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Home My WebLink About20190167.tiffUSE BY SPECIAL REVIEW (USR} APPLICATION DEPARTMENT OF PLANNING ERVICES * 1555 N 17Th AVENUE * GREELEY, CO 80631 vi cri eJQov.com ' 97o-353-6100 EXT 3540 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT 2500 APPLICATION RECEIVED BY MH Parcel Number:. 1 Address of site: DATE RECEIVED 7719/2018 CASE # A SIGNE0: USR18-0071 PLANNER ASSIGN€D: MH 7. 6 3 0__ a 4 21468 WCR 29, Cilerest CO 80623 Legal Description: tie !MI6 4 66 R EX Recx15 fl1 c6 Zone f inlet AG Acreage: 9-266 Floodplacn:O FEE OWNER Sj OF THE PROPERT ': Name: John Kuersten Company: Phone it 970-618--9518 Errrail: Street Address: City/State/p Code: Section: 16 VA 12 digit nurrber on Tax tD i'nforrtion, obtainable at www .w a daov,com) Township. Geological Hazard. 4 N Ranges 66 Airport C rlay:0Y 8N, john@d.cp civi 1 . `,ro.r _ 3954 Meatherwood Circle Johnstown, CO 80534 Name Alice Kuersten Company: Phone tie 97 0 618-9511 Email: alice@kuerstericonstrustion.com Street Address: 3954 Heatherwood Circle City/Statea Code Johnstown, CO 80534 Name: Company: Phone It Street Address' Email: City/tat Zp Code: APPLICANT OR AUTHORIZED AGENT- (See below Authorsialign rrPustaooarraanyfaf'/ appfrcations scned by Authorized Agents) Name: Company Phone #: Street Address City/State/Zip Code: PROPOSED USE: Email: Contractor Yard - storage of trucks, equipment and materials used in the Owners Construction business. I (We) hereby_ depose and state under penalties of perjury that all statements, proposals, acrd/or plans, submitted with or contained within the application are true and correct to the bestof my (our)knowledge. Signatures of all fee owners of property mustsign this b tron If an Authoriered Agent .siyns,,a letter of authorization from all fee owners must be included with the application, plication, Grattan is the fee owner, notarized evidence must be includ d indicating that PR� - the hog toy legal authority al the corporation � lr Sighature: Owner or Authorized Agent Date I Print Name diu I Signature: 0 n&r or Authorized Agent Date S 03 Print Name Rev 4/2015 USR Planning Questions 1. The Proposed use for the property is for parking of trucks, equipment and materials used in our Construction business. We will also be building our residence and personal shop/garage on this property. 2. Land Use in compatible with Chapter 22, 2-10- Conversion of Agricultural Lands to nonurban residential, commercial and industrial uses should be accommodated when the subject site is in an area that can support such development and should attempt to be compatible with the region a. This parcel has no irrigation water to be used for Agricultural Use. b. There are many neighboring properties that are being used for the similar proposed use. c. Sparsely populated area with easy access to major highways. d. Large Feedlot in the vicinity which makes this area unlikely for future residential development. e. Conservation easement on large parcels West and East. No future development allowed. 3. Conforms with Chapter 23, Home business, oil and gas support and services and is a use that would typically be a use by right in a commercial or industrial zone district. 4. There are numerous similar home business and contractor storage yards in the area. Also, there are several oil and gas storage yards in the area. 5. Monday through Saturday 7am-7pm 6. No employees at this site. Just dropping off or picking up trucks, equipment or materials. 7. 0 8. 1-10 9 NA 10. Surfacing will be approximately 35,000sf of compacted road base or recycled asphalt. 11. No marked parking spaces, gravel surface. 12. Existing landscaping is native grass. We will spray for weeds and mow as needed. No irrigation for this property. No signs proposed. Existing gates. 13. Fencing along the road the 3 rail vinyl fence and the storage yard will have 6' cedar privacy fence along the North side. The residence and garage will block the views from the south. 14. Fencing, buildings(as ings(as described above) and landscape berm on West side. is. Gravel lot could be removed and native seed planted. 16. Platteville-Gilcrest Fire Protection District. 17. Driveway, fencing and west berm is existing. We are in the process of building the garage and hope to start construction of the residence by late this year. Engineering Questions 1. <20 Roundtrips are planned per day. Pickups, trailers and trucks. Legal weights and sizes. 2. Access from County Road 44 from the South or CR 46 from the North. These feed directly to Highway 60 to the West or Highway 85 to the East. We would ask our employees to access From the North as there is only 1 house on that route although there are only 5 houses from the South. I would expect 80% of the traffic from the North and 20% from the South. 4. 7am and 5pm. More likely to just be a few trips in and out during the day as needed. 5. See drawing. Permitted Driveway on the West side towards the North end of the Property. 6. N/A per pre -application conference. Under 1 acre. There is an existing vegetative buffer leading to drainage pipes approximately 6" above existing grade of the parking area. These then discharge into an existing drainage ditch along North edge of property. Environmental Health Questions 1. Drinking water will be bottled water. 2. Portable toilet. 3. Storage of vehicle, trucks, trailers, concrete forms, pipe or miscellaneous construction equipment or materials. 4. There will be no waste, chemicals or petroleum stored on site. 5. N/A 6. No washing of trucks or equipment on site. 7. N/A 8. N/A 9. N/A 10. N/A Building Questions 1. There will be a future 40x90 shop/garage built on site and a personal residence. 2. Owner to use for personal use. 3. Garage/work shop and residence. i Date of Inquiry Notice of Inquiry Development within a Coordinated Planning Agreement or Intergovernmental Agreement (CPA or IGA) Boundary 3/8/2018 Municipality with CPA or IGA Milliken CPA Name of Person inquiring Property Owner PI2nner Legal Description Parcel Number Nearest Intersection rape of inquiry John Kuerstcn John E & Mice Marie Kuersten Michael Hall mhadi 4 eldgov.ccm otBofRECX15-crso 105716300049 CR 29 &CH 44 Proposed USA for Contractor Parking and Storage Business _I The above person inquired about developing a property inside your designated nat g. ed CPA or GA boundary. This person has been referred to community by Weld County Planning to discuss development options on t this ��s site. Visit Chapter 19 of the Weld County code for specifics on your agreement. 'Weld County Comments A nnexatIon Interest? Name/Title of Municipality Representative, Municipality Comments el)? PQ-Ar /a n e Cid in nil is TT rtg e ont o 4a 1nw. n. .fie w tiP Signature of Weld County Planner 6 noaka /rotten firYi2 ri et or-- Pti eirik- e (sitistS fels rAck (Le& ift to f --s Sign t re of Municipality Representative Please return the signed form by Weed County Planning Department 1555 N 179i Avenue, Greeley, CO 80631 (970) 353-G100 x351 . (970)304-G49 fax tO Notice of Inquiry Deveiopnent within a Coordinated Planning Agreement or Intergovernmental Agreement :PA Dr 'GAO Boundary Date of Inquiry 3/8/2018 Municipality with CPA or (GA Platteville CPA Name of Person Inquiring John Kuersten Property Owner John E. & Alice Marie Kuersten Planner Michael Hall mhaIl@eT He'd ov.corn Legal Description Lot of RECXI5-0155 Parcel Number 105716300049 Nearest Cratersectlon CH 29 & CR 44 Type of Inquiry Proposed USA for Contractor Parking'and Storage Business The above person inquired about developing a property inside your designated CPA or IGA boundary. This person has been referred to community by Weld County Planning to discuss development options on this site, Visit Char 19 of the Weld County Code for specifics on your agreement= Well County Comments Annexation interest? 4 r _ n & 47_ I-7 cf: Name, Title of Munlcipality Representative _'TIT Ct Municipality Comments //Lit- " " ct S ice cif ( ry : r inlet .,Pivtcw L) e LC' t fillA ti , t,#e ' LCY k t ,ntr: Signature of Weld County Planner a tat t: R� et Signature of Municipality Representative Please return the signed form by Weld County Planning Department tmeni 2555 N .170 Avenue, Greeley/ CO 80631 (970) 353-6100 x3540P- (9!?Of304 -549g fax to: CES Consultants, LLC July 12, 2018 Weld County Engineering Department is Haley B al zanno 1555 N 17th Avenue Greeley CO 80631 Re: Drainage Review and Narrative for the Kuersten Garage/Shop Building and Parking Lot located on Lot B, #1057-16-03 1 C 1 -0156 (21468 Weld County Road 29), Gilerest, Colorado Dear Ms.. Balzano: CES Consultants. LLC, on behalf of Mr. John ; uerstert, issubmitting this Drainage Narrative Report for the USR Site Application for Lot B, 1057-1 -003 RE 1S-0156 (21468 Weld County Road 29). Per preliminary application meeting for the proposed development, and my discussions with you, a Preliminary Site Drainage Narrative Report and plan will be submitted with the initial USR Application, with a Final Site Drainage Report and Site Drainage & Grading Plan to be submitted during the USR review process. 1.0 INTRODUCTION Lot B consists of approximately 8.80 acres of previously undeveloped farmland located in the SW 14 of Section 16, Township 4 North, Range 66 West of the 6th Principal Meridian, Weld County, Colorado, More specifically, the site is located approximately one-half mile south of the intersection of County Road 46 and County Road 29. The USR Application is being submitted to permit the develop . ent of a 40'x 90' metal Garage/Shop building with a surrounding gravel parking area within the northern half of the site. 2.0 DESIGN REFERENCE The drainage design criteria were taken from "Chapter 23, Article 12, Storm Drainage Criteria, Weld county Code" and the Urban Drainage Storm Drainage Criteria Manual:. Teo/apes 1, 2 and, 3.0 WELD COUNTY STORM DRAINDRAINGE CRITERIA REVIEW Per the Weld County Drainage Criteria. the site is located within a Non -Urbanizing Drainage Area. These areas generally require detention of !runoff from 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. 721 40F Street, Suite I • Ft Lupton, CO 80621 Phone: (970) 373-4480 4.10' SITE DRAIA E sCHARACTEMSTICS The stormwater runoff from the site sheet flows from the south to the north at a 030% slope,. The site runoff o s are released into an suing 2 -foot -deep drainage ditch locate along the north property line. The flows from the ditch are then directed west to the east borrow ditch along County Road 29. Per the Drainage Calculations fix the site, the 10 -year storm event storm runoff quantities are 0.11 cfs for the undeveloped (historic) condition and 0.54 cfs for the developed condition. The 10 1 ear storm event runoff quantities are 2.76 cfs for the =developed (historic) condition and 4.04 cfs for the developed condition. Per use of the Modified FAA Method Spreadsh.eet from Urban Drainage, the required stormwater detention volume to detain the 1 -hour, 100 -year storm event flow from the developed site and release at the l -hour, 10 -year storm event flow from the undeveloped (historic) site, is 52,900 eu,ft. (1.22 Ae-Ft). An approximately 3 -foot deep detention pond will be constructed in the northwest corner of the site. Release flow from the pond will be restricted with a pond release structure and piand released into the existing 2 -foot -deep drainage ditch located along the north property tine. The Site Drainage Calculations, Pond Sizing Spreadsheet supporting documents. and Preliminary Site Drainage plan are attached for your review. If you have any questions or comments concerning this report, please feel free to contact us at (9700;3734480. Sincerely, CE NSULTMITS, LL's a Ku$ Roll, PtE,. Principal CERTIFIACTION .CTIO OF COMPETE CE JiNGINEEMNG DESIGN TO WELD COUNTY CODE STANDARDS AND CRITERIA 1, Kurt Rollin, Consultant Engineer for John Kuersten ("App1icant") understand and acknowledge that Applicant is seeking land use approval for an USR Site Plan Application for Lot B, l 10 7-1 -003 E 2 5 -0 l 5 6 146 8 Weld County Road 29) ("Application) for the proper described in the attached Drainage Narrative Report. I have designed or reviewed the design ("Design") of the land use set forth in the application. 1 hereby certify, on behalf of Applicant, that the Design will meet all applicable drainage requirements oft e Weld County Code. This certification is not a guarantee or warranty either expressed or implied. 0°L_''C, " ret s T f totPost Vo; 1 Vslisig-t:4Asrevt,,zol Registered Prof ss. ona.i Engineer State of Colorado No. 24802 CES Consultants, LLC cart4gLe TAIthrethicKt 4LCVL# trd$ 24L-1&)'31_ 19 L15I2 4PPLZCT7tM riArted A tie, anite)P6 _ 8Orc. .4A 1..4,057a 5:zike Triewtsitaints,sse06.5•5 c) = 1%. amit1 F,w PEED Satpem �vorinta..,nvispss 1J7 )c- CvlAssieL MmA = IrtioSee At am -(474 Aaftift4 a O Alt /its coo) ar Cztr") 6A Oeasea 3 � v 715e *" hos 1 °i/s) Niare Coarcc€Mrs C) *.srJ C -•P Celaatho Encrace-C&� _ 0.50cm PO'S D I O i Cite 1 3 (ler piespito coencesisirs Cis : 0,05 C1314 aose Cm)" J .,9 721 Aim Street, Suite I Ft. Lupton, CO 80621 Phone: (970) 373-4480 CES Consultants, LLC CrissgNas DaArmAre\te CAL CAI LA Isr-t)MaS rot, Z1yb5 CR. zu52 A PP tercAsthis LitJ°IFIcs heoufarra\ LE441.014 as 900 'ger hail PA 741* 51/2y9e 0. Sep% �rn�F� of CarkkCEPsrmAarttO -- 1—ce a:my' (me cs-D 0153 f= olcir { 1. a - oi on fro ( a Iola ) v3 73 mraftwi rerid c4LL leasspen 2caig R (10"rans) i are 40. zi&ssi (1351 e ,j• -•f03 (33 *) 00)tia zse5 2:670 ( 9 —5) i alrea 721 4m Street, Suite 1 Ft, Lupton, CO 80621 Phone: (970) 37344M USOCFI go XO-3 = 72.7 ?it UN�-i+adz ipF.+r �i¢tNAtt4. 1>-4171* (Int\ (#1) ( D sit410 = /i3tAI 423-1417. CES Consultants, LLC crisivige DitichritteNia CAL-Cul LA itoirviS Felt Z J"Th `3 Z Lag_ APLzciflr._ Airs)7as (0) ate _ iffsissnlocci �'tzF Qi (-?1= \4171 j6),37 I'D Is (0'00 CJ23) (?)E61/4)7) (Q13%S)hyttras) (sidss) itioge4 obos!) (I23) NIS'S) = 045-csoft3 ()Ilan Cztt) t�',eA1 = caboLitc,A5 are. J. CI clic!), .47._ 21,76 cfr5 1)1E-Arrers-TtiaiNil sap- D. i l OFS weAstrasA re Sow 721 4' Street, Suite I Ft. Lupton. CO 80€2I Phone: (970) 373-4480 DETENTION VOLUME BY THE MODIFIED FAA METHOD (Sea USDCFal 'Volume 2 Storage the prier for dosclnptan of rrinhndj Project: LOT B RE- 1057-16-06 RECXIS-01; - 2146$ CR 29 - APPLICATION 54ta' ID; DETENTION POND VOLUME - JULY tame (For calct11snts less than 160 acres only, Foe law atehmefts. lore hydrograph rotnIng meth ad) tNOTE. for catchments ear+ or than 90 acres. cult) hydrograph and routing are recommended) Determination of MIN 'S Du -tertian Volume Using Modified FAA Method C sloe Irrferlt*tkin Ilnatrts'' Cal Omani Cynic, @mceerr..�urne3i Cal chrn eel Chien egt Area Precies4elevnerrt HRGS cal & tip Return Pena4 for Detenifaa Control Trine of Coocentrehbn of rViirteOs Mid ?J1.34YablEtS Onf! RSMc4 tine' One -.hour #rectpatirtn n Dotty n Rainfall IDE Formula I - G,' mcsotailic, ift.ent One Coefficient 71,9 Coeff,tien" Three .d 10 8.5-00 F, 73 c.OS 1.39 1 ,percent acdes A_ig C. or war (2. 5. 10, 25, 30. cc 1QZii '2J ntj1Ai tours Inches Aver* 40 0 . the Basin •1C;aIcutatt d:i: Rune Coateiant Intl�ertiPee* RurrnPT Allewabit Peaj O•stflaw late C= r3�,n Op !_ di mod. FAA Minor 5toraue When* a 0 4** Mat FAA Mkw Storage Ilataine ors 9.000 leakeal SO alp r a I Ctimetan i!c eme^uer rntrGase Vmae sere 5tor 15 o. tunest 100 074.01 !OA in roes A rrr 271 0.97 so ota 2l� 0,4e: I 30 033 a In$Qr Vial unite cubic lea Saudi MJustrneal Fedor .t Corti"1 0 400 a 0 0.29 T Ilan 660 741:1' 900 1000 1140 120 417 0 0 0 0.03 0.00' 00 0 0.00 MOO 100 too Outflow Vold -MO cubic %in outputi 'Starne Vara cubic N44 r 1300 380 14911 1640 1020 1760 'a 1040 2100 2140 nee 2340 0.10 0.15 014 2420 25W 2530 a14 013 11113 012 012 413 010 0.10 0.09 000 0.09 0-06 toe 0016 2740 _ 2320 31 409 3300 01.E 0,09 a MOO 0 0 0 0 0' 0,00 ado 400 Determination of MAJOR Data Sion Volume Using Modified FAA Method Desicn Information, UlnDut' CSt�^rr•en! D; ains je Inwervutleinera ' ',iri- tart! Dra.negt.1Zt'se orecavetopmaniNRC$ Soe -Getup Petw'n Peed r Daigentkors Ccntroil eme of C.or,cs thitiod% oP1a`irat&Shell aciii.ewerse Un4 Rele Se !Rate Orsi5snoui PrecTpittsbon Design Rainfall It9ic Formals IS. Cie PMCrtors mci en; Cot etr0, nine CU 2, C3� Gs = 10.102 01.000 wet A A13, C, or 13 100 1 m 12, 5„ 10, E 511, o • 100) 73 rrilnates 0 01 , dra/aose 2.74 Inches 20,50 in 0.71* DMetartlnination of Ave moo Outflow from the ~ In lcu Runoff Cesfk er t Ifflcov Peek Rumor C _ 0.29 ap.in s; 0.180 Alalt ive551e Peak OurFbtw Ara its -e.64 = 4.11 Med. FAA Major Slangs V 4um. a 52,9901E Cultic Feet Mod. FAA fiThapr Stein* Volume IN 1.215 tore -11 ration mina+?"; fit} 't /1f ISO Rainfall Intensity hr (out e etp 5_34 15,175. 1.91 25,29in 1. 0:94 1.00 Qa17 70 oa544 Ott ass 250 Mo 4,20 SOD 650. 740 000 !0.07 0.07 0.07 17.07 0.07 0.07 3400 3040 6.100 0'.00 0.10 MOO :00 0.00 0.003' 0 00 0,40 ROO 0 00 a.OO 0.00 0..00 000 077 3.65 0.67 0.00 e.0) aDO 0Of oo no 3080 3040 4020 410-0 41+0 4340 4420' esso 4741 O.+Oe 0.08 toe ore6 MOO 006 0,06 0.4$ @05 0 0 0 a 0 I, a 0.00 O.OQ 0.00 OOP MOD 0,00 ado 0,00 MOO 000 0.00 0.00 0,00 acd Dal tol acci 1 1140 120 1350 1410 1540 1700 1780 1500 11340 2720 0.51 Qis 042 0.39 0,30 034 afl fk3O 33,002 36.223 I 40,535. 42 17S _ 43,8 t3 44,803 40044 #7,1013 48.CT4 x8.884 0.26 49.832 5O,E 51.312 D.V'1 52,010 52, 7; 5,422 54,043 541.37 0.22 55260 55,758 01.20 10.790 0.20 55.800 yrene 50,242 Oe cis itiutpul 0.57 0.50 use 0,55 0.34 0.94 ets 00010* '4* cubic feW in Storages Votuma evbic rat 571 e35 1,099 1,303 �y / � 1,027 0 .015 1,401 0.00 2,15% 0 ce I 2,410 0.f ! 3z 2,e47 15,049 27,725- 32.25? 35,i27 — y3! -7 T^.T1, 4421T 41,450 42472 06 0 04_ 0 00 0_2e 0.23 0.21 053 053 O,r 2100 0 19 0,1.5 2200 0.:10 2340 2420 EMI 2500 0.16. 2-560 0.16 2180 0.15 274d C.15 2820 0.15 291xO 0.114 3'x41O 0 13 0.14 1114 60.363 60,779 I 51.9,135 5,I11.p.643 B,9 2. 82 275 02.620 0.33 0.52 0.52 0.52 1152 at 00 • OS 0100 O 05 0.04 0.08 0.52 02.'972 0_S2 10.51 0.51 051 051= 0 51 0.00 0.06 006 0 3,2111 3.475 3;73 4.003 43,384 441,156 509 40,E 1-415426 1 47,115 47,505 4't 4,705 47.100 5,059 6,323 0347 0.06 D 61 0 51 5,881 Si 1 16 8.571 isma 42.720 40.060 1 49,311 40143 NOW Stir So 50.109 SOAPS 50,99, 51,170 51,334 auS 0 05 61.062 006 005 0.00 D 51 0 12 0 12 3700 2,940, 4-420 460 4500 4744 0.11 0,11 0.10 0 10 0.10 54.004 64,013 66,514 65,607 00,370 681,550 66, 032 67,203 07,470 47.733 I 414.4N 68.747 .51 51 0 51 0 51 "I 000 92113, 9,547 9011 ID, en 51,4,86 52,101 52.1911 006 0 08 0 OS 0 CO 10.330 52,67 0,663. 62.362 tear _ was 11,131 0015 0 51 008 ace 0 51 0.51 O 51 O 51 051 O 51 O 51 0.51 0,51 0,51 0.91 0.08 0 DI DOI 403 11 059 12,187 12,461 12.716 12' 979 4,243 13,507 13,771 62,613 MPS 62,031 52,081 San I 52, b52 GAO 0.06 0.06 t4, 299 14,583 14.827 15,346 15,010 I4,035 WAG 6-2,004 nevi 62.900 am a Mod. jai -a —nor Sting, WIWI* ittal510 IL) 0 99C41. FAA WOW storage volume lou UDFCD DETENTION VOLUME ESTIMATING WORKBOOK 'Versior 2.03a, Released P.laich 2006 ONO LEArSfre leAltke ya tier-catrec. eati Ou CAS 52,800 52.8134 53.101 1,2145 Project! Basin D! 40,0 20 C 10,0 at I t:NTION VOLUME BY THE MODIFIED FAA METHOD (See USOCM Volume 2 Storage Chapter for description of method,) LOT B RE- 1057-16-06 RECXISOI - 21468 CR 29 - LISP APPLICATION DETENTION POND VOLUME -JULY 0,2018 Inflow and Outflow Volumes vs. Rainfall Duration 'CD )00 )00 Co )00 C •-a� i - ••••,+i�'....tee see se0 0•••• *�s war ]. _ - i 1 .. - T. T. T..T. 'T .4. fr..T, R. +'. -1...T. . - ..`*..'-- :T.. T•'. ..II. �:...�� ..II. .T. -Tl .Ti r. _:ti_ii... _ - - T. - �-. L` Li - L 1000 3000 Duration (Minutes) 4000 5000 --se-Minor Storm LrvflnwVcdurrse -- rrr Storm Inflow Volume -?-- M lino r Storm Outflow Volume it -Maier Stoma Outfkror Volume Minor Storm a Major Sloan Storage Vo i u me Storage Vo-1-une UorCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2 03a, I:teleased Mach 2 ma- icaersiben CR2 GetRand O7018. Piedilied FAA Soil Map—Webid County. Colorado, Southern Part (Lot B, RE REC 1S-0156 USE. Application) Soil Map --Weld County', Colorado, Southern Part (Lot Bo RE RECXI S-0156 USR Application) Area of Interest (AOI), Area r r Interest (AOl) Soils I a r� MAP LEGEND Soil Map Unit Polygons Soli Map Unit Lines Soil Map Unit Points Special Point Features Blowout learnt C sir Borrow Pit Clay Spot Closed Depression Gravel Pd 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 Sock Spot sl btt Natural Resources dre Conservation Service Spoil Area Stony Spot. Very Stony Spot Wet Spot Other spacial Line Features Water Features Streams and Canals Transportation 7 E .Hails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography! Web Sod Survey National Cooperayi+ e Soil Survey MAP INFORMATION The soil surveys that comprise your AOl were mapped at 1:24,000,, arnlingg:. 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 (he small areas of contrasting soils that could have been shown at a more detailed souse 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 (EP: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 dale(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 ware photographed: Sep 20, 2015 --Oct 15, 2016 The orhophoto at 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, sortie minor shifting of map unit boundaries may be evident. 7/5/2018 Page 2 of 3 Soil Map -Weld County, Colorado, Southern Part Lot I, RE RECX15-0156 USR Application Map Unit Legend Map Unit Symbol Map Unit Name Acres in A01 Pence of 29 julesburg percent sandy loam, slopes 0 to i 4.9 -A% 72 Vona loamy percent i sancl9 0 to 3 slopes all 45.6% Totals for Area of Interest 8.9 ''I ap% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/5/201 B Page 3 of 3 Hydrologic Sod Group —Weld County., Colorado, Southern Part Lot B, RE REC 1 156 JAR Application Hydrologic Soil Group Map unit symbol Map unit nameRating Acres in AO1 Percent of AOO A 4.9 54.4% 29 Julesburg 10 1 sandy percent slopes loam, 0 72 Vona loamy percent slopes sand, 0 to 3 A I 4.1 45.6% Totals for Area of Interest 8.9 100.0% 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 (ND, BID, and CID). The groups are defined as follows: Group Al. 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. Sails 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 daypan or clay layer at or near the surface, and soils that are shallow over nearly imperious 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 P are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition ism, Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 71512018 Page 3 of 4 7/512018 Precipitation Frequency Data Server NOAA Adas 14 Volume 8, Version 2 Location name: Platteville, Colorado, USA* Latitude: 40:3115°', Longitude:. e104,7919'. Elevation: 4738.05 ft" 4' source! ESRI Maps sources. USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Penoa. Deborah Martin, Sandra Pavlov c, Ishani Roy, Michael SI. Laurent. Carl Trypaluk. Dale Unruh, Michael YYekta, Geoftery Bannin NOM, National Weather Services, Silver Spring, Marylant PF tabular I pr__q, h11 i 1 �' h�+f p� & aerialq PF tabular IPLUS, -based point precipitation frequency estimates with 90% _ confidence intervals (in inches)1 Duration emir loamin I 0.351 i 0239 (0,192-0.301) 1 5 -rain (0.281-0.441) 30-rnin 60-Ertini: 0.428 fl_342-a.53 ) _ L _±2 5 0289 0.366 n - (0,2311 -0,384) (0.308-0.488) 0.423 (0.339-0.533) Q'5T3 CO-4§9-Q72J 0.710 (o.5ss.o.asz1 2 -hr 3 -hr 6 -hr I 12 -hr L24 -hr 2 -day 0,547 (0.68#1.-05) 0.92.6 (03534.15) 0.518 (0.413-0.860) [1.08~ 10.885-1.33) I1.27 (1.05-1.54) 0:000 01552-0.868 0,842 (0.674-1.06 L0,995 0,802-12±1 1.08 (0,874-1-34) _. r _ 1.26 (1.Q3-1.55) 0..566 (0.451-0.714) 0.690 (4550=b.871) 0S20 (0.x'33-1.18) liii (0888-1.41) Average recurrence interval (years) 10 _I 25 0,48: (0.381-0.612) 1...31 .64) I 1.50 (1.24-1.63) 1.63 (1.33-2,01) 3aday 141!day '-day 152 (1.26-1.82 1.74 (1.46-2.07) 1.79 1 u48-2.15 1,90 (1.60=2.25 2.03 10 -day 20-idaC 2.87 4 (2.cio-a.7sL 4 2.31 (1.97-2.70) 2.55 2.18-2..97 3.26 (2.81-3.76) L30- clay► 3,82 (3.a1 -4.3r) 45 -day 60 -day 1.95 (11,60-2,_38) 2.28 (11.69-2.76) 2.01 2.65 (1.'47) (2.21-3.16) L2:24 1.88-2.65) 0.706 (0.5594. 896) �0.a501 (0.881-1..091) 04036 (0494-0.889) 0,931 (0.724-1.27) 1.14 (0.883-1.55 1.15 1.52 0.9 08=1 46 (1.18-2.07) 1.85 1,45.2.55 50 [ 100 X1..772 0.924 1,09 (0.580-1.061‘(0.6664 .31) (0.7151-1.591 200 i 1000 1.13 0,649-1.56)' 1.38 1.03-1.90 1.35 1.50 (0.975-1.91)] 1.10-2.331 1.65 1.95 (1.19-2,33) (1.34-2.84) 2.21 2.62 -3.13; (1.601-3,8.1) 1,84 (1.39-2.54) 2.2T X1.71-3.14 2.74 3.27 1S8-3.89 (225-4.77 Li 2.19 2.69 (1:73-2.99L (2.05-3.89) 1.76 1.41-2..20 2,02 0.64-2.50) 2.38 (1.2..92) 2.75 (2.26-3.33.) 2.70 2.98 2.55+-3,47 3.77 3.254.34 4:39 (3.60► -5.02) 4.49 11 5.i$ 5.02 (4,40-5.68), 2.82 2.36-3.35 2.96 (49-3.50) 3.36 (2.84,3.929i 3.710 (s.15-4.sz) 4.59 13.94-5_.30) 5,80 5.87-6:56 5,31 (4,55-6.09) 6.22 (5.40'.1O_. 316 (2.6.2-3.79 3.34 (2.78-3.98 2435 (1.$7-3.2t) 2$B (2.t4-3.58) 3.01 (2.46a1.Q2) 3,47 R (2.79.4.40) 3.48 (2:.91=4.14) (331-4.62) r7,0.` (6-11-7.96) , 7(33.92 /... .16-4.94) 4.11 (3.33-5.14) 4426 3.46-5.30 i 2,91 4.74 (3.87-5.81) 11 5.15 - 14.21-6.25) (&6431:195 .5.27 (4.504.11) 3.28 (.2.53-4.41) 3.26 (2.38-4.59) 3.53 2,60-4.95 &92 (2,73467) 415 (2.98412) 1.34 (O.B81-201 —1.55 (0.9179.2.33) 1.96 (1. 2S5)_ 2..27 1.43-3.41) 2.40 (1-57,3.59) 3.22 2,11-4,83 2.76 (135-4,16) &05 (2,674,09) 3.96 4.73 (2.93-5.46) (3.34-6.71) I 3.17fl4.34-7 5.08 .12.85-4.861c244.88) (3:62-7.08 4,09 3:19-5.31 4.55 (3.574.81) 4.75 (3'.744,01) 4.90 (3..18) 5,39 (4.29-6.70) 5,82 (4.644.17) 4.76 5.50 J5? -8,34) ` (3.95-7.54) 5.22 (3.'95-6.84) 5.42 4,.12.7.05 75.58 X4.2&-7.22.) 6.07 (4.68--7.74) 6.50 5.01-8.21 6,ZI�� 8.9i Ls- GI (5-56-8,3i9I !� 6.06 (5.20-6:08) 7.08 (6.11-8.11) 7.99 (6.92-9.11 7.07 (5,95-8 37)_ la 8.23 (6.83-9,66) I 9.27 7.84 5.33-9.42 9.08 *38-10.6 10.2 (8.33-12.1 7.62 15.92-9..47) 8.59 0¢79-18.6) 5.04 (4.29-8:00) 6.15 (4.47,8.22) 489 3,25`7.28 5.33 3..57-7„87 5.88 3,98-8.57) 6.17 (4.20-8.83) i 0.56 (4,51426) 6.95 (x.81-9.64) 3.72 2.35=5.59 I s,ro (3.65-8 47} 6.23 (4.01.9.20) 1,17 (5.9..86) I6.85 L (4.45-9,98 7.06 (4.64-10,2) 6.31 (4.61 .39) 7.33 5114-1O. (4. ) 6�1��..79yRyR'{{�� 7jy.76 8.14 (5,77-10.9) 7.43 494-10.6 7,75 (5.21-10.9) u 7.98 (5.40-11.1) 0.15 _ I (6.54-11.3) 8{53 (525-117) 7.20 (5..31-9.361 8.33 (6.20-11..�i" 9.26 (6.62-12.2) 9.91 (7278-121) 11.1 (8,76-13.5)A 9.34 10.3 (6.99-11.8 7.41-13.4) 10.7 11.6 8.07-13.5 8.51-15.2 12„0 13,1 9.06-15.0 9.51-16.8) 5.87 (6.11-12.1) 9.96 i 11.0 (7.7:344.1) 12.5 (8.84-16.5) 13.9 (9.85-18..2)J I Precipitation frequency win estimates irrl this table are based on frequency analysis of partial duration series (Pa9). 'Numbers in parenthesis are RE estimates at lower and upper bounds of the 901% confidence interval. The vcblab`lity that precipitation frequency estimates (for a given durator 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 prec pit lion (Pl4 P') estimates and may be higher than currently valid PMP values. 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Earth Engineering Company, Inc. (EEC) personnel have completed the geotechnical subsurface exploration you requested for the proposed single-family residence and detached shop building to be constructed at 21468 Weld County Road 29 south of Greeley in Weld County, Colorado, Results of our subsurface exploration are provided in this report. We understand the proposed single-family residence will be a one or two-story wood -frame structure with a full basement and the detached shop building will be constructed with a slab -on -grade type foundation system. We expect foundation loads for the structure would be light, with continuous wall loads less than 3 kips per lineal foot and individual column loads less than 50 kips. Small grade changes are expected to develop final site grades for the structure. The residence is expected to utilize an on -site wastewater treatment system (OWTS). The purpose of this report is to describe the subsurface conditions encountered in the test borings and test pits completed within the identified building envelopes on the site and provide geotechnical recommendations for design and construction of foundations and support of floor slabs and exterior flatwork. The referenced lot is located at 21468 Weld County Road 29 south of Greeley in Weld County, Colorado. The referenced building sites were relatively flat to a slight slope toward the west and was sparsely vegetated at the time of our field work. To develop information on existing subsurface conditions in the area of the proposed residence and detached shop building, three soil borings were extended to depths of approximately 20 and 25'/2 feet below present site grades within the designated building envelopes. One (1) additional test boring and two (2) test pits to a depth of approximately 8 feet were advanced in the identified area of the OWTS P.O. Box 271428, Fort Collins, Co 80527 phone: 970. x 75.2004 fax: 970,663.020? Earth Engineering Company, Inc. EEC Project No. 18-01-016 February 26, 2018 Page 2 to develop percolation and soil profile information. The boring and test pit locations were established by EEC personnel by pacing distances and estimating angles from identifiable site features. The locations of the borings and test pit should be considered accurate only to the degree implied by the methods used to make the field measurements. Site photographs were taken at the time of drilling and. excavating and are included with this report. A diagram indicating the approximate boring and test pitlocations is included with this report. The borings were performed using a truck -mounted, rotary -type drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4 -inch nominal diameter continuous flight augers. Samples of the subsurface materials encountered were obtained using split -barrel and California barrel sampling procedures in general accordance with ASTM Specification 1586. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. An EEC field engineer was on site during drilling to evaluate the subsurface conditions encountered and direct the drilling activities. Field boring logs were prepared based on observation of disturbed samples and auger cuttings. Based on results of the field borings and laboratory testing, subsurface conditions in the proposed residence location can be summarized as follows: Brown fine sand materials were encountered at the surface at the boring locations B-1 and B-2 and brown fine sand apparent fill materials were encountered atthe surface at boring B-3. The fine sand apparent fill materials encountered at boring B-3 were dense in consistency, contained gravel and were underlain by natural brown fine sand materials at a depth of approximately 2 feet below present site grades. The fine sand materials encountered in the borings were loose to dense in consistency, contained gravel and exhibited a low potential for swelling with variation in moisture content at current moisture/density conditions. The low plasticity fine sand materials extended to the bottom of boring B-3 at a depth of approximately 20 feet below present site grades. The fine sand materials encountered at borings B-1 and B-2 were underlain by brown sand and gravel materials at a depth of approximately 24 feet below present site grades. The essentially granular materials were medium dense in consistency and extended to the bottom of borings B-1 and B-2 at a depth of approximately 25'/4 feet below present site grades. Observations were made at the time of drilling and approximately 24 hours after drilling of the borings to determine the presence and depth to the hydrostatic groundwater table. At the time of drilling and approximately 24 hours after drilling, free water was not observed at boring B-3 and free water was Earth Engineering Company, Inc. EEC Project No. 18-01-016 February 26, 2018 Page 3 observed at a depth of approximately 24 feet below present site grades at borings B-1 and B-2. Longer -term observations in holes which are cased and sealed from the influence of surface water would be required to more accurately determine fluctuations in groundwater levels over time. Fluctuations in groundwater levels can occur based on hydrologic conditions and other conditions not apparent at the time of this report. Zones of perched and/or trapped water may also be encountered in more permeable zones within the subgrade soils at times throughout the year. The stratification boundaries indicated on the boring logs represent the approximate locations of changes in soil types; in -situ, the transition of materials may be gradual and indistinct. In addition, the soil borings provide an indication of subsurface conditions at the test locations; however, subsurface conditions may vary in relatively short distances away from the borings. Potential variations in subsurface conditions can best be evaluated by close observation and testing of the subgrade materials during construction. If significant variations from the conditions anticipated from the test borings appear evident at that time, it may be necessary to re-evaluate the recommendations provided in this report. ANALYSIS I ND RECOMMENDATIONS Footing Foundations Based on materials observed at the test boring locations, it is our opinion the proposed lightly loaded single-family residential structure and detached shop building could be supported on conventional footing foundations bearing in the near -surface acceptable fine sand apparent fill materials and natural fine sand materials. For design of footing foundations bearing on the medium dense to dense fine sand materials, we recommend using a net allowable total load soil bearing pressure not to exceed 1,000 psf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load should include full dead and live loads. Exterior foundations and foundations in unheated areas should be located at least 30 inches below adjacent exterior grade to provide frost protection. We recommend formed continuous footings have a minimum width of 12 inches and isolated column foundations have a minimum width of 24 inches. Trenched foundations or grade beam foundations could be used in the sitecohesive soils. We recommend the foundation footing design loads be balanced to promote relatively uniform settlement, thereby reducing the potential for differential settlement. As an alternative to balancing Earth Engineering Company, Inc. EEC Project No. 18-01-016 February 26, 2018 Page 4 the design loads solely on settlement, designing the foundation such that the dead -load pressure is balanced throughout the foundations could be considered. Balancing the dead -load pressure would also reduce the potential for differential settlement between adjacent footings. We estimate the long- term movement of footing foundations designed and constructed as recommended above would be less than 1 inch. While the site cohesive soils did not exhibit appreciable swell potential with variation in moisture content, some consolidation was observed in the near surface samples tested. Close observation and testing will be needed to evaluate the volume change characteristics of the in -situ soils at the time of foundation excavation. If loose or highly compressible soils are observed at that time, reworking of the subgrade or removal and replacement may be necessary to develop suitable foundation bearing. Some zones of loose fine sand materials were observed in the completed borings. Care will be needed to avoid placing structural elements directly on any loose zones of material. Careful observation should be completed prior to placement of foundation concrete to evaluate the bearing materials. If loose zones are observed at that time, reworking of the subgrade or removal and replacement may be necessary to develop suitable foundation bearing. Groundwater was observed at a depth of approximately 24 feet below present site grades in the area of the proposed residence. We recommend maintaining a minimum vertical separation of at least three feet between foundation bearing elevation and the peak seasonal groundwater levels. Close observation would be needed to evaluate the groundwater depths during the spring and summer months to determine the peak groundwater levels at the site. Care should be taken during construction to avoid disturbing the bearing materials. Bearing materials which are loosened or disturbed by construction activities or which become wetted and softened or dry and desiccated should be removed and replaced or reworked in place prior to placement of reinforcing steel and foundation concrete. Floor Slab and Exterior Slab -on -Grade Subgrades Any existing vegetation and/or topsoil should be removed from floor slab areas. After stripping and completing all cuts and prior to placement of any floor slabs or fill, we recommend the exposed subgrades be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ATM Specification D-698, the standard Proctor procedure. The moisture content of the scarified soils Earth Engineering Company, Inc. EEC Project No. 18-01-016 February 26, 2018 Page 5 should be adjusted to be within the range of ±2% of standard Proctor optimum moisture at the time of compaction. Scarification and compaction of subgrades in the basement area of the structure would not be required. Fill soils required to develop the floor slab subgrades should consist of approved, low -volume change materials which are free from organic matter and debris. It is our opinion the on -site fine sand materials could be used as low -volume change fill in the floor areas. Those fill materials should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the scarified soils and compacted to at least 95% of standard Proctor maximum dry density. After preparation of the subgrades, care should be taken to avoid disturbing the in -place materials. Subgrade materials loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to placement of the floor slab concrete. As a precaution, the floor slabs should be isolated from structural portions of the building to prevent distress to the structure due to differential movement of the structural elements. We also recommend isolating the basement floor slab from non -load bearing partitions to help reduce the potential for distress in upper sections of the building due to slab movement. That isolation is typically developed through the use of a voided wall which is suspended from the overhead first floor joist. Care should be exercisedwhen framing doors, drywalling and finishing to maintain a voided space which will allow for movement of the floor slab without transmission of stresses to the overlying structure. While laboratory testing completed for this report indicated the site soils sampled exhibited relatively low swell potential, floor slab and exterior flatTork movement could occur and should be expected. Slab movement is common in Colorado even in areas with relatively low -swelling soils. Mitigation techniques to reduce the potential for post -construction movement, such as overexcavation, moisture conditioning and replacement could be considered; however, the risk for slab movement cannot be eliminated. Below Grade Areas We recommend installing a perimeter drain system around all below grade areas to reduce the potential for development of hydrostatic loads on the below grade walls and to help prevent accumulation of infiltration water in below grade areas. In general, a perimeter drain system should. Earth Engineering Company, Inc. EEC Project No. 18-01-016 February 26, 2018 Page 6 consist of perforated metal or plastic pipe placed at approximate foundation bearing level around the exterior perimeter of the structure. The drainline should be surrounded by a minimum of 6 inches of appropriately -sized granular filter soil. The filter soil or the drainline should be surrounded by a filter fabric to help reduce the potential infiltration of fines into the drain system. The drainline should be sloped to provide gravity flow of water to a sump or gravity outfall where reverse flow cannot occur into the system. Backfill placed adjacent to the below grade walls should consist of approved, low -volume -change soils which are free from organic matter and debris. The on -site fine sand materials could be used as fill in this area. If free draining granular soils are used as backfill adjacent to the below grade areas, we recommend the top 2 feet of material be an essentially cohesive material to help reduce the potential for immediate surface water infiltration into the backfill. The backfill soils should be placed in loose lifts not to exceed 9 inches thick, adjusted to within +2% of optimum moisture content and. compacted to be at least 95% of the material's standard Proctor maximum dry density. Care should be taken in placing and compacting the wall backfill to avoid placing undue lateral stress on the below grade walls. We recommend compacting with light mechanical or hand compaction equipment. For design of below grade walls where appropriate steps have been taken to eliminate hydrostatic loads, we recommend using an equivalent fluid pressure of 45 pounds per square foot per foot of depth. The recommended design equivalent fluid pressure is based on an active stress distribution case where slight rotation is expected in the below grade walls. The rotation expected to develop an active stress distribution case results in deflection on the wall of approximately 0.5% times the height of the wall. That deflection may result in stress cracks on the interior of the basement walls, particularly near the center of spans between corners or other restrained points. The recommended equivalent fluid pressure does not include a factor of safety or an allowance for hydrostatic loads. Surcharge loads placed adjacent to below grade walls or point loads placed in the wall backfill may add to the lateral pressures on below grade walls. Other Considerations Positive drainage should be developed away from the structure with a minimum slope of 1 inch per foot for the first 10 feet away from the building. Care should be taken in planning of landscaping adjacent to the residence to avoid features which would pond water adjacent to the foundations or Earth Engineering Company, Inc. EEC Project No. 18-01-016 February 26, 2018 Page 7 stemwalls, plants which require an irrigation system and/or cause substantial fluctuations in the moisture content of the subgrade soils should not be placed adjacent to the structure. Lawn watering systems should not be placed within 5 feet of the perimeter of the building. Spray heads should be designed to spray water away from the structure. Roof drains should be designed to discharge at least 5 feet away from the structure and away from paved areas. Site Percolation Tests Percolation tests, two (2) 8 -feet deep test pits and one (1) 8 -foot deep test boring were completed in the approximate area for the proposed individual sewage disposal systems. The materials encountered in the test pits and test boring consisted of brown fine sand materials which extended to the bottom of the completed profile test pits and test boring. Average percolation rates of approximately 17.0 minutes per inch were established in the percolation test borings Groundwater was not observed in the completed profile test pits and test boring. Weld County guidelines require a percolation rate in the range of 5 to 60 minutes per inch for use of a conventional absorption field. The measured percolation rate meets that criterion. Weld County guidelines also require that neither groundwater nor bedrock be encountered within 6 feet of ground. surface at the location of an absorption field. The test pits and test boring completed indicates the near surface site soils meet the separation from bedrock and groundwater criteria. Based on the results as outlined above, it appears conventional -type septic absorption systems could be used for the residence and detached shop building. It should be noted, however, that Weld County Health will require a septic design document prior to issuing a permit for the residence. When constructing the absorption fields, Weld County criteria concerning proximity to property lines, drainage ways and other site features should be addressed. GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the soil borings and test pits performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur across the site. The nature and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. EEC Project No. 18-01-016 February 26, 2018 Page 8 Earth Engineering Company, Inc. It is recommended that the geotechnical engineer be retained to review the plans and specifications so comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled, This report has been prepared for the exclusive use of Mr. & Mrs. Kuersten for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report are modified or verified in writing by the geotechnical engineer. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we can be of further service to you in any other way please do not hesitate to contact us. Very truly yours, Earth Engineering Company, Inc. Michael J. ale . , P.E. Principal Engineer DRILLING AND EX PLOR ATION DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted ST: Thin -Walled Tube - 2" O.D., unless otherwise noted R: Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted PA: Power Auger HA: Hand Auger DB: Diamond Bit = 4", N, B AS: Auger Sample HS: Hollow Stem Auger PS: Piston Sample WS: Wash Sample FT: Fish Tail Bit RB: Rock Bit BS: Bulk Sample PM: Pressure Meter WB: Wash Bore Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch O.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WCI: Wet Cave in DCI: Dry Cave in AB : After Boring WS : While Sampling WD : While Drilling BCR: Before Casing Removal ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D-2488. Coarse Grained Soils have move than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as : clays, if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in - place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). CONSISTENCY OF FINE-GRAINED SOILS Unconfined Compressive Strength, Qu, psf < 500 500 - 1,000 1,001- 2,000 2,001- 4,000 4,001- 8,000 8,001- 16,000 Consistency Very Soft Soft Medium Stiff Very Stiff Very Hard RELATIVE DENSITY OF COARSE -GRAINED SOILS: N -B l aws jft 0-3 4-9 10-29 30-49 50-80 80 + Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense PHYSICAL PROPERTIES OF BEDROCK DEGREE OF WEATHERING: Slight Slight decomposition of parent material on joints. May be color change. Moderate Some decomposition and color change throughout. High Rock highly decomposed, may be extremely broken. HARDNESS AND DEGREE OF CEMENTATION: Limestone and Dolomite: Hard Difficult to scratch with knife. Moderately Can be scratched easily with knife. Hard Cannot be scratched with fingernail. Soft Can be scratched with fingernail. Shale, Siltstone and Claystone: Hard Can be scratched easily with knife, cannot be scratched with fingernail. Moderately Can be scratched with fingernail. Hard Soft Can be easily dented but not molded with fingers. Sandstone and Conglomerate: Well Capable of scratching a knife blade. Cemented Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. Cemented EARTH ENGINEERING COMPANY. INC, Earth Engineering Company UNIFIED D OIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Group Symbol Group Name Coarse - Grained Soils more than 50% retained on No. 200 sieve Gravels more than 50% of coarse fraction retained on No. 4 sieve Clean Gravels Less Cu?4 and 1cCc≤3E than 5% fines GW Well -graded gravel F Cu<4 and/or 1>Cc>3E GP Poorly -graded gravel F Gravels with Fines more than 12% fines Fines classify as ML or MH GM Silty gravel c" Fines Classify as CL or CH GC Clayey Gravel FP" Sands 50% or more coarse fraction passes No. 4 sieve Clean Sands Less than 5% fines Cu>6 and 1<Cc≤3E SW Well -graded sand Cuc6 and/or 1>Cc>3E SP Poorly -graded sand Sands with Fines more than 12% fines Fines classify as ML or MH SM Silty sand c'"'I Fines classify as CL or CH SC Clayey sand al Fine -Grained Soils 50% or more passes the No. 200 sieve Silts and Clays Liquid Limit less than 50 inorganic PI>7 and plots on or above "A" Line CL Lean clay K'L,M PI<4 or plots below "A" Line ML Silt K,L,M organic Liquid Unit - oven dried Liquid Limit - not dried <0.75 OL Organic clay"M,N Organic silt K'L'M,O Silts and Clays Liquid Limit 50 or more inorganic PI plots on or above "A" Line CH Fat clay K'L'M PI plots below "A" Line MH Elastic Silt IcL'M organic Liquid Limit - oven dried Liquid Limit - not dried c0.75 OH Organic clay K,L,M,P Organic silt K'L'M,o Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat ABased on the material passing the 3 -in. (75 -mm) sieve °If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. cGravels with 5 to 12% fines required dual symbols: GW-GM well graded gravel with silt GW-GC well -graded gravel with clay GP -GM poorly -graded gravel with silt GP -GC poorly -graded gravel with clay °Sands with 5 to 12% fines require dual symbols: SW-SM well -graded sand with silt SW -SC well -graded sand with clay SP-SM poorly graded sand with silt SP -SC poorly graded sand with clay C 60 50 E 40 w C z 30 a 20 a- 10 EARTH ° 0 ENGINEEPING COMPANY, INC, ECu=D60/Dic, Cc= (D30' D10 X D60 'If soil contains ≥15°l sand, add "with sand" to Glf fines classify as CL -ML, use dual symbol GC - CM, or SC-SM. "If fines are organic, add "with organic fines" to group name 'If soil contains >15% gravel, add "with gravel" to group name 'If Atterberg limits plots shaded area, soil is a CL - ML, Silty clay K. soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel", whichever is predominant. `If soil contains ≥ 30% plus No. 200 predominantly sand, add "sandy" to group name. mIf soil contains 30% plus No. 200 predominantly gravel add "gravelly" to group name. "API>4 and plots on or above "A" line. °PI≤4 or plots below "A" line. RPI plots on or above "A" line. GPI plots below "A" line. For Classification fine-grained fraction of "K -line at P 1=4 PI -0.73 (LL of "U" -line at LL=16 PI=0.9 (LL of fine-grained of coarse to LL=25.5 -20) to PI -7, -8) soils and -grained , • ,' to I re soils. Equation Horizontal el' I , INS,e se or e o ti.`' 't then Equation __ Vertical # r s then • U, s t /' e t f O`° 6+ M H OR OH r4 ML OL (ivCLrmi t + it Z i I 10 20 30 40 50 60 LIQUID LIMIT (LL) 70 80 90 100 110 PROPERTY LINE PERCOLATION TEST RESULTS N Not To Scale 0 act et I z D 0 C WELDS COUNTY ROAD 44 0 I- r SLIGHT sL. PE me — 6-34 APPROXIMATE SHOP StJILCNG SITE F B-3 -1 TP-1 it TP-2 I1* 2* 3* __ PERCOLATION TEST STE 8-2 AR ROX1MATE HOUSE ST SLIGHT SLOPE -1C-- PROPERTY LINE # 1-- 20.0 MIN/INCH /` 2-- 2C MIN/INCH # 3-- 10.9 MIN/INCH AVERAGE-- 17.0 MIN/INCH LEGEND 1 BORING LOCATION a-TP-1 TEST PIT LOCATION SITE PHOTOS PHOTOS TAKEN FRC)j APPRO>Q ATE SYNS0. LWGATICN4 IN DIRECUON or ARROW BORING TEST PIT LOCATION DIAGRAM 21468 WELD COUNTY ROAD 29 WELD COUNTY, COLORADO PROJECT NUMBER: 18 01 016 DATE: FEBRUARY 2018 EARTH ENGINEERING COMPANY 21468 WCR 29 WELD COUNTY, COLORADO EEC PROJECT No. 18-01-016 FEBRUARY 2018 21468 WGR 29 WELD COUNTY, COLORADO EEC PROJECT Na. 18-01-016 FEBRUARY 2018 C C EARTH ENGINEERING COMPANY, INC 21468 WGR 29 WELD COUNTY, COLORADO EEC PROJECT Na. 18-01-016 FEBRUARY 2018 C OATH ENGINEERING COMPANY, INC. 21468 WELD COUNTY ROAD 29 WELD COUNTY, COLORADO PROJECT NO: 18-01-016 DATE: FEBRUARY 2018 LOG OF BORING B-1 RIG TYPE: CME 55 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE I 2/13/2018 WHILE DRILLING 24' AUGER TYPE: 4" CFA FINISH DATE 2/13/2018 AFTER DRILLING 24' SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR 24' SOIL DESCRIPTION a N QU MC DD A -LIMITS -200 SWELL : TYPE (FEET) (BLOWSIFT) (PSF) (%) (PCF) LL PI (9o-) PRESSURE % @ 500 PSF FINE SAND (SP) 1 brown — — loose 2 with a slight amount of gravel _ _ CS 3 8 1000 3.5 109.8 NL NP 11.2 < 500 psf None 4 medium dense — — _ SS 5 10 -- 3.2 6 7 8 9 CS 10 17 1000 5.5 110.7 < 500 psf None 11 12 13 dense with gravel 14 15 SS 35 -- 1.9 16 17 18 19 clayey — — with a slight amount of gravel CS 20 13 9000 11.7 116.1 i < 1000 psf None@1000 21 22 23 24 SAND AND GRAVEL (SP -GP), brown, med. dense — — SS 25 27 -- 7.5 25.5' BOTTOM OF BORING Earth Engineering Company 21468 WELD COUNTY ROAD 29 WELD COUNTY, COLORADO PROJECT NO: 18-01-016 DATE: FEBRUARY 2018 LOG OF BORING B-2 RIG TYPE: CME 55 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE I 2/13/2018 WHILE DRILLING 24' AUGER TYPE: 4" CFA FINISH DATE 2/13/2018 AFTER DRILLING 24' SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR 24' SOIL DESCRIPTION a N QU MC DD A -LIMITS -200 SWELL TYPE (FEET) (BLOWSIFT) (PSF) (%) (PCF) LL PI (9o-) PRESSURE j %@ 500 PSF FINE SAND (SP) brown medium dense 1 2 with a slight amount of gravel - — 3 4 CS 5 12 1000 1.8 105.3 < 500 psf None 6 7 8 with gravel 9 SS 10 18 -- 4.4 11 12 13 14 dense _ _ CS 15 37 7000 3.4 112.5 < 1000 psf None@1000 16 17 18 19 medium dense _ _ SS 20 19 -- 4.1 21 22 23 24 SAND AND GRAVEL (SP -GP), brown, med. dense SS 25 27 -- 7.7 < 1000 psf , None@1000 25.5' BOTTOM OF BORING Earth Engineering Company 21468 WELD COUNTY WELD COUNTY, COLORADO ROAD 29 PROJECT NO: 18-01-016 DATE: FEBRUARY 2018 LOG OF BORING B-3 RIG TYPE: CME 55 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 2/13/2018 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 2/13/2018 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION O N CaU MC DD A -LIMITS -200 SWELL TYPE (FEET) (BLOWS►FT) (PSF) (96) (PCF) LL PI (96) PRESSURE 'VG @5500 PSF FILL: SAND (SP) _ _ brown dense with gravel 1 2 FINE SAND (SP) CS 3 19 9000+ 1.9 111.6 < 500 psf None brown _ _ medium dense 4 with a slight amount of gravel - - CS 5 19 5000 1.9 106.7 6 7 8 9 CS 10 11 -- 4.7 104.3 11 12 13 14 dense _ _ with gravel SS 15 33 -- 9.1 16 17 18 19 medium dense - — clayey CS 20 14 6000 15.0 113.3 < 1000 psf None@1000 _ _ 20' BOTTOM OF BORING 21 22 23 24 25 Earth Engineering Company 21468 WELD COUNTY ROAD 29 WELD COUNTY, COLORADO PROJECT NO: 18-01-016 DATE: FEBRUARY 2018 LOG OF BORING B-4 RIG TYPE: CME 55 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE I 2/13/2018 WHILE DRILLING 24' AUGER TYPE: 4'CFA FINISH DATE 2/13/2018 AFTER DRILLING 24' SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR 24' SOIL DESCRIPTION ID N QU MC DD A -LIMITS -200 SWELL TYPE (FEET) (BLOWSIFT) (PSF) (%) (PCF) LL PI (9o-) PRESSURE %@ 500 PSF FINE SAND (SP) brown medium dense 1 2 with a slight amount of clay — — 3 4 5 6 7 8 _ _ 8' BOTTOM OF BORING 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Company 21468 WELD COUNTY WELD COUNTY, COLORADO ROAD 29 PROJECT NO: 18-01-016 DATE: FEBRUARY 2018 LOG OF TEST PIT NO. 1 RIG TYPE: CME 55 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 2/22/2018 WHILE EXCAVATING None AUGER TYPE: N/A FINISH DATE 2/22/2018 AFTER EXCAVATING None SPT HAMMER: N/A SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION O N CaU MC DD A -LIMITS -200 SWELL TYPE (FEET) (BLOWS►FT) (PSF) (%) (PCF) LL PI (96) PRESSURE 'VG @5500 PSF FINE SAND (SP) brown 1 2 BS 3 -- -- 4.4 4 BS 5 -- -- 3.1 6 BS 7 -- -- 5.0 8 _ _ 8' BOTTOM OF TEST PIT 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Company 21468 WELD COUNTY WELD COUNTY, COLORADO ROAD 29 PROJECT NO: 18-01-016 DATE: FEBRUARY 2018 LOG OF TEST PIT NO.2 RIG TYPE: CME 55 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 2/22/2018 WHILE EXCAVATING None AUGER TYPE: N/A FINISH DATE 2/22/2018 AFTER EXCAVATING None SPT HAMMER: N/A SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION O N CaU MC DD A -LIMITS -200 SWELL TYPE (FEET) (BLOWS►FT) (PSF) (%) (PCF) LL PI (96) PRESSURE 'VG @5500 PSF FINE SAND (SP) brown 1 2 BS 3 -- -- 3.1 4 BS 5 -- -- 2.8 NL NP 7.1 6 BS 7 -- -- 3.0 8 _ _ 8' BOTTOM OF TEST PIT 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Company SWELL I CONSOLIDATION TEST RESULTS Material Description: Brown Fine Sand Sample Location: B-1, s-1 @ 2' Liquid Limit: NL 'Plasticity Index: NP I % Passing #200: 11.2 Beginning Moisture: 8.0% Dry Density: 109.8 pcf _ 'Ending Moisture: 18.1% Swell Pressure: < 500 psf % Swell © 500 psf: None 10 8 Percent Movement 4 2 0 -2 -4 C a 2 -6 C C -8 ate A dded -10 0.0'1 0.1 Load (TSF) 1 10 Project: 21468 Weld County Road 29 Weld County, Colorado Project No.: 18-01-016 Date: February 2018 C EARTH ENGINEERING COMPANY, INC, SWELL I CONSOLIDATION TEST RESULTS Material Description: Brown Fine Sand Sample Location: B-1, S-3 @ 9' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- 'Beginning Moisture: 3.7% Dry Density: 110.7 pcf _ 'Ending Moisture: 17.4% Swell Pressure: < 500 psf % Swell © 500 psf: None 10 Percent Movement 2 0 -4 C a 2 -6 C C -8 Water Added it -10 0.0'1 0.1 Load (TSF) 1 Project: 21468 Weld County Road 29 Weld County, Colorado Project No.: 18-01-016 Date: February 2018 EARTH ENGINEEPING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Brown Fine Sand Sample Location: B-1, s-5 @ 19' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- 'Beginning Moisture: 15.3% Dry Density: 116.1 pcf _ 'Ending Moisture: 14.8% Swell Pressure: < 1000 psf % Swell © 1000 psf: None 10 Percent Movement 2 -4 C a 2 -6 C C -8 Water Added /it -10 0.0'1 0.1 Load (TSF) 1 10 Project: 21468 Weld County Road 29 Weld County, Colorado Project No.: 18-01-016 Date: February 2018 EARTH ENGINEEPING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Brown Fine Sand Sample Location: B-2, s-1 @ 41 Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- Beginning Moisture: 1.8% Dry Density: 105.3 pcf 'Ending Moisture: 19.7% Swell Pressure: < 500 psf % Swell © 500 psf: None 10 Percent Movement 2 0 -4 C a 2 -6 C C -8 aterAdded -10 0.0'1 0.1 Load (TSF) 1 10 Project: 21468 Weld County Road 29 Weld County, Colorado Project No.: 18-01-016 Date: February 2018 C C C EAPTH ENGINEERING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Brown Fine Sand Sample Location: B-2, S-3 @ 14' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- Beginning Moisture: 2.1% Dry Density: 112.5 pcf 'Ending Moisture: -- Swell Pressure: < 1000 psf % Swell © 1000 psf: None 10 Percent Movement 2 0 -4 C 2 -6 C C -8 Water Added r -10 0.0'1 0.1 Load (TSF) 1 10 Project: 21468 Weld County Road 29 Weld County, Colorado Project No.: 18-01-016 Date: February 2018 EARTH ENGINEEPING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Brown Fine Sand Sample Location: B-8, S-1 @ 2' Liquid Limit: -- I Plasticity Index: -- I % Passing #200: -- 'Beginning Moisture: 23% Dry Density: 111.6 pcf _ 'Ending Moisture: 19.8% Swell Pressure: < 500 psf % Swell © 500 psf: None Project: 21468 Weld County Road 29 Weld County, Colorado Project No.: 18-01-016 Date: February 2018 C EARTH ENGINEERING COMPANY, INC, SWELL I CONSOLIDATION TEST RESULTS Material Description: Brown Fine Sand Sample Location: B-3, S-5 @ 19' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- 'Beginning Moisture: 13.7% Dry Density: 113.3 pcf _ 'Ending Moisture: 15.8% Swell Pressure: < 500 psf % Swell © 500 psf: None 10 Percent Movement 2 C -4 C 2 -6 C C -8 Water Added -10 0.0'1 0.1 Load (TSF) 1 10 Project: 21468 Weld County Road 29 Weld County, Colorado Project No.: 18-01-016 Date: February 2018 C EARTH ENGINEERING COMPANY, INC, Earth Engineering Company, Inc. Summary of Laboratory Gradation Test Percent Finer by Weight 100.0% 90.0% 80.0% 70.0% 60.0% 50.0% 40.0% 30.0% 20.0% 10.0% 0.0° 100 0.1 10 1 Grain Size in Millimeters 0.01 0.001 Sieve Size Percent Passing No. 4 l 00% No. 10 83% No. 40 50% No. 200 7% Project: 21468 Weld County Road 29 City Location: Weld County, Colorado Project Number: 18-01-016 Date: February 2018 Sample Location: TP-2, S-2 @ 4' Description: Brown Fine Sand C C EARTH ENGINEERING COMPANY, INC. Hello