18013 Speer Plant Expansion Final Drainage Report RIRAP SIZING CALCULATIONS -REFERENCE URBAN DRAINAGE CRITERIA MANUAL (VOL. 2) CHAPTER 9, SECTIONS 3.2.1 RIPRAP APRON & 3.2.2 LOW TAILWATER BASIN STORM 2 (STM2) - RIPRAP PAD Expansion Factor: Extent of Protection: Diameter (ft): Tailwater Depth (ft): Total Design Flow (cfs): 1.00 0.85 4.1 Yt/D: 0.85 Froude Parameter - Circular: Expansion Factor (From UDFCD Fig 9-35): Non -Eroding Velocity (ft/s): Computed Length of Protection (ft): Min. Length of Protection (3D) (ft): Max Length of Protection (100) (ft): 4.10 QD2s 6.50 5.0 -0.2 3.0 10.0 Equations 9-11 & 9-12 Expansion Angle: 0.077 Equation 9-13 Calculated Min. Width of Protection (ft): 0.96 Equation 9-14 Proposed Min. Riprap Apron Dimensions 6'Wx6'L (From End of Flared End Section): Rock Sizing (UDFCD Fig 9-38): Total Design Flow (cfs): 4.1 Q/(D' s): 4.10 Yt/D: 0.85 Riprap Type: TYPE L 02/11/2019 10:02 PM Creston Consultants, LLC Page 2 of 3 Project No. 18013 Speer Plant Expansion Final Drainage Report RIRAP SIZING CALCULATIONS -REFERENCE US ARMY CORPS OF ENGINEERS - HYDRAULIC DESIGN OF FLOOD CONTROL CHANNELS; ENGINEER MANUAL CHANGE 1 30 JUN 94 DETENTION POND [BASINS El] OUTFALL/EM. OVERFLOW Steep Slope RipRap Design (USACE) D30 = 1.95 (S^0.555) (q^2/3) S (slope) _ B (bottom width) = Q (Flow, cfs) = q (unit discharge) _ Flow Concentration Factor = q w/ Flow Conc. Factor Applied = g (acceleration of gravity) gA1/3 8% 6 4.1 0.7 cfs 1.25 0.9 cfs 32.2 ft/s/s D30 = 1.77 in D50 = D30x1.25 = 2.21 in Use Type L, DSO = 9" Minimum Thickness = 1.5 D100 = 22.5" 02/11/2019 1002 PM Crestone Consultants. LLC Page 3 of 3 Project No 18013 Speer Plant Expansion Final Drainage Report DETENTION POND - WATER QUALITY CAPTURE VOLUME (WQCV) CALCULATIONS [BASINS D1 -D3 -REFERENCE UDFCD DRAINAGE CRITERIA MANUAL VOL. 3 - CHAPTER 3 Water Quality Capture Volume = WQCV = a*(0.911 3-1.191 `+0.78i) (watershed inches) i = Total Imperviousness Ratio = Iwo/100 a = 40 -hr Drain Time = 1.0 BASIN DESIGN POINT IMPERVIOUSNES (percent) PERCENT S, I wa IMPERVIOUSNESS RATIO, i (watershed WATER QUALITY CAPTURE VOLUME, WQCV inches D1 -D3 3 46.8 0.468 0.20 -REFERENCE UDFCD DRAINAGE CRITERIA MANUAL VOL. 3 - CHAPTER 3 Required Storage = [WQCV/121*A*1.2 (acre -ft) A = Tributary Catchments Area (acres) 1.2 Factor = Multiplier to account for 20% sediment accumulation BASIN DESIGN POINT TRIBUTARY AREA, A* (acres) REQUIRED WATER QUALITY STORAGE (acre -ft) REQUIRED WATER QUALITY STORAGE ft3) D1 -D3 3 13.68 0.27 11,775 02/11/2019 5.06 PM Crestone Consultants. LLC Page 1 of 1 alrta20tl Prbar$c hunt] DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Speer Plant Expansion Basin O: Basins D1 -D3 (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 Determination of MAJOR Detention Volume Using Modified FAA Method Desian Information (Input): 1, = A = Type = T = Tc = q = P. = C. = C, = C, = 50, or 100) Desion Information (Input): I, = A = Type = T = Tc = p = P. = C. = C,= C, = 16.8 percent acres A, B C. or D yen (2, 5, 10.25. minutes dslacre etches 50. or 100) Catchment Drainage Imperviousness Catchment Orange Area Predevelopment NRCS Sol Group Return Penod for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula I - C,' P,f(CI*TC)•C, Coefficient One Coefficient Two Coefficient Three 46.6 percent Catchment Dranage Imperviousness Catchment Drainage Area Predevelopment MRCS Sod Group Rotten Pena! for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One-houe Precipitation Design Raines" HO Formula I • C; PJ(CI*TJ•C, Coefficient One Coefficient Two Coefficient Three 13.68 eves 13.68 A A_ B, C. or D A 10 years (2. 5, 10, 25. 100 15.6 mattes 15.6 0.161 ddacre 0.161 1,39 etches 2.71 28.50 26.50 10 10 0.769 0.789 Determination of Awraae Outflow from the Basin (Calculated): cfs ds cubic feet Determination of Avenue Outflow from the Basin (Calculated): de cfs cubit bet Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. Mod. C = Oprn = Op -out = FAA Minor Storage Volume • FAA Minor Storage Volume • Duration Incremental Increase Value 0.33 Runoff Coefficient C = Inflow Peak Runoff Oprn = Alowable Peak Outflow Rate OP -out = Mod. FM Major Storage Volume • Mod. FAA Major Storage Volume • 043 13.8 35.2 2_2 2,2 11,721 67,710 0.43 acre -ft 5 -Minutes) 1.66 acre -It 10 c- Enter Rainfall Here (e g. 5 for Ranfd Duration movies (input) Randal Interwly aches I S (output) Inflow Volume abrc feet (01tptt) Adjustment Factor 'm' (output) Average Outlaw cfs (output) Outflow Volume cub* feet (output) Storage Volume wine feet (output) Rasta. Demon minutes (input) Rental Intensity inches I hr (output) Inflow Volume cubic feet (output) Adjustment Factor 'm" (output) Average Outflow chit (output) Outflow Volume cube feet (output) Storage Volume cubic feet (output) 0 0.00 0 0.00 000 0 a o 0 00 0 0.00 0.00 0 0 10 3.73 10,095 1.00 220 1,320 8.775 10 7.27 25,615 1.00 2.20 1,320 21,325 20 2.71 14,662 0.89 1.96 2.350 12,312 20 5 28 37.218 0.89 116 2.350 34198 30 2.16 17,527 0.78 1.67 3,010 14,517 30 421 44,526 0.76 1.67 3,010 41,517 40 1,61 19,597 0.70 1.53 3.670 15,927 40 3.53 49.764 0.70 1.53 3,670 46,115 50 1.57 21.214 0.86 1.44 1,330 16,881 50 3.05 53,893 0.66 1.44 4,330 49,563 60 1.39 22,541 I 0.63 1.39 4,990 17,552 60 270 57,265 0.63 1.39 4.990 52275 70 1.25 23,669 0.61 1.35 5,650 18,019 70 2.43 60,128 061 1.35 5,650 54,179 80 1.14 24.649 0.60 t 31 6,310 18,340 80 2.22 62,620 0.60 1.31 6.310 56.310 90 1.05 25,518 0.59 1,29 8.970 18,549 90 2.04 84,828 0.59 1.29 6,970 57.858 100 0.97 26,300 0.58 1.27 7 630 18,870 100 1.89 68.613 0.56 1.27 7.630 59.163 110 011 27.010 0,67 126 6,290 11,721 110 1.77 68,618 0.57 1.28 8,290 60,328 120 0.85 27.662 0.57 121 a 950 18,713 120 1.88 70275 0.57 1.24 6.950 81.325 130 0.80 28,266 0.56 123 9.610 18,656 130 1.57 71,807 0.56 1.23 9,610 62,198 140 0.76 28.827 0.56 1.22 10.270 18.558 140 1.48 73,231 0.56 1.22 10,270 62.964 150 0.72 29.353 0.55 121 10.930 18.423 150 1.41 71,569 0.55 1.21 10,930 63.640 160 0.69 29,847 0.55 121 11 590 18.256 160 1.34 75,826 0,55 1.21 11.590 64 236 170 0.66 30,314 0.55 120 12.250 18,065 170 1.28 77.012 0.55 1.20 12 250 64.762 1e0 0.63 30,757 0.54 1.20 12,910 17,848 180 123 78,137 0.51 1.20 12.910 65.227 190 0.61 31,178 0.54 1,19 13.570 17.609 190 1.18 79207 0.54 1.19 13.570 65.637 200 0.56 31,580 0.54 1.19 11.230 17,350 200 1.14 80.227 0.51 1.19 11230 65.997 210 0.56 31,964 0.54 1 18 14.890 17.074 210 1 10 81 202 0.54 1.18 14.890 56 313 220 054 32,332 0.54 1,18 15.550 16,782 220 1.08 82137 0.54 1.18 15,550 56.588 230 0 52 32,685 0.53 1.17 18,210 16.476 230 1.02 83.035 0.53 1.17 16,210 68.625 240 0.51 33025 0.53 1.17 18.870 18.156 240 0.99 83 899 0.53 1.17 18,870 67.029 250 0.49 33,353 0.53 1.17 17 530 15,674 250 0.96 84.732 0.53 1.17 17 530 67 202 280 0.48 33,670 0.53 1.17 18.190 15480 260 0.93 85.536 0.53 1.17 18,190 67.316 270 0.46 3.3,976 0.53 1,16 18 850 15,126 270 0.91 86.313 0.53 1,16 18.650 67.463 280 0.45 34.272 0.53 1.16 19,510 14,782 280 018 87.085 0.53 1.16 19,510 67.558 290 0.44 34,559 013 1.16 20 170 14,389 290 0.86 87,795 0.53 1,16 20,170 67,625 300 0.13 34,838 0.53 1 16 20 830 14,008 300 0.81 68 503 0.53 1.18 20 630 67 673 310 042 35.106 0.53 1.16 21 490 13,619 310 0.82 69.190 0.53 1,16 21.490 67.701 320 0.11 35.371 0.52 1,15 22150 13,222 320 0.80 69,659 0.62 1.16 22,150 67,710 330 0.40 35,628 0.52 1.15 22.810 12,818 330 0.78 90.510 0.52 1.15 22,810 67.700 340 0.39 35.877 0.52 1.15 23.470 12,408 340 0.76 91144 0.52 1.15 23470 67,675 350 0.36 36.121 0.52 115 24,130 11,991 350 0.71 91 763 0.52 1,15 24.130 67.533 360 0.37 36.358 0 52 1 15 24.790 11,569 360 0.73 92 366 0.52 1.15 24 790 57.576 370 0.37 36,590 0.52 1.15 25,450 11,140 370 0.71 92.955 0.52 1.15 25,450 67.505 380 0.36 36,817 0.52 1 15 26,110 10,707 380 0.70 93,531 0.52 1.15 26,110 87 421 390 0.35 37,038 0.52 1.14 26,770 10.269 390 0.68 94.093 0.52 1.14 28.770 67.324 400 0.34 37,255 0.52 1 11 27,430 9.825 400 0.67 94.644 0.52 1.14 27,430 67 214 410 0.34 37,467 0.52 1 14 28.090 9.378 110 0.68 95,183 0.52 1.14 28.090 67,094 420 0.33 37.675 0.52 1 14 28,750 8,925 420 0.65 95,711 0.52 1.14 25,750 66,962 430 0.33 37,879 0.52 1,14 29.410 8.169 430 .0.83 96,229 0.52 1,14 29,110 88,819 440 0.32 38,078 0.52 1.14 30.070 8,009 440 0.62 98.736 0.52 1.14 30,070 66.666 450 0.31 35.274 0.52 1.14 30,730 7545 450 0.61 97,234 032 1.11 30,730 66,504 460 0.31 38,467 0.52 1.14 31,390 7,077 460 0.60 97,722 0.52 1,14 31 390 66.332 470 0.30 38,655 0.52 1.11 32,050 6,606 170 0.59 96,202 0.52 1.14 32,050 66.152 480 0.30 30841 0.52 114 32,710 6,131 480 0.58 98,673 0.52 1.14 32,710 65,963 490 0.29 39.023 0.52 114 33.370 5.653 490 0.57 99.135 0.52 1.14 33.370 65,766 500 0.29 39.202 0.52 113 34,030 5,172 500 0.56 99.590 0.52 1.13 34.030 65,561 510 0.29 39,378 0.52 1 13 34.690 4.688 510 0.56 100,038 0 52 1.13 34.690 65,348 520 0.28 39.551 0.52 1.13 35.350 1,202 520 0.55 100478 0.52 1.13 35,350 65,128 530 0.28 39,722 0.51 1.13 38.010 3,712 530 0.54 100 911 0.51 1,13 36.010 64.901 540 0.27 39.689 0.51 1.13 36,870 3.220 540 0.53 101.337 0.51 1.13 36.670 64.667 550 0.27 40.055 0.51 1.13 37.330 2725 550 0.52 101,757 051 1.13 37.330 64.427 580 027 40217 0.51 1.13 37.990 2 228 560 0.52 102,170 0.51 1.13 37,990 84,160 570 0.26 40.378 0.51 113 38,650 1,728 570 0,51 102,577 0.51 1,13 38,650 63,927 580 0.26 40.536 0.51 1.13 39.310 1.226 580 0.50 102.978 0.51 1.13 39,310 63.569 590 0.25 40691 0.51 113 39,970 722 590 0.50 103,374 0.51 1.13 39,970 63.404 600 0.25 40 845 0.51 1 13 40.630 215 600 0 49 103,764 0 51 1.13 10.630 63 134 Mod. FAA Minor Storage Volume (cubic R) - 18,721 Mod. FAA Major Storage Volume (cubic tie Mod. FM Minor Storage Volume (acre -It) • 0.43 Mod. FAA Major Storage Volume (acre -R) - UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released January 2010 67,710 1.56 DoSila t COMAS*. LLC Prea h of 2 P,yrict No 1101) 021102019 4 VI PN DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) i Project: Speer Plant Expansion Basin ID: Basins D1 -D3 Volume (Cubic Feet) 120,000 100,000 80,000 60,000 • 40,000 20,000 • • Inflow and Outflow Volumes vs. Rainfall Duration 0 100 200 300 400 500 600 700 Duration (Minutes) — l+slam Irrs a Ms• ••• Howe Darn. T S4. ••••Jams .•••• • ay a —a. •r•"• UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 22. Released January 2010 1 J Project No. 18013 Speer Plant Expansion Final Drainage Report DETENTION POND VOLUME CALCULATIONS (BASINS D1 -D31 (1) Required WQCV = 100 Yr Detention Req'd Volume = 0.27 1.55 ac -ft ac -ft From WQCV Calculations From UDFCD Modified FAA Method Calculation Per Weld County Code, WQCV included as a portion of the total 100 Yr required detention volume. POND VOLUME = 1/3(A1+A2+(A1*A2)^0.5)*D DETENTION POND INCREM VOLUME CUMM. VOLUME CUMM. VOLUME ELEV AREA SQ FT (ft3) (ft3) (ac -ft) "} 100 YR VOLUME �vQCv 4877.00 0 0 0 0.00 4878.00 3,577 1,192 1,192 0.03 4879.00 16,187 9,124 10,317 0.24 4879.06 11,775 0.27 -13 O 1 4880.00 31,241 23,305 33,622 0.77 4880.92 67,710 1.55 Freeboard 4881.00 43,092 37,008 70,630 1.62 4882.00 49,884 46,447 117,077 2.69 4882.50 62,801 28,109 145,186 3.33 Pond volumes based on Prismoidal Method calculations DETENTION POND DRAIN TIME CALCULATIONS [BASINS D1 -D31 Drain Time Calculation via Infiltration: 100 Yr Detention Req'd Volume = Depth to 100 YR Water Surface = Infiltration Rate = Time to Drain = 1.55 3.92 20 ac -ft ft min/in 15.68 hours Drain Time Calculation via Avera&e 100-vr Release: 100 Yr Detention Req'd Volume = 101 Yr Detention Req'd Volume = 100 Yr Allowable Release Rate = Average 100 Yr Release Rate = Time to Drain = 1.55 67,710 2.20 1.10 ac -ft ft3 cfs cfs 17.10 hours From UDFCD Modified FAA Method Calculation 02/12/2019 9:35 AM Per Geotechnical Engineering Study prepared by HP Geotech, Inc., dated May 19, 2014 (copy included in Appendix 0) Drain time less than 72 hours - OK From UDFCD Modified FAA Method Calculation Non -Urbanizing Area, therefore max allowable release = Historic Q10 1/2 of 100 Yr allowable release rate Drain time less than 72 hours - OK Creston Consultants, LLC Page 1 of 1 Job No. 18013 Speer Plant Expansion Final Drainage Report DETENTION POND RELEASE STRUCTURE BOX SIZING BASINS D1 -O31 Orifice Equation- Area=Q, / (0.65 * (2 * g * h)`') Q, = Allowable release rate [cfs] g = 32.2 [ft2/s] h = Difference from water surface elevation to top of grate elevation [ft] WATER SURFACE *TOP OF GRATE 100-YR W.S. ELEV Qr loo (cfs) HEAD at Qr (ft) AREA REQ'D ,ft2) Release 4879.06 4880.92 2.2 1.86 0.31 *Top of box grate elevation is set to WQCV Water Surface Elevation Weir Equation - Q, = C * L * h312 Q, = Allowable release rate [cfs] c = Weir Coefficient, 3.33 used L = Length of Weir [ft] h = Difference from water surface elevation to top of grate elevation [ft] WATER SURFACE *TOP OF GRATE 100-YR W.S. ELEV Qr loa (cfs) HEAD at Qr (ft) LENGTH REQ'D (ft) Release 4879.06 4880.92 2.2 1.86 0.26 *Top of box grate elevation is set to WQCV Water Surface Elevation Release Structure Box - Try CDOT Type C Inlet Box Length = 2.92 ft Width = 2.92 ft An.r. = 8.53 ft2 x 50% Clogging Factor = 4.27 ft2 Orifice Check- A,eq'd = 0.31 ft2, AOpen = 4.27 ft`, therefore OK, CDOT Type C Inlet Box OK Weir Check- = 0.26 ft, L = 4*2.92 = 11.68 ft2, therefore, CDOT Type C Inlet Box OK 02/10/2019 4.20 PM Crestone Consultants, LLC Page 1 of 1 Protect No MI) STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Speer Plant Expansion Basins: Basins D1 -D3 WQCV Demon Volume (Input): Catchment Imperviousness, I, = Catchment Area. A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows, h = Number of rows, NL = Orifice discharge coefficierd, C Outlet Desion Information (Outman', Water Quaity Capture Volume (1.0' (0.91 • IA3 - 1.19' 1'2 + 0.78' I)). WQCV = Water Duality Capture Volume (WQCV) Design Volume (WQCV / 12 • Area 1.2) Vol = Recommended maximum outlet area per row (based on 4" vertical spacing of rows), A0 = Total openng area at each row based on user -input above, A0 = Total opening area at each row based on user -input above, A0 = Cakuletion of Colection Capacity: 46.8 13.88 20 4.00 5 0.65 percent acres inches inches Diameterot holes, D = Number of holes per row. N = Height of slot. H = Width of slot, W = Qa 1.00 2.375 in. Time to Drain the Pond = 40 hours Water Quality Capture Volume Method Selected (40 -Hour Release) in. in. 0.20 watershed inches 0.23 acre-feet 0.27 acre-feet 2.355 square inches 2.375 square inches 0.016 square feet 3 O O O O 4 J 0 O O O O 0 0 J O O O O O O O a O O A O O a O O O O O O O a eaea 0 0 o 0 Perforulrid Plate Examples Stage ft (input) Central Elevations of Rows of Holes in feet £ Flow Row 1 Row 2 Row 3 Row 4 Row 5 Rowe Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 4877.17 14877.50 4877.84 14878.17 14878.50 I I Collection Capacity for Each Row of Holes in cfs 4877.17 0.000 0.000 0.000 0.000 0.000 0.00 4877.50 0.049 0.000 0.000 0.000 0.000 0.05 4877.83 0.070 0.049 0.000 0.000 0.000 0.12 4878.16 0.088 0.070 0.049 0.000 0.000 0.20 4878.49 0.099 0.086 0.069 0.049 0.000 0.30 4878.82 0.111 0.099 0.085 0.069 0.049 0.41 4879.15 0.121 0.111 0.098 0.085 0.089 0.48 4879.48 0.131 0.121 0.110 0.098 0.085 0.65 4879.81 0.140 0.131 0.121 0.110 0.098 0.80 4880.14 0.148 0.140 0.130 0.121 0.110 0.66 4880.47 0.158 0.148 0.140 0.130 0.121 0.70 4880.80 0.184 0.158 0.148 0.140 0.130 0.74 #N/A NN/A NWA #WA #N/A 0N/A NN/A itN/A *NIA NWA *N/A NWA #WA *NIA #N/A ttN/A #N/A NN/A *WA MN/A NN/A 0N/A *NIA NWA MN/A *NIA IN/A #NIA #WA NN/A *NIA #N/A *NIA #N/A UN/A NWA #N/A #N/A #N/A #N/A ttN/A NWA #N/A *WA NWA *NIA NN/A NWA 0N/A *WA NWA *WA *WA NN/A *NIA ON/A NWA ttN/A *NIA MIA MIA MWA dN/A *N/A ON/A MWA ISN/A 0N/A NN/A #N/A #N/A ON/A *NIA MN/A NWA *NIA ttN/A NWA itN/A ON/A *NIA *NIA NWA SIN/A 0N/A MWA NN/A *WA MIA NWA MIA 0N/A NWA *NIA *NIA IN/A #N/A 1O4/A #N/A *NIA *NIA NWA ttN/A MWA #N/A *N/A *NIA NWA *NIA #WA NN/A *NIA *NIA #N/A NWA MWA ItN/A *N/A 0N/A 0N/A MWA 0N/A #WA SHWA MIA NN/A MA MWA MWA 014/A *WA MWA MWA 0N/A MN/A *N/A #N/A MIA ON/A 0N/A MN/A *NIA #N/A NN/A ON/A MWA ON/A *WA #N/A MN/A *WA *N/A NWA #WA IN/A #WA *N/A MN/A 0N/A NN/A NN/A "NIA MWA MWA *NIA 0N/A NWA NWA 1M/A MN/A NWA ttN/A ftN/A MWA ON/A MIA /MIA #WA *NIA NN/A ON/A *WA 0N/A *N/A *WA #14/A *WA #N/A ItN/A litN/A _ #N/A NN/A ovrNMfp 420PM PM Creston* Consultants. LLC Pape 1 of 2 STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project. Speer Plant Expansion Basin to Basins D1 -D3 STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 6085.50 5085.50 4085.50 Stage (feet, elev.) 3085.50 2085.50 1085.50 85.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Discharge (cfs) Crasfone Consultants. LLC Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Detention Pond [Basin D1 -D3] Outfall Pipe (Q100 release = 2.2 cfs) Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c.Y.k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) E1n 4Rl 488100 437900 467700 4876 00 487300 4871 00 3063 00 0 5 ID 15 Camber Given 20 26 30 F$GI 35 10 46 Embank 50 55 70 75 80 85 90 95 = 4871.52 74.50 5.34 4875.50 12.0 Circular 12.0 1 = 0.016 = Circular Concrete = Square edge w/headwall (C) 0.0098. 2. 0.0398. 0.67. 0.5 = 4880.92 = 22.64 = 32.00 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Detention Pond (Basin D1-D3J Outfall Pipe (O100 release = 2.2 cfs) Sunday. Feb 10 2019 = 2.20 = 2.20 = (dc+D)/2 = 2.20 = 2.20 = 0.00 = 3.20 = 4.19 = 4872.34 = 4876.13 = 4876.46 = 0.96 = Inlet Control Nw Depm Reath e 550 350 1 50 -050 -2 60 .4 50 -650 Project No. 18013 RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Speer Plant Expansion Basin ID: Basins D1 -D3 x Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth PipeNertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeNertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated) Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Elev: WS = Elev: Invert = Q= Dia = Co = Af = Theta = Qf = Percent of Design Flow = Theta = A0 = To = Yo = Elev Plate Bottom Edge = 40= Width of Equivalent Rectangular Vertical Orifice Equivalent Width = Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = #1 Vertical Orifice #2 Vertical Orifice 4,880.92 4,880.92 4,875.50 4,875.50 2.2 2.2 12.0 12.0 0.67 0.67 0.79 0.79 3.14 3.14 9.4 9.4 426% 426% 1.11 0.10 0.18 0.18 10.75 10.75 0.28 0.28 4,875.78 4,875.78 2.2 2.2 0.64 0.64 4,875.64 4,875.64 feet feet cfs inches sgft rad cfs rad sgft inches feet feet cfs feet feet 02/10/2019 423 PM Crestone Consultants, LLC Page 1 of 1 Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Detention Pond [Basin D1 -D3] - EM Overflow (36.8 cfs) Trapezoidal Weir Crest Bottom Length (ft) Total Depth (ft) Side Slope (z:1) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 = Sharp = 32.00 = 1.58 = 4.00 = 3.10 Known Q = 36.80 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Detention Pond [Basin D1 -D3] - EM Overflow (36.8 cfs) Sunday. Feb 10 2019 = 0.50 = 36.80 = 17.00 = 2.16 = 36.00 1 0 5 Weir 10 15 20 25 30 35 40 45 50 55 W.S. Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Length (ft) Project No. 18013 Speer Plant Expansion Final Drainage Report DETENTION POND - WATER QUALITY CAPTURE VOLUME (WQCV) CALCULATIONS BASIN E1] -REFERENCE UDFCD DRAINAGE CRITERIA MANUAL VOL. 3 - CHAPTER 3 Water Quality Capture Volume = WQCV = a*(0.91i 3-1.1912+0.781) (watershed inches) i = Total Imperviousness Ratio = Iv4/100 a = 40 -hr Drain Time = 1.0 BASIN DESIGN POINT PERCENT IMPERVIOUSNES S, It1 w (percent) IMPERVIOUSNESS RATIO, i WATER QUALITY CAPTURE VOLUME, WQCV (watershed inches) El 4 60.6 0.606 0.24 -REFERENCE UDFCD DRAINAGE CRITERIA MANUAL VOL. 3 - CHAPTER 3 Required Storage = [WQCV/12]*A*1.2 (acre -ft) A = Tributary Catchments Area (acres) 1.2 Factor = Multiplier to account for 20% sediment accumulation BASIN DESIGN POINT TRIBUTARY AREA, A* (acres) REQUIRED WATER QUALITY STORAGE (acre -ft) REQUIRED WATER QUALITY STORAGE ( ft3; El 4 1.22 0.03 1,265 Crestone Consultants. LLC 02/11/2019 5:06 PM Page 1 of 1 Pral Poo 11013 I VPy DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for descnption of method) Project: Speer Plant Expansion Basin D: Basin El (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 Determination of MAJOR Detention Volume Using Modified FAA Method pesian hfomation tlnoutt Desion information (Input): Catchment Orange Imperviousness I. = 60.6 percent Catchment Drainage Imperviousness I. = 60.8 percent Catchment Orangge Area A = 1 22 acres Catchment Drainage Area A = 1.I2 acres Predevelopment MRCS Sod Grouo Type = A A 9, C. or 0 Predevelopment ARCS Sod Group Typo = A A. 9 C. or 0 Rotten Period for Detention Cored T = 10 yen (2. 5. 10, 25. 50. or 100) Rettrn Pence for Detention Control T = 100 yeas l2. 5 10, 25. 50, or 100) Time of Concentration of Wansted Tc = 125 nettles Time of Concentration of Waarthed Tc = 12.5 minutes Moveable Unit Release Rate C = 0.164 Slat Allowable In Release Rate q = 0.164 dater. One -hour Preciptaoon P. = 1 39 inches One -hour Pr,cc.teeon P. = 2.71 arches Design Rainfall IDF Formula 1 • C,' PAC..?TJ•C1 Design Rainfall 1DF Formula I • Ci P,/(CeTrj•e3 Coefficient One C. = 26.50 Coefficient One C, = 18.50 Coefbaent Two Cr = 10 Coeffcoent Two CI= 10 Coefficient Three C3 = 0.789 CoeffioereThree C3= 0.789 Determination of Averaoe Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated), Runoff Coefficient C = 0.42 Runoff Coefficient C = 0.50 Inflow Peak Runoff Op.n • 1 7 cfs Inflow Peak Runoff Op -in = 4.0 cfs Alowable Peak Outflow Rae Op -out = 0.2 cfs Alowatle Peak Outflow Rate Op -out = 0.2 cfs Mod. FM Minor Storage Volume • 2,357 cubic feet Mod. FM Major Storage Volume • 7.344 cubic feet Mod. FAA Minor Storage Volume • 0.06 sere -ft Mod. FM Major Storage Volume • 0.17 sere -ft 10 <- Enter Rana, Duration Incremental Increase Value Here (e.g. 5 !or 5 -Mattes) Rental Duration minutes (snout) Rant all Intensity inches I N (°S') It Volume cube feet (autptS) Adjustment Factor 'm (output) Average Outflow cfs (output) Outflow Volume cubic feet (output Storage Volume cube feet (output) Ramat Dlrtaon minutes (ruche!) Raktat Intensity inches / M (ouVuA) Inflow Volume cubic feet (oaf) Adjustment Factor 'rri ((WW1 Average Outflow cis (0tadut) Outflow Volume cubic feet (MApra) Storage Volume cubic feel (output) 0 0.00 0 0.00 0.00 0 0 0 0 00 0 0.00 0.00 0 0 10 3.73 1 146 1.00 0.20 120 1.026 10 7 27 2,659 1.00 0.20 120 1,539 20 2 71 1,664 0.81 0.16 195 1489 20 5.28 3,663 081 0.16 195 3,668 30 216 1.989 0.71 0.14 255 1.734 30 4.21 4.617 0.71 0.14 255 4,362 40 1.81 2224 0.66 0.11 315 1,909 40 3.53 5183 0.66 0.13 315 4,848 50 1.57 2.408 0.62 0.12 375 2.033 50 305 5,589 062 0.12 375 5,214 60 1 39 2.559 0.60 0.12 435 2124 60 2.70 5,938 0.60 0.12 435 5,503 70 1.25 2.686 0.59 0 12 495 2,192 70 2.43 6.235 0 59 0.12 495 5,740 60 1 14 2,798 0.58 0.12 555 2,243 80 2 22 6.494 0.58 0 12 555 5,939 90 1.05 2,898 0.57 0.11 615 2.282 90 2.04 9,723 0.57 0.11 615 6.108 100 0.97 2.985 0.56 011 875 2,310 100 1,89 6,928 0.56 0.11 675 6,254 110 0.91 3,068 0.56 0.11 735 2,331 110 I.T? 7,116 0.56 0.11 735 6.381 120 0.85 3,140 0.55 0,11 795 2.345 120 1.6e 7,287 055 0.11 795 6,493 130 0.80 3.208 0.55 0.11 855 2,353 130 1.57 7,446 0.55 0.11 855 6.591 140 0.76 3)72 0,54 011 915 2,357 140 1.48 7,594 0.54 0.11 915 6,679 150 0.72 3,332 0.64 oat 975 2.357 150 141 7,733 0.54 011 975 6.758 t60 0.69 3.388 0.54 0.11 1,035 2,353 160 1.34 7.863 0.54 0.11 1035 6.828 170 0.66 3.441 0.54 0 11 1,095 2,346 170 1 26 7 988 054 0.11 1,095 8,891 180 0.83 3,491 0.53 011 1,155 2,336 180 1.23 8,103 0.53 0.11 1.155 6948 190 0.81 3,539 0.53 0 11 1215 2.324 190 1 18 8 214 053 0.11 1 215 6 999 200 0.58 3,584 0.53 0.11 1275 2.310 200 1 14 8.319 0.53 0.11 1,275 7 045 210 0.56 3.626 0.53 0.11 1,335 2.293 210 1.10 8,421 0.53 0.11 1335 7,0888 220 054 3.670 0.53 0.11 1,395 2.275 220 1.06 8,518 0 53 0.11 1.395 7.123 230 0.52 3,710 0.53 0.11 1,455 2.255 230 1 02 8,811 0 53 0 11 1,455 7 156 240 0.51 3,748 0,53 0.11 1.515 2.234 240 0.99 8.700 0.53 0.11 1.515 7,185 250 0.49 3,786 0.52 0.10 1.575 2.211 250 098 8 767 052 0.10 1,575 7 212 280 0.48 3,822 0.52 0.10 1,635 2,187 260 0.93 8870 0.52 0.10 1,835 7,235 270 0.46 3.856 0.52 0.10 1.695 2.161 270 0.91 8,951 0.52 0.10 1,695 7,258 280 0.45 3.890 0.52 0.10 1,755 2.135 280 0 88 9,029 0 52 0.10 1,755 7,274 290 0.44 3923 0.52 0.10 1.815 2.108 290 0.86 9.104 0.52 0.10 1,815 7,289 300 0.43 3954 0.52 0.10 1,875 2,079 300 0.64 9,178 0.52 0.10 1,875 7.303 310 0.42 3,985 0.52 0.10 1,935 2,050 310 0 62 9,249 0.52 0.10 1,935 7,314 320 0,41 4,015 0.52 0.10 1.995 2,020 320 0,60 9,318 0.52 0.10 1,995 7,323 330 0.40 4,044 0.52 0.10 2055 1.989 330 0.78 9.386 0.52 0.10 1.055 7.331 340 0.39 4.072 0.52 0.10 2115 1,957 340 0.76 9.452 0.52 D.10 2.115 7337 350 0.38 4,100 0.52 0.10 2,175 1,925 350 0.74 9.516 0.52 0.10 2,175 7.341 360 0.37 4.127 0.52 0.10 2.235 1.892 360 0.73 9,578 0.52 0.10 2.235 7.343 370 0.37 4,153 0.52 0.10 2.295 1,858 370 0.71 9.839 0.52 0.10 2195 7.344 380 0.36 a 179 0.52 0.10 2.355 1.824 380 0.70 9,691 0.52 0.10 2.355 7,344 390 0.35 4,204 0.52 0.10 2415 1.789 390 0 68 9.757 052 0.10 2415 7,343 400 034 4 229 0.52 0.10 2,475 1,754 400 0.67 9,815 0.52 0.10 2 475 7,340 410 034 4,253 0.52 0.10 2,535 1,718 410 0.66 9,870 0.52 0.10 2,535 7.336 420 0.33 4,276 0.51 0.10 2.595 1,681 420 0.65 9,925 051 0.10 2,595 7.330 430 0.33 4,299 1 0.51 0.10 2.855 1,644 430 0.63 9.979 0.51 0.10 2655 7324 440 0.32 4.322 0.51 0.10 2.715 1,807 440 0.82 10.031 0 51 0.10 2,715 7,317 450 0.31 4,344 0.51 0,10 2.775 1,569 450 0.81 10,083 0.51 0.10 2.775 7.306 460 0.31 4,366 0.51 0.10 2,835 1,531 460 0.60 10,134 0.51 0.10 2.835 7.299 470 0.30 4.388 0.51 0.10 2.095 1,493 470 0.59 10.183 0.51 0.10 2.895 7,289 480 0.30 4409 0.51 0.10 2,955 1,454 480 0.58 10,232 0.51 0.10 2,955 7,277 490 0.29 4.429 0.51 0.10 3,015 1,414 490 0.57 10,280 0.51 0.10 3,015 7.265 500 0.29 4.450 0.51 0.10 3,075 1,375 500 0.56 10.327 0 51 0.10 3.075 7.253 510 0.29 4.470 0.51 0.10 3,135 1,335 510 0.56 10,374 0.51 0.10 3.135 7,239 520 0.28 4.489 0.51 0.10 3.195 1,294 520 0.55 10.419 0 51 0.10 3 195 7,225 530 028 4,509 0.51 0.10 3,255 1,254 530 0.54 10,464 0.51 0.10 3,255 7,209 540 027 4,528 0,51 0.10 3,315 1,213 540 0.53 10,509 0.51 0.10 3,315 7,194 550 0.27 4,546 0.51 010 3,375 1,171 550 0.52 10.552 0.51 0.10 3,375 7,177 560 0.27 4.565 0.51 0.10 3.435 1,130 560 0.52 10,595 0.51 0.10 3435 7.160 570 0.26 4.583 0.51 0.10 3,465 1,085 570 0 51 10,637 0 51 0.10 3.495 7 142 580 0.26 4,601 0.51 0 10 3,555 1,046 580 0.50 10,679 0.51 0.10 3.555 7,124 590 0.25 1610 0.51 0.10 3,615 1,004 590 050 10.720 0 51 0.10 3.815 7.105 600 0.25 4 636 0 51 0 10 3675 961 800 0.49 10 750 0 51 0 10 3 675 7,O85 Mod. FAA Minor Storage Volume (cubic R) • 2,357 Mod. FM Major Storage Volume (cubic R.) • Mod. FM Minor Storage Volume (acre -It) • 0.05 Mod. FM Major Storage Volume (acre -It) • UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released January 2010 7,344 0.17 Curbs Camara. LLC Pear lar2 orwerf 1.1) f1013 DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Speer Plant Expansion Basin ID: Basin El Inflow and Outflow Volumes vs. Rainfall Duration Volume (Cubic Feet) 12,000 10,000 8.000 6,000 4,000 2.000 ♦•• •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ♦ • • • • • • • • • • • • f -J--- 0 100 200 300 Duration (Minutes) 400 500 600 s Ural Sono INN. *SS.. w..• .....••tam. -4111.0 S. • •M •w •aq. i... 700 J UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Versron 2.2. Released January 2010 Cann cwaNnd, at Page d Project No 1801.3 DETENTION POND VOLUME CALCULATIONS [BASIN Eli Ill Required WQCV = 100 Yr Detention Req'd Volume = 0.03 0.17 Speer Plant Expansion Final Drainage Report ac -ft ac -ft From WQCV Calculations From UDFCD Modified FAA Method Calculation I1J Per Weld County Code, WQCV included as a portion of the total 100 Yr required detention volume. POND VOLUME = 1/3(A1+A2+(A1*A2)^0.5)*D DETENTION POND INCREM VOLUME CUMM. VOLUME CUMM. VOLUME ELEV AREA SQ FT (ft3) (ft3) (ac -ft) 100 YR VOLUME WQCV 4887.00 0 0 0 0.00 4887.80 1,265 0.03 Freeboard 4888.00 4,149 1,583 1,583 0.04 4888.64 7,344 0.17 Freeboard 4889.00 14,057 8,992 10,575 0.24 4890.00 19,203 16,563 27,138 0.62 Pond volumes based on Prismoidal Method calculations DETENTION POND DRAIN TIME CALCULATIONS [BASIN Eli Drain Time Calculation via Infiltration: 100 Yr Detention Req'd Volume = Depth to 100 YR Water Surface = Infiltration Rate = Time to Drain = 0.17 1.64 20 6.56 Drain Time Calculation via Average 100-yr Release: 100 Yr Detention Req'd Volume = 101 Yr Detention Req'd Volume = 100 Yr Allowable Release Rate = Average 100 Yr Release Rate = 0.17 7,344 0.20 0.10 Time to Drain = 20.40 ac -ft ft min/in hours ac -ft ft3 cfs cfs hours From UDFCD Modified FAA Method Calculation 02/12/2019 9.37 AM Per Geotechnical Engineering Study prepared by HP Geotech, Inc., dated May 19, 2014 (copy included in Appendix D) Drain time less than 72 hours - OK From UDFCD Modified FAA Method Calculation Non -Urbanizing Area, therefore max allowable release = Historic Q10 1/2 of 100 Yr allowable release rate Drain time less than 72 hours - OK Creston Consultants, LLC Page 1 of 1 Protect No 18013 STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Speer Plant Expansion Basin D: Basin El WQCV Design Vain* (MOW; Catchment Imperviousness. I. = Catchment Area, A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows, h = Number of rows. NL = Orifice discharge coefficient, C = Outlet Design Information (Outgu(j; Water Quality Capture Volume (1.0 • (0.91 • IA3. 1.19 • 1A2 + 0.78 • I)), WQCV = Water Quality Capture Volume (WQCV) Design Volume (WQCV / 12 • Area • 1.2) Vol = Recommended maximum outlet area per row (based on 4" vertical spacing of rows), 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 = Calculetion of Collection Capacity; 60.8 1.22 12 4 3 0.85 percent acres inches inches Diameter of hobs. D = Number of hobs per row, N = Height of slot. H = Width of slot, W = 2K 0.375 1.000 in. in. in. Time to Drain the Pond = 40 hours Water Quality Capture Volume Method Selected (40 -Hour Release) 0.24 watershed inches 0.02 acre-feet 0.03 acre-feet 0.359 square inches 0.375 square inches 0.003 square feet O o 0 0 O O O A --�i O O O O 0 0 0 0 C o O 0 O 0 O OO0 O O A O O O O O O O O O a o Perforated Plate Erarnples Stage ft (input) Centel Elevations of Rows of Holes in feet E Flow Row 1 Row 2 Row 3 Row 4 Rows Row 6 Row 7 Rowe Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 18 Row 17 Row 18 4887.08 4887.41 14887.75 I I Collection Capacity for Each Row of Holes in cis 4887.08 0.000 0.000 0.000 0.00 4887.41 0.008 0.000 0.000 0.01 4887.75 0.011 0,008 0.000 0.02 4888.08 0.014 0.011 0.008 0.03 4888.41 0.016 0.014 0.011 0.04 4886.64 0.017 0.)15 0.013 0.04 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A *NIA #N/A #WA #N/A #N/A #WA #N/A #N/A #WA #NIA #N/A #N/A #N/A #N/A *NIA #N/A *NIA #WA ISN/A #N/A EN/A #WA #N/A #N/A #N/A #WA #N/A 9N /A ON/A #N/A *WA #WA *NIA #N/A Ittil/A #NIA #WA #WA #N/A *NIA #N/A Igil/A #N/A 11N/A #N/A #N/A ON/A #N/A *NA #WA #N/A EN/A *NIA #N/A ON/A #WA #N/A NN/A #N/A #N/A ON/A #N/A #WA #N/A MIA #NIA #N/A #WA #N/A efil/A #N/A rtni/A fNJ/A IN/A #N/A #N/A #N/A *NIA #N/A *N/A #N/A #N/A #NIA MIA it -N/A #WA WN/A #N/A #N/A #WA #N/A MIA #WA OW Mil/A #WA ItN/A #WA #N/A ItN/A #N/A *NIA #N/A #N/A #N/A #N/A #WA ItN/A #N/A ItN/A ItN/A SON/A AIN/A *NIA %N/A #WA MN/A #WA ltN/A AN /A #WA #WA IN/A #N/A #N/A ON/A SIN/A NN/A #N/A #N/A StN/A #N/A StN/A MIA #N/A #N/A #WA #N/A #N/A EN/A #N/A #N/A 02/10/2019 . 28 PM Creston* Consultants LLC Page 1 of 2 STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project. Speer Plant Expansion Basin ID: Basin El ( STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 6085.50 5085.50 4085.50 Stage (feet, elev.) 3085.50 2085.50 1085.50 85.50 0.00 0.01 0.01 0 (12 0.02 0.03 Discharge (cfs) 0.03 0 04 0.04 0.05 Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Sunday Feb 10 2019 Detention Pond [Basin El] - 100-Yr Weir Release (0.2 cfs - WQCV Release (0.04 cfs) = 0.' Rectangular Weir Crest Bottom Length (ft) Total Depth (ft) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) = Sharp = 0.07 = 0.84 = 3.33 Known Q = 0.16 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft's) Top Width (ft) = 0.78 = 0.160 = 0.05 = 2.94 = 0.07 DeptFDtitOtion Pond [Basin El] - 100-Yr Weir Release (0.2 cfs - WQCV Release (0.04 cfs) = 0.16 Eatipth (ft) 100 0.50 0.00 -0.50 Weir W.S. .2 1.00 0.50 0.00 0.50 .3 Length (ft) Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Detention Pond [Basin El] - EM Overflow Weir (4.1 cfs) Rectangular Weir Crest Bottom Length (ft) Total Depth (ft) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 1.00 0.50 0.00 -0.50 0 3 4 5 Weir = Sharp = 5.00 = 0.50 = 3.33 Known Q = 4.10 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Detention Pond [Basin El] - EM Overflow Weir (4.1 cfs) -. 2 W.S. Sunday. Feb 10 2019 = 0.39 = 4.100 = 1.96 = 2.09 = 5.00 Depth (ft) 1.00 0.50 0.00 0.50 6 7 Length (ft) Chapter 8 Open Channels Table 8-5. Recommended roughness values Location and Cover When Assessing Velocity, Froude No., Shear Stress When Assessing Water Surface Elevation and Water Depth Main Channel (bankfull channel) Sand or clay bed 0.03 0.04 Gravel or cobble bed 0.035 0.07 Vegetated Overbanks Turfgrass sod 0.03 0.04 Native grasses 0.032 0.05 Herbaceous wetlands (few or no willows) 0.06 0.12 Willow stands, woody shrubs 0.07 0.16 (Source: Chow 1959, USDA 1954, Barnes 1967, Arcement and Schneider 1989, Jarrett 1985) Roughness of Grass Overbanks A common procedure for determining Manning's n for vegetated channels is documented in the Handbook of Channel Design for Soil and Water Conservation (hereinafter referred to as the NRCS Method). The NRCS Method uses the vegetation properties to establish a degree of retardance. The retardance is based upon the type of plants, the length and condition of the vegetation. Finding a solution for Manning's n becomes an iterative process using the following channel properties: slope, velocity and hydraulic radius. The documentation for the NRCS method contains a series of curves that provide solutions for Manning's n values based upon the vegetation retardance. Table 8-6 provides recommended retardance values for channels located along the Colorado Front Range with the given vegetation properties. Refer to the NRCS Method documentation for additional detail and guidance. January 2016 Urban Drainage and Flood Control District 8-61 Urban Storm Drainage Criteria Manual Volume 1 Hydraulic Structures Chapter 9 3.2.1 Riprap Apron This section addresses the use of riprap for erosion protection downstream of conduit and culvert outlets. Refer to the Open Channels chapter for additional information on applications for and placement of riprap. Those criteria will be useful in design of erosion protection for conduit outlets. When incorporating a drop into the outfall use Figure 9-40 or 9-41. Rock Size The procedure for determining the required riprap size downstream of a conduit outlet is in Section 3.2.3. Configuration of Riprap Apron Figure 9-34 illustrates typical riprap protection of culverts at conduit outlets. Extent of Protection The length of the riprap protection downstream from the outlet depends on the degree of protection desired. If it is necessary to prevent all erosion, the riprap must extend until the velocity decreases to an acceptable value. The acceptable major event velocity is set at 5 ft/sec for non -cohesive soils and at 7 ft/sec for erosion resistant soils. The rate at which the velocity of a jet from a conduit outlet decreases is not well known. The procedure recommended here assumes the rate of decrease in velocity is related to the angle of lateral expansion, 0, of the jet. The velocity is related to the expansion factor, (1 /(2tan0)), which can be determined directly using Figure 9-35 or Figure 9-36, by assuming that the expanding jet has a rectangular shape: L = I Wn2tan01A, Y, Where: Lp = length of protection (ft) W= width of the conduit (ft., use diameter for circular conduits) Y, = tailwater depth (ft) 0 = the expansion angle of the culvert flow and: A, Q V Where: Q = design discharge (cfs) V= the allowable non -eroding velocity in the downstream channel (ft/sec) A, = required area of flow at allowable velocity (ft2) Equation 9-11 Equation 9-12 9-66 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 Hydraulic Structures In certain circumstances, Equation 9-11 may yield unreasonable results. Therefore, in no case should Lp be less than 3H or 3D, nor does Lp need to be greater than 10H or 10D whenever the Froude parameter, Q/WH1.5 or Q/D2-S, is less than 8.0 or 6.0, respectively. Whenever the Froude parameter is greater than these maximums, increase the maximum Lp required by X D, or 1/4 H for circular or rectangular (box) culverts, respectively, for each whole number by which the Froude parameter is greater than 8.0 or 6.0, respectively. Once Lp has been determined, the width of the riprap protection at the furthest downstream point should be verified. This dimension is labeled "T" on Figure 9-34. The first step is to solve for 0 using the results from Figure 9-35 or 9-36: e = tan -I 1 2(ExpansionFactor) Where: Expansion Factor = determined using Figure 9-35 or 9-36 T is then calculated using the following equation: T = 2(Lp tan 0)+ W Equation 9-13 Equation 9-14 Multiple Conduit Installations The procedures outlined in this section can be used to design outlet erosion protection for multi -barrel culvert installations by replacing the multiple barrels with a single hydraulically equivalent hypothetical rectangular conduit. The dimensions of the equivalent conduit may be established as follows: 1. Distribute the total discharge, Q, among the individual conduits. Where all the conduits are hydraulically similar and identically situated, the flow can be assumed to be equally distributed; otherwise, the flow through each barrel must be computed. 2. Compute the Froude parameter QJD 12.s (circular conduit) or Q;/W,H;' s (rectangular conduit), where the subscript i indicates the discharge and dimensions associated with an individual conduit. 3. If the installation includes dissimilar conduits, select the conduit with the largest value of the Froude parameter to determine the dimensions of the equivalent conduit. 4. Make the height of the equivalent conduit, Htq, equal to the height, or diameter, of the selected individual conduit. 5. The width of the equivalent conduit, Weq, is determined by equating the Froude parameter from the selected individual conduit with the Froude parameter associated with the equivalent conduit, Q/WHe91.s September 2017 Urban Drainage and Flood Control District 9-67 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 EXTEND RIPRAP TO HEIGHT OF PIPE OR BOX, MIN_ RIPRAP MORE THAN 1.0' ABOVE PIPE INVERT SHALL BE INSTALLED 6" BELOW FINISHED GRADE AND BURIED WITH TOPSOIL FINISHED GRADE JOINT RESTRAINTS (2) PLAN VIEW NTS END TREATMENT MAY CONSIST OF RCP END SECTION (WITH TOEWALL) OR HEADWALL. (SEE DETAILS) L .-•. 2Dyo MIN PROFILE NTS SOIL RIPRAP OR VOID -FILLED RIPRAP Figure 9-34. Riprap apron detail for culverts in -line with the channel 9-68 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 Hydraulic Structures m C C N cc 0 itt EXPANSION 9 = Expansion Angle 8 7 6 5 4 2 1 0 .1 .2 3 .4 .5 .6 .7 .8 /111 h o' o L/ O /7: 6©/ tik TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D / D Figure 9-35. Expansion factor for circular conduits September 2017 Urban Drainage and Flood Control District 9-69 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 ilinED 8 7 6 0 c 0 N5 i 4 ct 0 3 U) z a xcl. 2 W 1 0 0 = Expansion Angle in o 0 YY e y O 0 0 0� 13 0 .1 .2 .3 .4 .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT -Yt/H Figure 9-36. Expansion factor for rectangular conduits .9 1.0 9-70 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 Hydraulic Structures 3.2.2 Low Tailwater Basin The design of low tailwater riprap basins is necessary when the receiving channel may have little or no flow or tailwater at time when the pipe or culvert is in operation. Figure 9-37 provides a plan and profile view of a typical low tailwater riprap basin. By providing a low tailwater basin at the end of a storm drain conduit or culvert, the kinetic energy of the discharge dissipates under controlled conditions without causing scour at the channel bottom. Low tailwater is defined as being equal to or less than 'A of the height of the storm drain, that is: D H Yt 3 or 3 Where: y, = tailwater depth at design flow (feet) D= diameter of circular pipe (feet) H= height of rectangular pipe (feet) Rock Size The procedure for determining the required riprap size downstream of a conduit outlet is in Section 3.2.3. After selecting the riprap size, the minimum thickness of the riprap layer, T, in feet, in the basin is defined as: T = 2D50 Equation 9-15 Basin Geometry Figure 9-37 includes a layout of a standard low tailwater riprap basin with the geometry parameters provided. The minimum length of the basin (L) and the width of the bottom of the basin (W1) are provided in a table at the bottom of Figure 9-37. All slopes in the low tailwater basin shall be 3(H):1(V), minimum. Other Design Requirements Extend riprap up the outlet embankment slope to the mid -pipe level, minimum. It is recommended that riprap that extends more than 1 foot above the outlet pipe invert be installed 6 inches below finished grade and buried with topsoil. Provide pipe end treatment in the form of a pipe headwall or a flared -end section headwall. See Section 3.1 for options. September 2017 Urban Drainage and Flood Control District 9-71 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 t 0 L RIPRAP MORE THAN 1.0' ABOVE PIPE INVERT SHALL BE INSTALLED 6" BELOW FINISHED GRADE AND BURIED WITH TOPSOIL FINISHED GRADE JOINT RESTRAINTS (2) RCP WITH FES SHOWN .r n C END TREATMENT MAY CONSIST OF PIPE HEADWALL OR FES HEADWALL L FES HEADWALL SHOWN PROFILE, SOIL RIPRAP OR VOID -FILLED RIPRAP PIPE SIZE OR Il ft! 1. BOX HEIGHT 18" - 24" 1 '-0" 4' 15' 30" - 36" 1'-6" 6' 20' 42" - 48" 2'-0" 7 24' 54" - 60" 2'-6" 8' 28' 66" - 72" 3'-0" 9' 32' • IF OUTLET PIPE IS A BOX CULVERT WIN A WIDTH GREATER THAN W, THEN W - CULVERT WIDTH Figure 9-37. Low tailwater riprap basin i FINISHED Z GRADE D SEE TABLE T=2D, MIN 9-72 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 Hydraulic Structures 3.2.3 Rock Sizing for Riprap Apron and Low Tailwater Basin Scour resulting from highly turbulent, rapidly decelerating flow is a common problem at conduit outlets. The following section summarizes the method for sizing riprap protection for both riprap aprons (Section 3.2.1) and low tailwater basins (Section 3.2.2). Use Figure 9-38 to determine the required rock size for circular conduits and Figure 9-39 for rectangular conduits. Figure 9-38 is valid for Q/D).5 of 6.0 or less and Figure 9-39 is valid for Q/WH1.5 of 8.0 or less. The parameters in these two figures are: 1. Q/D1-5 or Q/WH0-5 in which Q is the design discharge in cfs, A is the diameter of a circular conduit in feet, and W and H are the width and height of a rectangular conduit in feet. 2. Y,/DC or Y/H in which Y, is the tailwater depth in feet, A is the diameter of a circular conduit in feet, and His the height of a rectangular conduit in feet. In cases where Y, is unknown or a hydraulic jump is suspected downstream of the outlet, use Y,/D, = Y,/H= 0.40 when using Figures 9-38 and 9-39. 3. The riprap size requirements in Figures 9-38 and 9-39 are based on the non -dimensional parametric Equations 9-16 and 9-17 (Steven, Simons, and Watts 1971 and Smith 1975). Circular culvert: 0.023Q d50 _ Y 1.ZDo.3 f c Rectangular culvert: 0.014H°5Q dam_ Y,W Equation 9-16 Equation 9-17 These rock size requirements assume that the flow in the culvert is subcritical. It is possible to use Equations 9-16 and 9-17 when the flow in the culvert is supercritical (and less than full) if the value of a or H is modified for use in Figures 9-38 and 9-39. Note that rock sizes referenced in these figures are defined in the Open Channels chapter. Whenever the flow is supercritical in the culvert, substitute D. for a and Ho for H, in which D. is defined as: D = (D�. + Y,, 2 Where the maximum value of D0 shall not exceed Dc, and Equation 9-18 September 2017 Urban Drainage and Flood Control District 9-73 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 H (H+Y) a _2 Equation 9-19 Where the maximum value of Ha shall not exceed H, and: DO = parameter to use in place of D in Figure 9-38 when flow is supercritical (ft) D, = diameter of circular culvert (ft) H, = parameter to use in place of H in Figure 9-39 when flow is supercritical (ft) H = height of rectangular culvert (ft) Y„ = normal depth of supercritical flow in the culvert (ft) N) 0 0 60 40 0 .2 .4 .6 Yt/D 400tte 40 00 # fr K4C -1-YPE L ** .8 Use Da instead of D whenever flow is supercritical in the barrel. W* Use Type L for a distance of 3D downstream 1.0 Figure 9-38. Riprap erosion protection at circular conduit outlet (valid for Q/D2.5 ≤ 6.0) 9-74 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 Hydraulic Structures GPI ev o ?(J. ir O4 J+ � APE 0 40 0 20 .2 .4 Yt/H .6 .8 1.0 Use Ha instead of H whenever culvert has supercritical flow in the barrel. **Use Type L for a distance of 3H downstream Figure 9-39. Riprap erosion protection at rectangular conduit outlet (valid for Q/WH1.5 ≤ 8.0) 3.2.4 Outfalls and Rundowns A grouted boulder outfall or "rundown" dissipates energy and provides erosion control protection. Grouted boulder outfalls are most commonly used in large rivers like the South Platte. Figure 9-40 provides a plan view and cross section for a standard grouted boulder rundown. See the grouted boulder drop profiles (A 1, A2, and A3) in Figure 9-12 for site specific profile options, (i.e., depressed or free - draining basin for use with a stable downstream channel or with no basin for use in channels subject to degradation). Figure 9-41 provides a plan view of the same structure for use when the structure is in -line with the channel. Evaluate the following when designing a grouted boulder outfall or rundown: • Minimize disturbance to channel bank • Determine water surface elevation in receiving channel for base flow and design storm(s) • Determine flow rate, velocity, depth, etc. of flow exiting the outfall pipe for the design storm(s) ■ Evaluate permitting procedures and requirements for construction adjacent to large river system. September 2017 Urban Drainage and Flood Control District 9-75 Urban Storm Drainage Criteria Manual Volume 2 EM 1110-2-1601 1 July 1991 US Army Corps of Engineers ENGINEERING AND DESIGN Hydraulic Design of Flood Control Channels ENGINEER MANUAL EM 1110-2-1601 Change 1 30 Jun 94 * attack in braided streams is thought to occur when the water surface is at or slightly above the tops of the mid - channel bars. At this stage, flow is confined to the multi- ple channels that often flow into or "impinge" against bank lines or levees. At lesser flows, the depths and velocities in the multiple channels are decreased. At higher flows, the channel area increases drastically and streamlines are in a more downstream direction rather than into bank lines or levees. (b) The discharge that produces a stage near the tops of the midchannel bars is Qtmcb . Qtmcb is probably highly correlated with the channel -forming discharge concept. In the case of the Snake River near Jackson, Wyoming, Qtmcb is 15,000-18,000 cfs, which has an average recurrence interval of about 2-5 years. Using cross-section data to determine the channel area below the tops of the midchannel bars and Qtm:b allows determina- tion of the average channel velocity at the top of the midchannel bars, Vtmdb . (c) Field measurements at impingement sites were taken in 1991 on the Snake River near Jackson, Wyoming, and reported in Maynord (1993). The maxi- mum observed ratio Vss/Vtn,cb = 1.6 , which is almost identical to the ratio shown in Plate 33 for sharp bend - ways having R/W = 2 in natural channels, and this ratio is recommended for determining Vss for impinged flow. The second area of the design procedure requiring modifi- cation for impinged flow is the velocity distribution coef- ficient Cv , which varies with R/W in bendways as shown in Plate 40. Impinged flow areas are poorly aligned bends having low R/W , and Cv = 1.25 is recommended for design. (6) Transitions in size or shape may also require riprap protection. The procedures in this paragraph are applicable to gradual transitions where flow remains tran- quil. In areas where flow changes from tranquil to rapid and then back to tranquil. riprap sizing methods applicable to hydraulic structures (HDC 712-1) should be used. In converging transitions, the procedures based on Equa- tion 3-3 can be used unaltered. In expanding transitions, flow can concentrate on one side of the expansion and design velocities should be increased. For installations immediately downstream of concrete channels, a vertical velocity distribution coefficient of 1.25 should be used due to the difference in velocity profile over the two surfaces. 3-8 I I e. Steep slope riprap design. In cases where unit discharge is low, riprap can be used on steep slopes ranging from 2 to 20 percent. A typical application is a rock -lined chute. The stone size equation is Die 1.95 Su s" V g 1 ; where S = slope of bed q -= unit discharge (3-5) Equation 3-5 is applicable to thickness = 1.5 D1 , angular rock, unit weight of 167 pcf. DR5/DI, from 1.7 to 2.7, slopes from 2 to 20 percent, and uniform flow on a down - slope with no tailwater. The following steps should be used in application of Equation 3-5: (1) Estimate q = Q/b where b = bottom width of chute. (2) Multiply q by flow concentration factor of 1.25. Use greater factor if approach flow is skewed. (3) Compute D,0 using Equation 3-5. (4) Use uniform gradation having DR;/D15 ≤ 2 such as Table 3-1. (5) Restrict application to straight channels with side slope of 1 V:2.5H or flatter. (6) Use filter fabric beneath rock. The guidance for steep slope riprap generally results in large riprap sizes. Grouted riprap is often used instead of loose riprap in steep slope applications. 3-8. Revetment Top and End Protection Revetment top and end protection requirements, as with all channel protective measures, are to assure the project benefits, to perform satisfactorily throughout the project economic life, and not to exceed reasonable maintenance Open Channels Chapter 8 CHANNEL BED FLOW DESIGN WSE RIPRAP OR SOIL RIPRAP NOT STEEPER THAN 2.5H:1 V S MIN (5' MIN FOR SOILS THAT ARE NOT COHESIVE) I GRANULAR BEDDING, REQUIRED FOR RIPRAP. ALSO REQUIRED FOR SOIL RIPRAP WHEN SPECIFlCIED RIPRAP DESIGNATION SMALLER THAN GIVEN SIZE BY WEIGH T D5o* (INCHES) INTERMEDIATE ROCK DIMENSION (INCHES) 70 - 100 12 TYPE VL 50 - 70 35 - 50 9 6 6 2-'0 2 70 - 100 15 TYPE L 50 - 70 35 - 50 12 9 9 2 - 10 3 70 - 100 21 TYPE M 50 - 70 35 - 50 18 12 12 2 - 10 4 70 - 100 30 TYPE H 50 - 70 35 - 50 24 18 18 2 - 10 6 *D50 = MEAN ROCK SIZE Figure 8-34. Riprap and soil riprap placement and gradation (part 1 of 3) 8-76 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 January 2016 Chapter 8 Open Channels SOIL RIPRAP NOTES: 1. ELEVATION TOLERANCES FOR THE SOIL RIPRAP SHALL BE 0.10 FEET. THICKNESS OF SOIL RIPRAP SHALL BE NO LESS THAN THICKNESS SHOWN AND NO MORE THAN 2 -INCHES GREATER THAN THE THICKNESS SHOWN. 2. WHERE "SOIL RIPRAP" IS DESIGNATED ON THE CONTRACT DRAWINGS, RIPRAP VOIDS ARE TO BE FILLED WITH NATIVE SOIL. THE RIPRAP SHALL BE PRE -MIXED WITH THE NATIVE SOIL AT THE FOLLOWING PROPORTIONS BY VOLUME: 65PERCENT RIPRAP AND 35 PERCENT SOIL. THE SOIL USED FOR MIXING SHALL BE NATIVE TOPSOIL AND SHALL HAVE A MINIMUM FINES CONTENT OF 15 PERCENT. THE SOIL RIPRAP SHALL BE INSTALLED IN A MANNER THAT RESULTS IN A DENSE, INTERLOCKED LAYER OF RIPRAP WITH RIPRAP VOIDS FILLED COMPLETELY WITH SOIL. SEGREGATION OF MATERIALS SHALL BE AVOIDED AND IN NO CASE SHALL THE COMBINED MATERIAL CONSIST PRIMARILY OF SOIL; THE DENSITY AND INTERLOCKING NATURE OF RIPRAP IN THE MIXED MATERIAL SHALL ESSENTIALLY BE THE SAME AS IF THE RIPRAP WAS PLACED WITHOUT SOIL. 3. WHERE SPECIFIED (TYPICALLY AS "BURIED SOIL RIPRAP"), A SURFACE LAYER OF TOPSOIL SHALL BE PLACED OVER THE SOIL RIPRAP ACCORDING TO THE THICKNESS SPECIFIED ON THE CONTRACT DRAWINGS. THE TOPSOIL SURFACE LAYER SHALL BE COMPACTED TO APPROXIMATELY 85% OF MAXIMUM DENSITY AND WITHIN TWO PERCENTAGE POINTS OF OPTIMUM MOISTURE IN ACCORDANCE WITH ASTM D698. TOPSOIL SHALL BE ADDED TO ANY AREAS THAT SETTLE. 4. ALL SOIL RIPRAP THAT IS BURIED WITH TOPSOIL SHALL BE REVIEWED AND APPROVED BY THE ENGINEER PRIOR TO ANY TOPSOIL PLACEMENT. GRADATION FOR GRANULAR BEDDING PERCENT PASSING BY WEIGHT U.S. STANDARD SIEVE SIZE TYPE I CDOT SECT. 703.01 TYPE II CDOT SECT. 703.09 CLASS A 3 INCHES - 90 - 100 11i INCHES - - 3/4 INCHES - 20 - 90 % INCHES 100 - #4 95 - 100 0 - 20 #16 45 - 80 - #50 10 - 30 - #100 2 - 10 - #200 0 - 2 0 - 3 R PRAP BEDDING Figure 8-34. Riprap and soil riprap placement and gradation (part 2 of 3) January 2016 Urban Drainage and Flood Control District 8-77 Urban Storm Drainage Criteria Manual Volume 1 Open Channels Chapter 8 THICKNESS REQUIREMENTS FOR GRANULAR BEDDING RIPRAP DESIGNATION MINIMUM BEDDING THICKNESS (INCHES) FINE-GRAINED SOILS 1 COARSE -GRAINED SOILS 2 TYPE I (LOWER LAYER) TYPE II (UPPER LAYER) TYPE II VL (D5o = 6 IN) 4 4 6 L (D50 = 9 IN) 4 4 6 M (D5o = 12 IN) 4 4 6 H (D50 = 18 IN) 4 6 8 VH (D50 = 24 IN) 4 6 8 NOTES: 1. MAY SUBSTITUTE ONE 12 -INCH LAYER OF TYPE II BEDDING. THE SUBSTITUTION OF ONE LAYER OF TYPE II BEDDING SHALL NOT BE PERMITTED AT DROP STRUCTURES. THE USE OF A COMBINATION OF FILTER FABRIC AND TYPE II BEDDING AT DROP STRUCTURES IS ACCEPTABLE. 2. FIFTY PERCENT OR MORE BY WEIGHT RETAINED ON THE #40 SIEVE. Figure 8-34. Riprap and soil riprap placement and gradation (part 3 of 3) 8-78 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 January 2016 Chapter 3 Calculating the WQCV and Volume Reduction 3.0 Calculation of the WQCV The first step in estimating the magnitude of runoff from a site is to estimate the site's total imperviousness. The total imperviousness of a site is the weighted average of individual areas of like imperviousness. For instance, according to Table RO-3 in the Runoff chapter of Volume 1 of this manual, paved streets (and parking lots) have an imperviousness of 100%; drives, walks and roofs have an imperviousness of 90%; and lawn areas have an imperviousness of 0%. The total imperviousness of a site can be determined taking an area -weighted average of all of the impervious and pervious areas. When measures are implemented minimize directly connected impervious area (MDCIA), the imperviousness used to calculate the WQCV is the "effective imperviousness." Sections 4 and 5 of this chapter provide guidance and examples for calculating effective imperviousness and adjusting the WQCV to reflect decreases in effective imperviousness. The WQCV is calculated as a function of imperviousness and BMP drain time using Equation 3-1, and as shown in Figure 3-2: WQCV = a(0.91/3 - 1.19/2 + 0.78/) Where: WQCV a = Water Quality Capture Volume (watershed inches) = Coefficient corresponding to WQCV drain time (Table 3-2) Equation 3-1 1 = Imperviousness (%/100) (see Figures 3-3 through 3-5 [single family land use] and /or the Runoff chapter of Volume 1 [other typical land uses]) Table 3-2. Drain Time Coefficients for WQCV Calculations Drain Time (hrs) Coefficient, a 12 hours 0.8 24 hours 0.9 40 hours 1.0 Figure 3-2, which illustrates the relationship between imperviousness and WQCV for various drain times, is appropriate for use in Colorado's high plains near the foothills. For other portions of Colorado or United States, the WQCV obtained from this figure can be adjusted using the following relationships: WQCV WQCVother = d6 ( 0.43 I Equation 3-2 Where: WQCV = WQCV calculated using Equation 3-1 or Figure 3-2 (watershed inches) WQCVOU,« = WQCV outside of Denver region (watershed inches) d6 = depth of average runoff producing storm from Figure 3-1 (watershed inches) August 2011 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 3-5 Calculating the WQCV and Volume Reduction Chapter 3 Once the WQCV in watershed inches is found from Figure 3-2 or using Equation 3-1 and/or 3-2. the required BMP storage volume in acre-feet can be calculated as follows: rwQcvl � 12 /A Where: V = required storage volume (acre -ft) A = tributary catchment area upstream (acres) WQCV = Water Quality Capture Volume (watershed inches) 0.500 a) v C a) N N 1 Ct U O 0.450 0.400 0.350 0.300 0.250 0.200 0.150 0.100 0.050 0.000 Equation 3-3 I I 140 hour drain time I ♦ I I I I II 124 hour drain timeI WQCV=a(0.91i -1.1912+0.781) ♦- 12 -hr drain 24 -hr drain time a = 0.8 time a = 0.9 r•_ • " 40 -hr drain time a = 1.0 ••ee r• dose • • r•� I• ••�' E. 12 hour drain time 1 i • 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i = la/100) Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time 3-6 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 August 2011 APPENDIX D Previous Study References & Correspondence Previous Study References Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014 Correspondence Meeting Minutes & E -Mail Correspondence with Weld County Concerning Using 2007 Version of UDFCD Vol. 1 for Rational Formula, Existing Water Quality Pond & Sizing of Detention Pond Previous Study References Final Drainage Narrative for Aka Energy Group, LLC - Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014 Final Drainage Narrative For AKA Energy Group, LLC Speer Plant Weld County, Colorado Prepared For: AKA Energy Group, LLC 13472 Weld County Road 40 Platteville, CO 80651 (970) 737-2601 May 28, 2014 FSI# 14-100507 Prepared By: Flatirons, Inc. Surveying, Engineering & Geomatics 655 Fourth Avenue Longmont, Colorado 80501 303-443-7001 DRAINAGE NARRATIVE FOR AKA ENERGY GROUP, LLC Speer Plant WELD COUNTY, COLORADO Prepared for: AKA Energy Group, LLC 13472 Weld County Road 40 Platteville, CO 80651 (970) 737-2601 May 28, 2014 Prepared by: Flatirons, Inc. Surveying & Engineering 655 Fourth Avenue Longmont, CO 80501 FSI# 14-100500 Flatirons, Inc. — Surveying & Engineering TABLE OF CONTENTS Certification 1 Vicinity Map 2 1.0 Location and Description 3 Background 3 Project Location 3 Property Description 3 Project Description 4 2.0 Drainage Basins and Sub -Basins 4 Major Basin Description 4 Sub -Basin Description 5 3.0 Drainage Design Criteria 5 Regulations 5 Development Criteria Reference and Restraints 6 Hydrological Criteria 6 Hydraulic Criteria 6 4.0 Drainage Facility Design 7 General Concept 7 Specific Details 7 5.0 Conclusions 10 References 11 Appendix A A Hydrology Computations A Appendix B B Hydraulic Computations B Appendix C C Floodplain Information C Appendix D D Geotechnical Report D Appendix E E Inspection Report E Speer Plant May 28, 2014 Flatirons, Inc. — Surveying & Engineering CERTIFICATION "I hereby certify that this report for the final drainage design of the Speer Plant was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof" Kenneth W. Curfman PE, PLS For and on Behalf of Flatirons, Inc. State of Colorado No. 25620 Speer Plant 1 May 28, 2014 Flatirons, Inc. — Surveying & Engineering VICINITY MAP (Not to Scale) Speer Plant 2 May 28, 2014 Flatirons, Inc. — Surveying & Engineering 1 .O LOCATION AND DESCRIPTION Background This Drainage Narrative is prepared for a Weld County USR, Use by Special Review Permit application for AKA Energy Group, LLC of Platteville, CO for the Speer Plant. The Drainage Narrative follows the criteria set forth by Urban Storm Drainage Criteria Manuals (USDCM), Volumes 1, 2 and 3, and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals, Volumes 1, 2 and 3 dated October 2006. The applicant is proposing to follow the 10% impervious rule and not prepare a Final Drainage Report or construct a detention pond for the project. The applicant owns the 80 - acre contiguous piece land and is proposing to develop 8 of the 80 acres. The 8 -acre plant site has an imperviousness of 43%, and the whole 80 -acre site has an imperviousness of 6% after the Speer Plant improvements have been constructed. Calculations can be found in Appendix A. Project Location The Speer Plant is situated on unplatted land located in the Southwest Quarter of Section 31, Township 4 North, Range 65 West of the 6th P.M., County of Weld, State of Colorado. The site does not have an address. The site is approximately one mile west of Weld County Road (WCR) 39 and one -quarter mile north of WCR 38. Property owned by Kevin Slavin bounds the plant property to the west, and the 80 -acre parcel being purchased by the applicant forms the northern, southern and eastern boundaries of the plant site. The property and surrounding land is zoned agricultural, and the project site and surrounding land are under Weld County jurisdiction. There are no major lakes, streams, or water resource facilities within the property. Historically, the property of the Speer Plant has been agricultural land: however the area where the plant is located does not appear to have been recently cultivated. There are no irrigation facilities serving the property or conveying water through the site. Property Description The rectangular -shaped Speer Plant property is 8 acres in size and part of a larger 80 -acre parcel of land being purchased by the applicant. The purchased parcel extends one-half mile north and south and one -quarter mile in an east and west direction. The plant site is located on the western edge of the purchased property near the midpoint of the western north/south property line. The 8 -acre plant site extends 720 feet in a north/south direction and 485 feet in an east/west direction. A southeast/northwest trending topographic ridge bisects the project site. A natural drainage way flowing in a northwesterly direction parallels the ridge to the south. A 5 -foot deep localized depression is located on the north side of the project site near the northwest Speer Plant 3 May 28, 2014 Flatirons, Inc. — Surveying & Engineering corner of the plant site. The existing high point of the plant site is at an elevation of 4895.5 and is located near the midpoint of the eastern plant boundary. The crest of the ridge slopes downward to the northwest at 1.25%. Slopes from the top of the ridge off the sides vary from 5% to 7%. Topographic low areas are situated the four corners of the 8 -acre parcel. The elevation at the northeast, northwest, southwest, and southeast corners of the plant site are 4880.0, 4877.0, 4884.0, and 4887.5, respectively. Surface runoff is collected by the northwest trending drainage ways and conveyed to the cultivated farm fields to the west. The property is covered by a thick, healthy grass, and scattered sage brush is located on top of the ridge. The grass appears to be wheat that has reseeded itself from farm crops that once grew on the land. There are three proposed access point to the new project site. The existing north/south private access road, that runs parallel to the western boundary of the property, is up to 125 - feet west of the west of the property. A new access road will be constructed parallel to the west side of the property fronting the plant property on the west. The three access points will be established near the southwest corner of the plant property, near the middle of the property on the west, and at a point 150 -feet south of the northwest property corner. The dominant soil covering the proposed project site is the Valent Sand, 3 to 9 percent, which is identified as Map Unit 70. There is also an area of Valent Sand, 0 to 3 percent, which is identified as Map Unit 69, located at the southwest corner of the plant property. The Valent Sands are excessively drained and assigned Hydrologic Soils Group A by the United States Department of Agriculture (USDA) National Resources Conservation Service (NRCS). Project Description The Speer Plant is a natural gas facility. Buried pipelines connected to local infrastructure are used to feed the plant, and the processed natural gas from the station will be delivered through other buried pipes. The proposed development will add compressors and associated infrastructure to the property. The plant will allow Aka Energy to process and deliver natural gas. The portions of the site that are not be used for appurtenances or buildings will be covered with a crushed recycled concrete surface. The proposed drainage concept is to replicate historic drainage patterns as close as possible while directing surface drainage to a water quality area situated at the northeast corner of the property. The layout of the proposed improvements is shown on the grading plan and will not adversely impact the drainage concept. 2.O DRAINAGE BASINS AND SUB -BASINS Major Basin Description The property is located in the South Platte River Basin approximately 6 miles southeast of river. The South Platte River flows to the northeast, and most of the land between the river Speer Plant 4 May 28, 2014 Flatirons, Inc. — Surveying & Engineering and the site is irrigated agricultural land. The excess runoff from the site flows to farm fields located to the west. The Speer Plant property is located in Zone C, Areas of minimal flooding. According to the FEMA Food Insurance Rate Map; Community Panel No. 080266-0775 C, Dated September 28, 1982. Sub -Basin Description Historically, runoff across the site flows in a northwesterly direction following existing topographic features. Two large natural drainage basins from east of the plant site convey the historic offsite flows either north or south around the 8 -acre project site. The two drainage basins convey runoff from farm fields to the east of the property to the agricultural fields west of the property. There is not a defined flowline in either of the historic basins. On the south side of the plant property, offsite runoff naturally flows northwesterly through the southwest corner of the 8 -acre site; however, an east/west trending berm, one to two - foot high, along the southern edge of the plant site directs surface runoff to the west. The berm seems to have been formed by windblown sand being deposited along an old fence line. The fence no longer exists, but the berm has become a permanent drainage feature, and directs surface runoff to the west around the south end of the developed site. A localized topographic depression is located immediately north of the northwest corner of the plant site. The depression extends 250 feet in an east/west direction and 100 feet in a north/south direction after the plant site has been graded. The depth of the depression is five feet. No runoff from the plant site is directed to the depression, with the exception of minor flows from the exterior slopes of the plant site pad. The offsite runoff from east and north of the plant site is directed around the plant site to the north by a natural U-shaped draw. The flows in the draw are directed to the farm field that is situated west of the applicant's property. Offsite flows are conveyed around the property and not allowed the mix with onsite flows 3.O DRAINAGE DESIGN CRITERIA Regulations This final drainage narrative is prepared with criteria set forth in the Weld County Storm Drainage Criteria (WCSDC) Addendum to the Urban Storm Drainage Criteria Manual (USDCM), and Volumes 1, 2, and 3 of the Urban Storm Drainage Criteria Manual. Spreadsheets supplied by Urban Storm Drainage website were used to calculate water quality capture volume (WQCV). Speer Plant 5 May 28, 2014 Flatirons, Inc. — Surveying & Engineering The applicant is proposing to follow the 10% impervious rule and not prepare a Final Drainage Report or construct a detention pond for the project. The applicant owns the 80 - acre contiguous piece land and is proposing to develop 8 of the 80 acres. The 8 -acre plant site will have an imperviousness of 43%, and the whole 80 -acre site will have an imperviousness of 6%. A water quality area will be established at the northeast corner of the developed plant site to treat excess runoff The required WQCV is 0.149 acre-feet, and the water quality pond has a capacity of 0.324 acre-feet. The water collected in the water quality pond will be allowed to infiltrate. Development Criteria Reference and Restraints There is neither a project master plan, nor a regional drainage master plan for the site. Buried utilities and natural grass pipelines are located on the property, and the utilities have been field located and are shown on the grading plan. The proposed development will add compressors and associated infrastructure to the 8 -acre property. The portions of the site that will not be used for appurtenances will be covered with a crushed concrete surface. Access to the site during construction will be via the three proposed access points that will be constructed from the proposed access road that fronts the west property boundary. The proposed drainage concept is to replicate historic drainage patterns to the greatest extent possible. Swales will be used to collect onsite surface runoff and convey the flows to a water quality pond located at the northeast corner 8 -acre plant site. Runoff directed to the water quality pond will be allowed to infiltrate, unless the onsite generated flows are larger than the capacity of the pond. In instances where the onsite generated flows are larger than the water quality pond capacity, the excess runoff will be released from the pond using the riprap lined emergency spillway. The runoff released from the water quality pond will be directed northerly to the northern offsite basin. Refer to Appendix B for the water quality pond calculations. Hydrological Criteria The design rainfall was obtained from NOAA's Precipitation Frequency Data Server website. The values are based on NOAA Atlas 14, Volume 8, Version 2 published by the National Oceanic and Atmospheric Administration (NOAA). The latitude (40.2650°N) and longitude (104.7149°W) of the site was used to obtain the point frequency rainfall for the project. The minor storm (10 -year) precipitation depth is 1.39 inches for the 1 -hour event, 2.00 inches for the 6 -hour event, and 2.72 inches for the 24 -hour event. The major storm (100 -year) precipitation depth is 2.71 inches for the 1 -hour event, 3.89 inches for the 6 - hour event, and 4.68 inches for the 24 -hour event. Hydraulic Criteria The drainage facilities that will be used to convey storm water runoff through the site to the water quality pond are based on capacities identified in the USDCM and WCSDC. There Speer Plant 6 May 28, 2014 Flatirons, Inc. — Surveying & Engineering are no inlets or storm sewers on the site, and no check or drop structures are included as part of the drainage improvements. Runoff is conveyed on the surface of the site, except where culverts are required under plant entrances from the new access road. Spreadsheets developed by USDCM were used to calculate stage -storage volume for the water quality basin, and water quality capture volume (WQCV). Copies of the calculations can be found in Appendix A. 4.O DRAINAGE FACILITY DESIGN General Concept The proposed drainage concept for the Speer Plant is to replicate historic drainage patterns as closely as possible. Onsite flows will be directed to the water quality pond located at the northeast corner of the developed plant site, and the runoff collected by the water quality pond will be allowed to infiltrate. Open channels which are 2 -feet deep with 4 to 1 side slopes will convey onsite flows around the perimeter of the site to the water quality area pond located near the northeast corner of the 8 -acre site. Offsite flows will be directed around the proposed plant site and not allowed to mix with untreated onsite flows. The drainage patterns in the vicinity of the proposed plant will not be significantly altered by the plant construction. On the south side of the property, offsite runoff which naturally flows northwesterly through the southwest corner of the 8 -acre site will be diverted by berms and swales around the project site to the south. The grading of the project site will direct the offsite flows westerly along the southern boundary of the plant property, and then release the runoff to the farm fields located west of the project. Grading on the east side of the project will keep the onsite and offsite flows separated. Two parallel open channels flowing to the north along the east side of the 8 -acre plant site will direct onsite flows to the water quality pond, and direct offsite flows to the north to the offsite basin that drains the east and north side of the site. Specific Details All drainage improvements for the expansion property are in compliance with the Weld County Storm Drainage Criteria Addendum and the Urban Storm Drainage Criteria Manuals, Volumes 1, 2, and 3. No drainage problems were encountered during the design of the expansion property improvements. The hydraulic structures evaluated for the developed 8 -acre site include two open channels (Channels 1 and 2), three 15 -inch CMP culverts (Culverts 1 through 3), and a water quality pond with emergency spillway. The three culverts have identical characteristics so only one culvert was evaluated. Speer Plant 7 May 28, 2014 Flatirons, Inc. — Surveying & Engineering Channel 1 is the perimeter ditch that starts at the midpoint of the south boundary. The channel flows to the west along the south edge of the plant site, then to the north along the western edge of the plant site, and finally easterly along the north side of the plant site to the water quality pond located at the northeast corner of the site. Channel 1 has a length of 1260 feet and a constant slope of 0.5%. Channel 1 is 2 -feet deep with 4 to 1 side slopes. The 100 -year peak design flow in the channel is 9.2 cfs. Channel 2 is the perimeter ditch that starts at the midpoint of the south boundary and flows east along the south edge of the 8 -acre plant site before flowing to the north along the east edge of the plant site. Channel 2 empties into the water quality pond at the northeast corner of the plant site. Channel 2 has a length of 850 feet and a constant slope of 0.74%. Channel 2 is 2 -feet deep with 4 to 1 side slopes. The 100 -year peak design flow is 5.8 cfs. Open Channel Summary Description Depth of Swale (ft) Design Peak Q100 (cfs) Max. Water Depth** (ft) Max. Velocity*** (fps) Freeboard (ft) Channel 1 2.0 9.2 0.96 3.18 1.04 Channel 2 2.0 5.8 0.75 3.23 1.25 Table 1 ** Based on design channel with a manning's n of 0.025 and the minimum channel slope. ***Based on design channel with a manning's n of 0.018 and maximum channel slope Three culverts are part of the project's drainage improvements. The three 15" culverts are in Channel 1 and have identical characteristics. The culverts are placed under the three access points to 8 -acre site from the proposed access road. Flared end sections will be installed on the culverts and riprap outlet protection will be placed at the outlet of each culvert. Culvert Summary Description Culvert Diameter (in) Design Peak Q100 (cfs) Max. Water Depth (in) Max. Velocity (fps) Slope (%) Culvert 1 15 2.2 11.0 2.28 0.50 Culvert 2 15 2.2 11.0 2.28 0.50 Culvert 2 15 2.2 11.0 2.28 0.50 Table 2 Speer Plant 8 May 28, 2014 Flatirons, Inc. — Surveying & Engineering Detention storage will not be constructed as part of the site improvements. The applicant is proposing to follow the 10% impervious rule and not prepare a Final Drainage Report or construct a detention pond for the project. The applicant is purchasing an 80 -acre contiguous piece land and is proposing to develop 8 of the 80 acres. The 8 -acre plant site will have an imperviousness of 43%, and the whole 80 -acre site will have an imperviousness of 6% after the construction of the plant. In lieu of detention storage, a water quality pond will be constructed at the northeast corner of the 8 -acre plant site to treat onsite runoff. The water quality pond is triangular shaped and has a depth of 3 feet. A 20 -foot long emergency spillway will be constructed on the north embankment of the pond so flows in excess of the water quality pond capacity can be released without damaging the pond embankment. The emergency spillway is set at an elevation of 4882.0 and the bottom of the pond has an elevation of 4879.0. The spillway is designed to release the 100 -year peak runoff from the plant site of 21.2 cfs. The required WQCV for the site is 0.149 ac -ft, and the pond as shown on the plans provides 0.324 ac -ft of storage. The maximum depth in the water quality pond when completely full is 3.00 feet. Based on an infiltration rate of 20 minutes per inch or three -inches per hour and the maximum depth of water in the pond, it will take 12.0 hours for the water quality pond to empty by infiltration. Water Quality Stage Storage Table Elevation Area at Elevation (sf) Volume Below Stage (ac -ft) Comments 4879.0 2713 0 Bottom of Pond 4879.5 3250 0.034 4880.0 3834 0.075 4880.5 4465 0.123 4881.0 5143 0.178 WQCV Elev = 4880.74 4881.5 6207 0.243 4882.0 7943 0.324 Spillway Elev = 4882.00 4882.5 10,349 0.429 4883.0 13,461 0.566 Top Pond Embankment = 4883.00 Table 3 Access to the drainage facilities will be easily accessible from the onsite pad. There are no anticipated issues accessing the drainage facilities for maintenance purposes. The detention pond, open channels. berms and culvert are adjacent to the onsite pad. Maintenance will include keeping culverts, swales, and pond free of accumulated sediment, Speer Plant 9 May 28, 2014 Flatirons, Inc. — Surveying & Engineering obstructions, and debris, keeping berms and embankments erosion free, and inspecting the yard for uncontrolled spills. All onsite drainage facilities will be private, and the plant operator will be responsible for the maintenance of onsite drainage facilities. The plant operator will inspect offsite drainage patterns and flows to make sure unforeseen offsite drainage issues don't have an adverse impact on plant operations. Inspections will take place at least every six months or following major precipitation events. Copies of the inspections shall be kept on file at the site and made available upon request to those authorized to review the inspections reports. An inspection log can be found in Appendix E. 5.O CONCLUSIONS The Drainage Narrative has been prepared in compliance with the criteria set forth by Urban Storm Drainage Criteria Manuals (USDCM), Volumes 1, 2 and 3, and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals, Volumes 1, 2 and 3 dated October 2006. It is intended to be submitted as part of, and in support of a Weld County Use by Special Review Permit application for Aka Energy Group, LLC of Platteville, CO for the Speer Plant. The proposed development is located on agricultural land, and it will not have any negative impacts on the upstream or downstream properties, or adversely affect adjoining property owners. The site is surrounded by agricultural land, and there are no structures that could be damaged by surface runoff immediately downstream from the property. Speer Plant 10 May 28, 2014 Flatirons, Inc. — Surveying & Engineering REFERENCES - Weld County Strom Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3 October 2006 Weld County Public Works Department. ▪ Urban Storm Drainage Criteria Manual Volumes 1 and 2 June 2001; Revised April 2008 Urban Drainage and Flood Control District - Urban Storm Drainage Criteria Manual Volume 3 - Best Management Practices November 2010 Urban Drainage and Flood Control District - FEMA Flood Insurance Rate Map September 28, 1982 Community Panel No. 080266-0775 C - USDA Natural Resources Conservation Service National Cooperative Soil Survey http://websoilsurvey.nrcs.usda.gov/app/ - NOAA National Weather Service Precipitation Frequency Data Server Hsdc.nws.noaa.gov/hdsc/pfds Hepworth-Pawlak Geotechnical, Inc. Geotechnical Engineering Study Proposed Speer Compression Station, Located Approximately ''A Mile North and 1 Mile West of Intersection of County Road 38 and County Road 39, Weld County, Colorado, May 19, 2014 Speer Plant 11 May 28, 2014 Flatirons, Inc. — Surveying & Engineering APPENDIX A Hydrology Computations • Land Use Assumptions o NOAA Rainfall intensity maps o NRCS soils maps and descriptions • Developed Runoff o Runoff Coefficient vs. Watershed Impervious Tables o Runoff coefficients determination o Time of Concentration calculations (Tc) o Peak Q calculations Speer Plant A May 28, 2014 Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iar40.2650&l0... NOAA Atlas 14, Volume 8, Version 2 Location name: La Salle, Colorado, US* Latitude: 40.2650°, Longitude: -104.7149° Elevation: 4880 ft* ' source Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Ponca, Deborah Martin. Sandra Pavlovic, Ishani Roy, Mchael St Laurent, Carl Trypaluk. Dale Unruh, Mchael Yekta, Geoffery Bonnin NOM National Weather Service. Silver Sprang. Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) - 1 2 5 10 25 50 100 200 500 1000 5 -min 0.240 (0.195-0.298) 0.290 (0.236-0.361) 0.388 (0.313-0.483) 0.482 (0.387-0.605) 0.633 (0.497-0.853) 0.766 (0.581-1.04) 0.914 (0.663-1.27) 1.08 (0.744-1.55) 1.32 (0.867-1.95) 1.51 (0.960-2.25) 10 -min 0.351 (0.285-0 436) 0.425 (0.345-0.528) 0.567 (0.459-0.708) 0.706 (0.567-0.885) 0.928 (0.728-1.25) 1.12 (0.850-1.52) 1.34 (0.971-1.87) 1.58 (1.09-2 27) 1.93 (1.27-2 85) 2.22 (1.41-3.30) 15 -min 0.428 (0.348-0 532) 0.518 (0.421-0.644) 0.692 (0.559-0.863) 0.861 (0.691-1.08) 1.13 (0.888-1.52) 1.37 (1.04-1.86) 1.63 (1.18-2.28) 1.92 (1.33-2.77) 2.35 (1.55-3.48) 2.71 (1.72-4.02) 30 -min 0.575 (0.467-0.714) 0.693 (0.562-0.861) 0.923 (0.746-1.15) 1.15 (0.923-1.44) 1.51 (1.19-2.04) 1.83 (1.39-2.49) 2.19 (1.59-3.06) 2.59 (1.79-3.72) 3.17 (2.09-4.70) 3.65 (2.32-5.43) 60 -min 0.711 (0.578-0.883) 0.845 (0.686-1.05) 1.12 (0.903-1.39) 1.39 (1.12-1.75) 1.84 (1.46-2.50) 2.25 (1.71-3.07) 2.71 (1.97-3.80) 3.23 (2.23-4.65) 3.99 (2.63-5.92) 4.63 (2.93-6.88) 2 -hr 0.847 (0.694-1.04) 0.997 (0.815-1.23) 1.31 (1.07-1.62) 1.64 (1.32-2.03) 2.18 (1.74-2.93) 2.67 (2.05-3.62) 3.23 (2.38-4.49) 3.87 (2.70-5.52) 4.81 (3.21-7.06) 5.60 (3.58-8.23) 3 -hr 0.927 (0 762-1.13) 1.08 (0.886-1.32) 1.41 (1.15-1.73) 1.75 (1.42-2.16) 2.34 (1.88-3.14) 2.88 (2.22-3.88) 3.49 (2.58-4.83) 4.19 (2.95-5.96) 5.23 (3.51-7.65) 6.11 (3.94-8.92) 6 -hr 1.08 (0.895-1.31) 1.25 (1.04-1.52) 1.62 (1.34-1.98) 2.00 (1.64-2.45) 2.64 (2.14-3 50) 3.23 (2.51-4.30) 3.89 (2.90-5.32) 4.64 (3.30-6 52) 5.76 (3.90-8.32) 6.70 (4.36-9.67) 12 -hr 1.27 (1.06-1.52) 1.49 (1.25-1.80) 1.93 (1.60-2.33) 2.35 (1.94-2.85) 3.02 (2.44-3.91) 3.61 (2.82-4.72) 4.26 (3.19-5.71) 4.98 (3.56-6.88) 6.04 (4.12-8.57) 6.91 (4.55-9.86) 24 -hr 1.51 (1.27-1.80) 1.77 (1.49-2.11) 2.26 (1.89-2.71) 2.72 (2.26-3.27) 3.42 (2.77-4.36) 4.03 (3.16-5.18) 4.68 (3.54-6 18) 5.40 (3.89-7.34) 6.43 (4.43-9.00) 7.28 (4.84-10.3) 2 -day 1.72 (1.46-2.04) 2.06 (1.74-2 43) 2.63 (2.22-3 12) 3.14 (2.64-3.74) 3.89 (3.16-4 86) 4.51 (3.56-5.70) 5.16 (3.92-6.70) 5.85 (4.24-7.82) 6.82 (4.73-9 38) 7.59 (5.10-10.6) 3 -day 1.89 (1.61-2.21) 2.22 (1.89-2.61) 2.81 (2.38-3.31) 3.32 (2.80-3.94) 4.08 (3.33-5.06) 4.70 (3.73-5.91) 5.36 (4.09-6.91) 6.06 (4.42-8.04) 7.03 (4.91-9.61) 7.81 (5.29-10.8) 4 -day 2.01 2.35 2.94 3.46 4.23 4.85 5.51 6.22 7.20 7.98 (1.72-2.35) (2.01-2.75) (2.50-3 45) (2.93-4.08) (3.46-5.21) (3.87-6.07) (4.23-7.07) (4.55-8.21) (5.05-9.79) (5.42-11.0) 7 -day 2.30 (1.98-2.67) 2.68 (2.30-3.12) 3.33 (2.85-3 88) 3.89 (3.31-4.55) 4.68 (3.85-5.70) 5.32 (4.26-6.57) 5.98 (4.61-7.58) 6.67 (4.91-8.70) 7.61 (5.38-10.2) 8.35 (5.73-11.4) 10 -day 2.54 2.96 3.67 4.26 5.08 5.73 6.39 7.07 7.98 8.68 (2.19-2.93) (2.56-3.43) (3.15-4.25) (3.64-4.96) (4.19-6.13) (4.61-7.02) (4.95-8.03) (5.23-9.14) (5.66-10.6) (5.99-11.8) 20 -day 3.24 (2.83-3 71) 3.74 (3.25-4.28) 4.55 (3.94-5.22) 5.21 (4.49-6.01) 6.12 (5.08-7.27) 6.81 (5.52-8.22) 7.50 (5.86-9.29) 8.20 (6.12-10.4) 9.10 (6.52-11.9) 9.78 (6 83-13.1) 30 -day 3.80 (3.33-4.33) 4.37 (3.81-4.97) 5.27 (4.59-6.02) 6.00 (5.20-6.89) 7.00 (5.83-8 25) 7.75 (6 30-9.28) 8.48 (6.65-10.4) 9.21 (6.92-11 6) 10.2 (7.32-13.2) 10.9 (7 62-14.4) 45 -day 60 -day 4.47 (3.94-5.06) 5.02 (4 43-5.66) 5.14 (4.51-5.82) 6.19 (5.42-7.03) 5.79 (5.10-6.53) 7.00 (6.15-7.92) 7.04 (6.13-8.03) 7.96 (6.95-9.04) 8.17 (6.83-9.55) 9.23 (7.73-10.7) 9.01 (7.36-10.7) 10.2 (8.32-12.0) 9.82 (7.74-12.0) 11.0 (8.73-13.4) 10.6 (8.01-13.3) 11.9 (9.01-14.8) 11.6 (8.42-15.0) 13.0 (9.43-16.6) 12.3 (8.73-16.3) 13.7 (9 74-18.0) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence intenel) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maAmum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 1 of 5/2/2014 9:11 AM Precipitation Frequency Data Server http: //hdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.html?1 at=40.2650&l o... Precipitation depth (in) 14 12 10 B 6 4 2 0 c cc cc C C O PDS-based depth -duration -frequency (DDF) curves Latitude: 40.2650°, Longitude -104.7149° a ms t Cc rn 25 50 100 200 NOAA Atlas 14. Volume 8, Version 2 Cc_ 53 L L t M Lb N .-4 Duration N r >'ro V V7) >. T.aO 5 RI to RI N M Ls 500 1000 Average recurrence interval (years) Created (GMT) Fri May 2 15 10:54 2014 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) — 1 2 5 — 10 25 - 50 100 200 500 1000 Duration 5 -mitt — 2 4ay — 10 -man — 3 -day 15 -min — 4 -day - 30-mtn — 7 -day 60�rttn — 10 -day 2 -hr — 20 -day — 3 -hr — 30 -day 64w- 45 -day — 12-r t - 60 -day — 24 -ht Rawlins Medicine Bo� Nations 1%# - • r y aketir Cheyenne Collins oG Greeley 50 km M ap clatac)oil1h4i4ioogie 2 of 4 5/2/2014 9:11 AM Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htrnl?lat=40.2650&l0... Large scale terrain Giicrest (Wrest El CI ]S 35 2 km a n M ap atitytia bleaocigie Large scale t� 35 2Kno —J Lar a scale aerial El Pdw El M ap ciaipgi[uiskrOtuu 3 of 5/2/2014 9:11 AM 40° 1e3'N 40° 15' 48" N ° 524120 524170 I 524170 Soil Map —Weld County, Colorado, Southern Part (Speer Plant) 524220 Map c.raip: 1:2,230 if printed on A portrait (8.5" x 11") sheet. 524270 524270 N 0 30 60 A0 100 200 120 524320 524320 Meters 180 Feet 400 600 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UM Zone 13N WGS84 a ° c 4 ° 40° 16'3'N 40° 15'48"N USDA Natural Resources Web Soil Survey al Conservation Service National Cooperative Soil Survey 5/2/2014 Page 1 of 3 Soil Map —Weld County, Colorado, Southern Part (Speer Plant) Area of Interest (AO!) Soils MAP LEGEND Area of Interest (AOI) Soil Map Unit Polygons Soil Map Unit Lines In Soil Map Unit Points Special Point Features Blowout V 0 PL 0 Nee 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 a Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails ti 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: http://websoilsurvey.nrcs.usda.gov 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 12, Jan 3, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011 -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. USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 5/2/2014 Page 2 of 3 Soil Map —Weld County, Colorado, Southern Part Speer Plant Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 69 Valent sand, 0 to 3 percent slopes 6.7 27.5% 70 Valent sand, 3 to 9 percent slopes 17.4 71.0% 72 Vona loamy sand, 0 to 3 percent slopes 0.4 1.6% Totals for Area of Interest 24.5 100.0% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 3 of 3 Map Unit Description Valent sand. 3 to 9 percent slopes ---Weld County. Colorado. Southern Part Speer Plant Map Unit Description 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 in this report, along with the maps. can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely. if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit. and thus they do not affect use and management. These are called noncontrasting. or similar. components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area. the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed. and consequently they are not mentioned in the descriptions. especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned. however. onsite investigation is needed to define and locate the soils and miscellaneous areas. 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. a Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/2/2014 Page 1 of 3 Map Unit Description: Valent sand, 3 to 9 percent slopes --Weld County, Colorado, Southern Part Speer Plant Soils that have profiles that are almost alike make up a soil series. All the soils of a series have major horizons that are similar in composition, thickness. and arrangement. Soils of a given 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. Additional information about the map units described in this report is available in other soil reports. which give properties of the soils and the limitations. capabilities, and potentials for many uses. Also, the narratives that accompany the soil reports define some of the properties included in the map unit descriptions. Weld County, Colorado, Southern Part 70 Valent sand, 3 to 9 percent slopes Map Unit Setting Elevation: 4.650 to 5,100 feet Mean annual precipitation: 13 to 19 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Map Unit Composition Valent and similar soils: 95 percent Minor components: 5 percent LSD\ Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 2 of 3 Map Unit Description: Valent sand. 3 to 9 percent slopes ---Weld County, Colorado. Southern Part Speer Plant Description of Valent Setting Landform. Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Capacity of the most limiting layer to transmit water (Ksat) : High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Very low (about 2.6 inches) Interpretive groups Farmland classification: Not prime farmland Land capability classification (irrigated): 4e Land capability (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY015OO) Typical profile 0 to 8 inches: Fine sand 8 to 60 inches: Sand Minor Components Osgood Percent of map unit: 5 percent Data Source Information Soil Survey Area: Weld County. Colorado, Southern Part Survey Area Data: Version 12, Jan 3. 2014 t suA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 3 of 3 Map Unit Description. Valent sand. 0 to 3 percent slopes ---Weld County, Colorado. Southern Part Speer Plant Map Unit Description 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 in this report, along with the maps. can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit. and thus they do not affect use and management. These are called noncontrasting. or similar. components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting. or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area. the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed. and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 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. ti[).\ Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 1 of 3 Map Unit Description: Valent sand. 0 to 3 percent slopes ---Weld County, Colorado. Southern Part Speer Plant Soils that have profiles that are almost alike make up a soil series. All the soils of a series have major horizons that are similar in composition, thickness. and arrangement. Soils of a given 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. Additional information about the map units described in this report is available in other soil reports. which give properties of the soils and the limitations. capabilities. and potentials for many uses. Also, the narratives that accompany the soil reports define some of the properties included in the map unit descriptions. Weld County, Colorado, Southern Part 69 Valent sand, 0 to 3 percent slopes Map Unit Setting Elevation: 4.650 to 5.100 feet Mean annual precipitation: 13 to 19 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Map Unit Composition Valent and similar soils: 90 percent Minor components: 10 percent ODA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 2 of 3 Map Unit Description: Valent sand, 0 to 3 percent slopes —Weld County, Colorado, Southern Part Speer Plant Description of Valent Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Very low (about 2.6 inches) Interpretive groups Farmland classification: Farmland of local importance Land capability classification (irrigated): 4e Land capability (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY015CO) Typical profile 0 to 8 inches: Fine sand 8 to 60 inches: Sand Minor Components Osgood Percent of map unit: 10 percent Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 12, Jan 3, 2014 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 3 of 3 RUNOFF RO-12 DRAINAGE CRITERIA MANUAL (V. 1) TABLE RO-5 (Continued) —Runoff Coefficients, C Percentage Imperviousness Type A NRCS Hydrologic So Is Group 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.00 0.00 0.05 0.12 0.16 0.20 5% 0.00 0.02 0.10 0.16 0 20 0.24 10% 0.00 0.06 0.14 0.20 0.24 0.28 15% 0.02 0.10 0.17 0.23 0.27 0.30 20% 0.06 0.13 0.20 0.26 0.30 0.33 25% 0.09 0.16 0.23 0.29 0 32 0.35 30% 0.13 0.19 0.25 0.31 0.34 0.37 35% 0.16 0.22 0.28 0.33 0.36 0.39 40% 0.19 0.25 0.30 0.35 0.38 0.41 45% 0.22 0.27 0.33 0.37 0.40 0.43 50% 0.25 0.30 0.35 0.40 0.42 0.45 55% 0 29 0.33 0.38 0.42 0.45 0.47 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 0.45 0.49 0.51 0.53 70% 0.42 0.45 0.49 0.53 0 54 0.56 75% 0.47 0.50 0.54 0.57 0.59 0.61 80% 0.54 0.56 0.60 0.63 0.64 0.66 85% 0 61 0.63 0.66 0.69 0.70 0.72 90% 0.69 0.71 0.73 0.76 0.77 0.79 95% 0.78 0.80 0.82 0.84 0.85 0.86 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family * Multi -unit (detached) 60 Multi -unit (attached) 75 Half -acre lot or larger Apartments 80 Industrial Light areas 80 Heavy areas 90 Parks. cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns. sandy soil 0 Lawns. clayey soil 0 ( 't I? * See Figures RO-3 through RO-5 for percentage imperviousness. + (1.3 U3 - 1.441- + 1.135i — 0.12) for (', ≥ 0, otherwise (', _ 0 (RO-6) K(]) + (0.858/3 - 0.78612 + 0.774i + 0.04) (RO-7) CH =(c +C(7) 2007-01 Urban Drainage and Flood Control District RO-9 Area -Weighting for Impervious Calculation Project Title: Catchment ID: Speer Plant Overall Property Illustration LEAD: Flow Direction 4 Catchm ent Boundary Instructions For each catchment subarea. enter values for A and C Subarea Area Impervious Product ID acres A I CI input input input output gravel 7.40 40.00 296.00 roof 0.50 90.00 45.00 undeveloped 72.45 2.00 144.90 sum: 80.35 Sum: 485.90 Area -Weighted Runoff Coefficient (sum CA/sum A) = 6.05 Area -Weighting for Impervious Calculation Project Title: Catchment ID: Speer Plant Developed Project Site Illustration LEGEND : Flow Direction 4 Cat chm ent Boundary Instructions For each catchment subarea. enter values for A and C. Subarea Area Impervious Product ID acres To A I CI input input input output gravel 7.40 40 00 296.00 roof 0.50 90.00 45.00 sum: 7.90 Sum: 341.00 Area -Weighted Runoff Coefficient (sum CA/sum A) = 43.16 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Speer Plant Developed Plant Site I. Catchment Hydrologic Data Catchment ID = plant site Area = 7.90 Acres Percent Imperviousness = 43.16 % NRCS Soil Type = A A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1 * P1 /(C2 + Td)^C3 100 years 28.50 10.00 0.786 2.71 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.42 0.26 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field LEGEND O Bing Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 Short Pasture/ Lawns Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0131 200 0.26 0.17 19.56 1 0.0129 379 2 0.0071 91 3 4 5 Sum 670 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.53 inch/hr 6.41 inch/hr 6.41 inch/hr 100507-UD-Rational v1.02a.xls, Tc and PeakQ-Overall 10.00 1.14 5.56 10.00 0.84 1.80 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate. Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 26.92 13.72 13.72 14.99 cfs 21.23 cfs 21.23 cfs 5/27/2014, 11:53 AM Area = Percent Imperviousness = NRCS Soil Type = CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Speer Plant Channel 1 Basin I. Catchment Hydrologic Data Catchment ID = Channel 1 3.42 Acres 43.00 % A A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1 * P1 /(C2 + Td)^C3 100 years 28.50 10.00 0.786 2.71 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.42 0.26 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field LEGIIVD Begiming Flow Direction E Catchment Boundary NRCS Land Type Conveyance j 2.5 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 Slope S ft/ft input Length L ft input 200 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fPs output Flow Time Tf minutes output 0.0179 0.26 0.19 17.65 0.0507 426 3 4 5 Sum 626 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc. I = Rainfall Intensity at User -Defined Tc, I = 5.22 inch/hr 6.46 inch/hr 6.41 inch/hr 100507-UD-Rational v1.02a.xls, Tc and PeakQ-Channel 1 10.00 2.25 3.15 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 20.80 13.48 13.72 7.48 cfs 9.26 cfs 9.19 cfs 5/27/2014, 11:56 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Speer Plant Channel 2 Basin I. Catchment Hydrologic Data Catchment ID = Channel 2 Area = 2.17 Acres Percent Imperviousness = 43.00 NRCS Soil Type = A A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 100 years 28.50 10.00 0.786 2.71 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.42 0.26 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field LEGEND Q Beginning Flow Direction 4 — Catchment Boundary NRCS Land Type Conveyance 2.5 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 200 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0131 0.26 0.17 19.56 1 0.0129 379 2 0.0071 91 3 4 5 Sum 670 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc. I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.53 inch/hr 6.41 inch/hr 6.41 inch/hr 100507-UD-Rational v1.02a.xls, Tc and PeakQ-Channel 2 10.00 1.14 5.56 10.00 0.84 1.80 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 26.92 13.72 13.72 4.12 cfs 5.83 cfs 5.83 cfs 5/27/2014, 11:57 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Speer Plant Culvert Sub Basin I. Catchment Hydrologic Data Catchment ID = culvert Area = Percent Imperviousness = NRCS Soil Type = 0.83 Acres 40.00 % A A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)"C3 100 years 28.50 10.00 0.786 2.71 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.42 0.26 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage) Field LEGEND O Beginning Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 200 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0071 0.26 0.14 23.95 0.0372 71 0.0050 339 Sum 610 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.05 inch/hr 6.48 inch/hr 6.41 inch/hr 100507-UD-Rational v1.02a.xls, Tc and PeakQ-culvert 10.00 1.93 0.61 10.00 0.71 7.99 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 32.55 13.39 13.72 1.41 cfs 2.25 cfs 2.23 cfs 5/27/2014, 11:56 AM Flatirons, Inc. — Surveying & Engineering APPENDIX B Ilv'draulic' Computations > Culverts o Culvert sizing calculations o Riprap outlet sizing ' Open Channels o Open channel sizing o Riprap sizing > Water Quality Capture Volume o WQCV calculations > Water Quality Pond o Stage storage volume calculations o Emergency spillway calculations o infiltration calculations Speer Plant B May 28, 2014 Culvert Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. 15 -inch CMP Culverts Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K.M.c.Y.k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) E ;RI 4c63 X 4882 50 4862 JO 4881 50 tat 00 4€80W 4880 X 487550 = 4880.00 = 48.00 = 0.50 = 4880.24 = 15.0 = Circular = 15.0 = 1 = 0.024 = Circular Corrugate Metal Pipe = Projecting = 0.034. 15. 0.0553, 0.54, 0.9 = 4882.50 = 20.00 = 10.00 15 -inch CMP Culverts Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Reach (ft; Tuesday, May 27 2014 = 2.20 = 2.20 = Normal = 2.20 = 2.20 = 0.00 = 2.28 = 2.28 = 4880.92 = 4881.16 = 4881.31 = 0.86 = Outlet Control Iir Dept it 276 226 126 0 '6 0 26 -024 .0.74 Determination of Culvert Headwater and Outlet Protection Project: Speer Plant Basin ID:Culverts H C I t a r H^ Soil Type: Choose One: O Sandy 0 Non -Sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Mannings number Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation I I Q= 2.2 D=I 15 Grooved End Projection Height (Rise) Width (Span) = OR No = Elev IN = Elev OUT = L= n= kb = k, = Y, _ 1 4886.05 4885.81 48 0.025 0 1 cis inches ft ft ft ft ft ft Required Protection (Output): Tailwater Surface Height Max Allowable Channel Velocity Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter' OR Flow/(Rise'Span)°' Tailwater/Diameter OR Tailwater/Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Y, _ V= A = A= k, = = = Y _ Y = d= D^ _ 1/(2'tan(O)) = Q/D^1.5 = Yt/D = HW, _ HWo= HW = HW/D = ds0_ dM _ Type = 0.50 5.00 0.44 1.23 0.20 4.10 5.30 0.95 0.59 0.92 110 5.77 1.57 0.40 0.84 1.00 ft ft/s ft' ft` ft ft ft ft ft ft' '/s ft ft 4,887.05 ft 0.80 1 6 VL 4 in in ft Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Channel 1 - Capacity Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4883.00 4882.50 4882.00 4881.50 4881.00 4880.50 4880.00 4879.50 = 4.00. 4.00 = 2.00 = 4880.00 = 0.50 = 0.025 Known Q = 9.20 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL (ft) Tuesday, May 27 2014 = 0.96 = 9.200 = 3.69 = 2.50 = 7.92 = 0.81 = 7.68 = 1.06 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Channel 1 - Stability Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (°/o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4883.00 4882.50 4882.00 4881.50 4881.00 4880.50 4880.00 4879.50 = 4.00. 4.00 = 2.00 = 4880.00 = 0.50 = 0.018 Known Q = 9.20 Section Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL (ft) Tuesday. May 27 2014 = 0.85 = 9.200 = 2.89 = 3.18 = 7.01 = 0.81 = 6.80 = 1.01 v V 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Channel 2 - Capacity Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4883.00 --- 4882.50 4882 00 4881 50 4881 00 4880.50 4880.00 4879 50 = 4.00. 4.00 = 2.00 = 4880.00 = 0.74 = 0.025 Known Q = 5.80 Section Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL (ft) Tuesday. May 27 2014 = 0.75 = 5.800 = 2.25 = 2.58 = 6.18 = 0.67 = 6.00 = 0.85 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 3.00 2.50 2.00 1.50 1 00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk. Inc Channel 2 - Stability Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (°/0) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4883 00 4882 50 4882.00 4881.50 4881.00 4880.50 4880.00 4879.50 = 4.00. 4.00 = 2.00 = 4880.00 = 0.74 = 0.018 Known Q = 5.80 Section Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL (ft) Tuesday. May 27 2014 = 0.67 = 5.800 = 1.80 = 3.23 = 5.52 = 0.67 = 5.36 = 0.83 c 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Speer Plant Basin ID Developed Project Site Water Quality Pond WQCV Design Volume ((noun; Catchment Imperviousness Catchment Area Depth at WQCV outlet above lowest perforation. Vertical distance between rows. Number of rows Orifice discharge coefficient Slope of Basin Trickle Charnel. Outlet Deakin Information (Output); Water Chalky Ca Calculation of Cogection Capacity: la A= H= h = f1= C• _ 6= 43.2 7.90 percent acres feet inches bin Diameter of hobs, D = Number of holes per row. N = Height of slot. H = Width of slot. W = plunk Volume 11.0 • (0.91 ' 1"3 - 1.19 • r2 • 0.78 • 1)), WOCV = Water Quaky Capture Volume (WOCV) _ Design Volume (WOCV / 12 • Area • 1.2) Vol - Outbt area per row A0 = Total opening area et each row based on user -input above. A0 = Total opening area at each row based on tsar -input above. A0 = QB n n. n. 0.188 watershed inches 0.124 acre-feet 0.148 acre-feet _WA square inches 0.00 square inches 0.000 square feet Time to Drain the Pond = O O O o O o O ti r O O O O 0 0 O 40 hours o O O O 0 O O O 0 O O 4 O O o O O o O O O O O O o F o I� o I o S o O o II o o Perforated Plate Examples 4., stage n tout I Central Elevations of Rows of Holes In feet E Flow Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 1 -- Row 18 Row 19 Row 20 Row 21 ---- - I r Row 22 Row 23 Row 23 _ 1 i----- Capacity for - Collection -1 Each Row of Holes In cfs MN/A - - - - - - MN/A MN/A MN/A MN/A NIA MWA MWA riN/A MN/A MN/A MN/A MN/A MN/A MN/A MN/A MWA "NIA MWA MN/A MN/A XN/A MN/A MN/A MWA MWA MNIA MN/A MN/A MN/A MN/A MNIA , MwA DNA MIA !WA MIA MIA_ MIA MA APIA MIA - r11NlA MIA 100507-uO-Datonton v2.33.trk. WQCV 523/2014, 11'03 AM L STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Speer Plant Basin ID: Developed Project Site Water Quality Pond Design Information (Input): Width of Basin Bottom W = Length of Basin Bottom L = Dam Side -slope (H V) Z, = Stage -Storage Relationship: Dan '4 Sir I 4 4 ft/ft L i' Silt Slope I. Check Basin Sha p e Right Tnangle Isosceles Tnangle Rectangle Circle I Ellipse Irregular Storage Requirement from Sheet 'Modified FAA' Storage Requirement from Sheet'Hydrograph' Storage Requirement from Sheet 'Fu ISpectrum' OR OR OR OR (Use Ovende values In cells G32 G52) MINOR MAJOR acre -ft acre -ft acre -ft Labels for WQCV Minor & Major Storage Stages irp_.t Water Surface Elevation ft ;input) Side Slope (H:V) ft/ft Below El. Basin Width at Stage ft (output) Basin Length at Stage ft (output} Surface Area at Stage ft2 (output', Surface Area at Stage ft2 User Overide Volume Below Stage ft' (output) Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target Volumes for WQCV, Minor. & Major Storage Volumes (for goal seek) 4879.00 (input) 2 /13 0.062 0.000 4879 50 0.00 0.00 3.250 1,491 0.075 0.034 4880.00 0.00 000 3.834 3,262 0.088 0.075 4880.50 0.00 0 00 4.465 5,337 0.103 0.123 WQCV=0 149 4881.00 0.00 0 00 5.143 7,739 0.118 0.178 4881.50 0.00 0 00 6.207 10,578 0.142 0.243 4882 00 0.00 0 00 7.943 14,114 0.182 0.324 4882.50 0.00 0 00 10.349 18,687 0.238 0.429 4883 00 0.00 0 00 13 461 24,639 0.309 0.586 #N/A #N/A MIA #N/A #NIA #WA #N/A #N/A #N/A #N/A #N/A #N/A #N/A itN/A #WA #N/A #WA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #WA #NIA #N/A # WA *N/A #WA MNIA ISN/A MIA #N/A #N/A #WA #WA #N/A _ #N/A MIA MN/A #WA #N/A #N/A #N/A #N/A %N/A #N/A MN/A #NIA MIA #N/A #N/A #WA #N/A #N/A #WA #WA *NIA #N/A %NIA #WA #NIA #N/A UN/A _ #N/A #N/A 100507-UD-Detention v2 33 As Basin 5/27/2014, 11 01 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: STAGE -STORAGE CURVE FOR THE POND Stage (ft. elev.) 4883 50 4883.00 4882.50 4882.00 4881.50 4881.00 4880.50 4880.00 4879.50 4879.00 _ 0.00 0.10 0 20 0 30 0 40 0.50 0 Storage (acre-feet) i 100507-UD-Detentiony2 33.4s. Basin 5/27/2014, 11 01 AM Weir Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Water Quality Pond Spillway Trapezoidal Weir Crest Bottom Length (ft) Total Depth (ft) Side Slope (z:1) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 = Broad = 20.00 = 1.00 = 4.00 = 3.00 Known Q = 21.20 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Water Quality Pond Spillway Friday. May 23 2014 = 0.48 = 21.20 = 10.52 = 2.01 = 23.84 V 0 5 Weir 10 15 W.S. 20 25 30 35 40 Depth (ft) 2.00 1.50 1.00 0.50 0.00 0.50 Length (ft) Speer Plant — Water Quality Pond Draw Down Calculations Infiltration rates based on the Geotechnical Engineering Study; Proposed Speer Compression Station, Located Approximately 'A Mile North and 1 Mile West of Intersection of County Road 38 and County Road 39, Weld County, Colorado; May 19, 2014; HP Geotech Inc. WATER QUALITY POND Infiltration Rate = 20 min/inch Depth of Water Quality Pond Emergency Spillway Elevation = 4882.00 Bottom of Water Quality Pond = 4879.00 Depth of Water = 4882.00 - 4879.00 = 3.00 ft. = 36.00 in. Pond Draw Down = Depth of Water * Infiltration Rate = (36.00 in.)*(20 min/in) = 720.00 min. = 12.00 hr Flatirons, Inc. — Surveying & Engineering APPENDIX C Floodplain Information Attached is copy of the FEMA Floodplain Flood Insurance Rate Map of the Area Speer Plant C May 28, 2014 25 • r •.. . FSan% . 36 r- • " rte`% i • r N i ,t R o SITE 3 I 1 ea I ire "AG' • 1 r REFERCNCC MARK • r , r 29 J t APPROXIMA I L SCALE 0 ( ifi r1 • its • I '•' , t. ELEVATION REF ERE.Nt CL!VATIO,N (FT. NNGVL)j RM4' 4675.384 S. • •I MAIIONAL FLED INSURANCE PROGRAM FIRM FLOOD IMSURANCE RATE MAP WELD COUNTY, COLORADO UNINCORPORATED AREA PANEL 775 OF 1075 Nett 4AF nor toe ENets nr_sa PAIN itM COMMUNITY PANEL NUMBER 080266 0775 C MAP REVISED: SEPTEMBER 28. 198? federal emetgencr rnstegeteer.l eyen(v ' federal ,nura', rimwilstratio' ) DEsc RU 1,.5. t., u.l s; and G4:.:1(11.:11‘ 1 `.+,.`l ,ir 1.,1 ,1!1:. 11.? Wile Tr a is 8n cilia1 COP/ Of a parlor% est the atxaa, rtte:encellood man It was extracted using F-hitI-Cn-L, no This map does not react; ehangea or a„enoments wheel- may rave been made subsequent to the date on the title Mork Pitt trig latest prrnucr information about NetiertS Flood Insurance, -'IocJIt l• IIOW map* meek the t tMA r !coo Mop:Store rt WW."/ rnsc rectal gcr. G&ech Hepworth-Pawlak Geotechnical. Inc. 10302 South Progress Way Parker, Colorado 80134 Phone: 303-841-7119 Fax: 303-841-7556 www.hpgeotech.com GEOTECHNICAL ENGINEERING STUDY PROPOSED SPEER COMPRESSOR STATION LOCATED APPROXIMATELY 1/4 MILE NORTH AND 1 MILE WEST OF INTERSECTION OF COUNTY ROAD 38 AND COUNTY ROAD 39, WELD COUNTY, COLORADO JOB NO. 214201 A MAY 19, 2014 PREPARED FOR: FLATIRONS, INC. ATTN: KEN CURFMAN, P.E., P.L.S. 655 4TH AVENUE LONGMONT, COLORADO 80501 TABLE OF CONTENTS PURPOSE AND SCOPE 1 PROPOSED CONSTRUCTION 1 SITE CONDITIONS 1 FIELD EXPLORATION 2 SUBSURFACE CONDITIONS 2 SEISMIC DESIGN 3 DESIGN RECOMMENDATIONS 4 FOUNDATIONS 4 Shallow Footing Foundations - Spread Footings and Mats 4 Drilled Pier Foundations 5 FOUNDATION AND RETAINING WALLS 6 PERIMETER DRAIN SYSTEM 7 INFILTRATION TESTING 7 GRAVEL ACCESS ROAD 7 Subgrade Soils 7 Gravel Road Pavement Section 7 Subgrade Preparation 8 Maintenance 8 SITE GRADING 8 General 8 Excavation 9 Suitability of On -site Soil 9 Imported Structural Fill 10 Drainage 10 SURFACE DRAINAGE AND MAINTENANCE 10 CONTINUING SERVICES 11 LIMITATIONS 11 FIGURE 1 FIGURE 2 FIGURES 3 - 4 FIGURE 5 FIGURES 6-7 FIGURE 8 TABLE 1 TABLE 2 SITE LOCATION BORING LOCATIONS BORING LOGS LEGEND AND NOTES SWELL/COMPRESSION TEST RESULTS GRADATION ANALYSES RESULTS SUMMARY OF LABORATORY TEST RESULTS INFILTRATION TEST RESULTS PURPOSE AND SCOPE This report presents the results of a subsoil study for the proposed Speer Compressor Station located about 1/4 mile north and I mile west of the intersection of County Road 38 and County Road 39 in Weld County, Colorado. The approximate project site location is shown on Figure 1. The purpose of the study was to evaluate the subsurface conditions, provide foundation type and construction recommendations and to determine infiltration rates for the design of a storm water detention/retention pond. A field exploration program consisting of 8 borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification and other engineering characteristics. Infiltration rates were determined for detention/retention pond design. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed addition foundations. This report summarizes the data obtained during the study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsoil conditions encountered. PROPOSED CONSTRUCTION The proposed Speer Compressor Station is shown on Figure 2. The new construction will include the installation of condensate tanks, inlet slug catcher, electric compressors, a condensate stabilizer skid, pig receivers, a pig launcher and other equipment. The construction of a storm water detention/retention pond is proposed to be located on the northwest of the site within or near the existing local depression in this area. Specific loads were not provided, but we assume structure gravity loads range from light to moderate, typical of this type of construction. SITE CONDITIONS The site is approximately 1/4 mile north and 1 mile west of the intersection of County Road 38 and County Road 39, Weld County, Colorado. Adjacent parcels have been Job No. 214201A 1 May 19, 2014 GgEtech cropped and irrigated. The ground surface is gently rolling to the south. Site access was gained via an unpaved road approximately 1,000 feet in length, leading to the site from County Road 38. Vegetation within the site consisted mainly of grasses and weeds. FIELD EXPLORATION The field exploration for the project was conducted on May 6, 2014. A total of 8 borings including 1 percolation test hole for the detention/retention pond were drilled at the locations shown on Figure 2 to evaluate the subsurface conditions in the area of the proposed construction. The borings were drilled with a truck mounted CME-55 drill rig and were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the soils were taken with a nominal 2 -inch ID California spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Boring Logs, Figures 3 and 4. The samples were returned to our laboratory for review by the project engineer and for testing. SUBSURFACE CONDITIONS Below about %2 foot of top soil, the predominant soil found at the anticipated depth of the shallow foundations consisted mainly of silty sand. Sandstone bedrock was found at depths ranging from 12 to 18 feet in Borings B -1, B-4, B-5, B-6. and B-7. Sandy clay and clayey sand were also found intermittently in most of the borings, but was found to have a relatively low swell potential. Based on blow counts recorded during our field investigation, the silty to clayey sand was medium dense to dense, the sandy clay was stiff to very stiff and the sand stone bedrock was hard to very hard. Job No. 214201A 2 May 19, 2014 Ctech Laboratory testing included moisture content, unit weight, Atterberg limits, gravel, silt and clay percentage, swell/compression, water soluble sulfate concentration. The results of the swell tests indicate that the clays sampled have a relatively low swell potential based on vertical expansion ranging from 0.3 to 1.2 percent when wetted under a surcharge load of 1,000 psf. Detailed results of swell/compression and gradation testing are presented in Figures 6 through 9. The laboratory test results are also shown on the Boring Logs, Figure 3, and summarized on Table 1. The concentration of water-soluble sulfates was found to range between nil and 0.035 percent in the samples tested. Based on the Portland Cement Association's publication, Design and Control of Concrete Mixtures, 14th. Edition, sulfate concentrations below 0.1 percent represent a negligible degree of sulfate attack on concrete, and therefore no special recommendations regarding cement type are required. Type I/II is recommended for this project due to its ready availability and common use in this area. Ground water was not encountered at the time of drilling or when measured the following day. Though it is unlikely to present a problem during the construction of shallow footing foundations, groundwater levels are anticipated to fluctuate due to seasonal and climatic changes. SEISMIC DESIGN The following parameters are based on the 2012 International Building Code and U.S. Seismic Design Map for the approximate site coordinates of 40.266° north, and 104.714° west. A seismic site classification of "C" was assigned based on the subsurface conditions encountered during our investigation. 0.2 second spectral response acceleration Ss = 0.157 g 1.0 second spectral response acceleration Si = 0.054 g Seismic Site Class = C Site coefficient Fa = 1.6 Table 1613.3.3(1) Site coefficient F„ = 2.4 Table 1613.3.3(2) Job No. 214201A May 19, 2014 Ge-aech DESIGN RECOMMENDATIONS Based on the soils encountered in our investigation, it is our opinion that shallow foundations bearing on native sandy soil are adequate for the proposed structures at this site. Recommendations for shallow foundation are presented in detail below. FOUNDATIONS Shallow Footing Foundations - Spread Footings and Mats Following recommendations should he followed for the construction of footing foundations. 1) Footings placed on the undisturbed native soil or compacted fill should be designed for an allowable bearing pressure of 3,000 psf, with a minimum dead load pressure of 1,000 psf . A modulus of subgrade reaction of 175 pci should be used for mat foundations. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be less than 1 inch total and about % inch differential. 2) Loose or disturbed soil below the proposed footing area should be removed, moisture conditioned, and re -compacted to at least 98 percent of the standard Proctor (ASTM D698) density, and within 2 percent of the optimum moisture as described in the SITE GRADING section. 3) If structural fill is used, it should be compacted to at least 98 percent of the standard Proctor (ASTM D698) density, and within 2 percent of the optimum moisture as described in the SITE GRADING section. Requirements for structural n H I were described in Structural Fill section. 4) Footings should have a minimum width of 16 inches for continuous walls and 24 inches for isolated pads. 5) The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottom of the footings can be calculated based on a coefficient of friction of 0.35. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 250 pcf. The coefficient of friction and passive Job No. 214201A 4 May 19, 2014 Ge Ptech pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted and moisture conditioned in accordance with the specifications listed in the SITE GRADING section. 6) All exterior footings and footings beneath unheated areas should be provided with adequate soil cover above the bearing elevation for frost protection. Placement of foundations at least 36 inches below exterior grade is typically used in this area. 7) Continuous foundation walls should be reinforced top and bottom to span local anomalies, such as by assuming an unsupported length of at least 12 feet. 8) Foundation excavations should not be wetted or dried excessively. The foundation soils should be tamped to compact loose soil prior to placing forms for footings. 9) A representative of the geotechnical engineer should observe the footing excavations prior to forming to evaluate bearing conditions. Drilled Pier Foundations Though bedrock was found to be relatively deep at this site, drilled pier foundations can be constructed in the overlying silty sand if desired. The design and construction criteria presented below should be observed for drilled pier foundations . 1) Piers extending at least 8 feet below the surface should be designed for an allowable end bearing pressure of 10,000 psf and an allowable skin friction value of 800 psf. Skin friction should be neglected for the upper 2 feet of penetration when determining bearing capacity. 2) A minimum pier diameter of 18 inches is recommended. Piers should be designed to resist lateral loads assuming a modulus of horizontal subgrade reaction of 75 tcf in the silty sands, and 100 tcf in the clay. The modulus values given are for a long, 1 foot wide pier and must be corrected for pier size. 3) Piers should be reinforced their full length to resist tension caused by the expansive soils. The uplift force, in kips, can be calculated by multiplying the pier diameter in feet by 10. Job No. 214201A 5 May 19, 2014 GecPtech 4) A 8 -inch void form should be provided beneath grade beams to prevent the swelling soil and rock from exerting uplift forces on the grade beams and to concentrate pier loadings. A void form should also be provided beneath pier caps. 5) Concrete utilized in the piers should be a fluid mix with sufficient slump so that concrete will till the void between the reinforcing steel and the pier hole. 6) Pier holes should be properly cleaned prior to the placement of concrete. 7) Piers should be filled with concrete no later than 8 hours after drilling. I f th is criterium cannot be met, additional penetration into bedrock will be required. 8) The drilling contractor should mobilize equipment of sufficient size to effectively drill through possible cemented bedrock zones, particularly if piers will extend beyond about 12 feet below the existing ground surface. 9) Free water was not encountered in the borings drilled at the site, but may be present during construction of deep foundations. Water may accumulate at the base of the piers if seepage occurs. In no case should concrete be placed in more than 3 inches of water unless the tremie method is used. 10) Care should be taken to prevent the forming of mushroom -shaped tops of the piers which can increase uplift force on the piers from swelling soils. 1 1) A representative of the geotechnical engineer should observe pier drilling operations on a full-time basis. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 65 pounds per cubic foot (pcf) for backfill consisting of the on -site sand soils. Cantilevered retaining structures which are separate from the structure and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 40 pcf for backfill consisting of the on -site sand soils. Light compaction equipment should be used within 3 feet from the wall surface to avoid wall movement. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and Job No. 214201A 6 May 19, 2014 GecPtech equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. A drain system, weep holes or geosynthetic composite drain board should be provided to prevent hydrostatic pressure buildup behind walls. PERIMETER DRAIN SYSTEM It is our understanding that below grade levels are not proposed for the construction of this site, and therefore, a perimeter drain system is not necessary. If below grade levels are considered, we should be contacted to provide additional recommendations. INFILTRATION TESTING One shallow hole, P-1 was drilled to A depth of 4 feet to conduct in -place infiltration tests in the area of the proposed detention/retention ponds. The shallow hole was filled with water the day they were drilled and the permeability was measured the following day. Detailed test results are presented on Table 2. Based on the measured rates, we recommend using a long term coefficient of permeability of 2.1 x 10-3 cm/s (20 min/inch) for design purposes. GRAVEL ACCESS ROAD Subgrade Soils The soils in the upper 3 feet of the anticipated pavement subgrade predominantly classify as A-2-4 based on the American Association of State Highway and Transportation Officials (AASHTO) soil classification system. This soil type is generally rated as good subgrade material. Based on the soil types encountered and properties tested, an R value of 20 was estimated. Gravel Road Pavement Section The heavy equipment will periodically be hauled in and out of the site, we recommend that the gravel road consist of at least 12 inches of CDOT Class 6 base course overlying compacted, native subgrade. Both the base course and the subgrade should be compacted to at least 98 percent of the maximum standard Proctor density (ASTM D698), and Job No. 214201 A 7 May 19, 2014 G&&Ptech should follow the moisture specifications listed in the SITE GRADING section of this report. The CDOT Class 6 base course should conform to the requirements of AASHTO M147 and to Section 703.03 of the Colorado Department of Transportation (CDOT) Standard Specifications for Road and Bridge Construction. The aggregate base course should meet Class 6 grading and quality as defined by the CDOT specifications. The aggregate should have a minimum R -value of 78, and a minimum dry density of 120 pcf when compacted to the specifications listed within this report. Subgrade Preparation Prior to placing the gravel pavement section, the entire subgrade should be graded to the rough grade. To provide a uniform bearing surface, the subgrade should be scarified to a minimum depth of 6 inches, moisture treated, and re -compacted to the specifications listed in the SITE GRADING section of this report. Proof Roll Before placing the base course, the subgrade should be proof rolled with a heavily loaded, pneumatic -tired vehicle. The vehicle should have gross vehicle weight of at least 50,000 pounds with a loaded single axle weight of 18,000 pounds and a tire pressure of 90 psi. Soils that deform excessively under heavy wheel loads are not stable and should be removed and replaced to achieve a stable subgrade before placing the base course. Maintenance Periodic maintenance is critical to the performance of the gravel entry road during the service life of the road. Surface grades should be maintained by periodically re -grading the gravel service. New base course will also be necessary to replace eroded material. Potholes or other distressed areas that develop should be repaired as they occur. SITE GRADING General The following recommendations should be followed for grading, site preparation, and till compaction. 1) All import and onsite backfill should be approved by the geotechnical engineer. Job No. 214201A 8 May 19, 2014 ~ tech 2) Where fill is to be placed, loose or otherwise unsuitable material, including topsoil and vegetation should be removed prior to placement of new fill. 3) Soils should be compacted with appropriate equipment for the lift thickness placed. 4) The following compaction requirements should be used: TYPE OF FILL PLACEMENT MOISTURE CONTENT SOIL TYPE - Compaction Percent (ASTM D698 - Standard Proctor) Under Foundations -2% to +2% of Optimum Suitable Onsite or Structural Import — 98% Foundation Wall Backfill -2% to +2% of Optimum Suitable Onsite or Import Fill min — 95% Below Concrete Flatwork, Slab -on -Grade -2% to +2% of Optimum Suitable Onsite or Import Fill mm — 95% Gravel Roads -2% to +2% of Optimum Import Granular — 98% Gravel Road Subgrade -2% to +2% of Optimum Suitable Onsite or Import Fill min - 95% Landscape Areas -2% to +2% of Optimum Onsite or Import Fill — 90% Utility Trenches As they apply to the finished area Excavation The soils can be excavated with conventional equipment to the proposed grades. Based on our field and laboratory investigations, the overburden soils will likely consist of Type C soil according to OSHA criteria. Excavation slopes no steeper than 1'/z horizontal to 1 vertical are required for Type C soils for temporary excavations less than 20 feet deep. Areas above the cut slopes should be kept clear of any heavy or vibratory loads until backfill operations begin. Layered soil types and seepage into the excavation will require special precautions. The contractor's competent person should make the decision regarding temporary cut slopes. A qualified geotechnical engineer should observe any questionable slopes or conditions. Suitability of On -site Soil The on -site sandy soils can be used as fill on all areas of the site, provided that the above listed moisture and compaction specifications are followed. All fill should be processed so that it does not contain fragments larger than 3 inches in diameter. Job No. 214201A 9 May 19, 2014 Ge'btech Imported Structural Fill If imported structural fill is required, a granular material, such as a CDOT Class 5 or 6 aggregate should be used. Imported structural fill should consist of minus 4 -inch material having less than 35 percent passing the No. 200 sieve, a liquid limit less than 30, and a plasticity index less than 15. Structural fill placed below footings should be compacted to at least 98 percent of the maximum standard Proctor density (ASTM D698) at moisture content within 2 percent of optimum. Drainage Good surface drainage should be provided around all cuts and fills to direct surface runoff away from these areas. Slopes and other stripped areas should be protected against erosion by paving, re -vegetation or other means. SURFACE DRAINAGE AND MAINTENANCE The success of foundations, slab -on -grade, pavement, and concrete flatwork is contingent upon keeping the bearing soils at approximately constant moisture content, and by not allowing surface water a path to the subsurface. Positive surface drainage away from the structure must be maintained at all times. Landscaped areas should be designed and built such that irrigation and other surface water will be collected and carried away from foundation elements. The ground surface surrounding the exterior of the structure and any overlying pavements should have a positive slope away from foundation walls on all sides. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. A swale should be provided at the base of cut slopes that are adjacent to the building. For entrance areas, ADA criteria may apply. and should take precedence over the above recommendations. Proper compaction of exterior backfill is necessary in maintaining a long-term positive slope away from the structures. Areas of settlement of the exterior backfill after construction should he backfilled immediately to maintain positive slopes away from the structure. All roof downspouts and drains should discharge well beyond the limits of all backfill. Job No. 214201A May 19, 2014 10 Gch CONTINUING SERVICES Two additional elements of geotechnical engineering service are important to the successful completion of this project. 1) Consultation with design professionals during the design phases. This is important to ensure that the intentions of our recommendations are properly incorporated in the design, and that any changes in the design concept properly consider geotechnical aspects. 2) Observation and monitoring during construction. A representative of the Geotechnical engineer from our firm should observe the exposed foundation excavation prior to placement of structural fill. We should observe and test placement of structural till under foundations to judge whether the proper placement conditions have been achieved. We recommend observation and inspection of the underdrain system, damp proofing, installed vapor retarders under floor slabs and crawlspaces. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figure 2, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified in the borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. Job No. 214201A 11 May 19. 2014 Ge Ptech This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Hum!. Pham, Ph.D.. [.l Reviewed by Arben Kalaveshi. Job No. 214201A 12 May 19, 2014 GecPtech 214201A 70 r•Ar r• 10 .- Or f ^-1 awe' J'�. -i s• . 4874 ' .. J -s APPROXIMATE SITE LOCATION Aboo r %maiint-'ISa a.4a aatjr7 C I - 41-931-: HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION SITE LOCATION 499- a st r P-1 • r r r r r r r r 1 4 4 i 4 { 4 4 8 4 a we i [ B-1 hL I • a' I is B-3 <�0 I . ,, a 4:,--• ....... 11III� - . a w r ,Iti•g i B-2 ' if .IIIIIII . �IIIIII . • i; • i 1 uuuu i u v 1111111 a w r1 ........ iI t II 1 t . a w r t ..4 II hull • t B-5 .z.r7 GI . < : ■ 1111111 ss....■ a I /-- 1111111 • a7Nr ii. t B-4 1111111 01 a M t • 1111111 I 1111111 - aw� I..,...... LEI.ji I B-6• awr a1Nr I1F' . B-7 . t f 1 L"N i a ..- t . < 0 0 50' 1 I► N I 100' - SCALE: 1" = 100' 214201A HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION BORING LOCATIONS FIG. 2 a, U - I t a) O 0 5 B-1 B-2 r.; 44/12 /-7 MC=5.3 •f I DD= 116 14/12 MC = 6.0 DD = 108 -200 = 47 LL = 24 P1 = 10 (.7- 39/12 10 /7MC = 4.5 DD = 114 7:. -200 = 19 15 20 IMM PP 37/12 MC = 10.3 DD= 119 50/5 MC = 9.9 - DD = 97 36/12 MC = 4.6 DD= 110 36/12 MC = 6.9 DD = 113 -200 = 40 34/12 MC = 4.9 29/12 MC = 11.2 DD = 119 -200 = 49 LL = 30 P1 = 17 28/12 MC=11.7 DD= 117 B-3 B-4 25/12 MC = 3.6 DD= 111 18/12 MC = 4.9 DD = 111 37/12 MC = 11.3 DD = 122 37/12 MC = 13.0 DD= 119 -200 = 59 LL = 34 PI = 21 37/12 MC = 9.9 DD = 114 MIS IMP - • - PINImr OS - a am 30/12 MC = 9.0 DD = 100 -200 = 79 LL = 36 PI = 21 SP = 0.27 50/10 MC = 4.9 DD = 115 0 5 30/12 MC = 11.5 10 DD = 121 50/11 MC = 8.3 DO = 108 50/4 15 20 a) LL t Q a) O 214201A HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION BORING LOGS FIG. 3 0 5 10 15 20 B-5 41/12 MC = 8.2 DD= 118 50/11 MC = 5.3 DD = 121 36/12 MC = 2.4 DD = 107 32/12 50/4 B-6 29/12 MC = 16.8 DD= 111 WSS = 0.035 SP= 0.7 37/12 MC = 9.2 DD = 127 /�- 16/12 / MC = 20.2 % DD=102 / -200 = 62 / LL=37 / PI=23 - 50/10 50:5 B-7 f 20/12 23/12 MC = 13.0 DD= 117 SP = 1.2 WSS = 0.015 30/12 MC = 3.5 DD = 112 -200 = 14 34/12 -.1-1 50/5 P-1 0 5 10 15 20 4-' L N C 214201A HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION BORING LOGS FIG. 4 LEGEND TOP SOIL, sandy with silt, moist , brown. SAND (SC). clayey, medium dense to dense. fine grained, moist. low plasticity, brown to dark brown. CLAY (CL), sandy, stiff to very stiff, medium plasticity, moist, dark brown. SAND (SM), silty to very silty, medium dense to dense, fine to coarse grained, moist, brown to dark brown. Fri Sandstone, fine to coarse grained, hard to very hard, moist, light brown. 1712 Indicates 2" I.D. California sampler. 17/12 indicates 17 blows of a 140 lb hammer falling 30" were required to drive the sampler 12 inches. NOTES: 1. Borings were drilled on May 06, 2014 with a truck mounted CME-55 rig powering 4 -inch diameter continuous flight augers. 2. Locations of borings shown on Figure 2 are approximate. 3. Borings were plotted by depth. 4. The lines between strata represent approximate boundaries and transitions may be gradual. 5. Free water was not encountered at the time of drilling. Groundwater levels are expected to fluctuate based on seasonal and climatic factors. 6. Laboratory Testing Results: MC = moisture content of sample in percent of the dry weight DD = dry unit weight of sample in pcf. -200 = percent of silt and clay fraction. LL = liquid limit PI = placticity index WSS = water soluble sulfates in percent. SP = percent of swell under a 1.000 psf surcharge after wetting. 214201A HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION LEGEND AND NOTES FIG. 5 4 . . . . ( . I I 1 . . 3 From. B4 @ 2 feet Moisture Content = 9.0% 0 2 Dry Unit Weight = 100 pcf Sample of: CLAY(CL), sandy -200=79. LL=36. Pl=21 Vertical Expansion = 0.3 % - COMPRESSION-SWEL S W N - a Slight Expansion on wetting ll""---..........„...............„.....4NN 0.1 1 APPLIED PRESSURE (KSF) 10 100 4 3 -- From. Moisture B6 @ 2 feet Content - = 16.9 - - - - - 0 2 Dry Sample Vertical Unit Weight of: CLAY Expansion = 111 (CL). = 0.7 pcf sandy % - - J -_J iii . Expansion on wetting COMPRESSION-SWE A) A) L o �. 0.1 1 10 100 APPLIED PRESSURE (KSF) 214201A HEPWORTH-PAWLAK GEOTECHNICAL. Inc AKA SPEER COMPRESSOR STATION SWELL-COMPRESSION TEST RESULTS FIG.6 4 3 2 J L j 1 . .. . . . . . , . From. B7 @ 4 feet Moisture Content = 13.0% Dry Unit Weight = 117 pcf Sample of CLAY(CL), sandy Vertical Expansion = 1.2 % - Expansion on wetting IPI 0.1 1 10 100 APPLIED PRESSURE (KSF) I HEPWORTH PAWLAK 214201A GEOTECHNICAL. IncI AKA SPEER COMPRESSOR STATION SWELL -COMPRESSION TEST RESULTS FIG.7 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 435MIN 60MIN 19MIN 4MIN 1MIN #200 U S STANDARD SIEVES #100 #50 #30 CLEAR SQUARE OPENINGS 318" 3/4- 1'= 3" 5" _8" 100.00 90.00 80.00 - 70 00 Z — ( 60.00 . CI- 50.00 Z - W U 40.00 W a - -- - - 30.00 - - _ 20.00 - - 10.00 - . . -. . .. . . . . . . . I . .- ` . .. . . l . . . . • I • . a . . . . 0.00 001 002 005 $ i ' 009 019 037 074 149 297 59 1 19 2 38 4 76 9 52 19 1 38 1 76 2 127 200 DIAMETER OF PARTICLE IN MILLIMETERS CLAYiptai TO SILTtnon.ptasucl SAND GRAVEL COBBLES FINE MEDIUM COARSE FINE COARSE GRAVEL: 1% SAND: 40% SILT AND CLAY: 59% LIQUID LIMIT: 34 PLASTICITY INDEX: 21 SAMPLE OF: CLAY (CL), very sandy FROM: B3 @ 14 feet HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 435MIN 60MIN 19MIN 4MIN IMIN #200 U S STANDARD SIEVES CLEAR SQUARE OPENINGS #100 #50 #30 #16 fli #4 3/8 3f4- 1'' 3 5" 8 100 • 90 80 70 - Z - - --- 60 _ - - - v) - Q - - a 50 I - Z W - - - 0 40 CC W.. - a - - - - -- 0 3 -- - 20 - -- 10 - - . . . . . r . . . . . . 1 . . / . .. . . . . . . . . . ' I WI I I I . I . . . . . 0 001 002 005 ' 009 .019 .037 074 149 � 297 59 1 19 2 38 4 76 9 52 19 1 38 1 76 2 127 200 DIAMETER OF PARTICLE IN MILLIMETERS TO SILTinon-piasucl SAND GRAVEL COBBLES CLAYpwsuct FINE MEDIUM COARSE FINE COARSE GRAVEL: 0% SAND: 86% SILT AND CLAY: 14% LIQUID LIMIT: N/A PLASTICITY INDEX: N/A SAMPLE OF: SAND (SM), silty FROM: 67 @ 9 feet 214201A HEPWORTH-PAWLAK GEOTECHNICAL, INC. AKA SPEER COMPRESSOR STATION GRADATION ANALYSIS FIG. 8 JOB NO: 214 201A PROJECT: AKA SPEER PLANT LOCATION: WELD COUNTY,CO HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1-1 SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL MOISTURE CONTENT (%) NATURAL DRY UNIT WEIGHT (PO GRADATION SWELL -COMPRESSION CORROSION SERIES UNCONFINED COMPRESSION (PSF) SOIL OR BEDROCK DESCRIPTION ATTERBERG LIMITS GRAVEL (%) SAND (%) SILT & CLAY (%) LIQUID LIMIT (%) PLASTIC INDEX (%) SWELLS (%) SUR- CHARGE (Ps0 SOLUBLE SULFATE (0/0) CHLORIDE ION (%) PH (N) BORING (#) I DEPTH (feet) B1 2 5.3 116 SAND (SM), silty 4 6.0 108 47 24 10 SAND (SC), clayey 9 4.5 114 19 SAND (SC), clayey 14 10.3 119 SAND (SM), silty 19 9.9 97 SANDSTONE BEDROCK B2 2 4.6 110 SAND (SM), silty 4 6.9 113 40 SAND (SM), very silty 9 4.9 SAND (SM), very silty 14 11.2 119 49 30 17 SAND (SC), clayey 19 11.7 117 SAND (SM), very silty B3 2 3.6 111 SAND (SM), very silty 4 4.9 111 SAND (SM), very silty 9 11.3 122 SAND (SM), very silty 14 13.0 119 1 40 59 34 21 CLAY (CL), very sandy 19 9.9 114 SAND (SM), very silty I I -I 2 9.0 100 79 36 21 0.27 1,000 CLAY (CL), sandy 4 4.9 115 SAND (SM), very silty 9 11.5 121 SAND (SM), very silty 14 8.3 108 SANDSTONE BEDROCK * Negative indicates compression NV- non viscous NP - non plastic JOB NO: 214 201A PROJECT: AKA SPEER COMPRESSOR STATION LOCATION: WELD COUNTY, CO HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1-2 SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL MOISTURE CONTENT (%) _ NATURAL DRY UNIT WEIGHT (Pcf) ' GRADATION ATTERBERG LIMITS SWELL -COMPRESSION CORROSION SERIES UNCONFINED COMPRESSION (PSF) SOIL OR BEDROCK DESCRIPTION GRAVE!. (%) SAND (%) SILT & CLAY (%) LIQUID LIMIT (%) PLASTIC INDEX (%) _ SWELL• (%) SUR- CHARGE Ps (l) SOLUBLE SULFATE (%) CHLORIDE ION (%) 4,! I ( BORING (#) DEPTH (feet) - 135 2 8.2 118 SAND (SM), silty 4 5.3 121 SAND (SC), clayey 9 2.4 107 SAND (SM), silty R6 2 16.8 111 0.7 1,000 0.035 CLAY (CL), sandy 4 9.2 127 SAND (SM), silty 9 20.2 102 62 37 23 CLAY (CL), sandy I i 4 13.0 117 1.2 1,000 0.015 CLAY (CL), sandy 9 3.5 112 0 86 14 SAND (SM), silty Negative indicates compression NV- non viscous NP - non plastic HEPWORTH-PAWLAK GEOTECHNICAL, INC. INFILTRATION TEST RESULTS AKA ENERGY GROUP, SPEER COMPRESSOR STATION May 8, 2014 Job No. 214201A TABLE 2 Hole No. Hole Depth (in) Length of Interval (min) Water Depth at Start of Interval (in) Water Depth at End of Interval (in) Drop in Water Level (in) Infiltration Rate (min/in) P 1 50.25 11.0 43.88 40.13 3.75 2.93 10.0 40.13 38.50 1.62 6.16 10.0 38.50 37.05 1.45 6.89 10.0 37.05 36.00 1.05 9.52 10.0 36.00 34.88 1.13 8.89 10.0 34.88 34.13 0.75 13.33 10.0 34.13 33.38 0.75 13.39 9.0 33.38 32.63 0.75 11.95 10.0 32.63 32.00 0.62 16.01 10.0 32.00 31.13 0.88 11.42 10.0 31.13 30.63 0.50 20.20 10.0 30.63 30.13 0.50 19.84 Speer Plant Stormwater Facility Inspection Inspection required every 6 months or following major precipitation event. Date: Inspection Type: Last Rainfall: Inspector: Rountine Maintenance < 24 Hours Follow Up 1-3 Days FACILITY OBJECT COMPLIANT Water Quality Pond Swales Culverts Berms Entry Road Yard Area Other Items to Inspect Water Quality Pond: Swales/Ditches: Culverts: Berms: Entry Road: Yard Area: YES NO Public Concern > 4 Days DESCRIPTION PHOTO #s Check for accumlated sediment - remove as required Check emergency spillway - clean and maintain as required Check for debris and weeds in pond - remove immediately Check for erosion on sides/bottom/embankment - repair immediately Check for accumlated sediment - remove as required Check for debris and weeds - remove immediately Check for erosion on sides/bottom - repair immediately Check for accumlated sediment - remove as required Check for debris and weeds - remove immediately Check for erosion on top/bottom - repair immediately Check culverts under entrances - see above for requirements Check for uncontrolled spills - clean up immediately joe@crestonellc.com From: joe@crestonellc.com Sent: Thursday, January 31, 2019 4:48 PM To: 'Hayley Balzano' Subject: 18089 AKA Speer Plant: Issues w/ Pond Release [WQCV Release > 100-Yr Release] - Meeting Notes Attachments: 18013 - Drainage Map DRAFT.pdf; 18013 - Site Location-USGS.pdf Categories: 18013 - AKA - Speer Plant Hi Hayley Thank you for your time this morning and the comprehensive review of our questions related to the Speer Plant project and other broader drainage & detention related questions. Your knowledge and feedback is greatly appreciated. To make sure we caught the main points of the discussion and to make sure we're not going down the wrong track, I thought it would be good to present the items I took away from our discussion. Your review and correction to any the following points is much appreciated: Questions/Basis of Meeting Please see email description below from 01/04/2019 and attachments. Meeting Summary Items 1. The County has seen multiple sites that are in the 1 ac to 15 ac +/- range with NRCS Type A or B soils (sandy soils) where the 100-yr allowable release rate (which per the County requirements is the 5-yr historic release for sites in an Urbanizing Areas or the 10-yr historic release for sites in a Non -Urbanizing Areas) is so low that it is less than the Water Quality Capture Volume (WQCV) 40 -hr release rate, and thus the result is a very large pond with a very small release rate. The County has determined much of this issue stems from the use of the Composite C values/equations and Time of Concentration equations which are included in the latest version of the Urban Drainage & Flood Control District's (UDFCD) Runoff Chapter of the Volume 1 - Urban Drainage Storm Criteria Manual (UDSCM). The latest version of UDSCM Volume 1 is dated August 2018, and is the version which Crestone is using for the Speer Plant project. The County's resolution to this issue is they are now allowing the design engineer to use previous versions of the Runoff Chapter of the Volume 1 UDSCM, which includes Composite C values/equations & Time of Concentration equations which better align with the County's Detention Pond Allowable Release Rate requirements. Multiple versions of the Volume 1 UDSCM exist going back to the 2007 version. The County suspects that with UDFCD adopting a "Full Spectrum" methodology for sizing detention ponds, they have tweaked the Composite C values/equations & the Time of Concentration equations to the point where they do not work well with the County's Detention Pond Sizing & Allowable Release Rate requirements. During the meeting, we ran a quick rational method calculation based on the 2007 UDSCM Volume 1 Composite C values/equations & Time of Concentration equations to determine the historic 10-yr flowrate for Basin El. The result was the flowrate was calculated to be 0.2 cfs, or 10 times the 0.02 cfs flowrate calculated with the current 2018 UDSCM Volume 1 Composite C values/equations & Time of Concentration equations. Since the 2007 Volume 1 UDSCM is no longer available, Hayley scanned and provided Crestone with a copy of the 2007 Runoff Chapter as well as the UDFCD Excel spreadsheet calculations (based on the 2007 Composite C values/equations & Time of Concentration equations). 1 2. The County requires that whatever version of the Runoff Chapter of the Volume 1 UDSCM is being used, it be used consistently (i.e. use Composite C values/equations, Time of Concentration equations, etc.. from the same version of the Volume 1 UDSCM). 3. The County will allow one version of the Volume 1 UDSCM to be used for sizing one pond and another version of the Volume 1 UDSCM for the sizing of another pond in the same project. 4. Reviewing the 2007 Composite C values for a % impervious of 2% (which the County requires to be used for "Historic" flowrate calculations), the 5-yr Composite C has a value of 0, resulting in a 5-yr historic flowrate of 0 cfs. For those scenarios where a project is located in an Urbanized Area (which requires the maximum allowable release to be the Historic 5-yr release), the County indicated that the design engineer will not be able to use the 2007 version of the UDSCM Volume 1, but rather a newer version that will generate a flowrate. 5. The County will not allow the Basin El Pond to be eliminated based on the County's "10 cfs Exception", or any other Exception indicated in the Drainage Policy (Section 23-12-30) of the County Code even though its apparent the Basin El Pond outfalls to an entirely different basin than the Basin D1 -D3 Pond (main pond for Speer Plant). The 10 cfs Exception cannot be used because the County bases this exception on the total project stormwater runoff to be less than 10 cfs. With the main plant & expansion included, the total project runoff is greater than 10 cfs. 6. In the condition when a site is defined as a Type A or B soil (i.e. sandy) via NRCS, but percolation test results for the pond area result in very low percolation rates (i.e. clay) and/or the pond is lined (for SPCC purposes), and the maximum allowable release rate from the pond is not high enough to drain the pond to meet the Weld County maximum 72 -hour pond drain rule or the Colorado Division of Water Resources (CDWR) maximum drain time laws, the County recommends that a variance be applied for with the drainage report submittal and the variance include a description of the release constraint and request the maximum allowable release rate be increased to meet the maximum drain time rules/laws of Weld County and/or CDWR. 7. The County will confirm the calculation method to estimate the pond drain time with the CDWR and provide to Crestone. 8. Weld County assumes the property owners/developers register their ponds with the CDWR. 9. Weld County allows lined ponds and manually operated releases. It is the preference for an orifice to be placed on the outlet pipe upstream of the manual release gate/valve which controls the WQCV 40 -hr release & the 100- yr release in lieu of a bolt being or other stop being placed on the gate to control the flowrate. 10. Weld County allows ponds to be released via pump(s). I hope this covers it. Thank you again Hayley for your time and input. Joseph M. Erjavec, P.E. Crestone Consultants, LLC (o) 303.997.6113 (m) 303.919.0317 joe@crestonellc.com 2 From: joe@crestonellc.com <joe@crestonellc.com> Sent: Friday, January 4, 2019 5:03 PM To: 'Hayley Balzano' <hbalzano@co.weld.co.us> Subject: 18089 AKA Speer Plant: Issues w/ Pond Release [WQCV Release > 100-Yr Release] Hi Hayley Thank you for the call this afternoon and your help/review! I've attached the DRAFT drainage map for your reference. It shows the existing Aka Speer Plant site, with the proposed plant addition and associated Detention Pond modification (previous pond with original plant was just a WQ Pond as the original plant utilized the County's previous 10% imperviousness rule) north of the plant/plant expansion area (Basins D1 -D3). It also shows Basin El which is the area that we are having concerns with. Basin El is south of the plant and has been included to attenuate flows from a control building & gravel parking area which are proposed in this basin. Basin El is separated from the main plant basins (Basins D1 -D3) and is not tributary to them. Rather, runoff from Basin El will flow northwest from the basin then north along the east side of the Speer Plant access road and then head northwest under the access road (via an existing culvert located SW corner of the plant — just south of their access gate) where it is discharged offsite to the property west of the Speer Plant, which is a farm field. In a nutshell, we are having issues with sizing the release structure for the Basin El Detention Pond. The plant is located in a NON -URBANIZING Zone and is in A soils. We are calculating a historic 10-yr, 1 -hr release of 0.02 cfs for Basin El which is smaller than the WQCV 40 -hour release rate. If we were to place a control plate over our 100-yr orifice to release the 100-yr developed site at the 10-yr historic rate of 0.02 cfs the opening height would only be 0.01 ft. I can pretty much guaranty that opening will get clogged before it ever see water with the sandy soils onsite. Also, the WQCV is only 1,300 cf +/- which requires holes with a diameter of less than 3/8" to release the WQCV of 40 hours, which will also get clogged pretty quickly. We are calculating the 100-yr developed flowrate for Basin El to be 4.9 cfs. Understanding Basin El is in a totally separate basin from the main plant (which is being detained and the 100-yr storm is being released at the 10-yr historic rate), would it be possible to treat Basin El as its own separate site and apply Sec 23-12-30 Drainage Policy Stormwater Detention Exception #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)? Also, previous infiltration tests for the existing WQ Pond located on the north side of the plant yielded a long term percolation rate of 20 min/inch. Based on this rate and our Detention Pond configuration (100-yr volume depth of approximately 2.85 ft), this would yield a total drain time of approximately 11.5 hours if just infiltration was being considered. I hope this sheds some light on the issues/questions, and potential solutions that we'd like to see make sense to you all. Please feel free to call or email me any questions in your review. I'd be happy to provide anything else that you need. 3 Thank you Hayley and have a great weekend. Joseph M. Erjavec, P.E. Crestone Consultants, LLC (o) 303.997.6113 (m) 303.919.0317 joe@crestonellc.com tcos cco 4 From: Cinde Wright To: joeCa�crestonellc.com Cc: Pon Dunker Subject: RE: USR Question Date: Monday, July 23, 2018 3:37:02 PM Joe, I spoke with my boss and he is on board with what we discussed this afternoon on the phone. 1. Size the pond for the area of the parcel that will physically drain to the pond. The land downstream of the pond can maintain historic drainage patterns. If in the future the downstream property is to be developed, a separate pond will be required for that area. 2. We didn't discuss this, but offsite flows can either be routed around the site or can be passed over the emergency spillway undetained. Just size the spillway accordingly. 3. The pond will need to be designed for the newly developed impervious value as well as the previously developed impervious area. If there is any future imperviousness you would like to plan for on the site, you can size the pond for that also. Just note it in the report. 4. The 10 -year historic release value (non -urbanizing sites) for the pond is to be calculated using the pre -developed condition of 2% imperviousness. 5. The soil infiltration rate cannot be included in the pond release rate for sizing. Just let me know if you have any additional questions or if I missed one of your questions. Thanks! Cinde Wright, PE Design Engineer Public Works 1111 H Street Greeley, CO 80632 tel: 970-400-3739 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: joe@crestonellc.com <joe@crestonellc.com> Sent: Monday, July 23, 2018 2:32 PM To: Cinde Wright <cwright@weldgov.com> Subject: USR Question Thanks. Joseph M. Erjavec, P.E. Crestone Consultants, LLC (o) 303.997.6113 (m) 303.919.0317 joe(WcrestonelIc.com ' •r 1 •. S Ni WON). r1 INOLITer 10 A LOCALIZED OOAIS9a . LOCARD fp/X.aTwcar Ow O/ Pwa1 t/ A r ` a M Na . 1 .- DON OF 1 El LOCALIZED COWESSa4. sTtlN*ATtP 1 c PROW M I 'N..[ KEY MAP p 6 COMM) O° KOK/NORMM RSWEIkr To AD4AONT l PMCO. LOCOED RUT a Mt Vat Antal • NI Awr1 ,� (1,F.,1 y �`� N .. ti 7 LISR • (E) o RANAOE Dail W010wI omMSl / , 'CNAN41 I. AS 'DIM . ti • YMK ROD WW1' LOCAt01{a) 1 uj OfAMKL KARATM /OR AEA [NWT GIpI. LAC •. 1.m RFiat. IT --. —. ` �j ' • • TO OOOLOWC071 • ODM�Sj Pita\1PA7 I oourn CO.. AEVAom IT LA*Rp15. «c. OAftD OSR•/Zp• 1 _ / / l 1 4 W u' Guar •twat r As ( Y4RR6SWe�.A^-' ::- ` — PM• `t I �.. sat ono Tr (ROWED ao4 / '. MAP a".."74>t [ SZWM]• an - .lei •eel I• ). ' / I,( AE IaT K 'FINAL ORiwM1t NwRAM POI AEA /IOwT Oa, at ■m1 Pat. WOO Cdr,, t•evAtm F FA -ANIONS. 11l WK.,a1m ro/IVZI• WK., I \ N. i- ` \ •AA: r -- \ _ Aya .\ •. .• \ LEGEND 1 T. ( (C) Wax O+ t 'tauwev As POI M . , ` i \ - - "I ( �� A twa Oftwa NAMA0IE '/• r0f MA MKT CANINE. LAC arm NAME NOD muNTr, ao'. aRVMm \ 1 t ._ I�{_ Oa ►Attl1� " KOOKY (*M 'ti ilJ OM Kr BASIN Aa'D DESIGNATION H1 'War Y 'al rM R�Ot 1�iaT 1.•j�I ( t11 oA1m.- ILIA ` \ AREA (ACRES) 25.23 AC LOX 0.47 ■ IMPERVIOUS ] YR RUNOFF DOE,. lama satAINE ® /pW MA DOOM Oa • \\\\\\ • , 1!m RLANI, NOD as It CE - .. �� BASIN BOUNDARY wEtAHD IT KA1ROO WO roM/ao1.. INC, • � LOS 6.00 w 'I 11_ \ \ I . ,�, •., Q DESIGN POM, I' , \ - HYOROLOQC SON. CROUP NOUNOARr (PEA MRCS) (q OI*U oIAwp THAL of ��1. NY oNILO ac r/ E DARR ee/ER/tm• a/ wwrD (E) IS' CuLKIIT .VE{At lre9 1�1 '* f *J G AS Mt E *FINAL rR.INATI I NARRATE .Et ARA DQai QQ/, CO*LIC SKIP AL/JIT. •OD MINTY. • MOWED 91 RATKO*. WC.o„m oal.��,A .�,{.( M • .t°. . `i,VIgA I{ •lI 7 -{ I,I I)� III I i�( I1 ': ( I � .� 1 ) X ) ( ,� f r� \ t / / ! _ _ — < / \ / N. �j, `/A ' / ` �' �p Cocall ./7?�D Ifig llNs`4JI�ll HVOROIOQC SOIL GROUP OESIONATON VCR MRCS) •.er' EXOSIMG 0R0URO IN! . CONTOUR [I' INTERVAL) EX09tING GROUND IfCJ CONTOUR []' INTERVAL) tem NM � EXISTING STORM SEVER (CULVERT) a WRAP HISTORIC BASIN FLOW SUMMARY •i —7 BASIN AREA OS Ow ONO wane lsL,• •� :Ayr/ (Ac) (CFS) on) Ind _ �. — ' y.'�-l►0. t %I- 13.66 O.0 2.2 13.2 CAIApr - DDSIpO • \ .N •PI.SCI. ND • i HI fn le CIAKRT Aa'Ra n4 ..////�i T I• :♦ 'I KKR Kati a 'ILS - OWb1EAD 0.EC1Ra .. li a) WSW i 1. N2 1.22 0.0 02 1.2 VDAIED TOPECIaK SAW! 1 (10 IIDINN) ! •� 5 `. .\ RYIAK PO) DATA Rao1o[D N rV.ILtoNs, Nc. DATED Io/Tam.• •N. I • 1 • (Cl DRMMR Oval / \ ` •in. Ca r Aa RR RI / ) ) 'EAIK aARNQ NIAItAM ` / -� • ROR MA MACY as t. :LC Y(„ / ' WEIR KAM. WILD Cart CO% I 1 1 POMO NV Ham, NC. DARED 01/211rad• '. �,` . / Y •• H2 �� / \ \ t \ E 1 1 R7 IT 3 .t:. rAA.: RM'l i fi i., • (• I '/ i tris •KESt . • t �I 1 _ I ��a II r fr/\ .ws-.eyV ,, \ ti I to wan `X ♦ « . / / N II \ \ MI *Cu Wait (/ cOrtt* I ! •tit ��— l — •� /! \ �- er..ar..ar>. I .^•Aw�vr••ar•+.�wrwo.. .r• L. ` - .r.._-_. .. •-••w—._ HELD COUNTY ROAD J8"'—.„.„--..-t--..-....-................r...-......„--..-t--..-....-...............i _ .._.i---Aq, • 1 - . _ .. MV ST DAR VNRa. !KOIIUnto an REV If DAR lanai Di=ARANO DAR IE�/�!�M - ?� 7 OC. SPEER GAS PLANT HISTORIC CONDITION DR14�iA��}IAMAP OOP ant 811.4,CA CALL CALL ell Ir w.m•.R, ., .n w IEC107D ns IROIAIID I 01/01/4I I AI m/t, KURD FOR IIr1Mr .m•o. IMO COMM. CO sm.... La rJI 8P -8P-2030 A At AT iSSI.ED is Ran 4 \ ,.• WWI 01-D3 WRALA TS TAsrmv To A tocM1II0 TOQ}9d , . ,.� =ARM ON 114 RMIN,IIORII.[ST 00 Of USNPARCEL ./ A LOW tAATKRs f j KEY MAP Vow ce 5 rt .. ACM MC LOCAUIID 00001104. s7O'SIA Iii IS CCN W)W OKAMc IIMM ITOO RtT TO M AOWONT - -' TP.S V-17• ICP AL ! SA �h\ �. PO= LOGIm IIISi tt IK V4 .A.� : - POe MUM CWYOLLIO IT TT '-.2-S1AO[ M i •l• i -�. _ Poo fr OYOSINO M ` CUTLET S7tuCiM 32 CT caw LINOTO CMITOr - OOlTNO POPO Two sar(5) w/ • l • j 1••� •-. I LIM:MOVII OTIITAS)USR -_ ♦-'! Ng_ me _ '� nab `OR'r OOCrIn0A5) ?OLTcIARY I //- 1. . \ �•�v7 A CAPITA!) P.C. fU MAPr,AQ OfA.P`I- � � ` mc0ntwrCna 1; ♦ l Al to fK - a 'OAR"' T ([) �r OAIQI 1 1 • IM Ar4 CIIROV aaw. 9TG RAIIT, ICED ODrIOW. CO*" wNo MM/]a. - II it�� , - -.. -- V W �• • •".-. \�\ \ �• 1t •� ' f •C' —•' J 9ty T 1 (rLi Y AS POI to. AKA MOM OAOYP. -.111 RAW POD COIMTY. M[PAI® IT IU WN& woo a�i3I/Iti PC LLC CO'. MC. M 7YP•NO� / /y ♦lr,I •! P-cle2' « r' (I•\` {'1C y 'e, 1' FFFFr .. \ •t j `• •• f.. ••O M1 RILSW fi) we ON W4. •. Y. - -�, > N ,i C Y7 • ♦7 YHA1rYw .t.+' ♦ _ CUUV'v ROAD IP N ISW7N/11� f UMW fuY Q.l 111- r. {. TYW° � ' �I atil�IYal nl ia' 4 ' I I 9Tf.. A -.A01 . - -•, i I I I /- •T ' e (. -- -j _ _ W V -N' V -� \\ a I- l��c', / �.r - i (NO 0 d,c Aa) TM o l a (-n T .Ptew IIOCv 077 K -R •, LEGEND k3 II'•r>7 Wit USW Pall y . 1 • s'r b7, 1 T y TanWPC 1*D•rY WC p.SS AC -fl 1• 110104110 MO) I �-1 � - 1' j� ' M 000.0M (SIN 1 j 1}.+11, ]I jy11 '.. \ — T' 100-01 VOL PAW* 1!O K-rl oB.Lw ORSi .IM Pz rIEF10M1D 1.Y aA /i rtT DE9aaAnor1 Di �� • j ` .. C a D2 I I `, • AREA •', 25-2 5.0% % IMPERVIOUS (U IS' °AT4RT we was � r�`f\ T 1 %m ar Y AS Pa 'Timm ovum NAAIRARL( M 1 t K T �• • + II G �r I �'T I • 11'• • I 'r (ACRES) AC 0,�7 3 M RUNOi'i COEi row All Darr MO. LAC'� , T .• WOW PLANT, KW OXPOY. PROAMD OT rumors. OW. WC. a i I 'PIMP r1Iw1 J -• ��r' �i� 4 I , - .. . r'rl DAM) 0!/711/0114 ` iU MAIIIAR Dural[ I i e! ®r1 r 1 comas AIM f6. I. T•i��•, \ - -` ../. 1 VW PAlm•�' BASIN BOUNDARY r1- /'/ as OMEN PONT F HYDROLOGIC SOl •CNN.B I' AO POI YTIYl MA.K( A4T/.ARYE r0 NIA CNROT WOO', WO PUPA, MO ca.rT. l0A e/711 ••.'A.r rite,, M LAC ar /70T4 �-'�, It 71 : o % r r i r' • • , ��w x0-.100 ( 1 II IL 1 I I r i 1.;/ ' e' • �` 1 : :n ] ( IO{IrOM1 /11th ,/ I ' ~ ..4 �( ' r / CROUP BOUNDARY [PER TOWS) /�A (r'L .: ( ] NYDNQDOIC SCt GROUP OE9p(ATa4 [KR NRCSI Y • 1 Y •.... CASTING GROUND INT. CONTOUR I INTERVAL] EXISTING ptOUND INDEX cp1T0UR (s' INTERVAL) •b E)OS11Nc STORM SEVER (CULVERT) * RPRAP R) 104' OATOT MAwa i POI NTp\ A 'Watt ~ ` - ABM— — iIW511 GROUND MT CONTOUR "00000 I• AS MN TN -rout OAAMAOE uMYArnt • 1 MIL MKoa NNYATT'A I rM NA OCR0Y 01010. LLC' ' --...".1."4447 I I l'( •' \ �� (I' INTERVAL) IM AAA Dal MOP, 117 wan 'LAIR. CD CO.Ir, fD' •• J wan RMt. CD WATT, CO'. PCOAACD IT IUTIOIM1 INC. DAtO 00 L/xI4 ! T 11,7 s r ";'' ' i �- .BBD FlNISN ORQ170, NOES CONTOUR (5' INTERVAL] �� PROP. STORM SEWER. OUTLET STRUCTURE « Peat Ir MIRONS .O. f �_ IAl [ i ..- \ ENO SECTION �` - -- DARED ® CHANNEL SECTION CALLOUT STOMIutER r11o1 sac fl a I. --- - - y- -- .e_ Yf -- if • O O WRAP Si7F ' a LLOYARLr ROE 01lIAnIO NORM,MM tar 10 M TIC 'r `PO — — - / trawl' / `. / / DE90YATQ{ (TYPE O. TYPE Y} M.MQNf LOCO. LOC.TTED OCR? • - '�Y-^'1-s , 71%N.". oUCRLANO FLOW aREcnoN 6 At UM / 4 PQfS .TK �'- rl} .1 wrS- L. A aRECnES/PATN (E) Il' BATOIT A$ PTO ME Too ♦ ( I I OWIIC.OO (TO (ULM( -'� MINA) NO iR0/NC ft01A4) "'°'n .n Nn.R° I tTyOCEAMC MKT DATA BK.PROMOGA D MtYONs, .C. DAIm 10/10/x1■ CLIP i • 1 I ' � - • 1:04110.1.10 /r I• A': T' Y.' -..•- 4)RLOR IM a POOP (ICSID 440.00 C. rf[ AC-CI M KOT IOP 0 Vet 017 AC -III 100- M W MOW) 017 AC-al-al10. CM OW OWS1 .MIN 1 LII ISJ Poe / r Y ) 1M nay 1 : / ` { I RAMTENN YAUNTCNANCf. ACCESS C SIM DU TT ALL 7- EIAOE *Y ,LE, 1001.101.111t1001.101.111tf TTR[.*A.* 1 M' I / - / (r.A)R/a 041111.01 �.oT--�f OIArR TO MA04 12100•MIr .1 / T DEVELOPED BASIN FLOW SUMMARY •,� ' II \-' ' -� •_ .MCOsS 7.IIION . 1 1 / \' 1 _ . -- . / r tT \ BASIN AREA (Ac) Os (Cf5) Qio (Cf5) O'oo (CFS) COMMENTS L r am _ 'A�'! 1 ryl �,. /! / ] i \ \ DI 342 20 ,1.0 /.0 9Awma roiS Ot--D3� ( [ : 911 : 043 k ' / �. \ -I 1818. To STAN « XT. •R7 rI Ii. r Ima 02 0.00 5.4 ID 21.4 PVND (BASINS D1 -D3] • �\ L 11 L t L444,? II, o K .) 4]7 ( 4 • 1' \ ) I ' 03 1.01 3.3 4.3 t3 to on. KM (BASNs Dt-03] Y \ 17101. 1• OET'POND . . A . ";r .:°�I ,e I .._] r j SUM oL-o3 116. 10.1 14.7 MA(BA9N DT _GI all r v-OND IICP�- 'in ( fl 1.22 TO Oft AT I _.-_ �/ - •. w',: \ 1.3 1.7 ll (BASIN El1108, I 7 t ,\ \ E2 3.05 0.0 0.7 U TRIG TO 31142L ( (41 ! ( nuat RANI ` �,•A'rlK9� j 1/L� ROW .t acI / Q ,1\ \L \ . ` , ` 1• 1 4 fri I •�4. ! ♦�,l�• ./ IV Nu .CCTS3 // TtORAQ• CO4T/TOC WA M* - 00snNo TIOI.(�� Y� rTAR>n PO7 POW, A 111 ACCESS ROAD (M) \ I (To Iowa]I J• 3 • %r„-� ;r f . er I. +,. .I�rr `/- .i-MT'YQ.• — 1 ' / ir.,IlnI.ewyr-..w er er444 ,. u,. .A-lCII Mae .. �� .. li ..-.. ... .. ..- ,.er- - .• e .- - .. .�. ..- T •y ...fa - ...7 HELD COUNTY ROAD 38 • .M1:I� i . _ - - - '^ • . Y. Mrl• N.Pt• av M Oa l MOT MOO AMINO OAR IILY IT DAR RW11M Mat AMP. OAR .I SPEER GAS PLANT DEVELOPED CONaTaN DRAINAGE MAP 811 uvNIMcm DIRt call_t. e:' . AI 1�i0 14'7) MAMA Tpl �' 112. M/ a IKT/W( I — o es AS RDCAl(0 r 04/07/1( M eta �n- 7 Al 37/9 'WAD MR PE(WI �T i .OD IpllNTr„ CO NM* ilva R�YMP IM I A( 811-811 MII� Or-Of-C1I�sI B A X,7(/07 �IiO fDs KW, . PROPOSED CULVERT F.ES, HEADWALL/WNGWALL. OR • CHANNEL WI CUTOFF WALL " r _ L 11 .. PROPOSED F.ES.. CULVERT t L (SEE PLAN) * - 4' (SEE PLANS FOR END 1 TREATMENT TYPE a SIZE) I 1 I ! _ III I o .A. __.----B— I 40 FLOW II /fi- p ENE , SEE END OIL Yl TREATMENT OIL (1)45 SHEER) ,. .. a... .. .. TREATMENT DETALS (THIS SHEET) L �^ R'IOCTDEg REOY (0.6l3HEET) I ► 14 NIW 4.4.541 rIPnP rams sr w• limn I N II put W Alm striate* MIRA T / RIPRAP EROSION PRO1FCnR1 I (OR APPROVED EQUIVALENT) =TEXTILE FABRIC RAN WFW (0R APP'w EQUAL) RIPRAP GRADATION TABLE PLAN MEW TYPE I. RIPRAP URBAN OFIANM)E t FLOOD CONTROL DISTRICT (Dia • 9') MIN. THICKNESS - RIPRAP AT CULVERT END 2.0 TIMES Dx9 014041005 IS 1ill044A7 111:00055..SPIT T , AEO,wO[NTI Fat 00A As. ADIS( taw AAas.c A► • .. WWII. i*m. 1.445% , ,.S /LMOM9 ltd Alt :Intl: PROPOSED CULVERT i.E, 5. HEADWALL/WNGWALL, OR INK 1 MS 'Jtr 14191 I M[ 1 :01.'1 IC CLI.4._. 1 - �•• 91vn•Qwr •e.{-014011 WC%' .-.]rM-allot) 71'. CHANNEL w/ CUTOFF WALL •I -ter MINK 00 '� �� KiY.1 - rat H RAIN 'AWL wet I CUPIII. OAR; T•4( . MIRM 1401 ROTExTTIL FABRIC A pal .o - a1 a W. • • FI • • 1 RIPRAP EROSION PROTECTION- SEE PLAN FOR Sit DESIGNATION a (C0 APP'VO EQUAL) __om It•W .t. - L (OA. - A w) • • r RIPRAP GRADATION TABLE THIS SHEEI —� FLOW 1 F 1.. try a Y p7Y • •7 N� .—• - - MN. THICKNESS • 1.5 TIMES (OHO)�I aL ' ; /U AlN - c H IA. P 1e All • 110 10 n AI tai, L. •I - GRANULAR BEDDING SEE - - - - 4•r—• - • -- • - -- _.. • NTSTWCKNESS R(OUNEYEET) =' I, co T - •T - -- - - (THIS SHEET)• .. .. njj 004 I _ _. - _. _ AGM 'l�14W SEE END •... tat qtd 4•Q <f MI • onol•1G M >a.•191If':MN Cl CAE u•[• POMP= TREATMENT DTI. RP_�BEDOBNC Of Trot , SCOW. 11.NL Vor K .' tllr' we t: . mr C. U / (THIS SHEET) 1 Fr 4A E ca • X 5 opt'M 4t. I It•:x1Nl. Al•1 u 0 VN-:l'AL1 A. •uLrl.aA COMPACTED 9RCRADEJ SEE PLANS FOR LOCAnONS a 92ES OF PROFILE NF % Fr °E910E>•t ca WAX +• 'MGM 4fbnlm Y. n1E F•O wst PROTECTION C (PREPARE PER PROJECT// RIPRAP ER061ON 1 nn..." Mr,.40WLod ?wets plans In•..I v when I r•.• 1.1 t, 1TPnNN. isf nad NA Wfwar plro•W AS NV•nr IPA" 1 W 31 GEOTECHNICAL REPORT) RIPRAP SECTION LOW TAILWATER BASIN GRANULAR BEDDING GRADATION TABLE & THICKNESS REOUIREMENTS URBAN DRAINAGE a FLOOD CONTROL OISIINCT RIPRAP EROSION PROTECTION DETAIL NIA DAYLIGHT 4:1 NM DATDATELINING N f o WIN 'RC SITUATION DAYUWTNO N 5:U P1. AN; 'CUT' SE7VATION ALL CONCRETE CUTOFF' SHALL BE i" 'y -_ 4•4WALLS CAST -IN -PLACE MASHED GROUND SR^ � 1'A DAYLIGHT / CONCRETE CUTOFF SMALLER ROCKS TO BE HAND \' 1 PLACED AND CRGITED N PLACE 4:T MAX 7 /'R /6 AT it �O ArCI SMALLER ROCKS TO HAND PLACED RIPRAP, / y • - WALLER ROOTS TO HAND RACED BE HAND PLACED AND SEE TABLE FOR SONG r CO' 4 a� J 10 A 4�0'`t • I •• ¢Ff^''c �, ' - �NI 'li- WAY (TIP) ef RIPRAP, MIND WOE GROUTED N PLACE • az HAND RACED AND AT SIDES O FES .. TRANSITION / Al: A/1 :: S S GROUTED IN PLACE 12' SLOPE I SWAP HONFABRIC f HAND PLACED RIPRAP. �a FLARED ENO SECTION SEE TABLE FOR S NO �`=•` 1j � D I FR OCUI. T. � •FLARED ENO COMPACTED SUBGRAOE �' SECTION (PREPARE PER THE PROJECT (OR APPYD EONAL) Ir_� W, ♦ �1 ;03,101 •. Y 4,�' =TECHNICAL REPORT) SD I UDE SLOPE RIPRAP EROSION P SEE PLAN FOR MA � SUBGR 51AgAO( A� PROTECTION CONDITION - SEE PLAN FOR SS DESIGNATION • T•` REINFORCED CONCRLIE DEPTH. S MN 3 MN PPE BEDDING DRAINAGE CHANNEL SHALL BE LINED WI EITHER CHANNEL :a IIMEI. RIPRAP GTADAllO1 TABLE MS SHEET Ca ---0 CUTOFF WALL CUTLET PIPE PEN CONTROL FWIED END RS CO tTt CUTOFF WALL TERKORLINO FEY CONTROL PONT ANGULAR ROCK EROSION PROTECTION (RE -USE CONTROL NIPHAP RI CONCRETE CUTOFF WALL EXISTING C/HANIEL WYU, RIPRAP EROSION PONT IIHII AN( �!. WA GRANULAR BNONG 9E[ R O SEES CONTROL W.• PONT SECTION / /S BARS /5 5 REINFORCING BARS PROTECTION OR RE -S:EOED NAM SEED THICKNESS REQUIREMENTS PONT AT 12' OC. EACH WAY (TIP) AT it O.C. EAOH WAY (TON) f STASIUZED AS REO'O W/ ECR - (THIS SHEET) SEE PUNS FOR CIWINEL LOCATIONS t ISOMETRIC VIEW SECTION A -A SECTION B -B SLRFAGNG/STAelu2ATON REOUREMENTS NOIPS CHANNEL DESIGN TABLE T. REINFORCED CONCRETE PIPE SHALL INSET COOT STANDARDS (RE• COOT STANDARD PLAN NO. M-603-2. RENFORCED CONCRETE PIPE. 1 SHEET) I CORRUGATED METAL PPE SHALL MEET COOT STANDARDS (RE: COOT STANDARD PLAN CHANNEL I (ft) MIN. D (ft) EIDE SLOPE A (H: V) SIDE SLOPE B (H: L/) 3. CONCRETE & CORRUGATED METAL FLARED 010 SECTIONS (F.E S.) SHALL MEET COOT STANDARDS (RE COOT STADARD RAN NO. M-603-10, CONCRETE & METAL END SECTION. 2 SHEETS)_ 012 5.0 2.5 4:1 4:1 CH3 4.0 I 2.5 4:1 I S -I FLARED END SECTION END TREATMENT ®ENO TREATMENT DETAIL CHANNEL DETAIL N.T.S.®DRAINAGE N ' S _I.,,� :11,.."1401001.011 ar IT art MANX D(OREU•eW a+x ar B+ am WOOL xac6AriRLo ax ^ �A H /-1 a• SPEER GAS PLANT DRAINAGE DETAILS 8�1 ,°M"' CALL.(t�75rSrI ing •' ail Me tp1 a� KY I IC .+�/.+• 1 T CK,eOM �0i N CL: O I a/mne s.•, 6 6 a ]1/12 auto HI KANO W CONIY, 03 I~eta I""M I SP-SP-2O5O B A A[ *'O' ISUUE0 FOO RIVEN .—_. TYP COOT E C INLET (SEE COOT STANDARD B PLAN Y-601-10) - I 1 COLUMN, S ROWS. 3/e' WLVANIZEO 1' TALL % 2J73' ODE PLATE HOLES SPACED AT 4' 0.C. STANDARD COOT TOP OF WO PLATE (T�) EL4-4179:d6 \_ r —I S" (trP1 TYPE C INLET OIGTE 4 1 (ROCV W.S.E.) 487650 NOTE: CONTRACTOR TO HELD VERIFY REMOVABLE 2M2.Y STEEL SQUARE 1119E MELDED TO ANGLE. NTH ONE SIDE SEE RCSIRK:70R PLATE DTI. +a7e17 a gg F TRASH RAC% DIMENSIONS PRIOR TO FABRICATION — CUT OPEN TO ALLOW TRASH RACK TO SLIDE(MIS SHEET) • . r. TOP VIEW ngoUpt (TIP) 4077.8] CT 0 1677.50 _1 O I~-- 1 I SEE WD PLATE OTT. 4877.17 (TANS SHEET) • ♦` RESTMOVABLE L7.a 97' aL DD-NO.PV!BI 00 STEEL /e sir Main ) 0156 nom) Af I TRASH RACK on . 10.'GrWQ BOLTS (1W) SUPPORT RODS: 0.75' SPACING PLATE DTL FRAYS 3/e' % r (SIN.) PLATE I ISEE I ^' • PLATE till •s/1' (THIS SHEEi) l N.T.S. i't 5- L119, I I LTNNLESS BOLTS (lYP) YEE .! At A• •2•.�j' L 1 ! f ^I' PLATE WELDED TO THE SIDE OF THE 9_' J/e' GALVANIZED PLATE .... TRASH RACK (TIP) B _ - • HORIZONTAL At VERTICAL 5/1• STNNLESS 2 0 • • OUTLET BOX PLAN CONTROL PONT (SEE VIEW PLANS) Bali (nP) RESTRICTOR PLATE OIL REMOVABLE TRASH RACK DTL 109- -M N T.S. R.T.Y a-waaagi 17" V 7' 35" 2 D' 6' COOT TYPE C INLET TOP CS BO%/CRATE/ T9?. / .A Y --�I �— -.!• x /COOT COOT STANDARD �." (WOCY TESL) p GI III II ' I / PUN M -604 -TO) 0 5O' CONCRETE s I I I I I STANDARD COOT TYPE C INLET CRATE OPENING BO1TOM of POND/ BOTTOM OF TRASH RACK/ BOTTOM OF W0 PLATS/ BOTTOM OF CONCRETE OPENINEL. _0._ de 1 • I I I I ) g I STRASH R(THIS SHEET) U DTL VIA EL -4677.0 SEE 110 PLATE On (THIS SHEET) BOTTOM OF RUMSte PLATE ;__; I 1 1 \ !' �-\ •\ I /♦ I I j i i I L tTi J_• �( SEE RESTRICTOI THIS SHEET) PLATE DTI CL -4875.75 _ _I_ _ _. -I I T \-12. OM. RCP NV OUT .1875.50 SECTION A -A 3 92' N. T.S 6' TOPSOIL V TOPSOIL - � 2 2 S' TYPE L BURIED WRAP 22.61' 111111 I I 11 OW ION 010 - 9' TYPE L BURIED RIPRAP MIN.ETMSpOt�E55 • Do - 9'. F1O� TOP OF POPO Ill nom FABRIC CONCRETE CUTOFF WALLS EL -4012.50 SEE (e• THICK) PLACED AT 1/3 30 MW. TMMES - 7 MIMES OMe �� SPILLWAY CREST 1q PLATE On D SHEET) i * 2/3 C THE PIPE LENGTH - -- y EL ...UMW g SEWS THE WiLET PIPE 6 W .i �10 BE BAOILf1LLED(mad).7:41:✓.i..r••• EMBED Is'Or INTO EMiHC1M SOIL ... DETENTION POND SEE RESTRK:TOR PUTS WITH NARK EARN I1•� 4 rte'=` w ,-SOK. NO BEDDINGTMP) yTUNB(O •. ..�.., ::��. •• µY •1 �1 SEE TRASH RACK on MATERIAL `_-- _ -� __ ' , Vic dc, ( MIS "en ( n I n' \IM. 6. ODE . Y DEEP - -'--- e' CRANUW BEDDING MIRM 140N a' ODE . J' DELP MIRE rAeRIG ------- �T . 54.04 LONG CDNC CUT -OT WALL a 32 ' u D' a. 32 COMPACTED SUBGRADE REINFORCED CONC. CUT -0,1 WALL y( BOTTOM OF Ci TOR PlA1j� .y a zn' 12' RCP---J -- AT u' o.CF1uCl�1 REINFORCE WI/ Q (PREPARE0' aRANLAAR sE0OIN0 CPO EC G4 REPORT) AATTW2 REINFORCE O.C.EACH WAY 7B �- dh PM OUT E1-4075. Ft-------yy --- ' (PREPARE PER PROJECT LINV. $" a = GEOTECHMCAL REPORT) NO.�5 sm. SECTION A —A SECTION B -B SECTION B -B EMERGENCY OVERFLOW NTS. ®DETENTION POND f BASINS D1-031 DETAILS N TS '' ^5• N MYM N141M KY F DAR WWcKM 01000 A ATOM 0111 Ma 9T OAR Mina p(ft0171Wq DAR SPEER GAS PLANT DRAINAGE DETAILS k 1 W o%D3) 000 CA B .e�I tun4 .i IDS, MO cc» KIM MISS* OK — . '• •'j I '''.. 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Ps) oESIa W EL -4888.64 FIELD VERIFY REMOVABLE ANGLE. WTI/ ONE 418E N,aoD WK / 1vPE I OR E II CEMENT PER GEOIEGHMCAL SEE w0 & WEIR PLATE DTI SEE TRASH RACK DTL S/0' STAINLESS (TMs SHEET) BOLTS (TW) !6' ILEA TRASH RACK DIMENSIONS PRIOR TO FABRICATION CUT OPEN TO ALLOw TRASH RACK TO SURE TOP VIEW THROUGH (TW) REPORT a COOT SPEOFICATIDNS. Z. OR c STEEL SHALL AVM 4-615 (THS SHEET) ��gg TOP WO & Y V48pi.6p GRADE 60. REFER TO FOR REINFDRON0 WEIR II P.-- , s' (TYP) 7 I 4 J. — .3 STRUCT ALL & EL -488164 r re - JOINTING REVS. moos POPO •I� �1 - BOTTOM jr POND/ C1-4667, a g REMOVABLE HUSH RAQC SCREEN: �� T l IZxW3/8 • • • BOTTOM OF TRASH RACAL(/ 4667.75 �. w _ v SINNUSS STEEL 993 WE (US FRIER) TVP /8' PURE ( )` BOTTOM OF MO & WEIR PLATE/ \\\ BOT10M aF CONCRETE OPENING 4887 4, SUPPORT ROOS. 6156 VIM AT 0.74' SPACING - EL -4667.00 1687.08 • FRAME: 3/E X 1' (MIN.) 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DEMAPMIO as (tia� ='.ii ��: `tv:- ��. -_. ... SPEER GAS PLANT DRAINAGE DETAILS 8 1 am, 1nRunf alit o Eaouoo a sm-.•a •, fail 1•D 1tl IAMO sL�sfpE au OG rw... law . . on iKIeW! �s•aAno O,/Ol le r �1 a AE De/I2 ISSUED TOR Pawl OLIO f•0 STT. CO is J'' LJ• JIE � _ '` a A Jac )1/07 69&D FOR RNLI FINAL DRAINAGE REPORT SPEER PLANT EXPANSION (Amendment to USR 14-0035) Located in the: SW 1/4 OF SECTION 31, TOWNSHIP 4 NORTH, RANGE 65 WEST OF THE 6" PRINCIPAL MERIDIAN, WELD COUNTY, CO Prepared: September 7, 2018 Prepared for: AKA Energy Group, LLC 13472 Weld County Rd. 4o, Platteville, CO 80651 970.737.2601 Prepared By: Crestone Consultants, LLC 14145 West Warren Cir. Lakewood, CO 80228 303.997.6113 Crestone Project No. 18013 CRESTONE CONSULTANTS, LLC civil engineering solutions CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I Joseph M. Erjavec, P.E. , Consultant Engineer for Aka Energy Group, LLC ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of Speer Plant Expansion Am to USR14-0035 ("Application") for the property described in the attached Exhibit "A." 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 below. This certification is not a guarantee or warranty either expressed or implied. (Engineer's Stamp) VARIANCE REQUEST 1) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointee: Planning Director Name Signature Date of approval 1/13/15 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 TABLE OF CONTENTS Page I - INTRODUCTION 1 II — GENERAL LOCATION & DESCRIPTION 1 Location 1 Description of Property 1 III — DRAINAGE BASINS AND SUB -BASINS 2 Major Basin Description 2 Historic Sub -Basin Description 3 Developed Basin Descriptions 3 IV — DRAINAGE DESIGN CRITERIA 4 Development Criteria Reference and Constraints 4 Hydrological Criteria S Hydraulic Criteria 6 V — DRAINAGE FACILITY DESIGN 8 General Concept 8 Specific Details 9 VII - CONCLUSIONS 12 VIII - REFERENCES 12 Crestone Project No. 18009 Page I i SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 LIST OF APPENDICES APPENDIX A - General Information Vicinity Map NRCS Soils Data FEMA Flood Insurance Rate Map APPENDIX B - Hydrologic Calculations (Historic & Developed Condition) Rational Method Calculations Hydrologic Calculation Reference Materials APPENDIX C— Hydraulic Calculations (Developed Condition) Channel Sizing Calculations Riprap Sizing Calculations Detention Pond Sizing Calculations Hydraulic Calculation Reference Materials APPENDIX D - Previous Studies & Correspondence Previous Study References Correspondence APPENDIX E- Maps Historic Drainage Exhibit Developed Drainage Exhibit Drainage Details Crestone Project No. 18009 Page I ii SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 I - INTRODUCTION This Final Drainage Report has been prepared for the Speer Plant Expansion and will outline the methodology for sizing of stormwater conveyances and attenuation facilities associated with the proposed Project Site. The owner of the facility, Aka Energy Group, LLC, is proposing to expand the existing Speer Plant — compressor station, which was permitted under USR14-0035. The owner intends to expand the existing compressor station with the addition of various skid mounted equipment, buildings and graveled access points/surfacing to the existing plant. The proposed expansion will also include converting the existing Water Quality Pond (which was sized under Weld County's previous 10% Impervious Rule) to a complete Detention Pond which meets current Weld County Code (Section 23-12-90 — Storage) for stormwater attenuation & water quality enhancement for the overall Project Site. II - GENERAL LOCATION & DESCRIPTION Location A) The USR Parcel is located in the Southwest Quarter of Section 31, Township 4 North, Range 65 West of the 6;h Principal Meridian, which is approximately 3.5 miles southeast of Gilcrest, Colorado. The Project Site is located in the west half (+/-) of the USR Parcel. See Appendix A for a Vicinity Map. B) For the purposes of this report, "Project Site" refers to the developed Speer Plant — compressor station area. The Project Site's southern boundary is located approximately 1,000 ft north of WCR 38 (gravel road with 60 ft ROW) and approximately 1 mile west of WCR 39 (paved road). C) No major drainageways exist within the USR Parcel. The site is located within Zone X — Area of Minimal Flooding Hazard per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (Map #08123C1750E, Effective January 20, 2016). Description of Property A) The area associated with the USR Parcel is approximately 80.0 acres. The majority of the existing parcel consists of pasture land and includes existing oil/gas wells with associated equipment and roads. The USR Parcel also includes the existing Speer Plant — compressor station along the western side of the USR Parcel, which was permitted under USR14-0035, and is approximately 8 acres in size (area within existing plant fence is approximately 10 acres). Crestone Project No. 18009 Page 1 1 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 B) As per the National Resources Conservation Service (NRCS), the predominant soils within the Project Site vicinity are described as follows: 69 — Valent sand, 0 to 3 percent slopes Parent material: Noncalcareous eolian sands, slope ranging from 0 to 3%, have high to very high water capacity, are excessively drained, have a depth to water table greater than 80 inches, have a low susceptibility to erosion from water, and have a high susceptibility to wind erosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group A (high infiltration rate; low runoff potential). 70 — Valent sand, 3 to 9 percent slopes Parent material: Noncalcareous eolian sands, slope ranging from 3 to 9%, have a high to very high water capacity, are excessively drained, have a depth to water table greater than 80 inches, have a low susceptibility to erosion from water, and have a high susceptibility to wind erosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group A (high infiltration rate; low runoff potential). 72 — Vona loamy sand, 0 to 3 percent slopes Parent material: Alluvium and/or eolian deposits, slope ranging from 0 to 3%, have a high water capacity, are well drained, have a depth to water table greater than 80 inches, have a low to moderate susceptibility to erosion from water, and have a high susceptibility to wind erosion. The NRCS Hydrologic Soil Group for this type of soil has been classified as Group A (high infiltration rate; low runoff potential). Please refer to Appendix A for NRCS soils data. C) The Project Site does not include a major drainageway and is not located within a regulated floodplain. D) The project involves construction of a compressor station expansion which includes installing various skid mounted equipment, buildings and graveled access points/surfacing. The proposed expansion will also include converting the existing Water Quality Pond (which was sized under Weld County's previous 10% Impervious Rule) to a complete Detention Pond which meets current Weld County Code (Section 23-12-90 — Storage) for stormwater attenuation & water quality enhancement for the overall Project Site. E) The Project Site does not include irrigation facilities. III - DRAINAGE BASINS AND SUB -BASINS Major Basin Description The Project Site is within the South Platte River watershed (via Platte Valley Ditch) and does not contain a major drainageway. The site is located within Zone X — Area of Minimal Flooding Hazard per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (Map #08123C1750E, Effective January 20, 2016). Crestone Project No. 18009 Page 12 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 Historic Sub -Basin Description A) The Project Site has been delineated into one historic basin which is described as follows: Basin H1 13.66 ac/2.0% Imp) Basin H1 encompasses the Project Site which includes the existing Speer Plant and disturbance areas proposed with the Speer Plant expansion (which are generally located east of and adjacent to the existing Speer Plant). The basin outfall is located on the northern end of the basin at Design Point 1 and generally matches the outfall location that existed prior to the development of the Speer Plant. With the initial development of the Speer Plant the surface runoff through the basin was altered from historic patterns, but ultimately the surface runoff is conveyed to the same general outfall location that existed for the basin prior to the initial development of the Speer Plant. The surface runoff for the existing Speer Plant portion of the Project Site is conveyed by overland flow (via a pad which was graded for the facility) which runs generally from southwest to northeast at slopes ranging from 0.7% to 1.3%. Additionally, two existing drainage channels, identified as "Channel 1" and "Channel 2" per the original drainage narrative for the Speer Plant (Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014, Reference 4) are located on the west and east sides, respectively, of the Speer Plant pad and convey all runoff to the north. The surface runoff for the remaining portion of the basin which is located east of the existing Speer Plant is routed north/northwesterly via existing drainages which were not altered with the initial development of the Speer Plant. A localized depression approximately 5 -feet deep is located north/northwest of Basin H1, but within the USR Parcel. The surface runoff generated within Basin H1 is collected by north/northwest trending drainageways and conveyed to the aforementioned localized depression. From the localized depression, the surface runoff is conveyed via overland flow to the adjacent parcel located west of the USR Parcel. Please refer to Appendix E for a copy of the Historic Drainage Exhibit. Developed Basin Descriptions In the developed condition, the Project Site has been delineated into 3 basins (Basins D1 -D3). The developed basins are described as follows: Basin D1 3.42 ac/47.3% Imp) Basin D1 is comprised of the west third (approximate) of the Speer Plant. This basin matches the "Channel 1" basin as identified on the on the Flatirons, Inc. Drainage Narrative (Reference 4). This basin and its associated channel and culvert conveyances are not planned to be altered with the proposed plant expansion and will outfall into the proposed Detention Pond at Design Point 1. Please refer to the Flatirons, Inc. Drainage Narrative for additional information related to this basin and the associated hydraulic calculations. Crestone Project No. 18009 Page 13 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 Please Note, the existing Water Quality Pond which was provided with the Speer Plant, which Basin D1 is tributary to will be removed and replaced with the Detention Pond being proposed with this Speer Plant Expansion. Basin D2 (8.64 ac/39.4% Imp, Basin D2 is comprised of the east two-thirds (approximate) of the Speer Plant as well as the plant expansion area. Runoff generated within this basin sheet flows northeasterly into a proposed drainage channel (CH2) along the east side of the plant which directs runoff into the proposed Detention Pond at Design Point 2. Basin D3 '1.61 ac/80.3% Imp Basin D3 is located north of Basin D2 and is comprised of the proposed Detention Pond and the northeastern portion of the Speer Plant Expansion area. Runoff generated by this basin is directed via overland flow to Design Point 3, the Detention Pond Outlet Structure. Please refer to Appendix E for a copy of the Developed Drainage Exhibit. IV - DRAINAGE DESIGN CRITERIA The regulations, guidelines, and drainage design criteria used in the preparation of this report are those contained within the Weld County, CO Charter and County Code, Article Xll — Storm Drainage Criteria and the Urban Drainage and Flood Control District (UDFCD), Urban Storm Drainage Criteria Manual — Volumes 1, 2, and 3. Development Criteria Reference and Constraints A) Existing Drainage Studies — The Project Site is included in one existing drainage narrative, entitled, Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014 (Reference 4). The aforementioned Flatirons, Inc. Drainage Narrative included the rationale and design of the existing Water Quality Pond based on the County's previous "10% Impervious Rule". This previous report has been reviewed and utilized for the design of the compressor station expansion proposed with this report. For reference, a copy of the Flatirons, Inc. Drainage Narrative has been included in Appendix D. B) The siting of the proposed expansion area within the USR parcel was influenced by the location of the existing Speer Plant — compressor station. Crestone Project No. 18009 Page 14 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 Hydrological Criteria A) The 1 hour rainfall depths listed below were obtained from the National Oceanic and Atmospheric Administration (NOAA) Precipitation Frequency Data Server for Platteville, Colorado, and were utilized in determining the historic and developed hydrologic calculations, as well as in calculating the required pond volume (Modified FAA Method) for the proposed Detention Pond. 2YR 5YR 10YR 100YR 0.85 1.12 1.39 2.71 The design storms analyzed in this report are as follows: Minor Storm — 10 year, 1 hour storm occurrence (utilized for determining the historic release from the Project Site which was used in the Modified FAA Method Detention Pond sizing calculation) Please Note — The USR Parcel and Project Site are located in a NON -URBANIZING AREA. Major Storm — 100 year, 1 hour storm occurrence (open channel, culvert & riprap sizing calculations) B) The Rational Method was used to determine the historic & developed flow rates for the 2, 5, 10 & 100 year storms. The Rational Method formula is described as follows: Rational Formula Q = CIA Q = maximum rate of runoff (cubic feet per second = cfs) C = runoff coefficient I = average intensity of rainfall (inches/hour) for a duration equal to the time of concentration, Tc Where the average intensity ("I") is calculated as follows: I = (28.5*Pi)/(10+Tc)078& (Reference 2) I = rainfall Intensity, inches per hour P1 = 1 hour point rainfall depth, inches Tc = time of concentration, minutes A = area (acres) Crestone Project No. 18009 Page 15 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 C) The following table summarizes the historic and developed Rational Method flowrates for the Project Site: Basin Area (ac) (cfs) O5 Q10 (cfs) Q100 (cfs) Historic H1 13.66 0.1 0.22 7.6 Basin Area (ac) (cfs) Q5 O10 (cfs) Q100 (cfs) Developed D1 3.42 2.5 3.3 8.9 D2 8.64 4.6 6.0 17.7 D3 1.61 3.9 4.9 10.7 Sum D1 -D3 13.66 9.0 11.7 31.6 D) UDFCD equations were utilized to determine required Water Quality Capture Volume (WQCV) for the Project Site. Refer to Appendix B for Hydrologic Calculations and Reference Materials. Hydraulic Criteria A) Autodesk Hydraflow Express Extensions was used to determine channel sizes necessary to convey the applicable developed design flow. Hydraflow employs the Manning's Equation in open channel calculations, which, for the purposes of design, the flow is assumed to be steady and uniform (allowing the use of Manning's Equations). The Manning's Equation can be stated as follows: Manning's Equation 1 49 Q = AR2/3 5f1/2 n = Manning's roughness coefficient A = flow area (ft2) R = hydraulic radius Sf = friction slope (i.e. slope of the pipe, ft/ft) The design parameters for the channels are as follows: Maximum Velocity = 5.0 feet per second (grass lined) Maximum Velocity = 16.0 feet per second (riprap lined) Manning's roughness coefficient (n) = 0.045 Crestone Project No. 18009 Page 16 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 B) The proposed Detention Pond has been sized based on the entire area that is tributary to the pond, which includes the majority of the Project Site. The Modified FAA Method was utilized to size the pond, which has been sized for the 100 year, 1 hour storm with a 10 year, 1 hour storm (NON -URBANIZING AREA) historic release rate. WQCV will be provided as part of the required 100 year detention volume. The following table summarizes the Detention Pond sizing: Basin Area Req'd WQCV Volume Req'd 100 Year Detention Volume via Modified FAA Method (ac) (ac -ft) (ac -ft) D1 -D3 13.66 0.27 3.00 1. The runoff volume stored in the proposed Detention Pond will be released at or below historic discharge rates (which are defined as the 10 year, 1 hour storm, since the Project Site is located within a NON -URBANIZING AREA). The Detention Pond outlet structure will control the release from the pond. The outlet structure consists of a modified CDOT Type C inlet which includes a 2 -stage release and a trash rack. The initial release includes a WQ Plate which has been sized to release the WQCV over a 40 hour duration. The WQ Plate includes 1 column of 9 rows of 1.0" tall x 1.375" wide openings. The second release includes a Restrictor Plate which covers the outlet structure's 12" RCP outfall pipe. This release reduces the 100 year release from the pond to the historic (10 year, 1 hour) release rate. The pond will be drained within 72 hours of the end of the storm event for storms less than or equal to the 5 year storm, and within 120 hours of the end of the storm event for storm events greater than a 5 year storm. 2. A 12" RCP outfall pipe will convey the pond release from the outlet structure to existing ground north of the Detention Pond. 3. An emergency overflow has been designed as part of the Detention Pond. The emergency overflow has been sized to convey the 100 year developed in -flow rate into the pond (31.6 cfs) at a total depth of 0.5 ft. The emergency overflow crest length is 28 ft and includes a concrete cutoff wall and buried riprap on the downstream side of the spillway. 4. The Detention Pond includes 1.00 ft of freeboard above the emergency overflow crest. 5. The Detention Pond will be located within the fenced area to prevent animals and humans from accessing the pond area. Crestone Project No. 18009 Page 17 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 A summary of the Detention Pond includes: Pond Invert: 4873.50 Top of Pond (Berm): 4882.50 WQCV: 0.27 ac -ft WQCV W.S. Elev: 4876.70 Required 100 Year Pond Volume: 3.00 ac -ft Provided 100 Year Pond Volume at 100 Year WS Elev: 3.26 ac -ft 100 Yr W.S. Elev./Emergency Overflow Crest Elev: 4881.50 Provided Freeboard: 1.0 ft C) Permanent erosion control features consist of the proposed Detention Pond, channel stabilization (existing channels and proposed) via angular rock and riprap erosion protection, as well as angular and rock and riprap erosion protection where concentrated flows will enter and exit the proposed Detention Pond. Refer to Appendix C for all Hydraulic Calculations (which include channel sizing, culvert sizing, riprap sizing and Detention Pond sizing) and Reference Materials. V - DRAINAGE FACILITY DESIGN General Concept A) The storm drainage conveyance and storage elements have been designed to safely collect and convey developed condition runoff generated by a 100 year storm event within the Project Site. The runoff from the Project Site will be attenuated in a proposed Detention Pond and release from the pond will be controlled via a 2 -stage outlet structure. The outlet structure has been designed to release the WQCV over a 40 hour period and the 100 year storm event will be released at the historic (10 year, 1 hour) release rate and through infiltration. B) Regarding offsite releases, since the Project Site will be routed through the Detention Pond and released at historic rates, offsite releases will be less than or equal to historic 10 year, 1 hour storm release rate. The water released from the Detention Pond will be conveyed overland north to match historic flow patterns of the USR Parcel. C) Multiple tables, figures and drawings have been included within the appendices of this report and include the following: APPENDIX A- General Information Vicinity Map NRCS Soils Data FEMA Flood Insurance Rate Map APPENDIX B - Hydrologic Calculations (Historic & Developed Condition) Rational Method Calculations Hydrologic Calculation Reference Materials Crestone Project No. 18009 Page 18 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 APPENDIX C - Hydraulic Calculations (Developed Condition) Channel Sizing Calculations Riprap Sizing Calculations Detention Pond Sizing Calculations Hydraulic Calculation Reference Materials APPENDIX D - Previous Studies & Correspondence Previous Study References Correspondence APPENDIX E - Maps Historic Drainage Exhibit Developed Drainage Exhibit Drainage Details D) In addition to the Detention Pond and its associated features, hydraulic structures associated with the proposed Speer Plant Expansion are limited to a drainage channel and culverts. The proposed channel (CH2), located within Basin D2 has a bottom width of 5 feet, 4:1 side slopes and a minimum depth of 2.5 ft. Swales will be comprised of a 'V' section with 3:1 maximum side slopes and a minimum depth of 0.5 feet. Swales will be provided to direct runoff away from buildings and plant equipment. The Project Site also includes a proposed culvert (STM1) within Basin D2. This culvert, located within Channel 2 (CH2), conveys the 100 year flow within CH2 beneath a proposed equipment access road. The culvert outfalls into CH2 which directs the flow to the proposed Detention Pond. This culvert has been sized as a 24" diameter reinforced concrete pipe. Specific Details A) The proposed Detention Pond includes a maintenance access on the southwestern side of the pond which provides access to the bottom of the pond. Additionally, the pond's outlet pipe includes a 2 -stage outlet structure on the upstream end (within the pond) and a cut-off wall and riprap erosion protection on the discharge end. The pond's emergency overflow will include a cut-off wall as well as buried riprap to help protect the berm embankment in the event of a pond overflow. B) Maintenance Plan All stormwater facilities designed herein are privately owned & maintained. The property owner will be responsible for regular maintenance and repairs of the drainage facilities which include drainage channels, culverts and the Detention Pond and its associated features. Drainage channels, culverts and pond shall be inspected routinely on at least a quarterly basis and after significant storm events. Crestone Project No. 18009 Page 19 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 Routine maintenance activities for the channels, culverts and pond (including pond outlet structure, emergency overflow and maintenance access) include mowing/weed control, trash & debris removal, erosion mitigation through replanting/watering, overgrown vegetation removal and structural repair. The following table provides routine maintenance guidelines: Summary of Routine Maintenance Activities Maintenance Activity Minimum Frequency Look for: Maintenance Action Trash/Debris Removal Monthly Trash & debris in channel and pond Remove and dispose of trash and debris Mowing Twice annually for native species Excessive grass height/aesthetics Mow native grass to a height of 6" Inflow Point/Trash Rack/ Outlet Works Cleaning As needed; after significant storm events; w/ other maintenance Clogged inflow points, channel culverts, pond release; ponding water Remove and dispose of debris/trash/sediment to allow proper function Weed Control As needed, based upon inspections Noxious weeds; Unwanted vegetation Treat w/ herbicide or hand pull; Consult the local weed inspector Vegetation Removal/ I Tree Thinning As needed, based upon inspections Trees and plant vegetation around channel features/ bottom, inflow points, pond release, emergency overflow Remove vegetation with tree trimming tools; Consult with arborist concerning evasive species; restore grade and surface Rodent Damage As needed, based upon inspections Holes, small piles of dirt, raised burrows Evaluate damage; consult animal control specialist or DOW for guidance Mosquito Treatment As needed Standing water/mosquito habitat Treat w/ EPA approved chemicals Based on the routine inspections, provide periodic minor and major maintenance activities for the channels, culverts and pond (including pond outlet structure, emergency overflow and maintenance access) include sediment removal from the channels, riprap pads, pond bottom, pond outlet structure; erosion repair; overgrown vegetation removal; structural repair/ replacement. Crestone Project No. 18009 Page 1 10 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 The following table provides minor maintenance guidelines: Summary of Minor Maintenance Activities Maintenance Activity Minimum Frequency Look for: Maintenance Action Sediment Removal As needed, based upon inspections Sediment build-up Remove and dispose of sediment Erosion Repair As needed, based upon inspections Rills/gullies forming in channel bottom, on side slopes, pond Repair eroded areas Re -vegetate; address source of erosion Vegetation Removal/Tree Thinning As needed, based upon inspections Large trees/wood vegetation around channel features and channel bottom Remove vegetation with tree trimming tools; Consult with arborist concerning evasive species; restore grade and surface Drain Cleaning/ Jet Vac As needed, based upon inspections Sediment build-up at inflow points, channel culverts, energy dissipaters Clean culverts, drains, energy dissipaters, and stilling basins; Jet Vac if needed Re -vegetation As needed, based upon inspections Bare areas Repair by localized seeding or sodding The following table provides major maintenance guidelines: Summary of Major Maintenance Activities Maintenance Activity Minimum Frequency Look for: Maintenance Action Major Sediment Removal As needed, based upon inspections Large quantities of sediment; reduced conveyance capacity Remove and lawfully dispose of sediment. Repair vegetation as needed Major Erosion Repair As needed, based upon inspections Severe erosion including gullies, excessive soil, displacement, settlement, holes Repair erosion, re -vegetate and stabilize — find cause of problem and address to avoid future erosion Structural Repair As needed, based upon inspections Deterioration and/or damage to structural components — broken concrete, damaged pipes Structural repair to restore the structure to its original design Crestone Project No. 18009 Page 111 SPEER PLANT EXPANSION: Final Drainage Report September 7, 2018 VII - CONCLUSIONS A) Compliance with Weld County Code This Final Drainage Report has been prepared in accordance with Weld County Code. The Detention Pond proposed with this report has been sized in accordance Weld County detention requirements. Additionally, as coordinated with Weld County, the proposed Detention Pond has been sized to include the existing developed Speer Plant site as well as the proposed Speer Plant Expansion area. Refer to Appendix D for copies of the aforementioned correspondence with the County. B) Drainage Concept 1. Developed runoff generated from the Project Site is collected and conveyed northerly via sheet flow and existing and proposed channels into the proposed Detention Pond. All developed areas of the Project Site will be routed through the Detention Pond and released via the 2 -stage outlet structure at attenuated release rates (40 hour duration for WQCV release and historic 10 year, 1 hour release for 100 year event). Since releases from the Project Site will be less than or equal to historic 10 year, 1 hour release rate, downstream improvements should not be adversely impacted by the proposed Speer Plan Expansion. 2. The Project Site is not included within a Master Drainage Plan and therefore, not impacted by previous plan requirements/recommendations. 3. The Project Site is not encumbered by irrigation facilities. 4. Please refer to Appendices A through E for specific technical criteria and references. VIII - REFERENCES 1. Weld County, CO Charter and County Code, Article Xll - Storm Drainage Criteria. 2. Weld County Engineering & Construction Guidelines, Updated July 2017. 3. Denver Urban Drainage and Flood Control District (UDFCD), Drainage Criteria Manual, Volume 1, revised March 2017, Volume 2, revised September 2017, Volume 3, revised April 2018. 4. Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014. 5. Natural Resources Conservation Service (NRCS), Web Soil Survey Weld County Colorado, Southern Part, Version 16, October 10, 2017. 6. Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map #08123C1750E, Effective January 20, 2016. Crestone Project No. 18009 Page 112 VICINITY MAP WCR 40 1/2 at U 3 N CC U 3 oc U 3 WCR 25 112 1.2 WCR-34 p WCR 38 1T'& WCR 38 M IX WCR-40—(§)- WCR 38 WCR 30 M cx 3 WCR 28 In CC 3 3 WCR 36 ti cx 3 PROJECT SITE WCR 34 r LL WCR 44 0' 4- cx U WCR3:1 WGR 32 _ WCR 42 WCR 40 NOT TO SCALE La WCR 2a--1 IMAGE COURTESY OF WELD COUNTY, CO GIS, 2018 CRES"T0NB CONSULTANTS, u.C enginuring solutions 14143 West Warren Cycle 303-9974113 - wwwcrutonallccorn Lakewood, CO 80228 PROJECT: SPEER PLANT EXPANSION CAUTION. THE ENGINEER PREPARING THESE PLANS AND CRESTONE CONSULTANTS, LLC. WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE t'LANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS TITLE: VICINITY MAP DATE: 09/2018 DRAWN BY: JME VIC 400 16' 1Cr N L. 524100 52420) Soil Map —Weld County, Colorado, Southern Part (Speer Plant) 524300 524400 524500 S24600 524700 104° 42' 31' W Soil Map may not be valid at this scale. 8 104° 4T 2 W 524'1 524200 524300 Map Scale: 1:4,750 if printed on A portrait (8.5"x 11") sheet. N 0 50 100 A 2O3 Metes 300 524500 Feet 0 200 4W 800 1200 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: URA Zone 13N WGS84 I I 524700 3 ° 40° 16 10' N 40° 15'39'N USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 3 Soil Map —Weld County, Colorado, Southern Part (Speer Plant) MAP LEGEND Area of Interest (AOl) Area of Interest (AOI) Soils Soil Map Unit Polygons . f Soil Map Unit Lines Soil Map Unit Points Special Point Features o Blowout TS -7'j Borrow Pit fl r4 V 0 0 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 0 Spoil Area Stony Spot Very Stony Spot Wet Spot Other .• Special Line Features Water Features Streams and Canals Transportation Rails ti Interstate Highways US Routes Major Roads Local Roads Background 1116 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 16. Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 -Sep 22, 2016 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. USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 2 of 3 Soil Map —Weld County, Colorado, Southern Part Speer Plant Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 44 Olney loamy sand, 1 to 3 percent slopes 3,1 3.9% 69 Valent sand, 0 to 3 percent slopes 7.5 9 3% 70 Valent sand, 3 to 9 percent slopes 54.2 67.1% 72 Vona loamy sand, 0 to 3 percent slopes 14.9 18.5% 73 Vona loamy sand, 3 to 5 percent slopes 1.0 1.2% Totals for Area of Interest 80.7 100.0% USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 3 of 3 Map Unit Description: Olney loamy sand, 1 to 3 percent slopes ---Weld County, Colorado, Speer Plant Southern Part Weld County, Colorado, Southern Part 44 —Olney loamy sand, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 362r Elevation: 4.600 to 5,200 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 175 days Farmland classification: Farmland of statewide importance Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations. descriptions, and transects of the mapunit. Description of Olney Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed deposit outwash Typical profile H1 - 0 to 10 inches: loamy sand H2 - 10 to 20 inches: sandy clay loam H3 - 20 to 25 inches. sandy clay loam H4 - 25 to 60 inches: fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) tSIM a Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description: Olney loamy sand, 1 to 3 percent slopes —Weld County, Colorado, Speer Plant Southern Part Hydric soil rating: No Minor Components Vona Percent of map unit: 8 percent Hydric soil rating: No Zigweid Percent of map unit: 7 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 2 Map Unit Description: Valent sand. 0 to 3 percent slopes ---Weld County, Colorado. Southern Speer Plant Part 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 Landform position (two-dimensional): Footslope. toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Parent material: Noncalcareous eolian sands Typical profile A - 0 to 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 (Ksat): High to very high (6.00 to 39.96 in/hr) 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 (0.1 to 1.9 mmhos/cm) 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 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description: Valent sand, 0 to 3 percent slopes Weld County, Colorado, Southern Speer Plant Part Ecological site: Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Hydric soil rating: No Minor Components 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 (R067BY015CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydric soil rating: No Julesburg 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: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydric soil rating: No Vona 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: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2of2 Map Unit Description: Valent sand, 3 to 9 percent slopes ---Weld County, Colorado. Southern Speer Plant Part Weld County, Colorado, Southern Part 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. Description of Valent Setting Landform. Hills. dunes Landform position (two-dimensional): Backslope. shoulder. footslope. summit Landform position (three-dimensional): Side slope. head slope, nose slope, crest Down -slope shape: Linear, convex Across -slope shape: Linear. convex Parent material: Noncalcareous eolian sands Typical profile A - 0 to 5 inches: sand AC - 5 to 12 inches: sand Cl - 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 in/hr) 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 mmhos/cm) Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): 4e SDA a Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description: Valent sand, 3 to 9 percent slopes —Weld County, Colorado, Southern Speer Plant Part Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY015CO), Rolling Sands (R072XY109KS) 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 (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Hydric soil rating: No Vona Percent of map unit: 5 percent Landform. Hills Landform position (two-dimensional): Footslope, backsiope, shoulder 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) (R072XA022KS) Hydric soil rating: No Haxtun Percent of map unit: 5 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: Sandy Plains (R067BY024CO), Sandy Plains (R072XY111 KS) Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 2 of 2 Map Unit Description_ Vona loamy sand, 0 to 3 percent slopes ---Weld County. Colorado. Speer Plant Southern Part Weld County, Colorado, Southern Part 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 transects 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 H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 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 Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate. maximum in profile: 15 percent Salinity maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) 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 (R067BY024CO) Hydric soil rating: No si ).‘ Natural Resources Web Soil Survey all Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description: Vona loamy sand, 0 to 3 percent slopes —Weld County, Colorado, Speer Plant Southern Part Minor Components Remmit Percent of map unit: 10 percent Hydric soil rating: No Valent Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 2 Map Unit Description: Vona loamy sand, 3 to 5 percent slopes --Weld County. Colorado, Speer Plant Southern Part Weld County, Colorado, Southern Part 73 Vona loamy sand, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 363s 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: Not prime farmland Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects 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 H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) 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 (R067BY024CO) Hydric soil rating: No USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 1 of 2 Map Unit Description: Vona loamy sand, 3 to 5 percent slopes --Weld County, Colorado, Speer Plant Southern Part Minor Components Remmit Percent of map unit: 8 percent Hydric soil rating: No Valent Percent of map unit: 7 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 LsDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 2 Physical Soil Properties ---Weld County, Colorado. Southern Part Speer Plant Physical Soil Properties This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving. or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand. silt. and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table. the estimated sand content of each soil layer is given as a percentage, by weight. of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table. the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of sand. silt. and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities. and for soil classification. The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink -swell potential. saturated hydraulic conductivity (Ksat). plasticity. the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10 -bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility. shrink -swell potential. available water capacity, total pore space. and other soil properties. The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture. a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. LSDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 6 Physical Soil Properties ---Weld County, Colorado. Southern Part Speer Plant Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter. soil texture, bulk density. and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10 -bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink -swell potential of soils. The shrink -swell potential is low if the soil has a linear extensibility of less than 3 percent: moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage. by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. Erosion factors are shown in the table as the K factor (Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt_ sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value. the more susceptible the soil is to sheet and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine -earth fraction, or the material less than 2 millimeters in size. sp.\ Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 6 Physical Soil Properties ---Weld County, Colorado, Southern Part Speer Plant Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer. the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Reference United States Department of Agriculture. Natural Resources Conservation Service. National soil survey handbook. title 430 -VI. (http://soils.usda.gov) t si nA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 3 of 6 Physical Soil Properties ---Weld County, Colorado, Southern Part Speer Plant Report Physical Soil Properties Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Physical Soil Properties —Weld County, Colorado, Southern Part Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility Wind erodibility index Kw Kf T group In Pct Pct Pct g/cc micro m/sec In/In Pct Pot 44 Olney loamy sand, 1 to 3 percent slopes Olney 0-10 -84- - 9- 5- 8-10 1.45-1.50 42.00-92.00-14 0.06-0.08-0. 0.0-1.5- 2.9 0.5- 0.8- .15 .15 5 2 134 -1.55 1.00 10 1.0 10-20 -56- -18- 18-27- 35 1.25-1.33 4.23-9.00-14.11 0.13-0.15-0. 0.0-1.5- 2.9 0.5- 0.8- .20 .20 -1.40 17 1.0 20-25 -60- -18- 15-23- 30 1.25-1.33 4.23-9.00-14.11 0.11-0.13-0. 0.0-1.5- 2.9 0.0- 0.3- .24 .24 -1.40 15 0.5 25-60 -64- -27- 5-10-15 1.40-1.50 14.11-28.00-42. 0.06-0.10-0. 0.0-1.5- 2.9 0.0- 0.3- .37 .37 -1.60 33 13 0.5 69—Valent sand. 0 to 3 percent slopes Valent 0-5 88-96- 96 1- 2- 6 2- 3- 6 1.60-1.63 141.14-211.50- 0.04-0.04-0. 0.1- 0.2- 0.5 0.5- 0.9- .02 .02 5 1 220 -1.66 282.00 05 2.0 5-12 82-97- 98 1- 2-12 1- 2- 8 1.60-1.64 42.34-211.50-2 0.04-0.04-0. 0.0- 0.1- 0.7 0.1- 0.5- .02 .02 -1.69 82.00 11 1.0 12-30 82-97- 98 1- 2-12 1- 2- 8 1.58-1.62 42.34-211.50-2 0.04-0.04-0. 0.0- 0.1- 0.6 0.1- 0.2- .02 .02 -1.67 82.00 11 0.5 30-80 82-97- 98 1- 2-12 1- 2- 8 1.60-1.64 42.34-211.50-2 0.04-0.04-0. 0.0- 0.1- 0.6 0.0- 0.1- .02 .02 -1.67 82.00 11 0.5 USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 4 of 6 Physical Soil Properties ---Weld County, Colorado, Southern Part Speer Plant Physical Soil Properties —Weld County, Colorado, Southern Part Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility index Kw Kf T In Pct Pct Pet g/cc_I micro m/sec In/in Pct Pct 70—Valent sand, 3 to 9 percent slopes Valent 0-5 88-96- 96 1- 2- 6 2- 3- 6 1.60-1.63 141.14-211.50- 0.04-0.04-0. 0.1- 0.2- 0.5 0.5- 0.9- .02 .02 5 1 220 -1.66 282.00 05 1.0 5-12 80-97- 98 1- 2- 12 1- 2- 8 1.58-1.62 42.34-211.50-2 0.04-0.04-0. 0.0- 0.1- 0.7 0.1- 0.5- .02 .02 -1.65 82.00 11 1.0 12-30 80-97- 98 1- 2- 12 1- 2- 8 1.60-1.63 42.34-211.50-2 0.04-0.04-0. 0.0- 0.1- 0.6 0.1- 0.2- .02 .02 -1.66 82.00 11 0.5 30-80 80-97- 98 1- 2- 12 1- 2- 8 1.59-1.63 42.34-211.50-2 0.04-0.04-0. ' 0.0- 0.1- 0.6 0.0- 0.1- .02 .02 -1.67 82.00 11 0.5 72 —Vona loamy sand, 0 to 3 percent slopes Vona 0-6 -85- - 9- 3- 6- 8 1.45-1.53 42.00-92.00-14 0.06-0.07-0. 0.0- 1.5- 2.9 0.5- 0.8- .15 .15 5 2 134 -1.60 1.00 08 1.0 6-28 -67- -20- 8-13-18 1.40-1.45 14.11-28.00-42. 0.12-0.13-0. 0.0- 1.5- 2.9 0.5- 0.8- .28 .28 -1.50 33 14 1.0 28-60 -67- -24- 3- 9- 15 1.45-1.50 14.00-78.00-14 0.06-0.10-0. 0.0- 1.5- 2.9 0.0- 0.3- .28 .28 -1.55 1.00 13 0.5 73 —Vona loamy sand, 3 to 5 percent slopes Vona 0-6 -85- - 9- 3- 6- 8 1.45-1.53 42.00-92.00-14 0.06-0.07-0. 0.0- 1.5- 2.9 0.5- 0.8- .15 .15 5 2 134 -1.60 1.00 08 1.0 6-28 -67- -20- 8-13-18 1.40-1.45 14.11-28.00-42. 0.12-0.13-0. 0.0-1.5- 2.9 0.5- 0.8- .28 .28 -1.50 33 14 1.0 28-60 -67- -24- 3- 9-15 1.45-1.50 14.00-78.00-14 0.06-0.10-0. 0.0- 1.5- 2.9 0.0- 0.3- .28 .28 -1.55 1.00 13 0.5 t \ Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 5of6 Physical Soil Properties ---Weld County, Colorado, Southern Part Speer Plant Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 6 of 6 40° 16 10' N 40° 151 39" N F 3 ° 524100 5244,1 524:100 104° 43' 2" W 524100 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Speer Plant) 524200 7/0 s; 524300 Soil Map may not he valid at this scale. f 524400 VV 524500 524&00 5247W Map Sc*: 1:4,750 if printed on A portrait (8.5" x 11") sheet. N 0 50 100 200 • I I I I 524400 524500 524&00 524700 Meters 300 Feet A 0 200 400 a301200 Map projecflon: Web Mewltu Caner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 104° 42'31' W 4 104° 42' 31" W i i 40° 16' 10' N 40° 15'39'N USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/26/2018 Page 1 of 4 Hydrologic Sod Group —Weld County, Colorado, Southern Part (Speer Plant) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons U A U Ii Li ND B BID C C/D D Not rated or not available Soil Rating Lines ,...� A • A/D .y 40,010 B B/D • • C C/D D • I Not rated or not available Soil Rating Points a ■ • A ND B B/D C The soil surveys that comprise your AOI were mapped at 1:24,000. C/D D ❑ Not rated or not available Water Features Streams and Canals Transportation •-$ $ Rails ti Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography 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 16. Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 -Sep 22, 2016 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. t sr Natural Resources Web Soil Survey — Conservation Service National Cooperative Soil Survey 7/26/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Speer Plant Hydrologic Soil Group Map unit symbol Map unit name Rating 1 I Acres in AOI Percent of AOI 44 Olney loamy sand, 1 to 3 percent slopes B 3.1 3.9% 69 Valent sand, 0 to 3 percent slopes A 7.5 9.3% 70 Valent sand, 3 to 9 percent slopes A 54.2 67.1 72 Vona loamy sand, 0 to 3 ' percent slopes A 14.9 18.5% 73 Vona loamy sand, 3 to 5 percent slopes A 1.0 1.2% Totals for Area of Interest 80.7 100.0% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/26/2018 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Speer Plant Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation. are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B. C. and D) and three dual classes (A/D. BID. and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep. moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table. soils that have a claypan or clay layer at or near the surface. and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Higher i'f a Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2018 Page 4 of 4 National Flood Hazard Layer FIRMette 40 '•E'7 30'N 1:6,000 40015'39.85"N OX() lot 0 250 500 1,000 AREA OF MINIMAL FLOOD HAZARD T4N R6f.o S3 I 1,500 0812301750E 1/20/2016 NotPrinted Feet 2,000 FEMA Legend SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) With BFE or Depth Zone AE. A0. AH. VE. AR Regulatory Floodway OTHER AREAS OF ROOD HAZARD 0 A A N W N J OTHER AREAS 1 r74 `•i0 SCREENI 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Hood Risk due to Levee. See Notes. Area with Flood Risk due to Levee. Area of Minimal Flood Hazard Effective LOMRs Area of Undetermined Flood Hazard GENERAL - — - - Channel, Culvert, or Storm Sewer STRUCTURES I I i 1 1 1 1 Levee, Dike, or Floodwall OTHER FEATURES MAP PANELS O 20.2 1 7.5 0 - Wee Mee Cross Sections with 1% Annual Chance Water Surface Elevation Coastal Transect Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary Coastal Transect Baseline Profile Baseline Hydrographic Feature Digital Data Available No Digital Data Available Unmapped The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 7/26/2018 at 1:37:13 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective Information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. APPENDIX B Hydrologic Calculations (Historic & Developed Condition) — Rational Method Calculations Weighted "C" Calculations Weighted Slope Calculations Time of Concentration Runoff Calculations Hydrologic Calculation Reference Materials Rational Formula (UDFCD) Time of Concentration (UDFCD) Percent Imperviousness Values (UDFCD) Comp C Runoff Coefficients (UDFCD) NOAA Atlas 14, Vol 8, Ver 2 — Point Precipitation Frequency Estimates (NOAA) Intensity -Duration Curves for Rational Method (UDFCD) (*r Rational Method Calculations Props' No 18013 WEIGHTED "C CALCULATIONS -REFERENCL UD5CM (VOL. 1) Table 6.3. Recommended Percentage Imperviousness Values (August 2018) •REFERENCE UDSCM (VOL. 1), Table 6.4. Runoff Coefficient Equations Based on NRCS Soil Group and Storm Return Period (August 2018) Speer Plant Expansion Final Drainage Report Historic/ Open Space Roof, Drives 8 Walks Pavement, Pond Industrial (light Areas Gravel Surfacl Channels/ Side Slooet 09/740 18 10 37 AM % Imperv. SOIL HYDRO 2% 90% 100% 80% 40% 40% Total Total Percent A SOIL B SOIL C/D SOIL 2 year S year 10 year 100 Year BASIN GROUP Area Area Area Area Area Area Area (ft') Area (Ac) Impervious AREA AREA AREA C C C C HI A 595,245 595,245 13.66 2.0% 13.66 0.00 0.00 0.01 0.01 0.01 0.13 DI A 21,780 127,106 148,886 3.42 47.3% 3.42 0.00 0.00 0.32 0.33 0.35 0.48 D2 A 21,973 9,978 1,664 342,745 376,360 6.64 39.4% 8.64 0.00 0.00 0.25 0.26 0.28 0.42 D3 A 47,020 22,979 69,999 161 80.3% 161 0-00 0.00 0.63 0.65 0.66 0.74 SUM 01-03 A 21.973 31,758 48.684 0 492,830 0 595,245 13.66 46.2% 13.66 0.00 0.00 0 31 0.32 034 0.47 Note - Basin 01 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, UC- Speer Plant , prepared by Flatirons, Inc., dated 05/28/2014 NRCS Soil Types Runoff Coefficients Storm Return Period 2 yr 5 yr 10•yr 25 yr 50 yr 100 yr A CAs0.8411 w5 CA.0.86i "' U=0.8711111 '0.84i' 1" U=0851.0.025 U.0.78i+0.130 8 CB.0.841t 1" C820.861141 CB =0 811+0.057 C8.0 631+0 249 CB=0.561.0.328 C8=0.4A.0 426 CID CC/0.0.8312 u2 CVD•0.82i+0 035 CC/0=0 741+0.132 CC/020 561.0.319 CC/O.0 491 R0 393 CC/D.0 411+0.484 in which: i = 1/100, imperviousness ratio 1, = watershed imperviousness in percent Cnarona Consultants. LLC Pape 1 of 7 Project No 18013 Speer Plant Expansion Final Drainage Report WEIGHTED "SLOPE" CALCULATIONS -REFERENCE UDSCM (VOL IL Equation 6-7 & Figure 6-4. Slope Correction for Streams and Vegetated Channels (August 2018) 09/O2018 103/ AM TRAVEL SEGMENTS BASIN DESIGN POINT LENGTH 1 ft MEASURED SLOPE 1 % ADJUSTED SLOPE 1 % LENGTH 2 ft MEASURED SLOPE 2 % ADJUSTED SLOPE 2 % LENGTH 3 ft MEASURED SLOPE 3 % ADJUSTED SLOPE 3 % LENGTH 4 ft MEASURED SLOPE 4 % ADJUSTED SLOPE 4 % TOTAL LENGTH ft WEIGHTED SLOPE % Hi D1 D2 D3 1 1 3 I 47 200 450 30 1.30% 1.79% 1.00% 13.70% 1_30% 1.79% 1.00% 13.70% 248 426 422 139 6 45% 5 ON, ; 0 60>' 2 07% 6.00% 5.07% 0.60% 2.07% 217 127 186 0.90% 1.20% 1.27% 0 90% 1 20% 1 27% 90 6.67% 6.00% 602 626 999 355 3.00% 3.70% 0.80% 2.00% Note - Basin 01 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, LLC - Speer Planl, prepared by Flatirons, Inc., dated 05/28/2014 Crestone Consultants, LLC Page 2 of 7 Project No. 18013 TIME OF CONCENTRATION Forest & Heavy Meadow Tillage/Field Speer Plant Expansion Final Drainage Report Watercourse Coefficient 2.5 Short Pasture & Lawns 7 5 Nearly Bare Ground 10 09/7/2018 10:37 AM Grassed Waterway 15 Paved Areas & Shallow Paved Swales 20 SUB -BASIN DATA INITIAL / OVERLAND TIME TRAVEL TIME T(t) T(c) & CHECK (URBANIZED BASINS) FINAL T(c) DESIGN DRAIN AREA C(5) Length Slope T(i) Length Slope Coeff. T(t) COMP. TOTAL i T(c) CHECK POINT BASIN ac. ft. % min ft. % min. T(c) LENGTH Imp Ratio UDFCDEg6-5 min. 1 H1 13.66 0.01 300 3.0 23.8 302 3.0 7.0 4.2 28.0 602 0.02 N/A 28.0 1 D1 3.42 0.33 200 1.8 16.2 426 5.1 10.0 3.2 19.4 626 0.47 20.9 19.4 2 D2 8.64 0.26 50 0.8 11.5 949 0.8 15.0 11.8 23.3 999 0.39 32.1 23.3 3 D3 1.61 0.65 30 2.0 3.5 325 2.0 20.0 1.9 5.4 355 0.80 14.4 5.4 Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, LLC - Speer Plant, prepared by Flatirons, Inc., dated 05/28/2014 Crestone Consultants, LLC Page 3of7 Project No. 18013 RUNOFF CALCULATIONS (Rational Method Procedure) Speer Plant Expansion Final Drainage Report I = 28.5P1/(10+Tjo.786 Rainfall Depth -Duration -Frequency (1 -hr) = 0.85 (From NOAA Atlas 14, Vol 8, Ver 2 - Platteville, CO) Design Storm 2 Year REMARKS BASIN INFORMATION i DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF , T(c) min C x A I in/hr Q cfs T(c) min SUM C x A I in/hr Q cfs 1 1 2 3 H1 D1 D2 D3 13.66 3.42 8.64 1.61 0.01 0.32 0.25 0.63 28.0 19.4 23.3 5.4 0.07 1.08 2.16 1.01 1.38 1.69 1.53 2.81 0.1 1.8 3.3 2.8 23.3 23.3 3.24 4.25 1.53 1.53 5.0 6.5 SUM D1 -D2 SUM D1 -D3 Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, LLC - Speer Plant, prepared by Flatirons, Inc., dated 05/28/2014 09/7/2018 10:37 AM Crestone Consultants, LLC Page 4 of 7 Project No. 18013 RUNOFF CALCULATIONS (Rational Method Procedure) Speer Plant Expansion Final Drainage Report I = 28.5P1/(10+Tjo.786 Rainfall Depth -Duration -Frequency (1 -hr) = From NOAA Atlas 14, Vol 8, Ver 2 - Platteville, CO) 1.12 Design Storm 5 Year BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF REMARKS DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr Q cfs T(c) min SUM C x A I in/hr Q cfs 1 1 2 3 H1 D1 D2 D3 13.66 3.42 8.64 1.61 0.01 0.33 0.26 0.65 28.0 19.4 23.3 5.4 0.08 1.13 2.26 1.04 1.83 2.24 2.03 3.72 0.1 2.5 4.6 3.9 23.3 23.3 3.39 4.44 2.03 2.03 6.9 9.0 SUM D1 -D2 SUM D1 -D3 Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated 05/28/2015 09/7/2018 10:37 AM Crestone Consultants, LLC Page 5of7 Project No. 18013 RUNOFF CALCULATIONS (Rational Method Procedure) Speer Plant Expansion Final Drainage Report I = 28.5P1/(10+Tc)o.786 Rainfall Depth -Duration -Frequency (1 -hr) = From NOAA Atlas 14, Vol 8, Ver 2 - Platteville, CO) 1.39 Design Storm 10 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr Q cfs T(c) min SUM C x A I in/hr Q cfs 1 1 2 3 H1 D1 D2 D3 13.66 3.42 8.64 1.61 0.01 0.35 0.28 0.66 28.0 19.4 23.3 5.4 0.10 1.18 2.38 1.07 2.27 2.78 2.52 4.62 0.22 3.3 6.0 4.9 23.3 23.3 3.57 4.63 2.52 2.52 9.0 11.7 SUM D1 -D2 SUM D1 -D3 Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated 05/28/2016 09/7/2018 10:37 AM Crestone Consultants, LLC Page 6of7 Project No. 18013 RUNOFF CALCULATIONS (Rational Method Procedure) Speer Plant Expansion Final Drainage Report I = 28.5P1/(10+Tc)0.786 Rainfall Depth -Duration -Frequency (1 -hr) = From NOAA Atlas 14, Vol 8, Ver 2 - Platteville. CO) 2.71 Design Storm 100 Year REMARKS BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF DESIGN POINT DRAIN BASIN AREA ac. RUNOFF COEFF T(c) min C x A I in/hr Q cfs T(c) min SUM C x A I in/hr Q cfs 1 1 2 3 H1 D1 D2 D3 13.66 3.42 8.64 1.61 0.13 0.48 0.42 0.74 28.0 19.4 23.3 5.4 1.72 1.64 3.60 1.18 4.43 5.42 4.91 9.00 7.6 8.9 17.7 10.7 23.3 23.3 5.24 6.42 4.91 4.91 25.7 31.6 SUM D1 -D2 SUM D1 -D3 Note - Basin D1 is based on the "Channel 1 Basin" as identified in the Final Drainage Narrative for Ako Energy Group, LLC - Speer Plant, prepared by Flatirons, Inc., dated 05/28/2017 0911/2018 10:37 AM Crestone Consultants, LLC Page 7 of 7 Statistical analyses may be used in certain situations outside the UDFCD boundary. The use of this approach requires the availability of acceptable, appropriate, and adequate data. Table 6-1. Applicability of hydrologic methods Watershed Size (acres) Is the Rational Method Applicable? Is CUHP Applicable? 0 to 90 Yes Yes 90 to 160 No Yes 160 to 3,000 No Yes' Greater than 3,000 No Yes (subdividing into smaller catchments required)' 1. Subdividing into smaller subcatchments and routing the resultant hydrographs using SWMM may be needed to accurately model a catchment with areas of different soil types or percentages of imperviousness. When modeling large watersheds, the subcatchment sizes can influence results. If heterogeneous land uses are "lumped" together into large subcatchments, the models may not accurately account for the "flashy" nature of runoff from impervious surfaces and peak rates of runoff may be underestimated. On the other hand, defining very small subcatchments can lead to complicated and unrealistic routing that can overestimate peak rates of runoff The quantity of stormwater runoff from an urban site is also related to site characteristics (e.g., lot size, soil type, slope, vegetation, impervious area) and stormwater measures used to control runoff from the site (e.g., site grading, disconnecting impervious areas from the drainage system, detention facilities, buffer zones, low impact development practices, and other structural and nonstructural best management practices). Implementation of Low Impact Development (LID) strategies, including measures to "minimize directly connected impervious areas" (MDCIA), reduces runoff peaks and volumes from urban areas. These practices involve site planning to minimize impacts to sensitive site features, methods to reduce the overall amount of impervious areas, and routing of runoff from impervious surfaces over permeable areas to slow runoff (increase time of concentration) and promote onsite storage and infiltration. Volume 3 of the USDCM contains additional information on LID practices. 2.0 Rational Method For urban catchments that are not complex and are generally 90 acres or less in size, it is acceptable to use the Rational Method for design storm analysis. Most engineering offices in the United States continue to use this method originally introduced in 1889. Even though this method has frequently come under academic criticism for its simplicity, no other practical drainage design method has evolved to such a level of general acceptance by the practicing engineer. The Rational Method, properly understood and applied, can produce satisfactory results for urban storm drain design and small on -site detention design and for sizing of street inlets and storm drains. 2.1 Rational Formula The Rational Method is based on the Rational Formula: Q=CIA Where: Equation 6-1 6-2 Urban Drainage and Flood Control District August 2018 Urban Storm Drainage Criteria Manual Volume 1 Q = the peak rate of runoff (cfs) C = Runoff coefficient —a non -dimensional coefficient equal to the ratio of runoff volume to rainfall volume I = average intensity of rainfall for a duration equal to the time of concentration, tt (inches/hour) A = tributary area (acres). Actually, Q has a unit of inches per hour per acre (in/hour/ac); however, since this rate of acre- inches/hour differs from cubic feet per second (cfs) by less than one percent, the more common units of cfs are used. The time of concentration is defined as the time required for water to flow from the most remote point of the tributary area to the design point, and is determined for the selected flow length that represents the longest waterway through a rural watershed or the most representative flow path through the impervious portion in an urban catchment. The general procedure for Rational Method calculations for a single catchment is as follows: 1. Delineate the catchment boundary and determine its area. 2. Define the flow path from the upper -most portion of the catchment to the design point. Divide the flow path into reaches of similar flow type (e.g., overland flow, shallow swale flow, gutter flow, etc.). Determine the length and slope of each reach. 3. Determine the time of concentration, lc, for the selected waterway. 4. Find the rainfall intensity, I, for the design storm using the calculated t, and the rainfall intensity - duration -frequency curve (see Rainfall chapter). 5. Determine the runoff coefficient, C. 6. Calculate the peak flow rate, Q, from the catchment using Equation 6-1. 2.2 Assumptions The basic assumptions for the application of the Rational Method include: 1. The computed maximum rate of runoff to the design point is a function of the average rainfall rate during the time of concentration to that point. 2. The hydrologic losses in the catchment are homogeneous and uniform. The runoff coefficients vary with respect to type of soils, imperviousness percentage, and rainfall frequencies. These coefficients represent the average antecedent soil moisture condition. 3. The depth of rainfall used is one that occurs from the start of the storm to the time of concentration. The design rainfall depth during that period is converted to the average rainfall intensity for that period. 4. The maximum runoff rate occurs when the entire area is contributing flow. This assumption is not valid where a more intensely developed portion of the catchment with a shorter time of concentration produces a higher rate of runoff than the entire catchment with a longer time of concentration. August 2018 Urban Drainage and Flood Control District 6-3 Urban Storm Drainage Criteria Manual Volume 1 2.3 Limitations The Rational Method is the simplistic approach for estimating the peak flow rate and total runoff volume from a design rainstorm in a given catchment. Under the assumption of uniform hydrologic losses, the method is limited to catchments smaller than 90 acres. Under the condition of composite soils and land uses, use an area -weighted method to derive the catchment's hydrologic parameters. The greatest drawback to the Rational Method is that it normally provides only one point (the peak flow rate) on the runoff hydrograph. When the areas become complex and where subcatchments come together, the Rational Method will tend to overestimate the actual flow, which results in oversizing of drainage facilities. The Rational Method provides no means or methodology to generate and route hydrographs through drainage facilities. One reason the Rational Method is limited to small areas is that good design practice requires the routing of hydrographs for larger catchments to achieve an economically sound design. Another disadvantage of the Rational Method is that with typical design procedures, one normally assumes that all of the design flow is collected at the design point and that there is no water running overland to the next design point. This is not an issue of the Rational Method but of the design procedure. Use additional analysis to account for this scenario. 2.4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is linearly proportional to the average rainfall intensity during the time required for water to flow from the most remote part of the drainage area to the design point. In practice, the time of concentration is empirically estimated along the selected waterway through the catchment. To calculate the time of concentration, first divide the waterway into overland flow length and channelized flow lengths, according to the channel characteristics. For urban areas (tributary areas of greater than 20 percent impervious), the time of concentration, tc, consists of an initial time or overland flow time, t,, plus the channelized flow travel time, t,, through the storm drain, paved gutter, roadside ditch, or channel. For non -urban areas, the time of concentration consists of an overland flow time, plus the time of travel in a defined drainage path, such as a swale, channel, or stream. Estimate the channelized travel time portion, t,, of the time of concentration from the hydraulic properties of the conveyance element. Initial or overland flow time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. Compute the time of concentration for both urban and non -urban areas using Equation 6-2: = t. + t1 Equation 6-2 Where: t� = computed time of concentration (minutes) 1, = overland (initial) flow time (minutes) t, = channelized flow time (minutes). 6-4 Urban Drainage and Flood Control District August 2018 Urban Storm Drainage Criteria Manual Volume 1 2.4.1 Initial or Overland Flow Time The initial or overland flow time, 1,, may be calculated using Equation 6-3: 1, Where: _ 0.395(1.1— C,WE S 0.33 r) Equation 6-3 t, = overland (initial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-4) L, = length of overland flow (ft) So = average slope along the overland flow path (ft/ft). Equation 6-3 is adequate for distances up to 300 feet in urban areas and 500 feet in rural areas. Note that in a highly urbanized catchment, the overland flow length is typically shorter than 300 feet due to effective man-made drainage systems that collect and convey runoff. 2.4.2 Channelized Flow Time The channelized flow time (travel time) is calculated using the hydraulic properties of the conveyance element. The channelized flow time, t,, is estimated by dividing the length of conveyance by the velocity. The following equation, Equation 6-4 (Guo 2013), can be used to determine the flow velocity in conjunction with Table 6-2 for the conveyance factor. Where: L, L, t = 60K ..\47.T„ 60V, t, = channelized flow time (travel time, min) L, = waterway length (ft) So = waterway slope (ft/ft) V, = travel time velocity (ft/sec) = K\ISO K = NRCS conveyance factor (see Table 6-2). Table 6-2. NRCS Conveyance factors, K Equation 6-4 Type of Land Surface Conveyance Factor, K Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 August 2018 Urban Drainage and Flood Control District 6-5 Urban Storm Drainage Criteria Manual Volume 1 The time of concentration, tt, is the sum of the initial (overland) flow time, t,, and the channelized flow time, t,, as per Equation 6-2. 2.4.3 First Design Point Time of Concentration in Urban Catchments Equation 6-4 was solely determined by the waterway characteristics and using a set of empirical formulas. A calibration study between the Rational Method and the Colorado Urban Hydrograph Procedure (CUHP) suggests that the time of concentration shall be the lesser of the values calculated by Equation 6- 2 and Equation 6-5 (Guo and Urbonas 2013). =(26-17i)+ L' Where: 60(14i+ 9)11f, Equation 6-5 = minimum time of concentration for first design point when less than tc from Equation 6-1. L, = length of channelized flow path (ft) i = imperviousness (expressed as a decimal) S1= slope of the channelized flow path (ft/ft). Equation 6-5 is the regional time of concentration that warrants the best agreement on peak flow predictions between the Rational Method and CUHP when the imperviousness of the tributary area is greater than 20 percent. It was developed using the UDFCD database that includes 295 sample urban catchments under 2-, 5-, 10-, 50, and 100-yr storm events (MacKenzie 2010). It suggests that both initial flow time and channelized flow velocity are directly related to the catchment's imperviousness (Guo and MacKenzie 2013). The first design point is defined as a node where surface runoff enters the storm drain system. For example, all inlets are "first design points" because inlets are designed to accept flow into the storm drain. Typically, but not always, Equation 6-5 will result in a lesser time of concentration at the first design point and will govern in an urbanized watershed. For subsequent design points, add the travel time for each relevant segment downstream. 2.4.4 Minimum Time of Concentration Use a minimum t, value of 5 minutes for urbanized areas and a minimum t, value of 10 minutes for areas that are not considered urban. Use minimum values even when calculations result in a lesser time of concentration. 2.4.5 Common Errors in Calculating Time of Concentration A common mistake in urbanized areas is to assume travel velocities that are too slow. Another common error is to not check the runoff peak resulting from only part of the catchment. Sometimes a lower portion of the catchment or a highly impervious area produces a larger peak than that computed for the whole catchment. This error is most often encountered when the catchment is long or the upper portion contains grassy open land and the lower portion is more developed. 6-6 Urban Drainage and Flood Control District August 2018 Urban Storm Drainage Criteria Manual Volume 1 L1 SI 0 24 + LZ.SZ o -1 +....+ Ln.Sn 024 4 17 =[ + L2 + L3....Ln Where: Equation 6-7 S= weighted basin waterway slopes in ft/ft S,,S2, ....S„ = slopes of individual reaches in ft/ft (after adjustments using Figure 6-4) L,,L2,....L„ = lengths of corresponding reaches in ft. • Percent Impervious: The portion of the catchment's total surface area that is impervious, expressed as a percent value between 0 and 100. (See Section 3.2.1 for more details.) • Maximum Pervious Depression Storage: Maximum depression storage on pervious surfaces in inches. (See Table 6-6). • Maximum Impervious Depression Storage: Maximum depression storage on impervious surfaces in inches. (See Table 6-6). • Initial Infiltration Rate: Initial infiltration rate for pervious surfaces the units of which are inches per hour. When entered without a decay coefficient and final infiltration rate, this value becomes a constant infiltration rate throughout the storm (not recommended). (See Table 6-7). • Horton's Decay Coefficient: Exponential decay coefficient in Horton's equation in "per second" units. (See Table 6-7). • Final Infiltration Rate: Final infiltration rate in Horton's equation in inches per hour. (See Table 6-7). The following catchment parameters are optional inputs and are available to the user to account for the effects of directly connected/disconnected impervious areas: • DCIA Level: Specifies the directly connected impervious area (DCIA) level of practice as defined in the Structural BMPs chapter in Volume 3 of the USDCM. The user may specify 0, 1 or 2 for the level of DCIA to model. • Directly Connected Impervious Fraction: Defines the fraction of the total impervious area directly connected to the drainage system. Values range from 0.01 to 1.0. • Receiving Pervious Fraction: Defines the fraction of total pervious area receiving runoff from the "disconnected" impervious areas. Values range from 0.01 to 1.0. To assist in the determination of the time to peak and peak runoff for the unit hydrograph, the program computes the coefficients Cr, C, and Cr; however, override values for these parameters can also be user - specified as an option. The algorithm described in the CUHP 2005 User Manual develops the unit hydrograph. • CT: An unmodified time to peak coefficient that relates the total imperviousness of a catchment to the time to peak. August 2018 Urban Drainage and Flood Control District 6-17 Urban Storm Drainage Criteria Manual Volume 1 0.1 0.09 0.08 0.07 g a. 0.06 V •° 0.05 a in 7 `O 0.04 I a) 0 0.03 7 0.02 0.01 Slope of stream or vegetated channel 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 Measured slope (ft/ft) Figure 6-4. Slope correction for streams and vegetated channels August 2018 Urban Drainage and Flood Control District 6-19 Urban Storm Drainage Criteria Manual Volume 1 2.5 Rainfall Intensity The calculated rainfall intensity, I, is the average rainfall rate in inches per hour for the period of maximum rainfall having a duration equal to the time of concentration. After the design storm recurrence frequency has been selected, a graph should be made showing rainfall intensity versus time. The procedure for obtaining the local data and plotting such a graph is explained and illustrated in the Rainfall chapter of the USDCM. The UD-Rain Excel workbook can also be used for calculating the intensity. This workbook is available for download at www.udfcd.org. 2.5.1 Runoff Coefficient Photograph 6-2. Urbanization (impervious area) increases runoff volumes. peak discharges. frequency of runoff. and receiving stream degradation. Each part of a watershed can be considered as either pervious or impervious. The pervious part is the area where water can readily infiltrate into the ground. The impervious part is the area that does not readily allow water to infiltrate into the ground, such as areas that are paved or covered with buildings and sidewalks or compacted unvegetated soils. In urban hydrology, the percentage of pervious and impervious land is important. Urbanization increases impervious area causing rainfall -runoff relationships to change significantly. In the absence of stormwater management methods such as low impact development and green infrastructure, the total runoff volume increases, the time to the runoff peak rate decreases, and the peak runoff rate increases. When analyzing a watershed for planning or design purposes, the probable future percent of impervious area must be estimated. A complete tabulation of recommended values of the total percent of imperviousness is provided in Table 6-3. The runoff coefficient, C, represents the integrated effects of infiltration, evaporation, retention, and interception, all of which affect the volume of runoff The determination of C requires judgment based on experience and understanding on the part of the engineer. Volume -based runoff coefficients were derived to establish the optimal consistency between CUHP and the Rational Method for peak flow predictions (Guo, 2013). Using the percentage imperviousness, the equations in Table 6-4 can be used to calculate the runoff coefficients for hydrologic soil groups A, B, and C/D for various storm return periods. August 2018 Urban Drainage and Flood Control District 6-7 Urban Storm Drainage Criteria Manual Volume I Table 6-3. Recommended percentage imperviousness values Land Use or Surface Characteristics Percentage Imperviousness (%) Business: Downtown Areas 95 Suburban Areas 75 Residential lots (lot area only): Single-family 2.5 acres or larger 12 0.75 — 2.5 acres 20 0.25 — 0.75 acres 30 0.25 acres or less 45 Apartments 75 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 Playgrounds 25 Schools 55 Railroad yard areas 50 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 2 Lawns, clayey soil 2 6-8 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 August 2018 Table 6-4. Runoff coefficient equations based on NRCS soil group and storm return period NRCS Soil Group Storm Return Period 2 -Year 5 -Year 10 -Year 25 -Year 50 -Year 100 -Year 500 -Year A CA= CA= CA= CA = CA = CA = CA = 0.841' 302 0.86i' 276 0.8711 2'2 0.88i' 124 0.851+0.025 0.78/+0.110 0.651+0.254 B CB= CB = CB= CB = CB= CB = CB = 0.84/1169 0.86i' 088 0.811+0.057 0.63/+0.249 0.561+0.328 0.47/+0.426 0.37/+0.536 C/D C 1 = Coon= Cc n = CcrD = CC/D = CUD = CUD = 0.83i' 122 0.82/+0.035 0.74/+0.132 0.56/+0.319 0.491+0.393 0.41i+0.484 0.321+0.588 Where: / = % imperviousness (expressed as a decimal) = Runoff coefficient for Natural Resources Conservation Service (NRCS) HSG A soils CB = Runoff coefficient for NRCS HSG B soils Cc 1� = Runoff coefficient for NRCS HSG C and D soils. The values for various catchment imperviousness and storm return periods are presented graphically in Figures 6-1 through 6-3, and are tabulated in Table 6-5. These coefficients were developed for the Denver region to work in conjunction with the time of concentration recommendations in Section 2.4. Use of these coefficients and this procedure outside of the semi -arid climate found in the Denver region may not be valid. The UD-Rational Excel workbook performs all the needed calculations to find the runoff coefficient given the soil type and imperviousness and the reader may want to take advantage of this macro -enabled Excel workbook that is available for download from the UDFCD's website www.udfcd.org. See Examples 7.1 and 7.2 that illustrate the Rational Method. August 2018 Urban Drainage and Flood Control District 6-9 Urban Storm Drainage Criteria Manual Volume 1 Table 6-5. Runoff coefficients, c Total or Effective Impervious NRCS Hydrologic Soil Group A 2 -Year 5 -Year 10 -Year 25 -Year 50 -Year 100 -Year 500 -Year 2% 0.01 0.01 0.01 0.01 0.04 0.13 0.27 5% 0.02 0.02 0.02 0.03 0.07 0.15 0.29 10% 0.04 0.05 0.05 0.07 0.11 0.19 0.32 15% 0.07 0.08 0.08 0.1 0.15 0.23 0.35 20% 0.1 0.11 0.12 0.14 0.2 0.27 0.38 25% 0.14 0.15 0.16 0.19 0.24 0.3 0.42 30% 0.18 0.19 0.2 0.23 0.28 0.34 0.45 35% 0.21 0.23 0.24 0.27 0.32 0.38 0.48 40% 0.25 0.27 0.28 0.32 0.37 0.42 0.51 45% 0.3 0.31 0.33 0.36 0.41 0.46 0.54 50% 0.34 0.36 0.37 0.41 0.45 0.5 0.58 55% 0.39 0.4 0.42 0.45 0.49 0.54 0.61 60% 0.43 0.45 0.47 0.5 0.54 0.58 0.64 65% 0.48 0.5 0.51 0.54 0.58 0.62 0.67 70% 0.53 0.55 0.56 0.59 0.62 0.65 0.71 75% 0.58 0.6 0.61 0.64 0.66 0.69 0.74 80% 0.63 0.65 0.66 0.69 0.71 0.73 0.77 85% 0.68 0.7 0.71 0.74 0.75 0.77 0.8 90% 0.73 0.75 0.77 0.79 0.79 0.81 0.84 95% 0.79 0.81 0.82 0.83 0.84 0.85 0.87 100% 0.84 0.86 0.87 0.88 0.88 0.89 0.9 Total or Effective Impervious NRCS Hydrologic Soil Group B 2 -Year 5 -Year 10 -Year 25 -Year 50 -Year 100 -Year 500 -Year 2% 0.01 0.01 0.07 0.26 0.34 0.44 0.54 5% 0.03 0.03 0.1 0.28 0.36 0.45 0.55 10% 0.06 0.07 0.14 0.31 0.38 0.47 0.57 15% 0.09 0.11 0.18 0.34 0.41 0.5 0.59 20% 0.13 0.15 0.22 0.38 0.44 0.52 0.61 25% 0.17 0.19 0.26 0.41 0.47 0.54 0.63 30% 0.2 0.23 0.3 0.44 0.49 0.57 0.65 35% 0.24 0.27 0.34 0.47 0.52 0.59 0.66 40% 0.29 0.32 0.38 0.5 0.55 0.61 0.68 45% 0.33 0.36 0.42 0.53 0.58 0.64 0.7 50% 0.37 0.4 0.46 0.56 0.61 0.66 0.72 55% 0.42 0.45 0.5 0.6 0.63 0.68 0.74 60% 0.46 0.49 0.54 0.63 0.66 0.71 0.76 65% 0.5 0.54 0.58 0.66 0.69 0.73 0.77 70% 0.55 0.58 0.62 0.69 0.72 0.75 0.79 75% 0.6 0.63 0.66 0.72 0.75 0.78 0.81 80% 0.64 0.67 0.7 0.75 0.77 0.8 0.83 85% 0.69 0.72 0.74 0.78 0.8 0.82 0.85 90% 0.74 0.76 0.78 0.81 0.83 0.84 0.87 95% 0.79 0.81 0.82 0.85 0.86 0.87 0.88 100% 0.84 0.86 0.86 0.88 0.89 0.89 0.9 6-10 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume I August 2018 oq N 00 r• CM C CD ON Runoff coefficient vs. watershed imperviousness NRCS HSG A O' Watershed Percentage Imperviousness, 0 0 O O W 0 0 cn O rn 0 O 8 CO O O O 0 O Runoff Coefficient, C 0 0 o O O O S 1 i TK CJ1 N (.n N Q %00 l �D Lie 0 4:2) 0 0 00 V, 0 00 0 0 J Lit 0 J 0 0 O, c!1 0 ON 0 0 %55 %05 a con 0 a 0 W tJI 0 %OE N V, 0 N- 0 0 VI 0 - O 0 u, n. N ah Total or Effective Impervious O 00 W O J \D 0.74 O J O O\ ut o Q` O Vt OT O Vt - 0.47 O a W C la 00 0.34 O i,j O N CT O N N 0.18 O — a O — O O O` O O W O O - N ' A to 't NRCS Hydrologic Soil Group C 58'0 o 0o - 0.77 0.73 0 CN 4D 0 ON VI 0 O\ — 0 VI as 0 VI N 0 ? 00 0.44 0 A 0 W O\ 0.32 0.28 0.24 0 N 0 — ON 0 --O • N 0 •O 00 0' VI tim A y •1 O 00 J C 00 W O J sD O J ON Ir 0.72 0 .0 00 0 O` VI O Q\ - O VI J O VI a 5'0 0 a ON 0.43 O W 4o O W VI 0.32 0 N 00 0.24 O tJ - L l'0 O VI II C 'C eD 1 O 00 00 O 00 VI O 00 N O J NC' LL'0 O J a O J — o ON 00 O D` LA O O. W 0 •In1.1)• Q� O J v5'0 O --\D O a 0.46 0.43 O 0.37 o W VI o W W N t1 "C fD SO •1 0 bo 4D 0 Op 0 ix -P 0 00 — 0 0 ON 0.74 0 1' 0 NO 0 CT 0 eh 0 N 0 LA L5'0 0 Ili a 0.52 0.49 0 J 0.44 0.42 0.40 tit O 1 A m ami 0 00 'D 0.87 0 00 VI 0 00 W 0 00 — 0 J z 0 J J 0 J VI 0.73 0 J — 0 ON 'D 0 ON J 0 ON LA 0.63 0 O` — 0 In CD C Vt J 0 Vt VI 0 in N 0 • V' 0 '4: No CD 0 „C fD SO O �D 0 00 VD 0 00 J 0 00 ON 0 00 a 0 00 N 0 00 0 --NO 0 J 0 J 00 0 J OT 0 J LA 0.73 0 J .-• O LA 0 O' 00 0.67 O .ON VI O .ON a 0 a' N O C. C V, to O .C A DD 1 7/26/2018 Precipitation Frequency Data Server i NOAA Atlas 14, Volume 8. Version 2 Location name: Platteville. Colorado, USA* Latitude: 40.2654', Longitude: -104.714' Elevation: 4893.77 ft" • source ESRI Maps " source USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perice, Deborah Martin, Sandra Pavlovic. Ishani Roy. Michael St. Laurent. Carl Trypaluk, Dale Unruh, Michael Yekta. Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical ( Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration 5 -min 10 -mini 15 -min 30 -min 60 -min 2 -hr Average recurrence interval (years) 1 0.240 (0.195-0.298) 0.351 (0.285-0.436) 0.428 (0.348-0.532) 2 0.290 (0.236-0:361) 0.425 (0.345-0.528) 0.518 (0.421-0.644) 0.575 0.693 440.467-0.714y0.562-0.861)_. (0.562-0.861)_ 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 1 10 -day 20 -day 30 -day 0.711 (0.578-0.883) 0.847 (0.694-1.04) 0.927 (0.762-1.13) 1.08 (0.895-1.31) 0.845 (0.686-1.05) 0.997 (0.815-1.23IJ 1.08 (0.886-1.32) 1.25 (1.04-1.52) 5 0.388 (0.313-0.483) 0.567 (0.459-0.708) 10 0.482 (0.387-0.605) 0.706 (0.567-0.885) 0.692 (0.559-0.863) 0.861 (0.691-1.08) 0.923 (0.746-1.15) 1.12 _10.903-1.39) 1.31 (1.07-1.62) 1.41 (1.15-1.73) 1.62 (1.34-1.98) 1.15 (0.923-1.44) 1.39 (1.12-1.75) 1.64 (1.32-2.03) 1.75 (1.42-2.16) 2.00 (1.64-2.45) 1.27 1.49 1.93 2.35 (1.06-1.53) (1.25-1.80) (1.60-2.33) 1 (1.94-2.85) 1.51 1.77 2.26 1 2.72 (1.27-1.80) (1.49-2.11) (1.89-2.71) (2.26-3.27) 1.72 (1.46-2.04) 1.89 (1.61-2.21) I 2.01 (1.72-2.35) 2.30 (1.98-2.67) 2.54 (2.19-2.93) 3.24 (2.83-3.71) 3.80 (3.33-4.33) 2.06 (1.74-2.43) 2.22 (1.89-2.61) 2.35 (2.01-2.75) 2.68 (2.30-3.12) 2.96 (2.56-3.43) 3.74 (3.25-4.28) 4.37 (3.82-4.97) 45 -day 4.47 5.14 (3.945.06) (4.51-5.82) 60 -day 2.63 (2.22-3.12) 2.81 (2.38-3.31) 2.94 (2.50-3.45) 3.33 (2.85-3.88) 3.67 (3.15-4.25) 4.55 (3.94-5.22) 5.27 (4.59-6.02) 6.19 (5.42-7.03) 5.02 I 5.79 7.00 (4.43-5.66) I (5.10-6.53) (6.15-7.92) 3.14 (2.64-3.74) 3.32 (2.80-3.94) 3.46 (2.93-4.09) 3.89 (3.31-4.55) 4.26 (3.64-4.96) 5.21 (4.49-6.01) 6.01 (5.20-6.89) 7.04 (6.13-8.03) 7.96 (6.95-9.05) 25 0.633 (0.497-0.853) 0.928 (0.728-1.25) 1.13 (0.888-1.52) L 50 0.766 (0.581-1.04) 1.12 (0.850-1.52) 1.37 (1.04-1.86) 100 0.914 (0.663-1.27) 1.34 (0.971-1.87) 1.63 (1.18-2.28) 200 1.08 (0.744-1.55) 1.58 (1.09-2.27) 1.92 (1.33-2.77) 500 1.32 (0.867-1.95) 1.93 (1.27-2.85) 2.35 (1.55-3.48) 1000 1.52 (0.960-2.25) 2.22 (1.41-3.30) 2.71 (1.72-4.02 1.51 (1.19-2.04) 1.83 (1.39-2.49) 2.19 (1.59-3.06) 2.59 (1.79-3.72) 3.17 (2.09-4.70) 3.66 (2.32-5.43) 1.85 (1.46-2.50) j 2.25 (1.71-3.07) 2.71 (1.97-3.80) 3.23 (2.23-4.65) 3.99 (2.63-5.92) 4.63 (2.93-6.88) 2.18 ll (1.74-2.93) 2.67 ll (2.05-3.62) 3.23 (2.38-4.49) I 3.87 II (2.70-5.52) 4.81 l) 3.21-7.06) 5.60 (3.59-8.23 2.34 (1.88-3.14) 2.64 (2.14-3.51) 3.02 (2.44-3.91) 3.42 (2.78-4.36) 3.89 (3.16-4.86) 4.08 (3.33-5.06) 4.23 (3.46-5.21) 4.68 (3.85-5.70) 5.08 (4.19-6.13) 2.88 (2.22-3.88) 3.23 (2.51-4.30) 3.61 (2.82-4.72) 4.03 (3.16-5.18) 4.51 (3.56-5.70) 4.70 (3.73-5.91) 4.85 (3.87-6.07) 5.32 (4.26-6.57) 5.73 (4.61-7.02) 3.49 (2.58-4.83) 3.89 (2.90-5.32) 4.26 (3.19-5.71) 4.68 (3.54-6.18) 4.19 (2.95-5.96) 4.64 (3.30-6.52) 4.98 (3.56-6.88) 5.40 (3.89-7.34) 5.23 (3.51-7.65) 5.76 (3.90-8.32) 6.04 (4.12-8.57) 6.43 (4.43-9.00) 5.16 5.85 6.82 (3.92-6.70) (4.24-7.82) (4.73-9.39) 5.36 (4.09-6.91) 5.51 (4.23-7.07) 6.06 (4.42-8.04) 6.22 (4.55-8.21) 7.03 (4.91-9.61) 7.20 (5.05-9.79) 5.98 6.67 7.61 (4.61-7.58) (4.91-8.70) (5.38-10.2) 6.39 (4.95-8.03) 7.07 (5.23-9.14) 6.12 1 (5.08-7.27) 6.81 (5.52-8.22) 7.50 l (5.86-9.29) 8.20 (6.12-10.4) 7.00 (5.83-8.25) 8.17 (6.83-9.55) 9.23 (7.73-10.7) 7.75 (6.30-9.28) 9.01 (7.36-10.7) 10.2 (8.32-12.0) 8.48 (6.65-10.4) 9.82 (7.74-12.0) 11.0 (8.73-13.4) 9.21 (6.92-11.6) 10.6 (8.01-13.3) 11.9 (9.01-14.8) 7.98 (5.66-10.6) 9.10 (6.52-11.9) 10.2 (7.32-13.2) 11.6 (8.42-15.0) 13.0 (9.43-16.6) 6.11 (3.94-8.92) 6.70 (4.36-9.67) 6.91 (4.55-9.86) 7.28 (4.84-10.3) 7.59 (5.10-10.6) 7.81 (5.29-10.8) 7.98 (5.42-11.0) 8.35 (5.73-11.4) 8.68 (5.99-11.8) 9.78 (6.83-13.1) 10.9 (7.62-14.4) 12.3 (8.73-16.3 13.7 (9.74-18.0) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https/hdsc.nws.noaa.gov/hdsc/pfds/pfds_pnntpage.htmPlat=40.2654&Ion=-104.7140&data=depth&units=english&series=pds 1/4 7/26/2018 Precipitation Frequency Data Server PDS-based depth -duration -frequency (DDF) curves Latitude: 40.2654°, Longitude: -104.7140° 5 10 25 50 100 200 NOAA Atlas 14, Volume 8. Version 2 500 1000 Average recurrence interval (years) Created (GMT): Thu Jul 26 17:21:08 2018 Back to Top Maps & aerials Small scale terrain Arerage recurrence interval I years I — 1 2 5 10 25 50 100 200 500 1000 Duration 5 -man — 2 -day - 10-msn — 3 -day 15 -man — 4 -day 30 man — 7 -day 60 -man — 10 -day — 2 -hr — 20 -day - 3 -hr — 30 -day 6 -hr — 45 -day 12 -hr — 60 -day 24 -hr https://hdsc. nws.noaa.gov/hdsc/pfds/pfds_printpage.html?tat=40.2654&Ion=-104.7140&data=depth&units=english&series=pds 2/4 7/26/2018 Precipitation Frequency Data Server r c ,. i 3km Large scale map ��a1oxaa 2mi 100km 60mi 1 f 1 I Mil Rd Large scale aerial https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.2654&Ion=-104.7140&data=depth&units=english&series=pds 3/4 7/26/2018 Precipitation Frequency Data Server Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center • _3st'1,'-- ,ighwav Silver Spring MD 20910 Questions2 HDSC.Questions a§noaa.gov Disclaimer https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.2654&Ion=-104.7140&data=depth&units=english&series=pds 4/4 Chapter 5 Rainfall 4.0 Intensity -Duration Curves for Rational Method To develop depth -duration curves or intensity -duration curves for the Rational Method of runoff analysis take the 1 -hour depth(s) obtained from NOAA Atlas 14 and apply Equation 5-1 for the duration (or durations) of interest: 28.5 P, 1 (lo + TJ )o 786 Where: 1= rainfall intensity (inches per hour) P, = 1 -hour point rainfall depth (inches) Td = storm duration (minutes) Equation 5-1 March 2017 Urban Drainage and Flood Control District 5-9 Urban Storm Drainage Criteria Manual Volume 1 APPENDIX C Hydraulic Calculations (Developed Condition) — Channel Sizing Calculations Culvert Sizing Calculations Riprap Sizing Calculations Detention Pond Sizing Calculations Hydraulic Calculation Reference Materials Riprap Channel Manning's n Values (Weld County) Riprap Sizing (UDFCD/USACE) Calculation of WQCV (UDFCD) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel 2 (CH2) - Basin D2 - Q100 = 17.7 cfs Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 103.00 - 102.50 102.00 101.50 101.00 100.50 100.00 99.50 = 5.00 = 4.00. 4.00 = 2.50 = 100.00 = 0.60 = 0.045 Known Q = 17.70 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL (ft) Thursday. Sep 6 2018 = 1.00 = 17.70 = 9.00 = 1.97 = 13.25 = 0.62 = 13.00 = 1.06 0 5 10 15 20 25 30 35 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Storm 1 (STM1) - Basin D2 - Q100 = 17.7 cfs Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K.M,c.Y.k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Eie. (ft) 4884 00 4883 00 4882 CO 4881 00 488000 4879.00 = 4880.11 = 44.26 = 1.20 = 4880.64 = 24.0 = Circular = 24.0 = 1 = 0.016 = Circular Concrete = Square edge w/headwall (C) = 0.0098, 2, 0.0398, 0.67, 0.5 = 4883.60 = 20.00 = 10.00 Storm 1 (STM1) - Basin D2 - Q100 a 17.7 ds Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (Ws) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Thursday. Sep 6 2018 = 17.70 = 17.70 = 4881.5 = 17.70 = 17.70 = 0.00 = 7.22 = 6.91 = 4881.57 = 4882.16 = 4883.23 = 1.30 = Inlet Control Dtok Deer it ^i CJrtitad t0 irQ$ar Culven 16 20 ^1G1. 6 30 :mbar, 6 Reach 1R: 336 236 036 -064 .164 Project No. 18013 Speer Plant Expansion Final Drainage Report RIRAP SIZING CALCULATIONS -REFERENCE URBAN DRAINAGE CRITERIA MANUAL (VOL. 2) CHAPTER 9, SECTIONS 3.2.1 RIPRAP APRON & 3.2.2 LOW TAILWATER BASIN STORM 1 (STM1) - RIPRAP PAD Expansion Factor: Extent of Protection: Diameter (ft): Tailwater Depth (ft): Total Design Flow (cfs): 2.00 1.00 17.7 Yt/D: 0.50 Froude Parameter - Circular: Expansion Factor (From UDFCD Fig 9-35): Non -Eroding Velocity (ft/s): Computed Length of Protection (ft): Min. Length of Protection (3D) (ft): Max Length of Protection (l0D) (ft): 3.13 Q/D2 5 6.00 5.0 9.2 6.0 20.0 Equations 9-11 & 9-12 Expansion Angle: 0.083 Equation 9-13 Calculated Min. Width of Protection (ft): 3.54 Equation 9-14 Proposed Min. Riprap Apron Dimensions 10'Wx10'L (From End of Flared End Section): Rock Sizing (UDFCD Fig 9-38): Total Design Flow (cfs): 17.7 Q/(D'.5): 6.26 Yt/D: 0.50 Riprap Type: TYPE L DETENTION POND OUTFALL PIPE - RIPRAP PAD Expansion Factor: Extent of Protection: Diameter (ft): Tailwater Depth (ft): Total Design Flow (cfs): Froude Parameter - Circular: Expansion Factor (From UDFCD Fig 9-35): Non -Eroding Velocity (ft/s): Computed Length of Protection (ft): Min. Length of Protection (3D) (ft): Max Length of Protection (10D) (ft): 1.00 0.6 0.2 0.60 0.22 Q/D2' 6.50 5.0 -6.0 3.0 10.0 Equations 9-11 & 9-12 Expansion Angle: 0.077 Equation 9-13 Calculated Min. Width of Protection (ft): 0.07 Equation 9-14 Proposed Min. Riprap Apron Dimensions 6'Wx6'L (From End of Flared End Section): Rock Sizing (UDFCD Fig 9-38): Total Design Flow (cfs): 0.22 O/(015): 0.22 Yt/D: 0.60 Riprap Type: TYPE L 09/6/2018 10:42 PM Crestone Consultants, LLC Page 1 of 1 Project No. 18013 Speer Plant Expansion Final Drainage Report DETENTION POND - WATER QUALITY CAPTURE VOLUME (WQCV) CALCULATIONS -REFERENCE UDFCD DRAINAGE CRITERIA MANUAL VOL. 3 - CHAPTER 3 Water Quality Capture Volume = WQCV = a*(0.91i i-1.191+0.78i) (watershed inches) i = Total Imperviousness Ratio = IwQ/100 a = 40 -hr Drain Time = 1.0 BASIN DESIGN POINT IMPERVIOUSNES (percent) PERCENT 5, Iwo* IMPERVIOUSNESS RATIO, I WATER QUALITY CAPTURE VOLUME, WQCV 'watershed inches) D1 -D3 3 46.2 0.462 0.20 -REFERENCE UDFCD DRAINAGE CRITERIA MANUAL VOL. 3 - CHAPTER 3 Required Storage = [WQCV/12]*A*1.2 (acre -ft) A = Tributary Catchments Area (acres) 1.2 Factor = Multiplier to account for 20% sediment accumulation BASIN DESIGN POINT TRIBUTARY AREA, A* (acres) REQUIRED WATER QUALITY STORAGE (acre -ft) REQUIRED WATER QUALITY STORAGE (ft3) D1 -D3 3 13.66 0.27 11,668 09/6/2018 10:20 PM Crestone Consultants. LLC Page 1 of 1 Ala 1IW Ilet] 509PM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Speer Plant Expansion Basin D: Basins D1-03 (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 Determination of MAJOR Detention Volume Using Modified FAA Method Design information (knout); Design Information (Input); Catchment Drainage Imperviousness I. = 46.2 percent Catchment Dranage Imperviousness I.= 46.2 percent Catchment Drainage Area A = 13.66 acres Catchment Drainage Area A = 1386 acres Predevelopment NRCS Sol Crow Type = A A B. C. or D Preda.eipprnpn ttRCS Soil Group Type = A A_ B C, or 0 Return Period for Deletion Control T = 10 years (2 5, 10 25. 50, 01 100) Return Penod for Detention Control T = 100 years (2, 5. 10, 25. 50 or 1001 Time of Concentration of Watershed Tc = 23.3 minutes Time of Concentration of Watershed Tc = 23.3 navies Allowable Unit Release Rae a • 0.016 dal we Allowable Unit Release Rate q = 0.016 dstrae One -hour Precipitation P. = 1,39 .chos One hour Precipitation P. = 2 71 inches Design Rainfall IDF Formula I • C.• P,l(CI.Tj•Cs Design Rdnfai !DP Formula 1 • C,- P,I(CI.TJ•C5 Coettctern One C. = 28.50 Coefficient One C, = 28.50 Coefficient Two Cu= 10 Coefficient Two C2= 10 Coefficient Three Cp= 0.769 Coett,eerrt Tyree CI* 0,789 Detemdnatfon of Avarice Outflow from the Basin (Calculated) Determination of Average Outflow from the Basin (Calculated); Runoff Coefficient C = 0.33 Runoff Coefficient C = 0.43 Inflow Peak Runoff Op -in = 11 2 de Inflow Peak Runott 0o -in = 26.5 cis Allowable Peak Outflow Rate Op -out = 0 2 es Mo'st&e Peak Outlaw Rate On -out = 0.2 cfs Mod. FAA Minor Storage Volume • 39,852 cubic bit Mod. FAA Major Storage Volume - 130,849 cubic feet Mod. FAA Minor Storage Volume • 012 acre -0 Mod. FM Major Storage Volume - 3.00 acre -1t 100 c -Enter Rainfall Duration Incremental increase Value Mme (e.g. 5 for 5-Aar.Aes) Ramtsl Duration "mules (Input) Renal Intensify itches I hr (outAull Inflow VA ne cubic feet (output) Adpatment Factor "m' (output) Average Outflow cis (output) Outflow Volume curet feet (output) Storage Volume cubic feet (output) Rainfall Arson enemas (weal Randal 'ninny notes / is (output) Inflow Volume cubic feet (output) Adtusbnent Factor "T (output) Average Outflow cis (output) Outlaw Volume cubic feet (ouptd) Storage Volume cubic feet (output) 15 3.13 12,879 1.00 0.22 198 12.481 15 6.09 32211 1.00 0.22 198 32.013 115 0.88 27,303 0.60 0.13 913 26,390 115 1.71 69 362 0.60 0.13 913 68.449 215 0.55 32.103 0.55 0.12 1,573 30,530 215 1.08 81,555 055 0,12 1,573 79,982 315 0.41 35.189 0.54 0.12 2233 32,956 315 0.81 89,396 0.54 0,12 2233 87163 415 0.33 37.517 0.53 0.12 2.893 34,824 415 0.65 95.309 053 0.12 2.893 92,416 515 028 39.407 0.52 0.11 3,553 35.855 515 0.55 100,112 0.52 0.11 3,553 96.559 615 0 25 41011 0.52 0.1 t 4.213 36 798 615 0.48 104,188 0.52 0.11 4 213 99,973 715 022 42.411 0.52 0.11 4.673 37.538 715 0.43 107.742 0.52 0.11 4.673 102.869 615 020 43,857 0.51 0.11 5,533 38,124 815 0.39 110.907 0.51 0.11 5,533 105.374 915 0.18 44,783 0.51 0.11 8,193 38,590 915 0,35 113,788 0.51 0,11 8,193 107,575 1015 0,17 45:612 0.51 0.11 6.853 38,959 1015 0.33 116,383 0.51 0.11 6,853 109,530 1115 016 46,762 051 0.11 7,513 39,249 1115 0.30 116.796 0.51 0.11 7,513 111,283 1215 0.14 47644 051 011 8,173 39.472 1215 028 121 038 0.51 0.11 8.173 112,865 1315 0.14 45.470 0,51 0.11 8,833 39,637 1315 0.I7 123,135 0.51 0.11 6.633 114,302 1415 0.13 49,246 0.51 0.11 9,493 39.753 1415 0.25 125,107 0.51 0.11 9.493 115,614 1515 0.12 49.979 0.51 0.11 10.153 39.826 1515 0.24 126,969 0.51 0.11 10,153 116,816 1815 0.12 50.674 0 51 0 11 10 613 39 681 1615 0.23 128.734 0.51 0 11 10.513 117,921 1715 0.11 51,335 0.51 0.11 11,473 39,852 1715 0.22 130.413 0.51 0.11 11.473 118,941 1815 0.11 51 966 0.51 0.11 12.133 39.633 1615 0.21 132.015 0.51 0.11 12,133 119,883 1915 0.10 52,569 0.51 0.11 12,793 39.778 1915 0.20 133.548 0.51 0.11 12793 120,755 2015 010 53,147 051 0.11 13,453 39695 2015 0.19 135.018 0.51 0.11 13453 121.565 2115 009 53,703 0.51 0.11 14113 39,590 2115 0.18 136.430 0.51 0.11 14,113 122317 2215 0.09 54238 0.51 0.11 14,773 39,465 2215 0.18 137,759 0.51 0.11 14,773 123.016 2315 0.09 54.754 0.51 0.11 15.433 39,322 2315 0.17 139,100 0.51 0.11 15,433 123.667 2415 0.06 55.253 0.50 0.11 18.093 39160 2415 0.18 140,367 0.50 0.11 18.093 124.274 2515 0.08 55735 0.50 011 16.753 36.982 2515 0.16 141,592 0.50 0.11 16.753 124839 2615 0.08 56.202 0.50 0.11 17.413 38,790 2615 0.15 142,779 050 0 11 17.413 125,366 2715 0.08 56,655 0.50 011 18,073 38.583 2715 0.15 143,930 0.50 0.11 18,073 125.557 2815 0.07 57,095 0.50 0.11 18.733 38,363 2515 0.15 145.047 0.50 0.11 18,733 126.314 2915 0.07 57,523 0.50 0.11 19.393 38.130 2915 0.14 146,134 0.50 D.12 19393 128,741 3015 0.07 57 939 0.50 0.11 20.053 37 886 3015 0.14 147,190 0.50 0.11 20,053 127,138 3115 0.07 56.344 0.50 0.11 20.713 37 631 3115 0.14 148,220 0.50 0.11 20,713 127.507 3215 0.07 58,739 0.50 0.11 21,373 37,366 3215 0.13 149.223 010 0.11 21,373 127,850 3315 0,07 59.124 0.50 0.11 22,033 37 091 3315 0.13 150,202 0.50 0.11 22.033 128.169 3415 0.06 59.500 0.50 0.11 22.893 38,608 3415 0.13 151.157 0.50 0.11 22,693 128,464 3515 0.06 59.668 0.50 011 23,353 36,515 3515 0.12 152,090 0.50 0.11 23,353 128,737 3615 0.06 60 227 D.50 0 11 24.013 36 214 3815 0.12 153 003 0.50 0.11 24.013 128.990 3715 0.08 60,578 0.50 01 f 24,673 35,905 3715 0.12 153,895 0.50 0.11 24,673 129,222 3815 0,06 60.922 0.50 0.11 25 333 35 589 3815 0.12 154.769 0.50 0.11 25,333 129438 3915 0.06 81 259 0.50 011 25,993 35266 3915 0.11 155.624 0.50 0.11 25.993 129,631 4015 0.06 61 589 0.50 0.11 26,653 34.936 4015 0.11 156,462 0.50 0.11 26.653 129 810 4115 0.06 61,912 0.50 0.11 27 313 34.599 4115 0.11 157,264 0.50 0.11 27.313 129,971 4215 0.05 62229 0.50 0.11 27,973 34,257 4215 0.11 158,090 0.50 0.11 27.973 130,117 4315 0.05 62.541 0.50 0.11 28,633 33,908 4315 0.10 158,861 010 0.11 28,633 130,248 4415 0.05 62846 0.50 0 11 29293 33,554 4415 0.10 159.658 0.50 0.11 29,293 130.365 4515 0.05 63.147 0.50 011 29,953 33,194 4515 0.10 ¶60420 0.50 0.11 29,953 130,467 4615 0.05 63.442 0.50 0.11 30,513 32.829 4615 010 161 170 0.50 0.11 30,813 130,557 4715 0.05 63,732 0.50 0.11 31,273 32,459 4715 0.10 161,908 0.50 0.11 31,273 130,833 4815 0.05 64,017 0.50 0.11 31.933 32,084 4815 0.10 182,830 0.50 011 31.933 130,898 4915 0.05 54297 0.50 0.11 32.593 31,704 4915 0.09 163.343 0.50 0,11 32.593 130.750 5015 0.05 64.573 0.50 011 33,253 31,320 5015 0.09 164,044 0.50 12.11 33,253 130,791 5115 0.05 64.844 0.50 011 33,913 30,932 5115 0.09 164.733 0.50 0.11 33,913 130,821 5215 0.05 65,112 0.50 0.11 34.573 30,539 5215 0.09 185,413 0.50 0.11 34,573 130.840 5315 0.05 65.375 0.50 0.11 35.233 30.142 5315 0.09 118.042 0.50 0.11 35.233 130,849 5415 0 04 65,635 0.50 0.11 35893 29,742 5415 0.09 168.741 0.50 0.11 35,893 130,848 5515 0.04 65.890 0.50 0.11 36.553 29.337 5515 0,00 167390 0.50 0.11 36,553 130.837 5615 0.04 56,142 0.50 011 37,213 28,929 5815 0.08 166.030 0.50 0.11 37,213 130,818 5715 0.04 86.301 0.50 0.11 37,873 28,518 5715 0.08 166.661 0.50 0.11 37.673 130.789 5815 0.04 66.638 0.50 011 38.533 28,103 5815 0.08 169.284 0.50 0.11 36.533 130.751 5915 0.04 65877 0.50 011 39.193 27.685 5915 008 169,698 0.50 011 39.193 130.705 6015 0.04 57.116 0.50 011 39.853 27263 6015 0.oe 170.504 0.50 011 39.853 130.651 tea. rM Minor sponge volume (cubic R) • 39,862 Mod. FAA Major Storage Volume (cubic R) • Mod. FAA Minor Storage Volume (acre4t) • 0.92 Mod. FAA Major Storage Volume (acre -n.) • UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released January 2010 130.849 3.00 Ow** Coosaa, LLC Pape I d 2 Sigma No 11013 0aV10q Ste P.r DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) r Project: Speer Plant Expansion Basin ID: Basins D1 -D3 180,000 160,000 140,000 120.000 1i 100.000 cr d E 80.000 60,000 40,000 20,000 0 Inflow and Outflow Volumes vs. Rainfall Duration •••••• •••••••••••••••••••••••••••••••• at. • • • •••••• • •• •• i - . - 0 1000 2000 3000 Duration (Minutes) 4000 5000 6000 �-� `...._.whom —aw. agar. .wh.. . a.m. a+ .._ w.. �_... ... .why Sten T..- ..->a$.. ..... . U.. .....e ..ems 7000 1 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released January 2010 Cosh= Castes. tiC Pala 2 a12 Project No. 18013 DETENTION POND VOLUME CALCULATIONS (1) Required WQCV = 0.27 100 Yr Detention Req'd Volume = 3.00 Speer Plant Expansion Final Drainage Report ac -ft ac -ft From WQCV Calculations From UDFCD Modified FAA Method Calculation (1) Per Weld County Code, WQCV included as a portion of the total 100 Yr required detention volume. POND VOLUME = 1/3(A1+A2+(A1*A2)^0.5)*D DETENTION POND INCREM VOLUME CUMM. VOLUME CUMM. VOLUME ELEV AREA SQ FT (ft3) (ft3) (ac -ft) ') 100 YR VOLUME WQCV 4873.50 0 0 0 0.00 4874.00 367 61 61 0.00 4875.00 2,626 1,325 1,386 0.03 4876.00 6,449 4,397 5,783 0.13 4876.70 11,668 0.27 Freeboard 4877.00 10,659 8,466 14,249 0.33 4878.00 15,494 13,002 27,250 0.63 4879.00 22,156 18,726 45,977 1.06 4880.00 39,974 30,630 76,607 1.76 4881.00 44,748 42,339 118,945 2.73 4881.50 47,197 22,983 141,929 3.26 Freeboard 4882.00 49,835 41 24,255 166,184 3.82 4882.50 57,304 26,763 192,947 4.43 Pond volumes based on Prismoidal Method calculations 09/7/2018 1 38 AM Cmestone Consultants, LLC Page 1 of 1 Job No. 18013 Speer Plant Expansion Final Drainage Report DETENTION POND RELEASE STRUCTURE BOX SIZING Orifice Equation- Area=Q, / (0.65 * (2 * g * h)°5) Q, = Allowable release rate [cfs] g = 32.2 [ft2/s] h = Difference from water surface elevation to top of grate elevation [ft] WATER SURFACE *TOP OF GRATE 100-YR W.S. ELEV or loo (cfs) HEAD at Qr (ft) AREA REQ'D 'ft2 Release 4876.70 4881.50 0.22 4.80 0.02 *Top of box grate elevation is set to WQCV Water Surface Elevation Weir Equation- = C*L*h312 Q. = Allowable release rate [cfs] c = Weir Coefficient, 3.33 used L = Length of Weir [ft] h = Difference from water surface elevation to top of grate elevation [ft] WATER SURFACE *TOP OF GRATE 100-YR W.S. ELEV Qr loo (cfs) HEAD at Qr (ft) LENGTH REQ'D (ft) Release 4876.70 4881.50 0.22 4.80 0.01 *Top of box grate elevation is set to WQCV Water Surface Elevation Release Structure Box - Try CDOT Type C Inlet Box Length = 2.92 ft Width = 2.92 ft Ao,e� = 8.53 ft2 x 50% Clogging Factor = 4.27 ft2 Orifice Check- Aregid = 0.02 ft2, Aaper, = 4.27 ft`, therefore OK, CDOT Type C Inlet Box OK Weir Check - L.„ = 0.01 ft, L = 4*2.92 = 11.68 ft', therefore, CDOT Type C Inlet Box OK 09/6/2018 10:21 PM Crestone Consultants, LLC Page 1 of 1 'ro/ocr No I HOU.i STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project. Speer Plant Expansion Basin ID: Basins D1 -D3 WQCV Desgn Volume (Input Catchment Imperviousness. 1, _ Catchment Area, A = Depth at WQCV outlet above lowest perforation. H = Vertical distance between rows, h = Number of rows, NL = Orifice discharge coefficient. C„ _ Mel gesgn Information (Output); 46-2 13.66 36 4.00 9 0.65 percent acres inches inches Diameter of holes. D = Number of holes per row. N Height of slot, H = Width of sbt, W = Water Quality Capture Volume (1.0' (0.91 ' IA3- 1.19' IA2 • 0 78' I)). WQCV = Water Quakly Capture Volume (WQCV) _ Design Volume (WQCV / 12' Area' 1.2) Vol = Recommended maximum outlet area per row (based on 4" vertical spacing of rows). 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 = Calculation of Colectron Capacity OR 1.00 1.375 In. in. in. Innr to [)rain the Poixl - 40 hours Water Quality Capture Volume Method Selected (40 -Hour Release) 0 20 watershed inches 0.22 acre-feet 0.27 acre-feet 1.357 square inches 1.375 square inches 0.010 square feet O O O 0 A 0 O O O O 0 0 O O O O O O o O O O O 4 O O o O O O O O O rlittttttr. O 0 NEM O L o Perfortatcd Plate Eramples 4 Stage ft (input) Central Elevations of Rows of Holes ut feet E Flow Row 1 Row 2 Row 3 Row 4 Row S 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 4873.67 1 4874 00 4874.34 4874.67 1 4875.00 1 4875.34 1 4875 67 1 4876.00 4876 34 Colection Capacity for Each Row of Holes in cis 4873.67 0.000 0.000 0 000 0.000 0.000 0.000 0.000 0 000 0 000 0.00 4874.00 0.029 0.000 0.000 0.000 0.000 0.000 0 000 0 000 0 000 0.03 4874.33 0.040 0.029 0.000 0.000 0 000 0.000 0.000 0.000 0.000 0.07 4874.66 0.050 0 040 0 028 0.000 0.000 0.000 0.000 0 000 0.000 0.12 4874.99 0.057 0.050 0.040 0.028 0.000 0.000 0.000 0.000 0.000 0.18 4875.32 0.064 0.057 0.049 0.040 0.028 0.000 0.000 0.000 0.000 0.24 4875.65 0.070 0 064 0.057 0.049 0.040 0.028 0.000 0.000 0 000 0.31 4875.98 0.076 0.070 0.064 0.057 0 049 0 040 0.028 0.000 0.000 0.38 4876.31 0.081 0.076 0.070 0.064 0.057 0.049 0.040 0.028 0.000 0.46 4876.64 0.086 0.081 0.076 0.070 0.064 0.057 0.049 0.040 0.02'/ 0.55 4876.97 0.090 0.088 0.081 0.076 0 070 0 064 0.057 0 049 0 040 0.61 4877 30 0.095 0.090 0.086 0.081 0.076 0.070 0 064 0 057 0 049 0.67 4877.63 0.099 0 095 0.090 0.086 0.081 0.075 0.070 0.064 0.057 0.72 4877.96 0 103 0.099 0 095 0 090 0 086 0.081 0.075 0 070 0 063 0.76 4878.29 0 107 0 103 0.099 0.095 0 090 0.086 0.081 0 075 0.070 0.81 4878.62 0.111 0 107 0 103 0 099 0.095 0.090 0.086 0.081 0.075 0.85 4878.95 0.114 0 111 0 107 0.103 0.099 0.095 0.090 0.086 0.080 0.89 4879.28 0.118 0.114 0.111 0 107 0.103 0.099 0.095 0 090 0.085 0.92 4879.61 0.121 0 118 0.114 0.111 0 107 0.103 0.099 0 095 0.090 0.96 4879.94 0125 0.121 0118 0114 0.111 0.107 0.103 0.099 0.095 0.99 4880.27 0.128 0.125 0.121 0.118 0.114 0.111 0.107 0.103 0 099 1.03 4880 60 0.131 0 128 0.125 0.121 0.118 0.114 0 111 0 107 0.103 1.06 4880.93 0.134 0131 012.8 0.125 0.121 0.118 0114 0111 0.107 1.09 488126 0137 0134 0131 0128 0125 0.121 0118 0114 0110 1.12 #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 UN/A #N/A UN/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A UN/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 UN/A #N/A #N/A #N/A #N/A #N/A #N/A /INA #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A UN/A #N/A #N/A #N/A UN/A #N/A #N/A #N/A #N/A #N/A UN/A #WA UN/A #N/A #N/A /MA #N1A #N/A #N/A #N/A #N7A MIA #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 *NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A tiNIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A UN/A #N/A #N/A #N/A *NIA #N/A #N/A #N/A #N/A ttN/A #N/A !MIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A MIA #N/A #N/A #N/A #N/A #N/A #NIA *NIA UN/A #N/A UN/A #N/A #N/A #N/A #N/A #NIA MIA #N/A #N/A #N/A MIA #N/A #N/A tIN/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 it -N/A MIA #N7A #N/A #N/A #N/A #N/A #N/A #N/A *NIA #N/A #N/A MIA #N/A #N/A or94Q0 rA 5 f0 PM Creston.) Conwtr•nts t LC Papa Iut' STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Speer Plant Expansion Basin ID. Basins D1 -D3 Stage (feet, elev.) 6085.50 5085.50 4085.50 3085.50 2085.50 1085.50 85.50 STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 0.00 (i.40 11. (1 0(1 0.80 Discharge (cfs) 1.00 1 lin 0 Cnaton• Consultants. LLC Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Detention Pond Outfall Pipe (Q100 release = 0.22 cfs) Invert Elev Dn (ft) Pipe Length (ft) S lope (°/O) Invert Elev Up (ft) Rise (in) S hape Span (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M.c.Y.k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) :_ 00 468000 4878 00 4676 00 4874 f 4c . 4870 00 4866 00 4666 00 0 3 20 30 Orcular Calvert = 4868.63 = 127.30 = 3.83 = 4873.50 = 12.0 = Circular = 12.0 = 1 = 0.016 = Circular Concrete = Square edge w/headwall (C) = 0.0098. 2. 0.0398, 0.67. 0.5 = 4881.50 = 18.00 = 29.00 40 50 HGL Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Detention Pond Outfall Pipe (O100 release = 0 22 cis) 60 =mbar. '1. '5v Thursday. Sep 6 2018 = 0.22 = 0.22 = (dc+D)/2 = 0.22 = 0.22 = 0.00 = 0.45 = 2.08 = 4869.23 = 4873.69 = 4873.74 = 0.24 = Inlet Control -it _xv.'rt 170 Reach ift ax 650 4 5O 260 -5 5: •750 Project No 18013 RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Speer Plant Expansion Basin ID: Basins D1 -D3 Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth PipeNertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeNertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated) Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Elev WS = Elev. Invert = O= Dia = Co = Af = Theta = Of = Percent of Design Flow = Theta = T,; = Y�,= Elev Plate Bottom Edge = Q„ = Width of Equivalent Rectangular Vertical Orifice Equivalent Width = Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = #1 Vertical Orifice #2 Vertical Orifice 4,881.50 4,873.50 0.2 12.0 0.67 0.79 3.14 11.6 5255% 0.45 0.01 5.21 0.05 4,873.55 0.2 0.20 4,873.53 feet feet cfs inches sq ft rad cfs rad sq ft inches feet feet cfs feet feet 09/6/2018 510 PM Crestone Consultants. LLC Page 1 of 1 Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Detention Pond - EM Overflow (31.6 cfs) Trapezoidal Weir Crest Bottom Length (ft) Total Depth (ft) Side Slope (z:1) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 = Sharp = 28.00 = 1.00 = 4.00 = 3.10 Known Q = 31.60 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Detention Pond - EM Overflow (31.6 cfs) Fnday. Sep 7 2018 = 0.50 = 31.60 = 15.00 = 2.11 = 32.00 0 5 Weir 10 15 20 25 W.S. 30 35 40 45 50 Depth (ft) 2.00 1.50 1.00 0.50 0.00 0.50 Length (ft) Hydraulic Calculation Reference Materials 5.7 MAJOR DRAINAGE This section presents concise, practical guidelines for the design of major drainage systems. For more information regarding the design of major drainage systems, refer to Chapter 8 of the Weld County Code and the major drainage chapter of the UDFCD Manual (Volume 1). 5.7.1 Design Flows The major drainage system must be able to convey the fully developed flow from a watershed for the 100 -year event without significant damage to the system. 5.7.2 Design Criteria Table 5-9 summarizes the general design guidelines for channels. More information and design examples are provided in Chapter 8 of the Weld County Code and the major drainage chapter of the UDFCD Manual (Volume 1). Table 5-9 Channel Lining Criteria Design Item Criteria for Various Types of Channel Lining Grass: Erosive Soils Grass: Erosion Resistant Soils Riprap Concrete Maximum 100-yr velocity 5.0 ft/sec 5.0 ft/sec 16.0 ft/sec 18.0 ft/sec Minimum Manning's n — stability check 0.020 0.020 0.03 0.011 Maximum Manning's n- capacity check 0.035 0.035 0.04 0.013 Maximum Froude number 0.5 0.8 0.8 N/A Maximum depth outside low- flow zone 5.0 ft 5.0 ft N/A N/A Maximum channel longitudinal slope 0.6% 0.6% 1.0% N/A Maximum side slope6 4H:1V 4H:1V 2.5H:1V 1.SH:1V1 Minimum centerline radius for a bend 2 x top width 2 x top width 2 x top width 2 x top width Minimum freeboard 1.0 ft 3'5 1.0 ft 3'5 2.0 ft 3 2.0 ft 4 Portions of this table were obtained from Table MD -1, UDFCD Manual (Volume 1), Table MD -2 1 2 3 4 5 6 Side slopes may be steeper if designed as a structurally reinforced wall to withstand soil and groundwater forces. Add superelevation to the normal water surface to set freeboard at bends. Suggested freeboard is 2.0 feet to the lowest adjacent habitable structure's lowest floor. For super critical channels, use the freeboard recommended in the major drainage chapter of the UDFCD Manual (Volume 1), Section 4.3.1.5. Grass -lined open channels conveying less than 50 cfs may reduce the minimum 1.0 foot freeboard requirement to the freeboard required to convey 1.33 times the 100 -year design flow. The reduced freeboard may only occur if a 1.0 -ft minimum freeboard is not physically possible and a variance request is submitted. Maximum side slopes may be as steep as 3H:1V; however, the design engineer should address how the channels will be maintained since it may not be safe to mow on slopes that are greater than 4H:1V. The developer/engineer is encouraged to use the spreadsheets and programs provided by the UDFCD to assist in designing major drainage. Other software programs may be used, but the designs will be WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA Page l 44 Hydraulic Structures Chapter 9 3.2.1 Riprap Apron This section addresses the use of riprap for erosion protection downstream of conduit and culvert outlets. Refer to the Open Channels chapter for additional information on applications for and placement of riprap. Those criteria will be useful in design of erosion protection for conduit outlets. When incorporating a drop into the outfall use Figure 9-40 or 9-41. Rock Size The procedure for determining the required riprap size downstream of a conduit outlet is in Section 3.2.3. Configuration of Riprap Apron Figure 9-34 illustrates typical riprap protection of culverts at conduit outlets. Extent of Protection The length of the riprap protection downstream from the outlet depends on the degree of protection desired. If it is necessary to prevent all erosion, the riprap must extend until the velocity decreases to an acceptable value. The acceptable major event velocity is set at 5 ft/sec for non -cohesive soils and at 7 ft/sec for erosion resistant soils. The rate at which the velocity of a jet from a conduit outlet decreases is not well known. The procedure recommended here assumes the rate of decrease in velocity is related to the angle of lateral expansion, 0, of the jet. The velocity is related to the expansion factor, (1/(2tan0)), which can be determined directly using Figure 9-35 or Figure 9-36, by assuming that the expanding jet has a rectangular shape: L 1 A, w) P 2tan 9 Y, Where: Lp = length of protection (ft) W= width of the conduit (ft, use diameter for circular conduits) Y, = tailwater depth (ft) © = the expansion angle of the culvert flow and: A, Q V Where: Q = design discharge (cfs) V= the allowable non -eroding velocity in the downstream channel (ft/sec) A, = required area of flow at allowable velocity (ft') Equation 9-11 Equation 9-12 9-66 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 Hydraulic Structures In certain circumstances, Equation 9-11 may yield unreasonable results. Therefore, in no case should Lp be less than 3H or 3D, nor does Li, need to be greater than 10H or 10D whenever the Froude parameter, Q/WHi•5 or Q/D'5, is less than 8.0 or 6.0, respectively. Whenever the Froude parameter is greater than these maximums, increase the maximum Lp required by IA D, or % H for circular or rectangular (box) culverts, respectively, for each whole number by which the Froude parameter is greater than 8.0 or 6.0, respectively. Once L,, has been determined, the width of the riprap protection at the furthest downstream point should be verified. This dimension is labeled "T" on Figure 9-34. The first step is to solve for 0 using the results from Figure 9-35 or 9-36: 1 0 = Equation 9-13 2(ExpansionFactor) Where: Expansion Factor = determined using Figure 9-35 or 9-36 T is then calculated using the following equation: T = 2(L,tan B)+W Equation 9-14 Multiple Conduit Installations The procedures outlined in this section can be used to design outlet erosion protection for multi -barrel culvert installations by replacing the multiple barrels with a single hydraulically equivalent hypothetical rectangular conduit. The dimensions of the equivalent conduit may be established as follows: 1. Distribute the total discharge, Q, among the individual conduits. Where all the conduits are hydraulically similar and identically situated, the flow can be assumed to be equally distributed; otherwise, the flow through each barrel must be computed. 2. Compute the Froude parameter Q/D,2.5 (circular conduit) or Q,/WH,1.s (rectangular conduit), where the subscript i indicates the discharge and dimensions associated with an individual conduit. 3. If the installation includes dissimilar conduits, select the conduit with the largest value of the Froude parameter to determine the dimensions of the equivalent conduit. 4. Make the height of the equivalent conduit, /leg, equal to the height, or diameter, of the selected individual conduit. 5. The width of the equivalent conduit, Weq, is determined by equating the Froude parameter from the selected individual conduit with the Froude parameter associated with the equivalent conduit, Q/W,Heq' . September 2017 Urban Drainage and Flood Control District 9-67 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 EXTEND RIPRAP TO HEIGHT OF PIPE OR BOX, MIN. RIPRAP MORE THAN 1.0' ABOVE PIPE INVERT SHALL BE INSTALLED 6` BELOW FINISHED GRADE AND BURIED WITH TOPSOIL FINISHED GRADE JOINT RESTRAINTS (2) J PLAN VIEW NTS END TREATMENT MAY CONSIST OF RCP END SECTION (WITH TOEWALL) OR HEADWALL. (SEE DETAILS) 2D,0 MIN L PROFILE NTS i SOIL RIPRAP OR VOID -FILLED RIPRAP Figure 9-34. Riprap apron detail for culverts in -line with the channel 9-68 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 1 lydraulic Structures 9 = Expansion Angle m c v cc 0 EXPANSION 8 7 6 5 2 1 0 .1 _2 .3 .4 .5 .6 .7 . TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D / D Figure 9-35. Expansion factor for circular conduits 4 71/ h p O 11. O see / 1.7 O D O b . 6p / 8 September 2017 Urban Drainage and Flood Control District 9-69 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 8 7 6 m c v N5 cr Q 4 0 3 z a x 2 W 0 = Expansion Angle it) O N Irg/?:,(0.O _ O O p vi d' 4y 1g 1 _ 0 _ 0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 TAILWATER DEPTH/ CONDUIT HEIGHT-Yt/H Figure 9-36. Expansion factor for rectangular conduits 9-70 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 Hydraulic Structures 3.2.2 Low Tailwater Basin The design of low tailwater riprap basins is necessary when the receiving channel may have little or no flow or tailwater at time when the pipe or culvert is in operation. Figure 9-37 provides a plan and profile view of a typical low tailwater riprap basin. By providing a low tailwater basin at the end of a storm drain conduit or culvert, the kinetic energy of the discharge dissipates under controlled conditions without causing scour at the channel bottom. Low tailwater is defined as being equal to or less than 'A of the height of the storm drain, that is: Y, Where: D H y, ≤ — 3 or 3 y, = tailwater depth at design flow (feet) D = diameter of circular pipe (feet) H= height of rectangular pipe (feet) Rock Size The procedure for determining the required riprap size downstream of a conduit outlet is in Section 3.2.3. After selecting the riprap size, the minimum thickness of the riprap layer, 7', in feet, in the basin is defined as: T = 2D5( Equation 9-15 Basin Geometry Figure 9-37 includes a layout of a standard low tailwater riprap basin with the geometry parameters provided. The minimum length of the basin (L) and the width of the bottom of the basin (W1) are provided in a table at the bottom of Figure 9-37. All slopes in the low tailwater basin shall be 3(H):1(V), minimum. Other Design Requirements Extend riprap up the outlet embankment slope to the mid -pipe level, minimum. It is recommended that riprap that extends more than 1 foot above the outlet pipe invert be installed 6 inches below finished grade and buried with topsoil. Provide pipe end treatment in the form of a pipe headwall or a flared -end section headwall. See Section 3.1 for options. September 2017 Urban Drainage and Flood Control District 9-71 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 - -- -- RIPRAP MORE THAN 1.0' ABOVE PIPE INVERT SHALL BE INSTALLED 6" BELOW FINISHED GRADE AND BURIED WITH TOPSOIL FINISHED GRADE wellf JOINT RESTRAINTS (2) RCP WITH FES SHOWN END TREATMENT MAY CONSIST OF PIPE HEADWALL OR FES HEADWALL L FES HEADWALL SHOWN PROFILE SOIL RIPRAP OR VOID -FILLED RIPRAP PIPE SIZE OR Il ye.1. LiaLLIE1281 18" - 24" 1 '-0" 4' 15' 30" - 36" 1'-6" 6' 20' 42" - 48" 2'-0" 7 24' 54" - 60" 2'-6" 8' 28' 68" - 72" 3'-0" 9' 32' • IF OUTLET PIPE IS A BOX CULVERT WITH A WIDTH GREATER THAN W. THEN W as CULVERT WIDTH Figure 9-37. Low tailwater riprap basin 00 FINISHED it GRADE D SEE TABLE T=2050 MIN 9-72 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 Hydraulic Structures 3.2.3 Rock Sizing for Riprap Apron and Low Tailwater Basin Scour resulting from highly turbulent, rapidly decelerating flow is a common problem at conduit outlets. The following section summarizes the method for sizing riprap protection for both riprap aprons (Section 3.2.1) and low tailwater basins (Section 3.2.2). Use Figure 9-38 to determine the required rock size for circular conduits and Figure 9-39 for rectangular conduits. Figure 9-38 is valid for Q/DD25 of 6.0 or less and Figure 9-39 is valid for Q/WH15 of 8.0 or less. The parameters in these two figures are: 1. Q/D15 or Q/WH° 5 in which Q is the design discharge in cfs, D, is the diameter of a circular conduit in feet, and Wand H are the width and height of a rectangular conduit in feet. 2. Y/DC or Y✓H in which Y, is the tailwater depth in feet, D, is the diameter of a circular conduit in feet, and His the height of a rectangular conduit in feet. In cases where Y, is unknown or a hydraulic jump is suspected downstream of the outlet, use Y,/D, = Y,/H= 0.40 when using Figures 9-38 and 9-39. 3. The riprap size requirements in Figures 9-38 and 9-39 are based on the non -dimensional parametric Equations 9-16 and 9-17 (Steven, Simons, and Watts 1971 and Smith 1975). Circular culvert: d� = 0.023Q i 2 o s Equation 9-16 Y,D.. Rectangular culvert: dw= 0.014Ho.5Q Y,W Equation 9-17 These rock size requirements assume that the flow in the culvert is subcritical. It is possible to use Equations 9-16 and 9-17 when the flow in the culvert is supercritical (and less than full) if the value of a or H is modified for use in Figures 9-38 and 9-39. Note that rock sizes referenced in these figures are defined in the Open Channels chapter. Whenever the flow is supercritical i n the culvert, substitute A for D, and Hu for H, in which Da is defined as: D=(D�.+Y„) a 2 Where the maximum value of D. shall not exceed D„ and Equation 9-18 September 2017 Urban Drainage and Flood Control District 9-73 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 H _ (H+Yn) 2 Equation 9-19 Where the maximum value of Hu shall not exceed H, and: = parameter to use in place of D in Figure 9-38 when flow is supercritical (ft) D, = diameter of circular culvert (ft) Hu = parameter to use in place of H in Figure 9-39 when flow is supercritical (ft) H = height of rectangular culvert (ft) = normal depth of supercritical flow in the culvert (ft) 60 K, 0 4O 0 0 .2 .4 .6 Yt/D se ��G '� K4 # (P eG ,ItCs le -HYPE L ** .8 Use Da instead of D whenever flow is supercritical in the barrel. ** Use Type L for o distance of 3D downstream 1.0 Figure 9-38. Riprap erosion protection at circular conduit outlet (valid for Q/D2.5 S 6.0) 9-74 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 2 September 2017 Chapter 9 Hydraulic Structures IL G, ci 9f - 44I ti r� 40 0 r v 20 .2 .4 .6 Yf/H .8 1.0 Use Ha instead of H whenever culvert has supercritical flow in the barrel. **Use Type L for a distance of 3H downstream. Figure 9-39. Riprap erosion protection at rectangular conduit outlet (valid for Q/WH1.5 5 8.0) 3.2.4 Outfalls and Rundowns A grouted boulder outfall or "rundown" dissipates energy and provides erosion control protection. Grouted boulder outfalls are most commonly used in large rivers like the South Platte. Figure 9-40 provides a plan view and cross section for a standard grouted boulder rundown. See the grouted boulder drop profiles (Al. A2, and A3) in Figure 9-12 for site specific profile options, (i.e., depressed or free - draining basin for use with a stable downstream channel or with no basin for use in channels subject to degradation). Figure 9-41 provides a plan view of the same structure for use when the structure is in -line with the channel. Evaluate the following when designing a grouted boulder outfall or rundown: • Minimize disturbance to channel bank • Determine water surface elevation in receiving channel for base flow and design storm(s) • Determine flow rate, velocity, depth, etc. of flow exiting the outfall pipe for the design storm(s) • Evaluate permitting procedures and requirements for construction adjacent to large river system. September 2017 Urban Drainage and Flood Control District 9-75 Urban Storm Drainage Criteria Manual Volume 2 EM 1110-2-1601 1 July 1991 US Army Corps of Engineers ENGINEERING AND DESIGN Hydraulic Design of Flood Control Channels ENGINEER MANUAL EM 1110-2-1601 Change 1 30 Jun 94 * attack in braided streams is thought to occur when the water surface is at or slightly above the tops of the mid - channel bars. At this stage, flow is confined to the multi- ple channels that often flow into or "impinge" against bank lines or levees. At lesser flows, the depths and velocities in the multiple channels are decreased. At higher flows, the channel area increases drastically and streamlines are in a more downstream direction rather than into bank lines or levees. (b) The discharge that produces a stage near the tops of the midchannel bars is Qtmcb Qtmcb is probably highly correlated with the channel -forming discharge concept. In the case of the Snake River near Jackson, Wyoming, Qtma, is 15,000-18,000 cfs, which has an average recurrence interval of about 2-5 years. Using cross-section data to determine the channel area below the tops of the midchannel bars and Qtmcb allows determina- tion of the average channel velocity at the top of the midchannel bars. V;mcb . (c) Field measurements at impingement sites were taken in 1991 on the Snake River near Jackson, Wyoming, and reported in Maynord (1993). The maxi- mum observed ratio VssNt„ teb = 1.6 , which is almost identical to the ratio shown in Plate 33 for sharp bend - ways having R/W = 2 in natural channels, and this ratio is recommended for determining Vs, for impinged flow. The second area of the design procedure requiring modifi- cation for impinged flow is the velocity distribution coef- ficient Cv , which varies with R/W in bendways as shown in Plate 40. Impinged flow areas are poorly aligned bends having low R/W , and Cyr. = 1.25 is recommended for design. (6) Transitions in size or shape may also require riprap protection. The procedures in this paragraph are applicable to gradual transitions where flow remains tran- quil. In areas where flow changes from tranquil to rapid and then back to tranquil, riprap sizing methods applicable to hydraulic structures (HDC 712-1) should be used. In converging transitions, the procedures based on Equa- tion 3-3 can be used unaltered. In expanding transitions. flow can concentrate on one side of the expansion and design velocities should be increased. For installations immediately downstream of concrete channels, a vertical velocity distribution coefficient of 1.25 should be used due to the difference in velocity profile over the two surfaces. 4 4 e. Steep slope riprap design. In cases where unit discharge is low, riprap can be used on steep slopes ranging from 2 to 20 percent. A typical application is a rock -lined chute. The stone size equation is 1.95 So55' qz3 D30 - g I ,I where S = slope of bed q = unit discharge (3-5) Equation 3-5 is applicable to thickness = 1.5 D,00, angular rock, unit weight of 167 pcf, DR5/D15 from 1.7 to 2.7, slopes from 2 to 20 percent, and uniform flow on a down - slope with no tailwater. The following steps should be used in application of Equation 3-5: (1) Estimate q = Q/b where b = bottom width of chute. (2) Multiply q by flow concentration factor of 1.25. Use greater factor if approach flow is skewed. (3) Compute D30 using Equation 3-5. (4) Use uniform gradation having D4;/D15 ≤ 2 such as Table 3-1. (5) Restrict application to straight channels with side slope of I V:2.51-1 or flatter. (6) Use filter fabric beneath rock. The guidance for steep slope riprap generally results in large riprap sizes. Grouted riprap is often used instead of loose riprap in steep slope applications. 3-8. Revetment Top and End Protection Revetment top and end protection requirements, as with all channel protective measures, are to assure the project benefits, to perform satisfactorily throughout the project economic life, and not to exceed reasonable maintenance Open Channels Chapter 8 FLOW DESIGN WSE CHANNEL BED 3' MIN (5' MIN FOR SOILS THAT ARE NOT COHESIVE) RIPRAP OR SOIL RIPRAP NOT STEEPER THAN 2.5H:1 V 1 GRANULAR BEDDING, REQUIRED FOR RIPRAP. ALSO REQUIRED FOR SOIL RIPRAP WHEN SPECIFICIED RIPRAP DESIGNATION SMALLER THAN GIVEN SIZE BY WEIGHT D5,3* (INCHES) INTERMEDIATE ROCK DIMENSION (INCHES) 70 - 100 12 TYPE VL 50 - 70 35 - 50 9 6 6 2 - 10 2 70 - 100 15 TYPE L 50 - 70 35 - 50 12 9 9 2 - 10 3 70 - 100 21 TYPE M 50 - 70 35 - 50 18 12 12 2 - 10 4 70 - 100 30 TYPE H 305 - 50 18 18 2 - 10 6 *D50 = MEAN ROCK SIZE Figure 8-34. Riprap and soil riprap placement and gradation (part 1 of 3) 8-76 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 January 2016 Chapter 8 Open Channels SOIL RIPRAP NOTES: 1. ELEVATION TOLERANCES FOR THE SOIL RIPRAP SHALL BE 0.10 FEET. THICKNESS OF SOIL RIPRAP SHALL BE NO LESS THAN THICKNESS SHOWN AND NO MORE THAN 2 -INCHES GREATER THAN THE THICKNESS SHOWN. 2. WHERE "SOIL RIPRAP" IS DESIGNATED ON THE CONTRACT DRAWINGS, RIPRAP VOIDS ARE TO BE FILLED WITH NATIVE SOIL. THE RIPRAP SHALL BE PRE -MIXED WITH THE NATIVE SOIL AT THE FOLLOWING PROPORTIONS BY VOLUME: 65PERCENT RIPRAP AND 35 PERCENT SOIL. THE SOIL USED FOR MIXING SHALL BE NATIVE TOPSOIL AND SHALL HAVE A MINIMUM FINES CONTENT OF 15 PERCENT. THE SOIL RIPRAP SHALL BE INSTALLED IN A MANNER THAT RESULTS IN A DENSE, INTERLOCKED LAYER OF RIPRAP WITH RIPRAP VOIDS FILLED COMPLETELY WITH SOIL. SEGREGATION OF MATERIALS SHALL BE AVOIDED AND IN NO CASE SHALL THE COMBINED MATERIAL CONSIST PRIMARILY OF SOIL; THE DENSITY AND INTERLOCKING NATURE OF RIPRAP IN THE MIXED MATERIAL SHALL ESSENTIALLY BE THE SAME AS IF THE RIPRAP WAS PLACED WITHOUT SOIL. 3. WHERE SPECIFIED (TYPICALLY AS "BURIED SOIL RIPRAP"), A SURFACE LAYER OF TOPSOIL SHALL BE PLACED OVER THE SOIL RIPRAP ACCORDING TO THE THICKNESS SPECIFIED ON THE CONTRACT DRAWINGS. THE TOPSOIL SURFACE LAYER SHALL BE COMPACTED TO APPROXIMATELY 85% OF MAXIMUM DENSITY AND WITHIN TWO PERCENTAGE POINTS OF OPTIMUM MOISTURE IN ACCORDANCE WITH ASTM D698. TOPSOIL SHALL BE ADDED TO ANY AREAS THAT SETTLE. 4. ALL SOIL RIPRAP THAT IS BURIED WITH TOPSOIL SHALL BE REVIEWED AND APPROVED BY THE ENGINEER PRIOR TO ANY TOPSOIL PLACEMENT. GRADATION FOR GRANULAR BEDDING PERCENT PASSING BY WEIGHT U.S. STANDARD SIEVE SIZE TYPE I CDOT SECT. 703.01 TYPE II CDOT SECT. 703.09 CLASS A 3 INCHES - 90 - 100 13 INCHES - - % INCHES - 20 - 90 % INCHES 100 — #4 95 — 100 0 — 20 #16 45 — 80 — #50 10 — 30 — #100 2 — 10 — #200 0 — 2 0 — 3 R PRAP BEDD NG Figure 8-34. Riprap and soil riprap placement and gradation (part 2 of 3) January 2016 Urban Drainage and Flood Control District 8-77 Urban Storm Drainage Criteria Manual Volume 1 Open Channels Chapter 8 THICKNESS REQUIREMENTS FOR GRANULAR BEDDING RIPRAP DESIGNATION MINIMUM BEDDING THICKNESS (INCHES) FINE-GRAINED SOILS 1 COARSE -GRAINED SOILS 2 TYPE I (LOWER LAYER) TYPE II (UPPER LAYER) TYPE II VL (D50 = 6 IN) 4 4 6 L (D5o = 9 IN) 4 4 6 M (D50 = 12 IN) 4 4 6 H (D50 = 18 IN) 4 6 8 VH (D50 = 24 IN) 4 6 8 NOTES: 1. MAY SUBSTITUTE ONE 12 -INCH LAYER OF TYPE II BEDDING. THE SUBSTITUTION OF ONE LAYER OF TYPE II BEDDING SHALL NOT BE PERMITTED AT DROP STRUCTURES. THE USE OF A COMBINATION OF FILTER FABRIC AND TYPE II BEDDING AT DROP STRUCTURES IS ACCEPTABLE. 2. FIFTY PERCENT OR MORE BY WEIGHT RETAINED ON THE #40 SIEVE. Figure 8-34. Riprap and soil riprap placement and gradation (part 3 of 3) 8-78 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 January 2016 Chapter 3 Calculating the WQCV and Volume Reduction 3.0 Calculation of the WQCV The first step in estimating the magnitude of runoff from a site is to estimate the site's total imperviousness. The total imperviousness of a site is the weighted average of individual areas of like imperviousness. For instance, according to Table RO-3 in the Runoff chapter of Volume 1 of this manual, paved streets (and parking lots) have an imperviousness of 100%; drives, walks and roofs have an imperviousness of 90%; and lawn areas have an imperviousness of 0%. The total imperviousness of a site can be determined taking an area -weighted average of all of the impervious and pervious areas. When measures are implemented minimize directly connected impervious area (MDCIA), the imperviousness used to calculate the WQCV is the "effective imperviousness." Sections 4 and 5 of this chapter provide guidance and examples for calculating effective imperviousness and adjusting the WQCV to reflect decreases in effective imperviousness. The WQCV is calculated as a function of imperviousness and BMP drain time using Equation 3-1, and as shown in Figure 3-2: WQCV = a(0.91/3 - 1.19/2 + 0.781) Equation 3-1 Where: WQCV = Water Quality Capture Volume (watershed inches) a = Coefficient corresponding to WQCV drain time (Table 3-2) 1 = Imperviousness (%/100) (see Figures 3-3 through 3-5 [single family land use] and /or the Runoff chapter of Volume 1 [other typical land uses]) Table 3-2. Drain Time Coefficients for WQCV Calculations Drain Time (hrs) Coefficient, a 12 hours 0.8 24 hours 0.9 40 hours 1.0 Figure 3-2, which illustrates the relationship between imperviousness and WQCV for various drain times, is appropriate for use in Colorado's high plains near the foothills. For other portions of Colorado or United States, the WQCV obtained from this figure can be adjusted using the following relationships: (WQCV) WQCVother = d6 ( 0.43 ) Where: WQCV WQCVother d6 Equation 3-2 = WQCV calculated using Equation 3-1 or Figure 3-2 (watershed inches) = WQCV outside of Denver region (watershed inches) = depth of average runoff producing storm from Figure 3-1 (watershed inches) August 2011 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 3-5 Calculating the WQCV and Volume Reduction Chapter 3 Once the WQCV in watershed inches is found from Figure 3-2 or using Equation 3-1 and/or 3-2, the required BMP storage volume in acre-feet can be calculated as follows: v ( WQCV) A \ 12 1 Where: V = required storage volume (acre -ft) A = tributary catchment area upstream (acres) WQCV = Water Quality Capture Volume (watershed inches) 0.500 0.450 cu 0 400 L = 0.350 cu 0300 t 0.250 0.200 0.150 a U 0.100 0.050 0.000 Equation 3-3 , I I 140 hour drain time I F 24 hour drain time of WQCV=a(0.91ii- 1.1912+0.781) I --e- ♦t 12 -hr drain time a = 0.8 24 -hr drain time a = 0.9 •ice 40 -hr drain time a = 1.0 ••le •• •• •a' dos• I •••' 12 hour drain time I •• 0 0.1 0.2 03 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i = la/100) Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time 3-6 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 August 2011 APPENDIX D Previous Study References & Correspondence Previous Study References Final Drainage Narrative for Aka Energy Group, LLC — Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014 Correspondence E -Mail Correspondence with Weld County Concerning Existing Water Quality Pond & Sizing of Detention Pond Previous Study References Final Drainage Narrative for Aka Energy Group, LLC - Speer Plant, prepared by Flatirons, Inc., dated May 28, 2014 Final Drainage Narrative For AKA Energy Group, LLC Speer Plant Weld County, Colorado Prepared For: AKA Energy Group, LLC 13472 Weld County Road 40 Platteville, CO 80651 (970) 737-2601 May 28, 2014 FSI# 14-100507 Prepared By: Flatirons, Inc. Surveying, Engineering & Geomatics 655 Fourth Avenue Longmont, Colorado 80501 303-443-7001 DRAINAGE NARRATIVE FOR AKA ENERGY GROUP, LLC Speer Plant WELD COUNTY, COLORADO Prepared for: AKA Energy Group, LLC 13472 Weld County Road 40 Platteville, CO 80651 (970) 737-2601 May 28, 2014 Prepared by: Flatirons, Inc. Surveying & Engineering 655 Fourth Avenue Longmont, CO 80501 FSI# 14-100500 Flatirons, Inc. — Surveying & Engineering TABLE OF CONTENTS Certification 1 Vicinity Map 2 1.0 Location and Description 3 Background 3 Project Location 3 Property Description 3 Project Description 4 2.0 Drainage Basins and Sub -Basins 4 Major Basin Description 4 Sub -Basin Description 5 3.0 Drainage Design Criteria 5 Regulations 5 Development Criteria Reference and Restraints 6 Hydrological Criteria 6 Hydraulic Criteria 6 4.0 Drainage Facility Design 7 General Concept 7 Specific Details 7 5.0 Conclusions 10 References 11 Appendix A A Hydrology Computations A Appendix B B Hydraulic Computations B Appendix C C Floodplain Information C Appendix D D Geotechnical Report D Appendix E E Inspection Report E Speer Plant May 28, 2014 Flatirons, Inc. — Surveying & Engineering CERTIFICATION "I hereby certify that this report for the final drainage design of the Speer Plant was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof." Kenneth W. Curfman PE, PLS For and on Behalf of Flatirons, Inc. State of Colorado No. 25620 Speer Plant 1 May 28, 2014 Flatirons, Inc. — Surveying & Engineering VICINITY MAP (Not to Scale) N Speer Plant 2 May 28, 2014 Flatirons, Inc. — Surveying & Engineering 1 .O LOCATION AND DESCRIPTION Background This Drainage Narrative is prepared for a Weld County USR, Use by Special Review Permit application for AKA Energy Group, LLC of Platteville, CO for the Speer Plant. The Drainage Narrative follows the criteria set forth by Urban Storm Drainage Criteria Manuals (USDCM), Volumes 1, 2 and 3, and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals, Volumes 1, 2 and 3 dated October 2006. The applicant is proposing to follow the 10% impervious rule and not prepare a Final Drainage Report or construct a detention pond for the project. The applicant owns the 80 - acre contiguous piece land and is proposing to develop 8 of the 80 acres. The 8 -acre plant site has an imperviousness of 43%, and the whole 80 -acre site has an imperviousness of 6% after the Speer Plant improvements have been constructed. Calculations can be found in Appendix A. Project Location The Speer Plant is situated on unplatted land located in the Southwest Quarter of Section 31, Township 4 North, Range 65 West of the 6th P.M., County of Weld, State of Colorado. The site does not have an address. The site is approximately one mile west of Weld County Road (WCR) 39 and one -quarter mile north of WCR 38. Property owned by Kevin Slavin bounds the plant property to the west, and the 80 -acre parcel being purchased by the applicant forms the northern, southern and eastern boundaries of the plant site. The property and surrounding land is zoned agricultural, and the project site and surrounding land are under Weld County jurisdiction. There are no major lakes, streams, or water resource facilities within the property. Historically, the property of the Speer Plant has been agricultural land; however the area where the plant is located does not appear to have been recently cultivated. There are no irrigation facilities serving the property or conveying water through the site. Property Description The rectangular -shaped Speer Plant property is 8 acres in size and part of a larger 80 -acre parcel of land being purchased by the applicant. The purchased parcel extends one-half mile north and south and one -quarter mile in an east and west direction. The plant site is located on the western edge of the purchased property near the midpoint of the western north/south property line. The 8 -acre plant site extends 720 feet in a north/south direction and 485 feet in an east/west direction. A southeast/northwest trending topographic ridge bisects the project site. A natural drainage way flowing in a northwesterly direction parallels the ridge to the south. A 5 -foot deep localized depression is located on the north side of the project site near the northwest Speer Plant 3 May 28, 2014 Flatirons, Inc. — Surveying & Engineering corner of the plant site. The existing high point of the plant site is at an elevation of 4895.5 and is located near the midpoint of the eastern plant boundary. The crest of the ridge slopes downward to the northwest at 1.25%. Slopes from the top of the ridge off the sides vary from 5% to 7%. Topographic low areas are situated the four corners of the 8 -acre parcel. The elevation at the northeast, northwest, southwest, and southeast corners of the plant site are 4880.0, 4877.0, 4884.0, and 4887.5, respectively. Surface runoff is collected by the northwest trending drainage ways and conveyed to the cultivated farm fields to the west. The property is covered by a thick, healthy grass, and scattered sage brush is located on top of the ridge. The grass appears to be wheat that has reseeded itself from farm crops that once grew on the land. There are three proposed access point to the new project site. The existing north/south private access road, that runs parallel to the western boundary of the property, is up to 125 - feet west of the west of the property. A new access road will be constructed parallel to the west side of the property fronting the plant property on the west. The three access points will be established near the southwest corner of the plant property, near the middle of the property on the west, and at a point 150 -feet south of the northwest property corner. The dominant soil covering the proposed project site is the Valent Sand, 3 to 9 percent, which is identified as Map Unit 70. There is also an area of Valent Sand, 0 to 3 percent, which is identified as Map Unit 69, located at the southwest corner of the plant property. The Valent Sands are excessively drained and assigned Hydrologic Soils Group A by the United States Department of Agriculture (USDA) National Resources Conservation Service (NRCS). Project Description The Speer Plant is a natural gas facility. Buried pipelines connected to local infrastructure are used to feed the plant, and the processed natural gas from the station will be delivered through other buried pipes. The proposed development will add compressors and associated infrastructure to the property. The plant will allow Aka Energy to process and deliver natural gas. The portions of the site that are not be used for appurtenances or buildings will be covered with a crushed recycled concrete surface. The proposed drainage concept is to replicate historic drainage patterns as close as possible while directing surface drainage to a water quality area situated at the northeast corner of the property. The layout of the proposed improvements is shown on the grading plan and will not adversely impact the drainage concept. 2.O DRAINAGE BASINS AND SUB -BASINS Major Basin Description The property is located in the South Platte River Basin approximately 6 miles southeast of river. The South Platte River flows to the northeast. and most of the land between the river Speer Plant 4 May 28, 2014 Flatirons, Inc. — Surveying & Engineering and the site is irrigated agricultural land. The excess runoff from the site flows to farm fields located to the west. The Speer Plant property is located in Zone C, Areas of minimal flooding. According to the FEMA Food Insurance Rate Map; Community Panel No. 080266-0775 C, Dated September 28, 1982. Sub -Basin Description Historically, runoff across the site flows in a northwesterly direction following existing topographic features. Two large natural drainage basins from east of the plant site convey the historic offsite flows either north or south around the 8 -acre project site. The two drainage basins convey runoff from farm fields to the east of the property to the agricultural fields west of the property. There is not a defined flowline in either of the historic basins. On the south side of the plant property, offsite runoff naturally flows northwesterly through the southwest corner of the 8 -acre site; however, an east/west trending berm, one to two - foot high, along the southern edge of the plant site directs surface runoff to the west. The berm seems to have been formed by windblown sand being deposited along an old fence line. The fence no longer exists, but the berm has become a permanent drainage feature, and directs surface runoff to the west around the south end of the developed site. A localized topographic depression is located immediately north of the northwest corner of the plant site. The depression extends 250 feet in an east/west direction and 100 feet in a north/south direction after the plant site has been graded. The depth of the depression is five feet. No runoff from the plant site is directed to the depression, with the exception of minor flows from the exterior slopes of the plant site pad. The offsite runoff from east and north of the plant site is directed around the plant site to the north by a natural U-shaped draw. The flows in the draw are directed to the farm field that is situated west of the applicant's property. Offsite flows are conveyed around the property and not allowed the mix with onsite flows 3.O DRAINAGE DESIGN CRITERIA Regulations This final drainage narrative is prepared with criteria set forth in the Weld County Storm Drainage Criteria (WCSDC) Addendum to the Urban Storm Drainage Criteria Manual (USDCM), and Volumes 1, 2, and 3 of the Urban Storm Drainage Criteria Manual. Spreadsheets supplied by Urban Storm Drainage website were used to calculate water quality capture volume (WQCV). Speer Plant 5 May 28, 2014 Flatirons, Inc. — Surveying & Engineering The applicant is proposing to follow the 10% impervious rule and not prepare a Final Drainage Report or construct a detention pond for the project. The applicant owns the 80 - acre contiguous piece land and is proposing to develop 8 of the 80 acres. The 8 -acre plant site will have an imperviousness of 43%, and the whole 80 -acre site will have an imperviousness of 6%. A water quality area will be established at the northeast corner of the developed plant site to treat excess runoff. The required WQCV is 0.149 acre-feet, and the water quality pond has a capacity of 0.324 acre-feet. The water collected in the water quality pond will be allowed to infiltrate. Development Criteria Reference and Restraints There is neither a project master plan, nor a regional drainage master plan for the site. Buried utilities and natural grass pipelines are located on the property, and the utilities have been field located and are shown on the grading plan. The proposed development will add compressors and associated infrastructure to the 8 -acre property. The portions of the site that will not be used for appurtenances will be covered with a crushed concrete surface. Access to the site during construction will be via the three proposed access points that will be constructed from the proposed access road that fronts the west property boundary. The proposed drainage concept is to replicate historic drainage patterns to the greatest extent possible. Swales will be used to collect onsite surface runoff and convey the flows to a water quality pond located at the northeast corner 8 -acre plant site. Runoff directed to the water quality pond will be allowed to infiltrate, unless the onsite generated flows are larger than the capacity of the pond. In instances where the onsite generated flows are larger than the water quality pond capacity, the excess runoff will be released from the pond using the riprap lined emergency spillway. The runoff released from the water quality pond will be directed northerly to the northern offsite basin. Refer to Appendix B for the water quality pond calculations. Hydrological Criteria The design rainfall was obtained from NOAA's Precipitation Frequency Data Server website. The values are based on NOAA Atlas 14, Volume 8, Version 2 published by the National Oceanic and Atmospheric Administration (NOAA). The latitude (40.2650°N) and longitude (104.7149°W) of the site was used to obtain the point frequency rainfall for the project. The minor storm (10 -year) precipitation depth is 1.39 inches for the 1 -hour event, 2.00 inches for the 6 -hour event, and 2.72 inches for the 24 -hour event. The major storm (100 -year) precipitation depth is 2.71 inches for the 1 -hour event, 3.89 inches for the 6 - hour event, and 4.68 inches for the 24 -hour event. Hydraulic Criteria The drainage facilities that will be used to convey storm water runoff through the site to the water quality pond are based on capacities identified in the USDCM and WCSDC. There Speer Plant 6 May 28, 2014 Flatirons, Inc. — Surveying & Engineering are no inlets or storm sewers on the site, and no check or drop structures are included as part of the drainage improvements. Runoff is conveyed on the surface of the site, except where culverts are required under plant entrances from the new access road. Spreadsheets developed by USDCM were used to calculate stage -storage volume for the water quality basin, and water quality capture volume (WQCV). Copies of the calculations can be found in Appendix A. 4.O DRAINAGE FACILITY DESIGN General Concept The proposed drainage concept for the Speer Plant is to replicate historic drainage patterns as closely as possible. Onsite flows will be directed to the water quality pond located at the northeast corner of the developed plant site, and the runoff collected by the water quality pond will be allowed to infiltrate. Open channels which are 2 -feet deep with 4 to 1 side slopes will convey onsite flows around the perimeter of the site to the water quality area pond located near the northeast corner of the 8 -acre site. Offsite flows will be directed around the proposed plant site and not allowed to mix with untreated onsite flows. The drainage patterns in the vicinity of the proposed plant will not be significantly altered by the plant construction. On the south side of the property, offsite runoff which naturally flows northwesterly through the southwest corner of the 8 -acre site will be diverted by berms and swales around the project site to the south. The grading of the project site will direct the offsite flows westerly along the southern boundary of the plant property, and then release the runoff to the farm fields located west of the project. Grading on the east side of the project will keep the onsite and offsite flows separated. Two parallel open channels flowing to the north along the east side of the 8 -acre plant site will direct onsite flows to the water quality pond, and direct offsite flows to the north to the offsite basin that drains the east and north side of the site. Specific Details All drainage improvements for the expansion property are in compliance with the Weld County Storm Drainage Criteria Addendum and the Urban Storm Drainage Criteria Manuals, Volumes 1, 2, and 3. No drainage problems were encountered during the design of the expansion property improvements. The hydraulic structures evaluated for the developed 8 -acre site include two open channels (Channels 1 and 2), three 15 -inch CMP culverts (Culverts 1 through 3), and a water quality pond with emergency spillway. The three culverts have identical characteristics so only one culvert was evaluated. Speer Plant 7 May 28, 2014 Flatirons, Inc. — Surveying & Engineering Channel 1 is the perimeter ditch that starts at the midpoint of the south boundary. The channel flows to the west along the south edge of the plant site, then to the north along the western edge of the plant site, and finally easterly along the north side of the plant site to the water quality pond located at the northeast corner of the site. Channel 1 has a length of 1260 feet and a constant slope of 0.5%. Channel 1 is 2 -feet deep with 4 to 1 side slopes. The 100 -year peak design flow in the channel is 9.2 cfs. Channel 2 is the perimeter ditch that starts at the midpoint of the south boundary and flows east along the south edge of the 8 -acre plant site before flowing to the north along the east edge of the plant site. Channel 2 empties into the water quality pond at the northeast corner of the plant site. Channel 2 has a length of 850 feet and a constant slope of 0.74%. Channel 2 is 2 -feet deep with 4 to 1 side slopes. The 100 -year peak design flow is 5.8 cfs. Open Channel Summary Description Depth of Swale (ft) Design Peak Q100 (cfs) Max. Water Depth** (ft) Max. Velocity*** (fps) Freeboard (ft) Channel 1 2.0 9.2 0.96 3.18 1.04 Channel 2 2.0 5.8 0.75 3.23 1.25 Table 1 ** Based on design channel with a manning's n of 0.025 and the minimum channel slope. ***Based on design channel with a manning's n of 0.018 and maximum channel slope Three culverts are part of the project's drainage improvements. The three 15" culverts are in Channel 1 and have identical characteristics. The culverts are placed under the three access points to 8 -acre site from the proposed access road. Flared end sections will be installed on the culverts and riprap outlet protection will be placed at the outlet of each culvert. Culvert Summary Description Culvert Diameter (in) Design Peak Q100 (cfs) Max. Water Depth (in) Max. Velocity (fps) Slope (%) Culvert 1 15 2.2 11.0 2.28 0.50 Culvert 2 15 2.2 11.0 2.28 0.50 Culvert 2 15 2.2 11.0 2.28 0.50 Table 2 Speer Plant 8 May 28, 2014 Flatirons, Inc. — Surveying & Engineering Detention storage will not be constructed as part of the site improvements. The applicant is proposing to follow the 10% impervious rule and not prepare a Final Drainage Report or construct a detention pond for the project. The applicant is purchasing an 80 -acre contiguous piece land and is proposing to develop 8 of the 80 acres. The 8 -acre plant site will have an imperviousness of 43%, and the whole 80 -acre site will have an imperviousness of 6% after the construction of the plant. In lieu of detention storage, a water quality pond will be constructed at the northeast corner of the 8 -acre plant site to treat onsite runoff. The water quality pond is triangular shaped and has a depth of 3 feet. A 20 -foot long emergency spillway will be constructed on the north embankment of the pond so flows in excess of the water quality pond capacity can be released without damaging the pond embankment. The emergency spillway is set at an elevation of 4882.0 and the bottom of the pond has an elevation of 4879.0. The spillway is designed to release the 100 -year peak runoff from the plant site of 21.2 cfs. The required WQCV for the site is 0.149 ac -ft, and the pond as shown on the plans provides 0.324 ac -ft of storage. The maximum depth in the water quality pond when completely full is 3.00 feet. Based on an infiltration rate of 20 minutes per inch or three -inches per hour and the maximum depth of water in the pond, it will take 12.0 hours for the water quality pond to empty by infiltration. Water Quality Stage Storage Table Elevation Area at Elevation (sf) Volume Below Stage (ac -ft) Comments 4879.0 2713 0 Bottom of Pond 4879.5 3250 0.034 4880.0 3834 0.075 4880.5 4465 0.123 4881.0 5143 0.178 WQCV Elev = 4880.74 4881.5 6207 0.243 4882.0 7943 0.324 Spillway Elev = 4882.00 4882.5 10,349 0.429 4883.0 13,461 0.566 Top Pond Embankment = 4883.00 Table 3 Access to the drainage facilities will be easily accessible from the onsite pad. There are no anticipated issues accessing the drainage facilities for maintenance purposes. The detention pond, open channels, berms and culvert are adjacent to the onsite pad. Maintenance will include keeping culverts, swales, and pond free of accumulated sediment, Speer Plant 9 May 28, 2014 Flatirons, Inc. — Surveying & Engineering obstructions, and debris, keeping berms and embankments erosion free, and inspecting the yard for uncontrolled spills. All onsite drainage facilities will be private, and the plant operator will be responsible for the maintenance of onsite drainage facilities. The plant operator will inspect offsite drainage patterns and flows to make sure unforeseen offsite drainage issues don't have an adverse impact on plant operations. inspections will take place at least every six months or following major precipitation events. Copies of the inspections shall be kept on file at the site and made available upon request to those authorized to review the inspections reports. An inspection log can be found in Appendix E. 5.O CONCLUSIONS The Drainage Narrative has been prepared in compliance with the criteria set forth by Urban Storm Drainage Criteria Manuals (USDCM), Volumes 1, 2 and 3, and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals, Volumes 1, 2 and 3 dated October 2006. It is intended to be submitted as part of, and in support of a Weld County Use by Special Review Permit application for Aka Energy Group, LLC of Platteville, CO for the Speer Plant. The proposed development is located on agricultural land, and it will not have any negative impacts on the upstream or downstream properties, or adversely affect adjoining property owners. The site is surrounded by agricultural land, and there are no structures that could be damaged by surface runoff immediately downstream from the property. Speer Plant 10 May 28, 2014 Flatirons, Inc. — Surveying & Engineering REFERENCES Weld County Strom Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3 October 2006 Weld County Public Works Department. Urban Storm Drainage Criteria Manual Volumes 1 and 2 June 2001; Revised April 2008 Urban Drainage and Flood Control District - Urban Storm Drainage Criteria Manual Volume 3 - Best Management Practices November 2010 Urban Drainage and Flood Control District - FEMA Flood Insurance Rate Map September 28, 1982 Community Panel No. 080266-0775 C - USDA Natural Resources Conservation Service National Cooperative Soil Survey http://websoilsurvey.nrcs.usda.gov/app/ NOAA National Weather Service Precipitation Frequency Data Server Hsdc.nws.noaa.gov/hdsc/pfds Hepworth-Pawlak Geotechnical, Inc. Geotechnical Engineering Study Proposed Speer Compression Station, Located Approximately 'A Mile North and 1 Mile West of Intersection of County Road 38 and County Road 39, Weld County, Colorado, May 19, 2014 Speer Plant 11 May 28, 2014 Flatirons, Inc. — Surveying & Engineering APPENDIX A Hvdrology Computations • Land Use Assumptions o NOAA Rainfall intensity maps o NRCS soils maps and descriptions • Developed Runoff o Runoff Coefficient vs. Watershed Impervious Tables o Runoff coefficients determination o Time of Concentration calculations (Tc) o Peak Q calculations Speer Plant A May 28, 2014 Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfdsjrintpage.html?Iat=40.2650&lo... NOAA Atlas 14, Volume 8, Version 2 Location name: La Salle, Colorado, US* Latitude: 40.2650°, Longitude: -104.7149° Elevation: 4880 ft* • source Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Santa Pence, Deborah MMrtin, Sandra Pavlovic, Isharo Roy, Michael St Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAH National Weather Service. Silver Sprang, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) I f 1 I 2 I 5 [ 10 I 25 I 50 I 100 I 200 1 500 I 1000 5 -min 0.240 (0.195-0.298) 0.290 (0.236-0.361) 0.388 (0.313-0.483) 0.482 (0.387-0.605) 0.633 (0.497-0.853) 0.766 (0.581-1.04) 0.914 (0.663-1.27) 1.08 (0.744-1.55) 1.32 (0.867-1.95) 1.51 (0.960-2.25) 10 -min 0.351 (0.285-0.436) 0.425 (0.345-0.528) 0.567 (0.459-0.708) 0.706 (0.567-0.885) 0.928 (0.728-1.25) 1.12 (0.850-1.52) 1.34 (0.971-1.87) 1.58 (1.09-2.27) 1.93 (1.27-2.85) 2.22 (1.41-3.30) 15 -min 0.428 (0.348-0.532) 0.518 (0.421-0.644) ((0.559-0.863) 0.692 0.861 (0.691-1.08) 1.13 ((0.888-1 52) 1.37 (1.04-1.86) 1.63 (1.18-2.28) 1.92 (1.33-2.77) 2.35 (1.55-3.48) 2.71 (1.72-4.02) 30 -min 0.575 (0.467-0.714) 0.693 (0.562-0.861) 0.923 (0.746-1.15) 1.15 (0.923-1.44) 1.51 (1.19-2.04) 1.83 (1.39-2.49) 2.19 (1.59-3.06) 2.59 (1.79-3.72) 3.17 (2.09-4.70) 3.65 (2.32-5.43) 60 -min 0.711 (0.578-0.883) 0.845 (0.686-1.05) 1.12 (0.903-1.39) 1.39 (1.12-1.75) 1.84 (1.46-2.50) 2.25 (1.71-3.07) 2.71 (1.97-3.80) 3.23 (2.23-4.65) 3.99 (2.63-5.92) 4.63 (2.93-6.88) 2 -hr 0.847 (0.694-1.04) 0.997 (0.815-1.23) 1.31 (1.07-1.62) 1.64 (1.32-2.03) 2.18 (1.74-2.93) 2.67 (2.05-3.62) 3.23 (2.38-4.49) ((2.70-5.52) 3.87 I(3.21-7.06) 4.81 5.60 (3.58-8.23) 3 -hr 0.927 (0.762-1.13) 1.08 (0.886-1.32) 1.41 (1.15-1.73) 1.75 (1.42-2.16) 2.34 (1.88-3.14) 2.88 (2.22-3.88) 3.49 (2.58-4.83) 4.19 (2.95-5.96) 5.23 (3.51-7.65) 6.11 (3.94-8.92) 6 -hr 1.08 (0.895-1.31) 1.25 (1.04-1.52) 1.62 (1.34-1.98) 2.00 (1.64-2.45) 2.64 (2.14-3.50) 3.23 (2.51-4.30) 3.89 (2.90-5.32) 4.64 (3.30-6.52) 5.76 (3.90-8.32) 6.70 (4.36-9.67) 12 -hr 1.27 (1.06-1.52) 1.49 (1.25-1.80) 1.93 (1.60-2.33) 2.35 (1.94-2.85) I 3.02 (2.44-3.91) 3.61 (2.82-4.72) 4.26 (3.19-5.71) 4.98 (3.56-6 88) 6.04 (4.12-8.57) I 6.91 (4.55-9.86) 24 -hr 1.51 (1.27-1.80) 1.77 (1.49-2.11) 2.26 (1.89-2.71) 2.72 (2.26-3.27) 3.42 (2.77-4.36) 4.03 (3.16-5.18) 4.68 (3.54-6.18) 5.40 (3.89-7.34) 6.43 (4.43-9.00) 7.28 (4.84-10.3) 2 -day 1.72 (1 46-2.04) 2.06 (1.74-2.43) 2.63 (2.22-3.12) 3.14 (2.64-3.74) 3.89 (3.16-4 86) 4.51 (3.56-5.70) 5.16 (3.92-6.70) 5.85 (4.24-7.82) 6.82 (4.73-9.38) 7.59 (5.10-10.6) 3 -day 1.89 (1.61-2.21) 2.22 (1.89-2.61) 2.81 (2.38-3.31) 3.32 (2.80-3.94) 4.08 (3.33-5.06) 4.70 (3.73-5.91) 5.36 (4.09-6.91) 6.06 (4.42-8.04) 7.03 (4.91-9.61) 7.81 (5.29-10.8) 4 -day 2.01 (1.72-2.35) 2.35 (2.01-2.75) 2.94 (2.50-3.45) 3.46 (2.93-4.08) 4.23 (3.46-5.21) 4.85 (3.87-6.07) 5.51 (4.23-7.07) 6.22 (4.55-8.21) 7.20 (5.05-9.79) 7.98 (5.42-11.0) 7 -day 2.30 (1.98-2.67) 2.68 (2.30-3.12) 3.33 (2.85-3.88) 3.89 (3.31-4.55) 4.68 (3.85-5.70) 5.32 (4.26-6.57) 5.98 (4.61-7.58) 6.67 (4.91-8.70) 7.61 (5.38-10.2) 8.35 (5.73-11.4) 10 -day 2.54 (2.19-2 93) 2.96 (2.56-3.43) 3.67 (3.15-4.25) 4.26 (3.64-4.96) 5.08 (4.19-6.13) 5.73 (4.61-7.02) 6.39 (4.95-8.03) 7.07 (5.23-9.14) 7.98 (5.66-10 6) 8.68 (5.99-11.8) 20 -day I 3.24 I (2.83-3.71) 3.74 I (3.25-4.28) 4.55 I (3.94-5.22) 5.21 (4.49-6.01) 6.12 (5.08-7.27) 6.81 I (5.52-8.22) 7.50 (5.86-9.29) ( 8.20 (6.12-10.4) 9.10 (6.52-11.9) I 9.78 (6.83-13.1) 30 -day 3.80 (3.33-4.33) 4.37 (3.81-4.97) 5.27 (4.59-6.02) 6.00 (5.20-6.89) 7.00 (5.83-8.25) 7.75 (6.30-9.28) 8.48 (6.65-10.4) 9.21 (6.92-11.6) 10.2 (7.32-13.2) 10.9 (7.62-14.4) 45 -day 4.47 (3.94-5.06) 5.14 (4.51-5.82) 6.19 (5.42-7.03) 7.04 (6.13-8.03) 8.17 (6.83-9.55) 9.01 (7.36-10.7) 9.82 (7.74-12.0) 10.6 (8.01-13.3) 11.6 (8.42-15.0) 12.3 (8.73-16.3) 60 -day 5.02 (4.43-5.66) 5.79 (5.10-6.53) 7.00 (6.15-7 92) 7.96 (6.95-9.04) 9.23 (7.73-10.7) 10.2 (8.32-12.0) 11.0 (8.73-13.4) 11.9 (9.01-14.8) 13.0 (9.43-16.6) 13.7 (9.74-18.0) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 1 of 4 5/2/2014 9:11 AM Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.html?I at=40.2650&l0... 14 12 2 Precipitation depth c_ O PDS-based depth -duration -frequency (DDF) curves Latitude: 40.2650°, Longitude -104.7149° 5 10 25 50 100 200 NOAA Atlas 14. Volume 8. Version 2 C t N .-1 Duration L N > >P. >, N fl'1 ell (U co t v *O "O I II N M ui S 500 1000 Average recurrence interval (years) Created (GMT): Fn May 2 15 1054 2014 Back to Top Maps & aerials Rawlins. Medicine National,f t�j�'.�'` 'II4I: •_� Small scale terrain Cheyenne • rt Collins O Greeley Average recurrence interval (years ) 1 2 5 10 25 50 100 200 500 1000 Duration - 5mn :non 15 -mm 30 -mm 60 -nun 2 -hr 3_1r — 6-tu — 12 -hr 24 -ht 2 -day — 3 -day — 4 -day — 7 -day 10 -day — 20 -day — 30 -day 45 -day — 60 -day 50 km 11 .r).13taprlaehOiongie 2 of 4 5/2/2014 9:11 AM Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.2650&lo... 11/44 all) dz G'bnt II • 1 31 38 CI • El Large scale terrain 35 2 km u ti_ Large scale mad a 2 km f 0 Lar, e scale aerial El a • M ap (Istipifit20}14a60pgfe CC J11 M ap dSW38h4a4eogle ill age rv`cIfirArtoroth; dfrn:.. 3of4 5220149:11:A\1 40° 16 3'N 40° 15'48"N ° a InM 3 t a 104° 42 59' W 524120 524120 524170 524170 Soil Map —Weld County, Colorado, Southern Part (Speer Plant) 524220 524270 524320 524370 524420 e .• „alN •,. ri✓.: Try 1•; 4'r' Sit`=i1�.yrr ep,_n�•�,' •••• • " • .i.. . . _,wr �r.M-�. . / rr - r,�y.` r• g1 #114• f+�F• �` ! r ,�'� h ��106 Ir ��7i� -1d r ar-74.'1S. 1 tiftr . 1 .1 cr..; ;+r rIi4tIre44-.4tr..1� r tai. _ • . , •., 0 a , 6•••4 D. 524220 Map Scale: 1:2,230 if punted on A portrait (8.5•' x 11 ') sheet N 0 30 60 A 524270 524320 Meters 120 180 Feet 0 100 200 400 600 Map projecbon: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 t 524370 t 524420 tin ° 8 104° 42 45' W 40° 16 3' N 40° 15 48" N USDA Natural Resources Web Soil Survey rConservation Service National Cooperative Soil Survey 5/2/2014 Page 1 of 3 Soil Map —Weld County, Colorado, Southern Part (Speer Plant) MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines ® Soil Map Unit Points Special Point Features V rx 0 Ales 0 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 a Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation ♦ Rails ti Background Interstate Highways US Routes Major Roads Local Roads 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: http://websoilsurvey.nrcs.usda.gov 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 12. Jan 3, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed. Apr 22, 2011 —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. i H \ Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/2/2014 Page 2 of 3 Soil Map —Weld County. Colorado, Southern Part Speer Plant Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 69 Valent sand, 0 to 3 percent slopes 6.7 27.5% 70 Valent sand 3 to 9 percent slopes 17.4 71.0% 72 Vona loamy sand, 0 to 3 percent slopes 0.4 1.6% Totals for Area of Interest 24.5 100.0% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 3 of 3 Map Unit Description. Valent sand. 3 to 9 percent slopes ---Weld County, Colorado_ Southern Part Speer Plant Map Unit Description 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 in this report, along with the maps. can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape. however, the soils are natural phenomena. and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever. can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting. or similar. components. They may or may not be mentioned in a particular map unit description. Other minor components, however. have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar. components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area. the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed. and consequently they are not mentioned in the descriptions. especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however. onsite investigation is needed to define and locate the soils and miscellaneous areas. 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. 5I, \ Natural Resources Web Soil Survey aim Conservation Service National Cooperative Soil Survey 5/2/2014 Page 1 of 3 Map Unit Description: Valent sand. 3 to 9 percent slopes ---Weld County, Colorado, Southern Part Speer Plant Soils that have profiles that are almost alike make up a soil series. All the soils of a series have major horizons that are similar in composition, thickness. and arrangement. Soils of a given 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. Additional information about the map units described in this report is available in other soil reports. which give properties of the soils and the limitations, capabilities, and potentials for many uses. Also, the narratives that accompany the soil reports define some of the properties included in the map unit descriptions. Weld County, Colorado, Southern Part 70 Valent sand, 3 to 9 percent slopes Map Unit Setting Elevation: 4.650 to 5,100 feet Mean annual precipitation: 13 to 19 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Map Unit Composition Valent and similar soils: 95 percent Minor components: 5 percent sUa Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 2 of 3 Map Unit Description: Valent sand, 3 to 9 percent slopes --Weld County, Colorado, Southern Part Speer Plant Description of Valent Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Very low (about 2.6 inches) Interpretive groups Farmland classification: Not prime farmland Land capability classification (irrigated): 4e Land capability (nonirrigated): 6e Hydrologic Soil Group. A Ecological site: Deep Sand (R067BY015CO) Typical profile 0 to 8 inches: Fine sand 8 to 60 inches: Sand Minor Components Osgood Percent of map unit: 5 percent Data Source Information Soil Survey Area: Weld County. Colorado. Southern Part Survey Area Data: Version 12, Jan 3, 2014 si )\ Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 3 of 3 Map Unit Description: Valent sand. 0 to 3 percent slopes ---Weld County, Colorado. Southern Part Speer Plant Map Unit Description 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 in this report; along with the maps. can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit. and thus they do not affect use and management. These are called noncontrasting. or similar. components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting. or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area. the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed. and consequently they are not mentioned in the descriptions. especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however. onsite investigation is needed to define and locate the soils and miscellaneous areas. 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. t_sDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 1 of 3 Map Unit Description. Valent sand, 0 to 3 percent slopes ---Weld County, Colorado, Southern Part Speer Plant Soils that have profiles that are almost alike make up a soil series. All the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of a given 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. Additional information about the map units described in this report is available in other soil reports. which give properties of the soils and the limitations capabilities, and potentials for many uses. Also, the narratives that accompany the soil reports define some of the properties included in the map unit descriptions. Weld County, Colorado, Southern Part 69 Valent sand, 0 to 3 percent slopes Map Unit Setting Elevation: 4.650 to 5.100 feet Mean annual precipitation: 13 to 19 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Map Unit Composition Valent and similar soils: 90 percent Minor components: 10 percent USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 5/2/2014 Page 2of3 Map Unit Description: Valent sand. 0 to 3 percent slopes --Weld County, Colorado, Southern Part Speer Plant Description of Valent Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Very low (about 2.6 inches) Interpretive groups Farmland classification: Farmland of local importance Land capability classification (irrigated): 4e Land capability (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY015CO) Typical profile 0 to 8 inches: Fine sand 8 to 60 inches: Sand Minor Components Osgood Percent of map unit: 10 percent Data Source Information Soil Survey Area: Weld County. Colorado, Southern Part Survey Area Data_ Version 12, Jan 3. 2014 1' a Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/2/2014 Page 3 of 3 RUNOFF RO-12 DRAINAGE CRITERIA MANUAL (V 1) TABLE RO-5 (Continued) —Runoff Coefficients, C Percentage Imperviousness Type A NRCS Hydrologic Soils Group 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0_00 0_00 0.05 0.12 0 16 0.20 5% 0.00 0.02 0.10 0.16 0.20 0.24 10% 0.00 0.06 0.14 0.20 0.24 0.28 15% 0.02 0.10 0 17 0.23 0 27 0.30 20% 0.06 0.13 0_20 0.26 0.30 0.33 25% 0.09 0.16 0.23 0.29 0.32 0.35 30% 013 019 0.25 0.31 0.34 0.37 35% 0.16 0.22 0.28 0.33 0.36 0.39 40% 0.19 0.25 0_30 0.35 0.38 0.41 45% 0.22 0 27 0.33 0.37 0.40 0.43 50% 0_25 0.30 0.35 0.40 0.42 0.45 55% 0 29 0.33 0.38 0.42 0.45 0.47 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 0.45 0.49 0.51 0.53 70% 0.42 0.45 0.49 0.53 0.54 0.56 75% 0.47 0.50 0.54 0.57 0.59 0.61 80% 0.54 0.56 0.60 0.63 0.64 0.66 85% 0.61 0.63 0.66 0.69 0 70 0.72 90% 0.69 0.71 0.73 0.76 0.77 0.79 95% 0 78 0.80 0.82 0.84 0.85 0.86 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V 1) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family * Multi -unit (detached) 60 Multi -unit (attached) 75 Half -acre lot or larger Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. Ccw + (1.311' — 1.412 + 1.135i — 0.12) for (', ≥ 0, otherwise ( ', - 0 (RO-6) = K,.,,+ (0.858/ - 0.78612 + 0.774i + 0.04 (RO-7) CB = (CA + C(.,,)/2 2007-01 Urban Drainage and Flood Control District RO-9 Area -Weighting for Impervious Calculation Project Title: Catchment ID: Speer Plant Overall Property Illustration LEGEND: Flow Direction 4 Catchm eat Boundary Instructions: For each catchment subarea. enter values for A and C. Subarea Area Impervious Product ID acres A I CI input input input output gravel 7.40 40.00 296.00 roof 0.50 90.00 45.00 undeveloped 72.45 2.00 144.90 sum: 80.35 Sum: 485.90 Area -Weighted Runoff Coefficient (sum CA/sum A) = 6.05 Area -Weighting for Impervious Calculation Project Title: Catchment ID: Speer Plant Developed Project Site Illustration LEGEND: Flow Direction 4 Catctm eat Boundary Instructions: For each catchment subarea. enter values for A and C Subarea Area Impervious Product ID acres 0/0 A I CI input input input output gravel 7.40 40.00 296.00 roof 0.50 90.00 45.00 sum: 7.90 Sum: 341.00 Area -Weighted Runoff Coefficient (sum CA/sum A) = 43.16 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Speer Plant Developed Plant Site I. Catchment Hydrologic Data Catchment ID = plant site Area = 7.90 Acres Percent Imperviousness = 43.16 % NRCS Soil Type = A A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1 * P1 /(C2 + Td)"C3 100 years 28.50 10.00 0.786 2.71 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.42 0.26 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field LEGEND O Beginning Flaw Direction F— Caichment Boundary NRCS Land Type Conveyance 2.5 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 200 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0131 0.26 0.17 19.56 1 0.0129 379 2 3 4 0.0071 91 5 Sum 670 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.53 inch/hr 6.41 inch/hr 6.41 inch/hr 100507-UD-Rational v1.02a.xls, Tc and PeakQ-Overall 10.00 1.14 5.56 10.00 0.84 1.80 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 26.92 13.72 13.72 14.99 cfs 21.23 cfs 21.23 cfs 5/27/2014, 11:53 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Speer Plant Channel 1 Basin I. Catchment Hydrologic Data Catchment ID = Channel 1 Area = 3.42 Acres Percent Imperviousness = 43.00 NRCS Soil Type = A A, B, C, or O II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 years 28.50 10.00 0.786 2.71 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.42 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.26 Overide 5-yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field LEGEND O Beginning Flaw Direction 4 --- Catchment Boundary NRCS Land Type Conveyance 2.5 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 200 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0179 0.26 0.19 17.65 0.0507 426 Sum 626 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.22 6.46 6.41 inch/hr inch/hr inch/hr 10.00 2.25 3.15 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 20.80 13.48 13.72 7.48 cfs 9.26 cfs 9.19 cfs 100507-UD-Rational v1.02a.xls, Tc and PeakQ-Channel 1 5/27/2014, 11:56 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Speer Plant Channel 2 Basin I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = Channel 2 2.17 43.00 A II. Rainfall Information Design Storm Return Period, Tr = C1 = C2= C3= P1= Acres cyo A, B, C, or D I (inch/hr) = C1 * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.71 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.42 0.26 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field LEGEND O &glinting Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 200 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0131 0.26 0.0129 0.0071 379 91 Sum 670 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.53 inch/hr 6.41 inch/hr 6.41 inch/hr 10.00 10.00 0.17 1.14 0.84 19.56 5.56 1.80 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate. Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 26.92 13.72 13.72 4.12 cfs 5.83 5.83 fs fs 100507-UD-Rational v1.02a.xls, Tc and PeakQ-Channel 2 5/27/2014, 11:57 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Speer Plant Culvert Sub Basin I. Catchment Hydrologic Data Catchment ID = culvert Area = 0.83 Acres Percent Imperviousness = 40.00 % NRCS Soil Type = A A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.71 inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.42 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.26 Overide 5-yr. Runoff Coefficient, C = Heavy Meadow Tillage/ Field NRCS Land Type Conveyance Calculations: 2.5 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 LEGEND O Begiming Flow Direction Caid n►ent Boundary Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Reach ID Overland 1 2 3 4 5 Slope S ft/ft input Length L ft input 200 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A 0.0071 0.26 0.0372 71 0.0050 339 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc. I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 610 4.05 inch/hr 6.48 inch/hr 6.41 inch/hr 10.00 Flow Velocity V fps output 0.14 1.93 Flow Time Tf minutes output 23.95 10.00 0.71 0.61 7.99 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 32.55 13.39 13.72 1.41 cfs 2.25 cfs 2.23 cfs 100507-UD-Rational v1.02a.xls, Tc and PeakQ-culvert 5/27/2014, 11:56 AM Flatirons, Inc. — Surveying & Engineering APPENDIX B Hydraulic Computations • Culverts o Culvert sizing calculations o Riprap outlet sizing • Open Channels o Open channel sizing o Riprap sizing • Water Quality Capture Volume o WQCV calculations • Water Quality Pond o Stage storage volume calculations o Emergency spillway calculations o Infiltration calculations Speer Plant B May 28, 2014 Culvert Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. 15 -inch CMP Culverts Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K. M,. c. Y. k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev tf, 4883 30 4882 50 4682 00 4881 50 4881 00 48W 50 48880 % 4879.50 = 4880.00 = 48.00 = 0.50 = 4880.24 = 15.0 = Circular = 15.0 = 1 = 0.024 = Circular Corrugate Metal Pipe = Projecting = 0.034. 1.5. 0.0553, 0.54, 0.9 = 4882.50 = 20.00 = 10.00 15 -inch CMP Culverts Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Tuesday, May 27 2014 = 2.20 = 2.20 = Normal = 2.20 = 2.20 = 0.00 = 2.28 = 2.28 = 4880.92 = 4881.16 = 4881.31 = 0.86 = Outlet Control Its Death it • 0 5 0 Grgriar.e•t IS .0 *1GL 25 30 35 Emb.n1 u .15 001 et COnttOE 5[ 55 60 65 1PC• Reach rR: 276 226 t76 1 26 G76 ;'26 -0 24 •0 74 Determination of Culvert Headwater and Outlet Protection Project: Speer Plant Basin ID:CulvertS r L LI' VAL - nr V;.. Soil Type: Choose One: Sandy O Non -Sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Mannings number Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Q= D= 2.2 15 Grooved End Projection Height (Rise) =t _ Width (Span) = OR No = Elev IN = Elev OUT = L= n= kb = kx = Y, _ 1 4886.05 4885.81 48 0.025 0 1 cfs inches ft. ft ft ft Required Protection (Output): Tailwater Surface Height Max Allowable Channel Velocity Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter' OR Flow/(Rise'Span)°' Tailwater/Diameter OR Tailwater/Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Y, _ V= A, _ A= = = k., Y = Y,. = d= D8_ 1/(2"tan(O)) = Q/D^1.5 = Yt/D = HW, _ HWO= HW = HW/D = d50= d50 = Type = LP= 0.50 5.00 0.44 1.23 0.20 4.10 5.30 0.95 0.59 0.92 1.10 5.77 1.57 0.40 0.84 1.00 4,887.05 0.80 1 6 VL 4 ft ft/s ft` ft` ft ft ft to/s ft ft ft in in ft Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk. Inc. Channel 1 - Capacity Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4883.00 4882.50 4882.00 4881.50 4881.00 4880 50 4880.00 4879.50 = 4.00, 4.00 = 2.00 = 4880.00 = 0.50 = 0.025 Known Q = 9.20 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday. May 27 2014 = 0.96 = 9.200 = 3.69 = 2.50 = 7.92 = 0.81 = 7.68 = 1.06 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc Channel 1 - Stability Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (°/o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4883.00 4882.50 4882.00 4881.50 4881.00 4880.50 4880.00 4879 50 = 4.00, 4.00 = 2.00 = 4880.00 = 0.50 = 0.018 Known Q = 9.20 Section Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday. May 27 2014 = 0.85 = 9.200 = 2.89 = 3.18 = 7.01 = 0.81 = 6.80 = 1.01 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Channel 2 - Capacity Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4883.00 4882.50 4882.00 4881.50 4881.00 4880.50 4880.00 4879.50 = 4.00. 4.00 = 2.00 = 4880.00 = 0.74 = 0.025 Known Q = 5.80 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, May 27 2014 = 0.75 = 5.800 = 2.25 = 2.58 = 6.18 = 0.67 = 6.00 = 0.85 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk. Inc Channel 2 - Stability Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4883.00 4882.50 4882.00 4881.50 4881.00 4880.50 4880.00 4879.50 = 4.00. 4.00 = 2.00 = 4880.00 = 0.74 = 0.018 Known Q = 5.80 Section Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL (ft) Tuesday, May 27 2014 = 0.67 = 5.800 = 1.80 = 3.23 = 5.52 = 0.67 = 5.36 = 0.83 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Speer Plant Basin 10: Developed Project Site Water Quality Pond WQCV Design Volume IInouti: Catchment Imperviousness. I. _ Catchment Area. A = Depth at WQCV outlet above lowest perforation H = Vertical distance between rows. h Number of rows PL = Orifice discharge coefficient. C. _ Slope of Basin Trickle Channel E, Outlet Design Information 'Outgun; Calculation of Collection Caoackv; 43.2 / 90 percent Dameter of holes. D = acres Minter of holes per row. N = feet inches tuft Height of slot H = Width of slot. W Water Quality Capture Volme (1 0 • (0 91 • 1A3 - 1.19 ' 1"2 • 0.78 • I)), WOCV • Total opening Total opening Water Quigley Capture Volume (WOCV) ■ Design Volume (WQCV / 12 • Area • 1.2) Vol Outlet area per row A0 - area at each row based on user -input above A0 = area at each row based on user -input above A0 = OR ,n n 0.188 watershed inches 0.124 acre-feet 0.149 acre -hest WA square inches 0.00 square riches 0.000 square feet Tine to Drew the Pond = 0 O O o O O S 0 0 0 O O O O 0 0 40 hours O 0 O O O O O O O 0 O O 4 O O o O O o O O O O o 0 o c= o o n 4 O O Perforated Plate Examples 4" Stage it Central Elevations of Rows of Holes in feet T Few Row 1 Row 2 Row 3 Row 4 Row 5 Row 8 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 15 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Itow 23 Row 23 I I_ i I I_ _ L 1— 1 I I . Collection Capacity for Each Row of Holes in cfs MWA I 1 MWA jl MNIA MN/A MIA_ MWA AMA NIA NIA EWA MWA NN/A — NNfA-i r NIA NIA NNA *WA MA INA MIA RNA MIA MIA MIA AMA NIA MN/A MN/A MN/A NNI/A MWA *MA MIA MIA NIA MIA MA INA MIA MIA *MA NIA AMA NIA 100507-U0-DstaiierLst-33 . WQCV 5/23/2014. 11:03 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Speer Plant Basin ID- Developed Project Site Water Quality Pond Dar L it sN1 -4`j t Sir Slept Z Design Information (Input): /‘,/icith of Basin Bottom, W = Length of Basin Bottom. L = Dam Side -slope (H V) Zb = Stage -Storage Relationship: Dan, Silt Skirt fr 4 _ ft ft ft/ft Sir Slope Pe Check Basin Sha Right Triangle Isosceles Triangle Rectangle Circle / Ellipse Irregular Storage Requirement from Sheet 'Modified FAA' Storage Requirement from Sheet Hydrograph' Storage Requirement from Sheet 'Fu I -Spectrum' OR OR OR OR (Use Ovende values in cells G32 G52) MINOR MAJOR acre -ft acre -ft acre -ft Labels for WQCV Minor & Major Storage Stages nr.cut Water Surface Elevation ft i input, Side Slope (H V) ft/ft Below El (input) Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ft' (output) Surface Area at Stage ft2 User Overide Volume Below Stage ft3 (output) Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target Volumes for WQCV. Minor & Major Storage Volumes (for goal seek) 4879.00 2,713 0.062 0.000 4879.50 0.00 0.00 3.250 1,491 0.075 0.034 4880 00 0.00 0.00 3 834 3,262 0.088 0.075 4880 50 0.00 0.00 4.465 5,337 0.103 0.123 WQCV=0 149 488100 0.00 0.00 5.143 7,739 0.118 0.178 4881.50 0.00 0.00 6.207 10,576 0.142 0.243 4882.00 0.00 0.00 7.943 14,114 0.182 0.324 4882.50 0.00 0.00 10 349 18,687 0.238 0.429 4883.00 0.00 0.00 13 461 24,639 0.309 0.566 #N/A #N/A #N/A #N/A #N/A #N/A #N/A MIA #N/A #N/A #N/A #N/A #NIA #WA #N/A **NIA #N/A #N/A #N/A IN/A #N/A #WA #N/A #N/A #N/A #N/A #WA #N/A #N/A #N/A MIA #N/A #N/A *NIA #N/A #N/A #N/A #WA #N/A MA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #WA #N/A #N/A #N/A #N/A #WA #N/A MA #N/A #N/A SN/A #N/A #N/A #N/A #N/A #N/A 1N/A SIN/A #N/A 100507-UD-Detention v2 33 xis, Basin 5/27/2014, 11 01 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: STAGE -STORAGE CURVE FOR THE POND 4883.50 4883.00 4882.50 4882.00 4881.50 d 0 coy 4881.00 N 4880.50 4880.00 4879.50 4879.00 _ 0.00 0.10 0 20 0.30 Storage (acre-feet) 0.40 0.50 0.60 100507-UD-Detention_ Q.33.As. Basin 52712014, 11.01 AM Weir Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Water Quality Pond Spillway Trapezoidal Weir Crest Bottom Length (ft) Total Depth (ft) Side Slope (z:1) Calculations Weir Coeff. Cw Compute by: Known Q (cfs) Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 = Broad = 20.00 = 1.00 = 4.00 = 3.00 Known Q = 21.20 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Water Quality Pond Spillway Friday, May 23 2014 = 0.48 = 21.20 = 10.52 = 2.01 = 23.84 5 Weir 10 15 W.S. 20 25 30 35 40 Depth (ft) 2.00 1.50 1.00 0.50 0.00 0.50 Length (ft) Speer Plant — Water Quality Pond Draw Down Calculations Infiltration rates based on the Geotechnical Engineering Study; Proposed Speer Compression Station, Located Approximately ' Mile North and 1 Mile West of Intersection of County Road 38 and County Road 39, Weld County, Colorado; May 19, 2014; HP Geotech Inc. WATER QUALITY POND Infiltration Rate = 20 min/inch Depth of Water Quality Pond Emergency Spillway Elevation = 4882.00 Bottom of Water Quality Pond = 4879.00 Depth of Water = 4882.00 - 4879.00 = 3.00 ft. = 36.00 in. Pond Draw Down = Depth of Water * Infiltration Rate = (36.00 in.)*(20 min/in) = 720.00 min. = 12.00 hr S • 36 • L. i ,I r .. , � I. �- W Aft s • .Y • .4 • �iti 0. I r 1,p .n1 'I I. \`� y7". / I ;I ---u - - _ - - _ - . 1 SITE •,f • - I i ram r 1' I 29 _ 11 I 32 ELf_VATION RI! EREvNC REFERENCE ELEVATION MARK(FT. NGVU) t)ESCRIF RItM4• 4675.394 V.S. Coati; .,rill (GI idui,c `+ ,It t..i.r!I t/.' !idle • APPItOXIMA. I L SCALE () ?000FEFT J • • Y t.I . 1 • • 'I • .• I ! !! 'ICI I 'IAP I••Df I. 'OA 'AHELS ncr MINT no '� 1 • ' I MAMMAL HOOD IKSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP WELD COUNTY, COLORADO UNINCORPORATED AREA . PANEL 775 OF 1075 • • • • CCMMJNITY PANEL NUMBER 080266 0775 C MAP REVISED SEPTEMBER 28. 1982 'Sara, ismargancv n'*.ag@RIe•-1;mini v farfalal intwall:s a rirLM/IltlydTlc•' Tr a is an clot,' coca,/ of a poricin of the ab c t rele:encel flood map it was extracted using F Ml-Cn Lino This map does not re/cc; changes Or a'nenrtments which may rays teen Marie Subsequent to We date on the Mkt block Fer rho ifinsl plenucr information about National Plana Insurance F'ruyrrn 'woo nlapn check tic 1 tMA r Iocx1 Map.store et ?owe( relic rmlr gcr. Gech Hepworth-Pawlak Geotechnical, Inc. 10302 South Progress Way Parker, Colorado 80134 Phone: 303-841-7119 Fax: 303-841-7556 www.hpgeotech.com GEOTECHNICAL ENGINEERING STUDY PROPOSED SPEER COMPRESSOR STATION LOCATED APPROXIMATELY 1/4 MILE NORTH AND 1 MILE WEST OF INTERSECTION OF COUNTY ROAD 38 AND COUNTY ROAD 39, WELD COUNTY, COLORADO JOB NO. 214201A MAY 19, 2014 PREPARED FOR: FLATIRONS, INC. ATTN: KEN CURFMAN, P.E., P.L.S. 655 4TH AVENUE LONGMONT, COLORADO 80501 TABLE OF CONTENTS PURPOSE AND SCOPE 1 PROPOSED CONSTRUCTION 1 SITE CONDITIONS 1 FIELD EXPLORATION 2 SUBSURFACE CONDITIONS 2 SEISMIC DESIGN 3 DESIGN RECOMMENDATIONS 4 FOUNDATIONS 4 Shallow Footing Foundations - Spread Footings and Mats 4 Drilled Pier Foundations 5 FOUNDATION AND RETAINING WALLS 6 PERIMETER DRAIN SYSTEM 7 INFILTRATION TESTING 7 GRAVEL ACCESS ROAD 7 Subgrade Soils 7 Gravel Road Pavement Section 7 Subgrade Preparation 8 Maintenance 8 SITE GRADING 8 General 8 Excavation 9 Suitability of On -site Soil 9 Imported Structural Fill 10 Drainage 10 SURFACE DRAINAGE AND MAINTENANCE 10 CONTINUING SERVICES 11 LIMITATIONS 11 FIGURE 1 FIGURE 2 FIGURES 3 - 4 FIGURE 5 FIGURES 6-7 FIGURE 8 TABLE 1 TABLE 2 SITE LOCATION BORING LOCATIONS BORING LOGS LEGEND AND NOTES SWELL/COMPRESSION TEST RESULTS GRADATION ANALYSES RESULTS SUMMARY OF LABORATORY TEST RESULTS INFILTRATION TEST RESULTS PURPOSE AND SCOPE This report presents the results of a subsoil study for the proposed Speer Compressor Station located about 1/4 mile north and 1 mile west of the intersection of County Road 38 and County Road 39 in Weld County, Colorado. The approximate project site location is shown on Figure 1. The purpose of the study was to evaluate the subsurface conditions, provide foundation type and construction recommendations and to determine infiltration rates for the design of a storm water detention/retention pond. A field exploration program consisting of 8 borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification and other engineering characteristics. Infiltration rates were determined for detention/retention pond design. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed addition foundations. This report summarizes the data obtained during the study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsoil conditions encountered. PROPOSED CONSTRUCTION The proposed Speer Compressor Station is shown on Figure 2. The new construction will include the installation of condensate tanks, inlet slug catcher, electric compressors, a condensate stabilizer skid, pig receivers, a pig launcher and other equipment. The construction of a storm water detention/retention pond is proposed to be located on the northwest of the site within or near the existing local depression in this area. Specific loads were not provided, but we assume structure gravity loads range from light to moderate, typical of this type of construction. SITE CONDITIONS The site is approximately 1/4 mile north and 1 mile west of the intersection of County Road 38 and County Road 39, Weld County, Colorado. Adjacent parcels have been Job No. 214201A 1 May 19. 2014 GecPtech cropped and irrigated. The ground surface is gently rolling to the south. Site access was gained via an unpaved road approximately 1,000 feet in length, leading to the site from County Road 38. Vegetation within the site consisted mainly of grasses and weeds. FIELD EXPLORATION The field exploration for the project was conducted on May 6, 2014. A total of 8 borings including 1 percolation test hole for the detention/retention pond were drilled at the locations shown on Figure 2 to evaluate the subsurface conditions in the area of the proposed construction. The borings were drilled with a truck mounted CME-55 drill rig and were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the soils were taken with a nominal 2 -inch ID California spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Boring Logs, Figures 3 and 4. The samples were returned to our laboratory for review by the project engineer and for testing. SUBSURFACE CONDITIONS Below about '/Z foot of top soil, the predominant soil found at the anticipated depth of the shallow foundations consisted mainly of silty sand. Sandstone bedrock was found at depths ranging from 12 to 18 feet in Borings B -1, B-4, B-5, B-6, and B-7. Sandy clay and clayey sand were also found intermittently in most of the borings, but was found to have a relatively low swell potential. Based on blow counts recorded during our field investigation, the silty to clayey sand was medium dense to dense, the sandy clay was stiff to very stiff and the sand stone bedrock was hard to very hard. Job No. 214201 A 2 May 19, 2014 Geritech Laboratory testing included moisture content. unit weight, Atterberg limits, gravel, silt and clay percentage, swell/compression, water soluble sulfate concentration. The results of the swell tests indicate that the clays sampled have a relatively low swell potential based on vertical expansion ranging from 0.3 to 1.2 percent when wetted under a surcharge load of 1,000 psf. Detailed results of swell/compression and gradation testing are presented in Figures 6 through 9. The laboratory test results are also shown on the Boring Logs, Figure 3, and summarized on Table 1. The concentration of water-soluble sulfates was found to range between nil and 0.035 percent in the samples tested. Based on the Portland Cement Association's publication, Design and Control of Concrete Mixtures, 14th. Edition, sulfate concentrations below 0.1 percent represent a negligible degree of sulfate attack on concrete, and therefore no special recommendations regarding cement type are required. Type I/II is recommended for this project due to its ready availability and common use in this area. Ground water was not encountered at the time of drilling or when measured the following day. Though it is unlikely to present a problem during the construction of shallow footing foundations, groundwater levels are anticipated to fluctuate due to seasonal and climatic changes. SEISMIC DESIGN The following parameters are based on the 2012 International Building Code and U.S. Seismic Design Map for the approximate site coordinates of 40.266° north, and 104.714° west. A seismic site classification of "C" was assigned based on the subsurface conditions encountered during our investigation. 0.2 second spectral response acceleration Ss = 0.157 g 1.0 second spectral response acceleration Si = 0.054 g Seismic Site Class = C Site coefficient Fa = 1.6 Table 1613.3.3(1) Site coefficient F„ = 2.4 Table 1613.3.3(2) Job No. 214201A 3 May 19, 2014 &tech DESIGN RECOMMENDATIONS Based on the soils encountered in our investigation, it is our opinion that shallow foundations bearing on native sandy soil are adequate for the proposed structures at this site. Recommendations for shallow foundation are presented in detail below. FOUNDATIONS Shallow Footing Foundations - Spread Footings and Mats Following recommendations should be followed for the construction of footing foundations. 1) Footings placed on the undisturbed native soil or compacted fill should be designed for an allowable bearing pressure of 3,000 psf, with a minimum dead load pressure of 1,000 psf . A modulus of subgrade reaction of 175 pci should be used for mat foundations. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be less than 1 inch total and about % inch differential. 2) Loose or disturbed soil below the proposed footing area should be removed, moisture conditioned, and re -compacted to at least 98 percent of the standard Proctor (ASTM D698) density, and within 2 percent of the optimum moisture as described in the SITE GRADING section. 3) If structural fill is used, it should be compacted to at least 98 percent of the standard Proctor (ASTM D698) density, and within 2 percent of the optimum moisture as described in the SITE GRADING section. Requirements for structural fill were described in Structural Fill section. 4) Footings should have a minimum width of 16 inches for continuous walls and 24 inches for isolated pads. 5) The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottom of the footings can be calculated based on a coefficient of friction of 0.35. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 250 pcf. The coefficient of friction and passive Job No. 214201A 4 May 19, 2014 Gec�tech pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted and moisture conditioned in accordance with the specifications listed in the SITE GRADING section. 6) All exterior footings and footings beneath unheated areas should be provided with adequate soil cover above the bearing elevation for frost protection. Placement of foundations at least 36 inches below exterior grade is typically used in this area. 7) Continuous foundation walls should be reinforced top and bottom to span local anomalies, such as by assuming an unsupported length of at least 12 feet. 8) Foundation excavations should not be wetted or dried excessively. The foundation soils should be tamped to compact loose soil prior to placing forms for footings. 9) A representative of the geotechnical engineer should observe the footing excavations prior to forming to evaluate bearing conditions. Drilled Pier Foundations Though bedrock was found to be relatively deep at this site, drilled pier foundations can be constructed in the overlying silty sand if desired. The design and construction criteria presented below should be observed for drilled pier foundations . 1) Piers extending at least 8 feet below the surface should be designed for an allowable end bearing pressure of 10,000 psf and an allowable skin friction value of 800 psf. Skin friction should be neglected for the upper 2 feet of penetration when determining bearing capacity. 2) A minimum pier diameter of 18 inches is recommended. Piers should be designed to resist lateral loads assuming a modulus of horizontal subgrade reaction of 75 tcf in the silty sands, and 100 tcf in the clay. The modulus values given are for a long, 1 foot wide pier and must be corrected for pier size. 3) Piers should be reinforced their full length to resist tension caused by the expansive soils. The uplift force, in kips, can be calculated by multiplying the pier diameter in feet by 10. Job No. 214201A 5 May 19, 2014 Gettech 4) A 8 -inch void form should be provided beneath grade beams to prevent the swelling soil and rock from exerting uplift forces on the grade beams and to concentrate pier loadings. A void form should also be provided beneath pier caps. 5) Concrete utilized in the piers should be a fluid mix with sufficient slump so that concrete will fill the void between the reinforcing steel and the pier hole. 6) Pier holes should be properly cleaned prior to the placement of concrete. 7) Piers should be filled with concrete no later than 8 hours after drilling. If this criterium cannot be met. additional penetration into bedrock will be required. 8) The drilling contractor should mobilize equipment of sufficient size to effectively drill through possible cemented bedrock zones, particularly if piers will extend beyond about 12 feet below the existing ground surface. 9) Free water was not encountered in the borings drilled at the site, but may be present during construction of deep foundations. Water may accumulate at the base of the piers if seepage occurs. In no case should concrete be placed in more than 3 inches of water unless the tremie method is used. 10) Care should he taken to prevent the forming of mushroom -shaped tops of the piers which can increase uplift force on the piers from swelling soils. II) A representative of the geotechnical engineer should observe pier drilling operations on a full-time basis. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 65 pounds per cubic foot (pcf) for backfill consisting of the on -site sand soils. Cantilevered retaining structures which are separate from the structure and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 40 pcf for backfill consisting of the on -site sand soils. Light compaction equipment should be used within 3 feet from the wall surface to avoid wall movement. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings. traffic, construction materials and Job No. 214201A 6 May 19, 2014 Gecbtech equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. A drain system, weep holes or geosynthetic composite drain board should be provided to prevent hydrostatic pressure buildup behind walls. PERIMETER DRAIN SYSTEM It is our understanding that below grade levels are not proposed for the construction of this site, and therefore, a perimeter drain system is not necessary. If below grade levels are considered, we should be contacted to provide additional recommendations. INFILTRATION TESTING One shallow hole, P-1 was drilled to A depth of 4 feet to conduct in -place infiltration tests in the area of the proposed detention/retention ponds. The shallow hole was filled with water the day they were drilled and the permeability was measured the following day. Detailed test results are presented on Table 2. Based on the measured rates, we recommend using a long term coefficient of permeability of 2.1 x 10-3 cm/s (20 min/inch) for design purposes. GRAVEL ACCESS ROAD Subgrade Soils The soils in the upper 3 feet of the anticipated pavement subgrade predominantly classify as A-2-4 based on the American Association of State Highway and Transportation Officials (AASHTO) soil classification system. This soil type is generally rated as good subgrade material. Based on the soil types encountered and properties tested, an R value of 20 was estimated. Gravel Road Pavement Section The heavy equipment will periodically be hauled in and out of the site, we recommend that the gravel road consist of at least 12 inches of CDOT Class 6 base course overlying compacted, native subgrade. Both the base course and the subgrade should be compacted to at least 98 percent of the maximum standard Proctor density (ASTM D698). and Job No. 214201A 7 May 19, 2014 Ctech should follow the moisture specifications listed in the SITE GRADING section of this report. The CDOT Class 6 base course should conform to the requirements of AASHTO M147 and to Section 703.03 of the Colorado Department of Transportation (CDOT) Standard Specifications for Road and Bridge Construction. The aggregate base course should meet Class 6 grading and quality as defined by the CDOT specifications. The aggregate should have a minimum R -value of 78, and a minimum dry density of 120 pcf when compacted to the specifications listed within this report. Subgrade Preparation Prior to placing the gravel pavement section, the entire subgrade should be graded to the rough grade. To provide a uniform bearing surface, the subgrade should be scarified to a minimum depth of 6 inches, moisture treated, and re -compacted to the specifications listed in the SITE GRADING section of this report. Proof Roll Before placing the base course, the subgrade should be proof rolled with a heavily loaded, pneumatic -tired vehicle. The vehicle should have gross vehicle weight of at least 50,000 pounds with a loaded single axle weight of 18,000 pounds and a tire pressure of 90 psi. Soils that deform excessively under heavy wheel loads are not stable and should be removed and replaced to achieve a stable subgrade before placing the base course. Maintenance Periodic maintenance is critical to the performance of the gravel entry road during the service life of the road. Surface grades should be maintained by periodically re -grading the gravel service. New base course will also be necessary to replace eroded material. Potholes or other distressed areas that develop should be repaired as they occur. SITE GRADING General The following recommendations should be followed for grading, site preparation, and fill compaction. 1) All import and onsite backfill should be approved by the geotechnical engineer. Job No. 214201A S May 19, 2014 G Beech 2) Where fill is to be placed, loose or otherwise unsuitable material, including topsoil and vegetation should be removed prior to placement of new fill. 3) Soils should be compacted with appropriate equipment for the lift thickness placed. 4) The following compaction requirements should be used: TYPE OF FILL PLACEMENT SOIL TYPE - Compaction Percent (ASTM D698 - Standard Proctor) MOISTURE CONTENT Under Foundations -2% to +2% of Optimum Suitable Onsite or Structural Import — 98% Foundation Wall Backfill -2% to +2% of Optimum Suitable Onsite or Import Fill min — 95% Below Concrete Flatwork, Slab -on -Grade -2% to +2% of Optimum Suitable Onsite or Import Fill min — 95% Gravel Roads -2% to +2% of Optimum Import Granular — 98% Gravel Road Subgrade -2% to +2% of Optimum Suitable Onsite or Import Fill min — 95% Landscape Areas -2% to +2% of Optimum Onsite or Import Fill — 90% Utility Trenches As they apply to the finished area Excavation The soils can be excavated with conventional equipment to the proposed grades. Based on our field and laboratory investigations, the overburden soils will likely consist of Type C soil according to OSHA criteria. Excavation slopes no steeper than I' /2 horizontal to 1 vertical are required for Type C soils for temporary excavations less than 20 feet deep. Areas above the cut slopes should be kept clear of any heavy or vibratory loads until backfill operations begin. Layered soil types and seepage into the excavation will require special precautions. The contractor's competent person should make the decision regarding temporary cut slopes. A qualified geotechnical engineer should observe any questionable slopes or conditions. Suitability of On -site Soil The on -site sandy soils can be used as fill on all areas of the site, provided that the above listed moisture and compaction specifications are followed. All fill should be processed so that it does not contain fragments larger than 3 inches in diameter. Job No. 214201A 9 May 19. 2014 Ge ctech Imported Structural Fill If imported structural fill is required, a granular material, such as a CDOT Class 5 or 6 aggregate should be used. Imported structural fill should consist of minus 4 -inch material having less than 35 percent passing the No. 200 sieve, a liquid limit less than 30, and a plasticity index less than 15. Structural fill placed below footings should be compacted to at least 98 percent of the maximum standard Proctor density (ASTM D698) at moisture content within 2 percent of optimum. Drainage Good surface drainage should be provided around all cuts and fills to direct surface runoff away from these areas. Slopes and other stripped areas should be protected against erosion by paving, re -vegetation or other means. SURFACE DRAINAGE AND MAINTENANCE The success of foundations, slab -on -grade, pavement, and concrete flatwork is contingent upon keeping the bearing soils at approximately constant moisture content, and by not allowing surface water a path to the subsurface. Positive surface drainage away from the structure must be maintained at all times. Landscaped areas should be designed and built such that irrigation and other surface water will be collected and carried away from foundation elements. The ground surface surrounding the exterior of the structure and any overlying pavements should have a positive slope away from foundation walls on all sides. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. A swale should be provided at the base of cut slopes that are adjacent to the building. For entrance areas, ADA criteria may apply, and should take precedence over the above recommendations. Proper compaction of exterior backfill is necessary in maintaining a long-term positive slope away from the structures. Areas of settlement of the exterior backfill after construction should be backfilled immediately to maintain positive slopes away from the structure. All roof downspouts and drains should discharge well beyond the limits of all backfill. Job No. 214201A 10 May 19, 2014 G &tech CONTINUING SERVICES Two additional elements of geotechnical engineering service are important to the successful completion of this project. I) Consultation with design professionals durinix the design phases. This is important to ensure that the intentions of our recommendations are properly incorporated in the design, and that any changes in the design concept properly consider geotechnical aspects. 2) Observation and monitorino. during construction. A representative of the Geotechnical engineer from our firm should observe the exposed foundation excavation prior to placement of structural fill. We should observe and test placement of structural fill under foundations to judge whether the proper placement conditions have been achieved. We recommend observation and inspection of the underdrain system, damp proofing, installed vapor retarders under floor slabs and crawlspaces. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figure 2, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified in the borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report. we should be notified so that re-evaluation of the recommendations may be made. Job No. 214201A A 11 May 19, 2014 GecPtech This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Hung Pham, Ph.D., E.I Reviewed by Arben Kalaveshi, P.E. Job No. 214201A 12 May 19, 2014 digtech , _ 1,000' I SCALE: 1 " = 2,000' 214201A HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION SITE LOCATION a ar r P-1 li r r r p r r r r r r { { � 4 4 4 4 4 t 4 5 .-._.-.-.-._.-._t-.-.-.-._.-.-....-.-._•-.-►_._•-. _._....._. ...._._. .N_. -►-.-.-..-.-.-M_. F._�._.-hh.� awry re_1_►_._._.-•-._.-.- + 1 I If!�� I B- 1 —. } ' r - g '^"',1 =_ I I T T . - • a• a • d " s � r �.. . - B-3 <I Y!\:14-"Iic, I 1 - .arr A0 ......_ • iib k I r i . •u.r # B -2I I 1 ;6 o L T 1 0 - ■ ..r9' 1 • a w r , f T• '1= . T s• 1 ! e B-5 T T I J 4 . Ma 0' ~rI T i s 1 r • I . IP1 , a M r j ! Ijj B-4 i . I• I • ii,1 T t T a w r T .1 i r i • •1. 1 • t i f a a r a' 4 II - . • i r ' } l r B-6 ► a Tar V + — 1 i• S I 1 I 4P T n r }• T_ a W .r im o• i \!• 0 d o • L.-.-.-.-.-.-.-.-•-.-.-.-•-.-rr-•-S-.-.-•-.-►-.-.-.-.-•-.-.-.-.-.-.-.-•-.-•-.-•-. • •-.-.-•-•-•--•-•-•-•r-•-.-.-a T • S . ► . I N I 0 50 100' SCALE: 1" = 100' 214201A HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION BORING LOCATIONS FIG. 2 C) LL r Q O 0 5 10 15 B-1 44/12 MC = 5.3 DD = 116 14/12 MC = 6.0 DD = 108 -200 = 47 LL = 24 P1=10 39/12 MC=45 DD= 114 -200 = 19 37/12 MC = 10.3 DD = 119 50/5 20 flh MC=9.9 DD = 97 B-2 / 36/12 MC = 4.6 DD=110 36/12 MC = 6.9 DD = 113 -200 = 40 34/12 MC = 4.9 29/12 MC = 11.2 DD = 119 -200 = 49 LL = 30 PI = 17 28/12 MC = 11.7 DD = 117 B-3 J 25/12 MC = 3.6 DD = 111 18/12 MC = 4.9 DD = 111 n37/12 MC = 11.3 DD = 122 37/12 MC = 13.0 DD= 119 -200 = 59 LL = 34 PI = 21 37/12 MC = 9.9 DD = 114 B-4 7 - a - 30/12 MC = 9.0 DD = 100 -200 = 79 LL = 36 P1 = 21 SP = 0.27 50/10 MC = 4.9 DD = 115 30/12 MC = 11.5 DD = 121 50/11 MC = 8.3 DD = 108 50/4 0 5 10 15 20 a LL Q C 214201A HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION BORING LOGS FIG. 3 LL t N a 0 5 10 15 20 B-5 B-6 72: /71 41/12 MC = 8.2 DD= 118 50/11 MC = 5.3 DD = 121 36/12 MC=24 DD = 107 32/12 50/4 / a Mil 29/12 MC = 16.8 DD = 111 WSS = 0.035 SP = 0.7 37/12 MC = 9.2 DD = 127 16/12 MC=202 DD = 102 -200 = 62 LL = 37 P1 = 23 _ I 50/10 B-7 P-1 20/12 23/12 MC = 13.0 DD = 117 SP = 1.2 WSS = 0.015 30/12 MC = 3.5 DD = 112 -200 = 14 34/12 0 5 10 15 20 LL I t 4 -. a) a 214201A HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION BORING LOGS FIG. 4 LEGEND k): / TOP SOIL, sandy with silt. moist , brown. SAND (SC), clayey, medium dense to dense, fine grained, moist. low plasticity, brown to dark brown. CLAY (CL), sandy, stiff to very stiff, medium plasticity, moist, dark brown. SAND (SM), silty to very silty. medium dense to dense, fine to coarse grained, moist, brown to dark brown. Sandstone, fine to coarse grained, hard to very hard, moist, light brown. 17 12 Indicates 2" I.D. California sampler. 17/12 indicates 17 blows of a 140 lb hammer falling 30" were required to drive the sampler 12 inches. NOTES: 1. Borings were drilled on May 06, 2014 with a truck mounted CME-55 rig powering 4 -inch diameter continuous flight augers. 2. Locations of borings shown on Figure 2 are approximate. 3. Borings were plotted by depth. 4. The lines between strata represent approximate boundaries and transitions may be gradual. 5. Free water was not encountered at the time of drilling. Groundwater levels are expected to fluctuate based on seasonal and climatic factors. 6. Laboratory Testing Results: MC = moisture content of sample in percent of the dry weight. DD = dry unit weight of sample in pcf. -200 = percent of silt and clay fraction. LL = liquid limit PI = plasticity index WSS = water soluble sulfates in percent. SP = percent of swell under a 1.000 psf surcharge after wetting. 214201A HEPWORTH-PAWLAK GEOTECHNICAL, Inc. AKA SPEER COMPRESSOR STATION LEGEND AND NOTES FIG. 5 4 I I I . 1 I . . . . . 3 From B4 @ 2 feet Moisture Content = 9.0% 0 2 Dry Unit Weight = 100 pcf Sample of CLAY(CL), sandy -200=79.LL=36.PI=21 Vertical Expansion = 0.3 % COMPRESSION-SWELI S CO N 2A o -A a . t . 1 1 1 1 .. Slight Expansion on wetting 1.........----..'---..............,.................4\ --t 0.1 1 APPLIED PRESSURE (KSF) 10 100 4 3 From Moisture - B6 @ 2 feet Content - = 16.9 - - % 0 2 Dry Sample Vertical Unit Weight of: CLAY Expansion = 111 (CL), = 0.7 pcf - sandy % ` J -1 Hi Expansion on wetting COMPRESSION-SWE Cam) N lao r -1 0.1 1 10 100 APPLIED PRESSURE (KSF) 214201A HEPWORTH-PAWLAK GEOTECHNICAL. Inc AKA SPEER COMPRESSOR STATION SWELL -COMPRESSION TEST RESULTS FIG.6 0 J Iii 4 3 2 1 . . . . . . 'XXXII From: B7 @ 4 feet Moisture Content = 13.0% Dry Unit Weight = 117 pcf Sample of: CLAY(CL), sandy Vertical Expansion = 1.2 r Expansion on wettng PI -4 0.1 1 10 100 APPLIED PRESSURE (KSF) 214201A HEPWORTH-PAWLAK GEOTECHNICAL. Inc AKA SPEER COMPRESSOR SWELL -COMPRESSION STATION TEST RESULTS FIG. 7 HYDROMETER ANALYSIS SIEVE ANALYSIS 100.00 TIME READINGS 43SMIN. 60MIN 19MIN 4MIN 1MIN #200 U S STANDARD SIEVES 2100 1150 230 21 CLEAR SQUARE OPENINGS 3r6' 324- 1M r 5- B- - 90.00 •_ 80.00 70.00 O(73 60.00 _ Q a 5000 I - z - I - w 0 40.00 0: W a - 30.00 20.00 4 10.00 • 0.00 l . . . . , . . . . .. • , . , . ..' a a . , . . . . . . Val . . . . . . .. 001 002 005 009 019 037 074 149 297 59 1 19 238 4 76 9.52 DIAMETER OF PARTICLE IN MILLIMETERS f 19 1 38 1 78 2 127 200 CLAVotec TO SILT(noa-plssoci SAND GRAVEL COBBLES FINE I MEDIUM COARSE FINE :OARSE GRAVEL. 1% SAND: 40% SILT AND CLAY: 59% LIQUID LIMIT 34 PLASTICITY INDEX. 21 SAMPLE OF CLAY (CL). very sandy FROM B3 @ 14 feet HYDROMETER ANALYSIS SIEVE ANALYSIS 100 TIME READINGS 435MIN 80MIN. 19MIN. 4MIN. 1MIN. #200 U S STANDARD SIEVES #100 #50 CO 216 s CLEAR SQUARE OPENINGS #4 318" 3/4- 11'^ 3" 5" 8" 90 80 70 • Z 60 En cn Q -- Il 50 - I- ------ Z O 40 - -- -- D_ - -- -. w - a 30 _ 20 - • 10 - - - 001 .002 005 .009 .019 037 O74 149 297 59 1 19 238 4 76 9.52 19 1 38 1 76 2 127 200 DIAMETER OF PARTICLE IN MIWMETERS CLAYlywxl TO SILT1na SAND GRAVEL COBBLES �issnel FINE ' MEDIUM COARSE FINE I COARSE GRAVEL. 0% SAND: 86% SILT AND CLAY: 14% LIQUID LIMIT: N/A PLASTICITY INDEX: N/A SAMPLE OF SAND (SM). silty FROM B7 @ 9 feet 214201A HEPWORTH-PAWLAK GEOTECHNICAL, INC.GRADATION AKA SPEER COMPRESSOR STATION ANALYSIS FIG. 8 JOB NO: 214 201A PROJECT: AKA SPEER PLANT LOCATION: WELD COUNTY,CO HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE I-1 SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL MOISTURE CONTENT (%) NATURAL DRY UNIT WEIGHT (pcf) GRADATION ATTERBERG LIMITS SWELL -COMPRESSION CORROSION SERIES UNCONFINED COMPRESSION (PSF) SOIL OR BEDROCK DESCRIPTION GRAVEL (%) SAND (%) SILT & CLAY (%) LIQUID LIMIT PLASTIC INDEX I i SWELL' (%) SUR- CHARGE (Psi) SOLUBLE SULFATE (%) CHLORIDE ION (%) PH (d) BORING (a) DEPTH lI (feet) B1 2 5.3 116 SAND (SM), silty 4 6.0 108 47 24 10 SAND (SC), clayey 9 4.5 114 19 SAND (SC), clayey 14 10.3 119 SAND (SM), silty 19 9.9 97 SANDSTONE BEDROCK B2 2 4.6 110 SAND (SM), silty 4 6.9 113 40 SAND (SM), very silty 9 4.9 SAND (SM), very silty 14 11.2 119 49 30 17 SAND (SC), clayey 19 11.7 117 SAND (SM), very silty B3 2 3.6 111 SAND (SM), very silty 4 4.9 111 SAND (SM), very silty 9 11.3 122 SAND (SM), very silty 14 13.0 119 1 40 59 34 21 CLAY (CL), very sandy 19 9.9 114 SAND (SM), very silty B4 2 9.0 100 79 36 21 0.27 1,000 CLAY (CL), sandy 4 4.9 115 SAND (SM), very silty 9 11.5 121 SAND (SM), very silty 14 8.3 108 SANDSTONE BEDROCK * Negative indicates compression NV- non viscous NP - non plastic JOB NO: 214 201A PROJECT: AKA SPEER COMPRESSOR STATION LOCATION: WELD COUNTY, CO HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1-2 SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL MOISTURE NATURAL DRY UNIT WEIGHT (Pcf) GRADATION ATTERBERG LIMITS SWELL -COMPRESSION CORROSION SERIES UNCONFINED COMPRESSION (PSF) SOIL OR BEDROCK DESCRIPTION GRAVEL (%) SAND (%) SILT & CLAY (%) LIQUID LIMIT (31) PLASTIC INDEX (%) SWELL* (%) SUR- CHARGE (Psi) SOLUBLE SULFATE (%) CHLORIDE ION (%) pH (#) BORING (#) DEPTH (fee) CONTENT (%) 115 2 8.2 118 SAND (SM), silty 4 5.3 121 SAND (SC), clayey 9 2.4 107 SAND (SM), silty B6 2 16.8 111 0.7 1,000 0.035 CLAY (CL), sandy 4 9.2 127 SAND (SM), silty 9 20.2 102 62 37 23 CLAY (CL), sandy B7 4 13.0 117 1.2 1,000 0.015 CLAY (CL), sandy 9 3.5 112 0 86 14 SAND (SM), silty Negative indicates compression NV- non viscous NP - non plastic HEPWORTH-PAWLAK GEOTECHNICAL, INC. INFILTRATION TEST RESULTS AKA ENERGY GROUP, SPEER COMPRESSOR STATION May 8,2014 Job No. 214201A TABLE 2 Hole No. Hole Depth (in) Length of Interval (min) Water Depth at Start of Interval (in) Water Depth at End of Interval (in) Drop in Water Level (in) Infiltration Rate (min/in) PI 50.25 11.0 43.88 40.13 3.75 2.93 10.0 40.13 38.50 1.62 6.16 10.0 38.50 37.05 1.45 6.89 10.0 37.05 36.00 1.05 9.52 10.0 36.00 34.88 1.13 8.89 10.0 34.88 34.13 0.75 13.33 10.0 34.13 33.38 0.75 13.39 9.0 33.38 32.63 0.75 11.95 10.0 32.63 32.00 0.62 16.01 10.0 32.00 31.13 0.88 11.42 10.0 31.13 30.63 0.50 20.20 10.0 30.63 30.13 0.50 19.84 Flatirons, Inc. — Surveying & Engineering APPENDIX E Inspection Report A blank copy of the sample stormwater facility inspection report. Speer Plant E May 28, 2014 Speer Plant Stormwater Facility Inspection Inspection required every 6 months or following major precipitation event. Date: Inspection Type: Last Rainfall: Inspector: Rountine Maintenance < 24 Hours Follow Up Public Concern 1-3 Days > 4 Days FACILITY OBJECT COMPLIANT Water Quality Pond Swales Culverts Berms Entry Road Yard Area Other Items to Inspect Water Quality Pond: Swales/Ditches: Culverts: Berms: Entry Road: Yard Area: YES NO DESCRIPTION PHOTO #s Check for accumlated sediment - remove as required Check emergency spillway - clean and maintain as required Check for debris and weeds in pond - remove immediately Check for erosion on sides/bottom/embankment - repair immediately Check for accumlated sediment - remove as required Check for debris and weeds - remove immediately Check for erosion on sides/bottom - repair immediately Check for accumlated sediment - remove as required Check for debris and weeds - remove immediately Check for erosion on top/bottom - repair immediately Check culverts under entrances - see above for requirements Check for uncontrolled spills - clean up immediately From: Cinde Wright To: joeCacrestonellc.com Cc: Pon Dunker Subject: RE: USR Question Date: Monday, July 23, 2018 3:37:02 PM Joe, I spoke with my boss and he is on board with what we discussed this afternoon on the phone. 1. Size the pond for the area of the parcel that will physically drain to the pond. The land downstream of the pond can maintain historic drainage patterns. If in the future the downstream property is to be developed, a separate pond will be required for that area. 2. We didn't discuss this, but offsite flows can either be routed around the site or can be passed over the emergency spillway undetained. Just size the spillway accordingly. 3. The pond will need to be designed for the newly developed impervious value as well as the previously developed impervious area. If there is any future imperviousness you would like to plan for on the site, you can size the pond for that also. Just note it in the report. 4. The 10 -year historic release value (non -urbanizing sites) for the pond is to be calculated using the pre -developed condition of 2% imperviousness. 5. The soil infiltration rate cannot be included in the pond release rate for sizing. Just let me know if you have any additional questions or if I missed one of your questions. Thanks! Cinde Wright, PE Design Engineer Public Works 1111 H Street Greeley, CO 80632 tel: 970-400-3739 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: joe@crestonellc.com <joe@crestonellc.com> APPENDIX E Maps Historic Drainage Exhibit Developed Drainage Exhibit Drainage Details ( L • 2 fI 1 1 L • 1 I I. , 1 , \ ,<, .,. .., . \ • •♦\ `v-• ,,`�/uTA on >• I&!btAA 0.06 SooiroACJI Mat MI PIDOCCt ♦ !\ , •� _ ADYAIe bmall it Oa WOOEDI tem 5MMOIRMAISION.T TO %M CO . ,,, MPYD- Ilk t 1 .NYtAI ,,_, .. ` r f 1 t♦ •♦ KEY MAP to .," BOUNDARY JIBBIt l�W (1w) NA S R . r •� - "its-! B, yea a„ GOUwi• NOAn 121 LEGEND ` } 1 \ / -- (n cuoci a.Mn •OYWMl I. As Pat MI I GUNN - OYTMei OUTDO MoOMOSI II •��,.> NaD TS. LXATtOt(s> At COMM.MC 1 •♦ ,rl Inc DR.w[ :wNU1 �- R �ef1�11S119> BASIN own H7 l V r 7 y i Nit MAO coStlY. 4C .C nut RANI. o COMO. O W. IIOYAflm 0 M1Le0NS Nc. DATED aeaenot•� •• . l� •♦1 \ \S, } L \ • AMA (AGES) 25.23 AC 5 0X 0.17 BASIN >< INPERMOUS 5 M RUNOF! COQ BOUNDARY } 1 WV I 1 ,��` Mills \ . II VIN Ps SOJOMY • tST 1 <♦� I I • • . (I MO • 1 ¢t :Y WSPI TNN MA CMACt NAOA•M ID DOG• CROUP SSC PLO RAO MD MIMN .. 00•. 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OUT EL_4873.50%��y lb e' GRANULAR MOOING (gl(PACI PER PROJECT P - • cEOtEGd9CAl REPORT) CONCRETE CUTOFF WALLS (r THICK)f PLACED Al 1/3 AND 2/3 OF THE PIPE I SECTION A —A SECTION B —B LENGTH - float 1r (URN) INTO L91Gs1tpBEp EMMEN SO0. (TM) r'—{—) N0. O BAR .S• Cu SECTION 8—B EMERGENCY OVERFLOW N.T.S e•ETENTION POND DETAILS =S,o••,•—..0.,a in 9T aR MN90R MECOa OAR wn 9. DAR 4IMYD. MCilO(AwRM Ott 'A-KI, j'I'...i. •i' ' 1�SpF'E�E�R�/G�ATSPLPL-A■NTT ORnudLac DETAILS -T-®� 811 Y d Ia4Meo CAL: s:',ll. CAL: B. �...n +n II 1rtsi IM 0 wawa o HCiD71 1 r AS MORD _ ...� -1•. woos • MIS aviunic LLD COUNT. CO J� prier tale* SP -BP -2050 A A AE KAI NIKO TOT WNW From: Chris Gathman To: "Dossey. Julie" Subject: RE: Internal combustor - Speer plant Date: Tuesday, October 16, 2018 9:16:44 AM Dear Julie, I checked with our Department Director — Tom Parko. We are willing to grant an additional extension. However, the length of the extension will be three (3) months vs. six (6) months. What is the status on the USR application? When do you anticipate submitting the application? Regards, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Dossey, Julie <jdossey@akaenergy.com> Sent: Monday, October 15, 2018 9:16 AM To: Michelle Martin <mmartin@weldgov.com> Cc: Chris Gathman <cgathman@weldgov.com> Subject: RE: Internal combustor - Speer plant ( autiun: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Good morning Michelle, I am just checking back in to see if you will grant the requested 6 month extension for the combustor at the Speer plant located at 18075 C.R. 38, Platteville. Thank you. Julie Dossey Aka Energy Group, LLC Frontier Field Services, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Dossey, Julie Sent: Thursday, September 20, 2018 8:41 AM To: 'Michelle Martin' <mmartin(Wweldgov.com>; Chris Gathman <cgathmanewe dgov.com> Cc: Ammerman, Matt <mammerman(a akaenergy.com> Subject: RE: Internal combustor - Speer plant Michelle, Aka Energy Group LLC had a pre -application meeting (Pre18-0069) to expand the Speer plant. The internal combustor, for which Planning granted for 6 months, will become part of the expansion. We are currently working on the USR submittal and request a 6 month extension. Thank you. Julie Dossey Aka Energy Group, LLC Frontier Field Services, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Michelle Martin [mailto:mmartinewe dgov.com] Sent: Tuesday, April 17, 2018 1:01 PM To: Dossey, Julie <jdosseyCaakaenergy.com>; Chris Gathman <cgathmanPwe dgov.com> Cc: Ammerman, Matt <mammerman@akaenergy.com> Subject: RE: Internal combustor - Speer plant Hi Julie, We have decided to allow the internal combustor for 6 months without having to amend USR14- 0035. You can request and extension for another 6 months and county staff will evaluate your extension at that time. Let me know if you have any questions. Michelle Martin Planning Manager 1555 N 17th Ave Greeley, CO 80631 rnmartinPco.weld,co.us PHONE: (970) 400-3571 FAX: (970) 304-6498 \1861 ,.N Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Dossey, Julie [mai to:jdosseyuakaenergy.com] Sent: Tuesday, April 17, 2018 11:14 AM To: Chris Gathman <cgathman(weldgov.com>; Michelle Martin <mmartinPwe dgov,com> Cc: Ammerman, Matt <mammermanPakaenergy.com> Subject: RE: Internal combustor - Speer plant Chris, Just checking back with you on what is required for Aka to install the internal combustor at Speer. There is some urgency for the installation as the plant is not receiving the necessary condensate so the combustor is required to keep it in operation. Thanks Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Dossey, Julie Sent: Wednesday, April 11, 2018 10:15 AM To: 'Chris Gathman' <cgathman(awe dgov.com> Cc: Ammerman, Matt <mammermanPakaenergy.com>; 'Michelle Martin' <mmartineweldgov.com> Subject: Internal combustor - Speer plant C. f 11 S , Attached is a diagram of the skid mounted internal combustor unit to be installed at the existing Speer plant which is located on an 80 acre parcel at 18075 C.R. 38 Platteville . The drawing shows the overall height of 50 feet with guy wires/anchors, and a photo of a combustor unit in the factory. The unit will be painted tan to prevent reflection, as commonly seen around Weld County at tank batteries and well sites. To minimize visual impacts to neighbors to the west, the combustor will be place on the east side of the facility, adjacent to equipment of similar height as shown on the attached map. As this is a combustor, and not a flare, there will be no visible flame. We would appreciate any assistance in expediting approval to install this unit at the Speer plant as soon as possible. Thank you. Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Dossey, Julie Sent: Wednesday, April 11, 2018 7:49 AM To: 'Chris Gathman' <cgathmanPweldgov.com> Cc: Ammerman, Matt <mammerman(Wakaenergy.com>; Michelle Martin <mmartin(awe dgov.com> Subject: RE: Temporary Internal combustor - Speer Hi Chris, The internal combustor will be on -site until the Speer plant expansion is completed - so more than 6 months. Also I will send you the final design hopefully today as they would like to have it installed by the end of the month. It will still be an internal combustor either trailer or skid mounted. Thanks again. Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Chris Gathman [mailto:cgathmanWwe dgov.com] Sent: Wednesday, April 11, 2018 6:05 AM To: Dossey, Julie <jdosseyeakaenergy.com> Cc: Ammerman, Matt <mammermaneakaenergy.com>; Michelle Martin <mmartiruWwe dgov.com> Subject: RE: Temporary Internal combustor - Speer Julie, I have an additional question/clarification. Do you know how long the combuster will be on the site. Is it 6 -months or less? Regards, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Dossey, Julie [mai to:jdosseyWakaenergy.com] Sent: Tuesday, April 10, 2018 3:41 PM To: Chris Gathman <cgathmanCa we dgov.com> Cc: Ammerman, Matt <mammerman@akaenergy.com> Subject: RE: Temporary Internal combustor - Speer Importance: High Chris, I was just informed from engineering that on further review and modelling the internal combustor I sent to you is too small, it will not work. Once I receive the final design from engineering I will send it to you to see what permitting will be required. I apologize for the inconvenience as I know how busy you all are. Thank you. Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Chris Gathman [mailto:cgathmanPweldgov.com] Sent: Tuesday, April 10, 2018 1:54 PM To: Dossey, Julie <jdosseyPakaenergy.com> Subject: RE: Temporary Internal combustor - Speer Julie, I am sending this to building/my supervisors. I (or someone else with our Department) will let you know what is need. Regards, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Dossey, Julie [mai to:jdosseyPakaenergy.com] Sent: Tuesday, April 10, 2018 12:38 PM To: Chris Gathman <cgathmanPweldgov.com> Cc: Ammerman, Matt <mammermaneakaenergy.com> Subject: Temporary Internal combustor - Speer Chris, As a follow up to my phone message I left you today regarding installing a combustor at the Speer plant - the attached picture taken at a 3rd party site is what will be installed at the Speer plant. The combustor is the black cylinder shaped objected, skid mounted on a metal form on the ground and is approximately 27 feet tall. It is similar to what you see at tank batteries and well sites around Weld County. As it is an internal combustor there is no visible flame as you would see on a flare. This unit will be temporary until the Speer plant expansion is completed which we met on March 8 for the Pre -App. Aka would like to install this asap, so I would appreciate it if you please advise if we need to do anything with planning or the building department prior to installing the unit? Thanks a lot. Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Tom Parko Jr. To: Chris Gathmari Cc: Jose Gonzalez Subject: RE: Internal combustor - Speer plant - 6 month extension request for combuster Date: Tuesday, October 16, 2018 9:05:13 AM Chris, I am willing to grant another extension but we need to see some movement on the amendment. Perhaps we only grant a three-month extension this time. Tom From: Chris Gathman Sent: Tuesday, October 16, 2018 7:40 AM To: Tom Parko Jr. <tparko@weldgov.com> Cc: Jose Gonzalez <jgonzalez@weldgov.com> Subject: FW: Internal combustor - Speer plant - 6 month extension request for combuster Dear Tom, AKA is requesting a 6 -month extension re: the combuster at the Speer Plant Site. They have not yet applied for the MUSR application as we discussed in the pre -application meeting. I have not received any phone calls... from surrounding property owners re: this combuster. I can follow up with Julie as to the date they expect to submit the MUSR application in the event the extension is granted. Let me know what you think/decide and/or if you have any questions. Thanks, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Dossey, Julie <jdosseyeakaenergy.com> Sent: Monday, October 15, 2018 9:16 AM To: Michelle Martin <mmartinPweldgov.com> Cc: Chris Gathman <cgathmanPweldgov.com> Subject: RE: Internal combustor - Speer plant aut: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Good morning Michelle, I am just checking back in to see if you will grant the requested 6 month extension for the combustor at the Speer plant located at 18075 C.R. 38, Platteville. Thank you. Julie Dossey Aka Energy Group, LLC Frontier Field Services, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Dossey, Julie Sent: Thursday, September 20, 2018 8:41 AM To: 'Michelle Martin' <mmartinc weldgov.com>; Chris Gathman <cgathman(Wweldgov.com> Cc: Ammerman, Matt <mammermaneakaenergy.com> Subject: RE: Internal combustor - Speer plant Michelle, Aka Energy Group LLC had a pre -application meeting (Pre18-0069) to expand the Speer plant. The internal combustor, for which Planning granted for 6 months, will become part of the expansion. We are currently working on the USR submittal and request a 6 month extension. Thank you. Julie Dossey Aka Energy Group, LLC Frontier Field Services, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Michelle Martin [mai to:mmartinPweldgov.com] Sent: Tuesday, April 17, 2018 1:01 PM To: Dossey, Julie <jdosseyCEakaenergy.com>; Chris Gathman <cgathmanewe dgov.com> Cc: Ammerman, Matt <mammermaneakaenergy.com> Subject: RE: Internal combustor - Speer plant Hi Julie, We have decided to allow the internal combustor for 6 months without having to amend USR14- 0035. You can request and extension for another 6 months and county staff will evaluate your extension at that time. Let me know if you have any questions. Michelle Martin Planning Manager 1555 N 17th Ave Greeley, CO 80631 mmartincco,weld,co,us PHONE: (970) 400-3571 FAX: (970) 304-6498 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Dossey, Julie [mail o:jdosseyeakaenergy.com] Sent: Tuesday, April 17, 2018 11:14 AM To: Chris Gathman <cgathmanPwe dgov.com>; Michelle Martin <mmartinPwe dgov.com> Cc: Ammerman, Matt <mammermanPakaenergy.com> Subject: RE: Internal combustor - Speer plant Chris, Just checking back with you on what is required for Aka to install the internal combustor at Speer. There is some urgency for the installation as the plant is not receiving the necessary condensate so the combustor is required to keep it in operation. Thanks Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Dossey, Julie Sent: Wednesday, April 11, 2018 10:15 AM To: 'Chris Gathman' <cgathmanPweldgov.com> Cc: Ammerman, Matt <mammermanPakaenergy.com>; 'Michelle Martin' <mmartin(Wwe dgov.com> Subject: Internal combustor - Speer plant Chris, Attached is a diagram of the skid mounted internal combustor unit to be installed at the existing Speer plant which is located on an 80 acre parcel at 18075 C.R. 38 Platteville . The drawing shows the overall height of SO feet with guy wires/anchors, and a photo of a combustor unit in the factory. The unit will be painted tan to prevent reflection, as commonly seen around Weld County at tank batteries and well sites. To minimize visual impacts to neighbors to the west, the combustor will be place on the east side of the facility, adjacent to equipment of similar height as shown on the attached map. As this is a combustor, and not a flare, there will be no visible flame. We would appreciate any assistance in expediting approval to install this unit at the Speer plant as soon as possible. Thank you. Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Dossey, Julie Sent: Wednesday, April 11, 2018 7:49 AM To: 'Chris Gathman' <cgathmanPwe dgov,corrl> Cc: Ammerman, Matt <mammerman@iakaenergy.com>; Michelle Martin <mmartin(weldgov.com> Subject: RE: Temporary Internal combustor - Speer Hi Chris, The internal combustor will be on -site until the Speer plant expansion is completed - so more than 6 months. Also I will send you the final design hopefully today as they would like to have it installed by the end of the month. It will still be an internal combustor either trailer or skid mounted. Thanks again. Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Chris Gathman [mailto:cgathmanWweldgov.com] Sent: Wednesday, April 11, 2018 6:05 AM To: Dossey, Julie <jdosseyeakaenergy.com> Cc: Ammerman, Matt <mammermaneakaenergy,com>; Michelle Martin <mmartinPwe Subject: RE: Temporary Internal combustor - Speer Julie, dgov.com> I have an additional question/clarification. Do you know how long the combuster will be on the site. Is it 6 -months or less? Regards, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Dossey, Julie [mailto:jdossey&akaenergy.com] Sent: Tuesday, April 10, 2018 3:41 PM To: Chris Gathman <cgathman@ we dgov.com> Cc: Ammerman, Matt <mammermanC@akaenergy.com> Subject: RE: Temporary Internal combustor - Speer Importance: High Chris, I was just informed from engineering that on further review and modelling the internal combustor I sent to you is too small, it will not work. Once I receive the final design from engineering I will send it to you to see what permitting will be required. I apologize for the inconvenience as I know how busy you all are. Thank you. Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) From: Chris Gathman [mailto:cgathman@weldgov.com] Sent: Tuesday, April 10, 2018 1:54 PM To: Dossey, Julie <jdosseyl@akaenergy.com> Subject: RE: Temporary Internal combustor - Speer Julie, I am sending this to building/my supervisors. I (or someone else with our Department) will let you know what is need. Regards, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Dossey, Julie [mailto:jdosseyWakaenergy.com] Sent: Tuesday, April 10, 2018 12:38 PM To: Chris Gathman <cgathmanCJwe dgov.com> Cc: Ammerman, Matt <mammermaNWakaenergy,com> Subject: Temporary Internal combustor - Speer Chris, As a follow up to my phone message I left you today regarding installing a combustor at the Speer plant - the attached picture taken at a 3rd party site is what will be installed at the Speer plant. The combustor is the black cylinder shaped objected, skid mounted on a metal form on the ground and is approximately 27 feet tall. It is similar to what you see at tank batteries and well sites around Weld County. As it is an internal combustor there is no visible flame as you would see on a flare. This unit will be temporary until the Speer plant expansion is completed which we met on March 8 for the Pre -App. Aka would like to install this asap, so I would appreciate it if you please advise if we need to do anything with planning or the building department prior to installing the unit? Thanks a lot. Julie Dossey Aka Energy Group, LLC 125 Mercado Street, Suite 201 Durango CO 81301 (970) 764-6678 (office) (970) 759-7110 (cell) LUMINAIRE SCHEDULE AND LIGHTING BILL OF MATERIALS ITEM SM60t TAG OTY ERSCN:P:.0r. VO116 AREA CLASSIECA10N MOUNTING MOUNTING DETAA MFG CATALOG NO 1 • O / \ LF • 1 T6 UNDER RACK LIGM1, 3,531 LUMENS. TYPE I OPTIC 170-777 VAC CLASS I DN ? MANUFACTURER INSTRUCTONS EATON CROu51 HINDS VW312AR T/UNYI 2 ii -? 25 RACK LOET. Nis 7x6 BEAM SPREAD, 5.335 LUMENS 170.777 VAC CLASS I ON 2 YOKE 'Attu FACT URER EATON CIEOUSE-wNOS 1_ ItslgtcTIONS FMV5LCV/uni 16 3 `I) \ / \0/ 17-S 10 POLL tIGH!. NtMA 1X6 LLOODL.c1,1 PATTERN OPI1CS. 25.500 NOMINµ LUMENS '70-771 VAC CLASS 1 ON ? !0' Pori WNUTACTURER IP6TRUC1C46 EATON CROUSI -HINDS rMVA25LCr/UWI 76 4 - 6 POT, lOR 20K LUMENS LEO LntTUR[- 30' - MANUFACTURER INSTRUCION6 EATON RTSAAJOS' 3x1IG 5 - 7 STEFt POII 1CUNIiNG DRACKI T SI R'15 101 7 STUBS - WNW AC1URER INSTRUCTIONS EATON CROUSE LINOS 101- A73 6 - 6 STEEL POT' MOUNTING BRACKET Si. RIES 101. 1 STUB - WNUI ACTURER INSTRUCIONS LION GROUSE -HINDS 10T - AU 7 - - 10 FL000UGHI SUPIITTER - - - MANUFACTURER INSTRUCTIONS EATON CROUSE-HINDS D 1751 ,00,.,.i, a?• "\.t IS ZOOID 7}-!i jit ha,.I ISSUED FOR PERMIT ma in, M ORA MveSA D(CdAa MN IRV Ilr WI RiEIEa fxlcuM/Kq aM AICALIONTINTPMRO **PUT ar-Milk fIXTURHOA=PLANTEDULSCHEDULE mums an mows KW CDWh. CO IR SP -EE -71130 A A _P p/31 OWED FOR OERIM MSC 1E RIO ITEM LIST ITEN LIST ITEM LIST Mr DCSCWI►TON OTT NW DESCSYION Otr NEN DESCRIPTION OTT 1 ill man. C -q WALNII/WW1 • I OONC-.Was III 0 Will . E -N IDD[7 t t •-S MISSOK LOW Nu WORN SM10aDL OWNS UM - E. pn .I -C . a ill lN11aL CAI ftbld/IIWI it , I NDaMC M. WOWNW - C -N Nt-IOC I 3 WNW S. *M INS- C•• -IIC I 4 110 RAWL C -q WM04IaNI I //�dERST 1 r v 5), -J— O./ NQLNiWG SCH[MC @ O S `.O / 1 > UNDER PENDENT LIGHT RACKLIGHT HT (DARK SKY) LIGHT — 25 DEGREE ANGLED NRAC `7920 S 7920, SCK N. T.S.SCALE: C79320�NC N.T.S. ITEM LIST ITEM LIST 1 kw D[SENN'ibN _ _ an ins MSCMOON 01Y 1 . 'to 1r+uB C-.4 rNlnugrw, , I art Stilt 131 TOR NUM - C -N /101 -Ws — — I tannin - c•11 M tnt s s OIDNE-0001 031 a SW • C -N IMO 4 uD rta c•W r3tlMnAr'• N f M' ,at u1D1/ BMMlwrasc PMNAIOtL OIbLI a 1AP POT( I rOR SW! Plats - ,• S- CALYMMZLD .C,:. .^.+NcLL •rac.roN Dfr. ; & - NALLLABtC DON GROUNaNG ELIiMw OW 0 Du .W1oN u, GAWL . Ie GROvii0 sr IO cEDNDUI BUY•NGT . SPACE 'OR 1Stf4 IndN RIO'O) . coo vut-uv — — _ 0DutEO f4444j111 cNDuK Wit r/ COONONI+1 PON[N CONOUCtDN5 �I . .. O • 4n1 • I • • I,II„ I�I111.1111 POO MST Muth. IIILI t D Wit AIR tGRID am) ; 1w1 AIR RANI !-r PVC COATED • . j RCS ELBOW. COURTING *NO NUR f ISSUED 74 PARTIALLY ENCLOSED BUILDING LIGHT 5 POLE LIGHT2- TWO LED LIGHT rlxTURC (DARK ) SKY 6 LIGHT POLE FOUNDATION \ FOR PERMIT I ' \7920 SCALE: N.T.S. 7920�kALL .ti X920/jSCALE: N.T.S. NV w DOI .ntesarwvo NU IN in art a.neN MLII:.I/flv3 Out SPEER OAS PLANT LIGHTING DETAILS ..•.�. 14 +Rums 7'flr$PEE.7.2O Halms IA -,:.q -Ntor wID CAM:.. aV 1 , -N S Sal WO E MRMI x p(!, Material Safety Data Sheet Section 1. Chemical Product and Company Identification Common Name Diethanolamine 85% Supplier Coastal Chemical Co., L.L.C. 3520 Veterans Memorial Drive Abbeville, La. 70510 337-893-3862 5%nonym Not available. Trade name Not available. Material Uses Not available. Manufacturer Coastal Chemical Co., Inc. 3520 Veterans Memorial Drive Abbeville, La. Code 42011 MSDS# Not available. Validation Date 05/24/2004 Print Date 05/24/2004 Responsible Name Charles Toups In Case of Transportation Emergency Call Emergency CHEMTREC 800-424-9300 Other Information Call Charles Toups 337-898-0001 Section 2. Composition and Information on Ingredients Name CAS # % by Weight Exposure Limits 1) Diethanolamine 111-42-2 85 TWA: 0.46 (ppm) from ACGIH (TLV) [United States] TWA: 2 (mg/m3) from ACGIH (TLV) [United States] Section 3. Hazards Identification Physical State and Appearance Liquid. Emergency Overview WARNING! CONTAINS MATERIAL WHICH CAUSES DAMAGE TO THE FOLLOWING ORGANS: RESPIRATORY TRACT, EYES. MAY BE HARMFUL IF SWALLOWED. MAY CAUSE EYE AND SKIN IRRITATION. Avoid contact with eyes, skin and clothing. Do not ingest. Wash thoroughly after handling. Routes of Entry Eye contact. Potential Acute Health Effects Inhalation ingestion Potential Chronic Health Effects Medical Conditions Aggravated by Overexposure: Overexposure /Signs/Symptoms See Toxicological Information Eyes- Hazardous in case of eye contact (irritant). Shin Sensitization of the product: Not available. Hazardous in case of skin contact (irritant). Skin inflammation is characterized by itching, scaling, reddening, or, occasionally, blistering. Not available. Slightly hazardous in case of ingestion. CARCINOGENIC EFFECTS: Not available. MUTAGENIC EFFECTS: Not available. TERATOGENIC EFFECTS: Not available. Repeated or prolonged exposure is not known to aggravate medical condition. Not available. (section II) IContinued on Next Page ' Diethanolamine 85% Page: 216 Section 4. First Aid Measures Eye Contact Check for and remove any contact lenses. Immediately flush eyes with running water for at least 15 minutes, keeping eyelids open. Cold water may be used. Get medical attention. Finish by rinsing thoroughly with running water to avoid a possible infection. Skin Contact In case of contact, immediately flush skin with plenty of water. Cover the irritated skin with an emollient. Remove contaminated clothing and shoes. Cold water may be used.Wash clothing before reuse. Thoroughly clean shoes before reuse. Get medical attention. Inhalation If inhaled, remove to fresh air. If not breathing, give artificial respiration. If breathing is difficult, give oxygen. Get medical attention. Ingestion Do NOT induce vomiting unless directed to do so by medical personnel. Never give anything by mouth to an unconscious person. If large quantities of this material are swallowed, call a physician immediately. Loosen tight clothing such as a collar, tie, belt or waistband. Notes to Physician Not available. Section 5. Fire Fighting Measures Flammability of the Product May be combustible at high temperature. Auto -ignition Temperature Not available. Flash Points Not available. Flammable Limits Not available. Products of Combustion These products are carbon oxides (CO, CO2), nitrogen oxides (NO, NO2...). Fire hazards in Presence of Various Substances Slightly flammable to flammable in presence of open flames and sparks, of heat. Explosion Hazards in Presence of Various Substances Risks of explosion of the product in presence of mechanical impact: Not available. Risks of explosion of the product in presence of static discharge: Not available. Fire Fighting Media and Instructions Protective Clothing (Fire) SMALL FIRE: Use DRY chemical powder. LARGE FIRE: Use water spray, fog or foam. Do not use water jet. Be sure to use an approved/certified respirator or equivalent. Special Remarks on Fire Hazards Special Remarks on Explosion Hazards Not available. Not available. Section 6. Accidental Release Measures Small Spill and Leak Large Spill and Leak Dilute with water and mop up, or absorb with an inert dry material and place in an appropriate waste disposal container. If necessary: Neutralize the residue with a dilute solution of acetic acid. Finish cleaning by spreading water on the contaminated surface and dispose of according to local and regional authority requirements. Absorb with an inert material and put the spilled material in an appropriate waste disposal. Neutralize the residue with a dilute solution of acetic acid. Be careful that the product is not present at a concentration level above TLV. Check TLV on the MSDS and with local authorities. IContinued on Next Page i IDiethanolamine 85% Page: 3/6 Section 7. Handling and Storage Handling Avoid contact with eyes, skin, and clothing. Do not ingest. Wash thoroughly after handling. Storage Keep container tightly closed. Keep container in a cool, well -ventilated area. Section 8. Exposure Controls/Personal Protection Engineering Controls Provide exhaust ventilation or other engineering controls to keep the airborne concentrations of vapors below their respective threshold limit value. Ensure that eyewash stations and safety showers are proximal to the work -station location. Personal Protection Eves Safety glasses. Body Lab coat. Respirators' Not applicable. Hands Gloves (impervious). Feet Not applicable. Personal Protection in Case Splash goggles. Full suit. Boots. Gloves. Suggested protective clothing might not be sufficient; consult of a Large Spill a specialist BEFORE handling this product. Product Name Exposure Limits 1) Diethanolamine .onsult local authorities for acceptable exposure limits. TWA: (146 (ppm) from ACGIH (TLV) [United States] TWA: 2 (mg/m') from ACGIH (TLV) [United States] Section 9. Physical and Chemical Properties Physical State and Liquid. Appearance Odor Not available. Molecular Weight Not applicable. Taste Not available. Molecular Formula Not applicable. Color Not available. pH (1% Soln/Water) Basic. Boiling/Condensation Point Not available. Melting/Freezing Point Not available. Critical Temperature Not available. Specific Gravity The only known value is 1.1 (Water = 1) (Diethanolamine). Vapor Pressure Not available. Vapor Density Not available. Volatility Not available. Odor Threshold Not available. Evaporation Rate Not available. VOC Not available. Viscosity. Not available. IContinued on Next Page Diethanolamine 85% Page: 416 Logk,,, The product is much more soluble in water. tonicity (in Water) Not available. Dispersion Properties See solubility in water, methanol. Solubility Soluble in cold water, hot water, methanol. Insoluble in diethyl ether, n-octanol. Physical Chemical Comments Not available. Section 10. Stability and Reactivity Stability and Reactivity The product is stable. i Conditions of Instability Not available. Incompatibility with Various Reactive with adds. Substances Hazardous Decomposition Not available. Products Iazardous Polymerization Not available. Section 11. Toxicological Information Toxicity to Animals Acute oral toxicity (LD50): 835 mg/kg (Rat) (Calculated value for the mixture). Acute dermal toxicity (LD50): 14353 mg/kg (Rabbit.) (Calculated value for the mixture). Chronic Effects on Humans Other Toxic Effects on Humans Not available. Hazardous in case of skin contact (irritant). Slightly hazardous in case of ingestion. Special Remarks on Toxicity to Animals Special Remarks on Chronic Effects on Humans Special Remarks on Other Toxic Effects on humans Not available. Not available. Not available. Section 12. Ecological Information Ecotoxicity Not available. BOD5 and COD Not available. Biodegradable/OECD Mobility Not available. Not available. Possibly hazardous short term degradation products are not likely. products may arise. However, long term degradation Toxicity of the Products of Biodegradation The products of degradation are less toxic than the product itself. Special Remarks on the Products of Biodegradation Not available. IContinued on Next Page IDiethanolamine 85% Page: 5/6 Section 13. Disposal Considerations Waste Information Waste Stream Waste must be disposed of in accordance with federal, state and local environmental control regulations. Not available. Consult your local or regional authorities. Section 14. Transport Information Shipping Description CLASS 9: Miscellaneous hazardous material. RQ, Environmentally hazardous substances, liquid, n.o.s. , 9, , UN3082, Ill Reportable Quantity 118.021bs. (53.524 kg) Marine Pollutant Not available. Special Provisions for Diethanolamine Transport i Section 15. Regulatory Information TICS Classification CLASS: Target organ effects. U.S. Federal Regulations TSCA 8(a) PAIR: Diethanolamine TSCA 8(b) inventory: Diethanolamine SARA 302/304/311/312 extremely hazardous substances: No products were found. SARA 302/304 emergency planning and notification: No products were found. SARA 302/304/311/312 hazardous chemicals: No products were found. SARA 311/312 MSDS distribution - chemical inventory - hazard identification: No products were found. SARA 313 toxic chemical notification and release reporting: Diethanolamine 85% Clean water act (CWA) 307: No products were found. Clean water act (CWA) 311: No products were found. Clean air act (CAA) 112 accidental release prevention: No products were found. Clean air act (CAA) 112 regulated flammable substances: No products were found. Clean air act (CAA) 112 regulated toxic substances: No products were found. International Regulations EINECS USCL (EEC) International Lists Not available. R22- Harmful if swallowed. R36/38- Irritating to eyes and skin. No products were found. State Regulations Pennsylvania RTK: Diethanolamine Florida: Diethanolamine Minnesota: Diethanolamine Massachusetts RTK: Diethanolamine California prop. 65: No products were found. IContinued on Next Page IDiethanolamine 85% Page: 616 Section 16. Other Information Label Requirements WHICH CAUSES DAMAGE TO THE FOLLOWING ORGANS: RESPIRATORY SKIN IRRITATION. CONTAINS MATERIAL TRACT, EYES. MAY BE HARMFUL IF SWALLOWED. MAY CAUSE EYE AND Hazardous Material Information System (U.S.A.) 2 National Fire Protection Association (U.S.A.) Health .. Eire Hazard Reactivity Specific Hazard Health * Fire Hazard 1 .; (�/ Reactivity 0 Personal Protection B References Not available. Other Special Not available. Considerations Validated by Charles Toups on 05/24/2004. Verified by Charles Toups. Printed 05/24/2004. Transportation Emergency Call CHEMTREC 800-424-9300 Other Information Call Charles Toups 337-898-0001 Notice to Reader information contained herein is accurate. However, neither the above named supplier nor any of its subsidiaries the accuracy or completeness of the information contained herein. of any material is the sole responsibility of the aver. All materials may present unknown hazards and should be used are described herein. we cannot guarantee that these are the only hazards that exist. To the best of our knowledge, the assumes any liability whatsoever for Final determination of suitability with caution. Although certain hazards Material Safety Data Sheet Antifoam 101 13% 1. Product and company identification Product name Supplier Validation date Print date In case of emergency Product type Antifoam 101 13% Coastal Chemical Co., LLC 3520 Veterans Memorial Drive Abbeville, LA 70510 337-893-3862 : 12/6/2011. : 12/6/2011. • • 24 Hour Emergency Assistance CHEMTREC 800-424-9300 Liquid. 2. Hazards identification Emergency overview Physical state Color Odor Hazard statements OSHA/HCS status : Liquid : Off-white Odorless to Slight Odor • • NOT EXPECTED TO PRODUCE SIGNIFICANT ADVERSE HEALTH EFFECTS WHEN Potential acute health effects Inhalation Ingestion Skin Eyes Potential chronic health effects Chronic effects Carcinogenicity Mutagenicity Teratogenicity Developmental effects Fertility effects Over -exposure signs/symptoms Inhalation : Ingestion : Skin Eyes : 12/6/2011. THE RECOMMENDED INSTRUCTIONS FOR USE ARE FOLLOWED. MAY CAUSE MILD EYE IRRITATION. THIS PRODUCT CONTAINS METHYLPOLYSILOXANES WHICH CAN GENERATE FORMALDEHYDE AT APPROXIMATELY 300°F AND ABOVE, IN ATMOSPHERES THAT CONTAIN OXYGEN. FORMALDEHYDE IS A SKIN AND RESPIRATORY SENSITIZER, EYE AND THROAT IRRITANT, ACUTE TOXICANT. AND POTENTIAL CANCER HAZARD. While this material is not considered hazardous by the OSHA Hazard Communication Standard (29 CFR 1910.1200). this MSDS contains valuable information critical to the safe handling and proper use of the product. This MSDS should be retained and available for employees and other users of this product No known significant effects or critical hazards Low ingestion hazard in normal use. No known significant effects or critical hazards. May cause mild eye irritation. No known significant effects or critical hazards. The ingredient(s) of this product is (are) EPA. NIOSH. NTP, and OSHA_ See section 11 of MSDS See section 11 of MSDS. See section 11 of MSDS. See section 11 of MSDS. No specific data. No specific data. No specific data. No specific data. not classed as carcinogenic by ACGIH. IARC, 1/7 Powered by /1111 Air RIOTI Antifoam 101 13% 2. Hazards identification Medical conditions aggravated by over- exposure See toxicological information (Section 11) : None known. 3. Composition/information on ingredients There are no ingredients present which, within the current knowledge of the supplier and in the concentrations applicable, are classified as hazardous to health or the environment and hence require reporting in this section. 4. First aid measures Eye contact Skin contact Inhalation Ingestion Protection of first-aiders Notes to physician • • • • • • • • • Check for and remove any contact lenses. Immediately flush eyes with plenty of water for at least 15 minutes. occasionally lifting the upper and lower eyelids. Get medical attention if symptoms occur_ In case of contact, immediately flush skin with plenty of water for at least 15 minutes while removing contaminated clothing and shoes. Wash clothing before reuse. Clean shoes thoroughly before reuse. Get medical attention if symptoms occur. Move exposed person to fresh air. If not breathing, if breathing is irregular or if respiratory arrest occurs. provide artificial respiration or oxygen by trained personnel. Loosen tight clothing such as a collar, tie, belt or waistband. Get medical attention if symptoms occur. Wash out mouth with water. Do not induce vomiting unless directed to do so by medical personnel. Never give anything by mouth to an unconscious person. Get medical attention if symptoms occur. No action shall be taken involving any personal risk or without suitable training. No specific treatment. Treat symptomatically. Contact poison treatment specialist immediately if large quantities have been ingested or inhaled. 5. Fire -fighting measures Flammability of the product Extinguishing media Suitable Not suitable Special exposure hazards Hazardous thermal decomposition products Special protective equipment for fire-fighters 12/6/2011. : In a fire or if heated, a pressure increase will occur and the container may burst. • Use an extinguishing agent suitable for the surrounding fire. In case of fire. use water spray (fog), foam, dry chemical or CO2. None known. Promptly isolate the scene by removing all persons from the vicinity of the incident if there is a fire. No action shall be taken involving any personal risk or without suitable training. Decomposition products may include the following materials: carbon dioxide carbon monoxide Silicon Dioxide Formaldehyde Metal oxides Fire-fighters should wear appropriate protective equipment and self-contained breathing apparatus (SCBA) with a full face -piece operated in positive pressure mode. 2/7 Powered by / "y ATRIon Antifoam 101 13% 6. Accidental release measures Personal precautions Environmental precautions Methods for cleaning up Small spill Large spill • No action shall be taken involving any personal risk or without suitable training. Evacuate surrounding areas. Keep unnecessary and unprotected personnel from entering. Do not touch or walk through spilled material. Put on appropriate personal protective equipment (see Section 8). : Avoid dispersal of spilled material and runoff and contact with soil, waterways. drains and sewers. Inform the relevant authorities if the product has caused environmental pollution (sewers, waterways. soil or air). Stop leak if without risk. Move containers from spill area Dilute with water and mop up if water-soluble. Alternatively. or if water -insoluble, absorb with an inert dry material and place in an appropriate waste disposal container. Dispose of via a licensed waste disposal contractor. Stop leak if without risk. Move containers from spill area Prevent entry into sewers, water courses, basements or confined areas. Wash spillages into an effluent treatment plant or proceed as follows. Contain and collect spillage with non-combustible. absorbent material e.g sand. earth, vermiculite or diatomaceous earth and place in container for disposal according to local regulations (see section 13). Dispose of via a licensed waste disposal contractor. Note: see section 1 for emergency contact information and section 13 for waste disposal. 7. Handling and storage Handling Storage • • • Put on appropriate personal protective equipment (see Section 8). Eating. drinking and smoking should be prohibited in areas where this material is handled, stored and processed. Workers should wash hands and face before eating, drinking and smoking. Remove contaminated clothing and protective equipment before entering eating areas. Store in accordance with local regulations. Store in original container protected from direct sunlight in a dry, cool and well -ventilated area. away from incompatible materials (see section 10) and food and drink. Keep container tightly closed and sealed until ready for use. Containers that have been opened must be carefully resealed and kept upright to prevent leakage. Do not store in unlabeled containers. Use appropriate containment to avoid environmental contamination. 8. Exposure controls/personal protection Consult local authorities for acceptable exposure limits. Recommended monitoring procedures Engineering measures Hygiene measures Personal protection Respiratory If this product contains ingredients with exposure limits, personal, workplace atmosphere or biological monitoring may be required to determine the effectiveness of the ventilation or other control measures and/or the necessity to use respiratory protective equipment. No special ventilation requirements. Good general ventilation should be sufficient to control worker exposure to airborne contaminants. If this product contains ingredients with exposure limits. use process enclosures, local exhaust ventilation or other engineering controls to keep worker exposure below any recommended or statutory limits. Wash hands, forearms and face thoroughly after handling chemical products, before eating. smoking and using the lavatory and at the end of the working period. Appropriate techniques should be used to remove potentially contaminated clothing. Wash contaminated clothing before reusing_ Ensure that eyewash stations and safety showers are close to the workstation location. : Use a properly fitted. air -purifying or air -fed respirator complying with an approved standard if a risk assessment indicates this is necessary Respirator selection must be based on known or anticipated exposure levels, the hazards of the product and the safe working limits of the selected respirator. 12/6/2011. 3/7 Powered by ATFt1OH Antifoam 101 13% 8. Exposure controls/personal protection Hands Eyes Skin Environmental exposure controls Chemical -resistant. impervious gloves complying with an approved standard should be worn at all times when handling chemical products if a risk assessment indicates this is necessary. Safety eyewear complying with an approved standard should be used when a risk assessment indicates this is necessary to avoid exposure to liquid splashes. mists or dusts. Personal protective equipment for the body should be selected based on the task being performed and the risks involved and should be approved by a specialist before handling this product. Emissions from ventilation or work process equipment should be checked to ensure they comply with the requirements of environmental protection legislation. In some cases. fume scrubbers. filters or engineering modifications to the process equipment will be necessary to reduce emissions to acceptable levels. 9. Physical and chemical properties Physical state Flash point Color Odor Melting/freezing point Relative density Volatility Evaporation rate Solubility • • • • • • • • • Liquid. Closed cup >100°C (>212'F) Off-white. Odorless to Slight Odor. 0°C (32'F) 1.01 -88% (v/v) <1 (butyl acetate = 1) Soluble in water. 10. Stability and reactivity Chemical stability Conditions to avoid Incompatible materials Hazardous decomposition products Possibility of hazardous reactions • • • • • • • The product is stable. No specific data Oxidizing material can cause a reaction_ Under normal conditions of storage and use, hazardous decomposition products should not be produced. Under normal conditions of storage and use, hazardous reactions will not occur. 11. Toxicological information Acute toxicity Conclusion/Summary Chronic toxicity Conclusion/Summary Irritation/Corrosion Conclusion/Summary Sensitizer Conclusion/Summary Carcinogenicity Conclusion/Summary Mutaqenicity Conclusion/Summary 12/6/2011. No toxicity data available on finished product. : Not available : Not available. : Not available_ The ingredient(s) of this product is (are) not classed as carcinogenic by ACGIH, IARC, EPA, NIOSH, NTP. and OSHA. No adverse effects are anticipated. 4/7 Powered by / �l1 ATR1Ofl Antifoam 101 13% 11. Toxicological information Teratoqenicity Conclusion/Summary Reproductive toxicity Conclusion/Summary : No adverse effects are anticipated. : No adverse effects are anticipated. 12. Ecological information Ecotoxicity Aquatic ecotoxicity Conclusion/Summary Persistence/deqradability Conclusion/Summary : No known significant effects or critical hazards. : Not available. : Not available. 13. Disposal considerations Waste disposal The generation of waste should be avoided or minimized wherever possible. Significant quantities of waste product residues should not be disposed of via the foul sewer but processed in a suitable effluent treatment plant. Dispose of surplus and non -recyclable products via a licensed waste disposal contractor_ Disposal of this product. solutions and any by-products should at all times comply with the requirements of environmental protection and waste disposal legislation and any regional local authority requirements. Waste packaging should be recycled. Incineration or landfill should only be considered when recycling is not feasible. This material and its container must be disposed of in a safe way. Empty containers or liners may retain some product residues. Avoid dispersal of spilled material and runoff and contact with soil, waterways, drains and sewers. Disposal should be in accordance with applicable regional, national and local laws and regulations. Refer to Section 7: HANDLING AND STORAGE and Section 8: EXPOSURE CONTROLS/PERSONAL PROTECTION for additional handling information and protection of employees. 14. Transport information Regulatory information UN number Proper shipping name Classes PG* Label Additional information DOT Classification Not Regulated Not Regulated Not Regulated - - TDG Classification Not available. Not available. Not available. - - Mexico Classification Not available. Not available. Not available. - - ADR/RID Class Not available. Not available. Not available. - - IMDG Class Not available. Not available. Not available. - - IATA-DGR Class Not available. Not available. Not available. - - PG* Packing group 12/6/2011. 5/7 Powered by ATRIOfl Antifoam 101 13% 15. Regulatory information HCS Classification U.S. Federal regulations Clean Air Act Section 112(b) Hazardous Air Pollutants (HAPs) Clean Air Act Section 602 Class I Substances Clean Air Act Section 602 Class II Substances DEA List I Chemicals (Precursor Chemicals) DEA List II Chemicals (Essential Chemicals) State regulations Massachusetts New York New Jersey Pennsylvania Canada inventory International regulations International lists Chemical Weapons Convention List Schedule I Chemicals Chemical Weapons Convention List Schedule II Chemicals Chemical Weapons Convention List Schedule III Chemicals 12/6/2011. Not regulated. : TSCA 8(a) PAIR Slyterm XLT TSCA 8(a) IUR Exempt/Partial exemption: Not determined TSCA 8(d) H and S data reporting: Slyterm XLT United States inventory (TSCA 8b) All components are listed or exempted. SARA 302/304/311/312 extremely hazardous substances: No products were found. SARA 302/304 emergency planning and notification. No products were found. SARA 302/304/311/312 hazardous chemicals No products were found. SARA 311/312 MSDS distribution - chemical inventory - hazard identification No products were found. : Not listed Not listed Not listed : Not listed : Not listed : None of the components are listed. : None of the components are listed. None of the components are listed : None of the components are listed : All components are listed or exempted. : Australia inventory (AICS): All components are listed or exempted. China inventory (IECSC): All components are listed or exempted. Japan inventory. Not determined. Korea inventory: All components are listed or exempted. New Zealand Inventory of Chemicals (NZIoC): All components are listed or exempted. Philippines inventory (PICCS) All components are listed or exempted. : Not listed : Not listed : Not listed 6/7 Powered by /ZII Al- FO C) r1 Antifoam 101 13% 16. Other information Label requirements Hazardous Material Information System (U.S.A.) NOT EXPECTED TO PRODUCE SIGNIFICANT ADVERSE HEALTH EFFECTS WHEN THE RECOMMENDED INSTRUCTIONS FOR USE ARE FOLLOWED. MAY CAUSE MILD EYE IRRITATION. THIS PRODUCT CONTAINS METHYLPOLYSILOXANES WHICH CAN GENERATE FORMALDEHYDE AT APPROXIMATELY 300°F AND ABOVE. IN ATMOSPHERES THAT CONTAIN OXYGEN. FORMALDEHYDE IS A SKIN AND RESPIRATORY SENSITIZER, EYE AND THROAT IRRITANT, ACUTE TOXICANT. AND POTENTIAL CANCER HAZARD. Flammability Physical hazards 0 1 0 Caution: HMIS® ratings are based on a 0-4 rating scale, with 0 representing minimal hazards or risks, and 4 representing significant hazards or risks Although HMIS® ratings are not required on MSDSs under 29 CFR 1910.1200, the preparer may choose to provide them. HMIS® ratings are to be used with a fully implemented HMIS® program. HMIS® is a registered mark of the National Paint & Coatings Association (NPCA). HMIS® materials may be purchased exclusively from J. J. Keller (800) 327-6868. The customer is responsible for determining the PPE code for this material. National Fire Protection Association (U.S.A.) Health Flammability Instability/Reactivity Special Reprinted with permission from NFPA 704-2001, Identification of the Hazards of Materials for Emergency Response Copyright ©1997, National Fire Protection Association, Quincy, MA 02269. This reprinted material is not the complete and official position of the National Fire Protection Association, on the referenced subject which is represented only by the standard in its entirety. Copyright ©2001, National Fire Protection Association, Quincy, MA 02269. This warning system is intended to be interpreted and applied only by properly trained individuals to identify fire, health and reactivity hazards of chemicals. The user is referred to certain limited number of chemicals with recommended classifications in NFPA 49 and NFPA 325, which would be used as a guideline only. Whether the chemicals are classified by NFPA or not, anyone using the 704 systems to classify chemicals does so at their own risk. References Date of printing Date of issue Date of previous issue Version Prepared by : Supplier's Material Safety Data Sheet(s). : 12/6/2011. : 12/6/2011. : No previous validation. : 3 to / Indicates information that has changed from previously issued version. Notice to reader While Brenntag/Coastal believes the information contained herein to be accurate, Brenntag/Coastal makes no representation or warranty, express or implied, regarding, and assumes no liability for, the accuracy or completeness of the information. The Buyer assumes all responsibility for handling, using and/or reselling the Product in accordance with applicable federal, state, and local law. This MSDS shall not in any way limit or preclude the operation and effect of any of the provisions of Brenntag/Coastal's terms and conditions of sale. 12/6/2011. 7/7 Powered by /-1 AFFt1C.11 BRENNTAG'_ 1. Identification Product identifier Other means of identification CAS number Recommended use Recommended restrictions SAFETY DATA SHEET CHEMTHERM® 660 64742-52-5 ALL PROPER AND LEGAL PURPOSES None known. Manufacturer/Importer/Supplier/Distributor information Manufacturer Company name Address Telephone E-mail Emergency phone number 2. Hazard(s) identification Physical hazards Health hazards Environmental hazards OSHA defined hazards Label elements Signal word Hazard statement Precautionary statement Prevention Response Storage Disposal Hazard(s) not otherwise classified (HNOC) Supplemental information 100% of the mixture consists of component(s) of unknown acute oral toxicity. 100% of the mixture consists of component(s) of unknown acute dermal toxicity. 100% of the mixture consists of component(s) of unknown acute inhalation toxicity. 3. Composition/information on ingredients Substances Chemical name Common name and synonyms CAS number Distillates (petroleum). hydrotreated 64742-52-5 100 heavy naphthenic •Designates that a specific chemical identity and/or percentage of composition has been withheld as a trade secret. Brenntag / Coastal Chemical Co , LLC 3520 Veterans Memorial Drive Abbeville, LA 70510 337-893-3862 Not available. 800-424-9300 Not classified. Carcinogenicity Not classified. Not classified. Danger May cause cancer. CHEMTREC Category 1B 4. First -aid measures Inhalation Skin contact Obtain special instructions before use. Do not handle until all safety precautions have been read and understood. Wear protective gloves/protective clothing/eye protection/face protection. If exposed or concerned: Get medical advice/attention. Store locked up. Dispose of contents/container in accordance with local/regional/national/international regulations. None known. Move to fresh air. Call a physician if symptoms develop or persist. Wash off with soap and water. Get medical attention if irritation develops and persists. Material name: CHEMTHERM® 550 116425 Version #: 03 Revision date: 02-05-2018 Issue date: 08-31-2016 SOS US 1/6 Eye contact Ingestion Most important symptoms/effects, acute and delayed Indication of immediate medical attention and special treatment needed General information 5. Fire -fighting measures Suitable extinguishing media Unsuitable extinguishing media Specific hazards arising from the chemical Special protective equipment and precautions for firefighters Fire fighting equipment/instructions Specific methods General fire hazards 6. Accidental release Personal precautions, protective equipment and emergency procedures Rinse with water. Get medical attention if irritation develops and persists. Rinse mouth. Get medical attention if symptoms occur. Direct contact with eyes may cause temporary irritation Provide general supportive measures and treat symptomatically Keep victim under observation. Symptoms may be delayed. IF exposed or concerned: Get medical advice/attention. Ensure that medical personnel are aware of the material(s) involved, and take precautions to protect themselves. Water fog Foam. Dry chemical powder. Carbon dioxide (CO2). Do not use water jet as an extinguisher. as this will spread the fire. During fire, gases hazardous to health may be formed Self-contained breathing apparatus and full protective clothing must be worn in case of fire. Move containers from fire area if you can do so without risk. Use standard firefighting procedures and consider the hazards of other involved materials. No unusual fire or explosion hazards noted. measures Methods and materials for containment and cleaning up Environmental precautions 7. Handling and storage Precautions for safe handling Conditions for safe storage, including any incompatibilities Keep unnecessary personnel away Keep people away from and upwind of spill/leak. Wear appropriate protective equipment and clothing during clean-up. Ensure adequate ventilation. Local authorities should be advised if significant spillages cannot be contained. For personal protection, see section 8 of the SDS. Large Spills: Stop the flow of material, if this is without risk. Dike the spilled material, where this is possible. Absorb in vermiculite, dry sand or earth and place into containers. Following product recovery, flush area with water. Small Spills: Wipe up with absorbent material (e.g. cloth. fleece). Clean surface thoroughly to remove residual contamination Never return spills to original containers for re -use. Put material in suitable, covered.. labeled containers. For waste disposal, see section 13 of the SDS. For waste disposal. see section 13 of the SDS. Avoid discharge into drains. water courses or onto the ground. Obtain special instructions before use. Do not handle until all safety precautions have been read and understood Should be handled in closed systems. if possible Provide adequate ventilation. Wear appropriate personal protective equipment. Observe good industrial hygiene practices. Store locked up. Store in original tightly closed container. Store away from incompatible materials (see Section 10 of the SDS). Store away from incompatible materials (see Section 10 of the SDS). 8. Exposure controls/personal protection Occupational exposure limits No exposure limits noted for ingredient(s) Biological limit values No biological exposure limits noted for the ingredient(s). Appropriate engineering Good general ventilation (typically 10 air changes per hour) should be used. Ventilation rates controls should be matched to conditions. If applicable, use process enclosures, local exhaust ventilation, or other engineering controls to maintain airborne levels below recommended exposure limits. If exposure limits have not been established, maintain airborne levels to an acceptable level. Individual protection measures, such as personal protective equipment The following are recommendations for Personnel Protective Equipment (PPE). The employer/user of this product must perform a Hazard Assessment of the workplace according to OSHA regulations 29 CFR 1910.132 to determine the appropriate PPE for use while performing any task involving potential exposure to this product. Eye/face protection Chemical respirator with organic vapor cartridge and full facepiece. Material name: CHEMTHERM® 550 116425 Version #: 03 Revision date: 02-05-2018 Issue date: 08-31-2016 SOS US 2/6 Skin protection Hand protection Wear appropriate chemical resistant gloves. Suitable gloves can be recommended by the glove supplier Other Use of an impervious apron is recommended. Respiratory protection Chemical respirator with organic vapor cartridge and full facepiece. Thermal hazards Wear appropriate thermal protective clothing, when necessary. General hygiene Observe any medical surveillance requirements. Always observe good personal hygiene considerations measures. such as washing after handling the material and before eating, drinking, and/or smoking. Routinely wash work clothing and protective equipment to remove contaminants. 9. Physical and chemical properties Appearance Physical state Liquid Form Liquid. Color CLEAR COLORLESS TO PALE STRAW Odor Mild petroleum Odor threshold Not available. pH Not available. Melting point/freezing point -40 °F (-40 °C) Initial boiling point and boiling Not available. range Flash point 320.0 °F (160.0 °C) Evaporation rate Not available. Flammability (solid, gas) Not applicable. Upper/lower flammability or explosive limits Flammability limit - lower Not available. (% ) Flammability limit - upper (%) Explosive limit - lower (%) Explosive limit - upper (%) Vapor pressure Vapor density Relative density Solubility(ies) Solubility (water) Partition coefficient (n-octanol/water) Auto -ignition temperature Decomposition temperature Viscosity Other information Density Explosive properties Flammability class Oxidizing properties Specific gravity 10. Stability and reactivity Reactivity Chemical stability Not available. Not available. Not available. Not available. Not available. Not available. Not available. Not available. Not available. Not available. Not available. 7.52 Ibs/gal Not explosive. Combustible IIIB estimated Not oxidizing. 0.9 The product is stable and non -reactive under normal conditions of use, storage and transport. Material is stable under normal conditions Material name: CHEMTHERM® 550 116425 Version #: 03 Revision date: 02-05-2018 Issue date: 08-31-2016 SUS US 3/6 Possibility of hazardous reactions Conditions to avoid Incompatible materials Hazardous decomposition products 11. Toxicological information Information on likely routes of exposure Inhalation No adverse effects due to inhalation are expected. No dangerous reaction known under conditions of normal use. Skin contact Eye contact Ingestion Symptoms related to the physical, chemical and toxicological characteristics Information on toxicological effects Contact with incompatible materials. Strong oxidizing agents. No hazardous decomposition products are known. Acute toxicity Skin corrosion/irritation Serious eye damage/eye irritation Respiratory or skin sensitization Respiratory sensitization Skin sensitization Germ cell mutagenicity Carcinogenicity No adverse effects due to skin contact are expected. Direct contact with eyes may cause temporary irritation. Expected to be a low ingestion hazard. Direct contact with eyes may cause temporary irritation. Not known. Prolonged skin contact may cause temporary irritation Direct contact with eyes may cause temporary irritation. Not a respiratory sensitizer This product is not expected to cause skin sensitization. No data available to indicate product or any components present at greater than 0.1% are mutagenic or genotoxic. May cause cancer. IARC Monographs. Overall Evaluation of Carcinogenicity Not listed. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1052) Not regulated. US. National Toxicology Program (NTP) Report on Carcinogens Not listed Reproductive toxicity This product is not expected to cause reproductive or developmental effects. Specific target organ toxicity - single exposure Specific target organ toxicity - repeated exposure Aspiration hazard Not an aspiration hazard, 12. Ecological information Ecotoxicity Persistence and degradability Bioaccumulative potential Mobility in soil Other adverse effects Not classified. Not classified. The product is not classified as environmentally hazardous. However. this does not exclude the possibility that large or frequent spills can have a harmful or damaging effect on the environment. No data is available on the degradability of this product. No data available. No data available. No other adverse environmental effects (e.g. ozone depletion. photochemical ozone creation potential. endocrine disruption, global warming potential) are expected from this component. 13. Disposal considerations Disposal instructions Local disposal regulations Hazardous waste code Collect and reclaim or dispose in sealed containers at licensed waste disposal site. Dispose of contentsicontainer in accordance with local/regional/nationallinternational regulations. Dispose in accordance with all applicable regulations. The waste code should be assigned in discussion between the user, the producer and the waste disposal company. Material name: CHEMTHERMLK 550 116425 Version #: 03 Revision date: 02-05-2018 Issue date: 08-31-2016 SUS US 4/6 Waste from residues / unused products Contaminated packaging Dispose of in accordance with local regulations. Empty containers or liners may retain some product residues. This material and its container must be disposed of in a safe manner (see: Disposal instructions). Since emptied containers may retain product residue. follow label warnings even after container is emptied. Empty containers should be taken to an approved waste handling site for recycling or disposal. 14. Transport information DOT Not regulated as dangerous goods. DOT information on packaging may be different from that listed. 15. Regulatory information US federal regulations This product is a "Hazardous Chemical" as defined by the OSHA Hazard Communication Standard. 29 CFR 1910.1200. TSCA Section 12(b) Export Notification (40 CFR 707, Subpt. D) Not regulated. CERCLA Hazardous Substance List (40 CFR 302.4) Not listed. SARA 304 Emergency release notification Not regulated. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1052) Not regulated. Superfund Amendments and Reauthorization Act of 1986 (SARA) SARA 302 Extremely hazardous substance Not listed. SARA 311/312 Hazardous Yes chemical Classified hazard categories SARA 313 (TRI reporting) Not regulated. Carcinogenicity Other federal regulations Clean Air Act (CAA) Section 112 Hazardous Air Pollutants (HAPs) List Not regulated. Clean Air Act (CAA) Section 112(r) Accidental Release Prevention (40 CFR 68.130) Not regulated. Safe Drinking Water Act Not regulated. (SDWA) US state regulations California Proposition 65 California Safe Drinking Water and Toxic Enforcement Act of 2016 (Proposition 65): This material is not known to contain any chemicals currently listed as carcinogens or reproductive toxins. For more information go to www.P65Warnings.ca.gov. US. California. Candidate Chemicals List. Safer Consumer Products Regulations (Cal. Code Regs, tit. 22, 69502.3, subd. (a)) Distillates (petroleum). hydrotreated heavy naphthenic (CAS 64742-52-5) International Inventories Country(s) or region Australia Canada Canada China Europe Europe Inventory name Australian Inventory of Chemical Substances (AICS) Domestic Substances List (DSL) Non -Domestic Substances List (NDSL) Inventory of Existing Chemical Substances in China (IECSC) European Inventory of Existing Commercial Chemical Substances (EINECS) European List of Notified Chemical Substances (ELINCS) On inventory (yes/no)* Yes Yes No Yes Yes No Material name: CHEMTHERM® 550 116425 Version #: 03 Revision date: 02-05-2018 Issue date: 08-31-2016 SOS US 5/6 Country(s) or region Japan Korea New Zealand Philippines Taiwan United States & Puerto Rico Inventory name Inventory of Existing and New Chemical Substances (ENCS) Existing Chemicals List (ECL) New Zealand Inventory Philippine Inventory of Chemicals and Chemical Substances (PICCS) Taiwan Toxic Chemical Substances (TCS) Toxic Substances Control Act (TSCA) Inventory On inventory (yes/nor Yes Yes Yes Yes Yes Yes 'A "Yes" indicates that all components of this product comply with the inventory requirements administered by the governing country(s) A "No" indicates that one or more components of the product are not listed or exempt from listing on the inventory administered by the governing country(s). 16. Other information, including date of preparation or last revision Issue date Revision date Version # HMIS® ratings NFPA ratings Disclaimer Revision information 08-31-2016 02-05-2018 03 Health: 0' Flammability. 0 Physical hazard: 0 Health: 0 Flammability: 1 Instability: 0 While Brenntag believes the information contained herein to be accurate, Brenntag makes no representation or warranty, express or implied, regarding. and assumes no liability for, the accuracy or completeness of the information. The Buyer assumes all responsibility for handling, using and/or reselling the Product in accordance with applicable federal, state. and local law. This SDS shall not in any way limit or preclude the operation and effect of any of the provisions of Brenntag's terms and conditions of sale. Handling and storage: Precautions for safe handling Regulatory information: California Proposition 65 Material name: CHEMTHERMS 550 116425 Version #: 03 Revision date: 02-05-2018 Issue date: 08-31-2016 SOS US 6/6 MSDS Code: 02521C Page 1/7 Status: Date of Issue: 23 -Aug -2005 MATERIAL SAFETY DATA SHEET Syndustrial E Compressor Oil (All Grades) 1. PRODUCT AND COMPANY IDENTIFICATION Product Name: Synonyms: Intended Use: Chemical Family: Responsible Party: Customer Service: Technical Information: Syndustrial E Compressor Oil (All Grades) Syndustrial E Compressor Oil 32 Syndustrial E Compressor Oil 68 Syndustrial E Compressor Oil 100 Syndustrial E Compressor Oil 150 Circulating Oil Petroleum Hydrocarbon ConocoPhillips Lubricants 600 N. Dairy Ashford Houston, Texas 77079-1175 800-822-6457 800-766-0050 Emergency Overview 24 Hour Emergency Telephone Numbers: Spill, Leak, Fire or Accident Call CHEMTREC: North America: (800) 424-9300 Others: (703) 527-3887 (collect) California Poison Control System: (800) 356-3219 Health Hazards/Precautionary Measures: Avoid contact with skin and clothing. Wash thoroughly after handling. Physical Hazards/Precautionary Measures: Keep away from all sources of ignition. Appearance: Physical Form: Odor: NFPA 704 Hazard Class: Health: Flammability: Instability: Clear and bright Liquid Characteristic petroleum 1 (Slight) 1 (Slight) 0 (Least) MSDS Code: 025210 Status: Final Page 2/7 Date of Issue: 23 -Aug -2005 2. COMPOSITION / INFORMATION ON INGREDIENTS NON -HAZARDOUS COMPONENTS Component / CAS No: Percent (%) ACGIH: OSHA: NIOSH: Other: Synthetic Lubricant Base Oil PROPRIETARY 90 5mg/m3 TWA 10 mg/m3 STEL 5 mg/m3 TWA 2500 mg/m3 IDLH as Oil Mist, if Generated 5 mg/m3 NOHSC TWA Additives PROPRIETARY 10 NE NE NE NE Note: State, local or other agencies or advisory groups may have established more stringent limits. Consult an industrial hygienist or similar professional, or your local agencies, for further information. 1%=10,000 PPM. NE=Not Established 3. HAZARDS IDENTIFICATION Potential Health Effects Eye: Contact may cause mild eye irritation including stinging, watering, and redness. Skin: Contact may cause mild skin irritation including redness and a burning sensation. No harmful effects from skin absorption are expected. Inhalation (Breathing): Expected to have a low degree of toxicity by inhalation. Ingestion (Swallowing): No harmful effects expected from ingestion. Signs and Symptoms: Effects of overexposure may include irritation of the digestive tract, irritation of the respiratory tract, nausea, diarrhea. Inhalation of oil mist or vapors at elevated temperatures may cause respiratory irritation. Cancer: No data available. Target Organs: No data available for this material. Developmental: No data available for this material. Pre -Existing Medical Conditions: None known. 4. FIRST AID MEASURES Eye: If irritation or redness develops, move victim away from exposure and into fresh air. Flush eyes with clean water. If symptoms persist, seek medical attention. Skin: Remove contaminated shoes and clothing and cleanse affected area(s) thoroughly by washing with mild soap and water. If irritation or redness develops and persists, seek medical attention. Inhalation (Breathing): If respiratory symptoms develop, move victim away from source of exposure and into fresh air. If symptoms persist, seek medical attention. If victim is not breathing. clear airway and immediately begin artificial respiration. If breathing difficulties develop, oxygen should be administered by qualified personnel. Seek immediate medical attention. Ingestion (Swallowing): First aid is not normally required; however, if swallowed and symptoms develop, seek medical attention. MSDS Code: 025210 Page 3/7 Status: Final Date of Issue: 23 -Aug -2005 Notes to Physician: High-pressure hydrocarbon injection injuries may produce substantial necrosis of underlying tissue despite an innocuous appearing external wound. Often these injuries require extensive emergency surgical debridement and all injuries should be evaluated by a specialist in order to assess the extent of injury. Acute aspirations of large amounts of oil -laden material may produce a serious aspiration pneumonia. Patients who aspirate these oils should be followed for the development of long-term sequelae. Inhalation exposure to oil mists below current workplace exposure limits is unlikely to cause pulmonary abnormalities. 5. FIRE -FIGHTING MEASURES Flammable Properties: Flash Point: Test Method: OSHA Flammability Class: LEL%: UEL%: Autoignition Temperature: > 410°F / 210°C Cleveland Open Cup (COC), ASTM D92 Not applicable No data No data No data Unusual Fire & Explosion Hazards: This material may burn, but will not ignite readily. Vapors are heavier than air and can accumulate in low areas. If container is not properly cooled, it can rupture in the heat of a fire. Extinguishing Media: Dry chemical, carbon dioxide, foam, or water spray is recommended. Water or foam may cause frothing of materials heated above 212°F. Carbon dioxide can displace oxygen. Use caution when applying carbon dioxide in confined spaces. Fire Fighting Instructions: For fires beyond the incipient stage, emergency responders in the immediate hazard area should wear bunker gear. When the potential chemical hazard is unknown, in enclosed or confined spaces, or when explicitly required by DOT, a self contained breathing apparatus should be worn. In addition, wear other appropriate protective equipment as conditions warrant (see Section 8). Isolate immediate hazard area, keep unauthorized personnel out. Stop spill/release if it can be done with minimal risk. Move undamaged containers from immediate hazard area if it can be done with minimal risk. Water spray may be useful in minimizing or dispersing vapors and to protect personnel. Cool equipment exposed to fire with water, if it can be done with minimal risk. Avoid spreading burning liquid with water used for cooling purposes. 6. ACCIDENTAL RELEASE MEASURES This material may burn, but will not ignite readily. Keep all sources of ignition away from spill/release. Stay upwind and away from spill/release. Notify persons down wind of the spill/release, isolate immediate hazard area and keep unauthorized personnel out. Stop spill/release if it can be done with minimal risk. Wear appropriate protective equipment including respiratory protection as conditions warrant (see Section 8). Prevent spilled material from entering sewers, storm drains, other unauthorized drainage systems, and natural waterways. Dike far ahead of spill for later recovery or disposal. Spilled material may be absorbed into an appropriate absorbent material. Notify fire authorities and appropriate federal, state, and local agencies. Immediate cleanup of any spill is recommended. If spill of any amount is made into or upon navigable waters, the contiguous zone, or adjoining shorelines, notify the National Response Center (phone number 800-424-8802). MSDS Code: 025210 Page 4/7 Status: Final Date of Issue: 23 -Aug -2005 7. HANDLING AND STORAGE Handling: Do not enter confined spaces such as tanks or pits without following proper entry procedures such as ASTM D-4276 and 29CFR 1910.146. The use of appropriate respiratory protection is advised when concentrations exceed any established exposure limits (see Sections 2 and 8). Do not wear contaminated clothing or shoes. Use good personal hygiene practices. "Empty" containers retain residue and may be dangerous. Do not pressurize, cut, weld, braze, solder, drill, grind, or expose such containers to heat, flame, sparks, or other sources of ignition. They may explode and cause injury or death. "Empty" drums should be completely drained, properly bunged, and promptly shipped to the supplier or a drum reconditioner. All containers should be disposed of in an environmentally safe manner and in accordance with governmental regulations. High pressure injection of hydrocarbon fuels, hydraulic oils or greases under the skin may have serious consequences even though no symptoms or injury may be apparent. This can happen accidentally when using high pressure equipment such as high pressure grease guns, fuel injection apparatus or from pinhole leaks in tubing of high pressure hydraulic oil equipment. Before working on or in tanks which contain or have contained this material, refer to OSHA regulations, ANSI Z49.1, and other references pertaining to cleaning, repairing, welding, or other contemplated operations. Storage: Keep container(s) tightly closed. Use and store this material in cool, dry, well -ventilated areas away from heat and all sources of ignition. Store only in approved containers. Keep away from any incompatible material (see Section 10). Protect container(s) against physical damage. 8. EXPOSURE CONTROLS / PERSONAL PROTECTION Engineering controls: If current ventilation practices are not adequate to minimize exposure, additional engineering controls may be required. Personal Protective Equipment (PPE): Respiratory: A NIOSH certified air purifying respirator with a Type 95 (R or P) particulate filter may be used under conditions where airborne concentrations are expected to exceed exposure limits (see Section 2). Protection provided by air purifying respirators is limited (see manufacturer's respirator selection guide). Use a NIOSH approved self-contained breathing apparatus (SCBA) or equivalent operated in a pressure demand or other positive pressure mode if there is potential for an uncontrolled release, exposure levels are not known, or any other circumstances where air purifying respirators may not provide adequate protection. A respiratory protection program that meets OSHA's 29 CFR 1910.134 and ANSI Z88.2 requirements must be followed whenever workplace conditions warrant a respirator's use. Skin: The use of gloves impervious to the specific material handled is advised to prevent skin contact and possible irritation (see manufacturers literature for information on permeability). Eye/Face: Approved eye protection to safeguard against potential eye contact, irritation, or injury is recommended. Depending on conditions of use, a face shield may be necessary. Other Protective Equipment: A source of clean water should be available in the work area for flushing eyes and skin. Impervious clothing should be worn as needed. Suggestions for the use of specific protective materials are based on readily available published data. Users should check with specific manufacturers to confirm the performance of their products. 9. PHYSICAL AND CHEMICAL PROPERTIES Note: Unless otherwise stated, values are determined at 20°C (68°F) and 760 mm Hg (1 atm). Appearance: Physical Form: Odor: Odor Threshold: Clear and bright Liquid Characteristic petroleum No data MSDS Code: 025210 Page 5/7 Status: Final Date of Issue: 23 -Aug -2005 pH: Vapor Pressure (mm Hg): Vapor Density (air=1): Boiling Point: Melting/Freezing Point: Solubility in Water: Partition Coefficient (n-octanol/water) (Kow): Specific Gravity: Bulk Density: Viscosity cSt @ 100°C: Viscosity cSt @ 40°C: Percent Volatile: Evaporation Rate (nBuAc=1): Flash Point: Test Method: LEL%: UEL%: Autoignition Temperature: Decomposition Temperature: 10. STABILITY AND REACTIVITY Not applicable <1 >1 No data <-4°F/-20°C Negligible No data 0.94-0.95 7.8-8.0 lbs/gal 4.2-17 28-165 Negligible <1 > 410°F / 210°C Cleveland Open Cup (COC), ASTM D92 No data No data No data No data Stability: Stable under normal ambient and anticipated storage and handling conditions of temperature and pressure. Conditions to Avoid: Extended exposure to high temperatures can cause decomposition. Materials to Avoid (Incompatible Materials): Avoid contact with strong oxidizing agents, strong acids, strong bases. Hazardous Decomposition Products: Combustion can yield carbon, nitrogen and sulfur oxides. Hazardous Polymerization: Will not occur. 11. TOXICOLOGICAL INFORMATION Chronic Data: Synthetic Lubricant Base Oil - CAS: PROPRIETARY Carcinogenicity: The International Agency for Research on Cancer (IARC) has concluded that severely hydrotreated mineral oils are not carcinogenic. This product meets the OSHA guidance for severe hydrotreating. Acute Data: Synthetic Lubricant Base Oil - CAS: PROPRIETARY Dermal LD50 = No information available LC50 = No information available Oral LD50 = No information available Additives - CAS: PROPRIETARY Dermal LD50 = No information available LC50 = No information available Oral LD50 = No information available 12. ECOLOGICAL INFORMATION Not evaluated at this time. MSDS Code: 025210 Page 6/7 Status: Final Date of Issue: 23 -Aug -2005 13. DISPOSAL CONSIDERATIONS This material under most intended uses would become used oil due to contamination by physical or chemical impurities. RECYCLE ALL USED OIL. While being recycled, used oil is regulated by 40 CFR 279. Use resulting in chemical or physical change or contamination may also subject it to regulation as hazardous waste. Under federal regulations, used oil is a solid waste managed under 40 CFR 279. However, in California, used oil is managed as hazardous waste until tested to show it is not hazardous. Consult state and local regulations regarding the proper handling of used oil. In the case of used oil, the intent to discard it may cause the used oil to be regulated as hazardous waste. Contents should be completely used and containers emptied prior to discard. Rinsate may be considered a RCRA hazardous waste and must be disposed of with care and in compliance with federal, state and local regulations. Large empty containers, such as drums, should be returned to the distributor or a drum reconditioner. To assure proper disposal of small empty containers, consult with state and local regulations and disposal authorities. 14. TRANSPORTATION INFORMATION DOT Proper Shipping Description: Not Regulated DOT Proper Shipping Name: Not classified as hazardous Note: Material is unregulated unless in container of 3500 gallons or more, then provisions of 49 CFR Part 130 apply for land shipment. IMDG Shipping Description: Not regulated ICAO/IATA Shipping Description: Not regulated 15. REGULATORY INFORMATION U.S. Regulations: EPA SARA 311/312 (Title III Hazard Categories) Acute Health: No Chronic Health: No Fire Hazard: No Pressure Hazard: No Reactive Hazard: No SARA - Section 313 and 40 CFR 372: This material contains the following chemicals subject to the reporting requirements of SARA 313 and 40 CFR 372: — None Known — EPA (CERCLA) Reportable Quantity (in pounds): — None Known— CERCLA/SARA - Section 302 Extremely Hazardous Substances and TPQs (in pounds): This material contains the following chemicals subject to the reporting requirements of SARA 302 and 40 CFR 372: — None Known — California Proposition 65: Warning: This material contains the following chemicals which are known to the State of California to cause cancer, birth defects or other reproductive harm, and are subject to the requirements of California Proposition 65 (CA Health & Safety Code Section 25249.5): — None Known — Carcinogen Identification: This material has not been identified as a carcinogen by NTP, IARC, or OSHA. TSCA: All components are listed on the TSCA inventory. International Regulations: MSDS Code: 025240 Page 7/7 Status:fi H Date of Issue: 23 -Aug -2005 Canadian Regulations: This product has been classified in accordance with the hazard criteria of the Controlled Products Regulations (CPR) and the MSDS contains all the information required by the CPR. Domestic Substances List: Listed WHMIS Hazard Class: Not Regulated 16. OTHER INFORMATION Issue Date: Previous Issue Date: Product Code: Revised Sections or Basis for Revision: MSDS Code: 23 -Aug -2005 15 -Dec -2004 7837, 7839, 7840, 7841 Periodic review and update 025210 Disclaimer of Expressed and implied Warranties: The information presented in this Material Safety Data Sheet is based on data believed to be accurate as of the date this Material Safety Data Sheet was prepared. HOWEVER_ NO WARRANTY OF MERCHANTABILITY, FITNESS FOR ANY PARTICULAR PURPOSE, OR ANY OTHER WARRANTY IS EXPRESSED OR IS TO BE IMPLIED REGARDING THE ACCURACY OR COMPLETENESS OF THE INFORMATION PROVIDED ABOVE, THE RESULTS TO BE OBTAINED FROM THE USE OF THIS INFORMATION OR THE PRODUCT, THE SAFETY OF THIS PRODUCT OR THE HAZARDS RELATED TO ITS USE. No responsibility is assumed for any damage or injury resulting from abnormal use or from any failure to adhere to recommended practices. The information provided above, and the product. are furnished on the condition that the person receiving them shall make their own determination as to the suitability of the product for their particular purpose and on the condition that they assume the risk of their use. In addition. no authorization is given nor implied to practice any patented invention without a license. SUPERFILM R & O 220 Page 1 of 7 Safety Data Sheet (SDS) SUPERFILM R & 0 220 Reference No.: MSDS Revision Date: .4w 4 INDUSTRIAL OILS UNLIMITED, LLC Thu Techn;caI Problem S�!verb' 402620 01/21/2015 1. Identification of the substance/mixture and of the company/undertaking 1.1. Product identifier Product Identity SUPERFILM R & O 220 1.2. Relevant identified uses of the substance or mixture and uses advised against Intended use See Technical Data Sheet Application Method See Technical Data Sheet 1.3. Details of the supplier of the safety data sheet Company Name Industrial Oils Unlimited. LLC 3633 Charles Page Blvd. Tulsa. OK. 74127 Emergency 24 hour Emergency Telephone No. Customer Service Industrial Oils Unlimited, LLC CHEMTREC (USA) (800) 424-9300 (918) 583-1155 2. Hazard identification of the product 2.1. Classification of the substance or mixture This material is not hazardous under the criteria of the Federal OSHA Hazard Communication Standard 29 CFR 1910 1200 or Regulation (EC) No 1272/2008 2.2. Label elements Using the Toxicity Data listed in section 11 and 12 the product is labeled as follows This material is not hazardous under the criteria of the Federal OSHA Hazard Communication Standard 29 CFR 1910.1200 or Regulation (EC) No 1272/2008 [Prevention]: SUPERFILM R & O 220 Page 2 of 7 No GHS prevention statements [Response]: No GHS response statements [Storage]: No GHS storage statements [Disposal]: No GHS disposal statements 3. Composition/information on ingredients There are no ingredients in this product which are classified as hazardous 4. First aid measures 4.1. Description of first aid measures General In all cases of doubt, or when symptoms persist. seek medical attention Never give anything by mouth to an unconscious person Inhalation Remove to fresh air, keep patient warm and at rest. If breathing is irregular or stopped. give artificial respiration If unconscious place in the recovery position and obtain immediate medical attention. Give nothing by mouth Eyes Irrigate copiously with clean fresh water for at least 10 minutes holding the eyelids apart and seek medical attention. Skin Remove contaminated clothing. Wash skin thoroughly with soap and water or use a recognized skin cleanser Do NOT use solvents or thinners. Ingestion If accidentally swallowed obtain immediate medical attention Keep at rest Do NOT induce vomiting 4.2. Most important symptoms and effects, both acute and delayed Overview No adverse symptoms or effects anticipated under normal handling conditions See section 2 for further details. 5. Fire -fighting measures 5.1. Extinguishing media Recommended extinguishing media. alcohol resistant foam. CO`. powder, water spray Do not use; water jet. 5.2. Special hazards arising from the substance or mixture Combustion may yield smoke, carbon monoxide, and other products of incomplete combustion. Oxides of sulfur, nitrogen or phosphorus may also be formed. 5.3. Advice for fire-fighters Evacuate area. Prevent contamination from run-off of adjacent areas. streams. drinking water and sewers. Do not flush down sewers or other drainage systems. Exposed firefighters must wear standard protective equipment and in enclosed areas self-contained breathing apparatus Use water -spray to cool fire exposed surfaces and personnel SUPERFILM R & O 220 Page 3 of 7 6. Accidental release measures 6.1. Personal precautions, protective equipment and emergency procedures Keep all sources of ignition away from spill/release In case of a major spill or spillage in a confined space evacuate the area and check vapor levels. 6.2. Environmental precautions Do not allow spills to enter drains or watercourses 6.3. Methods and material for containment and cleaning up Ventilate the area and avoid breathing vapors or mists. Take the personal protective measures listed in section 8 Contain and absorb spillage with non-combustible materials e.g. sand, earth and vermiculite Place in closed containers outside buildings and dispose of according to the Waste Regulations. (See section 13) Clean, preferably with a detergent Do not use solvents. Do not allow spills to enter drains or watercourses. If drains, sewers, streams or lakes are contaminated, inform the local water company immediately In the case of contamination of rivers. streams or lakes the Environmental Protection Agency should also he informed. 7. Handling and storage 7.1. Precautions for safe handling Do not get in eyes on skin or on clothing. Do not breathe vapors or mists. Keep container closed Use only with adequate ventilation Use good personal hygiene practices Wash hands before eating, drinking, smoking. Remove contaminated clothing and clean before re -use. Destroy contaminated belts and shoes and other items that cannot be decontaminated See section 2 for further details - [Prevention]. 7.2. Conditions for safe storage, including any incompatibilities Store in tightly closed containers in dry well -ventilated area away from excessive heat and incompatibles Incompatible materials Oxidizing agents See section 2 for further details - (Storage] 7.3. Specific end use(s) See Technical Data Sheet 8. Exposure controls and personal protection 8.1. Control parameters There are no ingredients in this product which are classified as hazardous. 8.2. Exposure controls Respiratory Eyes Skin Engineering Controls If workers are exposed to concentrations above the exposure limit they must use the appropriate, certified respirators Wear safety eyewear, e.g. safety spectacles. goggles or visors to protect against the splash of liquids. Overalls which cover the body, arms and legs should be worn Skin should not be exposed. All parts of the body should be washed after contact. Provide adequate ventilation. Where reasonably practicable this should be achieved by the use of local exhaust ventilation and good general extraction If these are not sufficient to SUPERFILM R 8 O 220 Page 4 of 7 maintain concentrations of particulates and any vapor below occupational exposure limits suitable respiratory protection must be worn. Other Work Practices See Technical Data Sheet. When mists/aerosols can occur the following are recommended: 5 mg/m3- ACGIH TLV (inhalable fraction) 5 mg/m3 - OSHA PEL NOTE: Limits/standards shown for guidance only. Follow applicable regulations See section 2 for further details. - [Prevention]: 9. Physical and chemical properties Appearance Odor Odor threshold pH Not Determined Melting point / freezing point (°C) Initial boiling point and boiling range (°C) Flash Point Evaporation rate (Ether = '1) Flammability (solid, gas) Upper/lower flammability or explosive limits Amber Liquid Mild Hydrocarbon Not Measured Not Measured Not Measured Not Measured >93 (°C) >200 ('F) Seta Closed Cup Not Measured Not Applicable Lower Explosive Limit: Not Measured Upper Explosive Limit: Not Measured Vapor pressure (Pa) Not Measured Vapor Density Not Measured Specific Gravity Not Measured Solubility in Water Not Measured Partition coefficient n-octanol/water (Log Kow) Not Measured Auto -ignition temperature (°C) Not Measured Decomposition temperature Not Measured Viscosity (cSt) Not Measured VOC % Not Measured 9.2. Other information DMSO extract by IP346 Less than 3.0 wt % (mineral oil component only) 10. Stability and reactivity 10.1. Reactivity Not chemically reactive 10.2. Chemical stability Stable under normal ambient and anticipated conditions of use. 10.3. Possibility of hazardous reactions Hazardous reactions not anticipated 10.4. Conditions to avoid Extended exposure to high temperatures can cause decomposition. Avoid all possible sources of ignition 10.5. Incompatible materials SUPERFILM R & O 220 Page 5 of 7 Oxidizing agents 10.6. Hazardous decomposition products Not anticipated under normal conditions of use. 11. Toxicological information Acute toxicity There are no ingredients in this product which are classified as hazardous. 12. Ecological information 12.1. Toxicity Ecotoxicity studies have not been conducted on this preparation. If this product contains ingredients in concentrations high enough to make this product toxic to the aquatic environment, this will be indicated by its GHS classification. Aquatic Ecotoxicity Analysis for aquatic ecotoxicity has not been conducted on this product. 12.2. Persistence and degradability There is no data available on the preparation itself. 12.3. Bioaccumulative potential Not Measured 12.4. Mobility in soil No data available 12.5. Results of PBT and vPvB assessment This product contains no PBT/vPvB chemicals 12.6. Other adverse effects No data available 13. Disposal considerations 13.1. Waste treatment methods Do not allow into drains or water courses Wastes and emptied containers should be disposed of in accordance with regulations made under the Control of Pollution Act and the Environmental Protection Act. Using information provided in this data sheet advice should be obtained from the Waste Regulation Authority, whether the special waste regulations apply. Dispose of contents in accordance with local and national regulations SUPERFILM R & 0 220 Page 6 of 7 14. Transport information DOT Proper shipping name DOT Hazard Class DOT Packing group IMO / IMDG Proper shipping name IMO / IMDG Hazard class(es) IMO / IMDG Packing group ICAO/IATA Regulatory Overview Toxic Substance Control Act ( TSCA) WHMIS Classification US EPA Tier II Hazards Not Regulated Not Applicable Not Applicable Not Regulated Not Applicable Not Applicable Not Regulated 15. Regulatory information The regulatory data in Section 15 is not intended to be all-inclusive. only selected regulations are represented. All ingredients of this product are listed on the TSCA (Toxic Substance Control Act) Inventory or are not required to be listed on the TSCA Inventory. Not Regulated Fire: No Sudden Release of Pressure: No Reactive: No Immediate (Acute): No Delayed (Chronic): No EPCRA 311/312 Chemicals and RQs (>.1%) : (No Known Products) EPCRA 302 Extremely Hazardous (>.1%) : (No Known Products) EPCRA 313 Toxic Chemicals (>.1%) : (No Known Products) Proposition 65 - Carcinogens (>0.0%): beta.-Naphthylamine Benzenamine Ethyl acrylate Naphthalene Naphthylamine Proposition 65 - Developmental Toxins (>0.0%): Toluene Proposition 65 - Female Repro Toxins (>0.0%): (No Known Products) Proposition 65 - Male Repro Toxins (>0.0%): (No Known Products) SUPERFILM R & O 220 Page 7 of 7 N.J. RTK Substances (>1%) : (No Known Products) Penn RTK Substances (>1%) : (No Known Products) 16. Other information DISCLAIMER: The information in this Safety Data Sheet is provided in good faith and believed to be accurate as of the date issued It pertains only to the product as shipped by Industrial Oils Unlimited. LLC, INDUSTRIAL OILS UNLIMITED LLC MAKES NO WARRANTIES, EXPRESS OR IMPLIED INCLUDING. BUT NOT LIMITED TO, ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. It is the responsibility of the recipient and /or user of the product to study this Safety Data Sheet and to understand the information contained herein and any hazards associated with the product. Regulatory requirements are subject to change and may differ by jurisdiction Therefore, it is the responsibility of the recipient and/or user of the product to insure that its activities comply with all federal and state laws. Industrial Oils Unlimited. LLC assumes no responsibility for injury to the recipient and /or user or to any third party, or for damage to property The full text of the phrases appearing in section 3 is Not Applicable End of Document INDUSTRIA OILS UNLIMITED, LLC ® The Technical Problem Solvers PRODUCT INFORMATION Superfilm R & 0 Oils Superfilm R & 0 Oils are high VI, carefully formulated fluids for hydraulic turbine and circulating oil systems. They provide outstanding rust and oxidation inhibition, and excellent anti -foam, and demulsibility characteristics. These oils are recommended for use in many different applications. • High speed turbines • Machine tools • Compressors • Lightly -load plain and anti -friction bearings • Speed reducers • Electric motors • Vacuum pumps These fluids meet or exceed these manufacturer's specifications: • Cincinnati Lamb P-38. 54, 55, 57 and 62 • Solar Turbines ES -9-224 • Denison HF-1 • DIN 51524 Part 1 • AGMA 250.04 (Non EP gear oils) • US Steel 120 • GE GEK 32568A • British Standard BS 489 Superfilm R & 0 Oils Typical Properties ISO Grade 22 32 46 68 100 160 220 320 460 680 Material Number 402220 402520 402540 402560 402580 402600 402620 402470 402460 402710 API Gravity 33.2 32.4 31.7 30.9 30.0 28.9 27.9 27.1 26,8 27.3 Lbs per Gallon 7.16 7.2 7.2 7.3 7 28 7.34 7.39 7.42 7.44 7.43 Viscosity cSt @ 40-C 19 33.25 44.1 66.4 104.8 155.4 220 320 460 680 cSt @ 100-C 4.3 5.30 6.48 8.31 11.34 13.48 18.7 23.6 30.0 39.2 SUS @ 100°F 94 156 205 308 486 720 1174 1682 2430 3665 SUS @ 210°F 40 43.6 47.4 53.4 64.0 73 95.6 117 147 191 Viscosity Index 95 95 95 95 95 95 95 95 95 95 Flash Point. °F (°C) 360(182) 458(237) 500(260) 520(271) 530(276) 530(276) 482(250) 521(272) 543(284) 608(320) Pour Point. °F (°C) -25(-32) -25(-32) -20(-29) -20(-29) -20(-29) -10(-23) 10(-12) 10(-12) 10(-12) 16(-9) Corrosion Test ASTM D-665 A Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass ASTM D-665 B Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Copper Corrosion 1B 18 1B 1B 1B 1B 1B 1B 1B 1 B AGMA Grade Cincinnati Lamb Req. P-45 P-38 P-55 P-54 -- P-57 1 2 3 4 5 6 7 8 The values shown are representative of current production. Some values are controlled by manufacturing speciftca;ions while others are not all of them may vary within moaest ranges. Rev 03252015 SAFETY DATA SHEET 1. Identification Product identifier Other means of identification Recommended use Recommended restrictions Condensate None. Industrial use. None known. Manufacturer/Importer/Supplier/Distributor information Company Name Address General Information Contact Person E-mail 24 Hour Emergency Telephone 2. Hazard(s) identification Physical hazards Health hazards Environmental hazards OSHA defined hazards Label elements Signal word Hazard statement Precautionary statement Prevention Response Aka Energy Group, LLC 125 Mercado Ste. 201 Durango, CO 81301 970-737-2601 Steve Nestor snestor@akaenergy.com 970-737-2601 Flammable liquids Skin corrosion/irritation Reproductive toxicity (fertility) Specific target organ toxicity, single exposure Specific target organ toxicity, repeated exposure Aspiration hazard Hazardous to the aquatic environment, long-term hazard Simple asphyxiant Category 2 Category 2 Category 2 Category 3 narcotic effects Category 2 Category 1 Category 2 Danger Highly flammable liquid and vapor. Causes skin irritation. Suspected of damaging fertility or the unborn child. May cause drowsiness or dizziness. May cause damage to organs through prolonged or repeated exposure. May be fatal if swallowed and enters airways. Toxic to aquatic life with long lasting effects. May displace oxygen and cause rapid suffocation. Obtain special instructions before use. Do not handle until all safety precautions have been read and understood. Keep away from heat/sparks/open flames/hot surfaces. - No smoking. Keep container tightly closed. Ground/bond container and receiving equipment. Use explosion -proof electrical/ventilating/lighting equipment. Use only non -sparking tools. Take precautionary measures against static discharge. Do not breathe mist or vapor. Wash thoroughly after handling. Use only outdoors or in a well -ventilated area. Avoid release to the environment. Wear protective gloves/protective clothing/eye protection/face protection. In case of fire: Use appropriate media to extinguish. If swallowed: Immediately call a poison center/doctor. Do NOT induce vomiting. If inhaled: Remove person to fresh air and keep comfortable for breathing. If on skin (or hair): Take off immediately all contaminated clothing. Rinse skin with water/shower. If skin irritation occurs: Get medical advice/attention. If exposed or concerned: Call a poison center/doctor. Collect spillage. Condensate 923545 Version #: 02 Revision date: 09 -February -2017 Issue date: 15 -December -2014 SDS US 1/9 Storage Disposal Hazard(s) not otherwise classified (HNOC) Supplemental information None. 3. Composition/information on ingredients Mixtures Chemical name Keep cool. Store locked up. Store in a well -ventilated place. Keep container tightly closed. Dispose of contents/container in accordance with local/regional/national/international regulations. None known. CAS number OA n -Hexane 110-54-3 70-90 Pentane 109-66-0 5-13 Isopentane 78-78-4 3-10 Butane 106-97-8 2-6 Ethane 74-84-0 <1 Isobutane 75-28-5 <1 Propane 74-98-6 <1 Composition comments 4. First -aid measures Inhalation Skin contact Eye contact Ingestion Most important symptoms/effects, acute and delayed Indication of immediate medical attention and special treatment needed General information 5. Fire -fighting measures Suitable extinguishing media Unsuitable extinguishing media Specific hazards arising from the chemical Special protective equipment and precautions for firefighters Fire fighting equipment/instructions General fire hazards All concentrations are in percent by weight unless ingredient is a gas. Gas concentrations are in percent by volume. Move to fresh air. If breathing is difficult, give oxygen. If breathing stops, provide artificial respiration. Do not use mouth-to-mouth method if victim inhaled the substance. Induce artificial respiration with the aid of a pocket mask equipped with a one-way valve or other proper respiratory medical device. Call a physician or poison control center immediately. Take off immediately all contaminated clothing. Wash off IMMEDIATELY with plenty of water for at least 15-20 minutes. Get medical attention immediately. Wash clothing separately before reuse. Immediately flush eyes with plenty of water for at least 15 minutes. Remove contact lenses, if present and easy to do. Continue rinsing. Call a physician or poison control center immediately. Call a poison control center immediately. Do not induce vomiting. Immediately rinse mouth and drink plenty of water. If vomiting occurs, keep head low so that stomach content does not get into the lungs. Never give anything by mouth to an unconscious person. Do not use mouth-to-mouth method if victim ingested the substance. Skin irritation. May cause redness and pain. May be fatal if swallowed and enters airways. May cause drowsiness and dizziness. Prolonged exposure may cause chronic effects. Provide general supportive measures and treat symptomatically. Symptoms may be delayed. Keep victim under observation. Ensure that medical personnel are aware of the material(s) involved, and take precautions to protect themselves. Show this safety data sheet to the doctor in attendance. Water fog. Foam. Dry chemical powder. Carbon dioxide (CO2). Use extinguishing agent suitable for type of surrounding fire. Do not use water jet as an extinguisher, as this will spread the fire. Do not use halogenated extinguishing agents. During fire, gases hazardous to health may be formed. Fire fighters should enter the area only if they are protected from all contact with the material. Full protective clothing, including self-contained breathing apparatus, coat, pants, gloves, boots and bands around legs, arms, and waist, should be worn. No skin surface should be exposed. In case of fire and/or explosion do not breathe fumes. Move containers from fire area if you can do so without risk. Highly flammable liquid and vapor. Condensate 923545 Version #: 02 Revision date: 09 -February -2017 Issue date: 15 -December -2014 SDS US 2/9 6. Accidental release Personal precautions. protective equipment and emergency procedures measures Methods and materials for containment and cleaning up Environmental precautions 7. Handling and storage Precautions for safe handling Keep unnecessary personnel away. Wear appropriate protective equipment and clothing during clean-up. Eliminate all ignition sources (no smoking. flares. sparks. or flames in immediate area). Do not breathe mist or vapor. Do not touch damaged containers or spilled material unless wearing appropriate protective clothing. Ventilate closed spaces before entering them. Large Spills Stop the flow of material. if this is without risk. Dike the spilled material. where this is possible. Use a non-combustible material like vermiculite, sand or earth to soak up the product and place into a container for later disposal. Prevent entry into waterways. sewer. basements or confined areas. Following product recovery. flush area with water. Small Spills: Absorb with earth. sand or other non-combustible material and transfer to containers for later disposal. Clean surface thoroughly to remove residual contamination. Never return spills to original containers for re -use. For waste disposal, see section 13 of the SDS. Avoid discharge into drains, water courses or onto the ground. Environmental manager must be informed of all major releases. Do not handle. store or open near an open flame, sources of heat or sources of ignition. Protect material from direct sunlight. Explosion -proof general and local exhaust ventilation. Take precautionary measures against static discharges. All equipment used when handling the product must be grounded. Use non -sparking tools and explosion -proof equipment. Do not breathe mist or vapor. Avoid contact with eyes. skin, and clothing. Should be handled in closed systems, if possible. Wear appropriate personal protective equipment. Wash hands thoroughly after handling. Observe good industrial hygiene practices. Conditions for safe storage, Store locked up. Keep away from heat. sparks and open flame. Prevent electrostatic charge build-up by using common bonding and grounding techniques. Store in a cool. dry place out of direct sunlight. Store in original tightly closed container. Store in a well -ventilated place. Refrigeration recommended. Keep in an area equipped with sprinklers. Store away from incompatible materials (see Section 10 of the SDS). including any incompatibilities 8. Exposure controls/personal protection Occupational exposure limits US. OSHA Table Z-1 Limits for Air Contaminants (29 CFR 1910.1000) Components Type Value n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) Propane (CAS 74-98-6) US. ACGIH Threshold Limit Values Components PEL PEL PEL Type 1800 mg/m3 500 ppm 2950 mg/m3 1000 ppm 1800 mg/m3 1000 ppm Value Butane (CAS 106-97-8) STEL Isobutane (CAS 75-28-5) STEL Isopentane (CAS 78-78-4) TWA n -Hexane (CAS 110-54-3) TWA Pentane (CAS 109-66-0) TWA US. NIOSH: Pocket Guide to Chemical Hazards Components Type 1000 ppm 1000 ppm 1000 ppm 50 ppm 1000 ppm Value Butane (CAS 106-97-8) Isobutane (CAS 75-28-5) n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) TWA TWA TWA Ceiling TWA 1900 mg/m3 800 ppm 1900 mg/m3 800 ppm 180 mg/m3 50 ppm 1800 mg/m3 610 ppm 350 mg/m3 Condensate 923545 Version #. 02 Revision date: 09 -February -2017 Issue date: 15 -December -2014 SDS US 3/9 US. NIOSH: Pocket Guide to Chemical Hazards Components Type Value Propane (CAS 74-98-6) TWA Biological limit values ACGIH Biological Exposure Indices Components Value 120 ppm 1800 mg/m3 1000 ppm Determinant Specimen Sampling Time n -Hexane (CAS 110-54-3) 0.4 mg/I 25-Hexanedio n, without hydrolysis * - For sampling details please see the source document. Exposure guidelines US - California OELs: Skin designation n -Hexane (CAS 110-54-3) US ACGIH Threshold Limit Values: Skin designation n -Hexane (CAS 110-54-3) Appropriate engineering controls Urine Can be absorbed through the skin. Can be absorbed through the skin. Explosion -proof general and local exhaust ventilation. Good general ventilation (typically 10 air changes per hour) should be used. Ventilation rates should be matched to conditions. If applicable. use process enclosures. local exhaust ventilation. or other engineering controls to maintain airborne levels below recommended exposure limits. If exposure limits have not been established, maintain airborne levels to an acceptable level. Eye wash facilities and emergency shower must be available when handling this product. Individual protection measures, such as personal protective equipment Eye/face protection Wear safety glasses with side shields (or goggles). Skin protection Hand protection Wear appropriate chemical resistant gloves. Skin protection Other Respiratory protection Thermal hazards General hygiene considerations Wear appropriate chemical resistant clothing. If engineering controls do not maintain airborne concentrations below recommended exposure limits (where applicable) or to an acceptable level (in countries where exposure limits have not been established), an approved air supplied air respirator must be worn. Wear appropriate thermal protective clothing, when necessary. Always observe good personal hygiene measures. such as washing after handling the material and before eating. drinking, and/or smoking. Routinely wash work clothing and protective equipment to remove contaminants. 9. Physical and chemical properties Appearance Physical state Liquid. Form Liquid. Color Amber to dark brown. Odor Pungent. Hydrocarbon. ( Gasoline. ) Odor threshold Not available. pH Not available. Melting point/freezing point Not available. Initial boiling point and boiling 124.79 °F (51.55 °C) range Flash point -49.0 °F (-45.0 °C) Evaporation rate Not available. Flammability (solid, gas) Not available. Upper/lower flammability or explosive limits Flammability limit - lower 1.1 (%) Condensate 923545 Version # 02 Revision date: 09 -February -2017 Issue date: 15 -December -2014 SDS US 4/9 Flammability limit - upper 6 (%) Explosive limit - lower (%) Not available. Explosive limit - upper (%) Not available. Vapor pressure 6.73 PSIA Vapor density 3 (Air = 1) Relative density 0.765 Solubility(ies) Solubility (water) Partition coefficient (n-octanol/water) Auto -ignition temperature Decomposition temperature Viscosity 10. Stability and reactivity Reactivity Negligible Not available. 437 °F (225 °C) Not available. Not available. The product is stable and non -reactive under normal conditions of use, storage and transport. Chemical stability Material is stable under normal conditions. Possibility of hazardous reactions Conditions to avoid Incompatible materials Hazardous decomposition products 11. Toxicological information Information on likely routes of exposure No dangerous reaction known under conditions of normal use. Inhalation Skin contact Eye contact Ingestion Symptoms related to the physical, chemical and toxicological characteristics Information on toxicological effects Avoid heat, sparks, open flames and other ignition sources. Avoid temperatures exceeding the flash point. Contact with incompatible materials. Strong oxidizing agents. No hazardous decomposition products are known. Acute toxicity Components May cause drowsiness and dizziness. Prolonged inhalation may be harmful. Suffocation (asphyxiant) hazard - if allowed to accumulate to concentrations that reduce oxygen below safe breathing levels. Causes skin irritation. Direct contact with eyes may cause temporary irritation. Swallowing or vomiting of the liquid may result in aspiration into the lungs. May be fatal if swallowed and enters airways. Skin irritation. May cause redness and pain. May be fatal if swallowed and enters airways. May cause drowsiness and dizziness. Narcotic effects. Gas or vapor displaces oxygen available for breathing (asphyxiant). Species Test Results Butane (CAS 106-97-8) Acute Inhalation LC50 Isobutane (CAS 75-28-5) Acute Inhalation LC50 Pentane (CAS 109-66-0) Acute Inhalation LC50 Rat Mouse Rat 658 mg/I, 4 Hours 52 mg/I, 1 Hours 364 mg/I, 4 Hours Condensate 923545 Version #: 02 Revision date: 09 -February -2017 Issue date: 15 -December -2014 SDS US 5/9 Components Species Test Results Propane (CAS 74-98-6) Acute Inhalation Gas LC50 Rat > 80000 ppm, 15 Minutes Skin corrosion/irritation Causes skin irritation. Serious eye damage/eye irritation Respiratory or skin sensitization Direct contact with eyes may cause temporary irritation. Respiratory sensitization Not classified. Skin sensitization Not a skin sensitizer. Germ cell mutagenicity No data available to indicate product or any components present at greater than 0.1% are mutagenic or genotoxic. Carcinogenicity This product is not considered to be a carcinogen by IARC. ACGIH, NTP, or OSHA. IARC Monographs. Overall Evaluation of Carcinogenicity Not listed_ NTP Report on Carcinogens Not listed. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Not regulated. Reproductive toxicity Suspected of damaging fertility. Specific target organ toxicity - single exposure Specific target organ toxicity - repeated exposure Aspiration hazard May cause drowsiness and dizziness. Causes damage to organs through prolonged or repeated exposure. May be fatal if swallowed and enters airways. Chronic effects Prolonged inhalation may be harmful. 12. Ecological information Ecotoxicity Components Toxic to aquatic life with long lasting effects. Species Test Results Butane (CAS 106-97-8) Aquatic Fish Pentane (CAS 109-66-0) Aquatic Crustacea Fish Persistence and degradability Bioaccumulative potential LC50 Freshwater fish 24.11 mg/I, 96 Hours EC50 LC50 Daphnia Fish No data is available on the degradability of this product. No data available. Partition coefficient n-octanol / water (log Kow) Butane (CAS 106-97-8) Ethane (CAS 74-84-0) Isobutane (CAS 75-28-5) Isopentane (CAS 78-78-4) Pentane (CAS 109-66-0) Propane (CAS 74-98-6) n -Hexane (CAS 110-54-3) Mobility in soil No data available. Other adverse effects Not available. 2.89 1.81 2.76 2.3 3.39 2.36 3.9 2.3 mg/I. 48 Hours 3.1 mg/I. 96 Hours Condensate 923545 Version # 02 Revision date: 09 -February -2017 Issue date: 15 -December -2014 SDS US 6/9 13. Disposal considerations Disposal instructions Hazardous waste code Waste from residues / unused products Contaminated packaging 14. Transport information Collect and reclaim or dispose in sealed containers at licensed waste disposal site. Do not allow this material to drain into sewers/water supplies. Do not contaminate ponds. waterways or ditches with chemical or used container. Dispose of contents/container in accordance with local/regional/national/international regulations. The waste code should be assigned in discussion between the user. the producer and the waste disposal company. Dispose of in accordance with local regulations. Empty containers or liners may retain some product residues. This material and its container must be disposed of in a safe manner (see: Disposal instructions). Empty containers should be taken to an approved waste handling site for recycling or disposal. Since emptied containers may retain product residue. follow label warnings even after container is emptied. DOT UN number UN3295 UN proper shipping name Hydrocarbons, liquid. n.o.s. (n -Hexane) Transport hazard class(es) Class 3 Subsidiary risk - Label(s) 3 Packing group II Environmental hazards Marine pollutant Yes Special precautions for user Read safety instructions, SDS and emergency procedures before handling. Special provisions 144, IB2, T7, TP1. TP8, TP28 Packaging exceptions 150 Packaging non bulk 202 Packaging bulk 242 IATA UN number UN3295 UN proper shipping name Hydrocarbons, liquid. n.o.s. (n -Hexane) Transport hazard class(es) Class 3 Subsidiary risk - Packing group II Environmental hazards Yes ERG Code 3H Special precautions for user Read safety instructions, SDS and emergency procedures before handling. IMDG UN number UN3295 UN proper shipping name HYDROCARBONS LIQUID, N.O.S. (n -Hexane) Transport hazard class(es) Class 3 Subsidiary risk - Packing group II Environmental hazards Marine pollutant Yes EmS F -E, S -D Special precautions for user Read safety instructions, SDS and emergency procedures before handling. Transport in bulk according to Not established. Annex II of MARPOL 73/78 and the IBC Code 15. Regulatory information US federal regulations This product is a "Hazardous Chemical" as defined by the OSHA Hazard Communication Standard, 29 CFR 1910.1200. All components are on the U.S. EPA TSCA Inventory List. Condensate 923545 Version #: 02 Revision date: 09 -February -2017 Issue date: 15 -December -2014 SDS US 7/9 TSCA Section 12(b) Export Notification (40 CFR 707, Subpt. D) Not regulated. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Not regulated CERCLA Hazardous Substance List (40 CFR 302.4) Butane (CAS 106-97-8) LISTED Ethane (CAS 74-84-0) LISTED Isobutane (CAS 75-28-5) LISTED Isopentane (CAS 78-78-4) LISTED n -Hexane (CAS 110-54-3) LISTED Pentane (CAS 109-66-0) LISTED Propane (CAS 74-98-6) LISTED Superfund Amendments and Reauthorization Act of 1986 (SARA) Hazard categories Immediate Hazard - Yes Delayed Hazard - Yes Fire Hazard - Yes Pressure Hazard - No Reactivity Hazard - No SARA 302 Extremely hazardous substance Not listed. SARA 311/312 Hazardous Yes chemical SARA 313 (TRI reporting) Chemical name CAS number % by wt. n -Hexane 110-54-3 70-90 Other federal regulations Clean Air Act (CAA) Section 112 Hazardous Air Pollutants (HAPs) List n -Hexane (CAS 110-54-3) Clean Air Act (CAA) Section 112(r) Accidental Release Prevention (40 CFR 68.130) Butane (CAS 106-97-8) Ethane (CAS 74-84-0) Isobutane (CAS 75-28-5) Isopentane (CAS 78-78-4) Pentane (CAS 109-66-0) Propane (CAS 74-98-6) Safe Drinking Water Act Not regulated. (SDWA) US state regulations US. Massachusetts RTK - Substance List Butane (CAS 106-97-8) Ethane (CAS 74-84-0) Isobutane (CAS 75-28-5) Isopentane (CAS 78-78-4) n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) Propane (CAS 74-98-6) US. New Jersey Worker and Community Right -to -Know Act Butane (CAS 106-97-8) Ethane (CAS 74-84-0) Isobutane (CAS 75-28-5) Isopentane (CAS 78-78-4) n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) Propane (CAS 74-98-6) US. Pennsylvania Worker and Community Right -to -Know Law Butane (CAS 106-97-8) Ethane (CAS 74-84-0) Isobutane (CAS 75-28-5) Isopentane (CAS 78-78-4) n -Hexane (CAS 110-54-3) Condensate 923545 Version #: 02 Revision date: 09 -February -2017 Issue date: 15 -December -2014 SDS US 8/9 Pentane (CAS 109-66-0) Propane (CAS 74-98-6) US. Rhode Island RTK Butane (CAS 106-97-8) Ethane (CAS 74-84-0) n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) Propane (CAS 74-98-6) International Inventories Country(s) or region Australia Canada Canada China Europe Europe Japan Korea New Zealand Philippines United States & Puerto Rico Inventory name Australian Inventory of Chemical Substances (AILS) Domestic Substances List (DSL) Non -Domestic Substances List (NDSL) Inventory of Existing Chemical Substances in China (IECSC) European Inventory of Existing Commercial Chemical Substances (EINECS) European List of Notified Chemical Substances (ELINCS) Inventory of Existing and New Chemical Substances (ENCS) Existing Chemicals List (ECL) New Zealand Inventory Philippine Inventory of Chemicals and Chemical Substances (PICCS) Toxic Substances Control Act (TSCA) Inventory On inventory (yes/no)* Yes Yes No Yes Yes No Yes Yes Yes Yes Yes `A "Yes" indicates this product complies with the inventory requirements administered by the governing country(s). A "No" indicates that one or more components of the product are not listed or exempt from listing on the inventory administered by the governing country(s). 16. Other information, including date of preparation or last revision Issue date Revision date Version # Further information NFPA ratings Disclaimer 15 -December -2014 09 -February -2017 02 NFPA Hazard Scale: 0 = Minimal 1 = Slight 2 = Moderate 3 = Serious 4 = Severe Aka Energy Group, LLC cannot anticipate all conditions under which this information and its product, or the products of other manufacturers in combination with its product, may be used. It is the user's responsibility to ensure safe conditions for handling, storage and disposal of the product, and to assume liability for loss, injury, damage or expense due to improper use. The information in the sheet was written based on the best knowledge and experience currently available. Condensate 923545 Version #: 02 Revision date: 09 -February -2017 Issue date: 15 -December -2014 SDS US 9/9 Safety Data Sheet According to OSHA HCS 2012 (29 CFR 1910.1200), Health Canada HPR (SOR/2015-17), and Mexico NOM-018-STPS-2015 'SECTION 1: Identification Product Identifier Other means of identification Code MARPOL Annex I Category Relevant identified uses Uses advised against 24 Hour Emergency Phone Number #2 Heating Oil High Sulfur No. 2 Heating Oil; High Sulfur No. 2 Heating Oil — Dyed; High Sulfur No. 2 Heating Oil Blend Stock; Home Heating Oil; Low Sulfur No. 2 Heating Oil; No. 2 Fuel Oil; Winterized No. 2 Low Sulfur Heating Oil;#2 HO 15D;#2 HO 20D;#2 HO 25D;#2 HO 30D;#2 HO 100D;#2 Marine Gas Oil HS NRLM 724240 Gas Oils, Including Ship's Bunkers Heating Oil All others CHEMTREC: 1-800-424-9300 CHEMTREC Mexico 01-800-681-9531 Manufacturer/Supplier Phillips 66 Company P.O. Box 4428 Houston, Texas 77210 SDS Information Phone: 800-762-0942 Email: SDS@P66.com URL: www.phillips66.com/SDS (SECTION 2: Hazard identification Classified Hazards H226 - Flammable liquids — Category 3 H304 — Aspiration Hazard — Category 1 H315 — Skin corrosion/irritation — Category 2 H332 — Acute toxicity, Inhalation -- Category 4 H351 — Carcinogenicity — Category 2 H373 — Specific target organ toxicity (repeated exposure) -- Category 2 H411 -- Hazardous to the aquatic environment, chronic toxicity -- Category 2 Hazards Not Otherwise Classified (HNOC) PHNOC: Electrostatic charge may be generated during pumping and other operations HHNOC: None known Label elements DANGER Flammable liquid and vapor May be fatal if swallowed and enters airways Causes skin irritation Harmful if inhaled Suspected of causing cancer May cause damage to organs through prolonged or repeated exposure Toxic to aquatic life with long lasting effects Obtain special instructions before use; Do not handle until all safety precautions have been read and understood; Keep away from heat/sparks/open flames/hot surfaces. - No smoking; Keep container tightly closed; Ground/bond container and receiving equipment; Use explosion -proof electrical (ventilation and lighting) equipment; Use only non -sparking tools; Take precautionary measures against static discharge; Do not breathe dust/fume/gas/mist/vapours/spray; Wash skin thoroughly after handling; Use only outdoors or in a well -ventilated area; Avoid release to the environment; Wear protective gloves/protective clothing and eye/face protection; IF SWALLOWED: Immediately call a POISON CENTER or doctor/physician; Do NOT induce vomiting; IF ON SKIN (or hair): Remove/Take off immediately all contaminated clothing. Rinse skin with water/shower; If skin irritation occurs: Get medical advice/attention; IF INHALED: Remove victim to fresh air and keep at rest in a position comfortable for breathing; IF exposed or concerned: Get medical advice/attention; Take off contaminated clothing and wash before reuse; In case of fire: Use CO2, dry chemical, or foam for extinction; Collect spillage; Store in a well -ventilated place. Keep cool; Dispose of contents/container to an approved waste disposal plant 724240 - #2 Heating Oil Issue Date: 12 -Feb -2018 Page 1/8 Status: FINAL 724240 - #2 Heating Oil Issue Date: 12 -Feb -2018 Page 2/8 Status: FINAL SECTION 3: Composition/information on ingredients Fuel oil No. 2 68476-30-2 100 Hazardous Constituent(s) Contained Within Above Complex Substance(s hemical Name CASRN Concentration Naphthalene 91-20-3 <1 ' All concentrations are percent by weight unless ingredient is a gas. Gas concentrations are in percent by volume. (SECTION 4: First aid measures Eye Contact: If irritation or redness develops from exposure. flush eyes with clean water. If symptoms persist. seek medical attention. Skin Contact: Remove contaminated shoes and clothing, and flush affected area(s) with large amounts of water. If skin surface is damaged, apply a clean dressing and seek medical attention. If skin surface is not damaged. cleanse affected area(s) thoroughly by washing with mild soap and water or a waterless hand cleaner. If irritation or redness develops, seek medical attention. Wash contaminated clothing before reuse. Inhalation: If respiratory symptoms or other symptoms of exposure develop, move victim away from source of exposure and into fresh air in a position comfortable for breathing. If symptoms persist. seek immediate medical attention. If victim is not breathing, clear airway and immediately begin artificial respiration. If breathing difficulties develop, oxygen should be administered by qualified personnel. Seek immediate medical attention. Ingestion: Aspiration hazard: Do not induce vomiting or give anything by mouth because this material can enter the lungs and cause severe lung damage. If victim is drowsy or unconscious and vomiting, place on the left side with the head down. If possible, do not leave victim unattended and observe closely for adequacy of breathing. Seek medical attention. Most important symptoms and effects, both acute and delayed: While significant vapor concentrations are not likely, high concentrations can cause minor respiratory irritation, headache. drowsiness, dizziness. loss of coordination, disorientation and fatigue. Ingestion can cause irritation of the digestive tract. nausea. diarrhea, and vomiting. Prolonged or repeated contact may dry skin and cause irritation !SECTION 5: Firefighting measures NFPA 704: National Fire Protection Association Health: 1 Flammability: 2 Instability: 0 0 = minimal hazard 1 = slight hazard 2 = moderate hazard 3 = severe hazard 4 = extreme hazard Extinguishing Media: Dry chemical, carbon dioxide, or foam is recommended. Water spray is recommended to cool or protect exposed materials or structures. Carbon dioxide can displace oxygen. Use caution when applying carbon dioxide in confined spaces. Simultaneous use of foam and water on the same surface is to be avoided as water destroys the foam. Water may be ineffective for extinguishment, unless used under favorable conditions by experienced fire fighters. Specific hazards arising from the chemical Unusual Fire & Explosion Hazards: Flammable This material can be ignited by heat, sparks, flames, or other sources of ignition (e.g.. static electricity, pilot lights, mechanical/electrical equipment, and electronic devices such as cell phones. computers. calculators, and pagers which have not been certified as intrinsically safe) Vapors may travel considerable distances to a source of ignition where they can ignite, flash back. or explode. May create vapor/air explosion hazard indoors, in confined spaces. outdoors, or in sewers. This product will float and can be reignited on surface water. Vapors are heavier than air and can accumulate in low areas. If container is not properly cooled, it can rupture in the heat of a fire. 724240 - #2 Heating Oil Issue Date: 12 -Feb -2018 Page 3/8 Status: FINAL Hazardous Combustion Products: Combustion may yield smoke. carbon monoxide, and other products of incomplete combustion. Oxides of nitrogen and sulfur may also be formed. Special protective actions for fire-fighters: For fires beyond the initial stage, emergency responders in the immediate hazard area should wear protective clothing. When the potential chemical hazard is unknown, in enclosed or confined spaces, a self contained breathing apparatus should be worn. In addition, wear other appropriate protective equipment as conditions warrant (see Section 8). Isolate the hazard area and deny entry to unnecessary and unprotected personnel. Stop spill/release if it can be done safely. Move undamaged containers from immediate hazard area if it can be done safely. Water spray may be useful in minimizing or dispersing vapors and to protect personnel. Cool equipment exposed to fire with water, if it can be done safely. Avoid spreading burning liquid with water used for cooling purposes. See Section 9 for Flammable Properties including Flash Point and Flammable (Explosive) Limits (SECTION 6: Accidental release measures Personal precautions, protective equipment and emergency procedures: Flammable Spillages of liquid product will create a fire hazard and may form an explosive atmosphere. Keep all sources of ignition and hot metal surfaces away from spill/release if safe to do so. The use of explosion -proof electrical equipment is recommended. Stay upwind and away from spill/release. Avoid direct contact with material. For large spillages. notify persons down wind of the spill/release. isolate immediate hazard area and keep unauthorized personnel out. Wear appropriate protective equipment. including respiratory protection, as conditions warrant (see Section 8). See Sections 2 and 7 for additional information on hazards and precautionary measures. Environmental Precautions: Stop and contain spill/release if it can be done safely. Prevent spilled material from entering sewers, storm drains, other unauthorized drainage systems, and natural waterways. Use foam on spills to minimize vapors Use water sparingly to minimize environmental contamination and reduce disposal requirements. If spill occurs on water notify appropriate authorities and advise shipping of any hazard. Spills into or upon navigable waters, the contiguous zone, or adjoining shorelines that cause a sheen or discoloration on the surface of the water, may require notification of the National Response Center (phone number 800-424-8802). Methods and material for containment and cleaning up: Notify relevant authorities in accordance with all applicable regulations. Immediate cleanup of any spill is recommended. Dike far ahead of spill for later recovery or disposal. Absorb spill with inert material such as sand or vermiculite. and place in suitable container for disposal. If spilled on water remove with appropriate methods (e.g. skimming. booms or absorbents). In case of soil contamination, remove contaminated soil for remediation or disposal, in accordance with local regulations. Recommended measures are based on the most likely spillage scenarios for this material, however local conditions and regulations may influence or limit the choice of appropriate actions to be taken. 'SECTION 7: Handling and storage Precautions for safe handling: Obtain special instructions before use. Do not handle until all safety precautions have been read and understood. Keep away from heat, hot surfaces, sparks, open flames and other ignition sources. No smoking. Take precautionary measures against static discharge. Use only non -sparking tools. Do not breathe vapor or mist. Use only outdoors or in a well -ventilated area. Wear protective gloves/protective clothing/eye protection/face protection. Wash thoroughly after handling. Use good personal hygiene practices and wear appropriate personal protective equipment (see section 8). Flammable May vaporize easily at ambient temperatures. The vapor is heavier than air and may create an explosive mixture of vapor and air. Beware of accumulation in confined spaces and low lying areas. Open container slowly to relieve any pressure. Electrostatic charge may accumulate and create a hazardous condition when handling or processing this material. To avoid fire or explosion, dissipate static electricity during transfer by grounding and bonding containers and equipment before transferring material. The use of explosion -proof electrical equipment is recommended and may be required (see appropriate fire codes). Refer to NFPA-70 and/or API RP 2003 for specific bonding/grounding requirements. Do not enter confined spaces such as tanks or pits without following proper entry procedures such as ASTM D-4276 and 29CFR 1910.146. Do not wear contaminated clothing or shoes. Keep contaminated clothing away from sources of ignition such as sparks or open flames. The use of hydrocarbon fuel in an area without adequate ventilation may result in hazardous levels of incomplete combustion products (e.g. carbon monoxide, oxides of sulfur and nitrogen. benzene and other hydrocarbons) and/or dangerously low oxygen levels. Static Accumulation Hazard: Electrostatic charge may accumulate and create a hazardous condition when handling this material. To minimize this hazard. bonding and grounding of tanks, transfer piping, and storage tank level floats are necessary but may not, by themselves. be sufficient. Review all operations which have the potential of generating and accumulating an electrostatic charge and/or a flammable atmosphere (including tank and container filling, splash filling, tank cleaning, sampling, gauging. switch loading, filtering. mixing. agitation, and vacuum truck operations) and use appropriate mitigating procedures. Special care should 724240 - #2 Heating Oil Issue Date: 12 -Feb -2018 Page 4/8 Status: FINAL be given to ensure that special slow load procedures for "switch loading" are followed to avoid the static ignition hazard that can exist when higher flash point material (such as fuel oil or diesel) is loaded into tanks previously containing low flash point products (such as gasoline or naphtha). For more information; refer to OSHA Standard 29 CFR 1910.106, 'Flammable and Combustible Liquids', National Fire Protection Association (NFPA 77, 'Recommended Practice on Static Electricity', and/or the American Petroleum Institute (API) Recommended Practice 2003, 'Protection Against Ignitions Arising Out of Static, Lightning. and Stray Currents'. Conditions for safe storage: Keep container(s) tightly closed and properly labeled. Use and store this material in cool. dry, well -ventilated areas away from heat. direct sunlight, hot metal surfaces. and all sources of ignition. Store only in approved containers. Post area "No Smoking or Open Flame." Keep away from any incompatible material (see Section 10). Protect container(s) against physical damage. Outdoor or detached storage is preferred. Indoor storage should meet OSHA standards and appropriate fire codes. "Empty" containers retain residue and may be dangerous. Do not pressurize. cut, weld, braze. solder, drill, grind, or expose such containers to heat. flame. sparks, or other sources of ignition. They may explode and cause injury or death. "Empty" drums should be completely drained. properly bunged. and promptly shipped to the supplier or a drum reconditioner. All containers should be disposed of in an environmentally safe manner and in accordance with governmental regulations. Before working on or in tanks which contain or have contained this material, refer to OSHA regulations. ANSI Z49.1. and other references pertaining to cleaning, repairing, welding. or other contemplated operations. SECTION 8: Exposure controls/personal protection Occupational exposure limits The following constituents are the only constituents of the product which have a PEL. TLV or other recommended exposure limit. At this time. the other constituents have no known exposure limits. Chemical Name ACGIH OSHA Mexico Phillips 66 Fuel oil No. 2 TWA-8hr: 100 mg/m3 inhalable fraction and vapor Diesel fuel Skin -- --- -- Naphthalene TWA-8hr: 10 ppm Skin TWA-8hr: 10 ppm TWA-8hr- 50 mg/m3 Carcinogen TWA-8hr 10 ppm (VLE-PPT) TWA-8hr: 50 mg/m3 (VLE-PPT) STEL: 15 ppm (PPT-CT) STEL: 75 mg/m3 (PPT-CT) Carcinogen TWA-8hr 10 ppm Skin Note: State, local or other agencies or advisory groups may have established more stringent limits. Consult an industrial hygienist or similar professional, or your local agencies, for further information. Biological occupational exposure limits Chemical Name ACGIH Mexican NOM-047-SSA1-2011 Naphthalene 1 -Naphthol with hydrolysis plus 2 -Naphthol with hydrolysis in (end of shift) Note: State, local or other agencies or advisory groups may have established more stringent limits. Consult an industrial hygienist or similar professional, or your local agencies, for further information --- = None Engineering controls: If current ventilation practices are not adequate to maintain airborne concentrations below the established exposure limits, additional engineering controls may be required. Eye/Face Protection: The use of eye protection that meets or exceeds ANSI Z.87.1 is recommended to protect against potential eye contact, irritation. or injury. Depending on conditions of usea face shield may be necessary. Skin/Hand Protection: The use of gloves impervious to the specific material handled is advised to prevent skin contact. Users should check with manufacturers to confirm the breakthrough performance of their products. Depending on exposure and use conditions, additional protection may be necessary to prevent skin contact including use of items such as chemical resistant boots, aprons, arm covers. hoods, coverallsor encapsulated suits. Suggested protective materials Nitrile Respiratory Protection: Where there is potential for airborne exposure above the exposure limit a NIOSH certified air purifying respirator equipped with organic vapor cartridges/canisters may be used. A respiratory protection program that meets or is equivalent to OSHA 29 CFR 1910.134 and ANSI Z88.2 should be followed whenever workplace conditions warrant a respirator's use. Air purifying respirators provide limited protection and cannot be used in 724240 - #2 Heating Oil Issue Date: 12 -Feb -2018 Page 5/8 Status: FINAL atmospheres that exceed the maximum use concentration (as directed by regulation or the manufacturer's instructions), in oxygen deficient (less than 19.5 percent oxygen) situations. or under conditions that are immediately dangerous to life and health (IDLH). Other Protective Equipment: Eye wash and quick -drench shower facilities should be available in the work area. Thoroughly clean shoes and wash contaminated clothing before reuse. Suggestions provided in this section for exposure control and specific types of protective equipment are based on readily available information. Users should consult with the specific manufacturer to confirm the performance of their protective equipment. Specific situations may require consultation with industrial hygiene, safety, or engineering professionals. SECTION 9: Physical and chemical properties Note: Unless otherwise stated, values are determined at 20°C (68°F) and 760 mm Hg (1 atm). Data represent typical values and are not intended to be specifications. Appearance: Straw colored. May be dyed yellow or red Physical Form: Liquid Odor: Diesel fuel Odor Threshold: No data pH: Not applicable Vapor Density (air=1): > 1 Upper Explosive Limits (vol % in air): 10.0 Lower Explosive Limits (vol % in air): 0.3 Evaporation Rate (nBuAc=1): <1 Particle Size: Not applicable Percent Volatile: No data Flammability (solid, gas): Not applicable Flash Point: 125-180 °F / 52-82 'C Test Method: Tag Closed Cup (TCC) ASTM D56 Initial Boiling Point/Range: 300 - 691 °F / 149 - 366 'C Vapor Pressure: 0.40 mm Hg Partition Coefficient (n-octanol/water) (Kow): No data Melting/Freezing Point: No data Auto -ignition Temperature: 500 °F / 260 °C Decomposition Temperature: No data Specific Gravity (water=1): 0.81-0.88 @ 60°F (15.6°C) Bulk Density: 7.08 lbs/gal Viscosity: 1.7-4.1 cSt @ 40°C Solubility in Water: Negligible !SECTION 10: Stability and reactivity Reactivity: Not chemically reactive. Chemical stability: Stable under normal ambient and anticipated conditions of use. Possibility of hazardous reactions: Hazardous reactions not anticipated. Conditions to avoid: Avoid high temperatures and all sources of ignition. Prevent vapor accumulation. Incompatible materials: Avoid contact with strong oxidizing agents and strong reducing agents. Hazardous decomposition products: Not anticipated under normal conditions of use. SECTION 11: Toxicological information Information on Toxicological Effects Substance / Mixture Acute Toxicity Hazard Additional Information LC50/LD50 Data Inhalation Harmful if inhaled 4.65 mg/L (mist) Dermal Unlikely to be harmful >2 g/kg Oral Unlikely to be harmful >5 g/kg Likely Routes of Exposure: Inhalation. eye contact, skin contact Aspiration Hazard: May be fatal if swallowed and enters airways Skin Corrosion/Irritation: Causes skin irritation. Repeated exposure may cause skin dryness or cracking. Serious Eye Damage/Irritation: Causes mild eye irritation. 724240 - #2 Heating Oil Issue Date: 12 -Feb -2018 Page 6/8 Status: FINAL Skin Sensitization: Not expected to be a skin sensitizer Respiratory Sensitization: Not expected to be a respiratory sensitizer. Specific Target Organ Toxicity (Single Exposure): Not expected to cause organ effects from single exposure. Specific Target Organ Toxicity (Repeated Exposure): May cause damage to organs through prolonged or repeated exposure. Repeated dermal application of petroleum gas oils for 90 days resulted in decreased liver, thymus. and spleen weights and altered bone marrow function. Microscopic alterations included liver hypertrophy and necrosis. decreased hematopoesis and lymphocyte depletion. Carcinogenicity: Suspected of causing cancer. Petroleum middle distillates have been shown to cause skin tumors in mice following repeated and prolonged skin contact. Follow-up studies have shown that these tumors are produced through a non-genotoxic mechanism associated with frequent cell damage and repair, and that they are not likely to cause tumors in the absence of prolonged skin irritation. Germ Cell Mutagenicity: Not expected to cause heritable genetic effects. Reproductive Toxicity: Not expected to cause reproductive toxicity. Information on Toxicological Effects of Components Naphthalene Carcinogenicity: Naphthalene has been evaluated in two year inhalation studies in both rats and mice. The US National Toxicology Program (NTP) concluded that there is clear evidence of carcinogenicity in male and female rats based on increased incidences of respiratory epithelial adenomas and olfactory epithelial neuroblastomas of the nose. NTP found some evidence of carcinogenicity in female mice (alveolar adenomas) and no evidence of carcinogenicity in male mice. Naphthalene has been identified as a carcinogen by IARC and NTP. 'SECTION 12: Ecological information GHS Classification: H411 -- Hazardous to the aquatic environment, chronic toxicity -- Category 2 Toxic to aquatic life with long lasting effects. Toxicity: Experimental studies of gas oils show that acute aquatic toxicity values are typically in the range 2-20 mg/L. These values are consistent with the predicted aquatic toxicity of these substances based on their hydrocarbon compositions. They should be regarded as toxic to aquatic organisms. with the potential to cause long term adverse effects in the aquatic environment. Persistence and Degradability: Gas oils are complex combinations of individual hydrocarbon species. Based on the known or expected properties of individual constituents. category members are not predicted to be readily biodegradable. Some hydrocarbon constituents of gas oils are predicted to meet the criteria for persistence. on the other hand. some components can be easily degraded by microorganisms under aerobic conditions. Persistence per IOPC Fund definition: Non -Persistent Bioaccumulative Potential: Gas oil components have measured or calculated Log Kow values in the range of 3.9 to 6 which indicates a high potential to bioaccumulate. Lower molecular weight compounds are readily metabolized and the actual bioaccumulation potential of higher molecular weight compounds is limited by the low water solubility and large molecular size. Mobility in Soil: Releases to water will result in a hydrocarbon film floating and spreading on the surface. For the lighter components, volatilization is an important loss process and reduces the hazard to aquatic organisms. In air, the hydrocarbon vapors react readily with hydroxyl radicals with half-lives of less than one day. Photoxidation on the water surface is also a significant loss process particularly for polycyclic aromatic compounds. In water the majority of components will be adsorbed on sediment. Adsorption is the most predominant physical process on release to soil. Adsorbed hydrocarbons will slowly degrade in both water and soil. Other adverse effects: None anticipated_ SECTION 13: Disposal considerations The generator of a waste is always responsible for making proper hazardous waste determinations and needs to consider state and local requirements in addition to federal regulations. This material. if discarded as produced. would not be a federally regulated RCRA "listed" hazardous waste. However, it would likely be identified as a federally regulated RCRA hazardous waste 724240 - #2 Heating Oil Issue Date: 12 -Feb -2018 Page 7/8 Status: FINAL for the following characteristic(s) shown below. See Sections 7 and 8 for information on handling, storage and personal protection and Section 9 for physical/chemical properties. It is possible that the material as produced contains constituents which are not required to be listed in the SDS but could affect the hazardous waste determination. Additionally, use which results in chemical or physical change of this material could subject it to regulation as a hazardous waste.Container contents should be completely used and containers should be emptied prior to discard. Container residues and rinseates could be considered to be hazardous wastes. EPA Waste Number(s) • D001 - Ignitability characteristic !SECTION 14: Transport information U.S. Department of Transportation (DOT) UN Number: UN1202 UN proper shipping name: Heating oil, light, Transport hazard class(es): 3 or Combustible liquid Packing Group: Ill Environmental Hazards: Marine pollutant - Environmentally Hazardous Special precautions for user: Combustible liquid classification is dependent on a flash point of >60° C (140° F) and <93° C (200° F). If transported in bulk by marine vessel in international waters, product is being carried under the scope of MARPOL Annex I. Container(s) greater than 5 liters (liquids) or 5 kilograms (solids), shipped by water mode and ALL bulk shipments may require the shipping description to contain the "Marine Pollutant" notation [49 CFR 172.203(1)] and the container(s) to display the [Marine Pollutant Mark] [49 CFR 172.322]. Transport in bulk according to Annex II of MARPOL 73/78 and the IBC Code: Not applicable !SECTION 15: Regulatory information CERCLA/SARA - Section 302 Extremely Hazardous Substances and TPQs (in pounds) This material does not contain any chemicals subject to the reporting requirements of SARA 302 and 40 CFR 372. CERCLA/SARA - Section 311/312 (Title III Hazard Categories) Should this product meet EPCRA 311/312 Tier reporting criteria at 40 CFR 370, refer to Section 2 of this SDS for appropriate classifications. CERCLA/SARA - Section 313 and 40 CFR 372 This material contains the following chemicals subject to the reporting requirements of Section 313 of SARA Title III and 40 CFR 372: Chemical Name Concentration de minimis Naphthalene < 1 EPA (CERCLA) Reportable Quantity (in pounds) EPA's Petroleum Exclusion applies to this material - (CERCLA 101(14)). California Proposition 65 ® WARNING. This product can expose you to chemicals including Naphthalene (CASRN 91-20-3) and Benzene (CASRN 71-43-2) which are known to the State of California to cause cancer, and Toluene (CASRN 108-88-3) and Benzene (CASRN 71-43-2) which are known to the State of California to cause birth defects or other reproductive harm. For more information go to www.P65Warnings.ca.gov. International Inventories All components are either listed on the US TSCA Inventory, or are not regulated under TSCA. All components are either on the DSL, or are exempt from DSL listing requirements. SECTION 16: Other information Issue Date: Previous Issue Date: SDS Number Status: 12 -Feb -2018 12 -Oct -2017 77'4240 FINAL 724240 - #2 Heating Oil Issue Date: 12 -Feb -2018 Page 8/8 Status: FINAL Revised Sections or Basis for Revision: Exposure limits (Section 8) Legend (pursuant to NOM-018-STPS-2015): The information within is considered correct but is not exhaustive and will be used for guidance only, which is based on the current knowledge of the substance or mixture and is applicable to the appropriate safety precautions for the product. Guide to Abbreviations: ACGIH = American Conference of Governmental Industrial Hygienists; CASRN = Chemical Abstracts Service Registry Number; CEILING = Ceiling Limit (15 minutes); CERCLA = The Comprehensive Environmental Response, Compensation, and Liability Act; EPA = Environmental Protection Agency; GHS = Globally Harmonized System; HPR = Hazardous Products Regulations; IARC = International Agency for Research on Cancer; INSHT = National Institute for Health and Safety at Work; IOPC = International Oil Pollution Compensation; LEL = Lower Explosive Limit; NE = Not Established; NFPA = National Fire Protection Association; NTP = National Toxicology Program; OSHA = Occupational Safety and Health Administration; PEL = Permissible Exposure Limit (OSHA); SARA = Superfund Amendments and Reauthorization Act; STEL = Short Term Exposure Limit (15 minutes); TLV = Threshold Limit Value (ACGIH); TWA = Time Weighted Average (8 hours); UEL = Upper Explosive Limit; WHMIS = Worker Hazardous Materials Information System (Canada) Disclaimer of Expressed and implied Warranties: The information presented in this Safety Data Sheet is based on data believed to be accurate as of the date this Safety Data Sheet was prepared. HOWEVER, NO WARRANTY OF MERCHANTABILITY, FITNESS FOR ANY PARTICULAR PURPOSE, OR ANY OTHER WARRANTY IS EXPRESSED OR IS TO BE IMPLIED REGARDING THE ACCURACY OR COMPLETENESS OF THE INFORMATION PROVIDED ABOVE, THE RESULTS TO BE OBTAINED FROM THE USE OF THIS INFORMATION OR THE PRODUCT, THE SAFETY OF THIS PRODUCT, OR THE HAZARDS RELATED TO ITS USE. No responsibility is assumed for any damage or injury resulting from abnormal use or from any failure to adhere to recommended practices. The information provided above, and the product, are furnished on the condition that the person receiving them shall make their own determination as to the suitability of the product for their particular purpose and on the condition that they assume the risk of their use. In addition, no authorization is given nor implied to practice any patented invention without a license. SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 PrN PETROCANADA Revision Date 2018/11/26 Print Date 2018/11/26 SECTION 1. IDENTIFICATION Product name Product code HYDREX �''� AW 46 HDXAW46P5R, HDXAW46P20. HDXAW46ICT, HDXAW46IBC, HDXAW46DRR. HDXAW46DRM, HDXAW46DCT, HDXAW46, HDXAW46BLK Manufacturer or supplier's details Emergency telephone number Emergency telephone number Petro -Canada America Lubricants Inc. 115N Oak Park Avenue #1C Oak Park IL 60301-1366 United States Petro -Canada Lubricants Inc.: +1 905-403-5770; CHEMTREC Transport Emergency: 1-800-424-9300: Poison Control Centre: Consult local telephone directory for emergency number(s). Recommended use of the chemical and restrictions on use Recommended use Prepared by These products are designed for use as heavy duty hydraulic power transmission fluids and for lubrication where good anti - wear and anti -oxidation properties are required. They would typically be used in high-pressure hydraulic systems, machine tools, presses. compressors, pumps, gear sets, and central- ized bearing lubrication systems. Product Safety +1 905-491-0565 SECTION 2. HAZARDS IDENTIFICATION Emergency Overview Appearance viscous liquid Colour Pale, straw -yellow. Odour Mild petroleum oil like. GHS classification in accordance with 29 CFR 1910.1200 Not a hazardous substance or mixture. GHS label elements Not a hazardous substance or mixture. Potential Health Effects Primary Routes of Entry Aggravated Medical Condi- Internet. lubricants.petro-canada com/sds TM Owned or used under license. Eye contact Ingestion Inhalation Skin contact None known Page: 1 / 11 SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 a t PErRouwan+► Revision Date 2018/11/26 Print Date 2018/11/26 tion Other hazards None known. IARC OSHA NTP No component of this product present at levels greater than or equal to 0.1% is identified as probable, possible or confirmed human carcinogen by IARC. No component of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcino- gen by OSHA. No component of this product present at levels greater than or equal to 0.1% is identified as a known or anticipated carcinogen by NTP. SECTION 3. COMPOSITION/INFORMATION ON INGREDIENTS Substance / Mixture Components Mixture Chemical name CAS -No. Concentration (% w/w) lubricating oils (petroleum).. C20-50. hydrotreated neutral oil -based 72623-87-1 70 - 90 lubricating oils (petroleum), C20-50, hydrotreated neutral oil -based. high viscosity 72623-85-9 10 - 20 distillates (petroleum), hydrotreated heavy paraffinic 64742-54-7 10 - 20 lubricating oils (petroleum). C15-30. hydrotreated neutral oil -based 72623-86-0 10 - 20 2,6-di-tert-butylphenol 128-39-2 0.1 - 0.25 SECTION 4. FIRST AID MEASURES If inhaled In case of skin contact In case of eye contact Internet: lubricants petro-canada.com/sds `" Owned or used under license. Move to fresh air. Artificial respiration and/or oxygen may be necessary. Seek medical advice. In case of contact, immediately flush skin with plenty of water for at least 15 minutes while removing contaminated clothing and shoes. Wash skin thoroughly with soap and water or use recognized skin cleanser Wash clothing before reuse. Seek medical advice. Remove contact lenses. Rinse immediately with plenty of water. also under the eyelids. for at least 15 minutes. Obtain medical attention. Page: 2 / 11 SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 4, PETROCANADA Revision Date 2018/11/26 Print Date 2018/11/26 If swallowed Most important symptoms and effects, both acute and delayed Rinse mouth with water. DO NOT induce vomiting unless directed to do so by a physi- cian or poison control center. Never give anything by mouth to an unconscious person. Seek medical advice. First aider needs to protect himself. SECTION 5. FIREFIGHTING MEASURES Suitable extinguishing media Unsuitable extinguishing media Specific hazards during fire- fighting Hazardous combustion prod- ucts Further information Use extinguishing measures that are appropriate to local cir- cumstances and the surrounding environment. No information available. Cool closed containers exposed to fire with water spray. Carbon oxides (CO. CO2), nitrogen oxides (NOx), sulphur oxides (SOx), smoke and irritating vapours as products of incomplete combustion. Prevent fire extinguishing water from contaminating surface water or the ground water system. SECTION 6. ACCIDENTAL RELEASE MEASURES Personal precautions, protec- tive equipment and emer- gency procedures Environmental precautions Methods and materials for containment and cleaning up Use personal protective equipment Ensure adequate ventilation. Evacuate personnel to safe areas. Material can create slippery conditions. Mark the contaminated area with signs and prevent access to unauthorized personnel. Only qualified personnel equipped with suitable protective equipment may intervene. Do not allow uncontrolled discharge of product into the envi- ronment. Prevent further leakage or spillage if safe to do so. Remove all sources of ignition. Soak up with inert absorbent material_ Non -sparking tools should be used. Ensure adequate ventilation. Contact the proper local authorities. SECTION 7. HANDLING AND STORAGE Advice on protection against fire and explosion None known. Advice on safe handling . For personal protection see section 8. Internet: lubricantspetro-Canada. comfsds 'M Owned or used under license. Page: 3 / 11 SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 .t PETROCANADA Revision Date 2018/11/26 Print Date 2018/11/26 Conditions for safe storage Smoking, eating and drinking should be prohibited in the ap- plication area. Use only with adequate ventilation. In case of insufficient ventilation, wear suitable respiratory equipment_ Avoidcontact with skin, eyes and clothing. Do not ingest. Keep away from heat and sources of ignition. Keep container closed when not in use_ Storein original container. Containers which are opened must be carefully resealed and kept upright to prevent leakage. Keep in a dry. cool and well -ventilated place. Keep in properly labelled containers. To maintain product quality, do not store in heat or direct sun- light. SECTION 8. EXPOSURE CONTROLS/PERSONAL PROTECTION Components with workplace control parameters Components CAS -No. Value type Control parame- Basis (Form of exposure) ters / Permissible concentration lubricating oils (petroleum), C20-50, hydrotreated neutral oil -based 72623-87-1 TWA (Mist) 5 mg/m3 OSHA Z-1 TWA (Inhal- able fraction) 5 mg/m3 ACGIH TWA (Mist) 5 mg/m3 OSHA PO TWA (Mist) 5 mg/m3 NIOSH REL ST (Mist; 10 mg/m3 NIOSH REL lubricating oils (petroleum), C20-50. hydrotreated neutral oil -based. high viscosity 72623-85-9 TWA (Mist) 5 mg/m3 OSHA Z-1 TWA (Inhal- able fraction) 5 mg/m3 ACGIH TWA (Mist) 5 mg/m3 OSHA PO TWA (Mist) 5 mg/m3 NIOSH REL ST (Mist) 10 mg/m3 NIOSH REL lubricating oils (petroleum), C15-30. hydrotreated neutral oil -based 72623-86-0 TWA (Mist) 5 mg/m3 OSHA Z-1 TWA (Inhal- able fraction) 5 mg/m3 ACGIH TWA (Mist) 5 mg/m3 OSHA PO TWA (Mist) 5 mg/m3 NIOSH REL ST (Mist) 10 mg/m3 NIOSH REL Engineering measures Internet lubricants.petro-canada com/sds Owned or used under license. No special ventilation requirements. Good general ventilation should be sufficient to control worker exposure to airborne contaminants. Page: 4 / 1 1 SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 PETRO CANADA Revision Date 2018/11/26 Print Date 2018/11/26 Personal protective equipment Respiratory protection Filter type Hand protection Material Remarks Eye protection Skin and body protection Protective measures Hygiene measures Use respiratory protection unless adequate local exhaust ventilation is provided or exposure assessment demonstrates that exposures are within recommended exposure guidelines. Respirator selection must be based on known or anticipated exposure levels, the hazards of the product and the safe working limits of the selected respirator organic vapour filter neoprene, nitrile, polyvinyl alcohol (PVA), Viton(R). Chemical -resistant, impervious gloves complying with an approved standard should be worn at all times when handling chemical products if a risk assessment indicates this is nec- essary. Wear face -shield and protective suit for abnormal processing problems. Choose body protection in relation to its type. to the concen- tration and amount of dangerous substances, and to the spe- cific work -place. Wash contaminated clothing before re -use. Remove and wash contaminated clothing and gloves, includ- ing the inside, before re -use. Wash face, hands and any exposed skin thoroughly after handling SECTION 9. PHYSICAL AND CHEMICAL PROPERTIES Appearance Colour Odour Odour Threshold pH Pour point Boiling point/boiling range Flash point Fire Point Evaporation rate Internet. lubricants.petro-canada.com/sds Owned or used under license. viscous liquid Pale, straw -yellow. Mild petroleum oil like. No data available No data available -39 °C (-38 °F) No data available 236 °C (457 °F) Method: Cleveland open cup No data available No data available Page: 5 / 11 SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 Revision Date 2018/11/26 Print Date 2018/11/26 Auto -ignition temperature No data available Upper explosion limit / Upper No data available flammability limit Lower explosion limit / Lower No data available flammability limit Vapour pressure No data available Relative vapour density No data available Relative density No data available Density 0.8660 kg/I (15 °C / 59 °F) Solubility(ies) Water solubility insoluble Partition coefficient: n- No data available octanol/water Decomposition temperature No data available Viscosity Viscosity, kinematic 46.4 cSt (40 °C / 104 °F) 6.92cSt (100°O/212°F) Explosive properties : Do not pressurise, cut. weld, braze, solder, drill, grind or ex- pose containers to heat or sources of ignition. SECTION 10. STABILITY AND REACTIVITY Possibility of hazardous reac- : Hazardous polymerisation does not occur. tions Stable under normal conditions. Conditions to avoid Incompatible materials Hazardous decomposition products No data available Reactive with oxidising agents and reducing agents. May release COx, SOx, H2S, metal oxides, methacrylate monomers, smoke and irritating vapours when heated to de- composition. SECTION 11. TOXICOLOGICAL INFORMATION 11.1 Information on toxicological effects Information on likely routes of exposure Eye contact Ingestion Inhalation Skin contact Internet: lubricants.petro-canada.com/sds Page: 6 / 11 'm Owned or used under license. SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 CAKADA Revision Date 2018/11/26 Print Date 2018/11/26 Acute toxicity Product: Acute oral toxicity Acute inhalation toxicity Acute dermal toxicity Remarks: No data available Assessment. The substance or mixture has no acute inhala- tion toxicity Remarks: No data available Assessment The substance or mixture has no acute dermal toxicity Remarks: No data available Components: lubricating oils (petroleum), C20-50, hydrotreated neutral oil -based: Acute oral toxicity LD50 (Rat): > 5,000 mg/kg, Acute inhalation toxicity LC50 (Rat): > 5.2 mg/I Exposure time: 4 h Test atmosphere: dust/mist Acute dermal toxicity LD50 (Rabbit): > 2,000 mg/kg. lubricating oils (petroleum), C20-50, hydrotreated neutral oil -based, high viscosity: Acute oral toxicity LD50 (Rat): > 5,000 mg/kg, Acute inhalation toxicity LC50 (Rat): > 5.2 mg/I Exposure time: 4 h Test atmosphere: dust/mist Acute dermal toxicity LD50 (Rabbit): > 2,000 mg/kg, lubricating oils (petroleum), C15-30, hydrotreated neutral oil -based: Acute oral toxicity LD50 (Rat): > 5,000 mg/kg, Acute inhalation toxicity LC50 (Rat): > 5.2 mg/I Exposure time 4 h Test atmosphere: dust/mist Acute dermal toxicity LD50 (Rabbit): > 2,000 mg/kg, Skin corrosion/irritation Product: Remarks No data available Serious eye damage/eye irritation Product: Remarks No data available Respiratory or skin sensitisation No data available Internet: lubricants.petro-canada.com/sds Page: 7 / 11 .^" Owned or used under license SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 Revision Date 2018/11/26 4 PETROCAMADA Print Date 2018/11/26 Germ cell mutagenicity No data available Carcinogenicity No data available Reproductive toxicity No data available STOT - single exposure No data available STOT - repeated exposure No data available SECTION 12. ECOLOGICAL INFORMATION Ecotoxicity Product: Toxicity to fish Toxicity to daphnia and other aquatic invertebrates Toxicity to algae Toxicity to microorganisms Persistence and degradability Product: Biodegradability Bioaccumulative potential No data available Mobility in soil No data available Other adverse effects No data available Remarks: No data available Remarks: No data available Remarks: No data available Remarks: No data available Remarks: No data available SECTION 13. DISPOSAL CONSIDERATIONS Disposal methods Waste from residues Internet: lubricants.petro-canada.com/sds '" Owned or used under license. The product should not be allowed to enter drains, water courses or the soil. Offer surplus and non -recyclable solutions to a licensed dis- posal company Waste must be classified and labelled prior to recycling or disposal. Send to a licensed waste management company. Page: 8 / 11 SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3 0 PETROCANADA Revision Date 2018/11/26 Print Date 2018/11/26 Dispose of product residue in accordance with the instructions of the person responsible for waste disposal. SECTION 14. TRANSPORT INFORMATION International Regulations IATA-DGR Not regulated as a dangerous good IMDG-Code Not regulated as a dangerous good National Regulations 49 CFR Not regulated as a dangerous good SECTION 15. REGULATORY INFORMATION California Prop. 65 This product contains chemical(s) known to the State of Cali- fornia to cause cancer and/or to cause birth defects or other reproductive harm. The chemicals include: ethylene oxide 75-21-8 The components of this product are reported in the following inventories: DSL On the inventory. or in compliance with the inventory TSCA All chemical substances in this product are either listed on the TSCA Inventory or are in compliance with a TSCA Inventory exemption. Internet: lubricants petro-canada com/sds Page: 9 / 11 TM Owned or used under license, SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 PETROUNADA Revision Date 2018/11/26 Print Date 2018/11/26 SECTION 16. OTHER INFORMATION Further information NFPA 704: Flammability Special hazard tn cr Full text of other abbreviations ACGIH N IOSH REL OSHA PO OSHA Z-1 ACGIH / TWA N IOSH REL /TWA N IOSH REL / ST OSHA PO / TWA OSHA Z-1 / TWA HMIS® IV: LAMMABILITY HMIS® ratings are based on a 0-4 rating scale, with 0 representing minimal haz- ards or risks, and 4 representing signifi- cant hazards or risks. The "*" represents a chronic hazard, while the "1" represents the absence of a chronic hazard. USA. ACGIH Threshold Limit Values (TLV) USA. NIOSH Recommended Exposure Limits USA. OSHA - TABLE Z-1 Limits for Air Contaminants - 1910.1000 USA. Occupational Exposure Limits (OSHA) - Table Z-1 Lim- its for Air Contaminants 8 -hour, time -weighted average Time -weighted average concentration for up to a 10 -hour workday during a 40 -hour workweek STEL - 15 -minute TWA exposure that should not be exceeded at any time during a workday 8 -hour time weighted average 8 -hour time weighted average AICS - Australian Inventory of Chemical Substances; ASTM - American Society for the Testing of Materials; bw - Body weight; CERCLA - Comprehensive Environmental Response, Compensa- tion, and Liability Act; CMR - Carcinogen, Mutagen or Reproductive Toxicant: DIN - Standard of the German Institute for Standardisation; DOT - Department of Transportation; DSL - Domestic Substances List (Canada): ECx - Concentration associated with x% response: EHS - Extremely Hazardous Substance; ELx - Loading rate associated with x% response; EmS - Emergency Schedule; ENCS - Existing and New Chemical Substances (Japan); ErCx - Concentration asso- ciated with x% growth rate response; ERG - Emergency Response Guide: GHS - Globally Har- monized System; GLP - Good Laboratory Practice: HMIS - Hazardous Materials Identification System; IARC - International Agency for Research on Cancer; IATA - International Air Transport Association; IBC - International Code for the Construction and Equipment of Ships carrying Dan- gerous Chemicals in Bulk: IC50 - Half maximal inhibitory concentration; ICAO - International Civil Aviation Organization: IECSC - Inventory of Existing Chemical Substances in China; IMDG - In- ternational Maritime Dangerous Goods; IMO - International Maritime Organization; ISHL - Indus- trial Safety and Health Law (Japan); ISO - International Organisation for Standardization; KECI - Korea Existing Chemicals Inventory; LC50 - Lethal Concentration to 50 % of a test population: LD50 - Lethal Dose to 50% of a test population (Median Lethal Dose): MARPOL - International Convention for the Prevention of Pollution from Ships: MSHA - Mine Safety and Health Admin- istration: n.o.s. - Not Otherwise Specified; NFPA - National Fire Protection Association; NO(A)EC - No Observed (Adverse) Effect Concentration; NO(A)EL - No Observed (Adverse) Effect Level: Internet: lubricants.petro-canada com/sds Page: 10 / 11 '"' Owned or used under license. SAFETY DATA SHEET HYDREX TM/MC AW 46 000003000469 Version 3.0 Revision Date 2018/11/26 Print Date 2018/11/26 NOELR - No Observable Effect Loading Rate; NTP - National Toxicology Program; NZIoC - New Zealand Inventory of Chemicals: OECD - Organization for Economic Co-operation and Develop- ment: OPPTS - Office of Chemical Safety and Pollution Prevention; PBT - Persistent, Bioaccumu- lative and Toxic substance; PICCS - Philippines Inventory of Chemicals and Chemical Substanc- es: (Q)SAR - (Quantitative) Structure Activity Relationship; RCRA - Resource Conservation and Recovery Act; REACH - Regulation (EC) No 1907/2006 of the European Parliament and of the Council concerning the Registration, Evaluation. Authorisation and Restriction of Chemicals; RQ - Reportable Quantity; SADT - Self -Accelerating Decomposition Temperature: SARA - Superfund Amendments and Reauthorization Act; SDS - Safety Data Sheet; TCSI - Taiwan Chemical Sub- stance Inventory; TSCA - Toxic Substances Control Act (United States): UN - United Nations: UNRTDG - United Nations Recommendations on the Transport of Dangerous Goods; vPvB - Very Persistent and Very Bioaccumulative For Copy of SDS Internet: lubricants.petro-canada.com/sds United States, telephone 1-800-268-5850: fax: 1-800-201- 6285 For Product Safety Information: 1 905-491-0565 Prepared by Product Safety +1 905-491-0565 Revision Date : 2018/11/26 The information provided in this Safety Data Sheet is correct to the best of our knowledge. infor- mation and belief at the date of its publication. The information given is designed only as a guid- ance for safe handling, use, processing, storage. transportation, disposal and release and is not to be considered a warranty or quality specification. The information relates only to the specific material designated and may not be valid for such material used in combination with any other materials or in any process, unless specified in the text. US/EN Internetlubricants.petro-canada com/sds Page: 11 / 11 'm Owned or used under license. SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date: SDS Number: 1.0 02/19/2016 400001003759 HUNTSMAN Enriching lives through mnovattor Date of last issue: - Date of first issue: 02/19/2016 SECTION 1. IDENTIFICATION Product name : JEFFTREAT® M-505 Manufacturer or supplier's details Company name of supplier : Huntsman International LLC Address : P.O. Box 4980 Telephone The Woodlands. TX 77387 United States of America Techlnfo: (281) 719-7780 E-mail address of person MSDS@huntsman.com responsible for the SDS Emergency telephone : Chemtrec: (800) 424-9300 or (703) 527-3887 Recommended use of the chemical and restrictions on use Recommended use Gas treating SECTION 2. HAZARDS IDENTIFICATION GHS Classification Skin corrosion Serious eye damage GHS Label element Hazard pictograms Signal Word Category 1B Category 1 Danger Hazard Statements : H314 Causes severe skin burns and eye damage. H318 Causes serious eye damage. Precautionary Statements Prevention: P264 Wash skin thoroughly after handling. P280 Wear protective gloves/ protective clothing/ eye protection/ face protection. Response: P301 + P330 + P331 IF SWALLOWED: Rinse mouth. Do NOT induce vomiting. P303 + P361 + P353 IF ON SKIN (or hair): Take off immediately all contaminated clothing. Rinse skin with water/shower. P304 + P340 + P310 IF INHALED: Remove person to fresh air and keep comfortable for breathing. Immediately call a POISON SDS US -PP - EN - 400001003759 1 / 17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date SDS Number: 1.0 02/19/2016 400001003759 HUNTSMAN Enriching lives through innovatior Date of last issue: - Date of first issue: 02/19/2016 CENTER or doctor/ physician. P305 + P351 + P338 + P310 IF IN EYES: Rinse cautiously with water for several minutes. Remove contact lenses, if present and easy to do. Continue rinsing. Immediately call a POISON CENTER or doctor/ physician. P363 Wash contaminated clothing before reuse. Storage: P405 Store locked up. Disposal: P501 Dispose of contents/ container to an approved waste disposal plant. Other hazards None known. SECTION 3. COMPOSITION/INFORMATION ON INGREDIENTS Substance / Mixture Hazardous ingredients Mixture Chemical Name CAS -No. Concentration ;%) Monomethyldiethanolamine 105-59-9 60 - 100 2-(2-aminoethoxy;ethanol 929-06-6 30 - 60 N-ethylaminoethoxyethanol 106007-99-2 1 - 3 SECTION 4. FIRST AID MEASURES General advice If inhaled In case of skin contact In case of eye contact Move out of dangerous area. Consult a physician. Show this material safety data sheet to the doctor in attendance. Do not leave the victim unattended. If unconscious place in recovery position and seek medical advice. If symptoms persist, call a physician. Immediate medical treatment is necessary as untreated wounds from corrosion of the skin heal slowly and with difficulty. If on skin. rinse well with water. If on clothes, remove clothes. Small amounts splashed into eyes can cause irreversible tissue damage and blindness. In the case of contact with eyes, rinse immediately with plenty of water and seek medical advice. Continue rinsing eyes during transport to hospital. Remove contact lenses. Protect unharmed eye. Keep eye wide open while rinsing. If eye irritation persists, consult a specialist. SDS_US-PP - EN - 400001003759 2 / 17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date: 1.0 02/19/2016 SDS Number: 400001003759 HUNTSMAN Enriching lives through innovatior Date of last issue: - Date of first issue: 02/19/2016 If swallowed Most important symptoms and effects. both acute and delayed Keep respiratory tract clear. Do NOT induce vomiting. Do not give milk or alcoholic beverages. Never give anything by mouth to an unconscious person. If symptoms persist, call a physician. Take victim immediately to hospital. None known. SECTION 5. FIRE -FIGHTING MEASURES Suitable extinguishing media Unsuitable extinguishing media Specific hazards during fire fighting Hazardous combustion products Specific extinguishing methods Further information Special protective equipment for fire-fighters Use extinguishing measures that are appropriate to local circumstances and the surrounding environment. High volume water jet Do not allow run-off from fire fighting to enter drains or water courses. No hazardous combustion products are known No data is available on the product itself. Collect contaminated fire extinguishing water separately. This must not be discharged into drains. Fire residues and contaminated fire extinguishing water must be disposed of in accordance with local regulations. Wear self-contained breathing apparatus for firefighting if necessary. SECTION 6. ACCIDENTAL RELEASE MEASURES Personal precautions, protective equipment and emergency procedures Environmental precautions Methods and materials for containment and cleaning up Use personal protective equipment. Evacuate personnel to safe areas. Ensure adequate ventilation. In case of inadequate ventilation wear respiratory protection. Prevent product from entering drains. Prevent further leakage or spillage if safe to do so. If the product contaminates rivers and lakes or drains inform respective authorities. Neutralize with acid. Soak up with inert absorbent material (e.g. sand, silica gel. acid binder. universal binder, sawdust). Keep in suitable. closed containers for disposal. SDS_US-PP - EN - 400001003759 3/17 SAFETY DATA SHEET HUNTSMAN Enriching Yves through innovatror JEFFTREAT® M-505 Version Revision Date: 1.0 02/19/2016 SDS Number: 400001003759 Date of last issue: - Date of first issue: 02/19/2016 SECTION 7. HANDLING AND STORAGE Advice on protection against fire and explosion Advice on safe handling Conditions for safe storage Materials to avoid Normal measures for preventive fire protection. Do not breathe vapors/dust. Avoid contact with skin and eyes. For personal protection see section 8. Smoking, eating and drinking should be prohibited in the application area. To avoid spills during handling keep bottle on a metal tray. Dispose of rinse water in accordance with local and national regulations. Keep container tightly closed in a dry and well -ventilated place. Observe label precautions. Electrical installations / working materials must comply with the technological safety standards. Keep away from strong acids. Keep away from metals. SECTION 8. EXPOSURE CONTROLS/PERSONAL PROTECTION Ingredients with workplace control parameters Contains no substances with occupational exposure limit values. Personal protective equipment Respiratory protection : Use a properly fitted. air -purifying or air -fed respirator complying with an approved standard if a risk assessment indicates this is necessary. Respirator selection must be based on known or anticipated exposure levels. the hazards of the product and the safe working limits of the selected respirator. Hand protection Remarks Eye protection Impervious gloves The suitability for a specific workplace should be discussed with the producers of the protective gloves. Please observe the instructions regarding permeability and breakthrough time which are provided by the supplier of the gloves. Also take into consideration the specific local conditions under which the product is used. such as the danger of cuts, abrasion, and the contact time. Eye wash bottle with pure water Tightly fitting safety goggles. Wear face -shield and protective suit for abnormal processing problems. Ensure that eyewash stations and safety showers are close to the workstation location. SDS_US-PP - EN - 400001003759 4 / 17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date: 1.0 02/19/2016 SDS Number: 400001003759 HUNTSMAN Enriching lives through innovatior Date of last issue: - Date of first issue: 02/19/2016 Skin and body protection Hygiene measures impervious clothing Choose body protection according to the amount and concentration of the dangerous substance at the work place. When using do not eat or drink. When using do not smoke. Wash hands before breaks and at the end of workday. SECTION 9. PHYSICAL AND CHEMICAL PROPERTIES Appearance Color Odor Odor Threshold pH Flash point Evaporation rate Flammability (solid, gas) Upper explosion limit Lower explosion limit Vapor pressure Relative vapor density Relative density Density Solubility(ies) Water solubility Solubility in other solvents Partition coefficient: n- octanol/water Autoignition temperature Thermal decomposition Viscosity Viscosity. kinematic Self -Accelerating liquid yellow amine -like No data is available on the product itself. 11.2 135 °C Method: closed cup No data is available on the product itself. No data is available on the product itself. No data is available on the product itself. No data is available on the product itself. No data is available on the product itself. No data is available on the product itself. 1.04 - 1.05 No data is available on the product itself. No data is available on the product itself. : No data is available on the product itself. No data is available on the product itself. No data is available on the product itself. No data is available on the product itself. 30 mm2/s (37.8 'C) No data is available on the product itself. SDS_US-PP - EN - 400001003759 5/17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date 1.0 02/19/2016 SDS Number. 400001003759 HUNTSMAN cinching lives through innovator Date of last issue: - Date of first issue: 02/19/2016 decomposition temperature (SADT) SECTION 10. STABILITY AND REACTIVITY Reactivity Chemical stability Possibility of hazardous reactions Conditions to avoid Hazardous decomposition products No dangerous reaction known under conditions of normal use. Stable under normal conditions. No decomposition if stored and applied as directed. No data available Carbon dioxide (0O2) Carbon monoxide Nitrogen oxides (NOx) SECTION 11. TOXICOLOGICAL INFORMATION Information on likely routes of exposure Acute toxicity Acute oral toxicity - Product Ingredients: Monomethyldiethanolamine: Acute inhalation toxicity 2-(2-aminoethoxy)ethanol: Acute inhalation toxicity Acute dermal toxicity - Product Acute toxicity (other routes of administration) Skin corrosion/irritation No data is available on the product itself. Acute toxicity estimate : 3,508 mg/kg Method: Calculation method LC50 (Rat, male and female): > 6.5 mg/m3 Exposure time: 6 h Test atmosphere: dust/mist LC50 (Rat, male and female): > 8.7 mg/m3 Exposure time: 8 h Test atmosphere: vapor Method: OECD Test Guideline 403 Acute toxicity estimate : > 5,000 mg/kg Method: Calculation method No data available Product: Remarks: Extremely corrosive and destructive to tissue. Serious eye damage/eye irritation Product: SDS_US-PP - EN - 400001003759 6/17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date SDS Number: 1.0 02/19/2016 400001003759 HUNTSMAN Enriching lives through innovatior Date of last issue: - Date of first issue: 02/19/2016 Remarks: May cause irreversible eye damage. Respiratory or skin sensitization Ingredients: Monomethyldiethanolamine: Routes of exposure: Skin Species: Guinea pig Result: Does not cause skin sensitization. 2-(2-aminoethoxy)ethanol: Routes of exposure: Skin Species: Guinea pig Method: OECD Test Guideline 406 Result: Does not cause skin sensitization. Assessment: No data available Germ cell mutagenicity Ingredients: Monomethyldiethanolamine: Genotoxicity in vitro 2-(2-aminoethoxy)ethanol: Genotoxicity in vitro Ingredients: Monomethyldiethanolamine: Genotoxicity in vivo 2-(2-aminoethoxy)ethanol: Genotoxicity in vivo Concentration: 100 - 10000 ug/plate Metabolic activation: with and without metabolic activation Method: OECD Test Guideline 471 Result: negative Metabolic activation: with and without metabolic activation Method: OECD Test Guideline 476 Result: negative Concentration: 100 - 10000 ug/plate Metabolic activation: with and without metabolic activation Method: OECD Test Guideline 471 Result: negative Concentration: 62.5 - 250 mg/kg Method: Directive 67/548/EEC. Annex V. B.21. Result: negative Method: OECD Test Guideline 482 Result: negative Application Route: Intraperitoneal injection Method: OECD Test Guideline 474 Result: negative Application Route: Intraperitoneal injection Dose: 62.5 - 250 mg/kg Result: negative SDS_US-PP - EN - 400001003759 7/17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date: 1.0 02/19/2016 SDS Number: 400001003759 HUNTSMAN Enriching lives through innovatior Date of last issue: - Date of first issue: 02/19/2016 Carcinogenicity No data available Carcinogenicity - Assessment IARC OSHA NTP Reproductive toxicity Ingredients: 2-(2-aminoethoxy)ethanol: Effects on fertility Ingredients: Monomethyldiethanolamine: Effects on fetal development 2-(2-aminoethoxy)ethanol: Reproductive toxicity - Assessment STOT-single exposure No data available No data available No ingredient of this product present at levels greater than or equal to 0.1% is identified as probable, possible or confirmed human carcinogen by IARC. No ingredient of this product present at levels greater than or equal to 0.1% is identified as a carcinogen or potential carcinogen by OSHA. No ingredient of this product present at levels greater than or equal to 0.1% is identified as a known or anticipated carcinogen by NTP. Species: Rat. male and female Application Route: Inhalation Method: OECD Test Guideline 422 Species: Rat. male and female Application Route: Dermal Method: OECD Test Guideline 411 Species: Rat. male and female Application Route: Dermal General Toxicity Maternal: NOAEL (No observed adverse effect level): 250 mg/kg body weight Result: No teratogenic effects. Species: Rat. male and female Application Route: Inhalation General Toxicity Maternal: NOAEL (No observed adverse effect level): 40 mg/m3 Method: OECD Test Guideline 422 Result: No teratogenic effects. No data available SDS_US-PP - EN - 400001003759 8/17 SAFETY DATA SHEET JEFFTREAT® M-505 HUNTSMAN Enriching lives through innovatior Version Revision Date: SDS Number: Date of last issue: - 1.0 02/19/2016 400001003759 Date of first issue: 02/19/2016 STOT-repeated exposure No data available Repeated dose toxicity Ingredients: Monomethyldiethanolamine: Species: Rat, male and female NOAEL (No observed adverse effect level): 750 mg/kg Application Route: Skin contact Exposure time: 2,160 h Number of exposures: 5 d Method: Subchronic toxicity 2-(2-aminoethoxy)ethanol: Species: Rat, male and female NOAEL (No observed adverse effect level): >= 175 mg/kg/d Application Route: Skin contact Exposure time: 13 Weeks Number of exposures: 6 h Method: Subchronic toxicity Repeated dose toxicity - : No data available Assessment Aspiration toxicity No data available Experience with human exposure General Information: No data available Inhalation: Skin contact: Eye contact: Ingestion: No data available No data available No data available No data available Toxicology, Metabolism, Distribution No data available Neurological effects No data available SDS_US-PP - EN - 400001003759 9 / 17 SAFETY DATA SHEET HUNTSMAN Enriching lives through innovatior JEFFTREAT® M-505 Version Revision Date 1.0 02/19/2016 SDS Number: 400001003759 Date of last issue: - Date of first issue: 02/19/2016 Further information Product: Remarks: No data available SECTION 12. ECOLOGICAL INFORMATION Ecotoxicity Ingredients: Monomethyldiethanolamine: Toxicity to fish 2-(2-aminoethoxy)ethanol: Toxicity to fish Ingredients: Monomethyldiethanolamine: Toxicity to daphnia and other aquatic invertebrates 2-(2-aminoethoxy)ethanol: Toxicity to daphnia and other aquatic invertebrates Ingredients: Monomethyldiethanolamine: Toxicity to algae 2-(2-aminoethoxy)ethanol: Toxicity to algae LC50 (Leuciscus idus (Golden orfe)): 1.000 - 2.200 mg/I Exposure time: 96 h Test Type: static test Test substance: Fresh water Method: DIN 38412 LC50 (Leuciscus idus (Golden orfe)): > 681 mg/I Exposure time: 96 h Test Type: static test Test substance: Fresh water Method: DIN 38412 EC50 (Daphnia magna (Water flea)): 233 mg/I Exposure time. 48 h Test Type: static test Test substance: Fresh water EC50 (Daphnia magna (Water flea)): 189 mg/I Exposure time: 48 h Test Type: static test Test substance: Fresh water Method: Directive 67/548/EEC, Annex V. C.2. ErC50 (Desmodesmus subspicatus (Scenedesmus subspicatus)) 176 mg/I Exposure time: 72 h Test substance: Fresh water Method: DIN 38412 ErC50 (Desmodesmus subspicatus (Scenedesmus subspicatus)): 202 mg/I Exposure time: 72 h Test Type: static test Test substance: Fresh water Method: DIN 38412 SDS_US-PP - EN - 400001003759 10 / 17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date 1.0 02/19/2016 SDS Number: 400001003759 HUNTSMAN Enriching l ves through innovatior Date of last issue: - Date of first issue: 02/19/2016 M -Factor (Acute aquatic toxicity) Toxicity to fish (Chronic toxicity) Toxicity to daphnia and other aquatic invertebrates (Chronic toxicity) M -Factor (Chronic aquatic toxicity) Ingredients: Monomethyldiethanolamine: Toxicity to bacteria 2-(2-aminoethoxy)ethanol: Toxicity to bacteria Toxicity to soil dwelling organisms Plant toxicity Sediment toxicity Toxicity to terrestrial organisms Ecotoxicology Assessment Acute aquatic toxicity Chronic aquatic toxicity Toxicity Data on Soil Other organisms relevant to the environment Further information: No data available Persistence and degradability Ingredients: Monomethyldiethanolamine: Biodegradability No data available No data available No data available No data available EC50 (Pseudomonas putida): 413.8 mg/I Exposure time: 17 h Method: DIN 38 412 Part 8 EC50 (Pseudomonas putida): 110 mg/I Exposure time: 17 h Test Type: static test Test substance Fresh water Method: DIN 38 412 Part 8 No data available No data available No data available No data available No data available No data available No data available No data available Inoculum: activated sludge SDS_US-PP - EN - 400001003759 11 /17 SAFETY DATA SHEET HUNTSMAN inching lives through mnovatior JEFFTREAT® M-505 Version Revision Date 1.0 02/19/2016 SDS Number: 400001003759 Date of last issue: - Date of first issue: 02/19/2016 2-(2-aminoethoxy)ethanol: ethanol: Biodegradability Biochemical Oxygen Demand (BOD) Chemical Oxygen Demand (COD) BOD/COD ThOD BOD/ThOD Dissolved organic carbon (DOC) Physico-chemical removability Stability in water Photodegradation Impact on Sewage Treatment Bioaccumulative potential Ingredients: Monomethyldiethanolamine: Bioaccumulation Ingredients: Monomethyldiethanolamine: Partition coefficient: n- octanol/water Concentration: 41 mg/I Result: Readily biodegradable. Biodegradation: 96 % Exposure time: 18 d Method: OECD Test Guideline 301A Inoculum: activated sludge Biodegradation: 84 Exposure time: 28 d Method: OECD Test Guideline 302B Inoculum. activated sludge Result: Readily biodegradable. Biodegradation 90 - 100 Exposure time: 17 d Method: OECD Test Guideline 301A No data available No data available No data available No data available No data available No data available No data available No data available No data available No data available Bioconcentration factor (BCF): 3.16 Remarks: Does not bioaccumulate. log Pow: -1.08 (25 °C) pH: 9.9 - 10.4 SDS_US-PP - EN - 400001003759 12 / 17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date: SDS Number. 1.0 02/19/2016 400001003759 HUNTSMAN Enriching lives through innovation Date of last issue: - Date of first issue: 02/19/2016 2-(2-aminoethoxy)ethanol: Partition coefficient: n- octanol/water Mobility in soil Mobility Ingredients: Monomethyldiethanolamine: Distribution among environmental compartments 2-(2-aminoethoxy)ethanol: : Distribution among environmental compartments Stability in soil Other adverse effects Environmental fate and pathways Results of PBT and vPvB assessment Endocrine disrupting potential Adsorbed organic bound halogens (AOX) Hazardous to the ozone layer Ozone -Depletion Potential Additional ecological information - Product Global warming potential (GWP) log Pow: -1.89 (20 °C) No data available Koc: 1. Koc: 1 - 1.061. No data available No data available No data available No data available No data available Regulation: 40 CFR Protection of Environment; Part 82 Protection of Stratospheric Ozone - CAA Section 602 Class I Substances Remarks: This product neither contains. nor was manufactured with a Class I or Class II ODS as defined by the U.S. Clean Air Act Section 602 (40 CFR 82. Subpt. A. App.A + B). No data available No data available SECTION 13. DISPOSAL CONSIDERATIONS Disposal methods Waste from residues Do not dispose of waste into sewer. Do not contaminate ponds, waterways or ditches with chemical or used container. Send to a licensed waste management company. SDS_US-PP - EN - 400001003759 13 / 17 SAFETY DATA SHEET HUNTSMAN Enriching lives through innovation JEFFTREAT® M-505 Version Revision Date SDS Number: 1.0 02/19/2016 400001003759 Date of last issue: - Date of first issue: 02/19/2016 Contaminated packaging Empty remaining contents. Dispose of as unused product. Do not re -use empty containers. SECTION 14. TRANSPORT INFORMATION International Regulation IATA UN/ID No. UN 3267 Proper shipping name Corrosive liquid, basic, organic. n.o.s. (ALKANOLAMINE) Class 8 Packing group II Labels Corrosive Packing instruction (cargo 855 aircraft) Packing instruction 851 (passenger aircraft) IMDG UN number Proper shipping name Class Packing group Labels EmS Code Marine pollutant UN 3267 CORROSIVE LIQUID. BASIC, ORGANIC, N.O.S. (ALKANOLAMINE) 8 I I 8 F -A, S -B no Transport in bulk according to Annex II of MARPOL 73/78 and the IBC Code Not applicable for product as supplied. Domestic regulation DOT Classification UN/ID/NA number Proper shipping name Class Packing group Labels ERG Code Marine pollutant UN 3267 CORROSIVE LIQUID. BASIC, ORGANIC. N.O.S. (ALKANOLAMINE) 8 I I CORROSIVE 153 no SECTION 15. REGULATORY INFORMATION TSCA - 5(a) Significant New Not relevant Use Rule List of Chemicals SDS_US-PP - EN - 400001003759 14 / 17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date SDS Number: 1.0 02/19/2016 400001003759 HUNTSMAN Enriching lives through innovatior Date of last issue: - Date of first issue: 02/19/2016 EPCRA - Emergency Planning and Community Right -to -Know CERCLA Reportable Quantity Ingredients CAS -No. Component RQ ;Ibsr Calculated product RQ (lbs) MONOETHYLENE GLYCOL (MEG) 107-21-1 5000 75-21-8 10 * ETHYLENE OXIDE (EO) PROPYLENE OXIDE (PO; 75-56-9 100 *: Calculated RQ exceeds reasonably attainable upper limit. SARA 311/312 Hazards SARA 313 Acute Health Hazard This material does not contain any chemical components with known CAS numbers that exceed the threshold (De Minimis) reporting levels established by SARA Title III. Section 313. Clean Air Act This product neither contains. nor was manufactured with a Class I or Class II ODS as defined by the U.S. Clean Air Act Section 602 (40 CFR 82. Subpt. A, App.A + B). This product does not contain any hazardous air pollutants (HAP), as defined by the U.S. Clean Air Act Section 12 (40 CFR 61). This product does not contain any chemicals listed under the U.S. Clean Air Act Section 111 SOCMI Intermediate or Final VOC's (40 CFR 60.489). California Prop 65 ethylene oxide methyloxirane Ethylene glycol ethylene oxide WARNING' This product contains a chemical known in the State of California to cause cancer. 75-21-8 75-56-9 WARNING: This product contains a chemical known in the State of California to cause birth defects or other reproductive harm. 107-21-1 75-21-8 The ingredients of this product are reported in the following inventories: CH INV TSCA DSL AICS NZIoC ENCS ISHL KECI PICCS IECSC The mixture contains substances listed on the Swiss Inventory On TSCA Inventory All components of this product are on the Canadian DSL. On the inventory, or in compliance with the inventory On the inventory, or in compliance with the inventory Not in compliance with the inventory On the inventory, or in compliance with the inventory On the inventory, or in compliance with the inventory On the inventory, or in compliance with the inventory On the inventory, or in compliance with the inventory SDS_US-PP - EN - 400001003759 15 / 17 SAFETY DATA SHEET HUNTSMAN Enriching lives through innovatior JEFFTREAT® M-505 Version Revision Date- SDS Number: 1.0 02/19/2016 400001003759 Date of last issue: - Date of first issue: 02/19/2016 SECTION 16. OTHER INFORMATION Further information NFPA: Flammability t To a) Special hazard. U, a a- -"•=d - Revision Date 02/19/2016 HMIS III: HEALTH FLAMMABILITY PHYSICAL HAZARD 3 1 0 0 = not significant, 1 =Slight. 2 = Moderate, 3 = High 4 = Extreme, ' = Chronic While the information and recommendations in this publication are to the best of our knowledge, information and belief accurate at the date of publication. NOTHING HEREIN IS TO BE CONSTRUED AS A WARRANTY, EXPRESS OR OTHERWISE. IN ALL CASES, IT IS THE RESPONSIBILITY OF THE USER TO DETERMINE THE APPLICABILITY OF SUCH INFORMATION AND RECOMMENDATIONS AND THE SUITABILITY OF ANY PRODUCT FOR ITS OWN PARTICULAR PURPOSE. THE PRODUCT MAY PRESENT HAZARDS AND SHOULD BE USED WITH CAUTION. WHILE CERTAIN HAZARDS ARE DESCRIBED IN THIS PUBLICATION. NO GUARANTEE IS MADE THAT THESE ARE THE ONLY HAZARDS THAT EXIST. Hazards. toxicity and behaviour of the products may differ when used with other materials and are dependent upon the manufacturing circumstances or other processes. Such hazards. toxicity and behaviour should be determined by the user and made known to handlers, processors and end users. The trademarks above are the property of Huntsman Corporation or an affiliate thereof. NO PERSON OR ORGANIZATION EXCEPT A DULY AUTHORIZED HUNTSMAN EMPLOYEE IS AUTHORIZED TO PROVIDE OR MAKE AVAILABLE DATA SHEETS FOR HUNTSMAN PRODUCTS. DATA SHEETS FROM UNAUTHORIZED SOURCES MAY CONTAIN INFORMATION THAT IS NO LONGER CURRENT OR ACCURATE. NO PART OF THIS DATA SHEET MAY BE REPRODUCED OR TRANSMITTED IN ANY FORM, OR BY ANY MEANS, WITHOUT PERMISSION IN WRITING FROM HUNTSMAN. ALL REQUESTS FOR PERMISSION TO REPRODUCE MATERIAL FROM THIS DATA SHEET SDS_US-PP - EN - 400001003759 16 / 17 SAFETY DATA SHEET JEFFTREAT® M-505 Version Revision Date: SDS Number: 1.0 02/19/2016 400001003759 HUNTSMAN Enriching lives through innovator Date of last issue: - Date of first issue: 02/19/2016 SHOULD BE DIRECTED TO HUNTSMAN, MANAGER, PRODUCT SAFETY AT THE ABOVE ADDRESS. SDS US -PP - EN - 400001003759 17 / 17 BRENNTA� == 1. Identification Product identifier Other means of identification CAS number Recommended use Recommended restrictions SAFETY DATA SHEET METHANOL 67-56-1 ALL PROPER AND LEGAL PURPOSES None known. Manufacturer/Importer/Supplier/Distributor information Manufacturer Company name Address Telephone E-mail Emergency phone number 2. Hazard(s) identification Physical hazards Health hazards Environmental hazards OSHA defined hazards Label elements Signal word Hazard statement Precautionary statement Prevention Response Storage Disposal Hazard(s) not otherwise classified (HNOC) Supplemental information Brenntag / Coastal Chemical Co , LLC 3520 Veterans Memorial Drive Abbeville. LA 70510 337-893-3862 Not available. 800-424-9300 CHEMTREC Flammable liquids Category 2 Acute toxicity inhalation Category 3 Serious eye damage/eye irritation Category 2 Reproductive toxicity Category 1 Specific target organ toxicity, single exposure Category 1 Not classified. Not classified. Danger Highly flammable liquid and vapor. Toxic if inhaled. Causes serious eye irritation. May damage fertility or the unborn child. Causes damage to organs. Obtain special instructions before use. Do not handle until all safety precautions have been read and understood. Keep away from heat/sparks/open flames/hot surfaces. - No smoking. Keep container tightly closed. Ground/bond container and receiving equipment. Use explosion -proof electricalventilating/lighting equipment. Use only non -sparking tools. Take precautionary measures against static discharge. Do not breathe mist or vapor. Wash thoroughly after handling. Do not eat, drink or smoke when using this product. Use only outdoors or in a well -ventilated area Wear protective gloves/protective clothing/eye protection/face protection. If on skin (or hair): Take off immediately all contaminated clothing. Rinse skin with water/shower. If inhaled. Remove person to fresh air and keep comfortable for breathing. If in eyes: Rinse cautiously with water for several minutes. Remove contact lenses, if present and easy to do. Continue rinsing. Call a poison center/doctor. If eye irritation persists: Get medical advice/attention. In case of fire: Use appropriate media to extinguish. Store in a well -ventilated place Keep container tightly closed Store in a well -ventilated place. Keep cool. Store locked up. Dispose of contents/container in accordance with local/regionalinational/international regulations. Static accumulating flammable liquid can become electrostatically charged even in bonded and grounded equipment. Sparks may ignite liquid and vapor. May cause flash fire or explosion. None Material name: METHANOL 480840 Version #: 52 Revision date: 04-24-2018 Issue date: 05-09-2015 sos us 1/9 3. Composition/information on ingredients Substances Chemical name Common name and synonyms CAS number METHANOL 67-56-1 +Designates that a specific chemical identity and/or percentage of composition has been withheld as a trade secret. 4. First -aid measures Inhalation Skin contact Eye contact Ingestion Most important symptoms/effects, acute and delayed Indication of immediate medical attention and special treatment needed General information 5. Fire -fighting measures Suitable extinguishing media Unsuitable extinguishing media Specific hazards arising from the chemical Special protective equipment and precautions for firefighters Fire fighting equipment/instructions Specific methods General fire hazards % 100 Remove victim to fresh air and keep at rest in a position comfortable for breathing. Oxygen or artificial respiration if needed. Do not use mouth-to-mouth method if victim inhaled the substance. Induce artificial respiration with the aid of a pocket mask equipped with a one-way valve or other proper respiratory medical device. Call a POISON CENTER or doctor/physician. Take off immediately all contaminated clothing. Rinse skin with water/shower. Get medical attention if irritation develops and persists. Immediately flush eyes with plenty of water for at least 15 minutes. Remove contact lensesif present and easy to do. Continue rinsing. Get medical attention if irritation develops and persists. IF SWALLOWED: Immediately call a POISON CENTER or doctor physician. Rinse mouth. If swallowed, induce vomiting immediately as directed by medical personnel. Headache. Dizziness. Nausea. vomiting. Severe eye irritation. Symptoms may include stinging. tearing. redness. swelling. and blurred vision. Provide general supportive measures and treat symptomatically. Thermal burns: Flush with water immediately While flushing, remove clothes which do not adhere to affected area Call an ambulance. Continue flushing during transport to hospital. Keep victim warm. Keep victim under observation. Symptoms may be delayed. Take off all contaminated clothing immediately. IF exposed or concerned: Get medical advice/attention. If you feel unwell, seek medical advice (show the label where possible). Ensure that medical personnel are aware of the material(s) involved, and take precautions to protect themselves. Show this safety data sheet to the doctor in attendance. Wash contaminated clothing before reuse. Water fog Alcohol resistant foam. Carbon dioxide (CO2). Dry chemical powder. carbon dioxide, sand or earth may be used for small fires only Do not use water jet as an extinguisheras this will spread the fire. Vapors may form explosive mixtures with air. Vapors may travel considerable distance to a source of ignition and flash back. This product is a poor conductor of electricity and can become electrostatically charged. If sufficient charge is accumulated, ignition of flammable mixtures can occur. To reduce potential for static discharge, use proper bonding and grounding procedures. This liquid may accumulate static electricity when filling properly grounded containers Static electricity accumulation may be significantly increased by the presence of small quantities of water or other contaminants. Material will float and may ignite on surface of water. During fire.. gases hazardous to health may be formed. Self-contained breathing apparatus and full protective clothing must be worn in case of fire In case of fire and/or explosion do not breathe fumes. Move containers from fire area if you can do so without risk. Use standard firefighting procedures and consider the hazards of other involved materials. Highly flammable liquid and vapor. 6. Accidental release measures Personal precautions, protective equipment and emergency procedures Keep unnecessary personnel away. Keep people away from and upwind of spill/leak. Eliminate all ignition sources (no smoking, flares. sparks, or flames in immediate area). Wear appropriate protective equipment and clothing during clean-up. Do not breathe mist or vapor. Do not touch damaged containers or spilled material unless wearing appropriate protective clothing Ventilate closed spaces before entering them Use appropriate containment to avoid environmental contamination. Transfer by mechanical means such as vacuum truck to a salvage tank or other suitable container for recovery or safe disposal. Local authorities should be advised if significant spillages cannot be contained. For personal protection. see section 8 of the SDS. Material name: METHANOL 480840 Version #: 52 Revision date: 04-24-2018 Issue date: 05-09-2015 sus us 2/9 Methods and materials for containment and cleaning up Environmental precautions 7. Handling and storage Precautions for safe handling Conditions for safe storage, including any incompatibilities Eliminate all ignition sources (no smoking. flares, sparks, or flames in immediate area). Keep combustibles (wood, paper, oil, etc ) away from spilled material. Take precautionary measures against static discharge. Use only non -sparking tools. This product is miscible in water. Large Spills: Stop the flow of material. if this is without risk. Dike the spilled material. where this is possible. Use a non-combustible material like vermiculite, sand or earth to soak up the product and place into a container for later disposal. Following product recovery, flush area with water. Small Spills: Absorb with earth, sand or other non-combustible material and transfer to containers for later disposal. Wipe up with absorbent material (e.g. cloth, fleece). Clean surface thoroughly to remove residual contamination. Never return spills to original containers for re -use. For waste disposal, see section 13 of the SDS. For waste disposal. see section 13 of the SDS. Avoid discharge into drains, water courses or onto the ground. Use appropriate containment to avoid environmental contamination Obtain special instructions before use. Do not handle until all safety precautions have been read and understood. Do not handle. store or open near an open flame, sources of heat or sources of ignition. Protect material from direct sunlight. Explosion -proof general and local exhaust ventilation. Minimize fire risks from flammable and combustible materials (including combustible dust and static accumulating liquids) or dangerous reactions with incompatible materials. Handling operations that can promote accumulation of static charges include but are not limited to: mixing. filtering, pumping at high flow rates, splash filling, creating mists or sprays. tank and container filling, tank cleaning, sampling, gauging. switch loading, vacuum truck operations Take precautionary measures against static discharges. All equipment used when handling the product must be grounded Use non -sparking tools and explosion -proof equipment Do not breathe mist or vapor. Avoid contact with eyes. When using, do not eat, drink or smoke. Pregnant or breastfeeding women must not handle this product. Use only outdoors or in a well -ventilated area. Should be handled in closed systems. if possible. Wear appropriate personal protective equipment. Wash hands thoroughly after handling. Observe good industrial hygiene practices. For additional information on equipment bonding and grounding. refer to the Canadian Electrical Code in Canada, (CSA C22.1), or the American Petroleum Institute (API) Recommended Practice 2003, "Protection Against Ignitions Arising out of Static, Lightning, and Stray Currents" or National Fire Protection Association (NFPA) 77, "Recommended Practice on Static Electricity" or National Fire Protection Association (NFPA) 70, "National Electrical Code". Store locked up Keep away from heat sparks and open flame. Prevent electrostatic charge build-up by using common bonding and grounding techniques. Eliminate sources of ignition. Avoid spark promoters. Ground/bond container and equipment. These alone may be insufficient to remove static electricity. Store in a cool, dry place out of direct sunlight. Store in original tightly closed container. Store in a well -ventilated place. Keep in an area equipped with sprinklers. Store away from incompatible materials (see Section 10 of the SDS). Store away from incompatible materials (see Section 10 of the SDS). 8. Exposure controls/personal protection Occupational exposure limits US. OSHA Table Z-1 Limits for Air Contaminants (29 CFR 1910.1000) Material Type Value METHANOL (CAS 67-56-1) PEL US. ACGIH Threshold Limit Values Material Type 260 mg/m3 200 ppm Value METHANOL (CAS 67-56-1) STEL TWA US. NIOSH: Pocket Guide to Chemical Hazards Material Type 250 ppm 200 ppm Value METHANOL (CAS 67-56-1) STEL TWA 325 mg/ m3 250 ppm 260 mg/m3 200 ppm Material name: METHANOL 480840 Version #: 52 Revision date: 04-24-2018 Issue date: 05-09-2015 SOS US 3/9 Biological limit values ACGIH Biological Exposure Indices Material Value Determinant Specimen Sampling Time METHANOL (CAS 67-56-1) 15 mg/I Methanol * - For sampling details, please see the source document Exposure guidelines US - California OELs: Skin designation METHANOL (CAS 67-56-1) US - Minnesota Haz Subs: Skin designation applies METHANOL (CAS 67-56-1) US - Tennessee OELs: Skin designation METHANOL (CAS 67-56-1) US ACGIH Threshold Limit Values: Skin designation METHANOL (CAS 67-56-1) Urine Can be absorbed through the skin. Skin designation applies. Can be absorbed through the skin. Can be absorbed through the skin. US NIOSH Pocket Guide to Chemical Hazards: Skin designation METHANOL (CAS 67-56-1) Can be absorbed through the skin. Appropriate engineering Explosion -proof general and local exhaust ventilation. Good general ventilation (typically 10 air controls changes per hour) should be used Ventilation rates should be matched to conditions If applicable. use process enclosures local exhaust ventilation. or other engineering controls to maintain airborne levels below recommended exposure limits. If exposure limits have not been established. maintain airborne levels to an acceptable level Provide eyewash station. Eye wash fountain and emergency showers are recommended. Individual protection measures, such as personal protective equipment The following are recommendations for Personnel Protective Equipment (PPE). The employer/user of this product must perform a Hazard Assessment of the workplace according to OSHA regulations 29 CFR 1910.132 to determine the appropriate PPE for use while performing any task involving potential exposure to this product. Eye/face protection Chemical respirator with organic vapor cartridge and full facepiece. Skin protection Hand protection Other Respiratory protection Thermal hazards General hygiene considerations Wear appropriate chemical resistant gloves. Suitable gloves can be recommended by the glove supplier Wear appropriate chemical resistant clothing. Use of an impervious apron is recommended Chemical respirator with organic vapor cartridge and full facepiece. Wear appropriate thermal protective clothing, when necessary. Observe any medical surveillance requirements. When using do not smoke. Always observe good personal hygiene measures. such as washing after handling the material and before eating. drinking, and/or smoking. Routinely wash work clothing and protective equipment to remove contaminants 9. Physical and chemical properties Appearance Physical state Form Color Odor Odor threshold pH Melting point/freezing point Initial boiling point and boiling range Flash point Evaporation rate Flammability (solid, gas) Liquid Liquid CLEAR COLORLESS ALCOHOL Not available. Not available. -144 °F (-97.78 °C) 148.46 °F (64.7 °C) 101.325 kPa 52.0 °F (11.1 °C) Not available. Not applicable Upper/lower flammability or explosive limits Flammability limit - lower Not available (%) Material name: METHANOL 480840 Version #: 52 RevIsion date. 04-24-2018 Issue date: 05-09-2015 SUS US 4/9 Flammability limit - upper Not available. (%) Explosive limit - lower (To) Not available. Explosive limit - upper (%) Not available. Vapor pressure 16.93 kPa at 25 °C Vapor density Not available Relative density Not available. Solubility(ies) Solubility (water) Miscible Partition coefficient -0.77 (n-octanol/water) Auto -ignition temperature 464 °F (240 °C) Decomposition temperature Not available. Viscosity Not available Other information Density Dynamic viscosity Explosive properties Flammability class Heat of combustion (NFPA 30B) Molecular formula Molecular weight Oxidizing properties Percent volatile Specific gravity Surface tension VOC 10. Stability and reactivity Reactivity 6.61 lbs/gal 0.61 mPa.s Not explosive. Flammable IS estimated 19 kJ/g C -H4 -O 32.04 g/mol Not oxidizing. 100% 0.79 22.61 mN/m (68 "F (20 "C)) 100 % 100 % EPA estimated The product is stable and non -reactive under normal conditions of use storage and transport Chemical stability Material is stable under normal conditions. Possibility of hazardous reactions Conditions to avoid Incompatible materials Hazardous decomposition products 11. Toxicological information Information on likely routes of exposure Hazardous polymerization does not occur. Avoid heat. sparks. open flames and other ignition sources. Avoid temperatures exceeding the flash point. Contact with incompatible materials. Strong oxidizing agents. No hazardous decomposition products are known. Inhalation Toxic if inhaled. May cause damage to organs by inhalation Skin contact No adverse effects due to skin contact are expected. Eye contact Causes serious eye irritation. Ingestion Expected to be a low ingestion hazard. Symptoms related to the Headache. Dizziness. Nausea, vomiting Severe eye irritation. Symptoms may include stinging, physical, chemical and tearing. redness. swelling, and blurred vision. toxicological characteristics Information on toxicological effects Acute toxicity Toxic if inhaled. Skin corrosion/irritation Prolonged skin contact may cause temporary irritation. Material name: METHANOL 480840 Version #: 52 Revision date: 04-24-2018 Issue date: 05-09-2015 sus us 5/9 Serious eye damage/eye irritation Respiratory or skin sensitization Respiratory sensitization Skin sensitization Germ cell mutagenicity Carcinogenicity Causes serious eye irritation. Not a respiratory sensitizer. This product is not expected to cause skin sensitization. No data available to indicate product or any components present at greater than 0.1 % are mutagenic or genotoxic. Not classifiable as to carcinogenicity to humans. IARC Monographs. Overall Evaluation of Carcinogenicity Not listed. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1062) Not regulated US. National Toxicology Program (NTP) Report on Carcinogens Not listed. Reproductive toxicity May damage fertility or the unborn child. Specific target organ toxicity - single exposure Specific target organ toxicity - repeated exposure Aspiration hazard 12. Ecological information Ecotoxicity Product Causes damage to organs. Not classified. Not an aspiration hazard. The product is not classified as environmentally hazardous. However, this does not exclude the possibility that large or frequent spills can have a harmful or damaging effect on the environment. Species Test Results METHANOL (CAS 67-56-1) Aquatic Crustacea Fish Persistence and degradability Bioaccumulative potential Partition coefficient n-octanol / water (log Kow) -077 Mobility in soil Other adverse effects EC50 Water flea (Daphnia magna) > 10000 mg/I, 48 hours LC50 Fathead minnow (Pimephales promelas) > 100 mg/I, 96 hours No data is available on the degradability of this product No data available. The product contains volatile organic compounds which have a photochemical ozone creation potential. 13. Disposal considerations Disposal instructions Local disposal regulations Hazardous waste code Collect and reclaim or dispose in sealed containers at licensed waste disposal site. Dispose of contents/container in accordance with local;regional/nationalinternational regulations. Dispose in accordance with all applicable regulations. The waste code should be assigned in discussion between the user, the producer and the waste disposal company. US RCRA Hazardous Waste U List: Reference METHANOL (CAS 67-56-1) U154 Waste from residues / unused products Contaminated packaging Dispose of in accordance with local regulations. Empty containers or liners may retain some product residues. This material and its container must be disposed of in a safe manner (see. Disposal instructions). Since emptied containers may retain product residue, follow label warnings even after container is emptied. Empty containers should be taken to an approved waste handling site for recycling or disposal. 14. Transport information DOT UN number UN1230 UN proper shipping name METHANOL Material name: METHANOL 480840 Version #: 52 Revision date: 04-24-2018 Issue date: 05-09-2015 SOS US 6/9 Transport hazard class(es) Class 3 Subsidiary risk - Packing group II Special precautions for user Read safety instructions, SDS and emergency procedures before handling. ERG number 131 DOT information on packaging may be different from that listed IATA UN number UN1230 UN proper shipping name METHANOL Transport hazard class(es) Class 3 Subsidiary risk - Packing group II Environmental hazards No. ERG Code 131 Special precautions for user Read safety instructions. SDS and emergency procedures before handling. IMDG UN number UN1230 UN proper shipping name METHANOL Transport hazard class(es) Class 3 Subsidiary risk 6 1(PGI. II) Packing group II Environmental hazards Marine pollutant No. EmS F -E, S -D Special precautions for user Read safety instructions. SDS and emergency procedures before handling. DOT IATA Material name: METHANOL 480840 Version #: 52 Revision date: 04-24-2018 Issue date: 05-09-2015 SDS US 7/9 IMDG 15. Regulatory information US federal regulations This product is a "Hazardous Chemical" as defined by the OSHA Hazard Communication Standard 29 CFR 1910.1200 TSCA Section 12(b) Export Notification (40 CFR 707, Subpt. D) Not regulated. CERCLA Hazardous Substance List (40 CFR 302.4) METHANOL (CAS 67-56-1) SARA 304 Emergency release notification Not regulated. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1052) Not regulated. Superfund Amendments and Reauthorization Act of 1986 (SARA) SARA 302 Extremely hazardous substance Not listed. SARA 311/312 Hazardous Yes chemical Classified hazard categories SARA 313 (TRI reporting) Chemical name Listed Flammable (gases, aerosols. liquids, or solids) Acute toxicity (any route of exposure) Serious eye damage or eye irritation Reproductive toxicity Specific target organ toxicity (single or repeated exposure) Hazard not otherwise classified (HNOC) CAS number % by wt. METHANOL Other federal regulations Clean Air Act (CAA) Section 112 Hazardous Air Pollutants (HAPs) List METHANOL (CAS 67-56-1) Clean Air Act (CAA) Section 112(r) Accidental Release Prevention (40 CFR 68.130) Not regulated. Safe Drinking Water Act Contaminate candidate list (SDWA) US state regulations California Proposition 65 California Proposition 65 - CRT: Listed date/Developmental toxin METHANOL (CAS 67-56-1) Listed: March 16. 2012 US. California. Candidate Chemicals List. Safer Consumer Products Regulations (Cal. Code Regs, tit. 22, 69502.3, subd. (a)) METHANOL (CAS 67-56-1) International Inventories Country(s) or region Inventory name Australia Australian Inventory of Chemical Substances (AICS) Canada Domestic Substances List (DSL) Canada Non -Domestic Substances List (NDSL) China Inventory of Existing Chemical Substances in China (IECSC) 67-56-1 100 On inventory (yes/no)' Yes Yes No Yes Material name: METHANOL 480840 Version #: 52 Revision date: 04-24-2018 Issue date: 05-09-2015 sos Us 8/9 Country(s) or region Europe Europe Japan Korea New Zealand Philippines Taiwan Inventory name European Inventory of Existing Commercial Chemical Substances (EINECS) European List of Notified Chemical Substances (ELINCS) Inventory of Existing and New Chemical Substances (ENCS) Existing Chemicals List (ECL) New Zealand Inventory Philippine Inventory of Chemicals and Chemical Substances (PICCS) Taiwan Toxic Chemical Substances (TCS) On inventory (yes/no)" Yes United States & Puerto Rico Toxic Substances Control Act (TSCA) Inventory 'A "Yes" indicates that all components of this product comply with the inventory requirements administered by the governing country(s) A "No" indicates that one or more components of the product are not listed or exempt from listing on the inventory administered by the governing country(s). 16. Other information, including date of preparation or last revision No Yes Yes Yes Yes Issue date Revision date Version # HMIS® ratings NFPA ratings Disclaimer Revision information 05-09-2015 04-24-2018 Yes Yes 52 Health: 4 - Flammability: 3 Physical hazard 0 Health 1 Flammability. 3 Instability: 0 While Brenntag believes the information contained herein to be accurate, Brenntag makes no representation or warranty, express or implied, regarding, and assumes no liability for, the accuracy or completeness of the information. The Buyer assumes all responsibility for handling, using and/or reselling the Product in accordance with applicable federal, state. and local law. This SDS shall not in any way limit or preclude the operation and effect of any of the provisions of Brenntag's terms and conditions of sale Hazard(s) identification: Response Physical & Chemical Properties: Multiple Properties Material name: METHANOL 480840 Version ft: 52 Revision date: 04-24-2018 Issue date: 05-09-2015 sus us 9/9 SAFETY DATA SHEET 1. Identification Product identifier Other means of identification Recommended use Recommended restrictions Natural Gasoline Not available. Fuel. None known Manufacturer/Importer/Supplier/Distributor information Company Name Address General Information Contact Person E-mail 24 Hour Emergency Telephone 2. Hazard(s) identification Physical hazards Health hazards Environmental hazards OSHA defined hazards Label elements Signal word Hazard statement Precautionary statement Prevention Response Storage Disposal Specific target organ toxicity, repeated exposure Aspiration hazard Hazardous to the aquatic environment, long-term hazard Not classified. Aka Energy Group. LLC 65 Mercado STE. 250 Durango, CO 81301 970-764-6672 Steve Szabo sszabo@akaenergy.com 970-737-2601 Flammable liquids Category 2 Skin corrosion/irritation Category 2 Reproductive toxicity Category 2 Specific target organ toxicity, single exposure Category 3 narcotic effects Category 2 Category 1 Category 2 Danger Highly flammable liquid and vapor. May be fatal if swallowed and enters airways. Causes skin irritation. May cause drowsiness or dizziness. Suspected of damaging fertility or the unborn child. May cause damage to organs (Central nervous system) through prolonged or repeated exposure by inhalation. Toxic to aquatic life with long lasting effects. Obtain special instructions before use. Do not handle until all safety precautions have been read and understood. Keep away from heat/sparks/open flames/hot surfaces. - No smoking. Keep container tightly closed. Ground/bond container and receiving equipment. Use explosion -proof electrical/ventilating/lighting equipment. Use only non -sparking tools. Take precautionary measures against static discharge. Wear protective gloves/protective clothing/eye protection/face protection. Wash thoroughly after handling. Avoid release to the environment. In case of fire Use foam, carbon dioxide, dry powder or water fog for extinction. If swallowed. Immediately call a poison center/doctor. Do NOT induce vomiting. If on skin (or hair). Take off immediately all contaminated clothing. Rinse skin with water/shower. If skin irritation occurs Get medical advice/attention. Take off contaminated clothing and wash before reuse. If exposed or concerned Get medical advice/attention. Collect spillage. Store in a well -ventilated place. Keep cool. Store locked up. Dispose of contents/container in accordance with local/regional/national/international regulations. Natural Gasoline 918905 Version #: 01 Revision date: - Issue date: 29 -July -2014 SDS US 1/8 Hazard(s) not otherwise Static accumulating flammable liquid can become electrostatically charged even in bonded and classified (HNOC) grounded equipment. 3. Composition/information on ingredients Mixtures Chemical name CAS number % n -Hexane 110-54-3 54.9 Pentane 109-66-0 28.5 2-Methylbutane 78-78-4 16.5 Isobutane 75-28-5 <1 4. First -aid measures Inhalation Skin contact Eye contact Ingestion Most important symptoms/effects, acute and delayed Indication of immediate medical attention and special treatment needed General information 5. Fire -fighting measures Suitable extinguishing media Unsuitable extinguishing media Specific hazards arising from the chemical Special protective equipment and precautions for firefighters Fire -fighting equipment/instructions If symptomatic. move to fresh air. If not breathing, give artificial respiration. If breathing is difficult, give oxygen. Get medical attention. Immediately flush with plenty of water for at least 15 minutes while removing contaminated clothing and shoes. Get medical attention. Wash contaminated clothing before reuse. Any material that contacts the eye should be washed out immediately with water. If easy to do, remove contact lenses. Get medical attention if irritation develops or persists. Call a physician or poison control center immediately. DO NOT induce vomiting. If victim is fully conscious, give a cupful of water. Never give anything by mouth to an unconscious person. If vomiting occurs. keep head lower than the hips to help prevent aspiration. Narcosis. May cause central nervous system effects. Causes skin irritation. Droplets of the product aspirated into the lungs through ingestion or vomiting may cause a serious chemical pneumonia. Suspected of damaging fertility or the unborn child. Treat symptomatically. Ensure that medical personnel are aware of the material(s) involved, and take precautions to protect themselves. Extinguish with foam, carbon dioxide. dry powder or water fog. Do not use water jet as an extinguisher. as this will spread the fire. Cylinders can burst violently when heated. due to excess pressure build-up. Vapors can flow along surfaces to distant ignition source and flash back. Sensitive to static discharge. Self-contained breathing apparatus and full protective clothing must be worn in case of fire. Cool containers exposed to flames with water until well after the fire is out. 6. Accidental release measures Personal precautions, protective equipment and emergency procedures Methods and materials for containment and cleaning up Environmental precautions 7. Handling and storage Precautions for safe handling Eliminate all sources of ignition. Avoid breathing mist or vapor. Avoid contact with eyesskin, and clothing. Wear appropriate personal protective equipment (See Section 8). Eliminate sources of ignition. Absorb spill with vermiculite or other inert material then place in a sealed container for chemical waste. Large Spills- Use water spray to disperse vapors and dilute spill to a nonflammable mixture. Prevent runoff from entering drains, sewers, or streams. Dike for later disposal. Prevent runoff from entering drains. sewers, or streams. Eliminate all sources of ignition. Do not breathe gas. Before entering storage tanks and commencing any operation in a confined area, check the atmosphere for oxygen content and flammability. Use non -sparking hand tools and explosion -proof electrical equipment. Ground container and transfer equipment to eliminate static electric sparks. Wear appropriate thermal protective clothing. when necessary. Observe good industrial hygiene practices. Natural Gasoline 918905 Version #: 01 Revision date: - Issue date. 29 -July -2014 SDS US 2/8 Conditions for safe storage, including any incompatibilities Flammable compressed gas storage. Keep container tightly closed in a cool, well -ventilated place. Secure cylinders in an upright position at all times, close all valves when not in use. Store away from incompatible materials. 8. Exposure controls/personal protection Occupational exposure limits US. OSHA Table Z-1 Limits for Air Contaminants (29 CFR 1910.1000) Components Type Value n -Hexane (CAS 110-54-3) PEL Pentane (CAS 109-66-0) PEL US. ACGIH Threshold Limit Values Components Type 1800 mg/m3 500 ppm 2950 mg/m3 1000 ppm Value 2-Methylbutane (CAS 78-78-4) Isobutane (CAS 75-28-5) n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) TWA STEL TWA TWA US. NIOSH: Pocket Guide to Chemical Hazards Components Type 600 ppm 1000 ppm 50 ppm 600 ppm Value Isobutane (CAS 75-28-5) n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) Biological limit values ACGIH Biological Exposure Indices Components Value TWA TWA Ceiling TWA 1900 mg/m3 800 ppm 180 mg/m3 50 ppm 1800 mg/m3 610 ppm 350 mg/m3 120 ppm Determinant Specimen Sampling Time n -Hexane (CAS 110-54-3) 0.4 mg/I 2.5-Hexanedio n. without hydrolysis * - For sampling details please see the source document. Exposure guidelines No exposure standards allocated. US - California OELs: Skin designation n -Hexane (CAS 110-54-3) US ACGIH Threshold Limit Values: Skin designation Urine Can be absorbed through the skin. n -Hexane (CAS 110-54-3) Can be absorbed through the skin. Appropriate engineering Provide shower facilities near the work place. Good general ventilation (typically 10 air changes controls per hour) should be used. Ventilation rates should be matched to conditions. If applicable. use process enclosures. local exhaust ventilation, or other engineering controls to maintain airborne levels below recommended exposure limits. If exposure limits have not been established. maintain airborne levels to an acceptable level. Use explosion -proof equipment. Individual protection measures, such as personal protective equipment Eye/face protection Risk of contact Wear goggles/face shield. Skin protection Hand protection Chemical resistant gloves are recommended. If contact with forearms is likely wear gauntlet style gloves. Suitable gloves can be recommended by the glove supplier. Other Wear suitable protective clothing. Natural Gasoline 918905 Version #: 01 Revision date: - Issue date: 29 -July -2014 SDS US 3/8 Respiratory protection Thermal hazards General hygiene considerations If engineering controls do not maintain airborne concentrations below recommended exposure limits (where applicable) or to an acceptable level (in countries where exposure limits have not been established). an approved respirator must be worn. Respirator type. Use a positive -pressure air -supplied respirator if there is any potential for an uncontrolled release. exposure levels are not known. or any other circumstances where air -purifying respirators may not provide adequate protection. A respiratory protection program that meets OSHA's 29 CFR 1910.134 and ANSI Z88.2 requirements must be followed whenever work place conditions warrant a respirator's use. Seek advice from local supervisor. Wear appropriate thermal protective clothing, when necessary. Handle in accordance with good industrial hygiene and safety practice. 9. Physical and chemical properties Appearance Clear to amber liquid. Physical state Liquid. Form Liquid. Color Clear to amber. Odor Gasoline. Odor threshold Not available. pH Not available. Melting point/freezing point Not available. Initial boiling point and boiling 124.79 °F (51.55 °C) range Flash point -49.0 °F (-45.0 °C) Evaporation rate Not available. Flammability (solid, gas) Not available. Upper/lower flammability or explosive limits Flammability limit - lower Not available (0/0) Flammability limit - upper Not available. (0/0) Explosive limit - lower (%) Explosive limit - upper (%) Vapor pressure Vapor density Relative density Solubility(ies) Solubility (water) Partition coefficient (n-octanol/water) Auto -ignition temperature Decomposition temperature Viscosity 10. Stability and reactivity Reactivity Not available. Not available. Not available. 2.97 0.648 Not available. Not available. Not available. Not available. Not available. The product is non -reactive under normal conditions of use. storage and transport. Chemical stability Stable under normal temperature conditions and recommended use. Possibility of hazardous reactions Conditions to avoid Incompatible materials Hazardous decomposition products Polymerization will not occur. Heat, sparks. flames, elevated temperatures. Do not pressurize, cut, weld, braze. solder. drill. grind or expose empty containers to heat. flame, sparks static electricity, or other sources of ignition, they may explode and cause injury or death. Strong oxidizing agents. No hazardous decomposition products are known. Natural Gasoline 918905 Version #: 01 Revision date: - Issue date: 29 -July -2014 SDS US 4/8 11. Toxicological information Information on likely routes of exposure Ingestion Inhalation Skin contact Eye contact Symptoms related to the physical, chemical and toxicological characteristics Information on toxicological effects May be fatal if swallowed and enters airways. In high concentrations, vapors are narcotic and may cause headache, fatigue. dizziness and nausea. May cause central nervous system effects. Suspected of damaging fertility or the unborn child by inhalation. Acute toxicity Components Causes skin irritation. Direct contact with eyes may cause temporary irritation. Narcosis. May cause central nervous system effects. Causes skin irritation. Suspected of damaging fertility or the unborn child. May be fatal if swallowed and enters airways. Species Test Results 2-Methylbutane (CAS 78-78-4) Acute Inhalation LC50 n -Hexane (CAS 110-54-3) Acute Derma! LD50 Inhalation LC50 Oral LD50 Pentane (CAS 109-66-0) Acute Inhalation LC50 Mouse Rabbit Mouse Rat 1000 mg/L 1 Hours 450 mg/I. 2 Hours > 5 ml/kg 48000 ppm, 4 Hours 73860 ppm, 4 Hours > 5000 ppm, 24 Hours > 31.86 mg/I Rat 24 ml/kg Rat 364 mg/I. 4 Hours Skin corrosion/irritation Causes skin irritation. Serious eye damage/eye irritation Respiratory or skin sensitization Respiratory sensitization Skin sensitization Germ cell mutagenicity Carcinogenicity Not classified. Not classified. Not a skin sensitizer. Not classified. This product is not considered to be a carcinogen by NTP. IARC or OSHA. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Not listed. Reproductive toxicity Suspected of damaging fertility or the unborn child by inhalation. Specific target organ toxicity - single exposure Specific target organ toxicity - repeated exposure May cause drowsiness or dizziness. May cause damage to organs (Central nervous system) through prolonged or repeated exposure by inhalation. Aspiration hazard May be fatal if swallowed and enters airways. Natural Gasoline 918905 Version #: 01 Revision date: - Issue date: 29 -July -2014 SDS US 5/8 12. Ecological information Ecotoxicity Components Species Test Results n -Hexane (CAS 110-54-3) Aquatic Fish Pentane (CAS 109-66-0) Aquatic Crustacea Fish Persistence and degradability Bioaccumulative potential LC50 Fathead minnow (Pimephales promelas) 2.101 - 2.981 mg/I. 96 hours EC50 LC50 Daphnia Fish No data available. No data available. Partition coefficient n-octanol / water (log Kow) 2-Methylbutane (CAS 78-78-4) 2.3 Isobutane (CAS 75-28-5) 2.76 Pentane (CAS 109-66-0) 3.39 n -Hexane (CAS 110-54-3) 3.9 Mobility in soil Not relevant. due to the form of the product. Mobility in general Other adverse effects 2.3 mg/I, 48 Hours 3.1 mg/I, 96 Hours The product is a volatile substance, which may spread in the atmosphere. None known. 13. Disposal considerations Disposal instructions The packaging should be collected for reuse. Local disposal regulations Hazardous waste code Waste from residues / unused products Contaminated packaging Since emptied containers may retain product residue. follow label warnings even after container is emptied. Disposal recommendations are based on material as supplied. Disposal must be in accordance with current applicable laws and regulations, and material characteristics at time of disposal. D001 Waste Flammable material with a flash point <140 °F Dispose of in accordance with local regulations. 14. Transport information DOT UN number UN1203 UN proper shipping name Gasoline Transport hazard class(es) Class 3 Subsidiary risk - Label(s) 3 Packing group II Environmental hazards Marine pollutant Yes Special precautions for user Read safety instructions. SDS and emergency procedures before handling. Special provisions 144. 177. B1 B33 IB2, T4, TP1 Packaging exceptions 150 Packaging non bulk 202 Packaging bulk 242 IATA UN number UN1203 UN proper shipping name Petrol Transport hazard class(es) Class 3 Subsidiary risk Packing group II Environmental hazards Yes ERG Code 3H Natural Gasoline 918905 Version #: 01 Revision date: - Issue date: 29 -July -2014 SDS US 6/8 Special precautions for user Read safety instructions. SDS and emergency procedures before handling. IMDG UN number UN1203 UN proper shipping name GASOLINE Transport hazard class(es) Class 3 Subsidiary risk - Packing group II Environmental hazards Marine pollutant Yes EmS F -E. S -E Special precautions for user Read safety instructions, SDS and emergency procedures before handling. Transport in bulk according to This substance/mixture is not intended to be transported in bulk. Annex II of MARPOL 73/78 and the IBC Code 15. Regulatory information US federal regulations This product is hazardous according to OSHA 29 CFR 1910.1200. TSCA Section 12(b) Export Notification (40 CFR 707, Subpt. D) Not regulated. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Not listed. CERCLA Hazardous Substance List (40 CFR 302.4) 2-Methylbutane (CAS 78-78-4) LISTED Isobutane (CAS 75-28-5) LISTED n -Hexane (CAS 110-54-3) LISTED Pentane (CAS 109-66-0) LISTED Superfund Amendments and Reauthorization Act of 1986 (SARA) Hazard categories Immediate Hazard - Yes Delayed Hazard - Yes Fire Hazard - Yes Pressure Hazard - No Reactivity Hazard - No SARA 302 Extremely hazardous substance Not listed SARA 311/312 Hazardous Yes chemical SARA 313 (TRI reporting) Chemical name CAS number % by wt. n -Hexane 110-54-3 54.9 Other federal regulations Clean Air Act (CAA) Section 112 Hazardous Air Pollutants (HAPs) List n -Hexane (CAS 110-54-3) Clean Air Act (CAA) Section 112(r) Accidental Release Prevention (40 CFR 68.130) 2-Methylbutane (CAS 78-78-4) Isobutane (CAS 75-28-5) Pentane (CAS 109-66-0) Safe Drinking Water Act Not regulated. (SDWA) Food and Drug Administration (FDA) Total food additive Direct food additive GRAS food additive US state regulations This product does not contain a chemical known to the State of California to cause cancer, birth defects or other reproductive harm. US. Massachusetts RTK - Substance List 2-Methylbutane (CAS 78-78-4) Isobutane (CAS 75-28-5) Natural Gasoline 918905 Version #: 01 Revision date: - Issue date: 29 -July -2014 SDS US 7/8 n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) US. New Jersey Worker and Community Right -to -Know Act 2-Methylbutane (CAS 78-78-4) Isobutane (CAS 75-28-5) n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) US. Pennsylvania Worker and Community Right -to -Know Law 2-Methylbutane (CAS 78-78-4) Isobutane (CAS 75-28-5) n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) US. Rhode Island RTK 2-Methylbutane (CAS 78-78-4) Isobutane (CAS 75-28-5) n -Hexane (CAS 110-54-3) Pentane (CAS 109-66-0) US. California Proposition 65 US - California Proposition 65 - Carcinogens & Reproductive Toxicity (CRT): Listed substance Not listed. International Inventories Country(s) or region Inventory name On inventory (yes/no)* Australia Australian Inventory of Chemical Substances (AILS) Yes Canada Domestic Substances List (DSL) Yes Canada Non -Domestic Substances List (NDSL) No China Inventory of Existing Chemical Substances in China (IECSC) Yes Europe European Inventory of Existing Commercial Chemical Yes Substances (EINECS) Europe European List of Notified Chemical Substances (ELINCS) No Japan Inventory of Existing and New Chemical Substances (ENCS) Yes Korea Existing Chemicals List (ECL) Yes New Zealand New Zealand Inventory Yes Philippines Philippine Inventory of Chemicals and Chemical Substances Yes (PICCS) United States & Puerto Rico Toxic Substances Control Act (TSCA) Inventory Yes *A "Yes" indicates this product complies with the inventory requirements administered by the governing country(s). A "No" indicates that one or more components of the product are not listed or exempt from listing on the inventory administered by the governing country(s). 16. Other information, including date of preparation or last revision Issue date Revision date Version # HMIS® ratings Disclaimer 29 -July -2014 01 Health: 2* Flammability: 3 Physical hazard- 0 This information is provided without warranty. The information is believed to be correct. This information should be used to make an independent determination of the methods to safeguard workers and the environment. Natural Gasoline 918905 Version #: 01 Revision date: - Issue date: 29 -July -2014 SDS US 8/8 SAFETY DATA SHEET 1. Identification Product identifier Other means of identification Synonyms Recommended use Recommended restrictions Produced Water Formation water Not available. None known. Manufacturer/Importer/Supplier/Distributor information Company name Address Telephone E-mail Red Cedar Gathering Company 125 Mercado St.. Ste. 201 Durango. CO 81301 970-764-6900 rcgwebadmin@redcedargathering.com Emergency phone number 970-382-0828 2. Hazard(s) identification Physical hazards Not classified. Health hazards Not classified. OSHA defined hazards Not classified. Label elements Hazard symbol Signal word Hazard statement Precautionary statement Prevention Response Storage Disposal Hazard(s) not otherwise classified (HNOC) Supplemental information None. 3. Composition/information on ingredients Mixtures Chemical name None. None. The mixture does not meet the criteria for classification. Observe good industrial hygiene practices. Wash hands after handling. Store away from incompatible materials. Dispose of waste and residues in accordance with local authority requirements. None known. CAS number 010 Water 7732-18-5 97 - 100 Disolved Minerals N/A <= 3 Benzene 71-43-2 May contain trace Ethylbenzene 100-41-4 May contain trace Toluene 108-88-3 May contain trace Xylene 1330-20-7 May contain trace 4. First -aid measures Inhalation Move to fresh air. Call a physician if symptoms develop or persist. Produced Water 927916 Version #: 01 Revision date: - Issue date 22 -April -2016 SDS US 1 /9 Skin contact Eye contact Ingestion Most important symptoms/effects, acute and delayed Indication of immediate medical attention and special treatment needed General information 5. Fire -fighting measures Suitable extinguishing media Unsuitable extinguishing media Specific hazards arising from the chemical Special protective equipment and precautions for firefighters Fire fighting equipment/instructions Specific methods General fire hazards Wash off with soap and water. Get medical attention if irritation develops and persists. Rinse with water. Get medical attention if irritation develops and persists. Rinse mouth. Get medical attention if symptoms occur. Direct contact with eyes may cause temporary irritation. Treat symptomatically. Ensure that medical personnel are aware of the material(s) involved. and take precautions to protect themselves. Water fog. Foam. Dry chemical powder. Carbon dioxide (CO2). Do not use water jet as an extinguisher. as this will spread the fire. During fire. gases hazardous to health may be formed. Self-contained breathing apparatus and full protective clothing must be worn in case of fire. Move containers from fire area if you can do so without risk. Use standard firefighting procedures and consider the hazards of other involved materials. Non-flammable water based liquid with the potential of entrained hydrocarbon gas. 6. Accidental release measures Personal precautions, protective equipment and emergency procedures Methods and materials for containment and cleaning up Environmental precautions 7. Handling and storage Precautions for safe handling Conditions for safe storage, including any incompatibilities Keep unnecessary personnel away. For personal protectionsee section 8 of the SDS. Large Spills. Stop the flow of material, if this is without risk. Dike the spilled material. where this is possible. Cover with plastic sheet to prevent spreading. Absorb in vermiculite, dry sand or earth and place into containers. Following product recovery. flush area with water. Small Spills Soak up with absorbent material (e.g. booms pads). Clean surface thoroughly to remove residual contamination. Never return spills to original containers for re -use. For waste disposal. see section 13 of the SDS. Avoid discharge into drains. water courses or onto the ground. Observe good industrial hygiene practices. Store in original tightly closed container Store away from incompatible materials (see Section 10 of the SDS). 8. Exposure controls/personal protection Occupational exposure limits US. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Components Type Value Benzene (CAS 71-43-2) STEL TWA US. OSHA Table Z-1 Limits for Air Contaminants (29 CFR 1910.1000) Components 5 ppm 1 ppm Type Value Ethylbenzene (CAS 100-41-4) Xylene (CAS 1330-20-7) PEL PEL 435 mg/m3 100 ppm 435 mg/m3 100 ppm Produced Water 927916 Version #: 01 Revision date: - Issue date: 22 -April -2016 SDS US 2/9 US. OSHA Table Z-2 (29 CFR 1910.1000) Components Type Value Benzene (CAS 71-43-2) Toluene (CAS 108-88-3) US. ACGIH Threshold Limit Values Components Ceiling TWA Ceiling TWA 25 ppm 10 ppm 300 ppm 200 ppm Type Value Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) Xylene (CAS 1330-20-7) STEL TWA TWA TWA STEL TWA US. NIOSH: Pocket Guide to Chemical Hazards Components 2.5 ppm 0.5 ppm 20 ppm 20 ppm 150 ppm 100 ppm Type Value Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) Xylene (CAS 1330-20-7) Biological limit values ACGIH Components Value STEL TWA STEL TWA STEL TWA STEL TWA 1 ppm 0.1 ppm 545 mg/m3 125 ppm 435 mg/m3 100 ppm 560 mg/m3 150 ppm 375 mg/m3 100 ppm 655 mg/m3 150 ppm 435 mg/m3 100 ppm Determinant Specimen Sampling Time Benzene (CAS 71-43-2) 500 pg/g ACGIH Biological Exposure Indices Components Value t,t-Muconic Creatinine acid in urine Determinant Specimen Sampling Time Benzene (CAS 71-43-2) 25 pg/g Ethylbenzene (CAS 0.15 g/g 100-41-4) Toluene (CAS 108-88-3) 0.3 mg/g Xylene (CAS 1330-20-7) 0.03 mg/I 0.02 mg/I 1.5 g/g S-Phenylmerca Creatinine pturic acid in urine Sum of Creatinine mandelic acid in urine and phenylglyoxylic acid o -Cresol, with Creatinine hydrolysis in urine Toluene Urine Toluene Blood Methylhippuric Creatinine acids in urine - For sampling details, please see the source document. Produced Water 927916 Version #: 01 Revision date: - Issue date: 22 -April -2016 SDS US 3/9 Exposure guidelines US - California OELs: Skin designation Benzene (CAS 71-43-2) Can be absorbed through the skin. Toluene (CAS 108-88-3) Can be absorbed through the skin. US - Minnesota Haz Subs: Skin designation applies Toluene (CAS 108-88-3) Skin designation applies. US ACGIH Threshold Limit Values: Skin designation Benzene (CAS 71-43-2) Can be absorbed through the skin. Appropriate engineering Good general ventilation (typically 10 air changes per hour) should be used. Ventilation rates controls should be matched to conditions. If applicable, use process enclosures, local exhaust ventilation, or other engineering controls to maintain airborne levels below recommended exposure limits. If exposure limits have not been established maintain airborne levels to an acceptable level. Individual protection measures, such as personal protective equipment Eye/face protection If contact is likely. safety glasses with side shields are recommended. Skin protection Hand protection For prolonged or repeated skin contact use suitable protective gloves. Skin protection Other Wear suitable protective clothing. Respiratory protection In case of insufficient ventilation, wear suitable respiratory equipment. Thermal hazards Wear appropriate thermal protective clothing, when necessary General hygiene considerations Always observe good personal hygiene measures. such as washing after handling the material and before eating. drinking, and/or smoking. Routinely wash work clothing and protective equipment to remove contaminants. 9. Physical and chemical properties Appearance Physical state Liquid. Form Liquid. Color Colorless. Odor May have hydrocarbon odor Odor threshold Not available. pH 6-9 Melting point/freezing point < 32 °F (< 0 °C) Initial boiling point and boiling 212 °F (100 °C) range Flash point Not Applicable Evaporation rate Not Applicable Flammability (solid, gas) Not applicable. Upper/lower flammability or explosive limits Flammability limit - lower Not Applicable (%) Flammability limit - upper Not Applicable (%) Explosive limit - lower r/o) Not Applicable Explosive limit - upper (`)/0) Not Applicable Vapor pressure Not Applicable Vapor density Not Applicable Relative density Not Applicable Solubility(ies) Solubility (water) Partition coefficient (n-octanol/water) Auto -ignition temperature Decomposition temperature Soluble Not Applicable Not Applicable Not Applicable Produced Water 927916 Version #' 01 Revision date: - Issue date 22 -April -2016 SDS US 4/9 Viscosity Other information Explosive properties Oxidizing properties 10. Stability and reactivity Reactivity Chemical stability Possibility of hazardous reactions Conditions to avoid Incompatible materials Hazardous decomposition products Not Applicable Not explosive. Not oxidizing. The product is stable and non -reactive under normal conditions of use. storage and transport. Material is stable under normal conditions. No dangerous reaction known under conditions of normal use. Contact with incompatible materials. Strong oxidizing agents. No hazardous decomposition products are known. 11. Toxicological information Information on likely routes of exposure Inhalation No adverse effects due to inhalation are expected. Skin contact No adverse effects due to skin contact are expected. Eye contact Direct contact with eyes may cause temporary irritation. Ingestion Expected to be a low ingestion hazard. Symptoms related to the Direct contact with eyes may cause temporary irritation. physical, chemical and toxicological characteristics Information on toxicological effects Acute toxicity Components Species Test Results Benzene (CAS 71-43-2) Acute Oral LD50 Ethylbenzene (CAS 100-41-4) Acute Dermal LD50 Inhalation LC50 Oral LD50 Toluene (CAS 108-88-3) Acute Dermal LD50 Inhalation LC50 Oral LD50 Xylene (CAS 1330-20-7) Acute Oral LD50 Rat 930 mg/kg Rabbit Rat Rat Rabbit Rat Rat 15400 mg/kg 17.4 mg/m3 4 Hours 35000 - 47000 mg/kg 14.1 ml/kg 49000 mg/m3, 4 Hours 5580 mg/kg Rat 3523 mg/kg Skin corrosion/irritation Prolonged skin contact may cause temporary irritation. Produced Water 927916 Version #: 01 Revision date: - Issue date: 22 -April -2016 SDS US 5/9 Serious eye damage/eye irritation Respiratory or skin sensitization Respiratory sensitization Skin sensitization Germ cell mutagenicity Direct contact with eyes may cause temporary irritation. Not a respiratory sensitizer. This product is not expected to cause skin sensitization. No data available to indicate product or any components present at greater than 0.1% are mutagenic or genotoxic. Carcinogenicity IARC Monographs. Overall Evaluation of Carcinogenicity Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) Xylene (CAS 1330-20-7) NTP Report on Carcinogens Benzene (CAS 71-43-2) Known To Be Human Carcinogen. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Benzene (CAS 71-43-2) Cancer Reproductive toxicity Specific target organ toxicity - single exposure Specific target organ toxicity - Not classified. repeated exposure Aspiration hazard Not an aspiration hazard. 12. Ecological information Ecotoxicity Components 1 Carcinogenic to humans. 2B Possibly carcinogenic to humans. 3 Not classifiable as to carcinogenicity to humans. 3 Not classifiable as to carcinogenicity to humans. This product is not expected to cause reproductive or developmental effects. Not classified. The product is not classified as environmentally hazardous. However, this does not exclude the possibility that large or frequent spills can have a harmful or damaging effect on the environment. Species Test Results Benzene (CAS 71-43-2) Aquatic Crustacea Fish Ethylbenzene (CAS 100-41-4) Aquatic Acute Crustacea Fish Chronic Crustacea Toluene (CAS 108-88-3) Aquatic Acute Crustacea Fish Chronic Crustacea Fish Xylene (CAS 1330-20-7) Aquatic Fish Persistence and degradability EC50 Water flea (Daphnia magna) LC50 Rainbow trout,donaldson trout (Oncorhynchus mykiss) EC50 Water flea (Daphnia magna) LC50 Rainbow trout,donaldson trout (Oncorhynchus mykiss) 8.76 - 15.6 mg/I, 48 hours 5.9 mg/I, 96 hours 1.81 - 2.38 mg/I, 48 hours 4.2 mg/I, 96 hours EC50 Ceriodaphnia dubia 3.6 mg/I, 7 days EC50 LC50 NOEC NOEC Daphnia magna Oncorhynchus kisutch Ceriodaphnia dubia Oncorhynchus kisutch LC50 Rainbow trout,donaldson trout (Oncorhynchus mykiss) No data is available on the degradability of this product. 11.5 mg/I, 48 hours 5.5 mg/I, 96 hours 0.74 mg/I, 7 days 1.4 mg/I, 40 days 2.6 mg/I, 96 hours Produced Water 927916 Version #: 01 Revision date: - Issue date: 22 -April -2016 SDS US 6/9 Bioaccumulative potential Partition coefficient n-octanol / water (log Kow) Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) Xylene (CAS 1330-20-7) Mobility in soil Other adverse effects 2.13 3.15 2.73 3.2 Expected to be mobile in soil. No other adverse environmental effects (e.g. ozone depletion. photochemical ozone creation potential. endocrine disruption, global warming potential) are expected from this component. 13. Disposal considerations Disposal instructions Local disposal regulations Hazardous waste code Waste from residues / unused products Contaminated packaging Collect and reclaim or dispose in sealed containers at licensed waste disposal site. Dispose in accordance with all applicable regulations. The waste code should be assigned in discussion between the user, the producer and the waste disposal company. Dispose of in accordance with local regulations. Empty containers or liners may retain some product residues. This material and its container must be disposed of in a safe manner (see: Disposal instructions). Since emptied containers may retain product residue, follow label warnings even after container is emptied. Empty containers should be taken to an approved waste handling site for recycling or disposal. 14. Transport information DOT Not regulated as dangerous goods. IATA Not regulated as dangerous goods. IMDG Not regulated as dangerous goods. Transport in bulk according to Not established. Annex II of MARPOL 73/78 and the IBC Code 15. Regulatory information US federal regulations This product is not known to be a "Hazardous Chemical" as defined by the OSHA Hazard Communication Standard, 29 CFR 1910.1200. TSCA Section 12(b) Export Notification (40 CFR 707, Subpt. D) Not regulated. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Benzene (CAS 7 1 -43-2) Cancer Central nervous system Blood Aspiration Skin Eye respiratory tract irritation Flammability CERCLA Hazardous Substance List (40 CFR 302.4) Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) LISTED LISTED LISTED Superfund Amendments and Reauthorization Act of 1986 (SARA) Hazard categories Immediate Hazard - No Delayed Hazard - No Fire Hazard - No Pressure Hazard - No Reactivity Hazard - No SARA 302 Extremely hazardous substance Not listed. Produced Water 927916 Version #: 01 Revision date: - Issue date 22 -April -2016 SDS US 7/9 SARA 311/312 Hazardous No chemical SARA 313 (TRI reporting) Not regulated Other federal regulations Clean Air Act (CAA) Section 112 Hazardous Air Pollutants (HAPs) List Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) Xylene (CAS 1330-20-7) Clean Air Act (CAA) Section 112(r) Accidental Release Prevention (40 CFR 68.130) Not regulated. Safe Drinking Water Act Not regulated. (SDWA) Drug Enforcement Administration (DEA). List 2, Essential Chemicals (21 CFR 1310.02(b) and 1310.04(f)(2) and Chemical Code Number Toluene (CAS 108-88-3) 6594 Drug Enforcement Administration (DEA). List 1 & 2 Exempt Chemical Mixtures (21 CFR 1310.12(c)) Toluene (CAS 108-88-3) 35 %WV DEA Exempt Chemical Mixtures Code Number Toluene (CAS 108-88-3) 594 US state regulations US. Massachusetts RTK - Substance List Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) US. New Jersey Worker and Community Right -to -Know Act Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) Xylene (CAS 1330-20-7) US. Pennsylvania Worker and Community Right -to -Know Law Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) Xylene (CAS 1330-20-7) US. Rhode Island RTK Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) Xylene (CAS 1330-20-7) US. California Proposition 65 WARNING This product contains a chemical known to the State of California to cause cancer and birth defects or other reproductive harm US - California Proposition 65 - Carcinogens & Reproductive Toxicity (CRT): Listed substance Benzene (CAS 71-43-2) Ethylbenzene (CAS 100-41-4) Toluene (CAS 108-88-3) International Inventories Country(s) or region Inventory name On inventory (yes/no)* United States & Puerto Rico Toxic Substances Control Act (TSCA) Inventory Yes 'A "Yes" indicates this product complies with the inventory requirements administered by the governing country(s). A "No" indicates that one or more components of the product are not listed or exempt from listing on the inventory administered by the governing country(s). 16. Other information, including date of preparation or last revision Issue date 22 -April -2016 Revision date - Produced Water 927916 Version # 01 Revision date: - Issue date 22 -April -2016 SDS US 8/9 Version # 01 NFPA ratings Disclaimer Red Cedar Gathering Company cannot anticipate all conditions under which this information and its product, or the products of other manufacturers in combination with its product, may be used. It is the user's responsibility to ensure safe conditions for handling, storage and disposal of the product, and to assume liability for loss, injury, damage or expense due to improper use. The information in the sheet was written based on the best knowledge and experience currently available. Produced Water 927916 Version #: 01 Revision date: - Issue date: 22 -April -2016 SDS US 9/9 OPTIMAL GROUP OF COMPANIES (466583 K, 466592 M, 466586 DJ An Affiliate of The Dow Chemical Company and Petroliam Nasional Berhad CHEMICAL SAFETY DATA SHEET U P T! M A Product Name: UCARSOL'' AP SOLVENT 814 Effective Date: 21 February 2003 MSDS #: GAS84 (Dow TPC 16950) Page 1 of 7 OPTIMAL CHEMICALS urges the recipient of the Chemical Safety Data Sheet to study it carefully to become aware of hazards, if any of the product involved. In the interest of safely you should (1) notify your employees, agents and contractors of the information on this sheet, (2) furnish a copy to each of your customers for the product, and (3) request your customer to inform their employees and customers as well. 1 IDENTIFICATION OF THE SUBSTANCE / PREPARATION AND OF THE COMPANY UNDERTAKING 1.1. IDENTIFICATION OF THE SUBSTANCE OR PREPARATION CHEMICAL NAME: - - ? Amine formulation CHEMICAL FAMILY: Amines FORMULA: Trade secret CAS # AND NAME: See Section 2, "Ingredients" SYNONYMS: None 1.2. COMPANY IDENTIFICATION Headquarters: OPTIMAL CHEMICALS (MALAYSIA) SDN BHD (466586 D) A subsidiary of The Dow Chemical Company and Petroliam Nasional Berhad Level 13, Tower I Petronas Twin Towers KLCC, 50088 Kuala Lumpur Malaysia Plant site: OPTIMAL CHEMICALS (MALAYSIA) SDN BHD (466586 D) A subsidiary of The Dow Chemical Company and Petroliam Nasional Berhad OPTIMAL Administration Complex Kerteh Industrial Area KM 106 Jalan Kuala Terengganu Kuantan 24300 Kerteh, Kemaman Terengganu 1.3. EMERGENCY TELEPHONE NUMBER 24 hours a day: Malaysia 00 - 800 — 2537 8747 or call Bornba: 994 Product Name: UCARSOLTM AP SOLVENT 814 Effective Date: 21 February 2003 MSDS #: GAS84 (Dow TPC 16950) Page 2 of 7 2. COMPOSITION / INFORMATION ON INGREDIENTS i Ingredient (CAS #) Concentration % by weight Hazard Danger Symbol (s) Amine mixture (CAS # Trade secret) < 92 Causes burns. May cause sensitization by inhalation and skin contact. Irritating to eyes. Xi Water (CAS # 7732-18-5) < 8 3. HAZARDS IDENTIFICATION Causes burns. May cause sensitization by inhalation and skin contact. Irritating to eyes. 4. FIRST AID MEASURES ingestion Do not induce vomiting. Give one glass (ca. 2.5 dL) of water or milk if available and transport to medical facility. Do not give anything by mouth to an unconscious person. Inhalation Remove to fresh air. Give artificial respiration if not breathing. If breathing is difficult, oxygen may be given by qualified personnel. Obtain medical attention. Skin Contact Immediately flush skin with plenty of water for at least 15 minutes while removing contaminated clothing. Seek medical attention if symptoms occur or irritation persists. Wash clothing before reuse. Eye Contact Wash immediately and continuously with flowing water for at least 15 minutes. Remove contact lenses after the first 5 minutes and countinue washing. Obtain prompt medical consultation, preferably from an ophthalmologist. Notes to Physician There is no specific antidote. Treatment of overexposure should be directed at the control of symptoms and the clinical condition of the patient. Slight skin irritant. Moderate eye irritant. Due to the irritant nature of the material, the stomach should be evacuated carefully in cases of poisoning by swallowing. Any material aspirated during vomiting may cause lung injury. Therefore, emesis should not be induced mechanically or pharmacologically. if it is considered necessary to evacuate the stomach contents, this should be done by means least likely to cause aspiration (e.g., gastric lavage after endotracheal intubation). Exposure to the vapour may cause minor transient edema of the corneal epithelium. This condition, referred to as "glaucopsia", "blue haze" or "blue -gray haze", produces a blurring of vision against a general bluish haze and the appearance of halos around bright objects. The effect disappears spontaneously within a few hours of the end of an exposure and leaves no sequelae. Although not detrimental to the eye per se, glaucopsia predisposes an affected individual to physical accidents and reduces the ability to undertake skilled tasks, such as driving a motorized vehicle. Product Name: UCARSOLTM AP SOLVENT 814 Effective Date: 21 February 2003 MSDS #: GAS84 (Dow TPC 16950) Page 3 of 7 5. FIRE -FIGHTING MEASURES Extinguishing Media Water fog or fine spray. Carbon dioxide. Alcohol resistant foam. Dry chemical fire extinguishers. Hazardous Combustion Products Combustion products may include and are not limited to: Nitrogen oxides. Carbon dioxide. Carbon monoxide. Protection of Firefighters Wear positive -pressure self-contained breathing apparatus and protective fire fighting clothing (includes fire fighting helmet, coat, trousers, boots and gloves). 6. ACCIDENTAL RELEASE MEASURES Personal Precautions Wear adequate personal protective equipment. See Section 8 EXPOSURE CONTROLS/PERSONAL PROTECTION. Methods of Cleaning Up Large spills: Contain with dike. Pump into suitable and properly labelled containers. Small spills: Dilute with water and recover or use non-combustible absorbent material/sand and shovel into appropriate containers. 7. HANDLING AND STORAGE Handling Avoid eye and skin contact. Avoid breathing vapours. Avoid breathing mists. Avoid generation of aerosols. Do not swallow. Wash thoroughly after handling. Storage Hold bulk storage under nitrogen blanket. Product should not come in contact with copper or copper -bearing alloys. Store in accordance with good industrial practices. Storage Information may be obtained from product -specific OPTIMAL CHEMICALS Storage and Handling Guides, or by calling a OPTIMAL CHEMICALS Customer Service Representative. 8. EXPOSURE CONTROLS / PERSONAL PROTECTION Exposure Guidelines No exposure limits have been established. Engineering Controls Use only with adequate ventilation. Local exhaust ventilation may be necessary for some operations. WARNING: Sudden release of hot organic chemical vapours or mists from process equipment operating at elevated temperature and pressure, or sudden ingress of air into hot equipment under a vacuum, may result in ignitions without the presence of obvious ignition sources. Published "autoignition" or "ignition" temperature values cannot be treated as safe operating temperatures in chemical processes without analysis of the actual process conditions. Any use of this product in elevated -temperature processes should be thoroughly evaluated to establish and maintain safe operating conditions. Product Name: UCARSOLIM AP SOLVENT 814 Effective Date: 21 February 2003 MSDS #: GAS84 (Dow TPC 16950) Page 4 of 7 Personal Protective Equipment - Respiratory Protection Use an approved respirator. Selection of air -purifying or positive -pressure supplied -air will depend on the specific operation and the potential airborne concentration of the material. For emergency conditions, use an approved positive -pressure self- contained breathing apparatus. - Skin Protection Use protective clothing chemically resistant to this material. Selection of specific items such as face shield, gloves, boots, apron, or full body -suit will depend on operation. Safety shower should be located In immediate work area. Remove contaminated clothing immediately, wash skin area with soap and water, and launder clothing before reuse or dispose of properly. Items which cannot be decontaminated, such as shoes, belts and watchbands, should be removed and disposed of properly. - Eye/Face Protection Use chemical goggles. Eye wash fountain should be located in immediate work area. 9. PHYSICAL AND CHEMICAL PROPERTIES PHYSICAL STATES Liquid COLOUR Transparent colourless ODOUR Ammoniacal fishy MOLECULAR WEIGHT 80.05 L BOILING POINT 125.9°c at 1013 hPa FREEZING POINT (Pour point) -48°C MELTING POINT Not applicable FLASH POINT 102°C METHOD: Pensky-Martens Closed cup ASTM D93 132°C METHOD: Cleveland Open cup ASTM O92 FLAMMABILITY LIMITS IN AIR (% by volume) LOWER: Not determined UPPER: Not determined SPECIFIC GRAVITY (H2O = 1) 1.045 at 20/20°C VAPOUR PRESSURE 0.31 kPa at 20°C VAPOUR DENSITY (Air = 1) 3.8 H EVAPORATION RATE (Butyl acetate = 1) 0.5 SOLUBILITY IN WATER (% by weight) 100 at 20°C PERCENT VOLATILES 23.78 r10. STABILITY AND REACTIVITY Chemical Stability Stable under normal handling and storage conditions, see Section 7 Handling and Storage. Materials to Avoid Acrylates. Aldehydes. Ketones. Halogenated organic compounds. Oxidising agents. Acids. Copper and its alloys. Mixture with these materials will result in a temperature and/or pressure increase. Product Name: UCARSOLTM AP SOLVENT 814 Effective Date: 21 February 2003 MSDS #: GAS84 (Dow TPC 16950) Page 6 of 7 Other information In animals, effects have been reported on the following organs: Liver. Kidney. 12. ECOLOGICAL INFORMATION Data for the minor component(s): Mobility and Bloaccumulatton Potential Bioconcentration potential is low (BCF less than 100 or log Pow less than 3). Measured log octanol/water partition coefficient (log Pow) is -1.50. Henry's Law Constant (H) is estimated to be 2.50E-06 atm.m3/mol. Potential for mobility in soil is very high (Koc between 0 and 50). Soil organic carbon/water partition coefficient (Koc) is estimated to be <1. Bioconcentration factor (BCF) in fish is <3.9. Degradation Material is ultimately biodegradable. Reaches more than 70% mineralisation in OECD test(s) for inherent biodegradability. In the atmospheric environment the material is estimated to have a tropospheric half-life of 0.761 hours. Biodegradation reached in Modified Zahn- Wellens/EMPA Test (OECD Test No. 302 B) after 28 days: >90 %. Aquatic Toxicity Material is not harmful to fish on an acute basis (LC50>100mg/L). Acute LC50 for fathead minnow (Pimephales promelas) is 200-500 mg/L. inhibitory concentration (1050) in OECD Activated Sludge, Respiration Inhibition Test (OECD Test No. 209) is >1000 mg/L. 13. DISPOSAL CONSIDERATIONS Waste Disposal Method(s) It is recommended that disposal of this material be performed by incineration, biological treatment or by other means in full compliance with national and local regulations. Dispose in accordance with all national and local environmental regulations. Empty containers should be recycled or disposed of through an approved management facility. Laboratory tests indicate that this material is biodegradable at very low concentrations (approximately 10 ppm) in water. If spilled material cannot be collected, it may be possible to neutralize with dilute hydrochloric acid, then landfill the neulral salt. Disposal methods identified are for the product as sold. For proper disposal of used materials, an assessment must be completed to determine the proper and permissible waste management options permissible under applicable rules, regulations and/or laws governing your location. 14. TRANSPORT INFORMATION TRANSPORT CLASSIFICATION ADR I RID This product is not submitted to the ADR regulations. _ IMDG This product is submitted to the IMO regulations. _ MARPOL ANNEX II: Not evaluated at this moment. _ ICAO This product is also not submitted to ICAO regulations. 15. REGULATORY INFORMATION HAZARD CLASSIFICATION DANGER SYMBOLS Xi J Product Name: UCARSOLTM AP SOLVENT 814 Effective Date: 21 February 2003 MSDS #: GAS84 (Dow TPC 16950) Page 7 of 7 RISK PHRASES 34-42/43 SAFETY PHRASES 26-36/37/39-45 LABEL TEXT Causes burns. May cause sensitization by inhalation and skin contact. In cases of contact with eyes, rinse immediately with plenty of water and seek medical advice. Wear suitable protective clothing, gloves and eye/face protection. In case of accident or if you feel unwell, seek medical advice immediately (show the label where possible). FOR INDUSTRIAL USE ONLY CONTAINS - - REGULATORY DATA All other national and local regulations, if applicable to the use, transport or disposal of this product, should be observed. CHEMICAL INVENTORY INFORMATION EINECS The components of this product are on the EINECS inventory or are exempt from EINECS inventory requirements. TSCA All components of this product are on the TSCA inventory or are exempt from TSCA Inventory requirements. DSL The components of this product are on the DSL or are exempt from reporting under the New Substances Notification Regulations. 16. OTHER INFORMATION 1 Recommended Uses and Restrictions For industry Use Only Further Information There may be additional information on this product, which may be obtained by calling your OPTIMAL CHEMICALS Sales or Customer Service contact. Hazard Rating System NFPA ratings for this product are: H-2 F-1 R-0 This ratings are part of specific hazard communications program(s) and should be disregarded where individuals am not trained in the use of these hazard rating systems. You Should be familiar with the hazard communication applicable to your workplace. OPTIMAL CHEMICALS believe that the information contained herein Is current as of the date of the Chemical Safety Data Sheet. Since the use of the information and these opinions and the conditions of use of this product are not within the control of OPTIMAL CHEMICALS, it is the user's obligation to determine the condition of safe use of the products. Hello