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Home My WebLink About20192497.tiffEXHIBIT INVENTORY CONTROL SHEET CASE PCSC19-0005 - HUNT BROTHERS PROPERTIES, INC. Exhibit Submitted By Description E.2 Respondent Document to Support COA and DS F G. H. I . J. K. L. M. N. O. P. Q. R. S. T. U. V. W. 2019-2497 EXHIBIT r Weld County Board of County Commissioners Special Review Permit, USR16-0041 — Hunt Brothers Properties, Inc. I. CONDITIONS OF APPROVAL i __E a, Pcsc k -aoa Resolution Item Status Supporting Documents 1.A. Access of an approved Public Access Plan. Works Permit by The the with for BOCC applicant the an updated and number shall place provide the application of access(es) Access the Dept. for • Updated access permit - COMPLETE Issued 6/11/2019 - • Access Permit AP19-00199 Permit Number on the USR Map LB. Signed Mylar. The application shall submit the 2nd Corrected Recorded Exemption Plats 183 and • Second Corrected Recorded signed Mylar for 2nd Corrected Recorded 184 were submitted on May 1, 2019 Exemption (RECX) Exemption Nos. RECX16-0183 and 16-0184 to the • Mylar has been finalized and submitted. It is now • Access Permit AP19-00199 Dept. address the of modified Planning the new site Services point improvements for recordation of access associated to with ready for signature - COMPLETE by Planning - Department. • USR Plat 1.C. Lighting Plan. The applicant shall submit a • Lighting Plan has been submitted and approved Landscape & Lighting Plan Permit — located, Lighting review shall part, meet shall will not comply that, the be Plan and and shielded shine "any following approval. to with operated directly the lighting so § Dept. 23-3-360.F. standards: that Any in onto shall such beams of lighting adjacent Planning be a sources which designed, manner or poles rays Services, states, of of properties. and as light light to lamps in for - COMPLETE - Set 1.D. Landscape updated of equipment parking properties south Planning and area Landscaping/Screening and east Plan. Services parking shall public and The be for area any applicant screened rights residential review and the -of shall -way and from Plan employee properties. submit approval. to adjacent to the the an north, Dept The Landscape Plans have - COMPLETE been submitted - and approved • • Landscape Set H. Balzano & Notes Lighting re Screening Plan — Permit 19345598 1 Updated 28 -Jun -19 1 F An Improvements and Road Maintenance Agreement is required for off -site improvements at this location Road maintenance, including dust control, damage repair, specified haul routes and future traffic triggers for improvements will be included • • • Final adjustments and construction drawings submitted on 6/12/19 for Road Improvement Plan County is preparing Improvements and Road Maintenance Agreement County, Applicant, and FRICO are still discussing how to address improvements in the County's ROW, including box culvert • • FRICO email re completion of drainage work Ditch Purchase and Relocation Agreement - AWAITING ACTION BY COUNTY - 1 G Final Drainage Report and Certification of • Stamped Certification of Compliance has been • Certification of Compliance Compliance stamped and signed by a Professional received • Grading Permit Engineer registered in the State of Colorado is • Drainage Plan approved on 6/13/19 © Variance Request required • Variance Request approved/executed on 6/6/19 • Drainage and Grading Approval • Grading Permit AP19-00199 Issued on 6/11/19 Memo - COMPLETE - 1 H The applicant shall submit written,evidence of • Signed Tap Agreement from CWCWD has been • Order for Conditional Inclusion meeting all of the requirements of the Central received • US Dept of Interior Approval Letter Weld County Water District and evidence each • Letters from CWCWD and Northern Colorado Water • CWCWD Letter parcel associated with the facility has an adequate water supply of sufficient quality, quantity and dependability • Conservancy District Order for Conditional Inclusion of Lands Received • Tap Fee Agreement , - COMPLETE - 5 A If more than one (1) acre is to be disturbed, a • Grading Permit has been issued • Grading Permit GRD19-0028 Weld County Grading Permit will be required - COMPLETE - 5 B The approved access and tracking control shall be constructed prior to on -site construction • Tracking control has been installed per approval • Photo of tracking control - COMPLETE - 19345598 2 6 A Accepted construction drawings and construction of the off -site roadway improvements are required • a • Stamped Construction Drawings were submitted to County on 6/4/19 Revised Public Improvements Plans, Construction Drawings for the roadway improvements were submitted to County on 6/17/19 MHTs (traffic plans) dated 6/6/19 have been submitted, along with comment letter from engineer to County • • • • ROW Deed of Dedication ROW Legal Description MHT#5 Drawings Roadway Improvement Plans - AWAITING FINAL REVIEW AND ACCEPTANCE BY PUBLIC WORKS DEPARTMENT - 6 B The application shall construct a westbound • Stamped Construction Drawings were submitted to • ROW Deed of Dedication acceleration lane, westbound left deceleration, and an eastbound right deceleration lane on • County on 6/4/19 Revised Public Improvements Plans, Construction • • ROW Legal Description MHT #5 Drawings County Road 6 at the facility access, in accordance with the Road Improvements Drawings for the roadway improvements have been submitted to County on 6/17/19 Agreement • MHTs (traffic plans) dated 6/6/19 have been submitted, along with comment letter from engineer to County - AWAITING FINAL REVIEW AND ACCEPTANCE BY PUBLIC WORKS DEPARTMENT - 6 C The applicant shall develop an Emergency Action and Safety Plan with the Office of Emergency • Emergency Action and Safety Plan has been approved • Emergency Action Plan Management and the Fire District The plan shall be reviewed on an annual basis by the Facility operator, the Fire District and the Weld County - COMPLETE - Office of Emergency Management Submit evidence of acceptance to the Dept of Planning Services 19345598 3 7 A Wastewater system (8/2/17 USR) An on -site wastewater treatment system is required for the proposed facility and shall be installed according to the Weld County On -site Wastewater Treatment System Regulations The septic system is required to be designed by a CO Registered P E according to the Weld County On -Site Wastewater Treatment System Regulations O 9 Construction of vertical improvements (i e , shop building and lab building) has not begun Applicant will design, permit, and construct potable water and wastewater treatment systems during construction of vertical improvements - NOT YET APPLICABLE, APPLICANT WILL COMPLY PRIOR TO OPERATION - 7 B The applicant shall submit evidence of an Underground Injection Control (UIC) Class V A Applicant will design, permit, and construct septic system during construction of vertical improvements Injection Well permit from the EPA for any large (i e , shop building and lab building) capacity septic system (a septic system with the capacity to serve 20 or more persons per day) Alternatively, the applicant can provide evidence from the EPA that they are not subject to the EPA ® Applicant will either submit a letter from EPA confirming non -applicability of Class V requirements or submit a permit from EPA Class V requirements - NOT YET APPLICABLE, APPLICANT WILL COMPLY PRIOR TO OPERATION - 19345598 4 IV. COMPLIANCE WITH DEVELOPMENT STANDARDS 9 '•ie�r-�X� S','" �t £. ,, ..- F�ti Resolution Item --,`,<,';,,:;s,,4�,f .��, � ��s�_ �� ..�� ,�. � W « -n �.�� , t J�z= i , �" �..� -�w �,��Status`� � a � z; ��„,,_r�,?;:� .'?1"1 r _:.�t ! - V T xk �,� Document(s) � �� ; � ou« a 1 The Site Specific Development Plan and Use by Special Review Permit, USR16-0041, is for Mineral Resource Development Facilities including an Asphalt Batch Plant, Asphalt and Concrete Recycling Operations, any Use permitted as a Use by Right, Accessory Use, or Use by Special Review in the Commercial or Industrial Zone Districts provided that the property is not a lot in an approved or recorded subdivision plat or part of a map or plan filed prior to adoption of nay regulations controlling subdivisions in the A (Agricultural) Zone District, subject to the Development Standards stated hereon • Applicant is not yet operating an asphalt or concrete plant Any operations on site are confined to uses by right or activities necessary for the development of the site in accordance with the USR - NOT YET APPLICABLE; APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE - 8 The parking area on the site shall be maintained • Parking area has not yet been constructed - NOT YET APPLICABLE, APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE - 10 Landscape and screening The landscaping/screening on the site shall be maintained • Landscape and screening has not yet been constructed, but Applicant will do so during 2019 planting season • Applicant will also add additional trees on southeast corner of property (outside of USR area) - NOT YET APPLICABLE, APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE - 19345598 5 11 The property or operator shall provide written evidence of an approved Emergency Action and Safety Plan on or before March 15th of any given year signed by representatives for the Fire District and the Weld County Office of Emergency Management to the Dept of Planning Services • Emergency Action and Safety Plan has been approved - IN COMPLIANCE - O Emergency Action Plan 17 APEN The applicant shall submit an Air Pollution Emission Notice and Emissions Permit Application and obtain a permit from the CDPHE, Air Pollution Control Division, as applicable • • APEN application was submitted to CDPHE on 1/28/19 Applicant's consultant (McWehil Monnett Associates) completed CO modeling using AERMOD and submitted results to APCD on 6/17/19 - AWAITING ACTION BY CDPHE - • • • Initial APEN Submittal Asphalt -Central Air Pollution Permit (2/13/19 Email w -Confirmation, G Geras) McWehil Monnett Associates model 20 Containment Secondary containment shall be constructed around tanks to provide containment or the largest single tank and sufficient freeboard to contain precipitation Secondary containment shall be sufficiently impervious to contain any spilled or released material Second containment devices shall be inspected at regular intervals and maintained in good condition All secondary containment will comply with the provisions of the State Underground and Above Group Storage Tank Regulations • • Applicant has contracted with Landmark Environmental for containment design and plan Results expected by 6/28/19 - IN PROGRESS - 25 Septic In the event the septic systems require a design capacity of 2,000 gallons or more of sewage per day, the applicants shall adhere to the requirements of the CDPHE, Water Quality Control Division Regulations • Applicant will design and construct septic system during construction of vertical improvements (i e , shop building and lab building) - NOT YET APPLICABLE; APPLICANT WILL COMPLY PRIOR TO OPERATION - 19345598 6 27 Water A permanent, adequate water supply shall be provided for drinking and sanitary purposes o Applicant will design and construct water supply system during construction of vertical improvements (i e , shop building and lab building) - NOT YET APPLICABLE, APPLICANT WILL COMPLY PRIOR TO OPERATION - 28 Septic Any septic system located on the property must comply with all provisions of the Weld County Code, pertaining to Onsite Waste Water Treatment Systems • Applicant will design and construct septic system during construction of vertical improvements (i e , shop building and lab building) - NOT YET APPLICABLE; APPLICANT WILL COMPLY PRIOR TO OPERATION - 29 The operation shall comply with all applicable rules and regulations of state and federal agencies and the Weld County Code - NOT YET APPLICABLE; APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE - 31 The access on the site shall be maintained to mitigate any impacts to the public road, including damages and/or off -site tracking • Tracking control has been installed per approval - IN COMPLIANCE - • Photo of tracking control 32 There shall be no parking or staging of vehicles on public roads On -site parking shall be utilized ' • • No vehicles are being staged on public roads New access points and tracking control have been installed to facilitate truck access to property - IN COMPLIANCE - • Photo showing absence of parking and staging 33 The historical flow patterns and runoff amounts on the site will be maintained • • • Drainage Plan approved per H Balzano 6/13/19 Variance Request approved/executed on 6/6/19 Grading Permit AP19-00199 Issued on 6/11/19 - IN COMPLIANCE - 19345598 7 36 Building permits may be required, per Section 29- 3-10 of the Weld County Code Currently, the following have been adopted by Weld County 2012 International Codes, 2006 International Energy Code, and the 2014 National Electrical Code A Building Permit must be completed and two (2) complete sets of engineered plans bearing the wet stamp of a CO registered architect or engineer must be submitted for review A Geotechnical Engineering Report, performed by a CO registered engineer, shall be required or an Open Hole Inspection • Building permits have been applied for -AWAITING COUNTY APPROVAL - • Building permit documentation 37 The property owner or operator shall be responsible for complying with the Design and Operation Standards of Chapter 23 of the Weld County Code - NOT YET APPLICABLE, APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE - -- 39 The Use by Special Review area shall be limited to the plans shown hereon and governed by the foregoing standards and all applicable Weld County regulations Substantial changes from the plans or Development Standards, as shown or stated, shall require the approval of an amendment of the Permit by the Weld County BOCC before such changes from the plans or Development Standards are permitted Any other changes shall be filed in the office of the Dept of Planning Services - NOT YET APPLICABLE, APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE - 40 The property owner or operator shall be responsible for complying with all of the foregoing Development Standards Noncompliance with any of the foregoing Development Standards may be reason for revocation of the Permit by the BOCC - NOT YET APPLICABLE, APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE - 19345598 8 I N PROGRESS NOT YET APPLICABLE; APPLICANT WILL COMPLY PRI OR TO OPERATI ON NOT YET APPLICABLE; APPLICANT WILL COMPLY PRI OR TO OPERATI ON NOT YET APPLICABLE; APPLICANT WILL COMPLY PRI OR TO OPERATI ON NOT YET APPLICABLE; APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE INCOMPLIANCE COMMERCIAL BUILDING PERMIT APPLICATION DEPARTMENT OF PLANNING SERVICES BUILDING INSPECTION DIVISION 1555 N 17'„ AVENUE, GREELEY, CO 80631 (970) 400-8100 PROPERTY OWNER MAILING ADDRESS SITE ADDRESS C.94 Wed- ar CR t3 LEGAL DESCRPTI01 fr r(6" Si SEC _, T 1 N. R.1 W OR SUBDIVISION LOT BLOCK PHONE DISTANCES FROM LOT LINES N LS _EcW*57 TOTAL LAND AREA.iseaffit11. LIVID USE CASES IS THE PROPERTY VACANT? o YES a NO FM, HOW LONG? HOW &ANY HOUSES ARE av TIM PROPERTY ASV MATS MEP PRESENT USE? HOW MANY NOME NOSES ARE ON THE P1OPERTYAT THE PRESENT TAME? — APPLICANT NAME MAILING ADDRESS. CITY, STATE. ZIP PHONE _ atm few. ' MAILING STATE, ZIP PHONE MECHANICAL CONTRACTOR MAILING ADDRESS, CITY. STATE. ZIP PHONE ELECTRICAL CONTRACTOR MAILING ADDRESS. an; STATE. Z P EC LIC S PHONE PLUMBING CONTRACTOR MAILING ADDRESS. CITY. STATE, ZIP PC LIC S PHONE DESIGN PROFESSIONAL OF RECORD MAILING ADDRESS. CITY, STATE. ZIP PHONE TYPE OF SEWER: Nit* a PUBLIC: . a PRIVATE: PERMIT S . TYPE OF WATER M itt a PUBLIC: o PRNATE: a WELL a CISTERN PERMIT S HEATING PROVIDER: ti` n NAT. GAS: ,T1� o PROPANE: o ELECTRIC: o IN FLOOR HEATING o YES o NO ELECTRIC LEER: o NAME: SIZE OF AMPS PURPOSE OF PERMIT a NEW CONSTRUCTION a ADDITION a REMODEL a REP o OFFlCEISCALE HOUSE o CHANGE OF USE TYPE OF CONSTRUCTION o TYPE IA NONCOMBUSTIBLE CONST PROTECTED a TYPE IS NONCOMBUSTIBLE COAST UNPROTECTED o TYPE NA NONCOMBUSTIBLE COAST PROTECTED a TYPE B NONCOMBUSTIBLE COAST UNPROTECTED a TYPE NIA PROTECTED a TYPE INS UNPROTECTED o TYPE VA PROTECTED n TYPE VS UNPROTECTED HEIGHT OF BULDING 511 N OF STORIES .1;%0 PLUMBING FIXTURES: WATER CLOSETS - TOILET (S) MALE FEMALE LAVATORIES - SINK(*) MALE FEMALE AC -INCLUDED a YES o NO . FIRE SPRINKLER a YES a NO DRINKING FOUNTAINS ( ) TYPE OF FOUNDATION o BASEMENT o FINISHED SF: o UNFINISHED SF: o CRAWLSPACE SF: w1 SZ S eq X COVERED NEW SQUARE FOOTAGE: MAIN LEVEL 2''I LEVEL. OTHER DECK: 10 SIZE YES a NO PORCH: 1" SIZE X COVERED a YES a NO (IF ANY ADDITIONAL INCLUDE IN DESCRIPTION) FIRE DISTRICT APPROVAL a YES a NO VALUE $ Tyg UD THE 5�i 6 THE ELECTRICAL COST $ CONSTRUCTION METER: o YES a NO giloardA "COUNTY FACILITY, ROAD IMPACT AND DRAINAGE IMPACT FEES MAYAPPLY" OFFICE USE ONLY DATE RECEIVED 4% O YES ❑ NO FLOOD PLAIN c YES O NO INITIALS PERMIT NUMBER PLANNER REVIEW 1 REVISED 02/1$ ASPHALT SPECIALTIES CO. 10100 Dallas St. • Henderson, CO 80640 • (303) 289-8555 • Fax: (303) 289-7707 Weld County Building Permit Application Project: Location: Asphalt Plant Silos and Foundation Within the boundaries of USR16-0041 which Includes RECX16-0183 (Lot A) and RECX16-0184 (Lot B) Index of supporting documents • Permit Application • Authorization Form • Recorded Deed • Plot Plan dated April 30, 2019 • List of Asphalt Plant Components • Kumar & Associates, Inc. Geotechnical Engineering Study Dated • SM&RC Structural Engineers Inc. Engineered Structural Plans & 3/12/19 • SM&RC Structural Engineers Inc. Structural Observation Report • Engineer Certification on Weld County Form Dated 3/6/19 • CMI Manufacturer's Specifications for Silos. • Cesare, Inc. Concrete Cylinder Test Results • ASCI Compliance Report re Solis Engineering Dated 3/15/18 • Weld County Access Permit #AP16-00562 • Grading Permit #GRD17-0034 • Agreement Concerning Existing "As Built" Construction • Weld County Courtesy Letter — Building Permits Dated February February 8, 2018 Details (Wet Stamp) Dated Dated March 23, 2018 21, 2019 DEPARTMENTS OF PLANNING BUILDING AND ENVIRONMENTAL HEALTH 1555 NORTH 17T" AVENUE GREELEY, CO 80631 AUTHORIZATION FORM I, Re), 6-4 At/A.4- 2eOstitS 940 ,Tit, -9i perrrgssion to <�e..�v+en war -A (Owner — pie print) (Authorized Agent - please print) to apply for any Planning, Building or Septic permits on our behalf, for the property located at (address or parcel number) below /`r's 725 / O OOO 4 - Je Legal Description:41- oc !, Subdivision Name: ty Owners information: Address: /C) / oo Dania. g Phone: 303, - 28'4` ~ASS` Authorized Agent Contact information: Address: /0119 a j9/ Phone: 3O? -54y --fit 33 Correspondence to be sent to: Owner Additional Info: of Section ?. Township 1 N. Range (s $` w Lot Block EnCLIO E-mail: o ncal czs AL W/a. #1:43 Cettl E -Mail: i1 .r Ce9 o-- etc? ? r > -w a sp V f1 s?..‘j414?‘ l4 rt , eau - Authorized Agent Both Ite< / by Mal ._ Email X Owner Signaature: Date: Date: 1111111111111111111 Warranty Dead 1 .) TINS Dom, modem »ebea ay ?3, 21117 k TSB 1NM11fJl NG MELT TRW, AS TO AN UNDIVIDID 112 AND MART ALICRIRMOLING AND KATHY 1DiA2O flr [R lRBL ALSO RNOWNAS UCAT INE REM RIM Alm 11N; JOWL INIASOKINO mar q; AS TO AN UNDISIMED 1/S MEREST Gmeloe(s of the County of ADAMS aid Setts at COLORADO *dm ceadatmmetoo at (lit,>M,SISAII) r» t1,a Mika 1M.l_ar Ph" Zftrrw�ei a■d N17M... anon 1n heed pel4 hereby senor and mem la l cr RRITITOIRS PROPIIRTSK RIC, A COLORADO w am ate TION () where meet •ddows ie MN DALLAS sr. on NMCoai , of thefo g RY10the Comp ofWei, and 54teofC lmat4mwt AST'AcIDO "LERMI An' afrobeowoiysaw sad amber i VACANT LAND 120 AMIN NA ammo whit all Is appottemoQs mod woman the tide to the aeon, adiect to woodtwee liar dieser 2017 nest s+hmit:gyms, alien trot }rtdue arpayable and those walk Bimrpd.rr.sero.ethon •fit B';aaedredhereto end =de epart ir ,y!' assessuist Vim Improwaviesat wants Moiled as oft& dote *Noels strain on the Meow ow to Dowd Sell Aral Bum between Omar cod Grosse daoed52016F.didirataeesedpriereroralesMang; mod cd. NONE 'Dna Debroary 22„ 2$17 Ron tax arum saorssitslibossarM 1N4 A Ooi.oSADOtORloltA1IElaf anna DALLAS !I: HIMONOISOK CO MOP m 13050 12/2015 w4.15.odt 1-15 % a my Deed (P6o1.r-plic) XOILNLINI O NW ION L S 11WaEd 1a.Id.I..Ie. ®n_cfllo.m rw.vnvloola.rwn NLLMrWiNgur'flj14vOr urine 1lMYsv-1 014O-NNI IN3YIIddl3A30 3Sfl-3ldLLlf Iq HILTON ikkObli" 'MO 1.00r 'OM lob AMMO, ANCIfirLiag MCONIIOlnu itIML.I.0 U FOr.11 wouLsaV £ — euusor�s vik !4.a IornlYrnn. +.bo.n eC.cO91 ..wN ar 1 ARY CONTAINMENT O 44 >�zc C3 + 0C Lec-I 1 ,L6 J �I— w 2 0 U Vi O x w 0 x 1 J w 2 Z U 705' .2.611O '461 2 _ . CL ._ , r" ul a lO W r z 4 =IIQL a as 0 N 16.• Y l,Mee4r - ,.-o. �„1..�,,.re►,.I..., ..d *v. cer-itars00.....(AFGAvarmeA apXrarri Immo IdL9IWOR JO CM £ 1 II.I Si.t 1i1Q Yf e/r wow( he9 LOW Purchased in 1994 1 Purchased in 1994 Purchased in 1997 1 1 F Portable - on skids Fixed - Engineered Foundation 7 Fixed - Engineered Foundation Fixed - Engineered Foundation Portable - on wheels Portable - on wheels Value x X _ 40,000 tD S 42,501 75,000 m8 25,000 p M oft d O N vti § en 50,000 § n § "}d 75,0001 §§ N le N § lac 4.0 iii Fixed X X X X X X X X X X X X X X d .0 't4 2 x x x x x x x X Weld County Road 6 Asphalt Specia o., Inc. Building Perm lication 'Component List Control Center Storage Silos CMI Silo #132 CMI Silo #133 CMI Silo #160 Scale (on Silo Foundation) J Storage Silo Foundation 40 c a) m W Geotechnical Concrete Asphalt Burner and Drum Assembly Asphalt conveyor - Burner to Silos Baghouse Vertical Asphalt Storage Tank Storage tank - horizontal Tank with Secondary Containment [Misc structure Electrical Equipment Room `a ` H [Conveyor for Burner and Drum 17 Cold feed bins Hoppers Totals L • Sam & 4a..ete�a,lss. 8eeiedrdaal end female Engineers end Bakonseardal Saes ACEC 2390 South Upan Street Denver, CO 80223 phone: (303) 742-0700 fax: (303) 742-0866 email: kadenverrkumarusa.com EStilahMO9643101 Dace Locations: Denver (HQ), Parker, Coronado Springs, Fort Collins, Glenwood Springs and Summit County, Colorado GEOTECHNICAL ENGINEERING STUDY PROPOSED ASPHALT STORAGE SILOS AT ASPHALT SPECIALTIES CO, INC. NORTH MULTI -USE DEVELOPMENT 5622 WELD COUNTY ROAD 6 ERIE, COLORADO Prepared By: Chad M. Bungle, P.E. Prepared For: Aepha t Specialties Co.. Inc. 10100 Dallas Street Henderson, Colorado 80640 Attn: Mr. Gary Stillmunkes Project No. 17-1-829 Reviewed By: February 8, 2018 TABLE OF CONTENTS SUMMARY 1 PURPOSE AND SCOPE OF STUDY 2 PROPOSED CONSTRUCTION 2 SITE CONDITIONS 2 SUBSURFACE CONDITIONS 3 GEOTECHNICAL ENGINEERING CONSIDERATIONS 4 FOUNDATION RECOMMENDATIONS 5 MAT FOUNDATION SYSTEM 8 SITE GRADING AND EARTHWORK 10 WATER SOLUBLE SULFATES 12 SURFACE DRAINAGE 12 DESIGN AND CONSTRUCTION SUPPORT SERVICES 13 LIMITATIONS 14 FIG. 1 - LOCATION OF EXPLORATORY BORINGS FIG. 2 - LOGS OF EXPLORATORY BORINGS FIG. 3 - LEGEND AND NOTES FIGS. 4 and 5 = SWELL -CONSOLIDATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS SUMMARY 1. Information on the subsurface conditions was obtained by drilling two exploratory borings to depths ranging from about 25 feet and 30 feet. The soil conditions encountered in the exploratory borings consisted of about 8 inches of plowed topsoil with roots underlain by lean clay to a depth of about 6% to 7 feet underlain by claystone bedrock. Claystone bedrock extended to depths of 25 to 30 feet, the termination depth of the borings. Groundwater was not encountered in the borings at the time of drilling. Groundwater was encountered at a depth of about 13 to 13% feet when checked 6 days after drilling. 2. Based on the subsurface conditions encountered in the borings and expansive nature of the bearing soils, we recommend the asphalt silos be supported by a drilled pier foundations system. An alternative to a drilled pier foundation system with a higher risk of movement due to the expansive nature of the bearing soils is to support the asphalt silos on a mat foundation bearing on an owner elected zone of fill consisting of either 3 feet of structural fill or 3 feet of structural fill over 5 feet of on -site engineered fill. Structural fill should consist of recycled concrete meeting COOT Class 6 gradation. The engineered fill zone should extend outside the edge of the foundation unit equal to the depth of fill (structural and on -site engineered). Kumar & Associates, Inc. 2 PURPOSE AND SCOPE OF STUDY This report presents the results of a geotechnical engineering study for the proposed asphalt silos to be constructed at the Asphalt Specialties Co., Inc. (ASCI) North Multiple -Use Development located at 5622 Weld County Road 6 (M R 6) in Erie, Colorado. The study was conducted in general accordance with the scope of work in our Proposal No. P-17-925 to Asphalt Specialties Co., Inc. dated December 20, 2017. A field exploration program consisting of two exploratory borings was conducted to obtain information on general subsurface conditions. Samples of soils obtained from the exploratory borings were tested in the laboratory to determine their classification and general engineering characteristics. -The results of the field exploration and laboratory testing programs were used to evaluate site geotechnical conditions and develop geotechnical engineering recommendations. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on our understanding of the proposed construction and the subsurface conditions encountered. Geotechnical design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed asphalt silos are included in the report. PROPOSED CONSTRUCTION The proposed construction consists of a series of storage silos for asphalt as part of the larger multi -use development project. The asphalt silos will be supported by individual drilled pier foundation system or a mat foundation system with an approximate footprint of 10% feet wide by 120 feet long. The asphalt silos are used to discharge asphalt into trucks for transportation to the paving sites. We anticipate that the silos will have moderate foundation loads, generally consistent with the proposed type of construction. If the proposed construction varies significantly from that described above or depicted in this report, we should be notified to reevaluate the recommendations provided in this report. SITE CONDITIONS The project site is located at the proposed ASCI North Multiple -Use Development south of Weld County Road 8 at 5622 WCR 6 near Erie, Colorado. The Multi -Use Development site is an Kumar & Associates, Inc. a 3 approximate 36 -acre parcel. Historically, the site has been used as an agricultural pasture. The site is bordered by WCR 6 and Bull Ditch to the north, Bull Ditch and Regional Transportation District (RTD) easement to the west, and undeveloped agricultural pasture to the south and east. An irrigation ditch bisects the Multi -Use Development site just north of the planned location of the asphalt silos. The area of the proposed asphalt silos Is generally flat. Site topography of the Multi -Use Development site has a gentle slope down to the south with an elevation difference on the order. of 13 feet. No bedrock outcrops were noted in the immediate vicinity. As part of our services, we provided a cursory review of the "Maps Showing the Extent of Mining, Locations of Mine Shafts, Adits, Air Shafts, and Bedrock Faults, and Thickness of Overburden above Abandoned Coal Mines In the Boulder -Weld Coal Field, Boulder, Weld, and Adams Counties, Colorado" produced by the U.S. Geological Survey, dated 2001. Based on our review, the site does not lie within the mapped limits of previous coal mine workings. Previous mine workings were mapped approximately 600 lineal feet to the north-northwest of the proposed asphalt silos site. SUBSURFACE CONDITIONS Information on the subsurface conditions was obtained by drilling two exploratory borings to depths ranging from about 25 feet to 30 feet at the approximate locations shown on Fig. 1. Graphic logs of the borings are presented on Fig. 2, and a legend and notes describing the subsurface conditions encountered are presented on Fig. 3. Selected samples obtained from the exploratory borings were visually classified in the laboratory by the project engineer and samples were selected for laboratory testing, including natural moisture content and density, percent passing the No. 200 sieve, Atterberg limits, swell - consolidation, and water soluble -sulfates testing. The laboratory testing was conducted in general accordance with applicable ASTM and CDOT standards. Results of the laboratory testing are shown on the boring logs on Fig. 2 and graphically plotted on Figs. 4 and 5, and summarized in Table I. The soil conditions encountered in the exploratory borings consisted of about 8 inches of plowed topsoil with roots underlain by lean clay to a depth of about 6'h to 7 feet underlain by Kumar & Associates, Inc. 4 claystone bedrock. Claystone bedrock was extended to depths of 25 to 30 feet, the termination depth of the borings. The lean clay and claystone was generally moist. Based on sampler penetration resistance, the lean clay was stiff to very stiff and the claystone bedrock was firm to very hard. Groundwater was not encountered in the borings at the time of drilling. Groundwater was measured in the open boreholes at a depth of about 13 to 13%: feet when checked 6 days after drilling. GEOTECHNICAL ENGINEERING CONSIDERATIONS Based on conditions encountered in the borings, subsurface soil conditions at the anticipated foundation level consist primarily of about 3 to 4 feet of natural, stiff to very stiff lean clay underlain by firm to very hard claystone bedrock. The results of the swell -consolidation testing indicate the lean clay has a low swell potential and the claystone bedrock has a moderate to very high swell potential when inundated with water under a constant surcharge pressure of 1,000 psf. Shallow foundations or mats placed on expansive soil and bedrock similar to that encountered at this site can experience movement causing structural distress if the soil and bedrock is subjected to changes in moisture content. The drilled pier foundation is intended to place the bottoms of the piers in a zone of relatively stable moisture content and make it possible to load the piers sufficiently to resist uplift movements. Due to swell potential of the onsite lean clay and claystone bedrock, we recommend the proposed asphalt silos be supported on a drilled pier foundation system bearing in the underlying claystone bedrock. Using this type of foundation, each column is supported on a single drilled pier. Load applied to the piers is transmitted to the bedrock partially through peripheral shear stresses that develop on the sides of the pier and partially through end bearing pressure. In addition to their ability to reduce differential movements caused by expansive materials, straight -shaft piers have the advantage of providing high supporting capacity. Drilled piers typically experience less movement than comparably loaded shallow foundations. An alternative to a deep foundation system is to support asphalt silos on a mat foundation system bearing on a zone of engineered fill. Supporting the asphalt silos on a zone of 5 engineered fill will have an increased risk of heave and differential movements due to the expansive nature of the bearing soils. The owner should be aware of the risk prior to selection of a mat foundation system bearing on a zone of engineered fill. FOUNDATION RECOMMENDATIONS Drilled Piers Based on the data obtained during the field and laboratory studies, we recommend straight - shaft piers drilled into the bedrock be used to support the proposed silos. Straight -shaft drilled piers for support of the structure have the advantage of providing separate high -capacity piers for transferring the structural loads to a stratum of high bearing capacity. The piers can be constructed relatively quickly and will experience a relatively small amount of movement. The load carrying capability of the claystone bedrock was evaluated based on an analysis of sampler penetration resistance values. The design and construction criteria presented below should be observed for a straight -shaft pier foundation system. The construction details should be considered when preparing project documents. 1. Piers should be designed for an allowable end bearing pressure of 15,000 psf and a skin friction of 1,500 psf for the portion of the pier in bedrock. Uplift due to structural loadings on the piers can be resisted by using 75% of the allowable skin friction value plus an allowance for pier weight. 2. Piers should also be designed for a minimum dead load pressure of 8,000 psf calculated as the unfactored dead load applied to the pier cross sectional area. Our experience indicates application of dead load pressure is the most effective way to resist foundation movement due to swelling soils. However, if the minimum dead load requirement cannot be achieved and the piers are loaded as heavily as practicable, the pier length should be extended beyond the minimum bedrock penetration and minimum length to mitigate the dead load deficit. This can be accomplished by assuming one-half of the skin friction given above acts in the direction, to resist uplift caused by swelling soil and bedrock around the upper portion of the pier. The owner should be aware of an increased potential for foundation movement if the recommended minimum dead load pressure is not met. 0 6 3. A minimum penetration of 10 feet into the bedrock and a minimum pier length of 20 feet are recommended. 4. Lignite was encountered at a depth of about 25 feet in Boring 2. If lignite is encountered during construction at the planned pier tip elevation the pier should be extended a minimum of 2 feet below the bottom of the lignite layer. 5. Piers should be designed to resist lateral loads using a modulus of horizontal subgrade reaction in the clay soils of 50 tcf and a modulus of horizontal subgrade reaction of 150 tcf in the claystone bedrock. The modulus values given are linear modulus values intended for use in simplified hand calculations and are for a long one -foot wide pier and must be corrected for pier size. If more rigorous analysis is desired, a computer application such as LPILE should be used. 6. The lateral capacity of the piers may be analyzed using the LPILE computer program and the parameters provided in the following table. The strength criteria provided in the table are for use with that software application only and may not be appropriate for other usages: Material c (ps° VT ka ke eat ' Soil Type Natural Lean Clay 1,000 0 125 500 200 0.007 1 Bedrock 3,000 0 130 2,000 800 0.004 1 c Cohesion intercept (pounds per square foot) cp Angle of internal friction (degrees) yT Total unit weight (pounds per cubic foot) k8 Initial static soil -modulus (pounds per cubic inch) lcc initial cyclic soil -modulus (pounds per cubic inch) e50 Strain at 50 percent of peak shear strength Soil Types: 1. Stiff clay without free water 7. Closely -spaced piers and pier groups will require appropriate reductions of the axial, uplift and lateral capacities based on the effective envelope of the pier group. These reductions can be avoided by spacing the piers at a distance of at least 3 pier diameters center -to -center for axial loading and 5 pier diameters center -to -center in the direction f 7 perpendicular to lateral loading. More closely spaced piles should be studied on an individual basis to determine the appropriate reduction in axial and lateral load design parameters. 8. Piers should be reinforced their full length to resist an unfactored net tensile force from swelling soil pressure of at least 40 kips. The recommended tensile force is for a 1 -foot diameter pier and should be increased in proportion to the pier diameter for larger piers. If the design dead load greater than or less than the recommended dead load, the requirement for tension reinforcement should be decreased or increased accordingly to account for the difference. 9. A 6 -inch void should be provided beneath the pier caps to concentrate pier loadings and to separate the expansive soil and bedrock from the pier caps. Absence of a void space will result in a reduction in dead load pressure on the piers which could result in upward movement of the foundation system. 10. A minimum pier diameter of 12 inches is recommended to facilitate proper cleaning and observation of the pier hole. The pier length -to -diameter ratio should not exceed 30:1 to facilitate proper cleaning and observation of the pier hole. 11. Concrete used in the piers should be a fluid mix with sufficient slump so it will fill the void between reinforcing steel and the pier hole. We recommend a concrete slump in the range of 5 to 8 Inches be used. 12. Pier holes should be properly cleaned prior to the placement of concrete. 13. The presence of water in the exploratory borings indicates dewatering equipment may be required. In no case should concrete be placed in more than 3 inches of water unless the tremie method is used. If water cannot be removed or prevented with the use of temporary casing and/or dewatering equipment prior to placement of concrete, the tremie method should be used after the hole has been cleaned. 14. The drilled shaft contractor should mobilize equipment of sufficient size and operating condition to achieve the required bedrock penetration. 8 15. Care should be taken that the pier shafts are not oversized at the top. Mushroomed pier tops can reduce the effective dead load pressure on the piers. 16. Concrete should be placed in piers the same day they are drilled. The presence of water or caving soils may require that concrete be placed immediately after the pier hole is completed. Failure to place concrete the day of drilling will normally result in a requirement for additional bedrock penetration. 17. A representative of the geotechnical engineer should observe pier drilling operations on a full-time basis to assist in identification. of adequate bedrock strata and monitor pier construction procedures. Mat Foundation System Asphalt silos supported on mat foundation bearing on a zone of engineered fill are feasible after sub -excavation of the low swelling lean day and/or moderate to very high swelling ciaystone bedrock. As discussed in the "Geotechnical Considerations" section of this report, the only way to mitigate movement due to the expansive nature of the bearing soils is to support the asphalt silos on a deep foundation system consisting of drilled piers bearing in the underlying claystone bedrock. We recommend mat foundations be designed and constructed in accordance with the criteria presented below. The construction details should be considered when preparing project documents. 1. Mats supported on a layer of fill should be designed for an allowable contact pressure of 2,500 psf. The allowable bearing pressure may be increased by one-third for transient (i.e. wind and/or seismic) loadings. 2. Based on experience, we estimate total movement for mats designed and constructed as discussed in this section will be 1 inch or less. Differential movements across the structure are estimated to be % of the total movement over 10 feet. 3. The risk of ground heave beneath a mat foundations can be mitigated to a certain degree by providing a zone relatively impervious engineered fill directly beneath the mat foundation. Heave estimate calculations can be useful in evaluating the relative Kumar & Associates, inc. a 9 effectiveness of varying the thickness of this prepared fill zone. However, such calculations cannot address the uncertainty in the potential depth and degree of wetting that may occur under a mat foundation or the variability of swell potential across a site, which is frequently erratic. We have performed calculations to demonstrate the potential for ground heave if the soils and bedrock underlying foundations should be thoroughly wetted to various and significant depths, including below the depth of the mat foundation engineered fill zone. The following table presents estimates of potential heave based on the results of swell - consolidation tests using test and analysis methods generally accepted in the Colorado Front Range. Both depth of wetting and depth of the prepared fill zone were considered as variables in the analysis. The depths of wetting indicated in the table are based on the general range in thickness of potentially expansive natural soils and bedrock underlying the mat foundation. Mat Foundation Heave Estimates Alternative Ground Heave in Inches 10 feet of wetting 15 feet of _ wetting 20 feet of wetting 3 feet of imported structural fill * 1.8 4.4 6.7 8 feet of fill comprised of 3 feet of imported structural fill'* over 5 feet of moisture -conditioned on -site engineered fill 0.3 2.2 - 6.2 • Import structural fill consisting of recycled concrete The heave estimate calculations demonstrate that significant heave should be expected if wetting of the natural lean clay soils and claystone bedrock underlying the foundation occurs to significant depth below the bottom of the engineered fill zone. However, our experience indicates that the large majority of similar structures underlain by similar subsurface conditions do not experience extreme moisture increases in the underlying bedrock to significant depth provided that properlydesigned and constructed surface drainage Is provided and maintained. Barring unforeseen events, we do not believe extreme wetting is likely to occur if the surface drainage recommendations presented in this report are followed. 10 4. Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below the exterior grade is typically used in this area. 5. Compacted fill placed against the sides of the footings to resist lateral loads should be the on -site lean clay engineered fill. Fill should be placed and compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. 6. The lateral resistance of a mat foundation placed on properly compacted structural fill material will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure of the onsite sandy lean day backfill against the side of the footing. Resistance to sliding at the bottoms of the footings may be calculated based on a coefficient of friction of 0.4. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 175 pcf. These lateral resistance values are working values. 7. Earthwork recommendations for spread footing and mat foundations are presented in the "Site Grading and Earthwork' section of this report. SITE GRADING AND EARTHWORK Site Preparation: Site preparation should consist of the sub -excavation depth of the owner elected zone of fill under the mat foundations. The fill zone should extend a minimum distance equal to the depth of fill. The exposed soils and/or bedrock at the base of the zone of engineered fill should be scarified to a depth of 12 inches, moisture -conditioned to 0 to 3 percent above optimum moisture and compacted to at least 98 percent the standard Proctor (ASTM D 698) maximum dry density. Over -excavated areas should be backfllled with fill meeting the material and compaction criteria presented in this section. Temporary Excavation Slopes: We assume that the temporary excavations will be constructed by excavating the slopes to a stable configuration. All excavations should be constructed in accordance with OSHA requirements, as well as state, local and other applicable requirements. 11 In our opinion, the lean clay and claystone bedrock should be classified as OSHA Type B soils indicating a maximum temporary slope configuration of 1 H:1V. Utility Trenches and Backfill: Utility trenches should be excavated in accordance with all OSHA requirements, and other applicable local and state requirements. OSHA soil classifications based on the materials encountered in our exploratory borings are presented in the "Temporary Excavations° section above. In our opinion, the overburden soils and claystone bedrock should be excavatable with conventional excavation equipment. Dackfill Adjacent to Mat Foundations: Backfill placed adjacent to foundations should consist of the moisture -conditioned, properly -compacted on -site engineered lean clay soils to reduce the risk of surface water infiltrating the backfill. Material Specifications: The following material specifications are presented for fills on the project site. A geotechnical engineer should evaluate the suitability of all proposed fill materials to be used on the site prior to placement. 1. Structural fill: Structural fill placed as fill beneath foundations should consist of moisture - conditioned, nonexpansive recycled concrete imported to the site meeting the requirements of COOT Class S aggregate base course. 2. On -Site Engineered Fill: Moisture -conditioned on -site lean clay may be used for the lower zone of fill beneath foundations, adjacent to foundations and general site grading fill. The on -site claystone bedrock is unsuitable as on -site engineered fill. 3. Material Suitability: Unless otherwise defined herein, all fill material should be a non- to low -swelling, free of vegetation, brush, sod, trash and debris, and other deleterious substances. Compaction Specifications: We recommend the following compaction criteria be used on the project: 1. Moisture Content: Fill materials should be compacted at moisture contents within 2 percentage points of the optimum moisture content for on -site granular soils or recycled concrete meeting the requirements of structural fill and at a moisture content within the Kumar & Aaaoclales, Inc. 12 range of optimum to 3 percentage points above optimum for the on -site lean clay materials. 2. Placement and Degree of Compaction: Backfill should be placed in maximum 8 inch lifts. A representative of the geotechnical engineer should observe fill placement operations. The following compaction criteria should be followed during construction: Percentage of Maximum Standard Proctor Density fASTM D-698) Beneath Foundations Utility Trenches Adjacent to Foundations 98% 95% 95% WATER SOLUBLE SULFATES The concentration of water soluble sulfates measured in a sample of the lean clay obtained from Boring 2 was 0.73 percent. This concentration of water soluble sulfates represents a Class 2 severity exposure to sulfate attack on concrete exposed to these materials. The degree of attack is based on a range of Class 0, Class 1, Class 2, and Class 3 severity exposure as presented in ACI 201.2R. Based on the laboratory test results, special sulfate resistant cement will be required for concrete exposed to the onsite soils encountered at the site. We recommend the use of a cement meeting the requirements for resistance to Class 2 severity exposure as presented in ACI 201.2R. Alternatively, the concrete could meet the Colorado Department of Transportation's (CDOT) cement requirements for Class 2 exposure as presented in Section 801.04 of the CDOT Standard Specifications for Road and Bridge Construction (2017). SURFACE DRAINAGE Proper surface drainage is very important for acceptable performance of the foundations during construction and after the construction has been completed. The following recommendations should be used as guidelines and changes should be made only after consultation with the geotechnical engineer. 13 1. Excessive wetting or drying of the foundation and slab subgrades should be avoided during construction. 2. Exterior backfill should be adjusted to the specified moisture content and degree of compaction in accordance with the Site Grading and Earthwork" section of this report. 3. The ground surface surrounding the exterior of the structure should be sloped to drain away from the foundation in all directions to reduce surface water from infiltrating into the foundation backfill. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas or a minimum slope of 2 inches in the first 10 feet in the paved areas. 4. The upper 1 to 2 feet of the backfill should be relatively impervious material compacted as above to limit infiltration of surface runoff. 5. Backfill material should meet the requirements stated in the "Site Grading and Earthwork" section of the report. DESIGN AND CONSTRUCTION SUPPORT SERVICES Kumar & Associates, Inc. should be retained to review the project plans and specifications for conformance with the recommendations provided in our report. We are also available to assist the design team in preparing specifications for geotechnical aspects of the project, and performing additional studies if necessary to accommodate possible changes in the proposed construction. We recommend that Kumar & Associates, Inc. be retained to provide construction observation and testing services to document that the intent of this report and the requirements of the plans and specifications are being followed during construction. This will allow us to identify possible variations in subsurface conditions from those encountered during this study and to allow us to re-evaluate our recommendations, if needed. We will not be responsible for implementation of the recommendations presented in this report by others, if we are not retained to provide construction observation and testing services. 14 LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering practices in this area for exclusive use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings at the locations indicated on Fig. 1, and the proposed type of construction. This report may not reflect subsurface variations that occur between the exploratory borings, and the nature and extent of variations across the site may not become evident until site grading and excavations are performed. If during construction, fill, soil, bedrock or groundwater conditions appear to be different from those described herein, Kumar & Associates, Inc. should be advised at once so that a re-evaluation of the recommendations presented in this report can be made. Kumar & Associates, Inc. is not responsible for interpretation of this report or data, information, and opinions herein by others, nor for damages, costs, expenses or claims arising therefrom. This report was prepared for Kumar's client only, and may beinadequate for a contractors development of its scope of work, schedule and/or cost estimates. Kumar makes no warranty, express or implied, regarding the data, information and opinions herein. Any contractor in possession of this report is responsible for obtaining whatever additional geotechnical information the contractor deems necessary for development for development of its scope of work, schedule and cost estimates. Swelling soils occur on this site. Such soils are stable at their natural moisture content but will undergo high volume changes with changes in moisture content. The extent and amount of perched water beneath the site as a result of area irrigation and inadequatesurface drainage is difficult, if not impossible, to foresee. The recommendations presented in this report are based on current theories and experience of our engineers on the behavior of swelling soil in this area. The owner should be aware that there is a risk in constructing structures in an expansive soil area. Following the recommendations given by a geotechnical engineer, careful construction practice and prudent maintenance by the owner can, however, decrease the risk of foundation movement due to expansive soils. CMB/jw cc: book, file Kumar & Associates, Inc. 'RIMS CROSSJIG 150 0 150 3O0 APPROXIMATE SCALE -FEET VICINITY MAP NOT TO SCALE ."..* TWOS EMBDONG ,., EONPAEIl1 5ONGEL FUEL b1ANO9 (OPPRO$ l0CACATION) PROPMED: 6" BOLw10 + E (E TOTAL) Eo1IPL+DE1 5f0APGE BORING RECYRE BROKEN ASPMUT 17-1-826 Kumar & Associates LOCATION OF EXPLORATORY BORINGS Fig. 1 r a $T g$ 35 0 5 10 15 --- 20 25 30 BORING 1 40.02609,-104.95024 29/12 20/12 WC=18.6 DD=105.8 -200=91 LL=43 PI=19 30/12 29/12 WC=15.6 DD =115.1 -200=95 LL=40 PI=17 40/12 50/6 50/12 BORING 2 40.0261,-104.95004 6 17/12 WC=16.8 DD= 107.3 -200=93 12/12 WC=19.0 DD= 104.3 WS5=0.73 31/12 45/12 WC=19.9 DD= 106.1 -200=99 37/12 30/12 0 5-- 10 15 20 25 30 W W L.. 0- 0 17-1-826 Kumar & Associates LOGS OF EXPLORATORY BORINGS Fig. 2 LEGEND ti ti i TOPSOIL. TILLED FIELD, APPROXIMATELY 8 INCHES THICK. LEAN CLAY (CL), STIFF TO VERY STIFF, DRY TO MOIST, CALCAREOUS, BROWN TO LIGHT BROWN. ICLAYSTONE BEDROCK, LOW PLASTICITY, FIRM TO VERY HARD. MOIST, LIGHT BROWN TO GRAY, TRACE OF LIGNITE IN BORING 2 0 25 FT. ll DRIVE SAMPLE. 2 -INCH I.D. CALIFORNIA LINER SAMPLE. 29/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 29 BLOWS OF A 140 -POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. -�- DEPTH TO WATER LEVEL AND NUMBER OF DAYS AFTER DRILLING MEASUREMENT WAS MADE. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON JANUARY 5, 2017 WITH A 4 -INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE EXPLORATORY BORINGS WERE STAKED AT THE SITE BY THE CUENT. THE LOCATIONS OF THE BORINGS WERE RECORDED WITH HANDHELD GPS. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE NOT MEASURED AND THE LOGS OF THE EXPLORATORY BORINGS ARE PLOTTED TO DEPTH. 4. THE EXPLORATORY BORING LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (X) (ASTM 0 2216); DO = DRY DENSITY (pcf) (ASTM D 2216); —200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140): LL = LIQUID LIMIT (ASTM D 4318); PI = PLASTICITY INDEX (ASTM D 4318); WSS = WATER SOLUBLE SULFATES (X) (CP—L 2103). 17-1-826 Kumar & Associates LEGEND AND NOTES Fig. 3 ,ic r W CONSOLIDATION CONSOLIDATION - SWELL I 2 1 0 1 2 3 —4 I 3 2 1 0 1 2 3 SAMPLE OF: Lean Clay (CL) FROM: Boring 1 0 4' WC = 18.6 %, DD = 105.8 pcf —200 = 91 %, LL = 43 , Pt = 19 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING 1.0 APPLIED PRESSURE - KSF 10 100 SAMPLE OF: Clay3tone Bedrock FROM: Boring 1 0 9' WC = 15.6 %, 00 = 115.1 pcf —200 = 95%, LL = 40, PI = 17 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING lbw* Sat remits reply calf M Mr sPme �np�iic+pd e"°"}mod «00.1 1R IA althea +r :dswhw rprrprol fr . of .�u�`�`n-4Ma u e �17-1-826 3 .1 1.0 APPLIED PRESSURE - KSF 10 100 Kumar & Associates SWELL —CONSOLIDATION TEST RESULTS Fig. 4 • .y CONSOLIDATION - SWELL 4 a 8 7 6 5 4 3 2 1 0 1 2 SAMPLE OF: Cloystone Bedrock FROM: Boring 2 0 14' WC = 19.9 %, DD = 106.1 pcf —200 = 99 X. EXPANSION UNDER CONSTANT PRESSURE UPON WETTING , e_ , ,„ .,,yMt rrr l .1ge eNf b ! , ft* iiitt.iul Ike rap caner as A„i er Yee. P OOlW40e0e 1Ny�6— y a$ . it 17-1-826 ,.s 1.0 APPLIED PRESSURE - KSF Kumar & Associates 10 SWELL —CONSOLIDATION TEST RESULTS 100 Fig. 5 SUMMARY OF LABORATORY TEST RESULTS ,s at Eri D NATURAL MOISTURE CONTENT (%) NATURAL DRY DENSITY (Po) GRADATION PERCENT PASSING NO. 200 SIEVE ATTERBERG LIMITS WATER SOLUBLE SULFATES (%) SOIL OR BEDROCK TYPE GRAVEL (%) SAND (°%) LIQUID LIMIT PLASTICITY INDEX 3 18.6 105.8 91 43 19 Lean Clay (CL) 3 15.6 115.1 95 40 17 r Claystone Bedrock 3 16.8 107.3 93 Lean Clay (CL) 3 19.0 104.3 0.73 Lean Clay (CL) 3 19.9 106.1 99 Claystone Bedrock Project Name: Rexel Address: 11 S Main Street, Longmont CO fD Structural Engineers Inc. 215 S. Wadsworth Blvd, Suite 32o a Lakewood, CD 80226 Ph: (303) 274-8656 * Fax: (303) 484-3777 www.smrcstructures.com SMRC Construction Structural Observation To: Gary Stillmunkes Asphalt Specialties Co., 10100 Dallas St Henderson, CO 80640 From: SM&RC Structural Engineers Re: Worth Multi Use Silo Foundation Structural Observation March 23, 2018 SM&RC conducted a structural observation at the project site noted above for the reinforced concrete foundation reinforcement. Our inspection was for reinforcement and foundation thickness only. Generally, the reinforcement was in conformance with the project design drawings. SM&RC had the field personnel adjust the lap splice between the two different foundation thickness sections. This was being done as SM&RC was leaving the site. SM&RC had no other reinforcement comments. Thank you, Jeff Blanchette, P.E. Analysis 8 Design Design Drawing Preparation . Technical Specification Preparation o Protect Coordination ° Construction Support Department of Planning Services Building - Division 1555 NI7th Ave Greeley, CO 80631 (970) 4004100 ENGINEER CERTIFICATION I, David Blanchette , a certified Colorado professional engineer with expertise in Nstrucbiral design", based upon my on -site inspection, review of plans and/or calculations submitted, or to be submitted, and my own calculations, hereby certify that the certain structure Intended for use as (describe structure): Reinforced concrete mat foundation for three 200 Ton Silos located at (job site address): 5622 WCR 6 - Erie, CO has been constructed in conformance with all plans and specifications there for and in conformance with all applicable building codes of Weld County. Enclosed are fists of corrections that need to be completed before the structure can comply with all applicable building codes of Weld County. Name of Engineer and or Firm David Blanchette - SM&RC Structural Enaineers Inc. Address 215 S Wadsworth Blvd. Suite 320 ILakewood State CO Number 303-274-8656 ' Zip Code 80226 By David Blanchette late 3/6/19 ENGINEER SEAL Pepe 2 EMS SERIES. Stationary Storage Silos Specifications MainframeType Structural box frame _ wide flange beams supported �� flange beam Driveway has a vertical clearance of 3658 dam from 762 �e kg� iplate and nside the horizontal clearance of 4102 am/ Silo Type Stationary surge -storage Constructed of 6 mm/ le steel, mm thick epPr**, Maelgdos elated. Massive 254 127 mm/5" iron at side. Value 17�at 2�00°F duty 2L7 at 70°F. Slug Feeder Type: Totally enclosed 4,9 mt/SS T capacity slog feeder with wear re dsbm liner. Constructed of 6 mm/k' steel plate, Tamped, prewired and completely preamembled with cylinder actuated dual dam gates with electric and air high temperature air hoses, limit switches and Mirses7doors. 70° sloped designed for UNifeerM mess flow lunching with m�ation of segregation problems in the mix. capacity dual gate discharge with 305 mm/12° x 1397 4' 78 located 1092 mm apart. Slag feeder is totally insulated. Cone Types Mass flow, dual gate discharge dews. Gates are opposed 900 to sing feeder gates. Hot oil heated decha ge cone integral to silo. Cosmructed of 6 mm/k' steel. insulated and totally lined with wear ream Large capacity dual gate discharge with 305 mm/1s' x 1829 mm/6' located 1048 mm/3' Sys' apart. Elastomer compression seals at tap and bottom to seal off inlet and discharge gates. Gate dhalarge width is adjustable. Drag Chain Conveyor Type krgh capacity, heavy-duty stationary drag chain conveyor capable of life and low h�ef50e 590 7TH. Designed for long 1308 mm/51 le deep trough section formed of 9 nun/3/8" plate with hot ail channels under the floor. Trough Boor fined with 13 mm/I/2' abrasion resistant ceramic tiles and HS -500 runners for impact resistance. Side liners of 13 /1/r thick HS -500 Drag Chain and Idlers Type: Drag dram is a single 152 mm/6' pitch, special high roller chain constructed of 70 mm/2 3/4' diameter 25 mm/1" der pins and 13 mm/I/2' z 70 mm/2 3/4" side bars. Ffights are 19 min/3/4' thick x 20.3 emir deep x 775 mm/38 le wide and are constructed of Wear Alloy-Alice:bon, hardness.chrome, molybdenum alloy with a 360 Mien Deal fusetion idlers act se return idlers for the top strand and 'hold downs" for the lower strand to potent age of Spriog-loaded idler bearings allow relief is Extra large 660 x/26' diameter Ni-hand head sprocket is imprinted for easy service. Sprocket carried by 178 mm/7' head shaft. Head shaft basing are 151 mm/S 15/16° dismeter, pillow block type with sealed tapered roller Drag Chain Conveyor Drive Type: Three stage redaction drive. First a belt drive from the motor to the reducer allows simple, crick ratio changes for necking drag speeds to pro6m requirements. Secood stage reducer rwith a cooling fan.provid Final reduction drive accompanied 48 -tooth roller chain with a 15 -tooth sprocketdrive sprocket. Clam is folly enclosed and runs in as oil bath. Serviceability Service acxess is provided by a stairway along side the drag to the top of the An with a ladder to the drag platform. An eatre on the opposite side is optional. Motor Summary Based an production rate of 272-567 /300425 TIM EMS -150 30.56 kW/40.751hp EMS -210 37.75 kW/50 -100 hp EMS -270 37 - 75 kW/10.100 hp EMS3i0 45-93 kW/i0-125ip OPtionel • Massive I-beam leg�sructure rated far Seismic Zone 4 and wind pressures to 60 PSF. Batch plant retro-fit mix handling retractable • c sew conveyors, ate' i transfer traveling hatchets, and other retro-fit equipment as required. • Inert gm generator with askew vibe, air-cooled secondary fir, minuet separator. Prewlred and iatedodked. • Multiple -silo and multiple -tonnage configarigkes available EMS SERIES Stationary Storage Silos Silo Capacities Capacities based on a material density of 11010 ft.': 128 mt/141 T EMS -2W 178 mt/196 T EMS -270 228 mt/2 1 T EMS -330 278 mt/ 06 T Capacities based on a material dearity of 115111 Ave: 133 mt/147 T EMS -210 186 mt/205 T EMS -270 238 nit/262 T EMS -330 290 mt/320 T Capaotics based on a material density of 120# ft.': EMS -150 140 mt/154 T EMS -210 194 mt/214 T EMS -2'10 249 tat/274 T EMS -330 303 mt/334 T Weight: Was asd support lop ship separately. Weight of =PPM kis Wei& at Klieg Pia: EMS -150 EMS -210 EMS -2'10 EMS -330 Weight at Aide: EMS -150 EMS -210 EMS -270 EMS -330 Greys Weil EMS -150 EMS -210 EMS -270 EMS -330 3175 kg/7,000 lb 8 687 kg/19,150 lb 9 707 kg/21,400 lb 10 683 kg/23,550 lb 11657 kg/25,700 lb 10 456 kg/23,850 lb 11295 kg/24, 950 m 12 179 kg/26,6.U0 lb 13 064 kg/28,600 lb 19143 kg/42,200 lb ?1002 kg/46,300 lb 22 862 kg/50,400 lb 24 721 kg/54,500lb Operating Dimensions A. Overall height to cue of drag beadshafb EMS -1S0 16,43 m/53' 10 3/4' X2 2 0 18,59 m/61' 10 3/4' 21,30m/49' 10 3/4" EMS -330 B. Drag conveyor, base to ceaterilae of 23,74 mho /N EMS -130 21,44 m/70' 41/4' EMS -210 24,63 et/80' 51/16R EMS -270 27,81 m/91' 2 7/8" EMS -330 30,99 m/101' 8 3/16' C. Width between support legs, driveway: All models 4102 mm/13' 51/2' D. Centerline silo to drag conveyer end: EMS -150 1.3,78 m/45' 2 5/1' EMS -210 15,82 m/51' 11 3/16' EMS -270 17,88 m/58' 7 3/4' EMS -330 19.92 m/65' 4 5/16' 1C. Top ar allo to top of slag feeder: All models F. Task height: EMS -LSO 8,15 m/26' 8 3/4" EMS -210 10,59 41 EMS -x70 13,02 m/42' 8 3/4' EMS -330 15,46 m/50' 8 3/4' G. Ground level to bottom of tank: All models3658 rnm/12' H. Width between All models �• aide 3350 mm/10' 117/8' J. Between enders of silos All models 4191 mm/13' 9' 1607 mm/5' 31/4' �rrw old fir' autiosiq Mow wood notes. (Replaces 1�G'M8006) ILL and In Remo pod* a tear c& Gopoolco. 1.40 end Morgan Reed PA. Box 1666 Oldehoma C ly, OK 73101 Telephone: (406) 7674000 Fax: (405) 401-2417 Printed In U.SA 2 3 E I D C 1 IOJ Walla f jll.i iwr 5 A VOPT I9 Z" 4 NOTES EMS 210 SILO SAW ES l rRAG ELEVATION 5 -I MAXI 6 7 r •nnq. !Wit OW �, ORM . rr WNW ful1410037•1& &ii�iT�al CIT iI •i•I.i. im..•.... E 0 C 6 r FOUNLAT I ONS FOR �-�- el • ASPHALT .enlw wins JPI ALTS CO. • garefairOlOP::Afr 1",:;'" a51944? w w w 0 I f 2 a 0 4-4 as e' 3 4 S E 0 C rW 5 A L —r I II IL 4 11 II mit eva.aaa _ re aT Mika al MP Mr I.leagl 1 5 e.L. ■r Pig —� L r 1— II e I I i I ^rnftr £ as Ike' 11 1/Pl! NIN] Nam MiIw srl- EARANCE. I EXTHTI 3E CAUTION HAS RAILROAO CROSSIGROUND NGS [IN TTT OTHER HIIS MACHINE ALSO I O ENTIALLY Jim AMONG IN( RADIUS. flossisoiLMA=. ten ram +4 SIMI 4 7 ►It:dWall iRF6l1�6 CAf� ITT TION =BrEenar IMO EMS --SILO PRIM K* a • 5.4M° 330 270 2 I 0 150 +FIr• R MVNs A� Y I fiY IR a i _ -"Tag: tarIOI1W1 0 Cr a II I 111 I4 I I- 1 5, Al air ar aa N IsW awa'E r Illtr II a 40&ARE INC 4 •listed Eighwers - at Constrzwitor Alisterieds- Crnuultatt CONCRETE OBSERVATION AND TESTING 18.033 Project Number: Field Report No.: 03261k; Nest No.: ..0 Lab Cylinder Set No.. F184188 Date of Observation: March 26, 2018 state Samples in Lab: March 27/ 2018 CLIENT: Ashalt S iarit es Fro'ect Name: 0 PC -ASS Project Location: Erie, Colorado Contractor (General/Sub): Asphalt Specialties Concrete Supplier: Bestvvay Truck Number: 1220 Ticket Number: 200::790 Mix Design ID: 50VN31E4G yd3/Load/Delivered: 1Of 1-sF1a Max. Aggregate Size: 3/4" Site Water Added: 0 gallons Additive(s): AEA if W' 'Cement Type: I it Flash Time Batched: 7:11 AM Time Arrived: 7:50 AM Time Completed: 8:15 AM General Placement Location: Platform slab Time Tested: 8:00 AM '. WEATHER DITIN 'Temperature: 35 'E Wind: 0 to 5 rvniph Condition: Cloudy FIELD TESTING INFORMATION AS TESTED CRITERIA No. of Specimens Cast Slump (ASTM C 143) 8 inches 3 to 5 inches ; (ASP,/ C 192): 6 Air Content (ASTM C 231) 5.5 ° a 5 to 8 % Specimen Size: 4 X 8 Unit Weight (ASTM C 138) 14026 pid NJS pcf Time Cylinders Cast: 8:15 AM Water:Cement (w:c+p) Ratio 0.40 0.40 Specified Strength — erature (ASTM C 1064) 73 °F SO to 90 or mar psi 9 28 days: 4,500 TEST RESULTS (ASTMC 39, C 611, and/or C 1231) Specific Placement Location: W end, center square section, pad slab, batch plant Lab. No: F184188 A B C D E F 28 -Day 28 28 Hold Strength Test Age (days): 7 . 7 28 ;Test Date: 2 -Air 2-A'• r 23 -Air 23- • r 23 -Air Avera . e Length (in.): 8.00 8.00 8.00 Diameter (in,): 4,00 4.01 4. 4.00 4.00 Area (in.2): 12.57 12.63 12.8? 12.57 12.57 Load (lb.): 41, 31 p ' 46,300 69,090 1 Failure Type 1: 5 5 5 Strength (psi): 3 530 3 670 5 500 5 230 5 390 5 370 % of P: , 78.4°Io 81.6% 122.2% 116.2% 119.8% 119.3% 1 NOTES: Type 1 - Cone, Type 2 - Cone & Split, Type 3 - Columnar, Type 4 - Shear, Types 5 & 6 - Side Fractures (Edge Shears) All are tests were documented performed in Remarks. in general accordance with current ASTM procedures. Specific instances of non-conformance On site initial cure Low High Criteria' temperature range, °F: I 1 62 89 60 to 80 Field Technician: R. Novaria ime In Truck: 64 min. REMARKS: NO'S = not specified; N/'C = no N. yield (yd3); 10.1 Lab Technician: Dillon i Rel. Yield: 1.01 cylinders cast Reviewer: J. Cuypers :concrete design strengths of ≥6,000 psi: 68° to 78°F. . 71GS South Afton Way, Bunting B er ten (, Colorado 8 012 ( w.cesareinc.com 18.033 Concrete 03.26.18.xisx Phone ne 303-22 -O3 *I Pax 303-220-0442 Rev. 3/30/12 nt ol 'At:inters it Construction M rani% Consultants CONCRETE OBSERVATION AND TESTING Project Number: 18.033 Field Report No.: 032618 Test No.: 2.0 Lab Cylinder Set No.: N/C Date of Observation: March 26, 2018 Y Date Samples in Lab: _ ' March 27, 2018 CLIENT: Asphalt S. ecialties Project Name: QPC-ASCI Project Location: Erie Colorado Contractor General/Sub ) : As . halt S•eciatties Concrete Supplier: .Bestwa r Truck Number: 1158 Ticket Number: 20088816 Mix Design ID: 50VN31E4G yd3/Load/Delivered: 10/6/60 Max. Aggregate Size: 3/411 Site Water Added: 0 gallons Additive s : AEA WRI Cement T • - : I ` Fl ash Time Batched: 8:18 AM Time Arrived: 8:55 AM Time Completed: 9:20 AM General Placement Location: Platform slab Time Tested: 9:05 AM WEATHER CONDITIONS Temperature: 35 °F' Wind: 0 to 5 ''mph condition: Cloudy FIELD AS TESTED TESTING INFORMATION CRITERIA No. of Specimens Cast, Slump (ASTM C 143) 7 inches 3 to 5 inches (ASTM C 192): WC Air Content (ASTM C 231) 7 .0 % 5 to 8 % Specimen Size: N/C Unit Weight (ASTM C 138) 138.0 pcf I'S pcf Time Cylinders Cast: N/C Water:Cement j :c'p) Ratio 0.41 0.40 Specified Strength rerature (ASTM C 1064) 71 °F _ 50 to 90 °F Wel psi O 28 days: TEST RESULTS (ASTM C 391 C 617, and/or C 1231) edfic Placement Location: Lab. No: Test Age (days Test Date: NJC W end, center s s uare section, • ad slab, batch .,ant 28 -Day Strength Average Length (in.): Diameter (in.): 'Area (in.2): Load (1b.): Failure T • e • i Strength (psi): O/o of Pc: 1 NOTES: Type 1 - Cone, Type 2 - Cone & Split, Type 3 - Columnar, Type 4 - Shear, Types 5 & 6 - Side Fractures (Edge Shears) All tests were performed in general accordance with current ASTM procedures. Specific instances of non-conformance are documented in Remarks. On site initial cure temperature range, °F: Low High I Criteria2 l I N/C Nit 60 to 80 is 6O to So Time in Truck: 62 Yield (yd3): 1Rei. 'Yield; 103 L03 min. REMARKS: NHS = not specified; NI/'C = no cylinders cast ►ncrete design strength f .?.6 0 O psi: 68° to 78°F. Field Technician: R. Novaria Lab Technician: Nf C Reviewer: 1 Cuypers 7108 South Alton Way, Building B ., Centennial, Colorado 80112 • www..cesareinc.com 18.033 Concrete 03.26.18.xlsx Phone 303-220-0300 • Fax 303-220-0442 Rev, 3/30/12 INC. Si Engineers do a. SARE, Cotailests CONCRETE OBSERVATION AND TESTING Project Number: 1&033 Field Report No.: 032618 3.0 Test No.: F184189 Lab Cylinder Set No.: Date of Observation: March 26 2018 Date Sam.' les in Lab: March 27, 2018 CLIENT: Asphalt Specialties Project Name: QPC-ASCI Project Location: Erie Colorado Contractor General/Sub : As •halt S • ecialties Concrete Supplier: Bestway Ticket Number: 20088837 Mix Design ID: 5OVN31E4 d3 Load Delivered: 10 11, 110 Max. Aggregate Size: 334et Site Water Added: 0 gallons Additiive(s): AEA / ` i Cement Type: I/ Flyash Time Batched: 9:09 AM Time Arrived: 9:45 AM Time Completed:. 10:10 AM General Placement Location: Platform slab Time Tested: 9:55 AM WEATHER CONDITIONS Tem. erature: 40 Wind: 0 to 5 "mph Condition: Cloudy FIELD TESTING INFORMATION AS TESTED CRITERIA Nor of Specimens Cast, Slump (ASTM C 143) _6 inches 3 to 5 inches (ASTM C 192): 6 'Air Content (ASTM C 231) 6.0 % 5 to 8 % Specimen Size: 4 X 8 Unit Weight (ASTM C 138) 140.2 pcf N/8 pcf Time Cylinders Cast: 10:10 AM Water:Cement (sir: c+p) Ratio 0.3E 0.40 Specified Strength i ' cF °F )erature ASTM C 1064 TEST 1 RESULTS (ASTM C 50 to 90 391 C 617, and/or C P 1231) I si a) 28 da s: • ,500 ec1fIc Placement Location: Lab. No: F184189 Test Age (days): Test Date: Length (in.): Diameter in, : Area in? Load (lb. Failurejrpe • Stren th Psi %oftic: Extreme W end, rectan 7 2 -Apr 8.00 4.00 7 2 -Apr 8.00 4.00 28 23 -Apr 7.95 4.00 12.57 12.57 12.57 45 990 47 500 62 250 5 3 660 3 3780 S 4950 81.3% 84.0% R e section ad slab, batch i E 28 28 23 -Apr 23 -Apr 8.00 8.00 4_.0►1 4.00 12.63 12.57 F Ho 63 220 63 200 5 5 010 110.0% 111.3% 5 030 111.8% 28 -Day Strength Average 5 000 1 NOTES: Type 1 - Cone, Type 2 - Cone & Split, Type 3 - Columnar, Type 4 - Shear, Types 5 & 6 - Side Fractures (Edge Shears) All tests were performed in general accordance with current ASTM procedures. Specific instances of non-conformance are documented in Remarks. On site initial cure temperature range, °F: Low I High 91 63 63 91 Criteria 60 to 80 Time in Truck: 61 miry. REMARKS: Yield (yd3): i o . i N/S = not specified; WC = no Rel. Yield: i.0►1 cylinders cast oncrete desi n stren the of ?.6000 si: 68° to 78°F. Field Technician: R. Novaria Lab Technician: N. Dillon Reviewer: J. Cuypers 7108 South Alton Way, Building S tyCentennial, Cciorad , 80112i wwacesar&incrccn1 18.033 Concrete 03.26.18.xlsx Phone 303-220-0300 ci Fax 303-220-0442 Rev. 3/30/12 INC. links! Emirs & animas Matte Cons dwnti CONCRETE OBSERVATION AND TESTING Project Number: 18,033 Field Report No.: 032618 ,Test No.: 4.0 Lab Cylinder Set No.: F184190 Date of Observation: March 26, 2018 Date Samples in Lab:1 March 27, 2018 CLIENT: Asphalt Specialties Project Name: QPC-ASCI Project Location: Erie, Colorado Contractor (General/Sub?: Asphalt Specialties Concrete Supplier: Bestway Truck Number: 1075 Ticket Number: 20088859 Mix Design ID: 50VN31E4G -yd3/Load/Delivered: 10/16/160 Max. Aggregate Size: 3/4" Site Water Added: 0 gallons Additive(s): AEA / RJ Cement Type: I 1 Flyash Time Batched: 9:55 AM Time Arrived: 10:25 AM Time completed: 10:50 AM General Placement Location: Platform slab Time Tested: 10:35 AM WEATHER CONDITIONS Temperature: 40 F Wind: 0 to 5 "mph Condition: Cloudy FIELD TESTING INFORMATION AS TESTED CRITERIA No. of Specimens Cast, Slump (ASTM C 143) S inches 3 to 5 inches (ASTM C 192): 12 lair Content (ASTM C 231) 5.5 % , 5 t0 8 % Specimen Size: 4 X 8 Unit Weight (ASTM C 138) 140.8 pcf /S W .pcf Cylinders Cast: 10:50 AM Ratio 0.38 vilme E 0.40 Water:Cement ( . c-i-p) Specified Strength °F °F )erature (ASTM C 1064) 72 50 to 90 (FA psi O 28 days: 4,500 TEST RESULTS 634.STM C 39. C 617. and/or C 1231) Specific Placement Location: Lab. No: F184190 Test Age (days): Test Date: A E end, square section, pad slab, batch plant S C D E 6 Length (in.): Diameter (in.): 3 29 -Mar 8.00 4600 3 29 -Mar 8.00 4.00 7 2 -Apr 8.00 4.00 7 28 2 -Apr 23 -Apr 8400 4.00 S- 41.00 28 28 23 -Apr 8.00 4.00 23 -Apr 8,00 4,01 Area (in.): 12.57 12.57 12.57 12.57 12.57 12.57 12.63 Load (lb.): Failure Type 1: Strength (psi): 0/0 of inc: 39 680 3,160 70.2% 40 330 39 680 3 40 : 330 3 3 63 000 4 62 230 5 63 710 5 3,210 71.3% 3,160 3,210 5,010 70.20/0. 11.3% 111.3% 4,950 110.0% 5,040 112.0% 28 Day Strength Average 5,000 I NOTES: Type 1 - Cone, Type 2 - Cone & Spilt, Type 3 - Columnar, Type 4 - Shear, Types 5 & 6 - Side Fractures (Edge Shears) All tests were performed in general accordance with current ASTM procedures. Specific instances of non-conformance are documented in Remarks. On site initial cure temperature range, °F: Time in Truck: Yield (yd3): Rel. Yield: Low 64 High Criteria2 96 I 50 to 80 55 rain. REMARKS: 10.0 1.00 NHS = not specified; WC = no cylinders cast oncrete design strengths of ≥6,000 psi: 68° to 78°F. Field Technician: R, Novaria Lab Technician: B. Radovich Reviewer: J. Gripers 7108 South Alton Way, Building B • Centennial, Colorado 80112 • www.cesareinc.com 18.033 Concrete 03.26.18.xlsx Phone 303-220-0300 s Fax 3034-220-0442 Rev. 3/30/12 INC. Seal Engineers A Cansirmet n Materials Consultants CONCRETE OBSERVATION AND TESTING _Project Number: 18.033 Field Report No.: 032618 Test No.: h 5.0 Lab Cylinder Set No.: N/C Date of Observation: March 26, 2018 Date Samples in Lab: March 27, 2018 CLIENT: Asphalt Specialties Project Name: Q PC-ASC1 Project Location: Erie, Colorado Contractor (General/Sub): Asphalt Specialties _ Concrete Su . i tier: Bestwa Truck Number: 1095 Ticket Number: 20088883 Mix Desh n ID: 5OVN31E4G d3 Load Delivered: 10 21 210 Max. A ate Size: 3 4" Site Water Added: 0 gallons Additive(s): AEA / W' Cement Type: 1 / Flyash Time Batched: 10:46 AM 'Time Arrived: 11:30 AM Time Com a leted: 11:50 AM 'General Placement Location: Platform slab Time Tested: 11:40 AM WEATHER CONCONDITIONS Temperature: 45 F Wind: 0 to 5 "mph Condition: Cloudy FIELD AS TESTED TESTING INFORMATION CRITERIA , No. of Specimens Cast, Slump (ASTM C 143) _ 6 inches 3 to 5 inches (ASTM C 192): Nit Air Content ASTM C 2311 7.4 % 5 to 8 S . ecimen Size: N C Unit Weight (ASTM C 138) 138.2 pcf INUS pcf Time Cylinders Cast: N/C Ratio 0.38 0.40 Specified Strength Water:Cement i c+ aerature (ASTM C 10 4) 71 F 50 to 90 °F fi i ► 28 da s: TEST RESULTS (ASTM C 39, C 6171 and/or C 1231) rrSpecific Placement Location: E end, rectangle se on, pad siab, batch plant Lab. No: N/C I 28 -Day Test Age (days) : Strength Test Date: Average Length (in.): Diameter (in.): Area (in.): ------ _- Load (lb.): Failure Type 1: Stren th si oofPc: 1 NOTES: Type 1 - Cone, Type 2 - Cone & Split, Type 3 - Columnar, Type 4 - Shear, Types 5 & 6 - Side Fractures (Edge Shears) All are tests were documented performed in Remarks. in general accordance with current ASTM procedures. Specific instances of non-conformance On site initial cure Low High Criteria2 temperature range, °F: Nit N/C 60 to 80 Field Technician: I. Novaria Time in Truck: 64 grin, REMARKS: Yield (yd3): 10.2 N/S = not specified; N/C = no Lab Technician: l /C Rel. Yield: 1.02 cylinders cast Reviewer: ]. Cuypers concrete design strengths of ≥6,000 psi: 68° to 78°F. 7108 South Alton Way, Building B • Centennial, Colorado 80112 • www.cesareinc.com 18.033 Concrete 03.26.18.xi Phone 303-220-0300 t Fax 3O3 -22O-0442 Rev. 3/30/12 ASCI AGGREGATE PITS ASPHALT SPECIALTIES CO. nplianoe Report Sample information Sample No 10621409 Product Id TP 3/8 Minus Product Name 3/8 Minus Natural Fines Specification COOT Structure Backfill Date Sampled 03/15/2018 09:11 Sampled By SCOTT CONNER Sample Type Production Sample Method Stockpile Sample Location Sample Pad Notes Natural Fines from Turnpike Gradation Results Date Tested 03/15/2018 09:11 Tested By SCOTT CONNER Quality Results Sieve % Passing Tolerances Test 100 go. 80- 70- 6o-. I 40 80 20 10. 0 _ Shw Opening 10 the pew 0ASmn Result Unit Tolerances Method 12.5mm) .5mm) #4 (4.75mm) #8 (2.36mm) #16 (1.18mm) #30 (0.6mm) #50 (0.3mm) #100 (0.15mm) #200 (75pm) 98.5 97.2 84.1 30-100 66.6 42.6 24.9 15.4 10-60 10.5 9.78 5-20 StonemontQC 03/15/2018 ASPHALT SPECIALTIES ASPHALT SPECIALTIES CO, ctor Test Plant Product ASCI AGGREGATE PITS -4000 3/8 Minus Natural Fines-TP 3/8 Minus Test Number Date Started Date Completed Tested By Procedure Lab 10621408 3/14/2018 1:31:00 PM 03/14/2018 13:31 SCOTT CONNER 11 Test Information Opt Moisture (Proctor -Mod) % Max Dry Density (Proctor -Mod) Ib/ft3 Max Wet Density (Proctor-Mod)!bltt3 IIHUlhIUF Sample No 53179039 Date Sampled 03/14/2018 13:31 Test Note Turnpike Natural Fines Results 7 128 137 Targets Specifications 120 128 rt g.127 120 II Dry Density 3 4 5 8 7 Moisture % 8 Optimum Moisture % = 7, Max Dry Density IWR3 =128 9 14 11 StonemontOC ASPHALT SPECIALTIES ECAI %if 16.4 its rr'rLy I lgiOP ci6 Project Name Asphalt Specialties New Main office Project ## Project Address C r Test Locations Selected By Reviewed By Results Reported To Date Reviewed SPECIALTIES Test No. Probe Depth, in Approximate Location Depth Below FSG,ft Water, pcf Water, % Wet Density, pcf Dry Density,pcf Proctor No. Lab Maximum Density, pcf Optimum Water rnntont 0/,, 1 8 West Side of Silo pad 0 62.4 7.2 137.4 127.5 T-180 128.2 7.4 2 8 West Side of Silo pad 2 62.4 8.4 137.2 125.7 T-180 128.2 7.4 3 8 East Side of Silo pad , 0 62.4 9.2 138.7 125.9 T-180 128.2 7.4 4 8 East Side of Silo pad 3 62.4 8.8 138.6 126.4 T-180 128.2 7.4 5 8 Middle of Silo pad 3 62.4 6.8 135.7 126.5 T-180 128.2 7.4 6 8 Middle of Silo pad 2 62.4 7.4 136.7 126.6 T-180 128.2 7.4 7 8 Middle of Silo pad 1 62.4 6.8 135.4 126.2 T-180 128.2 7.4 8 8 Middle of Silo pad 0 62.4 8.2 137.6 126.3 T-180 128.2 7.4 MAT -26 REV05/08 WELD COUNTY ACCESS PERMIT Name: Company: Phone: Email: Veld County Public Works Dept. .111 H Street P.O. Box 758 Greeley, CO 80632 Phone: (970) 304-6496 After Hours: (970) 356-4000 Emergency Services: (970) 304-6500 x 2700 Inspection: (970) 304-6480 Permit Number: AP16-00562 Issuance of this permit binds applicant and its contractors to all requirements, provisions, and ordinances of Weld County, Colorado. Project Name: RECX16-0183, 0184, USR16-0I Applicant Information: Rob Laird Asphalt Specialties Co., Inc. 303-289-8555 robl@asphaltspecialties.com Access is on WCR: Nearest Intersection WCR: Distance From Intersection: Number of Existing Accesses: 6 6 1990 2 'mina Process: RE USR16-0041,RECX & WCR: 13 Road Surface Tvoe & Construction information: Road Surface: Asphalt Culvert Size & Type: 15° CMP/RCP min. if req. Start Date: Finish Date: Materials to Construct Access: asphalt/oancrete Reauired Attached Documents Submitted: Traffic Control Plan: No Certificate of Insurance: Expiration date: Property Owner information: Name: Company: Hunt Brothers Properties, Inc. Phone: 303-289-8555 Email: Pied Use: Temporary: Single Residential: Industrial: Small Commercial: Oil & Gas: Large Commercial: Subdivision: Field (Agricultural 0 Only)/Exempt No Access Pictures: Yes A copy of this permit must be on site at all times during construction hours Daily work hours are Monday through Friday DAYLIGHT to X HOUR BEFORE DARK (applies to weekends if approved) Approved MUTCD traffic control/warning devices are required before work begins and must remain until completion of work Special Reauirements or Comments Parcel 146725000026. Utilize NEW shared access point on CR 6 for Lots A & B RECX16-0183 & Lots A & B RECX16-0184 (1 -Industrial) located approx. 1990 ft. West of CR 13. Existing access points on CR 6 (2655 ft. West of CR 13) and CR 13 (1740 ft. South of CR 6) are for ditch use ONLY. Note: CR 6 is a Collector roadway with a 60 ft. setback from centerline & CR 13 Is an Arterial roadway with a 90 ft. setback from centerline. Approved by: • I."..ibMemo ilian Ekai-M>rpntl�h.�a.a; O ar ▪ +nlAlAi ?17ys� Weld County Public Works Date: 4/6/2017 Print Date -Time: 4/6/2017 8:37:02AM Access Permit PW00B Page 1 of 1 WELD COUNTY GRADING PERMIT DEPARTMENT OF PLANNING SERVICES 1565 N 17th AVE GREELEY, CO 80631 PHONE: (970) 3534100 EXT. 3540 FAX: (970) 304.8496 Permit Number: GRD17-0034 Issuance of this Grading Permit binds Permit Holder and its Contractors to all requirements, provisions, and ordinances of Weld County, Colorado. The Permit Holder is required to call for inspections at the completion of Grading. Intermittent inspections may occur without notification and prior to the request for final inspection. The Permit Holder shall have this issued Grading Permit available onsite for the inspector. Grading Permits are not transferable. Italicized words within this Grading Permit correspond to defined terms contained in Weld County Code Chapter 8, Article XII. As a condition of issuance of this Grading Permit, Permit Holder acknowledges that in the case where this Grading Permit is issued prior to the final approval of any required land use application and/or prior to the satisfaction by Permit Holder of the terms and conditions of any approved land use application, all work conducted pursuant to this Grading Permit is at the sole risk and responsibility of Permit Holder, its officers, employees, subcontractors, Contractors, and agents. Issuance of this Grading Permit in no way represents or implies that Weld County, its officers, employees, departments, or boards and commissions will approve, or favor approval of, any pending land use application made by Permit Holder. As a condition of issuance of this Grading Permit, Permit Holder, its agents, employees, subcontractors, contractors and assigns hereby agree to hold Weld County, Colorado, the agencies thereof and their officers and employees harmless from any and all loss and damage or any claims which may arise out of, or be connected with, the construction within the area covered by this Grading Permit; excluding any such loss and damage or any claims (including consequential damages) which may be caused solely by the negligence of Weld County, the agencies thereof or its officers and employees. Doilipegin Site Grading Until Ali Erosion Contol Measures Are in Place Per The Accepted Grading Plans. Applied Date: 09/22/2017 Project Address: Disturbed Acres: Access Location: Job Description: Parcel Number. Owner Name: Owner Address: Status: Issued Status Date: 12/12/2017 38.2 Explration Date: 12/12/2018 CR 6 west of CR 13 Planning Case: USR16-0041 Grading for construction of shop building, culvert, visual/noise berm, detention facilities 146725100004-R8948284 HUNT BROTHERS PROPERTIES INC 10100 DALLAS ST HENDERSON, CO 806408491 Contacts: Business Asphak Specakies CO, Inc Asphalt Specialties CO, Inc Tvo /Relationshio Applicant Applicant Authorized Agent Authorized Agent Mims 10100 Dallas Street Henderson. CO 80640 10100 Dallas Street Henderson. CO 80640 Payment Summary: Receipt l9i Payment Method Payment Refit 99406 Check 042943 99 Cash Email/Phone robleasphaftspecialttes.com 3032866555 robt asphaltspecialties.cor 3032898555 Payment Date 09/22/2017 09122/2017 Total: Payment Amount 5218.20 $0.60 $219.00 Print Date -Time: 12/12/2017 9:05:33AM Report ID: PL00023v001 Page 1 of 2 Building Permit Number: T AGREEMENT CONCERNING EXISTING "AS BUILT" CONSTRUCTION Date Received: Department of Planning Services Budding Inspection Division 1555 N17th Ave Greeley, CO 80631 (970) 400-6100 By: I, r1 V,vr r/1Ntw - l'6{ '3 CAPe`c irG as owner of record of the above property, hereby request a permit for and final inspectiotn of the installation or construction work described in the application for Building Permit Number '1 , which work was completed or covered without obtaining a permit and/or without required inspections during construction. I understand and agree the Weld County Department of Planning Services, Building Inspection Division will perform a final inspection based on observable conditions and non-destructive methods to assess code compliance of such work, some or all of which may be concealed by permanent construction and finish material. I do not wish to remove permanent construction and finish material as the removal of such work would be destructive to the subject structure. I further understand it may not be practical or possible for Weld County to verify full compliance with Weld County Building Codes without removal of such permanent construction and finish material. I understand if the Weld County Building Inspector discovers any violations of the County codes during the final inspection related to electrical, health and safety issues the violations must be resolved. I further understand upon resolution of all violations, if any, and approval of the final inspection, an "'As -Built' Certificate of Observable Compliance" will be issued. Signature Date 5 -II 71 f Engineer's letter stating foundation and other structural work meets minmuT building� code requirements. Description of work: co r. of ek. WOLLNAC. kiCyl 4Q1r- s..1 o c Electrical contractor's letter stating observable work meets minimum code requirements. Description of work: Plumbing contractor's letter stating observable work meets minimum code requirements. Description of work: Mechanical contractor's letter stating observable work meets minimum code requirements. Description of work: Required owner's letter stating all construction was completed pursuant to minimum code requirements and the approved set of plans, if any. Description of work: Energy Code Compliance document (if applicable) Fire District notification letter This application shall be attached to and form part of Weld County Building Department regular building permits application. Page 1 DEPARTMENT OF PLANNING SERVICES BUILDING COMPLIANCE DMSION 1555 N. 1 r AVENUE GREELEY, �CO 80531 y '•••7'4we .mTt E-MAIL: trlohnsonaweldaov.com OFFICE: 970-400-3529 FAX: 970-304-6498 COURTESY LETTER - BUILDING PERMITS February 21.2019 C/O DAN HUNT HUNT BROTHERS PROPERTIES INC 10100 DALLAS ST HENDERSON CO 80640-8491 C/O STEVE WARD ASPHALT SPECIALTIES COMPANY INC 10100 DALLAS ST HENDERSON CO 80840.8491 Subject: Weld County Building Permits Parcel(s): 148725100053 148725100052 WELD CO Dear Property Owner and/or Agent, This Is a courtesy letter advising you that the Weld County Building Department has been notified there are structures that have been erected with in the boundaries of USR16-0041 which include RECX16- 0183 (Lot A) and RECX16-0184 (Lot B). Per the Weld County Code Chapter 29 all structures, buildings, utilities and permanent installed equipment require building permits. Weld County Code Sec. 29-3-10— Striding permit required No brdlding or structure regulated by this Brig Code shall be erred constructed enlarged altered repairoed moved improved removed converted or darrolished wskss a separate building permit for each building or structure has bean, first obtained front the Building Inspection Department Please contact the Weld County Building Debment to acquire the permit applications and any other documentation that is required at this time for your, site and project. Sincerely, t1.1kriAir(Y‘frmiAi To Johnson Building Compliance Officer NOT YET APPLICABLE; APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE NOT YET APPLICABLE; APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE NOT YET APPLICABLE; APPLICANT WILL COMPLY ONCE OPERATIONS COMMENCE Hello