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Home My WebLink About20202102.tiff o e I c. E �ir LARRY E.O'BRIAN 7985 VANCE DRIVE,SUITE 205A FOUNDER ARVADA,COLORADO 80003 STEVAN L.O'BRIAN 303-423-7297 PRESIDENT FAX 303-423-7599 June 25, 2020 Weld County Clerk to the Board Board of County Commissioners Office 1150 "O" Street Greeley, Colorado 80631 Re: L.G. Everist, Inc. - Ragsdale Reservoirs M-2020-007 Adequacy Response - 03 Packet Dear Sir/Madam: We are delivering to you here with a copy of the third Adequacy response and supporting exhibits for the L.G. Everist, Inc, - Ragsdale Reservoirs application filed with you in February 2020. Please place this packet with the original book. The original is on file with the Division of Reclamation, Mining & Safety. This copy of the permit application adequacy response is delivered to you pursuant to 34-32 .5-112 (9) (a) , Colorado Revised Statutes 1995, as amended, which states in part: . . . . the applicant shall place a copy of such application for public inspection at the office of the Board and Office of the County Clerk and Recorder of the County in which the affected land is located. This packet must be kept with the book for public review until the application has been approved by the Division. We will contact you once it is and make arrangements to pickup this copy. Please acknowledge receipt of the copy of the permit adequacy response by signing in the appropriate space provided below and returning one copy of this letter to the person delivering it. Yours truly, RECEIVED ENVIRONMENT, INC. JUN 2 9 2020 WELD COUNTY Stevan L. O'Brian COMMISSIONERS enclosure RECEIVED THIS DAY OF , 2020, one copy of the adequacy response 03 packet for above referenced mine. Weld County Clerk to the Board By 170,1;C;c (Zee/yew CC: PL(TP),Pw(ER/sM/cH/CK) aoao-a1 o 0£x/31 ao ovia.6/20 Eiviroineit, C. LARRY E.O'BRIAN 7985 VANCE DRIVE,SUITE 205A FOUNDER ARVADA,COLORADO 80003 STEVAN L.O'BRIAN 303-423.7297 PRESIDENT FAX 303-423-7599 June 25, 2020 Mr. Eric Scott Division of Reclamation, Mining do Safety 1313 Sherman St.,#215 Denver, CO 80215 Dear Eric; RE: L.G. Everist, Inc. Ragsdale Reservoirs, Permit#M-2020-007 Adequacy Response#3 On behalf of our client L.G. Everist, Inc., I will respond to your second adequacy review letter dated May 14, 2020, in the order and number format presented in that document. EXHIBIT E-Reclamation Plan (Rule 6.4.5): DRMS has reviewed the armoring plan proposed for the riverside slopes of Phases 1 and 2,and will require some additional clarification.How was the D50 size of 12-24 inches for the concrete riprap proposed was arrived at? Please demonstrate that these dimensions meet the Factor of Safety Requirement of 1.25 given in Section 2.4.1 of the UDFCD guidance. (Or as your 9th grade algebra teacher would say-"show your work") Attached is the revised Armoring Plan with the calculations showing that the SF for the Reservoir bank armoring is 1.26 so is greater then the 1.25 recommended. We revised the armoring size from 12 to 24 inches to be 9 to 15 inches, averaging 12 inches and have revised the text to reflect this In addition, if the pennittee wishes to maintain a top width of no less than 100 feet for the lateral berm between Phases 1 and 2,both sides of that lteral berm will also need to be armored in the same fashion proposed for the riverside pit walls Ito provide adequate protection for the gas/oil line(s)it contains in the event it is overtopped bya flood event.Please acknowledge. Environment, Inc. Page 2 Adequacy Response#3 June 26,2020 M-2020-007 At the current time, the top of the lateral berm is approximately 100 feet wide and will be revegetated except for the oil/gas well access road. Our research found that only the downstream portion of the lateral berm needs armoring to the same standards as any banks within 150 feet of the river. This will add approximately 1,800 feet of bank slope armoring in Phase 2 so the total becomes 3,785 liner feet. The plan for armoring as slope reclamation progresses in each Phase will remain unchanged. As previously stated, DRMS could review sound arguments to modify those requirements on a site-specific basis, but there will need to be sufficient hydrologic/engineering justification provided to do so. Please modify the mining and reclamation plans and maps as needed to depict the appropriate berm widths for the lateral berm, provide the appropriate designs, and show the locations for the necessary armoring on the Reclamation Plan Map. Costs for all pitside/berm protection will also need to be included in Exhibit L. The armoring of the south bank for Phase 2 has been added to the Reclamation Maps. It is not necessary to reflect the added cost since Phase 2 is not included in the working bond calculation show in Exhibit L EXHIBIT F-Reclamation Plan Map (Rule 6.4.6): Please show the locations of proposed pit armoring in Phases 1 and 2, as well as the lateral berm between phases, as described above. The Reclamation Maps have been revised to show the locations of proposed pit armoring. In Phases 1 and 2, armoring is shown along the west side of those phases. Along the lateral berm between Phases 1 and 2, the downslope armoring is shown on the south bank of Phase 2. EXHIBIT G-Water Information (Rule 6.4.7): DRMS acknowledges the permittee's commitment to conducting the required baseline well testing for quality and yield prior to installing slurry walls, dewatering, or exposing groundwater within 200 feet of the well, if the well owner allows it. DRMS also accepts the proposed plan provided with the following clarification. If the permittee wishes to place a limit on the amount of time the well owner is given to respond before considering a lack of response a denial of access,the minimum time allowed for a response shall be no less than 30 days, and this limitation shall be clearly stated in the letter sent requesting access to conduct the well testing. The access letters should also be sent by certified mail or another trackable method so that delivery to the well owner can be verified. As previously stated,the McPeek well will need to be tested prior to the commencement of mining in Phase 1A. Environment, Inc. Page 3 Adequacy Response#3 June 26, 2020 M-2020-007 Thank you for the suggestions they will incorporated when the notices are prepared and testing begins. EXHIBIT L-Reclamation Costs (Rule 6.4.12): All information necessary to calculate the costs of reclamation must be submitted and broken down into the various major phases of reclamation. You must provide sufficient information to calculate the cost of reclamation that would be incurred by the state. Based on the information provided for the phased mining DRMS suggests the following breakdown for calculation of the required bond at this time: Phases la/2a—Cost to: • backfill each phase excavation to original grade after mining at 3:1 slope; • replace 10"topsoil; • prepare disturbed areas for crop planting the following season or revegetate with provided seed mix. Phases 1 and 2—Cost for: • 100% installation cost for slurry walls if groundwater will be exposed prior to obtaining provisional approval of slurry wall from SEO - Slurry wall bonding may be reduced to 20%of total cost when provisional approval by SEO is obtained prior to exposing groundwater; • final grading for pit slopes which have been mined at a 3:1 slope; • replace 10"of topsoil around perimeter above high water line; • revegetate perimeter areas using provided seed mix; • Costs for design and installation of appropriate pit wall and lateral berm protection will need to be included if utilized and in order to bond slurry wall at 20%rate. (see Exhibit E comments). Phase 3—Cost for: • removal and disposal of all concrete pads/footers for plant, scale, office, conveyor, etc.; • removal of all buildings and other site facilities; • backfill settling pond • rip/regrade all affected area; • replace 10"topsoil over affected area and prepare for crop planting the following season or revegetate with provided seed mix; Six tables have been prepared showing the direct costs for Phase 1, 1A, 2, 2A, 3. The floating costs tables has the working areas associated with the mine face, stripped areas, weed control and sequential armoring. The Phase tables show the total cost to reclaim each Phase but the numbers that are Environment, Inc. Page 4 Adequacy Response#3 June 26, 2020 M-2020-007 greyed out are not used in the Working Bond calculations since they are covered by the Floating Costs or because they would not be needed if mining ended before that cost was needed. So in Phase 1, the total bank armoring is not used in the Working Bond because LGE will be armoring as they go, and the armoring cost is included in the floating costs. In Phase 3, the slurry wall liner is not used because no groundwater will be exposed as long as it is being used as the Plant Site. The data provided for Phases 2 and 2A are not used in the working bond because they will not be disturbed at this time, and not until Phase 1 is nearing completion. Prior to any work in those Phases, LGE will work with the Division to process a bond revaluation. DRMS assumes Phase 3 area will be stripped of topsoil and utilized as the plant area until the last phase of mining. Groundwater will not be exposed in this area for several years;therefore, bonding for surface reclamation will be sufficient at this time provided that the required topsoil is stockpiled nearby. Permittee will need to bond appropriately to install slurry wall and reclaim as lined reservoir prior to exposing groundwater in this area. This is correct, and LGE understands the requirement to bond for the slurry wall prior to exposing groundwater in Phase 3. Line items provided such as: re-sloping working face to 3:1 if required; mob/demob; dewatering costs;and weed control, can be included as-is. Costs for backfilling of cells and replacement of topsoil where required should be based on total CY needed, and push distances from the appropriate stockpile locations should be included.Acreages should be provided for crop planting and revegetation tasks, and for ripping/grading tasks. The bonding costs table labeled "Floating Cost" reflects this idea. Thank you for the suggestion. The required bond for affecting the eastern portion of the permitted area(Phases 4-6) will need to be calculated and posted prior to any mining disturbance in that area. LGE understands this requirement and will provide the necessary information prior to moving in those Phases Additional Information: Any letters from other commenting agencies/entities received by the Division for this permit to date are available for review through the imaged document data link provided below, or through the DRMS website. https://www.colorado.gov/pacific/drms/data-search The response for the Geotechnical Stability analyses is attached. Environment, Inc. Page 5 Adequacy Response#3 June 26,2020 M-2020-007 I found a couple of acreage mistakes in the Mining Timetables so have corrected them and attached for the file . As of June 25, 2020 there are no other agency comment letters in the permit files. List of items attached Exhibit D- Mining Timetable- revised Exhibit FA - Reclamation Map option A - revised Exhibit FB - Reclamation Plan Map option B-revised Exhibit L- Reclamation costs- revised Bank Armoring Plan- Revised Deere di Ault -Geotechnology Report response I hope these responses have addressed the adequacy questions you had. I will place a copy of this packet with the Weld County Clerk's office as required and get you a copy of the receipt. If you have any questions please call. Sincerely, Environment, Inc Stevan L. O'Brian President enclosures cc: Mr. Eric Scott - via e-mail L.G. Everist Weld County Clerk File EXHIBIT D MINING PLAN(corm ESTIMATED MINING TIMETABLE - Option A ACRES ± Phase ESTIMATED TOTAL TOTAL MINED MINED EST. YEARS AREA MINED 100% SLOPES SLURRY WALL LENGTH 1A 0.5 to 1.5 29.47 22.86 5.82 17.05 1 2 to 4 80.51 69.35 52.84 16.50 7,900 2A 0.5 to 0.75 25.38 15.08 5.81 9.26 2 4 to 6 156.10 124.23 96.44 27.79 8,275 3 3 to 5 73.98 60.59 43.32 17.27 7,792 4A 0.75 to 1 40.12 32.81 28.30 4.53 4B 0.75 to 1 26.50 19.53 12.79 6.74 4 3 to 5 58.97 49.80 30.67 20.75 6,350 5A 0.3 to 0.6 8.35 3.31 2.44 0.86 5 1 to 3 49.20 32.14 6.47 25.67 5,830 6 3 to 5 94.72 81.25 30.72 50.54 9,770 TOTALS 118.75 to 32.851 643.301 510.961 315.621 196.961 45,917 ESTIMATED MINING TIMETABLE - Option B ACRES + Phase ESTIMATED TOTAL TOTAL MINED MINED EST. YEARS AREA MINED 100% SLOPES SLURRY WALL LENGTH 1A 0.5 to 1.5 29.47 22.86 5.82 17.05 1 2 to 4 80.51 69.35 52.84 16.50 7,900 2A 0.5 to 0.75 25.38 15.08 5.81 9.26 2 4 to 6 156.10 128.85 97.65 31.20 8,275 3 3 to 5 73.98 60.59 43.32 17.27 7,710 4A 0.75 to 1 40.12 32.81 28.29 4.53 4B 0.75 to 1 26.50 19.53 12.79 6.74 4 3 to 5 58.97 49.80 30.67 19.13 6,350 5A 0.3 to 0.6 8.35 3.31 2.44 0.86 5 1 to 3 49.20 32.61 7.36 25.25 5,830 6 3 to 5 94.72 85.83 27.16 58.67 8,100 TOTALS 118.75 to 32.851 643.301 520.621 314.151 206.461 44,305 Corrected 6/22/20 L.G. Everist, Inc- Ragsdale Reservoirs June 11, 2020 A,a 14. IMO - VIM n I • •� 1 III. J /v.�.(,yA• t: \ Lill- I I IttiN ...'7 : :': fe:. ;i i::a , � ::::•:,•. NN:,:IL� \14\.: •c',.�.' i: :�'='i! t l;;.t .. •N!X/:J: A\X.Y N «. a:... ,I1 • t = 0...4E43!.: - C :4 j ':;: :N .I .. trt6 -ct an r.r` ::::.• ..•.. :... 1 •I-. -� „se•e . - .Y 'r ;Y; : .•. •74N.». .:.7Y:.N.NN /NA yl. 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(•. 4 w«::«::»N.»_ .:':«:' nn w�pt[�apo�R 1 . r f T • 1 T I t r EXISTING All UNE •...eV..N. • t T - c•�••.l►•l•e•ll�.. . 81 INA r.I • 1 `�-': Si.7 (( i — A— �— WATER UNE ••1Jr.T7:T�7Y1X ••• 1►xLY�:IY L: \\.....s..\1" \ '-t ltfl f� I'1•. t ' • N» i..N.M.. ,- \ ` ......... `'`:I•I f FO FIBER OPTIC LINES ••NNN.N• •N.NNMN NN Mao•N••MNN • •• off • _ '11AVXJrIa .1.1A71tN • t �•t• . •:N...�MN-•. .•. •........ ...- •� �+ _ _ •.MM.. C — e — CAS LNES �•:��NI•a•NM..M 1 `, ►',_ •T N•NUNNNN. 4 \ •.....c...NeNM••••N•N•••N• • •N••eN•M.•N t ••••••••••••••••••••••••••••.N . cwe • I ' 9I.Y X•St_ :•••••••::::::•••••:::. ::::::». ;•'. . !:11 ROADS (OFFSITE) \\\• % lMYlXXArAYNM1AKAN'! . .,..• L.`• •..... r N ..N..N..N: »• e.....:.. JLam: ••••••••••:.....••••.:. (. 1' i,.. ROADS (HAUL. ACCESS) (TYP.) • .•.N••.••• •.••.•� •� ..Milla ,•i •••••••••••••••••••••••••"••••••• KjNAV KTaIMMM:A Wir l.. L. : k li -•N... :: „:, «: ::». ,C ` I T0PO CONTOUR \' •• • .NI- N• 7.44:17117.1:71..........71.1.::: •.NN.•••••N•• •• • '• ...:::77/4:11:414P••••••••••••••-•PHASE 1 `'• • • �irit.15. :::.t � 'ICI• 4)' STREAM 4"..... • .''. •_J[�_•��N��, p+yETOIti TIP ACMES [per �` ••• ••• ••• • S • •{i"A•Clt•_ 1�Z1 1l1t ►1A11.• . 1'S• •\ , �- • • • ..• 1Sf`t• , - .M.NNM..N.•N•.•...•• .N..... , .a :'tS1' aTCH :� ••••••••••••••••••••••••••••••••••••••••••••••••••••" ' : ne . - • J' r •N=4•MNM..N.a•••.N...N.N.•.N .N •` 1; -- ......... l' 's ll _1► FL000 PLAIN �•••• NM.•N•M•.W'•M.N••.M.•N.NN N.N•N• - ,I. '•••:�N.• •..N•N I•I ' •• NM•N a•••••••••N•N••••••.•N:NN_NNN:.••N•N••N. •�. I •••.N�•.. .N:w •. • i !� • ,_ ..: .N .. .•. :.:» ..,:+j SLURRY MALL i4111WiNfit{raVIdr'aliiiO "I ` � "r: t I: . •.•7?!e%I , ' '��•" •.. «.:«7C....*::::Y:t::•7:» t II ........................... C•• ��I .\•:/.. n.)•..n�T. TYPICAL SIG+iT BERMS '�, \ � .N.N.N❖•M•�.N•N.NNN.«MN� iL JAJ 1 •I• :.......:'«•::.••::::::•:•I. •Ill O 150 S00 800 't� " ...• '.[I r • '.r; ••:•......••.••••.•.••M t 'j - amilmi d: \ - •.'• ••••••••'::::.C—c.•..•:«:.,• ^ . r�•'• . .cc. •.• St; 1 f I �' ■ BIJIID4NGS III 4 \ : • �J 1 ' :J.:7:• : 1 _ t - •. •e.. \. \ ^ >, . :: ... j,.•J•• :.......:: ::7.'•••'::•••: 1 :'�1 • MOM TT)RNG WELL IIMIt ran �• • .a, :: .e.'••. •;• 4 I „Nis ... 9.• t ' tA-8 Note- lo. • calla orto I • - -L•;:i...-4•:•.';.7..1.7...-.7.:27...;::::-.):4...2...•`'.1..,!' • ••••I a••••• •••• .4..._ • e• • I Ir w:::.•:• M 't cry', 1 -."...A. ., ^•, `, - ,f l �� WATER WELL (OWNER KRUMT I) I) O.I/ys aar,q•.lira and facility and otter a.ridnrs^N charge lram what u \• •.'.•: :: •:: • •.'. .; t, �y .�L^� -- -->✓ a—"� •, p • OIL/CAS WELL p.e•mtIns map dr.qur•d by araanded.46get a!<e,w.rti �� ' '\ �.•::•:•::::»:•:: ', \tl .1,..,_3•4* .r �,•,. I ♦ �J\_ _ a . /Walt. .j,�� i.• �(�.I ;I..% . t.� HIGHWAY GS RKJHT or WAY 2) Reservoir dcwla•a.ent and c•atiprotlea may chimp A Ortlr 8u eCte4'y - :N:•:' ' y •t.� '•IT,•'V �• ' 1. ! ! ! / / ! ! slcceru•ed and the race•say Technical Ranson st filed ad appra.G .1. : .\ ` •. ; _ 5 li ♦ ♦ ` ` . N. ` y:nee• "siT rrrv`6nrY T •• ♦ . • . . a RAILROAD RICH T OF WAY • 3) Alto actin•t.Mina ,•bated we WCR 20.eit A~185 this.at dance to -- - \ •,N• r� it . ,4 � REAGETATED AREAS (CROPS) the ecttvw'Cass f•aNd r WCR 22 r tk SW oa,.r of Rase M ` ._\ ' ' ' •w� / /" - I RESERVOIR AREAS 4) The:sanity p.ed/.nsbets ryesal'NSW INIV'tn'wind by r be`M..fay.b rewrote!n c1 p I[ed. It tees.s n.•eenln fa ret.nS. - ♦ ;Ill -- •'•'-J - RE VEGE TA TED AREAS (GRASS) .ewe.• tk &Wa'ear Oa f.hd r•s•la 2 fa ob...!In rand wets -, �; 'e ._ BANK ARMORING flat baf ca Pei nq { S) Al rnxtar.t•nhe tag rarg a sad by Cat Lad Ce-par(.l b. rent ed u al.ead nth'io/e'ornament Li Ent Ian Its sue*Caws. IAnd Canaan 6) 54.'Sens bull de ry the H4 .cr l7 candor will be butt taly ewrdcairn ,r{w�aad reio•Icydrd wsatute:� Then bar e•mil...non whinrackonato,,.caapkt< Map Exhibit F - Redamatin Plan Map - (option a) .v�..�` i+� M el,ha NWeSEt.5e LEGAL. Wu 5wt of Snaps a Pees vf the 0��'AL tSlf 0 ` L•G• Everist Inc• , U [ peso N I /IVC. Wit**.MWINEt.Sw+5E+.SE+amt.NE+aw+.PE+Nw+.ANO SEIMvE a a AGEWACY CHANCES R, APPLICATION FOR 112 PERMIT • • 7 • ; 2 1 fF` 1 .R of The SCONE+•SW+NEt•FtEISEI.SEISE I.end WWI of Saalaa'Wind RAGSDALE RESERVOIRS 7321 But 88th Avenue I Hendfrwa. Colorado 80640 Art.,floe NW+NE+Seam,W.Ta al 2 Nrth,Oar 66 West.6441IM.n . Crary.Conti 1' phone:(303)287-4656 I fn:(303) 289-1348 Aft. 2•. ...- - R : .,t 0 t 1 \11 •� _ 1 1 t I1 i; ‘\ I I11 / i I I L1,.A , .. I ' 1,• �I „siAs .6 1lit II 1 70 •? I � ..• 4 : I ta1 I. 1 •1 ' • 41' Lam° .' i �� •¢ � �{��tl 1 � �• � 1 . .. t. ft '7 ado 2,1 Al.. 1,,i'..* i I/ a ., i; te .' 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OAP aao.• C I -� - •'�-"' J: tl 1'. vvvvo7vvvvv7vvvo•L' vvobv I' tvv60 • vo - vvo it t .. _ . , .r1Nl v-7 v-v ^. �_.+_.-_-•r ._ - -- • • . P iA.ra j„wen-r� • - '[fi'w +t • , `-- _`— - - - C to 7 7 7 7 V V l --� • - • 9 7 770777 7070977 Ito.. .L070110 "v 7 7 o 7 7 v 7 7 v • v V V - V 7 ; ` 11 ,� v v d o - 777707 v v V V V V V V V V V V V V V V V 7 7 7 7 v v V o v V V V ovvv V o . • 777177097 - v I �, I r _ / ' V Y T O V • 7 %117 Y V V V V V V V V V V a V V ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ o v v v v v v v v v v 7 v v v n / Q, t v V V V V V V 7 7 • "• III 1 - _ _ ( , • v v 'A o • 777709'} 07177770V PHASE 2,A 7777717 `77770770.•.C, F+ � oar on); vv urL , _ • ov77V Vo `♦ VVV ir 7 V V a V 7 7 9 7 7 7 • tcra san[aEle 7717 .„ 71777 „ %••••••••_;•_,......„.• _ 7 V - - 7 V 1 I 1 � l , `.. V V v O o 7 7 aria 7 7 • VIy�"�l v a v v o 77777 .wxe..m..Ew tu..aE.• v v v v v o v v v /'yJ. \.. c 7 v v o v v 7 v 7 7 V 3I ' ': ono V 7 V V V V P v • v v v v v o v v v v v IIy v v v v v v v v v v v v v 7 7 v 1 ' `%I ''` `�\• v o v v 70777 C r, 1 I 1 - \ , I v o s q�qv Y V V IV V v Idiom. •� If- q,v 77779-771 V77• - - . SF �i \`- çv:t YYYYv1 pvYvvov � �a �� /i `��. • cvvl C' L I _ \ I vs ► o{r.Yvvl. 1 : 1Ir;%•112 +1 ��7C-4^ _ x _'v . \ 1 \II( v c 13� 7 CY7YSv. 1 ) L1 1 • 1 1 77777 vY Y .d vvY7v ; ' I ^— `• ` 7 7 Q \ • 7 7 7 0 \ •' • 11t 7 v Y �v Q • N 7� Tv .41 `� ' v [ 1 ovvv • vvv cl v�Yv ; i•t 1 rr \`,' Soo w • eovv I • - lil 1 vIv`t viov 1. � ; lit • 'tt• t7Q •11 t` :t3r ` • o o , Y i v•1 CTv - • vvv 1 `� • vv • vvv ' - ' 1 J Cr' c o v 7 v .. - b \` n o \ n n ti • / •� ` \ ' 1: •art r - vos 11 1 1 _ ' oar Jvroov I . If . / I : : : �f 1. lip 7o7V 777 1 1 • . A vvgvvv v • t • 't1 • / - (...----.0. :%~ � ' �, 77 - Y Y7 �, : 3;5,+ ' . . . . 1 . ` \ ., 7 Y F 7Yv' ..11TvTY \ ` Y p 7 C C I� vv vvvI ,•: 1{L I 1 7 v v - vvv II tii\iii ` v o v o T \r l .• ;=_M }'^ ' ` 7 7 - v v R� ri II •,'� v ati 7 7 v C 't P E2 � oo. vv Y ( "1 { I I vvvv7v ,1 fTura wACBEJe ��'_% ,`N V -•• 7 )� ) 1 - 1 ) U v o w v v •: .t ,' AltgdlNn wf• roar.An6A , is wbwl. ` 2 v q• .I� t jI �. 77V777 it ,I, _ '.,1 *as?Vow I ( .,!•:•Ov 777 T�7 7 7 1 i •• i ' . . . . . . . . r.' •' in 0 VC!? •/ ? _ -... S 1 v 7 v v v Y V '. y o • - vf _ _ — — r vvvvdac \\.,V P RMIT • E `_$ m v v • •, i. •• - 3• ' '— — — ^ .---. — � . �� I 1 . � v v v v v a c •� Slik- . E A \ \ , • 7 7 7 0 f • 'l�.rw,iA= i :!• 7 �• i t:? \ v 77 Y - . _ - Pi 1 63.30 .c ,- -_ `-�-� is �,,. ..�_._.._mama. ; . ; , -- - - ..-., :. /11.t , ' I . . . . . . . . . . • _ . ! ( � - _ . --t. { ' IN LEGEND C �Q?' \` • . _ N— ( r�,s.!,,;( f i�yy ......---;'...Y. neoutit4 ' .;• S,IPERMIT BOUNDARY/AFFECTED LANDS Tt 41 pl f � 1 � 200 FOOT LIMIT r, -- - �t3;�tyt= ,, F� f. f I - - - PHASE LINE 1 •E.. _ - .a. �;. .� • : r — — — — _ _ — - — \ t .,�1 e11 ' - n, .i.1 -1 .I. h ( R COMMUNICATION LINES ' , r ` l , \.• �-' PHASE 3 II: • Oi4 OVERHEAD POWER LINES _� \ �. \ _ a • 7 . . . , I. : A 11 :L y. e•wc�.s.mat O.'l,ai,IJmf, , I I� ` FENCE �'. 7r• } •` \ l.;`•a . \ t_ ` I tIII I • EXISTING RA{L LINE ' •.c : : �` `'�_• ` ; I $ — v— v— WATER LINE •fir. s_. ``, ` - . . ` -.. i Ofi ro FIBER OPTIC LINES • rW \ '� ,�+•e\ \ `!.1 1 III... e� c — CAS LINES ,l • q IIN1 J = ROADS (OFFSITE) . .- . . . . . ‘.\\\,.. 1.‘„ �` • , \ ... Iq ROADS (HAUL. ACCESS) (TYP.) PHASE 1 . . Z . ` I i�' ' a� • --�J�� TOPO CONTOUR `� I �1� t STREAM N \; + �r \N. ` . ... . -.,. • \1 ` \ iI r, 1 — —DITCH ` I / • I •�1 ii \ I - r.• .. - ''P FLOOD PLAIN \�•iL/ t �. I a 1 r �• �! SLURRY WALL �/ L 11 I {it� • �` . ' ` ` 1�` TYPICAL SIGHT BERMS o •y_ 30C wa y 11 il I _ a — II 1r ® BUILDINGS \ �.t•l• L • sow -6 MONITORING WELL Sou 1'.Ma' •• - _ Netu. - • ' .\ \ 1-1� 10ll e, ��,Tasaa,win-^eJosa _ •� C� 401912E WA TER WELL �Rw 9 ilk,' , • OIL/CAS WELL arm I) Od/gm w11.goo non./d .rod art!occu+tsr.:dar•w..r c}a'9[foam.M+•. �/�,q •.•` `,. ": ��-`'/ r�,`••. i ' 1 HIGHWAY $5 RIGHT OF WAY shone an M,.env if rowed by ar.,n•ded ail 6 9a•wFen•.erfa MA ,1 `^'��t' ' �! 2) anrne de.•el poomat and cenf• anrwe nap choir if Optan I a b I' t • �`'4v'"61°"n �` 1/4‘ ♦ ♦ RAILROAD RIGHT OF WAY u¢e:urea and t*a mceten TecfwtJ Anon re mid ad red o• t • 71 REVEGETATED AREAS (CROPS) 3) Nom access.••••,..4 n ocar.d a,WCR 20 mart.f Molt IS Mi.Ref dory.t• ,`•`�% C •' . (• . • the metro ocean located an WCR 22 at the SW anew of Plena U1/4 f RESERVOIR AREAS 4) The S settling pond/•v.rbvdan disposal Phase.may be reclaimed by •i w . •• l• • • . REVEGETATED AREAS (GRASS) eackfiany o+d rcrogebtod ca crop land Ir thveroar enough fm mr..rwl. , . ;I�rine I� L! !I! BANK ARMORING fame of Me thaw nay be!Glad t.at kart 2 tee abets Oa gland watt " table bsfen reclsming 5) A:'.rnrchtn eo Ma the mining area a.-ed W Carr lend Crory.l be nursed ea Slone a the kayo are oont LL Enema Inc tar mM Carron Lard Calvary 6) Sight Scrnr Witt.long tr.Highway 65 corridor el be bunt using o.erbvden �/py and readiedand one toted.These berme MI remain when reclamation le compote Map Exhibit F - Reclamation Man Map - (Option A) .0o.�(.f ►r.f Me NWISEI.Secto+LICA1.and SW l.f Sector lePrte of the 'a- pEal•1 GA . ` L.G. verist Inc } - y mimeo.t: tKrtRONNStr. INC. Nunti.p4wR* .awlsei.sEiawl.NEISwI.Mn+w2.Aws€INwl.re aowMCTCHN= l/2a/p!• APPLICATION FOR A 112 PERMIT ) S • . '"n'°1. CO Of. W" an of Me SEINE I.SWINE I.NOSH.SEISE&Wed Wei SEief'seetrnbke"d RAGSDALE RESERVOIRS ) 7321 East 88th Avenue I Henderson, Colorado 80640 67 § M4410.11:a,.•._a.rama tart.f the NwINEl Sutton W.T.ew.hip 2 North.fin 64 Writ.6th PIA.Web ^ 8 County,Cando phone: (303) 287.4656 I fat (303) 289-13.48 EXHIBIT L RECLAMATION COSTS (revised 6/25/2020) The following information is provided to evaluate the amount of bond needed when mining has reaches a point where L.G. Everist, Inc. has Phases 1, 1A and 3 disturbed in some form or another. The numbers presented for each Phase are based on what is estimated to be disturbed at the time when mining has impacted much of those areas. At this mine, it will not be necessary to import fill material to complete reclamation in Phase IA, as discussed in the Mining Plan. The RECLAMATION ACTIVITIES table below shows the various items needed to reclaim the initial 3 phases once full production is taking place in that area. In this scenario: The first 4 tables are used in the Bond Cost Estimate but each Phase represents the total cost to reclaim that Phase less any activity that is not part of the Working Bond estimate for this time period in the mine. The Floating Table has the costs that will float from one Phase to the next as mining progresses . The primary costs are the staging of the Bank Armoring in 1000 foot segments with a minimum of 2350 cubic yards of concrete rubble stockpiled within 500 feet of the placement area, the stripped area in front of the working face, yearly weed control and final grading of a 2600 foot long working face using a cut/fill method (5 . 65 cy/lft) . No dewatering cost is included since we presume that the liner in Phase 1 will effectively seal the mined area, so no dewatering is needed. In Phase 1A, the slope will be mined 3h to lv so no underwater sloping will be needed and this Phase can be backfilled, without pumping the water, to a point 2 ft above the average ground water table. No ground water will be exposed in Phase 3 while it is being used as the plant site area, so no slurry wall will be installed until mining is planned for that area. Phase 1 is the active mining area. The cost to reclaim would include all items shown in the Table for that Phase, less the total armoring. As mining progresses, the items in the Floating Costs table come into play. There are 30 acres stripped in front of the working face that is 2600 ft long (5 . 65 yds/lft) cut/fill sloping) . All other slopes will be finished and armoring installed as L.G.Everist,Inc. Ragsdale Reservoirs June 25,2020 L-1 RECLAMATION COSTS (CONT) EXHIBIT L mining progresses to limit the amount of final sloping needed. Resoiling and seeding would be required on 38 . 03 acres, 30 acres stripped and 8 . 03 bank slope reclamation. The completed slurry wall is 7900 feet long at 38 ft . deep, average. No more than a 1000 foot section of bank armoring on the west bank will require placement at any time requiring 2 . 35 cy/lf of material (2350 cyds) . A stockpile of armoring material will be maintained adjacent to the area where it is needed, so the only cost is for placement . The calculations for bonding the slurry wall liner in Phase 1 use the estimated length of the slurry wall in the effected Phases (Phase 1) , times the average depth, which includes the bedrock key. The estimated unit cost is based on DRMS past bond calculation of $5 . 00/sq-ft with no reduction for construction, until the slurry wall is certified. No QA/QC number is included since the walls have been placed prior to mining beginning in any Phase. Phase lA is being used as a settling/fresh water pond. Bonding covers the cost of backfilling if it is needed. Material to complete backfilling in this phase will be stockpiled on the south end of Phase LA and North end of Phase 3 to reduce the haul distance. There are 15 . 88 acres of backfilling to fill to a level that is 2 feet above the existing ground water elevation. No side sloping will be required, so 647, 680 yards of backfill material is needed for backfilling. No seeding is needed, as area will become cropland. Phase 3 will be used as a processing plant and stockpiling area, potential drying pad for settling pond fines, overburden storage, topsoil storage and equipment parking areas . Approximately 60 . 6 acres will be disturbed on this stage, and they would need to be resoiled (81, 500 yards) and graded. At this time, when the phase is being used as the plant site, the area could be reclaimed as cropland, so no seeding would be done until the farmer puts it back into production. Estimated concrete foundations to remove for processing plant is 200 yds of concrete. The slurry wall is not installed at this time since no ground water is exposed and mining has not started in this Phase, so no cost for the slurry wall is included. L-2 L.G.Everist,Inc. Ragsdale Reservoirs June 25,2020 RECLAMATION COSTS (CONT) EXHIBIT L The Equipment Used in the Estimate Is: • Scraper teams - 2-Cat 627G scraper, D9R Dozer, 140H grader & water truck - Resoiling & backfilling • Grader- Cat 140H - seedbed prep and ripping plant site • Loader— Cat 688 — armoring placement • Dozers - 2 - Cat D9R - cut/fill working face sloping • Seeding team - standard farm tractor and pull behind drill, and crimping disk attachment Unit Costs Used In Estimate Task Description Direct Cost 001 - Revegetation - per acre 850 . 00 002 - Cat 627G and scraper team Replace Topsoil $0 .824 - per cubic yard Haul distance 900 feet or less 003 - Cat 140H blade Rip seed beds per acre $99.11 004 - Cat 140H blade Grade and shape per acre. $93 .71 005 - Construct slurry wall liner per foot-depth $5 . 00 06 - Cat 988 Loader Place armoring materials per $0 .72 yard Haul distance less than 500 ft 07 - Cat D-9R dozer Cut/Fill per cubic yard $0.637 Push distance less than 120 feet 008 - Cat 627G scraper team Backfill Phase lA $0. 824 Haul distance 900 feet of less 009- Mob/demob - Haul distance 5.0 miles average $6,406 .48 speed 50 mph 010 - Concrete demo per yard @ $7. 00/yd $7. 00 011 - Weed Control per year $5, 000 .00 012 - Secondary seeding per acre $212 .50 L-3 L.G.Everist,Inc. Ragsdale Reservoirs June 25,2020 L.G. Everist, Inc - Ragsdale Reservoirs EXHIBIT L (CONT) RECLAMATION COST ESTIMATE Permit # M-2020-007 Volume Phase 1 Average (Cyds or Push/Haul Acres Length Depth (FT) CYD/FT Sqft) Distance Unit Cost Total cost TOTAL AREA 80.51 TOTAL MINED 69.35 WATER AREA 64.31 Undisturbed (AC) 6.51 Revegetate (AC.) 8.03 $850.00 $6,825.50 Resoil (AC.) 8.03 10" 10,796 900 $0.824 $8,895.81 Rip seed bed (AC.) 8.03 $99.11 $795.85 Grading and Shaping 8.03 $93.71 $752.49 (AC.) Slurry wall (LINEAR 7,900 38 $5.00 $1,501,000.00 SO-FT.) Reservoir armoring .. , ..._ -_.. $5,405.94 (Feet) Secondary seeding 2.01 $212.50 $426.59 (AC.)@25% Note: grey lines not in bond but covered by Floating Cost. Volume Phase 1A Length Average (Cyds or Push/Haul Acres (ft) Depth (FT) CYD/FT Sqft) Distance Unit Cost Total cost TOTAL AREA 29.47 TOTAL MINED 22.86 WATER AREA 0 Undisturbed (AC) 6.60 Revegetate (AC.) 22.87 $850.00 $19,436.88 Resoil (AC.) 22.87 10" 30,743 900 $0.824 $25,332.48 Rip seed bed (AC.) 22.87 $99.11 $2,266.34 Grading and Shaping 22.87 $93.71 $2,142.86 (AC.) Backfill (Cu-yds)* 15.88 25.28 647,680 900 $0.824 $533,688.59 Secondary seeding 22.87 $212.50 $4,859.22 (AC.)@25% l �1 ', stiff l4.a T17,7? ,7. * Note: filled to elevation 2 ft above average water level. L-4 L.G. Everist, Inc - Ragsdale Reservoirs EXHIBIT L (CONT) RECLAMATION COST ESTIMATE Permit # M-2020-007 Volume Phase 3 Average (Cyds or Push/Haul Acres Length Depth (FT) CYD/FT Sqft) Distance Unit Cost Total cost TOTAL AREA 73.98 TOTAL MINED 60.59 WATER AREA 59.04 Undisturbed (AC) 7.82 Revegetate (AC.) 60.59 $850.00 $51,501.50 Resoil (AC.) 60.59 10" 81,500 900 $0.824 $67,155.91 Rip seed bed (AC.) 60.59 $99.11 $6,005.07 Grading and Shaping 60.59 $93.71 $5,677.89 (AC.) Concrete Demo (Cuyds) 200 $7.00 $1,400.00 Secondary seeding 15.15 $212.50 $3,218.84 (AC.)@25% Note: grey lines not in bond but covered by Floating Cost. Volume (Cu Floating costs yds, Sqft Average or Push/Haul Acres Length Depth (FT) CYD/FT cyd.lft) Distance Unit Cost Total cost Revegetate (AC.) 30.00 $850.00 $25,500.00 Resoil (AC.) 30.00 10" 40,333 900 $0.824 $33,234.67 Rip seed bed (AC.) 30.00 $99.11 $2,973.30 Grading and Shaping 30.00 $93.71 $2,811.30 (AC.) Cut/fill sloping 2600 5.65 120 $0.64 $9,401.60 (Cuyds) Reservoir armoring 1,000 2.35 2,350 $0.720 $1,692.00 (Feet) Weed Control per year $5,000.00 Secondary seeding 7.50 $212.50 $1,593.75 (AC.)@25% Indirect costs Liability 2.02% $46,936.49 Profit 10.00% $232,358.85 Performance 1.05% $24,397.68 Mob $6,406.48 Engineering and management 6.00% $139,415.31 OHMS Management 5.00% $116,179.42 Recommend Bond be set at $2,889,300.00 L-5 L.G. Everist, Inc - Ragsdale Reservoirs EXHIBIT L (CONT) RECLAMATION COST ESTIMATE Permit # M-2020-007 Volume Phase 2 Average (Cyds or Push/Haul Acres Length Depth (FT) CYD/FT Sqft) Distance Unit Cost Total cost TOTAL AREA 156.10 TOTAL MINED 124.23 WATER AREA 115.37 Undisturbed (AC) 21.33 Revegetate (AC.) 15.22 5850.00 512,937.00 Resoil (AC.) 15.22 10' 20,462 90O 50.824 $16,861.05 Rip seed bed (AC.) 15.22 $99,11 31,508.45 Grading and Shaping 9 2.. ,. (AC.) 5.22 3., 1 51,428 27 Slurry wall (LINEAR .:SG-FT.) 35 55.00 S1,4^-8,125.00 .a FT,) Reservoir armoring 2.78S 2.35 8,895 50O 60.720 85,404.22 (Feet) Secondary seeding r,,'2 6 (AC.)@25% 3.8 .50 $803.5„ Phase total project $1,588,070.56 Note: grey lines not in bond Volume Phase 2A Length Average (Cyds or Push/Haul Acres (ft) Depth (FT) CYD/FT Sqft) Distance Unit Cost Total cost TOTAL AREA 25.38 TOTAL MINED 15,03 WATER AREA 00 Undisturbed (AC) 10.30 Revegetate (AC.) 15,08 5850.00 $12,818.30 Resoil (AC.) 15.08 10 20.274 900 $0.824 31 ,705.9E Rip seed bed (AC.) 15.08 399.11 01,49..58 Grading and Shaping 15.38 993.71 51,413.15 (AC.) Backfill (Cu-yds)* 11.78 14.93 283,785 900 $0.824 5233,838.63 -Secondary seeding 15.08 3212.50 53,204.50 (AC.)@25% Phase total S269.474.82 Note: grey lines not used in bond calculations * Note: filled to elevation 2 ft above average water level. L-6 L.G. Everist, inc Ragsdale Reservoirs M-2002-007 June 26, 2020 BANK ARMORING PLAN This bank protection plan is presented to explain the bank armoring proposed for reservoir bank protection in Phase 1 and Phase 2 that run parallel to the South Platte River channel . Only the reservoir side armoring is being proposed since the river bank lies 150 to 250 feet west of the top of the slope of the permit area. The attached Figure 1 shows the cross-section of the area discussed below and details of the armoring to protect the banks along the west side of Phase 1. The west and south banks in Phase 2 will also be armored using this plan. The Reclamation Plan Maps have been revised to show the location of the areas to be armored in the mine. The armor is intended to protect the reservoir banks should a 100-year flood event occur after an area has been reclaimed. The armoring will be covered with a 6-10 inch layer of growth medium and seeded with the approved seed mix. The toe of the slope armoring will be at least 5 feet below the thalweg of the adjacent riverbed. The base of the armoring will average 10 feet below the existing ground surface at the mine. The 100-year Floodplain information has been included on all of the Map Exhibits in the Reclamation Packet . Armoring material will be recycled concrete fragments with surface rebar removed, so that it meets the definition of Inert Materials. The concrete will be sized 9 to 15 inches averaging 12 inches . Fines will be mixed in to fill voids . This size material will have a Safety Factor of 1.26 . See Bank Armoring Calculation page following this text . The operator will keep enough material stored on the mine to complete armoring needed on any area where sloping is being completed and is ready for armoring. At a minimum, 2, 350 cubic yards will be stockpiled on the mine for use in armoring. This is enough to armor a minimum of 1, 000 feet of excavation bank. At no time will there be more than 1, 000 feet of armoring needing to be placed. The stockpile of armoring material will be placed parallel to the water flow so it will not interfere with flows in the flood plain if flooding occurs. It will be within the setback between the permit boundary and the mine highwall so it is close to the area where it will be placed. Ellicott Sand& Gravel LLC Page 2 Bank Armoring Plan (June 26,2020) Reservoir Bank Armoring. Armoring will be placed inside of the mined areas adjacent to the South Platte River channel (Phases 1 and 2) and along the downstream side of the lateral berm between those areas . The armoring will be placed on the slopes starting from the existing ground surface elevation. The toe of the armoring will be a minimum of 5 feet below the river thalweg, have a 3h to lv slope and will be 2 feet or more thick. This is approximately 2 . 35 cyd/lft along the excavation bank slopes . Once sloping begins, the armoring will be installed on 1, 000 foot sections until completed. This will leave an armored face along the top of the bank and the slope into the reservoir that is 35 feet wide. Supplied supporting documents Figure 1 - Bank Protection Plan cross section (revised) Safety factor calculation page BANK ARMORING PLAN FIGURE 1 R� LZN� 5\--()PE PE T®P ®� 10' 10'.-. 6 ft, 30 ft LL - - LL d • channell thalweg d _ °0 ° d b d _ °J1 d 2.35 cyd/lft 4 UJ LU ° d d M -10 1111 11 1 1 1 1 ° I I l I ds i r ci -10' -50 -45 -30 -20 -10 0 10 20 30 40 50 TYPICAL CREEK BERM ARMORING NO SCALE NOTES: 1. BANK ARMORING SHOWN ON RECLAMATION MAPS IS 4. BANK ALONG THE EXCAVATED AREA WILL ARMORED FROM APPROXIMATE LOCATION.ACTUAL LOCATION WILL DEPEND THE EXISTING SURFACE TO A POINT AT LEAST 5 FEET BELOW ON LOCATION OF TOP OF SLOPE AT THE TIME IT IS THE CHANNEL THALWEG. INSTALLED. 5. THE SIZE OF THE MATERIAL WILL FALL IN THE RANGE OF 9 2. MATERIAL USED FOR ARMORING WILL BE WELL AGED BROKE TO 15 INCHES AVERAGING 12 INCHES AS DISCUSSED IN THE CONCRETE.THAT HAS ALL EXPOSED SURFACE REBAR BANK ARMORING PLAN AND WILL BE PLACED BELOW GRADE. REMOVED.AT A MINIMUM 2,350 CUBIC YARDS WILL BE STOCKPILED ON THE MINE FOR USE IN ARMORING. THIS IS 6. THE ARMORING WILL BE COVERED WITH A 6 INCH LAYER OF ENOUGH TO ARMOR MATERIAL TO ARMOR A MINIMUM OF GROWTH MEDIUM AND SEEDED WITH THE APPROVED SEED 1000 FEET OF EXCAVATION BANK.. MIX. 3. STOCKPILES OF ARMORING MATERIAL WILL BE PLACED PARALLEL TO THE RIVERBANK 5O IT WILL NOT INTERFERE WITH FLOWS IN THE FLOOD PLAIN. THE STOCKPILES WILL BE PLACED BETWEEN THE PERMIT LINE AND THE TOP OF SLOPE WITHIN 500 FEET TO THE AREA WHERE IT WILL BE PLACED. JUN 25,2020-16:24:43 L.G.Everist, Inc. Bank Armoring Plan(cont) Ragsdale Reservoirs Safety Factor Calculations M-2020-077 cos° tan 0 21 Ts SF — n tali 0+sin° is yRS n = (Sr 1)Y Dso face slope of pitside bank,in degrees to the horizontal 0 = angle of repose of pitside bank construction materials in degrees = stability factor Sf = specific gravity of riprap particles y = specific weight of water—62.4 lbsle p;o = median riprap particle size,in feet. R = hydraulic radius at normal depth of flow down pitside slope,in feet S = face slope ofpitside bank,in feet per foot ts = yRS Y= 62.4 R = 2 S = 0.01 `Ls= 1.248 21 rs tws-1)1 P50 Ts = 1.248 S5 = 2.4 26.2 n = D50 = 1 87.4 n = 0.3 SF case ran a n tan 0+sin n =0.3 cose = 0.9487 0.6643 0 = 18.43° tan0 = 0.7002 SF = 0 = 35° sine = 0.3161 0.5262 SF = 1.26 DEERE & A U L T 600 South Airport Road, Suite A-205 Longmont, Colorado 80503 A SCHNABEL ENGINEERING COMPANY 303-651-1468 schnabel-eng.com I deereault.com MEMORANDUM TO: Jeremy Stanton DATE: June 26,2020 COMPANY: L.G. Everist, Mountain Division SUBJECT: Response to DRMS Comments on Cannon Lands Slope Stability ADDRESS: 7321 E. 88th Ave., Suite 200, PROJECT L.G. Everist Cannon Lands Henderson, CO 80640 NAME/NO.: DA201041.00 FROM: Susan Rainey, P.E., CC: This memorandum is in response to comments received from the Colorado Division of Reclamation, Mining and Safety(DRMS)on June19, 2020 regarding Ragsdale Reservoirs, DRMS File No. M-2020-007,also known as Cannon Lands. 1. Factor of Safety Selection In the Cannon Lands Slope Stability Technical Memorandum by Deere&Ault dated June 5, 2020, data was presented that made the case that based on general soil index testing properties (gradation, liquid limit and plasticity index), site proximity(one mile away) and similar subsurface geologic profiles', soil and rock strength parameters from the Fort Lupton Pit could be used at Cannon Lands. The case was made that extensive testing at the Fort Lupton Pit,which resulted in the selection of conservative soil and bedrock strength parameters for slope stability analyses, made it appropriate to use the lower Factor of Safety from MLRB Policy No. 30. The comment states that,"the DRMS cannot accept the submitted analyses as demonstrating compliance with MLRB Policy No. 30,"and outlines two options;A and B. Both options are to perform a site-specific geotechnical investigation. In response we are providing strength test results of the Laramie bedrock from the Fort Lupton site,and other sites in the front range also situated on the Laramie bedrock. The Cannon Lands site is located within the Laramie Formation. We are providing bedrock testing data because the strength parameters of the bedrock control the slope stability analyses. Often the laboratory strength values for claystone bedrock are much higher than actual empirical values observed in the field. There are three different types of strength of a claystone or stiff fissured clay. These are peak strength,fully softened strength and residual strength(remaining strength after significant shearing displacement). Peak strength is associated with undisturbed claystone. Fully softened strength develops after claystone is disturbed by excavation and wetting/drying cycles. The peak strength degrades over time,years to decades,from this disturbance until fully softened strength is reached,and cohesion is reduced to zero. We chose to use fully softened strength values for the Laramie claystone as a conservative yet realistic representation of bedrock behavior. One method commonly used for obtaining fully softened strength is to take the remolded strength. In 2010 as part of slope design work at the Fort Lupton Pit triaxial strength tests were performed on three samples remolded to approximately 95 1 Based on regional geologic mapping (Colton, 1978),the near surface bedrock in the project area consists of the Upper Cretaceous Age Laramie Formation. The bedrock is overlain by upper Pleistocene and Holocene (Quaternary age)gravel deposits associated with the South Platte River. L.G. Everist Response to DRMS Comments on Cannon Lands Slope Stability percent of Standard Proctor density at the optimum moisture content. The tests were performed as consolidated, undrained tests with pore pressure measurements. We interpreted the test results using Mohr circle plots and different failure criteria, including maximum principal stress ratio, maximum deviator stress, and 10 percent strain. Depending on the criteria, interpreted effective cohesion ranges from 150 to 750 pounds per square foot and the effective friction angle ranges from 18.5 to 30 degrees. The lab data from this testing is attached to this memorandum. Earlier testing was done on the Laramie bedrock at the Fort Lupton Pit in 2009 in association with design of a pump station, interconnect tunnels,and discharge conduit when several mined cells were converted to water storage reservoirs. This data is also attached. The triaxial test indicated an effective cohesion ranging from 150 to 750 pounds per square foot,and an effective friction angle ranging from 18.5 to 30 degrees depending on the failure criteria used for analyzing the raw data. The best method for obtaining the fully softened shear strength is to utilize the geometry and pore water pressures of a field failure, set the factor of safety at 1.0,and back-calculate the shear strength. A field failure serves as a large-scale test that provides more accurate results than a small laboratory test. This back-calculation analysis was done for a slide on an inner berm (cell divider)of Women Creek Reservoir that occurred in October of 2011. This reservoir is located on Laramie bedrock. Geometry of the slide was measured in the field and the water levels were known from the nearby wells. The resulting back- calculated shear strength for the bedrock was an effective cohesion of zero and effective friction angle ranging from 18 to 21 degrees. This correlates well with analyses we have performed on other dams in the Laramie Formation, such as Standley Lake and Great Western Reservoir. Bedrock strength testing for both Standley Lake and Great Western are also attached. With the supplied strength test data supporting that the strength parameters we have selected (effective friction angle of 18 and effective cohesion of 0 for fully softened bedrock and 500 for fresh bedrock)are conservative for Laramie bedrock at Cannon Lands,we stand by the use of the lower factors of safety from MLRB Policy No.30 (1.3 for static and 1.15 for seismic). We have demonstrated through industry standard geotechnical index properties, published geologic mapping and physical proximity that the sites can and should be considered geologically and geotechnically the same. Therefore,the data supplied in this and the previous memorandum are sufficient to provide a high degree of confidence in the strength parameters used in the Cannon Lands slope stability analyses. We propose no further testing is necessary. The presented slope stability analyses are a conservative yet realistic representation of slope stability for the Cannon Lands site, based on actual site conditions. Additional testing of the Laramie bedrock will, in our professional opinion and past experience, result in higher strength parameters than we are currently using. 2. Seismic Evaluation The 2014 USGS National Seismic Hazard Map is attached. The highest and lowest hazard zone correlate to the two-percent probability of exceedance in 50-year map of peak ground acceleration,which is also attached. This map shows peak acceleration as a fraction of standard gravity. Faint contours of peak acceleration are visible on this map. We have obtained the contours from the USGS as a shape file. When the shape file is loaded into GIS a more detailed and interactive view of the contours is available. On the attached detailed map,the City of Fort Lupton is shown as a large yellow dot. Cannon Lands is located just north of Fort Lupton, equal distance between the 8 and 10 contours (or 0.08 and 0.10 g). We have selected 0.09 g based on this detailed map. We chose 2 percent in 50-year because it is the longest earthquake recurrence interval available, and thus represents the most conservative analysis. Project DA201041.00 6/25/2020 Page 2 Deere&Ault,a Schnabel Engineering Company FORT LUPTON REMOLDED 9 Total Effective C, ksf 0.39 0.21 4 � ,deg 11.6 25.1 ' Tan(4) 0.20 0.47 �. N 6 .0- J+ /a) .._Ne - —/ a$ • C co i Cl)N .••• a3 N " a) a) i C N Cl) /� t j .0 3 .i CO - - cj'r 's.� Q 0I I II 3 6 9 12 15 18 cn Total Normal Stress, ksf o C Effective Normal Stress, ksf ——— a) O a) o o c6 6 Sample No. 1 2 3 m Water Content, % 21.6 21.6 21.6 a 5 Dry Density, pcf 94.7 94.6 94.8 r 1 3 m Saturation, % 74.8 74.7 75.1 en E Void Ratio 0.7808 0.7818 0.7772 Y Y 4 Diameter, in. 2.42 2.42 2.42 • u; Height, in. 5.00 5.00 4.99 a°)i 2 2 Water Content,% 28.6 25.4 24.6 c % 3 N Dry Density, pcf 95.1 99.9 101.3 0 Saturation,% 100.0 100.0 100.0 Void Ratio 0.7733 0.6867 0.6645 0 0 2 ¢ Diameter, in. 2.41 2.37 2.37 N I Height, in. 4.99 4.91 4.88 in "4„..„-----..-- a) Strain rate, %/min. 0.04 0.04 0.04 2 1 ( Eff.Cell Pressure, psi 14.00 28.04 56.39 a) Fail. Stress, ksf 1.67 3.47 4.85 > 0 Excess Pore Pr., ksf 1.20 2.41 5.17 .O0 10 20 30 40 Strain, % 18.2 17.9 17.9 a) Ult.Stress, ksf LAxial Strain,% Excess Pore Pr., ksf 2 Strain, % 5 61 Failure, ksf 2.48 5.10 7.79 2Type of Test: a3 Failure, ksf 0.81 1.63 2.95 2 CU with Pore Pressures -8 Sample Type: Remolded 95%MDD Client: Deere and Ault o Description: 0. Project: Ft.Lupton Gravel Pit w a 201-00300 (15 1. Assumed Specific Gravity=2.7 Location: Bulk Q Remarks: Failure tangents drawn at c approximately 18%strain. Proj. No.: DV108-214.03 Date Sampled: 7/29/10 l2 Knight Piésold d Fig. CONSULTING Tested By: rsh Checked By: jdb 8 8 1 2 I I I 6 I 6 I I us 2 2 >'To N N N N N y c d (7) Y dUJY .- -- (a o 0 2 _ I o 0 2 --- C a) d �� W .a 6 N a) y a) / a) W 0 W 0 n U) c -2 -2 0% 10% 20% 0% 10% 20% N c o 0. a) 8 3 I 8 4 o cc I I co I 6 I 6 Q I ------ I a) o '_ _' 0 -0 w U 4 CO y 4 O 2 2 5 / 2, y a) a &5 - / a � Y 0 0 2 / D O 2 rn en I ri 0aa) ' Y O 0 Ox 0 W W L a) a) c -2 -2_ 'p) 0% 10% 20% 0% 10% 20% c a) To c 6 Peak Strength o Total Effective N a= 0.38 ksf 0.19 ksf / / / 2 a= 11.3 deg 23.0 deg // tan a= 0.20 0.42 // co 4 >, / .0 / / / �// J / ..-- .-- �1, 2 — O // / 4) // i\ �\ a) / 70 2 --/ Q 0 c 0 2 4 6 8 10 12 O ' p, ksf co ) Stress Paths: Total Effective——— E- 2 c Client: Deere and Ault L, Project: Ft.Lupton Gravel Pit Location: Bulk �j Project No.: DV108-214.03 Fig. Knight Piesold Geotechnical Lab. Tested By: rsh Checked By:jdb TRIAXIAL COMPRESSION TEST 8/5/2010 CU with Pore Pressures 1:44 PM Date: 7/29/10 Client: Deere and Ault Project: Ft.Lupton Gravel Pit 201-00300 Project No.: DV108-214.03 Location: Bulk Description: Remarks: Failure tangents drawn at approximately 18%strain. Type of Sample: Remolded 95%MDD Assumed Specific Gravity=2.7 LL= PL= PI= Test Method: COE uniform strain Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Consolidated Final Moisture content: Moist soil+tare,gms. 1258.400 471.800 Moisture content: Dry soil+tare,gms. 1069.400 389.900 Moisture content:Tare,gms. 195.100 119.700 Moisture,% 21.6 28.9 28.6 30.3 Moist specimen weight,gms. 693.6 Diameter,in. 2.42 2.42 2.41 Area, in.2 4.59 4.59 4.58 Height,in. 5.00 5.00 4.99 Net decrease in height,in. 0.00 0.01 Wet Density,pcf 115.1 122.0 122.3 Dry density,pcf 94.7 94.7 95.1 Void ratio 0.7808 0.7808 0.7733 Saturation,% 74.8 100.0 100.0 Test Readings for Specimen No. 1 Membrane modulus=0.124105 kN/cm2 Membrane thickness=0.064 cm Consolidation cell pressure=54.00 psi(7.78 ksf) Consolidation back pressure=40.00 psi(5.76 ksf) Consolidation effective confining stress=2.02 ksf Strain rate,%/min.=0.04 Fail.Stress= 1.67 ksf at reading no.94 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf 0 0.0594 0.000 0.0 0.0 0.00 1.99 1.99 1.00 40.20 1.99 0.00 1 0.0607 12.249 12.2 0.0 0.39 1.86 2.25 1.21 41.07 2.05 0.19 2 0.0619 15.755 15.8 0.1 0.50 1.82 2.32 1.27 41.33 2.07 0.25 3 0.0632 16.291 16.3 0.1 0.51 1.80 2.31 1.28 41.52 2.05 0.26 4 0.0644 18.669 18.7 0.1 0.59 1.77 2.36 1.33 41.69 2.07 0.29 5 0.0669 21.139 21.1 0.2 0.66 1.72 2.38 1.39 42.05 2.05 0.33 6 0.0694 23.231 23.2 0.2 0.73 1.68 2.41 1.43 42.35 2.04 0.36 7 0.0707 22.856 22.9 0.2 0.72 1.66 2.37 1.43 42.51 2.01 0.36 8 0.0719 24.169 24.2 0.3 0.76 1.64 2.40 1.46 42.62 2.02 0.38 9 0.0732 24.700 24.7 0.3 0.77 1.62 2.39 1.48 42.77 2.00 0.39 10 0.0757 26.617 26.6 0.3 0.83 1.58 2.42 1.53 43.00 2.00 0.42 11 0.0770 27.221 27.2 0.4 0.85 1.57 2.42 1.54 43.10 2.00 0.43 12 0.0807 29.349 29.3 0.4 0.92 1.53 2.45 1.60 43.35 1.99 0.46 13 0.0820 28.548 28.5 0.5 0.89 1.52 2.42 1.59 43.43 1.97 0.45 14 0.0832 30.310 30.3 0.5 0.95 1.52 2.46 1.63 43.48 1.99 0.47 15 0.0857 31.531 31.5 0.5 0.99 1.50 2.48 1.66 43.61 1.99 0.49 16 0.0870 30.462 30.5 0.6 0.95 1.48 2.44 1.64 43.69 1.96 0.48 17 0.0882 30.871 30.9 0.6 0.97 1.47 2.43 1.66 43.81 1.95 0.48 18 0.0895 32.169 32.2 0.6 1.01 1.44 2.45 1.70 43.99 1.94 0.50 19 0.0907 33.119 33.1 0.6 1.04 1.43 2.47 1.72 44.04 1.95 0.52 20 0.0920 31.927 31.9 0.7 1.00 1.42 2.42 1.70 44.14 1.92 0.50 21 0.0933 34.262 34.3 0.7 1.07 1.41 2.48 1.76 44.18 1.95 0.54 22 0.0958 34.781 34.8 0.7 1.09 1.39 2.47 1.78 44.36 1.93 0.54 23 0.0983 34.185 34.2 0.8 1.07 1.37 2.43 1.78 44.51 1.90 0.53 24 0.0995 35.076 35.1 0.8 1.09 1.35 2.45 1.81 44.62 1.90 0.55 25 0.1008 36.658 36.7 0.8 1.14 1.34 2.49 1.85 44.67 1.92 0.57 26 0.1020 35.813 35.8 0.9 1.12 1.33 2.45 1.84 44.75 1.89 0.56 27 0.1033 36.340 36.3 0.9 1.13 1.32 2.45 1.86 44.83 1.89 0.57 28 0.1058 37.767 37.8 0.9 1.18 1.30 2.48 1.91 44.97 1.89 0.59 29 0.1083 36.929 36.9 1.0 1.15 1.28 2.43 1.90 45.08 1.86 0.58 30 0.1146 39.751 39.8 1.1 1.24 1.24 2.47 2.00 45.41 1.86 0.62 31 0.1196 40.435 40.4 1.2 1.26 1.21 2.46 2.04 45.63 1.83 0.63 32 0.1296 43.080 43.1 1.4 1.34 1.16 2.50 2.15 45.92 1.83 0.67 33 0.1396 44.944 44.9 1.6 1.39 1.12 2.51 2.24 46.23 1.82 0.70 34 0.1446 44.506 44.5 1.7 1.38 1.09 2.47 2.26 46.40 1.78 0.69 35 0.1496 45.169 45.2 1.8 1.40 1.07 2.47 2.30 46.55 1.77 0.70 36 0.1546 46.352 46.4 1.9 1.43 1.05 2.48 2.36 46.72 1.76 0.72 37 0.1646 47.918 47.9 2.1 1.48 1.01 2.49 2.45 46.96 1.75 0.74 38 0.1746 48.568 48.6 2.3 1.49 0.98 2.48 2.52 47.18 1.73 0.75 39 0.1796 47.665 47.7 2.4 1.46 0.99 2.45 2.48 47.15 1.72 0.73 40 0.1846 49.935 49.9 2.5 1.53 0.97 2.50 2.58 47.29 1.73 0.77 41 0.1896 49.016 49.0 2.6 1.50 0.95 2.45 2.58 47.39 1.70 0.75 42 0.1997 49.872 49.9 2.8 1.52 0.93 2.45 2.65 47.57 1.69 0.76 43 0.2147 50.638 50.6 3.1 1.54 0.89 2.43 2.74 47.83 1.66 0.77 44 0.2196 51.299 51.3 3.2 1.56 0.88 2.45 2.77 47.87 1.66 0.78 45 0.2447 51.946 51.9 3.7 1.57 0.85 2.42 2.86 48.12 1.63 0.79 46 0.2497 50.842 50.8 3.8 1.54 0.84 2.38 2.83 48.18 1.61 0.77 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf 47 0.2547 51.874 51.9 3.9 1.57 0.83 2.40 2.89 48.24 1.61 0.78 48 0.2597 52.684 52.7 4.0 1.59 0.82 2.41 2.93 48.29 1.62 0.80 49 0.2647 51.666 51.7 4.1 1.56 0.82 2.38 2.90 48.32 1.60 0.78 50 0.2697 52.413 52.4 4.2 1.58 0.81 2.39 2.95 48.39 1.60 0.79 51 0.2797 53.006 53.0 4.4 1.59 0.81 2.40 2.97 48.37 1.61 0.80 52 0.2897 52.051 52.1 4.6 1.56 0.80 2.36 2.96 48.46 1.58 0.78 53 0.2947 53.244 53.2 4.7 1.60 0.79 2.38 3.03 48.53 1.59 0.80 54 0.3047 52.532 52.5 4.9 1.57 0.77 2.34 3.03 48.63 1.56 0.79 55 0.3097 53.431 53.4 5.0 1.60 0.77 2.37 3.08 48.66 1.57 0.80 56 0.3222 54.490 54.5 5.3 1.62 0.78 2.40 3.09 48.60 1.59 0.81 57 0.3347 55.042 55.0 5.5 1.64 0.76 2.40 3.15 48.72 1.58 0.82 58 0.3472 54.587 54.6 5.8 1.62 0.74 2.36 3.18 48.85 1.55 0.81 59 0.3847 55.110 55.1 6.5 1.62 0.73 2.35 3.23 48.95 1.54 0.81 60 0.3972 56.099 56.1 6.8 1.65 0.71 2.36 3.31 49.05 1.54 0.82 61 0.4097 56.518 56.5 7.0 1.65 0.70 2.36 3.35 49.11 1.53 0.83 62 0.4222 57.136 57.1 7.3 1.67 0.71 2.38 3.34 49.06 1.54 0.83 63 0.4347 57.802 57.8 7.5 1.68 0.71 2.39 3.38 49.09 1.55 0.84 64 0.4472 58.477 58.5 7.8 1.70 0.70 2.39 3.43 49.16 1.55 0.85 65 0.4597 58.915 58.9 8.0 1.62 0.69 2.31 3.33 49.18 1.50 0.81 66 0.4847 59.299 59.3 8.5 1.61 0.70 2.31 3.32 49.16 1.50 0.81 67 0.4972 59.822 59.8 8.8 1.62 0.69 2.31 3.36 49.22 1.50 0.81 68 0.5222 60.260 60.3 9.3 1.62 0.70 2.32 3.31 49.13 1.51 0.81 69 0.5347 60.874 60.9 9.5 1.63 0.70 2.32 3.34 49.17 1.51 0.81 70 0.5472 61.308 61.3 9.8 1.63 0.69 2.32 3.37 49.22 1.51 0.82 71 0.5598 60.789 60.8 10.0 1.61 0.71 2.33 3.26 49.05 1.52 0.81 72 0.5723 61.522 61.5 10.3 1.63 0.70 2.32 3.32 49.14 1.51 0.81 73 0.5953 62.901 62.9 10.7 1.65 0.69 2.34 3.39 49.21 1.52 0.83 74 0.6078 63.447 63.4 11.0 1.66 0.72 2.38 3.30 49.00 1.55 0.83 75 0.6203 64.745 64.7 11.2 1.69 0.71 2.39 3.38 49.08 1.55 0.84 76 0.6328 64.000 64.0 11.5 1.66 0.70 2.36 3.37 49.15 1.53 0.83 77 0.6579 65.387 65.4 12.0 1.68 0.72 2.40 3.34 49.00 1.56 0.84 78 0.6704 65.835 65.8 12.2 1.69 0.71 2.40 3.36 49.04 1.56 0.84 79 0.6829 66.649 66.6 12.5 1.70 0.71 2.41 3.41 49.10 1.56 0.85 80 0.7204 67.813 67.8 13.2 1.71 0.72 2.43 3.36 48.97 1.58 0.85 81 0.7454 67.163 67.2 13.7 1.67 0.71 2.39 3.34 49.04 1.55 0.84 82 0.7579 67.558 67.6 14.0 1.68 0.74 2.41 3.28 48.89 1.57 0.84 83 0.7704 67.942 67.9 14.2 1.68 0.74 2.42 3.27 48.87 1.58 0.84 84 0.7829 68.636 68.6 14.5 1.69 0.73 2.42 3.31 48.92 1.58 0.84 85 0.7954 68.094 68.1 14.7 1.67 0.73 2.40 3.28 48.92 1.57 0.83 86 0.8204 69.616 69.6 15.2 1.69 0.76 2.45 3.23 48.75 1.60 0.85 87 0.8330 70.073 70.1 15.5 1.69 0.75 2.44 3.26 48.80 1.60 0.85 88 0.8454 70.505 70.5 15.7 1.70 0.75 2.44 3.28 48.82 1.60 0.85 89 0.8580 69.635 69.6 16.0 1.67 0.78 2.44 3.15 48.61 1.61 0.83 90 0.8670 70.483 70.5 16.2 1.68 0.77 2.46 3.18 48.64 1.61 0.84 91 0.8920 71.771 71.8 16.7 1.70 0.76 2.47 3.22 48.69 1.61 0.85 92 0.9295 72.909 72.9 17.4 1.71 0.79 2.50 3.16 48.51 1.64 0.85 93 0.9420 71.972 72.0 17.7 1.67 0.79 2.46 3.13 48.54 1.62 0.84 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf 94 0.9671 72.457 72.5 18.2 1.67 0.81 2.48 3.05 48.36 1.65 0.83 95 0.9743 73.726 73.7 18.3 1.70 0.81 2.50 3.10 48.40 1.65 0.85 Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Consolidated Final Moisture content: Moist soil+tare,gms. 1258.400 470.300 Moisture content: Dry soil+tare,gms. 1069.400 393.400 Moisture content:Tare,gms. 195.100 112.900 Moisture,% 21.6 29.0 25.4 27.4 Moist specimen weight,gms. 693.8 Diameter, in. 2.42 2.42 2.37 Area, in.2 4.59 4.59 4.43 Height, in. 5.00 5.00 4.91 Net decrease in height,in. 0.00 0.09 Wet Density,pcf 115.1 122.0 125.3 Dry density, pcf 94.6 94.6 99.9 Void ratio 0.7818 0.7818 0.6867 Saturation,% 74.7 100.0 100.0 Test Readings for Specimen No. 2 Membrane modulus=0.124105 kN/cm2 Membrane thickness=0.064 cm Consolidation cell pressure=68.04 psi(9.80 ksf) Consolidation back pressure=40.00 psi(5.76 ksf) Consolidation effective confining stress=4.04 ksf Strain rate,%/min.=0.04 Fail.Stress=3.47 ksf at reading no. 85 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf 0 0.0123 6.000 0.0 0.0 0.00 4.04 4.04 1.00 39.97 4.04 0.00 1 0.0136 6.500 0.5 0.0 0.02 4.00 4.01 1.00 40.30 4.00 0.01 2 0.0148 13.504 7.5 0.1 0.24 3.95 4.19 1.06 40.61 4.07 0.12 3 0.0161 18.695 12.7 0.1 0.41 3.89 4.31 1.11 41.00 4.10 0.21 4 0.0173 22.958 17.0 0.1 0.55 3.86 4.41 1.14 41.25 4.13 0.28 5 0.0186 25.732 19.7 0.1 0.64 3.82 4.46 1.17 41.51 4.14 0.32 6 0.0198 29.162 23.2 0.2 0.75 3.77 4.52 1.20 41.88 4.14 0.38 7 0.0211 30.078 24.1 0.2 0.78 3.71 4.49 1.21 42.28 4.10 0.39 8 0.0223 32.677 26.7 0.2 0.87 3.70 4.57 1.23 42.34 4.13 0.43 9 0.0249 36.574 30.6 0.3 0.99 3.61 4.61 1.27 42.95 4.11 0.50 10 0.0274 39.510 33.5 0.3 1.09 3.56 4.64 1.31 43.33 4.10 0.54 11 0.0299 40.508 34.5 0.4 1.12 3.50 4.62 1.32 43.74 4.06 0.56 12 0.0311 41.521 35.5 0.4 1.15 3.48 4.63 1.33 43.87 4.06 0.58 13 0.0324 45.040 39.0 0.4 1.26 3.45 4.71 1.37 44.12 4.08 0.63 14 0.0361 46.005 40.0 0.5 1.29 3.36 4.66 1.38 44.68 4.01 0.65 15 0.0374 48.796 42.8 0.5 1.38 3.34 4.72 1.41 44.85 4.03 0.69 16 0.0399 49.737 43.7 0.6 1.41 3.31 4.72 1.43 45.09 4.01 0.71 17 0.0412 50.795 44.8 0.6 1.45 3.27 4.72 1.44 45.34 3.99 0.72 18 0.0424 51.922 45.9 0.6 1.48 3.25 4.73 1.46 45.51 3.99 0.74 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 2 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf 19 0.0437 52.995 47.0 0.6 1.52 3.22 4.73 1.47 45.71 3.97 0.76 20 0.0462 53.952 48.0 0.7 1.55 3.17 4.72 1.49 46.03 3.94 0.77 21 0.0474 55.406 49.4 0.7 1.59 3.14 4.74 1.51 46.22 3.94 0.80 22 0.0499 56.596 50.6 0.8 1.63 3.11 4.74 1.52 46.45 3.93 0.82 23 0.0512 57.505 51.5 0.8 1.66 3.08 4.74 1.54 46.64 3.91 0.83 24 0.0549 58.560 52.6 0.9 1.69 3.02 4.72 1.56 47.06 3.87 0.85 25 0.0562 60.672 54.7 0.9 1.76 2.99 4.75 1.59 47.28 3.87 0.88 26 0.0575 59.441 53.4 0.9 1.72 2.97 4.69 1.58 47.44 3.83 0.86 27 0.0587 61.820 55.8 0.9 1.80 2.97 4.77 1.61 47.43 3.87 0.90 28 0.0600 61.031 55.0 1.0 1.77 2.95 4.72 1.60 47.57 3.83 0.89 29 0.0612 62.838 56.8 1.0 1.83 2.90 4.73 1.63 47.91 3.81 0.91 30 0.0675 64.756 58.8 1.1 1.89 2.84 4.72 1.67 48.35 178 0.94 31 0.0725 68.642 62.6 1.2 2.01 2.76 4.77 1.73 48.91 3.76 1.01 32 0.0775 69.453 63.5 1.3 2.04 2.71 4.75 1.75 49.21 3.73 1.02 33 0.0825 72.291 66.3 1.4 2.12 2.67 4.79 1.80 49.52 3.73 1.06 34 0.0875 73.700 67.7 1.5 2.17 2.59 4.76 1.84 50.07 3.67 1.08 35 0.0925 75.769 69.8 1.6 2.23 2.54 4.77 1.88 50.40 166 1.12 36 0.0975 77.148 71.1 1.7 2.27 2.50 4.77 1.91 50.70 163 1.14 37 0.1025 79.400 73.4 1.8 2.34 2.43 4.78 1.96 51.14 3.61 1.17 38 0.1075 80.635 74.6 1.9 2.38 2.39 4.77 1.99 51.42 3.58 1.19 39 0.1175 83.424 77.4 2.1 2.46 2.30 4.77 2.07 52.06 3.53 1.23 40 0.1275 85.747 79.7 2.3 2.53 2.25 4.78 2.13 52.43 3.51 1.27 41 0.1325 86.471 80.5 2.4 2.55 2.19 4.75 2.16 52.81 3.47 1.28 42 0.1375 87.294 81.3 2.6 2.58 2.19 4.77 2.17 52.81 3.48 1.29 43 0.1426 88.720 82.7 2.7 2.62 2.14 4.76 2.22 53.18 3.45 1.31 44 0.1526 90.345 84.3 2.9 2.66 2.10 4.77 2.27 53.44 3.43 1.33 45 0.1576 91.609 85.6 3.0 2.70 2.06 4.77 2.31 53.70 3.42 1.35 46 0.1626 93.001 87.0 3.1 2.74 2.04 4.78 2.35 53.90 3.41 1.37 47 0.1726 93.995 88.0 3.3 2.77 1.98 4.75 2.40 54.29 3.36 1.38 48 0.1826 94.762 88.8 3.5 2.79 1.97 4.75 2.41 54.37 3.36 1.39 49 0.1876 97.084 91.1 3.6 2.86 1.94 4.80 2.47 54.56 3.37 1.43 50 0.1976 98.019 92.0 3.8 2.88 1.92 4.79 2.50 54.74 3.35 1.44 51 0.2076 99.429 93.4 4.0 2.92 1.85 4.77 2.57 55.18 3.31 1.46 52 0.2226 101.093 95.1 4.3 2.96 1.82 4.78 2.63 55.40 3.30 1.48 53 0.2326 102.272 96.3 4.5 2.99 1.78 4.77 2.68 55.66 3.28 1.49 54 0.2477 103.415 97.4 4.8 3.02 1.74 4.76 2.73 55.94 3.25 1.51 55 0.2577 104.411 98.4 5.0 3.04 1.70 4.74 2.79 56.27 3.22 1.52 56 0.2627 105.547 99.5 5.1 3.07 1.69 4.76 2.82 56.32 3.22 1.54 57 0.2752 106.546 100.5 5.4 3.09 1.68 4.78 2.84 56.37 3.23 1.55 58 0.2877 108.596 102.6 5.6 3.15 1.64 4.79 2.92 56.68 3.21 1.57 59 0.3002 109.836 103.8 5.9 3.18 1.64 4.82 2.94 56.66 3.23 1.59 60 0.3377 112.293 106.3 6.6 3.23 1.56 4.79 3.06 57.19 3.18 1.61 61 0.3627 115.139 109.1 7.1 3.29 1.53 4.82 3.15 57.43 3.18 1.65 62 0.3877 117.386 111.4 7.6 3.34 1.52 4.86 3.20 57.49 3.19 1.67 63 0.4253 118.826 112.8 8.4 3.36 1.49 4.85 3.25 57.67 3.17 1.68 64 0.4503 120.398 114.4 8.9 3.39 1.46 4.85 3.32 57.90 3.16 1.69 65 0.4753 121.938 115.9 9.4 3.41 1.45 4.86 3.36 58.00 3.15 1.71 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 2 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf 66 0.4878 124.043 118.0 9.7 3.47 1.47 4.94 3.35 57.81 3.21 1.73 67 0.5128 125.210 119.2 10.2 3.48 1.47 4.95 3.37 57.85 3.21 1.74 68 0.5417 127.065 121.1 10.8 331 1.46 4.97 3.40 57.88 3.22 1.76 69 0.5667 128.655 122.7 11.3 334 1.46 5.00 3.43 57.91 3.23 1.77 70 0.5917 129.634 123.6 11.8 3.55 1.46 5.00 3.43 57.91 3.23 1.77 71 0.6042 130.580 124.6 12.1 3.56 1.46 5.02 3.44 57.90 3.24 1.78 72 0.6167 131.369 125.4 12.3 3.57 1.46 5.03 3.45 57.91 3.25 1.79 73 0.6292 132.896 126.9 12.6 3.61 1.47 5.08 3.45 57.82 3.28 1.80 74 0.6418 131.870 125.9 12.8 3.57 1.49 5.05 3.40 57.73 3.27 1.78 75 0.6542 133.089 127.1 13.1 3.59 1.49 5.08 3.41 57.70 3.29 1.80 76 0.6918 135.303 129.3 13.8 3.62 1.51 5.14 3.39 57.53 3.32 1.81 77 0.7293 136.407 130.4 14.6 3.62 1.53 5.15 3.36 57.41 3.34 1.81 78 0.7793 137.346 131.3 15.6 3.60 1.55 5.15 3.32 57.27 3.35 1.80 79 0.7918 138.549 132.5 15.9 3.63 1.56 5.19 3.32 57.20 3.37 1.81 80 0.8043 139.420 133.4 16.1 3.64 1.57 5.21 3.32 57.15 3.39 1.82 81 0.8149 138.676 132.7 16.3 3.61 1.57 5.18 3.30 57.13 3.38 1.80 82 0.8274 142.072 136.1 16.6 3.69 1.58 5.27 3.33 57.05 3.43 1.84 83 0.8524 140.992 135.0 17.1 3.45 1.58 5.03 3.18 57.04 3.31 1.72 84 0.8649 142.043 136.0 17.4 3.46 1.59 5.05 3.18 57.04 3.32 1.73 85 0.8899 143.224 137.2 17.9 3.47 1.63 5.10 3.13 56.71 3.37 1.73 86 0.9024 142.824 136.8 18.1 3.44 1.64 5.08 3.10 56.66 3.36 1.72 87 0.9150 143.702 137.7 18.4 3.45 1.65 5.10 3.10 56.62 3.37 1.73 88 0.9222 144.597 138.6 18.5 3.47 1.61 5.08 3.15 56.87 3.34 1.73 Knight Piesold Geotechnical Lab. Parameters for Specimen No. 3 Specimen Parameter Initial Saturated Consolidated Final Moisture content: Moist soil+tare,gms. 1258.400 718.100 Moisture content: Dry soil+tare,gms. 1069.400 570.600 Moisture content:Tare,gms. 195.100 0.000 Moisture,% 21.6 28.8 24.6 25.8 Moist specimen weight,gms. 693.8 Diameter,in. 2.42 2.42 2.37 Area,in.2 4.59 4.59 4.40 Height, in. 4.99 4.99 4.88 Net decrease in height,in. 0.00 0.11 Wet Density,pcf 115.3 122.1 126.2 Dry density,pcf 94.8 94.8 101.3 Void ratio 0.7772 0.7772 0.6645 Saturation,% 75.1 100.0 100.0 Test Readings for Specimen No. 3 Membrane modulus=0.124105 kN/cm2 Membrane thickness=0.064 cm Consolidation cell pressure=96.39 psi(13.88 ksf) Consolidation back pressure=40.00 psi(5.76 ksf) Consolidation effective confining stress=8.12 ksf Strain rate,%/min.=0.04 Fail.Stress=4.85 ksf at reading no.83 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf 0 0.0037 5.908 0.0 0.0 0.00 8.10 8.10 1.00 40.14 8.10 0.00 1 0.0050 7.513 1.6 0.0 0.05 8.08 8.14 1.01 40.26 8.11 0.03 2 0.0062 20.960 15.1 0.1 0.49 8.03 8.52 1.06 40.66 8.27 0.25 3 0.0075 31.112 25.2 0.1 0.83 7.95 8.78 1.10 41.17 8.36 0.41 4 0.0087 36.303 30.4 0.1 0.99 7.90 8.89 1.13 41.54 8.40 0.50 5 0.0100 39.939 34.0 0.1 1.11 7.85 8.96 1.14 41.89 8.40 0.56 6 0.0112 43.301 37.4 0.2 1.22 7.79 9.01 1.16 42.28 8.40 0.61 7 0.0125 46.206 40.3 0.2 1.32 7.74 9.06 1.17 42.62 8.40 0.66 8 0.0137 48.569 42.7 0.2 1.39 7.69 9.09 1.18 42.97 8.39 0.70 9 0.0150 51.007 45.1 0.2 1.47 7.65 9.12 1.19 43.26 8.39 0.74 10 0.0162 52.717 46.8 0.3 1.53 7.60 9.13 1.20 43.64 8.36 0.76 11 0.0175 55.039 49.1 0.3 1.61 7.56 9.16 1.21 43.92 8.36 0.80 12 0.0200 58.296 52.4 0.3 1.71 7.47 9.18 1.23 44.53 8.32 0.86 13 0.0212 59.358 53.4 0.4 1.74 7.41 9.15 1.24 44.94 8.28 0.87 14 0.0225 61.710 55.8 0.4 1.82 7.39 9.21 1.25 45.06 8.30 0.91 15 0.0250 64.440 58.5 0.4 1.91 7.31 9.22 1.26 45.65 8.26 0.95 16 0.0262 65.838 59.9 0.5 1.95 7.26 9.21 1.27 45.98 8.24 0.98 17 0.0287 67.784 61.9 0.5 2.02 7.18 9.20 1.28 46.54 8.19 1.01 18 0.0312 70.244 64.3 0.6 2.10 7.10 9.20 1.30 47.08 8.15 1.05 19 0.0337 72.200 66.3 0.6 2.16 7.02 9.18 1.31 47.61 8.10 1.08 20 0.0350 73.168 67.3 0.6 2.19 6.99 9.17 1.31 47.88 8.08 1.09 21 0.0362 75.094 69.2 0.7 2.25 6.95 9.20 1.32 48.11 8.08 1.13 22 0.0387 76.885 71.0 0.7 2.31 6.88 9.19 1.34 48.62 8.03 1.15 23 0.0425 78.958 73.0 0.8 2.37 6.76 9.14 1.35 49.42 7.95 1.19 24 0.0437 80.924 75.0 0.8 2.44 6.74 9.18 1.36 49.56 7.96 1.22 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 3 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf 25 0.0450 81.942 76.0 0.8 2.47 6.70 9.17 1.37 49.86 7.94 1.24 26 0.0475 83.392 77.5 0.9 2.52 6.62 9.14 1.38 50.40 7.88 1.26 27 0.0512 86.159 80.3 1.0 2.60 6.54 9.14 1.40 51.01 7.84 1.30 28 0.0537 88.373 82.5 1.0 2.67 6.47 9.14 1.41 51.49 7.80 1.34 29 0.0587 92.125 86.2 1.1 2.79 6.35 9.14 1.44 52.28 7.75 1.40 30 0.0637 94.450 88.5 1.2 2.87 6.21 9.08 1.46 53.23 7.65 1.43 31 0.0687 98.261 92.4 1.3 2.99 6.12 9.11 1.49 53.86 7.62 1.49 32 0.0737 100.834 94.9 1.4 3.07 6.01 9.08 1.51 54.63 7.55 1.53 33 0.0787 102.674 96.8 1.5 3.12 5.91 9.03 1.53 55.35 7.47 1.56 34 0.0837 104.988 99.1 1.6 3.19 5.79 8.99 1.55 56.15 7.39 1.60 35 0.0887 107.397 101.5 1.7 3.27 5.71 8.98 1.57 56.73 7.34 1.63 36 0.0937 109.435 103.5 1.8 3.33 5.62 8.95 1.59 57.38 7.28 1.66 37 0.0987 112.214 106.3 1.9 3.42 5.54 8.95 1.62 57.94 7.24 1.71 38 0.1037 113.321 107.4 2.0 3.45 5.45 8.90 1.63 58.55 7.17 1.72 39 0.1087 115.033 109.1 2.2 3.50 5.38 8.87 1.65 59.05 7.13 1.75 40 0.1137 116.050 110.1 2.3 3.53 5.31 8.84 1.66 59.53 7.07 1.76 41 0.1187 118.235 112.3 2.4 3.59 5.22 8.81 1.69 60.15 7.01 1.80 42 0.1287 120.728 114.8 2.6 3.67 5.11 8.77 1.72 60.91 6.94 1.83 43 0.1387 122.472 116.6 2.8 3.71 4.99 8.70 1.74 61.76 6.84 1.86 44 0.1537 123.594 117.7 3.1 3.74 4.81 8.55 1.78 62.98 6.68 1.87 45 0.1637 125.138 119.2 3.3 3.78 4.72 8.50 1.80 63.59 6.61 1.89 46 0.1787 127.318 121.4 3.6 3.84 4.59 8.42 1.84 64.55 6.50 1.92 47 0.1887 128.600 122.7 3.8 3.87 4.50 8.37 1.86 65.16 6.43 1.93 48 0.1937 130.108 124.2 3.9 3.91 4.46 8.37 1.88 65.40 6.42 1.96 49 0.2037 131.425 125.5 4.1 3.94 4.39 8.34 1.90 65.87 6.37 1.97 50 0.2137 133.215 127.3 4.3 3.99 4.31 8.30 1.93 66.47 6.30 2.00 51 0.2237 135.365 129.5 4.5 4.05 4.25 8.30 1.95 66.87 6.28 2.03 52 0.2437 136.622 130.7 4.9 4.07 4.12 8.19 1.99 67.76 6.16 2.04 53 0.2661 137.620 131.7 5.4 4.08 4.00 8.09 2.02 68.58 6.05 2.04 54 0.2786 138.866 133.0 5.6 4.11 3.95 8.06 2.04 68.96 6.00 2.06 55 0.2911 140.486 134.6 5.9 4.15 3.88 8.02 2.07 69.48 5.95 2.07 56 0.3036 142.681 136.8 6.1 4.21 3.83 8.04 2.10 69.77 5.94 2.10 57 0.3161 145.844 139.9 6.4 4.29 3.78 8.08 2.13 70.11 5.93 2.15 58 0.3286 146.892 141.0 6.7 4.31 3.73 8.04 2.16 70.49 5.89 2.16 59 0.3410 149.988 144.1 6.9 4.39 3.69 8.08 2.19 70.79 5.88 2.20 60 0.3535 152.145 146.2 7.2 4.45 3.64 8.09 2.22 71.08 5.87 2.22 61 0.3785 153.409 147.5 7.7 4.46 3.56 8.02 2.25 71.70 5.79 2.23 62 0.4159 154.640 148.7 8.4 4.46 3.46 7.92 2.29 72.36 5.69 2.23 63 0.4409 156.678 150.8 9.0 4.50 3.39 7.89 2.33 72.82 5.64 2.25 64 0.4658 157.710 151.8 9.5 4.50 3.34 7.84 2.35 73.22 5.59 2.25 65 0.4908 160.005 154.1 10.0 4.55 3.29 7.83 2.38 73.57 5.56 2.27 66 0.5407 161.218 155.3 11.0 4.53 3.19 7.71 2.42 74.27 5.45 2.26 67 0.5532 163.038 157.1 11.3 4.57 3.17 7.74 2.44 74.38 5.45 2.28 68 0.5657 164.953 159.0 11.5 4.61 3.15 7.76 2.47 74.54 5.45 2.31 69 0.5782 167.462 161.6 11.8 4.67 3.13 7.80 2.49 74.62 5.47 2.34 70 0.5907 169.280 163.4 12.0 4.71 3.12 7.83 2.51 74.74 5.47 2.35 71 0.6281 170.470 164.6 12.8 4.70 3.06 7.76 2.54 75.12 5.41 2.35 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 3 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf 72 0.6406 171.718 165.8 13.0 4.72 3.06 7.79 2.54 75.12 5.42 2.36 73 0.6531 170.417 164.5 13.3 4.67 3.04 7.71 2.54 75.30 5.37 2.34 74 0.6656 171.538 165.6 13.6 4.69 3.04 7.73 2.54 75.28 5.38 2.35 75 0.6905 173.256 167.3 14.1 4.71 3.02 7.73 2.56 75.45 5.37 2.36 76 0.7280 174.871 169.0 14.8 4.71 2.98 7.70 2.58 75.66 5.34 2.36 77 0.7654 175.858 169.9 15.6 4.70 2.98 7.68 2.58 75.72 5.33 2.35 78 0.7904 177.855 171.9 16.1 4.73 2.96 7.68 2.60 75.84 5.32 2.36 79 0.8154 180.971 175.1 16.6 4.78 2.96 7.74 2.62 75.86 5.35 2.39 80 0.8278 182.338 176.4 16.9 4.80 2.94 7.75 2.63 75.95 5.35 2.40 81 0.8403 183.461 177.6 17.1 4.82 2.94 7.76 2.64 75.95 5.35 2.41 82 0.8528 184.729 178.8 17.4 4.84 2.93 7.77 2.65 76.02 5.35 2.42 83 0.8778 186.078 180.2 17.9 4.85 2.95 7.79 2.64 75.93 5.37 2.42 84 0.8902 184.961 179.1 18.2 4.80 2.93 7.73 2.64 76.07 5.33 2.40 85 0.9027 186.060 180.2 18.4 4.82 2.94 7.75 2.64 75.98 5.35 2.41 86 0.9651 187.933 182.0 19.7 4.79 2.94 7.73 2.63 75.97 5.33 2.39 87 0.9901 188.958 183.0 20.2 4.79 2.95 7.73 2.62 75.93 5.34 2.39 88 1.0026 188.374 182.5 20.5 4.76 2.96 7.71 2.61 75.85 5.34 2.38 Knight Piesold Geotechnical Lab. COMPACTION TEST REPORT Project No.: DV108-214.03 Date: 7/19/10 Project: Ft.Lupton Gravel Pit 201-00300 Location: Bulk Elev./Depth: Sample No. Remarks: MATERIAL DESCRIPTION Description: Classifications- USCS: AASHTO: Nat. Moist. = Sp.G. = 2.7 Liquid Limit= Plasticity Index= <No.200= TEST RESULTS Maximum dry density=98.5 pcf Optimum moisture=22.9% 140 Test specification: ASTM D 698-07 Method A Standard 130 120 100% SATURATION CURVES FOR SPEC. GRAY. EQUAL TO: - 2.8 2.7 110 2.6 C a) — O 100 90 80 70 0 5 10 15 20 25 30 35 40 Water content, % Fig. Knight Piesold Geotechnical Lab. FORT LUPTON DIRECT SHEAR STRENGTH -0.03 15 Fail. Ult. _ C, ksf 1.29 0.72 -0.02 4),deg 18.5 10.5 Tan(o) 0.33 0.19 vi a) . >+ e -0.01 2 ( O 10 cC o c a) co Dimon 4.C' - E -.\ w N a 0 I Y N a) Consol. rn N / U) m - 3 -/� c) 5 co a 0.01 • .� c > O 0.02 4 I_- �`��—� F) ��'<x, o -'x y N 0.03 0 0 5.5 11 16.5 22 0 5 10 15 O w Strain,% Normal Stress, ksf '. a_ a) U C) 0 6 . Sample No. 1 2 3 4 o Water Content,% 13.7 13.7 13.7 13.7 o- 5 Dry Density,pcf 113.8 117.1 113.9 115.4 Saturation, % 76.7 84.0 76.9 80.1 Y 4 Void Ratio 0.4814 0.4394 0.4800 0.4607 a� Y Diameter,in. 2.42 2.42 2.42 2.42 c m Height,in. 1.03 1.01 1.01 1.00 15) in 3 4 Water Content,% 21.5 18.2 19.4 17.5 To aa) `ai Dry Density,pcf 106.6 111.8 110.6 114.6 o 2 `� 3 8 Saturation, % 100.0 96.9 99.9 100.1 Q Void Ratio 0.5806 0.5081 0.5238 0.4710 2 2 Diameter,in. 2.42 2.42 2.42 2.42 c. 1 Height,in. 1.10 1.06 1.04 1.01 I Normal Stress,ksf 1.50 3.00 6.00 12.00 c% 0 Fail.Stress, ksf 1.78 1.98 3.79 5.13 •C 0 10 20 30 40 Strain, % 1.5 2.5 2.5 4.2 2 Strain, % Ult.Stress,ksf 0.62 1.54 2.12 2.79 5 Strain, % 17.8 18.6 18.1 17.4 a) Strain rate,%/min. 0.01 0.01 0.01 0.01 L . Sample Type: core Client: Deere&Ault L Description: claystone a- Project: Everist Tunnel Investigation N o LL=65 PL= 18 PI=47 B Assumed Specific Gravity=02.7 Location: TP-305 @ 39.8-40.8' a) a Remarks: Failure tangents drawn at peak shear Depth: 39.8-40.8' hi c stress and approximately 18%strain. Proj. No.: 108-214.2 Date Sampled: 2/16/09 „, o Kniahi Piesoia o Fig. CONSULTING Tested By:jdb -0.06 ! 15 Fail. Ult. C,ksf 0.57 0.44 _0.04 4),deg 24.6 22.7 Tan( ) 0.46 0.42 e c -0.02 O 10 • O N Dilation U Y Y 0 fn (4 To coma. ' 2 2 N i 0.02 `��` 3 _ _ 5 1 0.04 \ 4 %i 18i 0.06 0 0 5.5 11 16.5 22 0 5 10 15 Strain, % Normal Stress, ksf s Sample No. 1 2 3 4 Water Content,% 10.3 12.4 13.7 12.6 7.5 Dry Density, pcf 110.1 110.3 103.5 104.0 To Saturation,% 52.5 63.7 59.0 54.6 Void Ratio 0.5313 0.5275 0.6288 0.6213 Y 6 \'\ 4 Diameter,in. 2.42 2.42 2.42 2.42 co Height,in. 1.00 1.00 1.00 1.00 in 4.5 Water Content,% 5.6 16.4 18.6 16.9 L m Dry Density,pcf 107.1 116.9 112.1 115.7 a TA i 3 3 Saturation,% 26.3 100.0 100.0 100.0 Q Void Ratio 0.5742 0.4419 0.5034 0.4564 Diameter,in. 2.42 2.42 2.42 2.42 1.5 ------_ 1 Height, in. 1.03 0.94 0.92 0.90 2 ----' Normal Stress,ksf 1.50 3.00 6.00 12.00 0 Fail.Stress, ksf 1.68 1.10 3.85 5.95 0 10 20 30 4O Strain,°/D 10.2 10.0 10.2 10.4 Strain, % Ult.Stress,ksf 1.42 1.12 3.20 5.42 Strain, % 19.9 19.9 20.0 19.9 Strain rate,%/min. 0.05 0.05 0.05 0.05 Sample Type: Core Client: Deere&Ault Description: lean clay Project: Everist Tunnel Investigation LL=46 PL= 15 PI=31 Assumed Specific Gravity=2.7 Location: TH-308 Remarks: Failure tangents drawn at approximately Depth: 35-39.7' 10%strain and 20%strain. Proj. No.: 108-214.2 Date Sampled: 1/30/09 Knight Piesold Fig. CONSULTING Tested By: jdb Checked By: spb TRIAXIAL COMPRESSIVE STRENGTH 18 , 12 N) - y N . 6 L / / / \\ \ / / / \\ .\ ( 1 11 0 D 6 t 12 't 18 24 30 36 Total Normal Stress,ksf Effective Normal Stress,ksf ——- 30 Sample No. 1 2 3 Water Content,% 23.3 21.5 15.9 25 Dry Density, pcf 67.0 78.2 108.9 Saturation,% 41.6 50.3 78.6 = Void Ratio 1.5139 1.1566 0.5473 Y 20 Diameter, in. 2.95 2.95 2.96 ui v � Height,in. 5.75 5.70 5.98 � ' Water Content,% 49.3 41.0 19.5 Cl') 15 cn Dry Density, pcf 72.3 80.0 110.5 o 7 \ Saturation,% 100.0 100.0 100.0 cti '5 Void Ratio 1.3320 1.1058 0.5256 °' O 10 3 ¢ Diameter,in. 2.87 2.92 2.95 __ - 2 Height, in. 5.61 5.66 5.95 Strain rate,%/min. 0.03 0.03 0.03 5 Eff.Cell Pressure, psi 27.80 55.60 111.10 Fail.Stress, ksf 13.3 11.1 15.2 Excess Pore Pr.,ksf 3.0 5.0 7.1 D 0 5 10 15 2e Strain,% 2.9 2.5 12.1 Axial Ult.Stress,ksf Strain, % Excess Pore Pr.,ksf Strain,% Type of Test: d, Failure,ksf 14.3 14.1 24.1 63 Failure, ksf 1.0 3.0 8.9 CU with Pore Pressures Sample Type: Core Client: Deere&Ault Description: PENDING Project: Everist Tunnel Investigation Assumed Specific Gravity=2.7 Location: TH-306 Remarks:No failure tangents selected. circles Depth: 41.6-43.6' plotted at peak principal stress ratio. Proj. No.: 108-214.2 Date Sampled: 1/30/09 Knight Piésold Fig. CONSULTING Tested By: jdb Checked By: spb 30 301 2 1 I I 20 -------. I 20 1 1 Iy 2 y m 10 N y 10 ED_ '2 y N d y _ , __ ,...--r, 2 0 O ---_---- 2 0 0 am CL ..V W N N > 0 ❑ -10 O ❑ -10 W w -20 -20 0% 10% 20% 0% 10% 20% 30 3 30 4 I 1 I 20 1 20 I I y m 12 10 . w 10 a in Y /— --- a` in Y ;v ` 0 0L- 0 o_ .asa@ € m u) 0 O -10 0 -10 W W -20 -20 0% 10% 20% 0% 10% 20% 15 Peak Strength Total Effective a= 4.88 ksf 4.77 ksf a= 6.1 deg 9.5 deg tan a= 0.11 0.17 10 y / Q i 5 i I/ / \ / 1 I 1 1 I I I 0 0 5 10 15 20 25 30 p, ksf Stress Paths: Total Effective— —— Client: Deere&Ault Project: Everist Tunnel Investigation Location: TH-306 Depth: 41.6-43.6' Project No.: 108-214.2 Fig. Knight Piesold Geotechnical Lab. Tested By: ]db Checked By: spb UNCONFINED COMPRESSIVE STRENGTH UNCONFINED COMPRESSION TEST 10 7.5 4- Y t N > 5 Cl O 2.5 0� 0 0.5 1 1.5 2 Axial Strain, % Sample No. 1 Unconfined strength, ksf 7.01 Undrained shear strength, ksf 3.51 Failure strain, % 1.5 Strain rate, %/min. 0.50 Water content, `)/0 16.6 Wet density, pcf 128.9 Dry density, pcf 110.5 Saturation, % 85.6 Void ratio 0.5254 Specimen diameter, in. 2.98 Specimen height, in. 5.88 Height/diameter ratio 1.97 Description: LL= I PL= I PI= I Assumed GS=2.7 I Type: Core Project No.: 108-214.2 Client: Deere&Ault Date Sampled: 2/3/09 Remarks: Project: Everist Tunnel Investigation Failure selected at peak shear stress. Location: TH-305 Depth: 46.4-48.2' F; Knight Piésold 9. CONSULTING Tested By: ;db Checked By: spb UNCONFINED COMPRESSION TEST 6 4.5 CA . Ne U) a) I- > 3 Co. a) a E O O 1.5 • —1 0 0 1 2 3 4 Axial Strain, % Sample No. 1 Unconfined strength, ksf 4.60 Undrained shear strength, ksf 2.30 Failure strain, % 2.1 Strain rate, %/min. 0.50 Water content, % 16.9 Wet density, pcf 125.1 Dry density, pcf 107.0 Saturation, % 79.4 Void ratio 0.5746 Specimen diameter, in. 2.93 Specimen height, in. 5.97 Height/diameter ratio 2.04 Description: LL= I PL= I PI = I Assumed GS=2.7 I Type: Core Project No.: 108-214.2 Client: Deere&Ault Date Sampled: 2/3/09 Remarks: Project: Everist Tunnel Investigation Trimmed from core.Failure selected at peak shear stress. Location: TH-307 Depth: 30.9-32.9' Fig. Knight Piésold 9 CONSULTING Tested By: jdb Checked By: spb STANDLEY LAKE 2 3 i 4 1 5 6 TABLE 1 SUMMARY OF LABORATORY TESTING OF BEDROCK STRATA - CLAY CONTENT ATTERBERG LIMITS SLAKE DURABILITY UCS SWELL - CONSOL MIN RES BORING DEPTH ♦ MC (%) DO GRAVEL (%) SAND (%) - 200 �_ 2µ U. PI INDEX MC(x) DISPERSIv1TY $�� SWELL (%) VERTICAL LOAD (pst) PH ohmszcrn SO4 (%) CL (%) SAMPLE DESCRIPTION A TL-1 35.3-36.5 13.6 I 121 .2 0 2.7 97 3 49 33 0 3 12.9 3 1.4 10!8 CO TONE i TL- 1 601 -61.0 O.Q9 10. 7 F T N 1 TL- 1 61 0-61 7 16.9 112.2 Q 2 1 97.1 54 36 149 2. 1 i0,,8 TON 178.1 - 4 14. 111902.47.4 0 "09 14. 7 : 1 1 Y TON IS- I d1.5- 8 .3 1 .$ 122 0 0 99.10 30 11.9 1050 p I ToN Tt,- 1 93 7-94 7 12.9 123. 7 Q 9.5 99.5 54 36 18ii ' TONE 6 _, L- I 101 2- 102 2 1Q 4 126 7 0 60 7 39.3 31 I S 0. 1 500 CLAYEY Y SANDSTONE TL- 1 I 110.7- 111 3 11.4 123.3 0 89. 1 , 10.9 NON- LA 178 , SANDS al tgA TL- 2 84 8- 64 9 11, 3 0 35 3 64. 7 39 16 VERY SANDY CLAYSTONC TL- 2 67 6- 68 5 9.2 4 132.4 0 7 4 92 6 44 29 ' • 648 I 1 ' • SANDY gLAYSTONE � TL- 2 69 3- 69 6 ' -r 001 11 2 SANDY CLAYSTONE n 1 . . • 1 - ? 70 3- 71 0 12 3 137.2 0 1 4 98 6 St 3+9 N04 39 t 17 1000 • �C AY5TONE �s - 2 79 7-80 5 10 3 131 0 6.3 94 7 45 27 570 3. ? 1057 Z` AYS TONE W�< T1 2 80.5-81 0 0 2.2 97 8 54 34 t6 71---4 11 3 SAN Y AY TANS L- 2 81 0-81 5 0 _ x___4. 7 95.3 47 16 4 5.8 675 0.01 00007 CLAYSt•NE 54 11-2 92 6-92 9 ' 8 6 0 71 29 24 4 CLAYEY SANDSTONE cP • TL- 2A 62.0-62.4 17.9 0 35. 7 64.3 40 22 VERY SANDY CLAYSTONE TL-3 70 6- 71 .3 17.2 108.8 0 6.3 93. 7 63 41 53 I SANDY CLAYSTONE TL- 4 �6 3- 56 9 16:5 114 0 1 4 98.6 67 44 41 1 4 1000 CLAYSTQN - TL-4 61 0-61 5 a 0 9 3 90 7 - ' 51 32 _,,� .- 590 0 03 0.002 , SANDY CLAYSTONE W TL- 4 61 5- 62 3 13 120.6 0 2 2 97 8 55 39 217 CI AY N StA 11-4 ' 62. 3-428 t- 0 - 18 98. 2 ---- -3b 40 �e 83` • 11 4 t 4 CLA N L- TM-1 29. 2- 30.4 17.9 110.3 0 0 5 99.5 ,~- 63 62 45 02 25 0 6 1129 CLAYSTONE B 8. TM-t 35 5- 35 9 0 0 3 99. 7 66 44 7.6 480 0.05 0 0014 CLAYSTONE -M TM-I 58 5-59 5 13 124.6 0 2 98 49 21 Ili - .------. CLAYS TONE z% TM- t 62 2-63. 2 11.8 125.8 0 t 5 98.5 43 47 30 68 t 1a -4 1 - NE Ii.) TM-2 12.4- 13.4 16.5 114.7 0 8 6 91 .4 48 34 49 0 9 1Q00 SANDY CLAYSTONE TM-4 41 .3- 41 8 0 4 2 95 8 59 38 8. 4 ' 590 ; J.03 0 002 CLAYSTONE -' TM- ? 41 8- 42 5 -- 14 117 5 0 1 6 _ 98 4 52 31 2.36 '-~ CLAYSTONE I iW TM- 7 48.5- 47 5 14. 1 120. 0 -- 0 2 99.8 63 30 120 7.5 1212 �A • io TM- 3 9.8-10 7 15. 1 114 7 0 12. 1 87 9 46 30 39 0.6 1000 SANDY CLAYSTONE TM-3 29. 7- 30.3 12.6 124.3 0 4 5 95.5 43 28 74---. 0.9 ~ 1000 CLAYSTONE I W•� TM- 3 37-0- 37.6 12.1 124.2 0 19- 7 80.3 _ 50 35 217 ' SANDY CLAYSTONE Tm- 3 ♦7 7- 48_5 9 130. 7 4 0 48. 3 51 7 34 20 632 1 VERY SANDY CLAYSTONE I `o TM- 4 20. 4- 21 .4 14.4 119.5 0 1 .9 98. 1 51 48 32 79 7.5 _ _1000 CLAYSTONE P._ TM- 4 50 0- 51 .0 1 9 t- 173 5 0 91. 3 8. 7 NON-PLASTIC - 5166 , SANDSTONE .c% TM- S 24. 5- 25 2 17 ¶13.6 0 5.5 94 5 53 36 69 1 .9 1000 CLAYSTONE a TM-6 ' 9.8. 10 6 17 113.7 0 7.5 92. 5 42 26 27 Q 1 1000 $ANDY CLAYSTONE iSz TM- 7 1 15 6- 16 8 14 120.3 —4 0 7 a 92.2 44 29 ~—' 62 0.0 1044 SANDY CLAYSTONE VC TM- 7 36 2- }7- 2 13. 7 f 122 0 4.6 95.4 44 46 33 83 1.8 1083 CLAYSTONE sW ! �9-LB- 5 87- 88 13 9 115 100 58 35 1.-------•1.-------•'I - CLAYITON a 9—L8- 3 34 2- 35 60 43 CLAYSTONE osi 99—LB- 3 61 -62 3 54 35 1.2 12.9 ►Y TQN K 9999-18-3 71 .2- 72 _ 50 34 01 13.4 I I CLA T¢N a 199-LB- 3 148.8- 149.4 11 5 118.2 56 37 t ' &AYTON AY T N C7 }99-LB-2 512- 52. 2 _ 113 125.3 15 41 57.4 369 S ,99—LB- 2 56. 2- 56 6 2. 1 126.7 0 41 5 693 vCRY ANDY 4LAYST E �o 19—Lk)-3 36 3-77.2 1j9 122 7 201 _ SAN Y CLAY TON x- 9—L — 3 95 1 -96 1 9. 1 130. 7 791 31 18-5 454 104 20 I SAN Y L_AY TIN i 1,99-18-2 68.9- 70.0 9 1 131.3 83 CLA Y IAN9STON $9-LB-3 85 8-86 3 8. 3 i, 132 3 - 1649 - C A Y SANDS [99- LB- 3 87, 5-88 2 t2 3 121 0 70 4 29.6 4 1 CL Y SAN STON =5 49- L8- 3 114 1 - 114 8 10.6 126 0 67 1 32 9 _ _ S2 L`LA Y SANDSTONE ,99-1.8- 2 48 4- 48 9 • 10. 7 125 0 24 76 ,}13 SANDY CLAYSTONE 1 I99-LB-2 82.4-82.9 2.3 146 _ _ 1838 _ SANDSTONE Ira ;b LEGEND - LA i_ 2 la WEATHERED CLAYSTONE 2 m LESS WEATHERED CLAYSTONE 8 WEATHERED SANDY CLAYSTONE, CLAYEY SANDSTONE. SANDSTONE• o LESS WEATHERED VERY SANDY CLAYSTONE, CLAYEY SANDSTONE. SANDSTONE in D NOTE: et 8-GROUPING INCLUDES VERY SANDY CLAYSTONE: VISUAL TABLE IS COLOR-CODED TO MATCH STRATA LEGEND ON D CLASSIFICATION INDICATES SANDSTONE OR CLAYEY FIGURE 3, GEOLOGIC PROFILE OF TUNNELS & SHAFT SANDSTONE IS DOMINANT LITHOLOGY OF STRATA. BASED ON JUDGEMENT THESE TEST RESULTS HAVE BEEN INCLUDED WITH VHF SANDSTONF DATA VERIFY SCALE NO. OATS REv1SiON BY/FIRY CIiK/FIRY 0504 CL O� FARMERS RESERVOIR CIVIL PRO.; 154050 P3 BAR IS ONE INCH Ow pit amAND IRRIGATION CO. DIG 0ItAWING OW RS S TA N D l E Y LAKE TABLE 1 0� 1' qITIC CITY OF THORN TON, CO. F NOT ONE INCH ON CK�I HILL DAM IMPROVEMENT 7ROI:� THIS SHEET. AQAJST CITY OF NORTHGLENN, CO SCALES ACCOROMJGLV I APB Dwo CITY OF WESTMINSTER, CO SHEET FILENAME: GBR\TABLE1.dwg PLOT DATE. 12-OCT-2001 PLOT TIME: - I ! 2 L 3 4 1 5 1 6 5 MEAN 1328 pal — 4 I MEAN 124 pct 0 4-. U) I A C) a MEAN 35 °'. H I MEAN 119 pcf w— 3 - 2 PI a MEAN 31 % Ei 1 I n J E n 2 1 Z I i(� 18 T6 11 -T- I E 1 _N usi ‘1! Qn₹ 10 - 16 -4" IF MEAN 222 pal V1 MEAN 191 psi I 45,- 9 _ 0 I 4 } 4 i i t f -+ 14 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 rsx UCS (psi ) 7 g _ ._ Unconfined Compressive Strength v' 12 for Sandstone and Very Sandy_Claystone Y 6 - 7 - sg iwct 10 4 MEAN 135 pet 3 6 - 5 — tik _ S C- U) U) <% ... ii 5 -- (n 8 So. w 3 — W O O 4 — ,-- -- O n "d 6 ____ O L i 3 H 8: ai E E 3 -- C . . o Z O ._ L 2 C Z Z 4 ,_ O 2 -- _. .D o 2 — _' Q i Z <‘,„ 1 — _ 2 Z 1 -- li §2 U 0 r • ♦ { f . ♦ I I I e - I 0 I 1 F 0 L 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 105 110 115 120 125 130 135 0 20 30 40 50w rN- z UCS (psi ) Dry Density, pcf Plasticity Index, % 01 I - + I I I Unconfined Compressive 115 120 125 130 135 140 145 150 155 160 165 170 175 Stren th Claystone Dry Density for Claystone Plasticity Index for Claystone 9. Y Y Y Dry Density, pcf Dry Density for Sandstone and Very Sandy_ Claystone D J WEATHERED LESS WEATHERED WEATHERED Mir LESS WEATHERED o VERIFY SCALE NO. ()ATE RENSiON Br/TIRY CNK/FIRU own CL GIIIIIMII FARMERS RESERVOIR CIVIL PRO 154050,3 BAR Is ONE INCH ON DR p,+ ISTOGRAMS pwG AND IRRIGATION COCO. OR0 IGINAL Dr+AMANc liR M.. S TA N D I E M LAKEEDROCK PROPERTIES OF SAMPLES FIG 4 it Not +ON CMK RS MH�u CITY OF THORNTON. CO.. THIS sI,EEt, ApAjST DA+11M1+aP,0Y(MENTPR0!:{T CITY OF NORTHGLENN, Co TESTED NEAR LEFT DAM ABUTMENT w SCALES ACCOROGLr I APVO ONUJIIIIIIIIIIIII 1 CITY OF WESTMINSTER, CO SHUT FILENAME: GMR\Fi94(2)-dw9 PLOT DATE: 12-OCT-2001 PLOT TIME: - GREAT WESTERN Normal Stress vs. Peak Shear Stress t-1..30' 12 1 I I I I 10 • ' ; i i I Hill I s I 1 I 1 I I I •• : i i i I i y 4 ,: 1T10 Thousands Normal Stress(psi) O Sheer osta —Bost t Lin •a a 542.0 psi Phis 24.0 degrees Normal Stress vs. Ultimate Shear Stress x1..30' 12 I 10 B F i i os 4 9 Li0 T' 1 i 1 Il s 4 8 B Thousands Normal Stress(pig) O Shear Dada -Best Fit Lin •a=452.0 psi Phis 24.8 depress ADVANCED TERRA TESTING, INC. Normal Stress vs. Peak Shear Stress 12 10 a 6 • • 4 [ I � I i I 2 /J 1 1 1 1 1 ! 0 2 4 6 B 10 Thousands Normal Stress(pat) O SMar Data —Best Fa Line •c n633.5 psi Phi=212 degrees Normal Stress vs. Ultimate Shear Stress I.2,A,20 12 10 1 . 8 I 6 . M , . ii ; � � I 4 , 1 , I I ! : ; II I 2 off ! 0 2 4 6 8 10 Thousands Normal Stress(pet) Q Sher Dais —Best Fit Lhie •e•332.0 Pat Phi•22.3 dogma ADVANCED TERRA TESTING. INC. At SEISMIC MAPS Sei is Hazard Ma2014National U Gsm S p Highest hazard sill A science for a changing world es Y/ O s • 'e u .. 1 — 41 NSI-Ht" Air) til if , —� At hazard VS r. ® M P' . i • ---1: • o-- r Jr• r , , ' N \_____ • s. , 1 L7. „ 1, fe). iisi: ; i ; ir„, , , , , rsirl, 41 dpil, .. 41. ....linl& • , stab anaggill ._ it I vi, . . s'A. • • �.► t Ness IlD . . • 4 • C ti ii r H.' , , • 120° 110° 100° 90° 80° 70° N � � � 7 I lr ~ ` � r, , . . 45° �� / \ -'1' - - -� - - l 1 _ � r I 1 i \- -, ____1; CI\ 7 i / /rs-A,--\-- , ----, _ , _4, - - ,... ___ I 1 / � , - - ` -y / I 1 N 1); \ �� 40° k- - - - - -A x-7--- --- --- H F ..... .._ __ ---i _ - > ,,- ., e _roe, ,1 ` ` I , , , tr i � � 7-L.,— -- _, ___ _ i/ ce. / '` i� / --T-- — -- ----- — -- --i___ - I \04 I-) 1 , \ I 1 ` l i`4 4 ES) 4_.7' I L — — --- -- — ‘ - .mac_ ,,/ J \ \ i 1 nk ‘ \ / a :11. .-... '' ' -..'' •a-- om"= _-F:.--s „t' r C \\ / 0 lIV 35 , , ,. .... \ I . --, r� `ti ../ _ _se—a. - - \ Pi __ r 4 -: ) _if 1 i a I ,5 I\ o _ ,, ) - • hi" i �' _ . -, 30° EXPLANATION ..` / 0 0 -6 - I \ 7 Peak acceleration, expressed as -~ �-- -� r '`' S "-- — — a fraction of standard gravity (g) 0 \ I 1 I O-- - - -K_ t - 0.4 _ \ - \ N Thsite„,„tc_ .--- ..s....\ 0.2 \ 0.14 Areas where suspected nontectonic \ 0 . - , _ , 25° 0.1 earthquakes have been deleted 0.06 0.04 1 0.02 ` �� ;- 0 500 1 ,000 KILOMETERS I 0 500 1 ,000 MILES Two-percent probability of exceedance in 50 years map of peak ground acceleration II II k\lb I la, et a 1 *�' \II I t 2 $& x10 !.,-Th Ay 7 \\\ \_. ji r 1 f.•�'Thy1 �- 4 GAr, 4„. 12 14 t a J I (alJL`I J Lan (((i 4. \ WA0400:11004 If A \ ../f l 'I\ I� ,••••-v-- i) $fl ___I- ?N Z .) w�: 1C ILir i �. i LARK)t--9,__ 2.7 t-ittlik". ri reigning., r.....rr . • \ \ . _ , I �Lir_ _ __ —d \ ' .1 f( Jy '1 t J ••` r r' r� L_:... JAi__:.h it .A 1i A 11^1 .�� *LA .Jl Nrer VS \ C 'ti `� ll Detailed Peak Acceleration EI)virol)n)eI)t, LARRY E.O'BRIAN 7985 VANCE DRIVE,SUITE 205A FOUNDER ARVADA,COLORADO 80003 STEVAN L.O'BRIAN 303-423-7297 PRESIDENT FAX 303-423-7599 June 12, 2020 RECEIVED JUN 12 2020 Weld County Clerk to the Board Board of County Commissioners Office WELD COUNTY 1150 "O" Street COMMISSIONERS Greeley, Colorado 80631 Re: L.G. Everist, Inc. - Ragsdale Reservoirs M-2020-007 Adequacy Response - 02 Packet Dear Sir/Madam: We are delivering to you here with a copy of the second Adequacy response and supporting exhibits for the L.G. Everist, Inc, - Ragsdale Reservoirs application filed with you in February 2020 . Please place this packet with the original book. The original is on file with the Division of Reclamation, Mining & Safety. This copy of the permit application adequacy response is delivered to you pursuant to 34-32 .5-112 (9) (a) , Colorado Revised Statutes 1995, as amended, which states in part: . . . . the applicant shall place a copy of such application for public inspection at the office of the Board and Office of the County Clerk and Recorder of the County in which the affected land is located. This packet must be kept with the book for public review until the application has been approved by the Division. We will contact you once it is and make arrangements to pickup this copy. Please acknowledge receipt of the copy of the permit adequacy response by signing in the appropriate space provided below and returning one copy of this letter to the person delivering it. Yours truly, ENVIRONMENT, INC. X Stevan L. O'Brian enclosure RECEIVED THIS DAY OF , 2020, one copy of the adequacy response 02 packet for above referenced mine. (� Weld County Clerk to the Board ` Ub l i c Re6etAJ oltaof By 2020-2102 C:G:PLC Tip),Pc...)(ER lc H IJfh(CK) O'7w!(aO Eiviroinet, C. LARRY E.O'BRIAN 7985 VANCE DRIVE,SUITE 205A FOUNDER ARVADA,COLORADO 80003 STEVAN L.O'BRIAN 303-423-7297 PRESIDENT FAX 303.423-7599 June 11, 2020 Mr. Eric Scott Division of Reclamation, Mining & Safety 1313 Sherman St.,#215 Denver, CO 80215 Dear Eric; RE: L.G. Everist, Inc. Ragsdale Reservoirs, Permit # M-2020-007 Adequacy Response#1 On behalf of our client L.G. Everist, Inc., I will respond to your second adequacy review letter dated May 14, 2020, in the order and number format presented in that document. EXHIBIT C - Pre-mining and Mining Plan Map(s)of Affected Lands (Rule 6.4.3): Please show the proposed locations of site facilities such as: processing plant, office, scale, settling pond, conveyor routes, etc. on the mining plan map. Costs for removing/reclaiming these features will need to be included in Exhibit L— Reclamation Costs. The exact layout of the Processing Plant,office and scale are not known at this time. Map Exhibit C-4 - Phase 3 Plant Site Map shows the approximate areas where the processing plant, material stockpiles,scale house/office and scales will be located. The area on the north end of Phase 3 will be used to stockpile reclamation materials and as an overflow area for finished material stockpiles as needed. The settling ponds will be located in Phase 1A as long as Phase 3 is the processing area. The plan is to divide Phase lA into 2 cells, that will filter and recycle the wash water back to the plant. The southern end will be where the process water enters the settling pond facility and heavier material settles out. The northern area will be the fresh water pond. Periodically, the southern cell will be cleaned out of accumulated fines which can be used for reclamation. The processing plants, office/scale house,scale and conveyors are not permanent facilities and would be removed by the equipment owners prior to reclamation being Environment, Inc. Page 2 Adequacy Response#2 June 11, 2020 M-2020-007 required. A cost to remove their concrete supports is included in the Reclamation Cost Estimate as concrete removal. The Mining Plan has been revised to explain this process and updated to match the mining plan revisions based on the proposed bonding discussed later in this response. Pit side and lateral berm widths/armoring —please see following comments under Exhibit E and address accordingly. See response for Exhibit E. EXHIBIT E - Reclamation Plan (Rule 6.4.5): The proposed mining and reclamation plan submitted states that a minimum of 150' will be maintained between the base of the existing berms/levee and the mining extent(top of pit), however no pit wall armoring or flood control structures have been included in the mining or reclamation plans. To insure that final reclamation configurations meet requirements for long-term stability, DRMS defaults to the recommendations provided within the UDFCD Guidance for Gravel Mining and Water Storage Activities Within or Adjacent to 100-Year Floodplains for sites adjacent to the South Platte River and its major tributaries. According to UDFCD guidance Table 2.1 River top Berm Width (page 27); even if DRMS assumed that the existing riprap on the bank of the South Platte met the specifications for riverbank protection, the minimum top width of the riverbank berm with no pit-side protection would be 250 feet. If both riverbank and pitside banks are protected according to the provided guidelines, the guidance states that a minimum rivertop berm width of 150 feet is acceptable. The armoring done along the river bank and the construction of a secondary protection berm done by landowners in the past is adequate for protecting the riverside bank from flooding. This is evident and proven as both the armoring and berm have been in place for many years and resisted both the 2013 flood event and the 2015 high water periods most recently. In response to the Division's reclamation recommendations noted above, L.G. Everist's in-house engineers prepared an analysis of the river along the west sides of Phases 1 and 2 and determined that the most advantageous way to proceed was to armor the pit side of the bank of both Phases because they lie in between the 250 foot and 150 foot setback as proposed in the Mining Plan. In Phase 1 this amounts to approximately 3195 linear feet and in Phase 2 approximately 1983 liner feet. L.G. Everist will commit to armoring the west banks of Phase 1 and the Phase 2 as shown on the Reclamation Plan Maps and as described in the Bank Armoring Plan that is attached. This will be done from the surface of the ground to a point 5 feet below the thalweg of the South Platte River with a face slope of 3h to lv using concrete rubble with all exposed rebar removed, see Figure 1 in the Bank Armoring Environment, Inc. Page 3 Adequacy Response#2 June 11, 2020 M-2020-007 Plant. The concrete will be between 12 and 24 inches or larger in size, the above water portions will be soiled and revegetated. This will be done once rough sloping is completed in these areas and concurrent with reclamation. L.G. Everist plans to do the armoring in 1,000 foot long sections as the slopes are in final grading. The Bank Armoring plan explains the placement and where the unit volume of 2.35 cyds per linear foot was determined. LGE will also commit to having 2,350 cyds of armoring material stored within 500 feet of the areas needing armoring at all times. The cost to install t 2,350 cyds of bank armoring is included in the Reclamation Cost Estimate. I have revised the Mining and Reclamation Plans and Reclamation Plan Maps to reflect these changes. In addition, the UDFCD guidance shown in Table 2.2 Lateral Berm Top-Width (page 28) states that the minimum berm top width for an unprotected Type A lateral berm (the berm between Phase 1 and Phase 2) should be 250 feet. If the banks of the lateral berm are protected according to the provided guidelines, that distance can be reduced to 100 feet. Figure 1 shows the lateral berm configuration between Phase 1 and Phase 2. The riverbank(blue line) was located in the field and using aerial photos. The permit limits (white Line) and the mining highwall line (light blue) were added from the permit maps. The highwall line is the top of the bank for each reservoir. The 150 foot river setback line (green)and 250 foot setback line (red) was added then to determine the relationship of the river setback on the lateral berm. A 400 foot was later added (purple) to help determine that the width of the lateral berm was at least 250 feet wide within 400 feet of the riverbank. At the 400 foot setback line, the lateral berm is in excess of 350 feet wide so no armoring is needed on the berm. DRMS could review sound arguments to modify those requirements on a site-specific basis, but there will need to be sufficient hydrologic/engineering justification provided to do so. Please modify the mining and reclamation plans and maps as needed to depict the appropriate berm widths for unprotected features, or, provide the appropriate designs and show the locations for the necessary pitside protection structures on the Reclamation Plan Map. Costs for pitside/berm protection will also need to be included in Exhibit L. I have revised the Mining and Reclamation Plans and Maps as discussed to show the location of the armoring to be installed in Phases 1 & 2. I have included a cost to install the armoring in Phase 1 with the commitment to have 2,350 cyds of concrete rubble near the placement area. Only placement cost is included since it will not have to be purchased. Text remains in this exhibit requesting "..that the establishment of full revegetation will not be required for permit acreage release if"reasonable assurance"that the development for the approved post mining land use will continue prior to establishing permanent vegetation. An example of"reasonable assurance" is a letter from the landowner(Cannon Land Company) Environment, Inc. Page 4 Adequacy Response#2 June 11, 2020 M-2020-007 stating they accept the reclamation "as is..". As previously stated, no "reasonable assurance" exceptions as described in the permit application will be made. This was my mistake I forgot to remove that area. It has been removed in this verison of the Mining Plan. Thank you for reminding me to remove it. EXHIBIT F - Reclamation Plan Map(Rule 6.4.6): Please show the locations of proposed flood control structures/pit armoring in Phases 1 and 2, or the modified berm widths for unprotected features within the 100 year floodplain as described above. The Reclamation Plan Maps have been revised to show the armored sections in Phases 1 and 2. . EXHIBIT G -Water Information (Rule 6.4.7): DRMS acknowledges the permittee's commitment to conducting the required well testing prior to installing slurry walls, dewatering, or exposing groundwater within 200 feet of the well. Based on the provided information it appears that the McPeek well will need to be tested prior to the commencement of mining in Phase 1A, however, it may be more cost effective to conduct all the baseline testing at the same time. We concur that testing the 3 remaining wells is the most practical. L.G. Everist proposes to send each well owner a contact letter requesting permission to test their well. The letter will have a place for them to sign giving said permission or if they opt to not have the well tested, a place to decline the request will be provided. They will be asked to provide their contact information and any other information they wish to provide prior to the test being done and return the letter so testing can be done. If they fail to return the letter in a timely manner (30 days), LGE will assume they do not want the wells tested. Copies of the contact letter and any information they provided will be submitted to the Division for the record. For any tested wells, the test results will be filed with the Division for the record. EXHIBIT L - Reclamation Costs (Rule 6.4.12): All information necessary to calculate the costs of reclamation must be submitted and broken down into the various major phases of reclamation. You must provide sufficient information to calculate the cost of reclamation that would be incurred by the state. Based on the information provided for the phased mining DRMS suggests the following breakdown for calculation of the required bond at this time: Note:I left the rest of this comment out since it dealt with suggestions on the format and information needed by the Division to complete their analysis. I revised the Mining and Reclamation Plans to better explain what was proposed and changed the maximum disturbance analysis as previously presented into a phase-by-phase bond. I revised Exhibit L - Reclamation Costs, Exhibit D - Mining Plan and Exhibit E - Reclamation Plan to match the proposed bonding scenario. In Environment, Inc. Page 5 Adequacy Response#2 June 11, 2020 M-2020-007 this proposal, Phase 1A will be mined and used as a settling pond, and Phase 3 will be totally stripped and used as the processing plant area,stockpile areas and office/scale house area for the foreseeable future. Phase 1 will be the primary mining area initially and no disturbance will occur in Phases 2 or 2A until the bond can be reevaluated to allow LGE to move into one or both of the new Phases. LGE will evaluate the bond prior to opening a new stage and adjust the bond if needed to fit the next phase of mining and reclamation. The Reclamation activities and bond calculation page shown at the end of Exhibit L - Reclamation Cost is a recap of the areas needing reclamation as described above. The first table (blue shaded area) has the various volumes or acreages needing the reclamation activity list across the top of the table for each Phase shown in the left column. The Reservoir armoring has the total length that would be armored but the calculation uses 1,000 feet since the armoring will be done in increments of 1,000 feet as reclamation progresses. The in-progress activities are those that will take place as mining progresses. Items like resoiling stripped area, cut/fill grading on the working face,and the sectional placement of the armoring material. The yellow area covers the estimated cost for doing the reclamation on the areas presented in the blue section. EXHIBIT S - Permanent Man-Made Structures (Rule 6.4.19): Geotechnical Stability Submittal—DRMS has reviewed the provided Slope Stability Analysis. DRMS agrees that the pit slopes should be characterized as Critical Features for the reasons given. However, the Division does not agree that utilizing back-calculated strength parameters and slope failure data from a site located one mile south of the proposed permit qualifies as multiple site-specific strength measurements, and therefore the more conservative FoS values of 1.5 for static conditions and 1.3 for seismic conditions from the DRMS guidance should be utilized. There also do not appear to be any loads applied to the slope for any topsoil or overburden stockpiles that are depicted and will be placed adjacent to the excavations. DRMS notes that the static, and draw-down FoS provided seem to easily exceed the required value of 1.5, however the seismic FoS barely exceeds 1.15, even without stockpile loading, indicating that liquefaction may be a concern at this site. No information was provided regarding how the seismic FoS was generated, so the Division cannot evaluate the parameters used. At this time DRMS cannot accept the Stability Analysis provided. Please modify the analysis to address the issues noted above and/or modify the proposed mining and reclamation plans as needed to demonstrate that the proposed configuration provides adequate protection for adjacent structures and long term stability. Please see comment under"Additional Information:" below regarding providing structure damage agreements to all structure owners within 200' of the site. Attached is a response and additional information prepared by Deere& Ault to address the Divisions concerns. Environment, Inc. Page 6 Adequacy Response#2 June 11,2020 M-2020-007 Additional Information: You will need to provide the Division with proof of notice to surrounding property owners/structure owners within 200' of the permit. DRMS notes that there was a USPS "delivery failure" for the required notices to CenturyLink which still show as "in transit". If delivery of these notices cannot be verified, the permittee will be required to re-send the required notices that the USPS failed to deliver, or provide proof of delivery for, and to allow for the 20 day comment period for those parties. DRMS suggests that the notices be resent using FedEx or another trackable service to minimize the time required. Attached are copies of e-mails from UPRR and Century link confirming they received the Public Notice letters even though the U5P5 failed to provide the service they were paid for. Any letters from other commenting agencies/entities received by the Division for this permit to date are available for review through the imaged document data link provided below, or through the DRMS website. http://www.colorado.qov/pacific/drms/data-search. As of June 1, 2020 there are no other agency comment letters in the permit files List of items attached Map Exhibit C-4- Phase 3 Plant Site Map Exhibit FB - Reclamation Plan Map option B - Figure 1 -Lateral Berm Plat revised Exhibit 0 - Mining Plan& Timetable- revised Exhibit L- Reclamation costs - revised Exhibit E - Reclamation Plan&Timetable- Missing Adjoining Landowner Notice Receipts revised Bank Armoring Plan Exhibit FA - Reclamation Map option A - Deere&Ault Geotechnical analysis (revised) revised I hope these responses have addressed the adequacy questions you had. I will place a copy of this packet with the Weld County Clerk's office as required and get you a copy of the receipt. If you have any questions please call. Sincerely, Environment, Inc 6.440-&_ Stevan L. O'Brian President cc L.G. Everist, Inc. Weld County Clerk file enclosures «•' • PICAL Sic' Tn5n.•- I .l -- .' S ` `• • ....."..:1'1'1.....1.. I I •'.'.•FRESH WATER CELL.'.':. 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I ' :: `) \ __ —r d"FTLiS ::J ............▪..........: ............................................... ............1111........ .�' WNER: MICHAEL BANGERT & •AII . I "lc-............................... .• ::•:::r::ti•:ti:ti{:r}:•:•::t: ...m. 1 APN: 130919000 .35 .A I' DESCRITION Porte 002201222.2...01),*all of the SW!A Senn6 E106.rM SEkE1.SEtE1.SW13&.PHSW1.2012W1,tEWNWI..H1SE1N1I. all of M.SENEI.SWNE1.S.T...,42222,,5 NW;SEW N.60flL add Pon of Ms WINE;5.0x0 0,Taw.tl}2...Peg.WW,Mh1M,Weld n0•n.00000, Map Exhibit C-0-Phase 3 Plant Site Map Ai d& L.G. Everist, Inc. .....R e�dummayrr 0,c A am . APPLICATION FOR A 112 PERMIT FAINT" RA65DALE RESERVOIRS [t 7321 East 88th Avenue I Henderson,Colorado 80640 phone:(303)287-4656 I fart(303)289-1348 MI OM 2020-1tSXM 7Jr io G1 co ADEQUACY FIGURE 1 -_ • .,,,iii v' :.-4-.-tr ?' r 1 1 '. . 'tP `1t' ;`Y s ., 1` 7 :� x a 1 �( lit �' ,�, • Q'RR'-'Permit o o 'rid �'�• k h c£ • � a I t :yi (''...,.•,• 'V, 0 rat r. �', > 1 \ „`� i yr` e. 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J p171_ :-.4', - -,1 4, -s ..M N ' Ja t�j 4'''''', ,`,,,.44,,, .1= ��4 i11 i 4� ��p s 4.._y n _i:4 • y-, z 1• ,1 4 # _ 250' River Off-Set a � ' -River Bank iltr ti .1 t. `« µ �� ....1 `' _ ,}, �Y -Set � �` ' r r 50 aver �a ,----- , .5 4 E '1 vp+"�- 'F .. ,lam '# 4 z.r, s. aY d1�1 `S' '�+ r�.•' T' 6. s .tot tr' ..,,,,u.,,,,,_,; .`• } +, •..'....'4'11,44'.'. +�-,tit` .yr`i«r ,j{+1 •1.� ' 1 „aa11 1 r �. '� + ,K a ;•Y•�4!-4 /9 t Y " 016 LLla �k' .--‘140� dr ,.l F s ' ' ' 4,, '..'' l• Y-41' * 4..e.: '' . ^.1 , 't.'.:-X%, t''...:,1= -'' -- it- - N O O N O O O N -.1 0 EXHIBIT D MINING PLAN AND TIMETABLE LOCATION This is an open pit mine located about 3 .5 miles north of Fort Lupton, Colorado, with the entrance on the west side of State Highway 85 . To reach the mine from the Ft. Lupton, go north on HWY 85 about 3 .5 miles to Weld County Road 20 . The coordinates of the entrance are 40°07 ' 50 .492" , -104°48 ' 39.076" . Please refer to EXHIBIT B-VICINITY MAP for the property configuration and the relationships to surrounding geological features . The area to be mined lies north of this point on the west and east of sides of HWY 85 and Union Pacific Railroad (UPRR) . GENERAL INFORMATION The primary commodities to be mined are sand, gravel, topsoil, overburden, and borrow materials. No incidental commodities will be produced at this mine. Throughout this application we will refer to the two areas, (a) the west area containing Phases 1, 2 & 3 and backfill areas, and (b) an east area containing Phases 4, 5 & 6 and the backfill areas east of the railroad. The western area is made up of five (5) mining areas - three areas will be mined and reclaimed as developed water storage reservoirs and two areas will be mined, backfilled and reclaimed as cropland. The eastern area will have up to eight (8) mining areas, of which five (5) areas will become reservoirs and 3 areas will be backfilled and reclaimed as cropland. Mining in Phases 1, 2,3,4, 5 & 6 will be mined after the slurry walls are completed around them. Stages 1A, 2A, 4A, 4B, and 5A will be dewatered during mining so they can be mined dry. Dewatering will continue until mining ends in each of the backfill stages. The area being permitted and much of the surrounding areas has historically been used as irrigated cropland (irrigated and non-irrigated) , and vacant land. This site lies near the South Platte River, so it contains an alluvial gravel deposit in the western area, which extends into a large terrace of gravel in the eastern area. CURRENT CONDITIONS Large portions of the lands to be permitted are currently operated as an irrigated farm land, by Cannon Land Company. There are two operation areas separated HWY 85 and the UPRR tracks that run north to south. The area between the east and west areas contain fiber optic lines, telephone lines, gaslines and electric lines as well as the roadway and the tracks. The western area lies between the South Platte River and Hwy 85 and is currently an active farm, with support structures that will be removed as mining progresses . There are no County roads or public facilities in this area. The oil and gas facilities on this side are four (4) oil/gas wells on the site, three (3) of which are shut-in. The Platte Valley Canal cross this area from north to south and will not be disturbed by mining. The eastern area is also used as an active farm with associated support structures similar to the west side. Two Weld L.G. Everist, Inc- Ragsdale Reservoirs June 11, 2020 D-1 EXHIBIT D MINING PLAN(corm) County roads (22 & 22 . 5) are adjacent to the eastern area. The eastern area also has oil and gas facilities, which include four (4) oil/gas wells, three (3) of which are shut-in. "Shut-in wells" is "A well which is capable of producing but is not presently producing. " They are usually plugged and abandoned completely by the oil/gas company at some time in the future. The Platteville Ditch runs along the east side of the east parcel. MAP EXHIBIT C-CURRENT CONDITIONS MAP, shows the outline of the Affected Lands/permit area, the adjacent landowners within 200 feet of the facility, current topography, hydrologic and surface features of the property. Of particular note, the western permit/affected lands line is established one-hundred (100) feet east and parallel to the east toe of the berm built by the landowners along the South Platte River and/or historical levees built by the US Army Corps of Engineers along the South Platte. Over the years, it appears this bank has been lined with armoring materials along its entire length by multiple landowners. No mining will take place within a minimum of 150 feet from the river bank that exists at this time. Mining will be done at a slope of 3-height (3h) to 1-vertical (lv) from ground surface to the floor of the mine inside each reservoir. The initial access to the site is via an existing Private Road, located west of Highway 85 and in alignment with County Road 20, and running along the south side of Phase 3 in the western parcel. In most cases, existing farm roads will be used that are within the permit area. The initial Plant Site will be located on the area north of this access road. A second mine access road may be constructed on the east side near the eastern Plant Site in Phase 4A when operations begin in that area. The approximate location of both access roads are shown on MAP EXHIBIT C-1 -MINING PLAN MAP and MAP EXHIBIT C-CURRENT CONDITIONS MAP. In the future a conveyor crossing from the eastern area to the western area may need to be constructed. This would only happen if L.G. Everist, Inc. were to obtain the necessary permits to cross Highway 85 and the UPRR with a conveyor. Should this happen, an amendment will be filed with the Division that would include the, Source of Legal Rights to Enter, crossing permits and show the location and design details for the crossings. The access roads will be constructed of gravel from the site. They will be at least 40 feet wide and graded to allow for drainage and have ditches as necessary to collect runoff. Any runoff from the road will be retained on-site and allowed to soak into the ground or evaporate. The road will be maintained as needed. Maintenance roads will be built around each reservoir to provide access for the owners. The access roads will remain when reclamation ends as they will be used to access the property. GEOLOGIC SETTING The affected lands are located along the South Platte River in a Quaternary age, Piney Creek alluvial deposit. The eastward dipping beds of upper Cretaceous age are overlain at an angular unconformity, by the Piney Creek alluvium. The sand and gravel encountered in the Piney Creek alluvium are a result of water L.G. Everist, Inc-Ragsdale Reservoirs June 11,2020 D-2 EXHIBIT D MINING PLAN(coNT) erosion and redeposition of rock materials from the Front Range of the Rocky Mountains. The deposition of this material occurred during a time when the river was much larger than it is now. But, judging from the scarcity of large rocks found at the location, the velocity of the river must have slowed sufficiently to have dropped boulders and most large cobble before it reached this point . This type of material is typically found from south of Denver to the Colorado state line along the South Platte River. The thickness of the mineral deposit varies from 8 to 52+ feet and the average depth on this mine is approximately 40 feet deep. This site has a zero to 10 inch layer of topsoil, consisting of loam and zero to 36 inches of a clay loam to sandy clay loam overburden that overlays the gravel . This alluvium is a well-sorted coarse gravel, sand and silt, predominantly granitic and quartzite material with minor amounts of gneiss, schist and sandstone. The bedrock under the surface gravel is a grey to grey black shale that is impervious. SOILS AND OVERBURDEN The SOILS MAP IN EXHIBIT I, shows the soil types as delineated by the National Resource Conservation Service (NRCS) and obtained from their website. The information contained in EXHIBITI/Jwill provide background levels for the site as reclamation begins on the entire area. The depths of the topsoil and overburden, shown in the following table were obtained from drill logs provided by the Cannon Land Company. There are eleven (11) types of soils found on the site. These soils are typically found throughout Weld County. They have no unusual qualities . The eleven types of natural soils on the site as determined by the Natural Resource Conservation Service and shown in the report are designated as map Units 1, 2, 3, 10, 16, 21, 22, 38, 42, 52, and 76 . Soil units 38 and 76 are very small areas on the edges of the mine that will not be mined. See the soils map in the NRCS report for how the soils are distributed on the permit area. The NRCS report contains detailed information including the soils description, and chemical, physical, and engineering qualities, which can be found in ExHIBITI-Sons. The Vegetation inventory applies to only the non-farmed area in each soil type and is provided as background for when the perimeters of the lakes and backfilled areas are revegetated. Typically, at this time, the irrigated areas are used to grow various crops, such as corn, wheat, barley, sorghum or sunflowers. L.G. Everist, Inc-Ragsdale Reservoirs June 11,2020 D-3 EXHIBIT D MINING PLAN(corm) SOIL UNIT NAME APPROX DEPT OF DEPTH OF UNIT AREA TOPSOIL, OVERBURDEN (AC) (INCHES) (INCHES) 1 Altvan loam, 0 to 1 percent slopes 265.7 10 25 2 Altvan loam, 1 to 3 percent slopes 93.3 10 24 3 Aquolls and Aquents, gravelly 198.7 12 36 substratum Ellicott-Ellicott sandy-skeletal complex, 10 0 to 3 percent slopes, rarely flooded 23.8 0 0 16 Colby loam, 3 to 5 percent slopes 10.7 7 36 21 Dacono clay loam, 0 to 1 percent 23.7 12 36 slopes 22 Dacono clay loam, 1 to 3 percent 20.4 12 36 slopes 38 Nelson fine sandy loam, 3 to 9 percent 0.0 9 NA slopes 42 Nunn clay loam, 1 to 3 percent slopes 0.2 9 NA 53 Otero sandy loam, 3 to 5 percent 45.0 12 36 slopes 76 Vona sandy loam, 1 to 3 percent 0.1 6 NA slopes Based on the soils report and on site observations there are sufficient quantities of soil available to reclaim the disturbed lands to their present condition. The excess overburden will be placed into the five (5) settling ponds/overburden backfill Phases shown on the MAP EXHIBIT C-1 - MINING PLAN MAP, or removed from the site. The soils on the permit area that will be salvaged and replaced should be capable of growing vegetation consistent with what is required by the Reclamation Plan. The average depth of topsoil on the site according to the NRCS report and site investigations is 0 to 12 inches deep. Enough topsoil will be retained to place an average of 6-12 inches on the areas to be revegetated. As each area is stripped, L.G. Everist will determine how much soil will be needed to reclaim the area and it will be stockpiled for use in reclamation. Over the life of the mine, an estimated 816, 000 yards of topsoil will be stripped from the mined area but, a minimum of 241, 500 yards will be retained for resoiling the areas to be revegetated. In addition, there is from 0 to 3 feet of overburden on most of the site. Much of this overburden will be retained and used to backfill the areas shown on the maps or removed from the site. The topsoil and overburden stockpiles will be located around the excavation, typical piles in possible location are shown on the MAP EXHIBIT C-1 - MINING PLAN MAP. If the soil stockpiles remain undisturbed for more than one year, a cover crop of the approved seed mix, at the rate called for in the Reclamation Plan, will be used to revegetate them. L.G. Everist, Inc-Ragsdale Reservoirs June 11, 2020 D-4 EXHIBIT D MINING PLAN(cow) MINING PLAN MAP EXHIBIT C-1 -MINING PLAN MAP shows the approximate direction of mining as it progresses across the site. Initially the plan is for having 180 acres ± of disturbance bonded in Phases 1, lA and 3 to allow for flexibility during mining. This 180 acre area will include stripped, partially mined, partially reclaimed areas. The Plant Site, materials stockpile areas, armored banks where needed and future reservoir areas. As mining progresses across these Phases some parts of the areas will remain undisturbed while other areas will be either, stripped, mined, partially reclaimed or totally reclaimed Under this initial plan Phase lA will be mined and used as settling pond area. The interior slopes will be mined 3h to lv so only backfilling, resoiling and seeding would be needed. Phase 1 would have the slurry wall installed but not certified; all exterior slopes will be graded except where next to the working face. The in-progress items like working face and adjoining slope areas, the bank armoring and reclaiming stripped area will be limited but move from Phase to Phase as Mining progresses. Bank Sloping will not exceed 2600 feet, leaving final grading from %:1 to 3 :1. Bank armoring material will be recycled concrete with all surface exposed rebar removed. LGE will commit to having enough material to armor a minimum of 1000 feet reservoir bank on the mine at one time. The 2350 cubic yards needed for a 1, 000 foot long section will be stored adjacent to the armoring area and parallel to the rivers flow. The armoring will be installed as the final slopes are constructed using the method and volumes shown in the Bank Armoring Plan presented in the APPENDIX. The area needing resoiling would be a maximum of 30 . 0 acres, this includes the pre-mining stripped area and the area above-water around the reservoir that need to be resoiled, graded and seeded. EXHIBIT L-RECLAMATION COSTS contains the acreages, volumes and estimated unit costs that explain the work needed to reclaim the disturbance when this is taking place. Of the 643 .30 acres ± in the permit area, approximately 508 acres ± will be disturbed by mining. This mining plan details the development of the mine site with 2 options. Option A will has a series of eight (8) developed water storage reservoirs using slurry walls around each reservoir. Option B has six (6) lined water storage reservoirs, due to some of the reservoirs being combined if some existing oil and gas wells and pipelines can be relocated or are abandoned and removed. MAP EXHIBIT F-RECLAMATION PLAN MAP -OPTION A and MAP EXHIBIT F- RECLAMATION PLAN MAP-OPTION B show how these options will be developed. More detail is discussed in the following text. The methods discussed below will fit each option unless otherwise stated. Technical Revisions will be filed when needed to incorporate various items from Option B. As stated above, most of the Option B changes are related to oil and gas facility relocations and removals. Other possible Option B changes could occur if the landowners want to start development of facilities related to their developed water storage in a reservoir phase - such as pump houses, inlet/outlet structures, rip-rap - and don't want to wait for DRMS permit acreage release. In this optional case, L.G. Everist would L.G. Everist, Inc-Ragsdale Reservoirs June 11,2020 D-5 EXHIBIT D MINING PLAN(corer) have already reclaimed the reservoir phase (including liner certification, final grading of the reservoir slopes, and initial seeding) , but the phase acreage is not yet released from the DRMS permit (due only to vegetation growth) . L.G. Everist would file Technical Revisions as needed to incorporate the changes. Please refer to MAP EXHIBIT C-1 -MINING PLAN MAP during review of the following text for the location of the areas discussed. At any given time, mining and reclamation may be occurring in one or more phases to accommodate the blending of materials, the natural progression of mining from one Phase to the next, and the relocation of the processing plant and settling ponds. This "concurrent reclamation" allows for reclamation work being completed in one phase while mining begins in another phase. The "direction of mining" arrows on MAP EXHIBIT C-1 -MINING PLAN MAP show the applicant' s best guess on how mining will progress through the mine areas at this time. Natural ground conditions and unforeseen circumstances may necessitate changes to the mining direction throughout the life of the mine. The RECLAMATION COST ESTIMATE-EXHIBIT L is based on an estimated disturbance area when the mine has been open for a few years. The acreage disturbed may increase or decrease as mining progresses. As mining moves from one Phase to another a bond review will be completed prior to moving into the new area. In this review the current bond would be compared with a cost to reclaim the next phase, plus any reclamation left in the current disturbed area. The in-progress items like, working face grading, reclaiming stripped areas and armoring placement costs will be updated and transfer to the new area. Reclamation activities in the existing area will be reduced as appropriate if they are complete and the Surety will be adjusted as needed. Initial mine development will begin on the south end of Phase 3 and in Phase 1A where the topsoil and overburden will be stripped and stockpiled around the disturbed area. Some of this material will be used to construct a sight berm along the east sides of Phases 1A and 3 to limit visibility from Highway 85 into the active mining and processing areas. Any material not used for the sight berm construction will be stockpiled on the north end of Phase 3 for placement in Phase 1A once all sand and gravel have been mined. The berms will vary in height depending on the area to be screened, with 3 :1 slopes on each side. During the stripping process, any structures owned by the Cannon Land Company that will not remain after reclamation is complete will be removed and disposed of properly, this applies to all Phases. Mining will start on the south end of Phase 1A and progress to the north. The setbacks to be used are shown in the table on the MAP EXHIBIT C-1 - MINING PLAN MAP. The aggregates will be removed and stored on the Plant Site area in Phase 3 for processing. This stage will then become a settling pond and excess overburden backfill area, from the development of the reservoirs in Phase 1, Phase 2 and Phase 3 . As mentioned above, the proposed mining sequence may change due to unforeseen circumstances such as market conditions, variations in the natural deposit, agreement restrictions with structure owners, etc. At this time, the plan is to mine them L.G. Everist, Inc- Ragsdale Reservoirs June 11,2020 D-6 EXHIBIT D MINING PLAN(corm) sequentially from 1 thru 6 as shown on the maps. It may not be practical to mine Phase 3 until the end of project . If a secondary haul route cannot be developed for hauling materials from the eastern area Phase 3 will be used as the Plant Site area throughout the life of the mine. Phases 2A, 4A, 4B, and 5A will be mined as described for Phase lA and prior to, or in conjunction with, mining beginning in the corresponding reservoir phase in order to provide areas for disposal of excess overburden and processing fines for those areas. Sight berms will be constructed along the Railroad ROW on the west sides of Phase 4, 4B, 5 and 6 as noted for Phase 3 above. The following mining methods will apply to all of the reservoir Phases. Operations will begin in each Phase of reservoir construction by stripping the area where mining will start. Initially a 30 acre area will be stripped and periodically as mining progresses it will be extended so there is approximately 30 acres ready for mining at any-one-time as each Phase is mined. The topsoil needed for resoiling the above-water areas will be separated from the overburden and stored around the mining area for use in reclamation. Once enough topsoil is salvaged to resoil the above-water disturbed areas with an average of 6-12 inches, the rest may be sold. These stockpiles will be placed strategically in progression with mining, and in some cases the stripped topsoil will be placed on areas where grading and shaping are complete so it only has to be handled once. In Phases 1 and 2, all topsoil storage piles will be located as far from the river as practical, and will run parallel to the river' s flow if located in the floodplain. During the stripping, a slurry wall pad will be built around the reservoir Phase mining area using the excess topsoil and overburden. When the slurry wall pad has been completed, the bentonite slurry wall construction will begin. This is done by excavating a trench in the pad that is keyed into the underlying bedrock and filled with a mix of overburden, bentonite and water to create the slurry that becomes the liner. The overburden not used in slurry wall construction will be placed in the disposal areas or sold. After the slurry wall liner is place within a phase, a dewatering trench will be excavated. Then a pump will be installed and dewatering will begin. This will allow the area within the slurry wall to be dry mined. The trench will be extended around the area as mining progresses. The active mining area in the reservoir phase will remain dry. After mining is completed, final reclamation of the phase can be completed, including liner certification, final grading of slopes and initial seeding for revegetation. At this time, the reservoir will be turned over to the owners. They will be overseeing construction to complete the reservoir operations facilities and filling. As mentioned previously, any developed water storage facility construction that the landowners complete falls under Reclamation Option B and L.G. Everist will file a Technical Revision to incorporate the changes. Dewatering as mining progresses facilitates early testing of the slurry wall liner, which is required to receive liner approval L.G. Everist, Inc- Ragsdale Reservoirs June 11, 2020 D-7 EXHIBIT D MINING PLAN(coNT) certification from the State Engineer' s office. In general, mining will commence in the south end of each Phase and work north (except for Phase 1, where mining will start in the north and progress south) . As noted above, the Alpha suffix stages will be mined first in each general area to provide areas for disposal of excess overburden and processing fines generated from the mine. The working face will be mined near vertical to maximize removal of material from the mine. At its widest point, the working face will be approximately 2600 feet long. If mining ends prematurely, this working face slope will be reclaimed using a cut/fill sloping method instead of backfilling. As mining reaches the vertical face setbacks limits around each reservoir, mining in this band from the top of the slope to the vertical face limit will change to a slope mining method to leave the 3 :1 final slope. We expect to have no more than 2600 linear feet of area needing final exterior sloping at any-one-time. The mining setbacks will vary from the permit boundary and structures as allowed by each agreement for said structures and/or the Geotechnical Stability Analysis. The proposed setbacks are shown in the Setback Table on MAP EXHIBIT C-1 -MINING PLAN MAP. For example, on oil/gas wells, we will maintain a 150 foot radius around each well-head since we plan to leave the natural gravel slope in the reservoirs. The MAP EXHIBIT C-1 -MINING PLAN MAP shows how this will look. The setbacks will be used as a place for access roads to the mine exterior, ditches and oil and gas facilities. The setback areas will be reclaimed if disturbed, but most roads will remain for reservoir access as part of the reclamation plan. The material will be mined using loaders and track hoes (excavators) to remove material from the face. The material will then be delivered to the Plant for processing using haul trucks or a conveyor system. No blasting will take place at this mine. The arrows on MAP EXHIBIT C-1 -MINING PLAN MAP show how we will progress thru the mine area. Reclamation will run concurrent with mining to control the amount of disturbed area in the mine at any- one-time. A reclamation cost estimate is presented in ExhibitLfor start of mining proposed in the following text. This pit will be operated year-around by L.G. Everist, Inc. , weather permitting. There may be periods when the demands for material are slow and no mining will take place, creating an intermittent operations situation. The amount of disturbance to be bonded will allow 180 acres or less at any-one-time. Of this 180 acres, the Plant Site will cover 65 acres, containing processing plant/stockpile area, equipment storage area, temporary overburden and topsoil piles, drying pads and other axillary uses needed at the mine. The remaining 115 acres will contain 30 acres of pre- mining stripped area, the active mining area, reclamation material stockpiles, slurry wall pad area, partially reclaimed area and reclaimed area waiting release. This amount of disturbance may change as the mine develops but prior to exceeding the initial 180 acres, a Technical Revision will be filed to increase the bond and allow for more disturbances . Areas not included in the bonded area will remain in agricultural production and the responsibility for weed control and L.G. Everist, Inc-Ragsdale Reservoirs June 11, 2020 D-8 EXHIBIT D MINING PLAN(coax) agricultural area maintenance is retained by the landowners. Reclamation will begin once we have enough area for stockpiled material and the section to be reclaimed will not have to be disturbed again. Also, reclamation is running concurrent with mining to reduce the amount of disturbance at anyone-time and reclamation is following Option A. Please refer to the MINING TIMETABLES for the estimated acreage of each area associated with the mining part of this operation. Mining equipment may include but is not limited to, front-end loaders, scrapers, excavators, a drag line, dozers, off-road haul trucks, dump trucks and a water truck. Processing equipment may include but is not limited to conveyors, crushers and screen plants. A scale and scale house may be built at the mine during its life. As much as possible, the surface drainage will be maintained in the same direction as it now exists. The proposed sloping plan for the excavated area should eliminate any concerns of erosion occurring from the site. Most of the water used on site will be for dust control used on haul roads or with sand and gravel processing. Please refer to EXHIBITG -WATERfor-WATER for the discussion of how water will be used at the site, the estimated yearly needs and the source of said water. The 2 large irrigation ditches that cross the site and the Cannon return flow ditch will not be impacted by the mining operation. All interior pit slopes will be maintained with a pit- ward attitude so that historic drainage patterns can be maintained. This same slope management plan will prevent any offsite slides or other disruptions . Isolation berms or ditches will be constructed around the mine as needed to prevent stormwater from contacting the disturbed areas . All stormwater contacting the disturbed area will be retained on site and allowed to evaporate or soak into the underlying gravel . No U.S. Army Corps of Engineers, 404 permit is necessary, as mining will not impact waters of the U.S. While there are ditches and a non-determined wetland area between them, these areas will not be disturbed by mining or reclamation. MINING TIMETABLES This estimated mining timetable is based on an average year, and L.G. Everist expects some years to vary widely from the average. If there are changes in the mining timetable, we will discuss the reasons for the change in the annual report that follows the change and modify it at that time if needed. L.G. Everist, Inc-Ragsdale Reservoirs June 11,2020 D-9 EXHIBIT D MINING PLAN(corm) ESTIMATED MINING TIMETABLE- Option A ACRES ± Phase ESTIMATED TOTAL TOTAL MINED MINED EST. YEARS AREA MINED 100% SLOPES SLURRY WALL LENGTH 1A 0.5 to 1.5 29.47 22.86 5.82 17.04 1 2 to 4 80.51 69.35 52.84 16.50 7,900 2A 0.5 to 0.75 25.38 15.08 5.81 9.26 2 4 to 6 156.10 124.23 96.44 27.79 8,275 3 3 to 5 73.98 61.64 43.32 18.32 7,792 4A 0.75 to 1 40.12 32.81 28.30 4.53 4B 0.75 to 1 26.50 19.53 12.79 6.74 4 3 to 5 58.97 49.80 30.67 19.13 6,350 5A 0.3 to 0.6 8.35 3.31 2.44 0.86 5 1 to 3 49.20 32.14 6.47 25.67 5,830 6 3 to 5 94.72 81.25 30.72 50.55 9,770 TOTALS 118.75 to 32.851 643.301 512.001 315.621 196.391 45,917 ESTIMATED MINING TIMETABLE- Option B ACRES + Phase ESTIMATED TOTAL TOTAL MINED MINED EST. YEARS AREA MINED 100% SLOPES SLURRY WALL LENGTH 1A 0.5 to 1.5 29.47 22.86 5.82 17.04 1 2 to 4 80.51 69.35 52.84 16.50 7,900 2A 0.5 to 0.75 25.38 15.08 5.81 9.26 2 4 to 6 156.10 128.85 97.65 31.20 8,275 3 3 to 5 73.98 61.64 43.32 18.32 7,710 4A 0.75 to 1 40.12 32.81 28.29 4.53 4B 0.75 to 1 26.50 19.53 12.79 6.74 4 3 to 5 58.97 49.80 30.67 19.13 6,350 5A 0.3 to 0.6 8.35 3.31 2.44 0.86 5 1 to 3 49.20 32.61 7.36 25.25 5,830 6 3 to 5 94.72 85.83 27.17 58.68 8,100 TOTALS 118.75 to 32.851 643.301 521.671 314.161 207.511 44,305 L.G. Everist, Inc-Ragsdale Reservoirs June 11, 2020 D-10 EXHIBIT E RECLAMATION PLAN AND TIMETABLE OVERVIEW The proposed future use of this site is to create 6 to 8 developed water storage reservoirs with a vegetated border around the highwater lines of each reservoir. Each of the proposed reservoir areas will be sealed with a slurry wall liner. In addition, there are 5 Phases that will be backfilled and used as cropland areas to match the existing land use. Cannon Land Company, the landowner, will be responsible for the construction of any additional reservoir operations facilities (pump houses, inlet/outlet structures, etc. ) on each reservoir once L.G. Everist, Inc. has resoiled and seeded the perimeters and released a Phase from the DRMS permit. The reclamation methods and plans described below will apply to all Phases but may require minor variation depending on the conditions found in each Phase. Reclamation will run concurrent with mining so it will commence as soon as enough area is available to reclaim and not be redisturbed. The setbacks and side slopes from the water's edge to the slurry wall or setback limit will be resoiled and revegetated using the methods described in the following plan. On-site generated inert material will be placed in backfill areas or will be recycled/sold. The applicant proposes bonding to cover the amount of disturbance throughout the mine (180 acres) , including a sufficient length of liner and sloping, acres of seeding, backfilling, armoring etc. If the applicant determines that the amount of disturbance at the mine may soon exceed the bonded amount, the applicant shall submit a bond revision to the Division. As noted in the MINING PLAN, we are proposing two options for reclaiming the site. The methods used to develop the reservoirs in each option have minor differences . The differences being in how Phases 2, 4, 5 and 6 are developed around existing oil/gas facilities that may be relocated or removed in the near future. Please refer to TABLEE-1 RECLAMATION TIMETABLE-OPTION A or TABLE E-2 RECLAMATION TIMETABLE-OPTION B for information on each Option and Phase changes for the Reclamation. Currently, the proposed mine site is primarily irrigated agricultural land, but is broken into 5 different use areas. The current uses are, irrigated crop areas; non-irrigated pasture; ditch and return flow corridors; and also oil/gas operations areas with some high capacity gas pipeline ROW' s. The agricultural uses will continue in areas where mining operations have not yet begun. There is very little native vegetation present on the agricultural areas because of the intensive agricultural practices that have taken place on the land. In most cases, the oil/gas operations areas have little vegetation and the high pressure gasline ROW' s L.G. Everist, Inc- Ragsdale Reservoirs June 11,2020 E-1 EXHIBIT E RECLAMATION PLAN(coNo) have been farmed for many years and the vegetation cover on those areas is consistent with farmed areas. The narrow bands along the Cannon return flow ditch, the Platte Valley Canal and Platteville Ditch have been consistently disturbed by ditch maintenance. This leaves only isolated areas around the permit area with vegetation that may be considered native. The typical vegetation descriptions in EXHIBITSI&Jwill not match the actual current vegetation since the practice for the agricultural activities are that crops are rotated from year to year. RECLAMATION PLAN FOR RESERVOIR AREAS This section covers reclamation on the developed water storage reservoirs in Phases 1 thru 6 . As discussed in the Mining Plan text, reclamation will run concurrent with mining. Initially this will happen when the reservoir slopes area is being mined and graded. The plan is to leave undisturbed natural sand and gravel at 3v:lh slopes in each reservoir phase. The 3h to lv slope of natural, undisturbed materials will need no other reclamation except minor grading to dress the slope. This section covers reclamation on the developed water storage reservoirs in Phases 1 thru 6 . As discussed in the Mining Plan text, reclamation will run concurrent with mining. Initially this will happen when the reservoir slopes area is being mined and graded. The plan is to leave undisturbed natural sand and gravel at 3v:lh slopes in each reservoir phase. The 3h to lv slope of natural, undisturbed materials will need no other reclamation except minor grading to dress the slope. Since the perimeter of the reservoirs will be mined to their final slopes, only minor amounts of slope work will be necessary as mining ends. This will also insure, that if mining ceases before the resource is exhausted, only a minor amount of work would have to be done to finish reclamation on the disturbed area. At this time, the final reservoir levels are estimated to be at the lowest crest elevation around any given reservoir. The temporary topsoil stockpiles in the various mining phases will be available for reclamation needs. When grading and shaping is completed on a large section of reservoir banks, they will be resoiled and then seeded during the next seasonal planting window. The MAP EXHIBIT F-RECLAMATION PLAN MAP - OPTION A and OPTION B show the sloping plans and areas that will be reservoir areas in this plan. All reservoir bank sloping will be completed to the stated 3 :1 slopes or flatter. All areas that are above the high water line, and are not being reclaimed as graveled access roadways, will have an average of 6-12 inches of soil fully replaced and prepped for L.G. Everist, Inc- Ragsdale Reservoirs June 11,2020 E-2 EXHIBIT E RECLAMATION PLAN(corer) seeding. All top soiled areas will be seeded with the seed mix described in this plan, and effective weed control measures will be implemented until the Phase is released from the permit area. As mentioned in the Mining Plan, if the reservoir phase acreage is not released from the DRMS permit, and the landowner constructs developed water storage facilities that are not in this reclamation plan, then L.G. Everist will file a Technical Revision to incorporate the changes. RECLAMATION PLAN FOR BACKFILL AREAS This section covers reclamation on the developed water storage reservoirs in Phase 1A, 2A, 4A, 4B, AND 5A. The 5 areas have commercial deposits of gravel but are too small or too shallow to develop as water storage reservoirs. It was also determined that with the amount of overburden on the reservoir areas, there is not a large enough demand to sell all the overburden that will be stripped. The mining plan calls for leaving the side slopes of these areas graded 3h to lv when mining ends to leave a stable slope during backfilling and so they would not have to be graded if backfilling does not fill them completely. They will then be backfilled using the excess overburden from the initial stripping of a phase and the fines generated during processing of the raw sand and gravel. At any given time, backfilling may be taking place on 2 or more Phases as shown on the MAP EXHIBIT C-1 -MINING PLAN MAP. The intent is to fill Phase lA, 2A and 4B to their existing elevations. Phases 4A and 5A may be filled above the original grade in some areas to dispose of excess overburden. Estimates show that it is possible to complete the backfilling in these Phases as shown on MAP EXHIBIT F-RECLAMATION PLAN MAP -OPTION A and OPTION Bif the amount of overburden is present. At a minimum, each backfilled Phase will be backfilled to a level at least 2 feet above the highest ground water elevations if there is not sufficient material to bring them back to their original elevation. Once backfilling is complete in a Phase, an average of 6-12 inches of topsoil will be spread over the disturbed area and it will be seeded as cropland during the next planting season. Optional Reclamation Plans Note that all changes connected with the following optional plans will take place within the permitted boundaries, therefore not affecting (increasing) the overall acreage of the permitted area and guaranteeing the allowed use of the Technical Revision process for these changes. RESERVOIR AREAS L.G. Everist, Inc-Ragsdale Reservoirs June 11, 2020 E-3 EXHIBIT E RECLAMATION PLAN(corn) We are submitting two options for a final configuration of the reservoir areas. These are based on the current and future status of various oil/gas facilities located in the permit area. Option A - The reservoir configurations for Option A are show on the large map on MAP EXHIBIT F-RECLAMATION PLAN MAP-OPTION A and the areas are shown on the Reclamation timetable for Option A. Option B - The reservoir configurations under Option B are shown on MAP EXHIBIT F-RECLAMATION PLAN MAP -OPTION B and the areas are shown on the Reclamation timetable for Option B. In general, the optional changes in Option B could be caused by oil and gas facility changes, other utility and ROW changes, and changes by the landowner. Changes by the landowners could include their construction of developed water storage facilities prior to acreage release in a reservoir phase, or transforming a backfill phase into a wetland area, for wetland banking by the landowner. If any options of Option B are chosen, L.G. Everist will submit a Technical Revision to incorporate the changes . The methods used to reclaim the reservoirs will be the same for both options as previously discussed. The difference may be an increase/decrease in the volume of developed water storage and an increase/decrease in the amount of revegetation necessary. We do not know when Mining Option B or Reclamation Option B or some part (s) of either or both will be implemented, but we are including these optional plans to increase the flexibility of this permit and account for inevitable changes when mining the site. As mentioned previously, whenever any part (s) of the Option B plans become feasible, we will file a Technical Revision(s) to the Division to provide revised Mining and/or Reclamation Map (s) that will show the changes. The Technical Revision(s) will discuss any changes needed to implement the optional changes, including a discussion on changes in disturbed areas, slurry wall lengths and revegetated areas. GENERAL DISCUSSION There are sufficient amounts of topsoil on the site so the mined areas can be resoiled to an average depth of 6-12 inches. Sufficient topsoil will be saved for use in reclamation. The available topsoil to be salvaged from the stripping process will preclude having to haul additional soils onto the site for revegetation. The existing soils on the property have been capable of producing healthy crops and grasses and are expected to work for use on mined areas that will be revegetated. The vegetation information was obtained from site visits and data provided in the vegetation information obtained from the NRCS soil survey web page. A copy if that report is in EXHIBITIewDJ and describes the current soils and vegetation on the properties. As outlined in the ExHIBITD-MININGPLAN, approximately 508 acres ± of the permitted area will be disturbed as a result of mining activities. The plan calls for initially bonding to have 180 . 00 acres ± disturbed at any-one-time and the disturbed area may be divided between as many as two (2) Reservoir Phases and 2-3 Backfill l l Phases as shown on the MAP EXHIBIT C-1 -MINING PLAN MAP. As L.G. Everist, Inc-Ragsdale Reservoirs June 11, 2020 E-4 EXHIBIT E RECLAMATION PLAN(corm) mining progresses across the property some parts of the property will remain undisturbed while other areas will be either, stripped, mined, partially reclaimed or totally reclaimed. The MAP EXHIBIT C-1 - MININGPLAN MAP shows how the pit will look if it were totally mined. The MAP EXHIBIT F-RECLAMATION PLAN MAP-OPTION A and OPTION B show how the area will look when reclamation is complete. The area will be returned to at least its present vegetative condition when reclamation is complete. Careful analysis of the growth medium and salvageable soil will permit the operator to carry out a soil additive program and to monitor the prescribed seeding plan to determine if the plan requires revision. Under normal weather conditions, an adequate moisture reserve will be present for establishment of the proposed seed mixture. Irrigation is planned for the crop areas on the backfilled Phases, but will not be used for the reservoir perimeters. No revegetation will take place on undisturbed areas, roads or oil/gas operations access roads or facilities. The reclamation timetables show the types and amount of land use in each Phase when reclamation is complete. Approximately 14% of the area in the permit will not be disturbed by mining, either because it is setbacks around well facilities, gaslines ROW's, along the ditches and areas too small to mine that will be kept in their natural state. REVEGETATION PROGRAM The revegetation program to be implemented on the areas to be seeded with grass by L.G. Everist is detailed below. The topsoiling plan presented above and this revegetation program are devised after careful review of the existing soil conditions and present vegetation, both on the site and in the NRCS report. "Revegetation will be carried out in such a way so as to establish a diverse, effective and long-lasting vegetative cover that is capable of self-regeneration without continued dependence on irrigation, soil amendments or fertilizers. " The plan is designed to create a vegetative cover around the reservoirs that is at least equal in extent to the cover of natural vegetation before mining. The use of species native to the area are included. Since the intended use of the reclaimed land along the reservoirs is rangeland, any slopes created will be commensurate with this final land use. Seed will be drilled wherever possible, when drilling is not possible, the seed will be broadcast. The revegetation plan provides for the greatest probability of success in plant establishment and vegetative development by considering environmental factors such as seasonal patterns of precipitation, temperatures and wind. Other considerations, such as soil texture, fertility, slope stability and the direction in which slopes face, have been considered. A weed control plan is included in this plan. Graveled maintenance roads will be built around each reservoir and around each gas/oil well where no seeding or resoiling will take place. This will provide room around each well or reservoir to service it as needed by the well or reservoir owners . The L.G. Everist, Inc-Ragsdale Reservoirs June 11,2020 E-5 EXHIBIT E RECLAMATION PLAN(corer) access roads are shown on the MAP EXHIBIT F-RECLAMATION PLAN MAP-OPTION Aand OPTION B. . SEEDBED PREPARATION When mining on an area is complete or there is room to begin reclamation, any compacted areas will be ripped and scarified to created a deeper root zone under the resoiled areas. Once this is complete, the stockpiled soils will be spread. If tests show a fertilizer is needed, it will be broadcast spread on the seedbed at an adequate rate suggested by NRCS or a seeding/revegetation contractor. On the areas where seed is broadcast, the surface will be left fairly rough to trap the seed and keep it from being affected by wind. SEEDING TIME The grass seed mixture will be planted from early fall through spring (November through May) . The time of planting will be controlled by when the resoiled areas are ready for planting. If fall planting is convenient, the seeding will be done before the first freeze (about the time Winterwheat is planted) . If spring planting is called for, it will be done in March or April, weather permitting, after the last frost. Both periods assure there will be adequate residual ground moisture available for the newly planted seeds. For areas that will be planted with crops, the crops planted will be determined by the Landowners or farmers who handle crop planting now. GRASSES The following seed mix was developed by the NRCS office in Brighton many years ago and is used on all L.G. Everist mining operations in Weld County. It has proven to be very reliable. This mix will place approximately 41 .2 seeds per pound per sq-ft as prescribed by the NRCS planting guidelines. If the seed is broadcast, the amount will be doubled and spread on a rough surface. The seeded areas will then be dragged or raked thoroughly to set the seed. Under normal conditions, the operator will strive for a 30 to 40 percent cover rate on the grass revegetated areas when reclamation is complete. No trees will be planted, because they are not compatible with reservoir development as their root systems affect the liners. It is expected some natural invasion from adjoining areas will occur. PROPOSED SEED MIX Species Lbs. PLS/Acre Western Wheatgrass (Aribba) 5.0 Big Bluestem (Champ) 2.5 Blue Grama (Hachita) 0.6 Switchgrass (Blackwell) 1.75 Total 9.85 L.G. Everist, Inc- Ragsdale Reservoirs June 11,2020 E-6 EXHIBIT E RECLAMATION PLAN(corer) It has been our experience on other operations, that the seeded area will have a heavy cover of weeds after the first year. The second year, there are fewer weeds as the grasses start to take hold. By the third year the weeds are mostly gone and the grass has established itself so it will grow in future years. These weeds also tend to shade the seedbed, retain snow in the winter and act as a wind break for the newly emerging grasses. The area will then be monitored for success of revegetation until it is released from the permit area by the Mined Land Reclamation Board. WEED CONTROL The revegetated areas will be monitored closely each spring for the first two years to determine if noxious weeds are invading the area. L.G. Everist, Inc. will implement a weed monitoring and control plan that covers the areas actively used by their operations. Weed control on the agricultural use areas will be the responsibility of the landowner or farmer using the land. Weed control in the mining and reclamation areas will be initiated if the problem becomes serious or if an excessive weed cover is still present at the end of the second year. In no way should this be taken to mean that L.G. Everist will try to eradicate all the weeds from the site. Some weeds are beneficial to the upland game species in the area, they provide important protection from the elements during winter, and nesting sites during the spring. Total eradication of weeds from the site is not necessarily desirable or possible, so we will be using stronger controls on the noxious weeds and controlling the rest as needed. Weed control may be done through mowing or chemical means. Control of noxious weeds is important to the state, so we will follow USDA Extension Service recommendations to control them. Our Weed Control Plan is included in the APPENDIX. IRRIGATION No irrigation is planned for the revegetated area around the reservoirs. It makes the vegetation dependent on water and does not promote a vegetation cover that is diverse and capable of self regeneration. On cropland area irrigation may be used by the landowners. RECLAMATION PERFORMANCE STANDARDS (The following information is presented to address specific parts or Rule 3 as required by the MLRB Rules and Regulations. ) The operator intends to mine the property in compliance with the Reclamation Performance Standards of Rule 3 . Grading will be done to create a final topography that is compatible with the intended final land use. The slope in the developed water storage reservoirs will be mined to their final slopes. These slopes will be 3 :1 and on the backfilled areas we will attempt to retain the present drainage pattern across the property. A mine entrance sign that conforms to the requirements in Rule 3 .1 .12 (1996) will be installed at the entrance to this facility prior to commencement of mining. L.G. Everist, Inc-Ragsdale Reservoirs June 11,2020 E-7 EXHIBIT E RECLAMATION PLAN(corer) The material used to create the slopes will be native material found on the site. It will consist of sand, gravel, overburden and topsoil. The Phases will be reclaimed so that a suitable grade for drainage exists. All surface runoff will be directed into the excavated area or natural existing drainages around the site. All grading will be done in a manner to control erosion and to protect areas outside the affected lands. All backfilling and grading will be completed as soon as feasible after mining is completed. All refuse will be hauled away or disposed of in a manner that will control unsightliness and protect drainage systems from pollution. There are no acid-forming or toxic materials inherent in the sand and gravel deposit. If petroleum products are stored at the site for mining equipment and operations, they will be stored as prescribed by applicable laws. Any storage tanks will be surrounded by a berm or be of the latest construction, adequate to contain any fluid spilled, should a tank rupture. In addition, there is adequate absorbent materials on site to contain any spills that would occur. There are no drill or auger holes on the land. Maximum slopes will be within the limits set forth in the Rules and Regulations of the Board and will be capable of being traversed by machinery. The operator does not expect prevailing hydrologic conditions to be disturbed. L.G. Everist will comply with applicable Colorado water laws and regulations (as the operator understands them) which govern existing water rights. The operator does not expect to adversely affect the prevailing hydrologic balance of the affected land and surrounding areas. Nor does the operator expect to affect the quality of water in surface and ground-water systems both during and after the mining operation and during reclamation. In addition, the operator shall comply with applicable Federal and Colorado water quality laws and regulations. Any water used in the mining operation and the processing plants will come from water owned or leased by L.G. Everist and legally suitable for use in mining operations . EXHIBITG-WATER INFORMATION contains specific information concerning impacts and uses of water at this mining operation. No dredging takes place at this facility, there are no temporary siltation structures involved in this operation and no mining will be done in a river or waters of the United States . A U.S. Army Corps of Engineers Permit is not required for this operation because no jurisdictional wetlands will be disturbed by mining or other activities on the site. Settling ponds will be constructed on the site to collect water from the material washing at the processing plant (s) . The fines in the wash-water settle out in the ponds and the water is then recirculated to be used again in the processing plant. Groundwater collected from dewatering trenches may be discharged from the site, after any natural fines have settled out. . The discharged groundwater quantities shall be measured and sampled as per the requirements under a CDPS - Sand and Gravel Mining Process Water and Stormwater Combined Permit. There will be no earthen dams on the mined area. The mining and reclamation plans have taken existing wildlife conditions into consideration. The final reclamation will enhance L.G. Everist, Inc- Ragsdale Reservoirs June 11,2020 E-8 EXHIBIT E RECLAMATION PLAN(coNT) the area for wildlife use. The mining and reclamation plans allow for the safety and protection of wildlife remaining on the mine site, at the processing site and along all access roads to the site. In practice this is done by limiting the amount of disturbance, restricting truck and equipment speeds to 15 mph or less and doing concurrent reclamation. Mine employees are trained to deal with wildlife found on the mine during operating hours to avoiding harming them. See EXHIBITH-WILDLIFE for more information. As mentioned previously, topsoil in the property is of good quality, so it should be a decent growth medium for reclamation. When topsoil is removed, to reach the sand and gravel deposit, it will be segregated and stored in graded stockpiles, generally located in areas where disturbances by ongoing mining operations will be at a minimum, i.e. , along setbacks on the pit perimeter. If the topsoil (and overburden) stockpiles remain undisturbed for more than a year, the approved seed mix will be applied to prevent erosion, to control weeds, and to keep them viable for reclamation. Fertilizer and other soil amendments may be used as discussed in this plan. RECLAMATION TIMETABLE Reclamation will begin once enough area has been opened so that any reclamation completed will not be disturbed as mining progresses. This may take 5 or more years depending on the economic conditions in the area and the amount of material mined. The operator anticipates approximately 80% of the total mined land will be reclaimed by the time mining is completed. If revegetation problems occur before release, an analysis of the problem area will be done and the area will be revegetated again as necessary. The seed mixture and rates may be revised as needed to complete reclamation, if a substantial modification is required, the Division will be notified prior to making the change. This gives us the most flexibility to complete reclamation successfully. Table E-1: Reclamation Phases-Option A ACRES ± Misc. (DITCHES Area Years TOTAL WATER REVEGE RoAD AREA TATION UNDISTURB ED AREAS, ETC. ) Phase 1A 5 to 14 29.47 0. 00 22.87 0.00 6.60 Phase 1 3 to 5 80.51 64 .31 8 .03 1.65 6.51 Phase 2A 3 to 8 25.38 0.00 15 .08 0.00 10.30 Phase 2 3 to 5 156.10 15.22 15.22 4 .18 21.33 Phase 3 3 to 5 73 .98 59.04 5.00 2 .12 7.82 Phase 4A 3 to 10 40.12 0.00 32 .81 0. 00 6.97 Phase 4B 3 to 10 26 .50 0.00 19.53 0.00 7.31 Phase 4 3 to 5 58.97 43 .38 10.70 2.56 2.32 L.G. Everist, Inc-Ragsdale Reservoirs June 11,2020 E-9 EXHIBIT E RECLAMATION PLAN(coNT) Phase 5A 3 to 10 8.35 0.00 3 .31 0. 00 5.04 Phase 5 3 to 5 49.20 25.42 7.98 3 .23 12.58 Phase 6 3 to 5 94.72 75.84 12.14 3 .39 3 .34 Totals 643 .30 283 .21 152.67 17.14 90 .12 Table E-1:Reclamation Phases-Option B ACRES ± Misc. (DITCHES Area Years WATER REVEGE- TOTAL ROAD UNDISTUR AREA TAT ION BED AREAS, ETC'. ) Phase 5 to 14 29.47 0. 00 22 . 87 0 . 00 6 . 60 lA Phase 1 3 to 5 80 . 51 64 .31 8 . 03 1 . 65 6 . 51 Phase 3 to 8 25.38 0.00 15 . 08 0 . 00 10 .30 2A Phase 2 3 to 5 156 . 10 119 .38 12 .39 2 . 99 21.33 Phase 3 3 to 5 73 . 98 59 . 04 5 .00 2 . 12 7. 82 Phase 3 to 40.12 0. 00 32 . 81 0 .00 7 .31 4A 10 Phase 3 to 10 26 .50 0. 00 19 . 53 0 . 00 6 . 97 4B Phase 4 3 to 5 58 . 97 43 .38 10 .70 2 .56 2 . 32 Phase 3 to 10 8 .35 0. 00 3 .31 0. 00 5 . 04 5A Phase 5 3 to 5 49 .20 28 .13 5 . 70 2 .79 12 .58 Phase 6 3 to 5 94 .72 77 . 94 9. 76 3 .68 3 .34 Totals 643 .30 392 . 19 145 .18 15. 79 90.12 L.G. Everist, Inc- Ragsdale Reservoirs June 11,2020 E-10 MA Male-iamtr L //' 131 •li I 1 � f l �� t �� • III 11 ll' •-•''','P' /,,t)N, ... . / ,'4',1 (,.,*,0,;\ I 1 11 11 i1It III ,I�� f -i 1 1�fr Ih 1 I 1 ydi s ,,��1 p I M� h II !._ ah r yy .r--' 1 1 I ffi 1�I1 ��y �"� /;14 :�°"� j �' ',1 ..„,-„,-4,--,. .15i9;,,,...,- 1t / I / 1.1 I I)IX� 3 . a 1 ."!:',-,2„,`':11'''''S ;/1 '1 ";1 -y fir. iI, 1� 1. �..j ..8 1. � '1 D 1 •T " 'j1. j�J � - rte_ r 1i, ' ► "L — ..e''' -:--,- ,--7.-,.— --,:-.--7,7,-,,, ,,,-;.-7.--iit,T-,-- --...,;:::"'7"-. • ---'i.i..,,,,\ st.,(,',, ivy:: lid 'k .f A f.,''I;!'st : '•: \ ,,..;"4,4,,',,s.:•:•?,:. f i/• viv I I r /'F, fl7111,:,\*,,,,•..,,,,.,:,,,,t,_t 'i masea1tt1 '✓ a ,: I v 1 1 I r� t k 1 j I(;1, �;,y �� .41,E1I • rrf � �i r \ �� € i �I I I,'. rt,-VI. \ 1 ;'1 1lN1F 1 '�S',a: x — -- • 141 l '' ( 1 biz I r yta i if 4ilr � 1 ,)N !� ,�.- , t,Y� 1 I. 1 r0 1 : '� - 1 .' 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RA65DALE RESERVOIRS 2321 sea caw Avenue I HammN.GlP.ab eowo H pa..,. _, ..rw..Nwxued•.'u. �N.�........e...iw. plume:(303)3874456 16s(303)269-1348 — r/ 11 1 rr ., 1 ,i 4 • .„. ,,: rr > r 1 )yy I,h: It },,,• 6 Pt 8 / Fes.r�.iq ' " °� : I r'11 III �lFrG r P _ I )rt. 1 r ./i f!1 A ,„411, ,Isr-6- ...: ".: ,„;„,.. .4....„*.,;:,l',.••,.. -.'''''-1\ ,i.:,,,,',:. :,. .: .....7.._____JarY.-; !r, fsif 1 '1.1,ri .ti - r.=r _ — - fivi Y 1 'h4114 l oAss.xm tiv+"'7-- /�s, 4� "if 1:1 7:-:-,--'------ -7.rot" '� T) � try .xT:• ,-. ,,,,„:„..r 1 r_4-- -r+ 3,1-t�,, \` �-,\I\\ 4 1 t 4vrp \\i ,,,,,,,,,„„••„,,,,,...•.,.•, t ��;\°::: g.i T.\: I. 1 -\\ iy��i,�lY • ��t t f,1`r� PWSE. 1 1.:•,,,`,,', 'kX g 'j••'i• 7 W 3} ... 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'+ \ Y I �: smE.W (� 11 r 1 —"' ROOD PUN —4E- ♦� \ � `l :„,:,..•.., \4�I � SLURRY WALL Y V\ 'l ` 1!II 0,-_ 'f `hl Al 7.............._nr,;,,,,„,„,1:::::::11 ttRG5OHTBEFNs'l�. i r�rl y il4 ' M lieWrnP+cs�� t.'�ark✓,� - 4-II _,.'InoNlmmxc a¢LLww " ` )4( Tom~V (Iw.IER WEL.(OLWER PERWTe)eti..w...a•N...rr.xr.r...•.b.+.• nom : `\ 1 a■ I Ol/GS WELL., ........- .-. _ \ ,i fI �, I° fR6xwxwar as mwrawnre..,rW.�, \� a' • iu ...®'' Ruuo.o Inar a wnr REaE.zT.TEo.REns rnaPs) /� I : ) RESERVOIR.RGS *......„.......A........." ..r'I,...V..rJ..W rlm.r r ra.r M e ...„....I......W.",,.r/�l•r.W. ''''..-;7'.0e ±� �. I REVEfZT.TED aRE.5(CAn55) Wafd�ir,.q '� .....RWORINO W.•I.•....rpw.I.a rn.rw IN40. uM.1r..,.....„.........clue..�r.. .....,....y fl a>y�arar•W.wM..Nm.rr4.hw+•.....e, .,...rrTw...r.•,.......I.,r,l... Mwp Exhibit F-Reclemstin Plan Mwp-(oRll..e) �elci ®^°• L.G8..Everist Inc. i € i; ' ... .N�.,, : .. 1 ;y ,®,,,,.,,,� APPLICATION FORA 112 PERMIT _ f €3 1 --g741151- s...,pm�na r,rrm .6i.wl i'3 .... ,r;l,,, .W,.,,,,�,,,, RA65DALE RESERVOIRS rszl s•n 03)n�a. amass•,c.w.a•eoseo Phmr(J03)12i-9656�4c(303)229-1348 EXHIBIT L RECLAMATION COSTS (revised 6/11/20) The following information is provided to evaluate the amount of bond needed when mining has reached a point where L.G. Everist, Inc. has approximately 180 acres disturbed in some form or another. Not all of the 180 acres will be disturbed as some areas may be reservoirs that await certification and final release and need no other work to reclaim them. The numbers presented for each item are based on what is estimated to be disturbed at the time when mining has impacted much of the areas in Phase 1, 1A, and 3 . At this mine, it will not be necessary to import fill material to complete reclamation in Phase 1A, as discussed in the Mining Plan. The RECLAMATION ACTIVITIES table below shows the various items needed to reclaim the initial 3 phases once full production is taking place in that area. In this scenario: Phase 1 is the active mining area. There are 30 acres stripped in front of the working face that is 2600 ft long (5 . 65 yds/lft) cut/fill sloping) . Dewatering was calculated on the maximum pumping time being just as mining ends on this phase leaving only the highwall to be graded. That would require dewatering 64 . 31 acres to finish cut-filling on the highwall and final side sloping adjacent to the working face since it has not been certified. All other slopes will be finished as mining progresses to limit the amount of final sloping needed. Resoiling and seeding would be required on 38 . 03 acres, 30 acres stripped and 8 . 03 bank slope reclamation. The completed slurry wall is 7900 feet long at 43 ft . deep. No more than a 1000 foot section of bank armoring on the south end will require placement at any time requiring 2 .35 cy/lf of material (2350 cyds) . A stockpile of this material will be maintained adjacent to the area it is needed so the only cost is for placement . No QA/QC number is included since the walls have been placed prior to mining beginning in any Phase. Phase 1A being used as a settling/fresh water pond. Bonding is just if backfilling is needed. Material to complete back- filling in this phase will be stockpiled on the south end of Phase 1A and North end of Phase 3 to reduce the haul distance. There are 15 . 88 acres of backfilling to fill to a level that is 2 feet above the existing ground water elevation. No side sloping L.G.Everist,Inc. Ragsdale Reservoirs June 11,2020 EXHIBIT L RECLAMATION COST ESTIMATE(cont) will be required, so 647, 680 yards of fill material is needed for backfilling. No seeding is needed, as area will become cropland. Phase 3 is disturbed as it will be used as a processing plant and stockpiling area, potential drying pad for settling pond fines, overburden storage, topsoil storage and equipment parking areas. Approximately 60 .6 acres will be disturbed on this stage, and they would need to be resoiled (91, 500 yards) and graded. This area will be reclaimed as cropland, so no seeding would be done until the farmer puts it back into production. Estimated concrete foundations to remove for processing plant is 200 yds of concrete. The slurry wall is not installed since mining has not started in this Phase so cost is not included. The calculations in this estimate are for bonding the slurry wall liner uses the estimated length of the slurry wall, in the effected Phases (Phase 1) , times the average depth, which includes the bedrock key. The estimated unit cost is based on DRMS past bond calculation of $5 . 00/sq-ft with no reduction for certificate construction. Dewatering costs are based on dewatering all of Phase 1 or 64 . 31 acres, average depth 29 ft . For the slopes volumes, there would be 11 .47 acres of 3 : 1 (166 ac-ft) , 2 .40 acres of near vertical (35 . 0 ac-ft) slopes, and the floor area of 52 . 84 acres (1, 532 ac-ft) . Total water volume to de-water in the Phase 1 lake area is 1733 .48 ac-ft (number is total depths plus half of slope areas times 29 ft. ) . The aquifer inflow (transmissivity) would be 72, 300 gal/day/sq-ft according to our records . Total dewatering time includes 21 . 8 days to pump the lake, 5 . 66 days to build slopes and 0 .23 days to pump recharge. The total pumping time is rounded to 28 . 0 days. The settling ponds areas can be push-filled to a level 2 foot over the ground water table, so no dewatering cost is included for Phase 1A. The Equipment Used in the Estimate Is: Scraper teams - 2-Cat 627G scraper, D9R Dozer, 140H grader & water truck - Resoiling & backfilling Grader - Cat 140H - seedbed prep and ripping plant site Loader - Cat 688 - armoring placement Dozers - 2 - Cat D9R - cut/fill working face sloping Dewatering Pump data 3-600M (6000 gpm each) , 15" , 12"suction & discharge hoses - total (18, 000 gpm) Seeding team - standard farm tractor and pull behind drill, and crimping disk attachment L.G.Everist,Inc. Ragsdale Reservoirs June 11,2020 EXHIBIT L RECLAMATION COST ESTIMATE(cont) Unit Costs Used In Estimate 001 - Revegetation - per acre 850.00 002 - Cat 627G and scraper team Replace Topsoil $0.82 - per cubic yard Haul distance 900 feet or less 003 - Cat 140H blade Rip seed beds per acre $99.11 004 - Cat 140H blade Grade and shape per acre. $93 .71 005 - Construct slurry wall liner per foot-depth $5.00 06 - Cat 988 Loader Place armoring materials per $0.72 yard Haul distance less than 500 ft 07 - Cat D-9R dozer Cut/Fill per cubic yard $0.637 Push distance less than 120 feet 008 - Cat 627G scraper team Backfill Phase 1A $0.824 Haul distance 900 feet of less 009- Mob/demob - Haul distance 5.0 miles average $6,406.48 speed 50 mph 010 - Dewatering 3 pumps cost per day includes $350.00 service and rental costs) 011 - Concrete demo per yard @ $7.00/yd $7.00 012 - Weed Control per year $5, 000.00 013 - Secondary seeding per acre $212.50 L.G.Everist,Inc. Ragsdale Reservoirs June 11,2020 L.G. Everist, Inc. 6/11/2020 Ragsdale Reservoirs Permit# M-2020-007 L.G.`Everist Rags'bale;reserrvoir. RECLAMATION ACTIVITY Grading Slurry wall Cut/fill Reservoir Concrete Secondary Phase ReVegetate Resoil Rip seed and (LINEAR sloping armoring Backfill (Cu bewatering Demo seeding Undisturbed Depth of fill to liner .(AC ) r (AC.) .bed (AG.) Shaping - RTC (Cuyds) (Feet)_ Yds) (AC._? ( upds) e(AC )0. t (AC) 2 ft above ground depth water (ft) 1A. 22`67 $7 2. f 22.87 a 0 X47,671 0:00 0 „ 5 6 60 37 ,"1v 8 03.° .: 8.03 8.03 6,03 7x906 0 3,195 0 3 60,59 60.69: ; 60.59 60.59 6,350 0 0 0; 0.00 200 15.1'6; 7 62 In progress activities-- . Cot/fil2: . sloping,;.. 14,690 I Stripped 30 00,E 3000 30 00 30 00Z i ar r Sequential ff i 4,"4 .� .. i �;i� i ,t� i i�a�, i r � bank srmoring� 1,000 Unit Costa $850.00 - $0.82, $99.11 $93.71 $5.00 $0.64 $0.72 $0.82 $1,050.00 $7.00 $212.50 Total coats 1A $19,439.50 $20,268,67 $2,266.65 $2,143.15, $0.00 $0.00 $0.00 $533,681.17 $0.00 $0.00 $1,214.97, ≥$579,014.11 1 $6,825.30 $7,116.64 $795.85 _;$752.49 $1,501-,000.00 $0.,09:. 0 $0,00 $29,400.00 $0._00. $426.59,91,546,217.07 3 $51,501.50 $53,668.25 $6,005.07 $5,677.89 °$0.00 $0.00 $0.00 $0.00 $19,950.00 $1,400.00 $3,218.64 $141,451.56 $2,266,782.74= In progress costs Cut/fill sloping $9,357.53 $9,357.53 Recoiling $25,500.00 $26,587.68 $2,973.30 $2,811.30 $57,872.28 Armoring $1,692.00 $1,692.00 Mob $6,406.48 $2,242,111.03 Indirect costs Liability 2.02% $47,310.64 Profit 10% $234,211.10 Performance 1.05% $24,592.17 Engineering 6% $140,526.66 Management 5% $117,105.55 $2,$05,857.15 DATA 8 soil depth (in) armoring vol yds per Sit 2.98 1819.33 cy/af 12 inches/ft Recommend bond be set at$2,906,000.00 Lynn Mayer Shults From: Rodney S.Carroll <RSCARROLL@UP.COM> Sent: Wednesday, May 13,2020 3:37 PM To: Lynn Mayer Shults Subject: RE:Ragsdale Reservoirs- L.G.Everist(operator)- Public Notice Letter Received. Thanks Rod S.Carroll General Director-Real Estate 1400 Douglas Street-Stop 1690 I Omaha,NE 68179 Phone:402.544.2221 I Cell:402.210.1550 I Q:rscarroll@up.com iggi BUILDING AMERICA' From: "Lynn Mayer Shults"<Imshults@LGEVERIST.com> To: "'Rodney S.Carroll"<RSCARROLL@UP.COM> Date: 05/13/2020 04:20 PM Subject: RE:Ragsdale Reservoirs-L.G.Everist(operator)-Public Notice Letter * PROCEED WITH CAUTION - This email was sent from outside the Company * Hello Rod, I hope you are doing well. Back in February,we spoke about the structure letter which my company sent out. (see email string below for reference). I am writing now to explain that my company sent a second letter to Union Pacific, as per the DRMS permit application requirements.The second letter is a"Public Notice"letter,which is sent out to landowners,easement holders, and structure owners(so structure owners get 2 letters from applicants). The state agency who approves the permit—DRMS (Division of Reclamation Mining and Safety)—requires the Public Notice letter to be sent Certified and Return Receipt. And we, as the applicant must give the DRMS proof that the letter was sent and received—usually the proof is the return receipt. 1 (JP Lynn Mayer Shults From: Lynn Mayer Shults Sent: Wednesday, May 13,2020 3:19 PM To: 'Rodney S.Carroll' Subject: RE:Ragsdale Reservoirs- L.G.Everist(operator)-Public Notice Letter Attachments: RagRes-Cannon-DRMS-ExO-PublicNoticeLtr-UnionPacificRR-Feb2020.pdf Hello Rod, I hope you are doing well. Back in February,we spoke about the structure letter which my company sent out. (see email string below for reference). I am writing now to explain that my company sent a second letter to Union Pacific,as per the DRMS permit application requirements.The second letter is a"Public Notice" letter,which is sent out to landowners, easement holders, and structure owners(so structure owners get 2 letters from applicants). The state agency who approves the permit—DRMS (Division of Reclamation Mining and Safety)—requires the Public Notice letter to be sent Certified and Return Receipt. And we, as the applicant must give the DRMS proof that the letter was sent and received—usually the proof is the return receipt. Unfortunately, in Union Pacific's case,we have not received a Return Receipt from you. We sent the Public Notice Letter to your address in Omaha in late February, but the USPS tracking information seems to indicate that it was never received, and that it is still"in transit". So, I've included a copy of the Public Notice Letter in this email(including attachments and copies of Cert Mail Receipt). Would you please review and acknowledge -lust with a return email is fine—that you have now seen this"Public Notice" letter? If you have any questions, please let me know, thank you, LYNN LYNN MAYER SHULTS, REGULATORY MANAGER L.G. Everist,Inc.-7321 East 88th Ave, Suite 200, Henderson, CO 80640 office-303-286-2247— Imshultst lgeverist.com www.lqeverist.com SAFE...RELIABLE...PRODUCTIVE From:Rodney S.Carroll<RSCARROLL@UP.COM> Sent:Wednesday, February 26,2020 1:11 PM To: Lynn Mayer Shults<Imshults@LGEVERIST.com> Subject: Re: Ragsdale Reservoirs-L.G.Everist(operator)-additional Info Thanks Lynn! Rod S.Carroll General Director-Real Estate 1400 Douglas Street—Stop 1690 I Omaha,NE 68179 Phone:402.544.2221 I Cell:402.210.1550 I l':rscarrol 17up.com -r BUILDING AMERICA' 1 From: "Lynn Mayer Shults"<Imshults(d),LGEVERIST.com> To: nscarroll@up.com."<rscarroll(a up.com> Date: 02/26/2020 01:48 PM Subject: Ragsdale Reservoirs-L.G.Everist(operator)-additional Info * PROCEED WITH CAUTION - This email was sent from outside the Company Hi Rod! Good talking to you just now. As I said, our permit limits for the proposed sand and gravel operation called Ragsdale Reservoirs have changed since we first sent out the Structure Letters in late Jan-2020. The revised permit limit now excludes US Highway 85 and the UPRR and its Right-of-Way. Here are the two documents that I discussed-the revised Vicinity Map, and the setback details along the UPRR. If you have additional questions, please let me know,thanks, Lynn Lynn Mayer Shults, Regulatory Manager laI f:; L.G.Everist,Inc.ti 7321 East 88th Ave,Suite 200,Henderson,CO 80640 office-303-286-2247"Imshults(alloeverist.com-www.lgeverist.com Safe...Reliable...Productive [attachment"RagRes-Cannon-DRMS-VicinityMap-Feb2020.pdf" deleted by Rodney S.Carroll/UPC] [attachment"RagRes-Cannon-Setbacks&Utilities-EofUPRR-detail MAP.pdf" deleted by Rodney S.Carroll/UPC] ** This email and any attachments may contain information that is confidential and/or privileged for the sole use of the intended recipient.Any use,review, disclosure,copying,distribution or reliance by others,and any forwarding of this email or its contents,without the express permission of the sender is strictly prohibited by law. If you are not the 2 rk':' 7321E Br AVE.,SUITE 200 HENDERSON,CO 80640 303.287.4656 ric L. G. EVERIST, INC, www.LGEVERtsT.com February 25,2020 Union Pacific Railroad 1400 Douglas Street Omaha, NB 68179 Sent via Certified Return Receipt Mail- Certified Mail# 7019 2280 0000 8318 3121 RE: Public Notice Letter-Ragsdale Reservoirs, DRMS Permit#M-2020-007 Dear Union Pacific Railroad: This letter serves as public notice that L.G. Everist, Inc. has filed an application with the Colorado Division of Reclamation, Mining and Safety(DRMS)to obtain a permit to mine and reclaim the site known as Ragsdale Reservoirs. The site will be mined for the natural sand and gravel reserves and will be reclaimed as developed water storage. The site is approximately 643.30 acres located within portions of Sections 7, 8, 17, 18, and 19,all within Township 2 North, Range 66 West of the 6th Prime Meridian,Weld County, Colorado. The property is generally bounded by Weld County Road 22.5 on the north,adjacent farms on the east,Weld County Road 20 on the south,and the South Platte,River on the west. Currently,the property has several land uses, residential,grazing,agriculture, and oil and gas production. As an Owner of Record(landowner, adjoining landowner), Right-of-Way Holder, or Easement Holder-within 200 feet of the permit area-you are receiving this Public Notice Letter and a copy of the Public Notice text as required by the Colorado Division of Reclamation, Mining and Safety(DRMS) rules. The DRMS requires this Public Notice be sent to landowners and/or easement holders(within 200 feet of the permit area)when an application is filed for a reclamation permit. The attached Public Notice contains a date by which you may file any comments with the DRMS for them to be considered during this permitting process. (Note: If you also own a permanent man-made structure within 200 feet of the permit area,you have already received a structure letter from us.) If you have any questions about this notice,please contact Lynn Mayer Shults of L.G. Everist,Inc.(303-286-2247, lmshults@lgeverist.com)or Steve O'Brian of Environment, Inc. (303-423-7297, Environment-inc@outdrs.net) and we will be happy to answer them for you. Sincerely, .../.110kW- L.G. Everlst,Inc. Lynn Mayer Shults cc: Stevan L.O'Brian, Environment, Inc. attached: Public Notice Vicinity Map RagRes-Cannon-DRMS-ExO-P ubllcNoticeLtr-30-Feb2020 7321 E 88n'AVE.,SUITE 200 HENDERSON,CO 80640 VI r 303.287.4656 L. G. EVERI T, INC. WWW.LGEVERIST.COM PUBLIC NOTICE PUBLISHED NOTICE OF APPLICATION AMENDMENT FILING FOR A REGULAR (112) CONSTRUCTION MATERIALS RECLAMATION PERMIT L.G. Everist, Incorporated has filed an application to obtain a Reclamation Permit with the Colorado Mined Land Reclamation Board under the provisions of the Colorado Mined Land Reclamation Act for the extraction of construction materials. This application is for 643.30acres to be included in the permit area. The mine is knowr. as Ragsdale Reservoirs(Permit#1 M-2020-007) and is located in parts of Sections 7, i, 17, 18, and 19, all within Township 2 North, Range 66 West, 6th Principal Meridian, Weld County, Colorado.. The proposed date of commencement for the mine is 2020 and the proposed date Hof completion 2040. The proposed future use of the land is developed water storage. Additional information and the tentative decision daze may be obtained from the Division of Reclamation, Mining & Safe.y, 1313 Sherman St., Suite 215, Denver, CO 80203 (303) 866-3567, cr at the Weld County Clerk to the Board's Office at 1150 "0" Street Greeley, Colorado 80631, or the above-named applicant. Comments must be in writing and must be received by :he Division of Reclamation, Mining and Safety by 4:00 p.m. on April 7, 2020. Please note that comments related to noise,track traffic, hours of operation.visual impacts, effects on property values and other social or economic concerns are issues not subject to this Office's jurisdiction. These subjects and similar ones,are typically addressed by your local governments, rather that the Division of Reclamation, Alining cf Safety or the Mined Land Reclamation Board. L.G.Everist, Inc. Henderson,Colorado RagRes-Gannon-ARMS-ExO--Publi cNotice Ltr-30-Feb2020 Lynn Mayer Shults From: Baker, Brad <Brad.Baker@centurylink.com> Sent: Wednesday, May 13,2020 6:32 PM To: Lynn Mayer Shults Subject: Re:L.G.Everist, Inc.- Ragsdale Reservoirs-Century Link line Hi Lynn, it was received in Monroe yesterday. You have done your due diligence. Thanks. Brad Baker Faulk&Foster I CenturyLink Network Infrastructure Services 1811 Auburn Ave Monroe LA 71201 cell: 425.374.4525 brad.baker@centurylink.com From: Lynn Mayer Shults<Imshults@LGEVERIST.com> Sent:Wednesday, May 13,2020 2:13 PM To:Baker, Brad<Brad.Baker@centurylink.com> Subject: RE: L.G.Everist, Inc.-Ragsdale Reservoirs-Century Link line Hello Brad, I hope you are doing well. Back in February,we spoke about the structure letter which my company sent out. (see email string below for reference). I am writing now to explain that my company sent a second letter to Century Link, as per the DRMS permit application requirements.The second letter is a"Public Notice"letter,which is sent out to landowners, easement holders, and structure owners(so structure owners get 2 letters from applicants). The state agency who approves the permit—DRMS (Division of Reclamation Mining and Safety)—requires the Public Notice letter to be sent Certified and Return Receipt. And we, as the applicant must give the DRMS proof that the letter was sent and received—usually the proof is the return receipt Unfortunately, in Century Link's case,we have not received a Return Receipt from you. We sent it to the Greenwood Village, CO address in late February, but it was returned, so we re-sent the letter to your address in Monroe, LA. However, the USPS tracking information seems to indicate that it was never received, and that it is still"in transit". So, I've included a copy of the Public Notice Letter in this email(including attachments and copies of Cert Mail Receipts). Would you please review and acknowledge -lust with a return email is fine—that you have now seen this"Public Notice" letter? If you have any questions, please let me know,thank you, LYNN LYNN MAYER SHULTS, REGULATORY MANAGER L.G.Everist, Inc.—7321 East 88th Ave, Suite 200, Henderson, CO 80640 office-303-286-2247- Imshults anlneverist.com-www.lqeverist.com SAFE...RELIABLE...PRODUCTIVE From:Lynn Mayer Shults Sent:Friday, February 28,2020 1:58 PM 1 r! Lynn Mayer Shults From: Lynn Mayer Shults Sent: Wednesday, May 13,2020 3:13 PM To: brad.baker@centurylink.com Subject: RE:L.G. Everist, Inc.- Ragsdale Reservoirs-Century Link line Attachments: RagRes-Cannon-DRMS-ExO-PublicNoticeLtr-CenturyLink-Feb&Mar2020.pdf Follow Up Flag: Follow up Flag Status: Completed Hello Brad, I hope you are doing well. Back in February,we spoke about the structure letter which my company sent out. (see email string below for reference). I am writing now to explain that my company sent a second letter to Century Link,as per the DRMS permit application requirements.The second letter is a"Public Notice"letter,which is sent out to landowners,easement holders, and structure owners(so structure owners get 2 letters from applicants). The state agency who approves the permit—DRMS (Division of Reclamation Mining and Safety)—requires the Public Notice letter to be sent Certified and Return Receipt. And we, as the applicant must give the DRMS proof that the letter was sent and received—usually the proof is the return receipt Unfortunately, in Century Link's case,we have not received a Return Receipt from you. We sent it to the Greenwood Village, CO address in late February, but it was returned, so we re-sent the letter to your address in Monroe, LA. However,the USPS tracking information seems to indicate that it was never received, and that it is still"in transit". So, I've included a copy of the Public Notice Letter in this email(including attachments and copies of Cert Mail Receipts). Would you please review and acknowledge -iust with a return email is fine—that you have now seen this"Public Notice" letter? If you have any questions, please let me know,thank you, LYNN LYNN LAYER SHULTS, REGULATORY MANAGER L.G.Everist,Inc.-7321 East 88th Ave, Suite 200, Henderson, CO 80640 office-303-286-2247-- Imshults a(�loeverist.com—www.loeverist.com SAFE...RELIABLE...PRODUCTIVE From:Lynn Mayer Shults Sent: Friday, February 28,2020 1:58 PM To:'Baker, Brad'<Brad.Baker@centurylink.com> Subject:RE: L.G.Everist, Inc.-Ragsdale Reservoirs-Century Link line Brad, Thank you! Glad I could answer your questions. If you need additional info in the future,just let me know. Have a wonderful weekend, LYNN 1 7321 E 881I'AVE,,Surre 200 6 HEl tDERSoN,CO 80640 303.287.4656 L. G. `1EF IST, INC, w1vw,LGEVERIST.CO M February 25,2020 Century Link 8400 East Crescent Parkway, Suite 600 Greenwood Village, CO 80111 Sent via Certified Return Receipt Mail- Certified Mail# 7019 2280 0000 8318 3008 RE: Public Notice Letter—Ragsdale Reservoirs,DRMS Permit#M-2020-00T Dear Century Link: This letter serves as public notice that L:G. Everist, Inc. has filed an application with the Colorado Division of Reclamation, Mining and Safety(DRMS)to obtain a permit to mine and reclaim the site known as Ragsdale Reservoirs. The site will be mined for the natural sand and gravel reserves and will be reclaimed as developed water storage. The site is approximately 643.30 acres located within portions of Sections 7, 8, 17, 18, and 19,all within Township 2 North, Range 66 West of the 6th Prime Meridian,Weld County, Colorado. The property is generally bounded by Weld County Road 22.5 on the north,adjacent farms on the east,Weld County Road 20 on the south, and the South Platte River on the west. Currently,the property has several land uses, residential,grazing, agriculture, and oil and gas production. As an Owner of Record(landowner,adjoining landowner), Right-of-Way Holder,or Easement Holder-within 200 feet of the permit area-you are receiving this Public Notice Letter and a copy of the Public Notice text as required by the Colorado Division of Reclamation, Mining and Safety(DRMS)rules. The DRMS requires this Public Notice be sent to landowners and/or easement holders(within 200 feet of the permit area)when an application is filed for a reclamation permit. The attached Public Notice contains a date by which you may file any comments with the DRMS for them to be considered during this permitting process. (Note: If you also own a permanent man-made structure within 200 feet of the permit area,you have already received a structure letter from us.) If you have any questions about this notice,please contact Lynn Mayer Shults of L.G. Everist, Inc. (303-286-2247, lrnshults@lgeverist.con)or Steve O'Brian of Environment, Inc. (303-423-7297, Environment-inc outdrs.net)and we will be happy to answer them for you. Sincerely, Lae L.G. Everist,Inc. Lynn Mayer Shuits cc:Stevan L, O'Brian, Environment, inc. attached: Public Notice Vicinity Map RagRes-Cannon-DRMS-E xO-PubiicNoti ceLtr-30-Feb2020 4 7321 E 8$r"AVE.,SUITE 200 HENDERSON,CO 80640 1303.287.4656 hrt L. G. EVERIST INC. WWW.LGEVERIST.COM PUBLIC NOTICE PUBLISHED NOTICE OF APPLICATION AMENDMENT FILING FOR A REGULAR (112) CONSTRUCTION MATERIALS RECLAMATION PERMIT L.G. Everist, Incorporated has filed an application to obtain a Reclamation Permit with the Colorado Mined Land Reclamation Beard under the provisions of the Colorado Mined Land Reclamation Act for the extraction of construction materials. This application is for 643.30 acres to be included in the permit area. The mine is known as Ragsdale Reservoirs(Permit#M-2020-007) and is located in parts of Sections 7, 3, 17, 18, and 19, all within Township 2 North, Range 66 West, 6th Principal Meridian, Weld County, Colorado. The proposed date of commencement for the mine is 2020 and the proposed date of completion 2040. The proposed future use of the land is developed water storage. Additional information and the tentative decision date may be obtained from the Division of Reclamation, Mining & Safety, 1313 Sherman St., Suite 215, Denver, CO 80203 (303) 666-3567, cr at the Weld County Clerk to the Board's Office at 1150 "0" Street Greeley, Colorado 00631, or the above-named applicant. Comments must be in writing and must be received by :he Division of Reclamation, Mining and Safety by 4:00 p.m. on April. 7, 2020. Please note that comments related to noise,truck traffic, hours of operation,visual impacts, effects on property values and other social or economic concerns are issues not subject to this Office's jurisdiction. These subjects and similar ones, are typically addressed by your local governments, rather that the Division of Reclamation, Mining& Safety or the Mined Land Reclamation Board. L.G.Everist,Inc. Henderson,Colorado RagRes-Cannon-ORMS-ExO-PublicNo bcieLt-30-Feb2O20 L.G. Everist, Inc Ragsdale Reservoirs M-2002-007 June 11, 2020 BANK ARMORING PLAN This bank protection plan is presented to explain the bank armoring proposed for reservoir bank protection in Phase 1 and Phase 1 that run parallel to the South Platte River channel . Only the reservoir side armoring is being proposed since the river bank is outside the permit area and lies from 150 to 250 feet west of the top of the slope and not in the permit area. The attached Figure 1 shows the cross section of the area discussed below and details of the armoring to protect the banks along west side of Phase 1 and Phase 2 . The Reclamation Plan Maps have been revised to show the location of the areas to be armored in the mine. The armor is intended to protect the reservoir banks should a 100 year event occur after an area has been reclaimed. The armoring will be covered with a 6 inch layer of growth medium and seeded with the approved seed mix. We have no information on the flow velocities or volume of flows for a 100 year event in this stretch of the South Platte Rivers but the armoring placement and size is based to information available to L.G. Everist, Inc. (operator) . The base of the slope armoring will be at least 5 feet below the thalweg of the adjacent riverbed. The base of the armoring will average 10 feet below the existing ground surface at the mine. The 100-year Floodplain information has been included on all of the Map Exhibits in the Reclamation Packet . All armoring material will be recycled concrete fragments with surface rebar removed that meets the definition of Inert Materials, there will be no exposed rebar in the concrete and it will be sized 12 to 24 inches and larger pieces and fines mixed in to fill voids. The toe of the armoring will be a minimum of 5 feet below the existing river channel thalweg as described below. The operator will keep enough material stored on the mine to complete armoring needed on any area where sloping is being completed and is ready for armoring. At a minimum, 2, 170 cubic yards will be stockpiled on the mine for use in armoring. This is enough to armor a minimum of 1, 000 feet of excavation bank. At no time will the more then 1, 000 feet of armoring need to be placed. The stockpile of armoring material will be placed parallel to the water flow so it will not interfere with flows in the flood plain if flooding occurs and within the 45 foot setback between the permit boundary and the mine highwall so it is close to the area where it will be placed. L.G. Everest, Inc Page 2 Bank Armoring Plan (June 10, 2020) Reservoir Bank Armoring. On the inside of the mined area adjacent to the South Platte River channel the armoring will be placed from the existing ground surface elevation so the toe of the armoring will be a minimum of 5 feet below the river thalweg, have a 3h to lv slope and will be 2 feet or more thick. This is approximately 2 . 17 cyd/lft along the excavation bank slopes . The armoring will cover the bank slopes from the original ground surface to a depth of 5 feet below the channel thalweg and parallel to the channel . Once sloping begins the armoring will be installed on 1, 000 foot sections until completed. This will leave an armored face along the top of the bank and the slope into the reservoir that is 35 feet wide. Supplied supporting documents Figure 1 - Bank Protection Plan cross section L.G. Everist, Inc. 6/10/2020 Ragsdale Reservoirs Permit# M-2020-007 BANK ARMORING PLAN FIGURE 1 RnPE MIT LINE P OF 5,- PE -TO 10' 10' I-- _ 6 ft. 30 'if t, Lt_ ai 0 — ` . ° a • J. • channel I thalweg ° . ° ' • ° a- 2.35 Eyd/lft _ H H • a LLJ I • -10' ili i•1 i7 i i i ,i i• i • i• i i1 °. i nii i i i i i iii iii i i i i i -10' -50 -45 -30 -20 -10 0 10 20 30 40 50 TYPICAL CREEK BERM ARMORING NO SCALE NOTES: 1. BANK ARMORING SHOWN ON MAPS IS APPROXIMATE 4. BANK ALONG THE EXCAVATED AREA WILL ARMORED FROM LOCATION.ACTUAL LOCATION WILL DEPEND ON LOCATION THE EXISTING SURFACE TO A POINT AT LEAST 5 FEET BELOW OF TOP OF SLOPE AT THE TIME IT IS INSTALLED. THE CHANNEL THALWEG. 2. MATERIAL USED FOR ARMORING WILL BE WELL AGED BROKE 5. THE SIZE OF THE MATERIAL WILL FALL IN THE RANGE OF 12 CONCRETE.THAT HAS ALL EXPOSED SURFACE REBAR TO 24 INCHES OR GREATER AND WILL BE PLACED BELOW REMOVED.AT A MINIMUM 2,170 CUBIC YARDS WILL BE GRADE. STOCKPILED ON THE MINE FOR USE IN ARMORING. THIS IS ENOUGH TO ARMOR MATERIAL TO ARMOR A MINIMUM OF 6. THE ARMORING WILL BE COVERED WITH A 6 INCH LAYER OF 1000 FEET OF EXCAVATION BANK.. GROWTH MEDIUM AND SEEDED WITH THE APPROVED SEED MIX. 3. STOCKPILES OF ARMORING MATERIAL WILL BE PLACED PARALLEL TO THE RIVERBANK SO IT WILL NOT INTERFERE WITH FLOWS IN THE FLOOD PLAIN. THE STOCKPILES WILL BE PLACED BETWEEN THE PERMIT LINE AND THE TOP OF SLOPE TO BE CLOSE TO THE AREA WHERE IT WILL BE PLACED. JUN 10,2020-17:27:56 DEERE 8& A U L T 600 South Airport Road, Suite A-205 Longmont, Colorado 80503 A SCHNABEL ENGINEERING COMPANY 303-651-1468 schnabel-eng.com I deereault.com TECHNICAL MEMORANDUM TO: Jeremy Stanton DATE: June 5,2020 COMPANY: L.G. Everist, Mountain Division SUBJECT: Cannon Lands Slope Stability ADDRESS: 7321 E. 88th Ave., Suite 200, PROJECT L.G. Everist Cannon Lands Henderson, CO 80640 NAME/NO.: DA201041.00 FROM: Susan Rainey, P.E., CC: Erinn Johnson SLOPE STABILITY ANALYSIS Slope stability analyses of proposed future mine highwall slopes at the Cannon Lands site were performed using Slope/W, a limit equilibrium computer model software program. Maximum cross-sections were developed from the existing conditions and the proposed 3:1 (horizontal to vertical)free-draining native sand and gravel mine highwall slopes.A standard offset of 25 feet from top of highwall to slurry wall was used in our analyses.Analyses were performed for full reservoir conditions, seismic loading and rapid drawdown. SOIL PARAMETERS AND RECOMMENDED MINIMUM FACTORS OF SAFETY FOR STABILITY ANALYSES The general subsurface lithology at the Cannon Lands site consists of several feet of overburden at the surface, underlain by permeable native sand and gravel deposits varying from about 25 to 50 feet thick, underlain by weathered Laramie Formation bedrock measuring about 1 to 4 feet thick,and finally underlain by less weathered Laramie Formation bedrock extending more than 10 feet. This information was obtained in a feasibility level geotechnical investigation conducted by Deere&Ault in November and December 2018,which consisted of 30 borings and eight test pits. Our subsurface investigation test holes extended approximately 10 feet into bedrock. Testing was performed on the samples collected by Deere&Ault. The testing focused on aggregate quality, and included gradations,Atterberg limits, specific gravity of coarse and fine aggregates, adsorption of coarse and fine aggregates, sodium sulfate soundness, Los Angeles abrasion, and alkaline aggregate reactivity. A summary of the testing conducted on the Cannon Land site is included as Table 1. A previous investigation on the property including four sonic borings was performed by a prospective mining company in October of 2018. The boring locations and summary logs for the borings(both by Deere&Ault, and others)are shown on Figure Al through Figure A5. Deere&Ault has extensive experience with the design and construction of gravel pit reclamation slopes and slurry walls in the immediate vicinity of the Cannon Lands site. Of particular note is the nearby Fort Lupton Pit, located approximately one mile to the south of the Cannon Lands site. Deere&Ault has been the designer of record and has obtained extensive geotechnical data for seven of the mine cells on the property. Of the borings drilled at the Fort Lupton property, a total of 140 samples were tested in the laboratory. Below is table summarizing the average values of general geotechnical testing at the Fort Lupton Pit and the Cannon Lands site. L.G. Everist Cannon Lands Slope Stability General Geotechnical Testing Summary Passing No. Gravel Sand Liquid Plasticity Location 200 Sieve (%) (%) ("�o) Limit Index Fort Lupton Pit-Average 16.5 53.0 37.3 47.1 31.0 Cannon Lands-Average 16.3 79.5 13.5 47.5 28.3 The Fort Lupton Pit and the Cannon Lands site have similar results for their general geotechnical properties. The difference in percent sand and fines passing the No.200 sieve can be attributed to the presence of significant mud lens at the Fort Lupton Pit. No substantial mud lenses were encountered during the feasibility level investigation at Cannon Lands. With similar testing results between the two sites and both sites having very similar subsurface geologic profiles, Deere&Ault used the same soil and rock strength parameters for the slope stability analyses at Cannon Lands as have been used at the Fort Lupton Pit. The selected unit weight,cohesion and friction angle parameters utilized in our slope stability analyses for Cannon Lands are summarized in the table below. Soil and Bedrock Parameters for Stability Analyses Moist Unit Effective Effective Friction Angle Unit Weight Cohesion (P'(pcf) (pcf) (degrees) Overburden 114 150 28 Sand and Gravel 130 0 34 Slurry Wall 110 0 22 Fully Softened Laramie Bedrock 120 0 18 Fresh Laramie Bedrock 124 500 20 These values are based on decades of experience, published values for estimated Laramie bedrock strength parameters, and were refined(reduced) based on back calculations from a local displacement at the Fort Lupton Pit. "The Misbehavior of the Laramie Formation Claystones"paper by Roy H. Spitzer, P.G. and Don W. Deere, P.E. from 2012 provides strength parameters for the Laramie bedrock as shown in the table below. Project DA201041.00 6/5/2020 Page 2 Deere&Ault,a Schnabel Engineering Company L.G. Everist Cannon Lands Slope Stability Estimated Laramie Bedrock Strength Parameters Effective Effective Strength Condition Cohesion Friction Angle (pcf) (degrees) Peak(Fresh Bedrock) 500—1000 21 Fully Softened 0 21 Residual 0 13—15 As a comparison to our selected strength values shown above,we calculated the effective friction angle for the sand and gravel and bedrock at Cannon Lands using the N values collected during standard penetration testing performed as part of the geotechnical investigation. The collected N values were reduced to 60 percent to correct for hammer and sampler efficiencies. The effective friction angle was calculated using five commonly used equations summarized in the National Cooperative Highway Research Program(NCHRP) Report 651, 20101. The calculated effective friction angle for the critical subsurface units (where a failure could occur)are summarized in the table below. In our experience in the region, most failures are likely to occur through the bedrock. We have calculated the effective friction angle for both fully softened and fresh bedrock at the Fort Lupton Pit and presented those values in the table below. Effective Friction Angle rp' Cannon Lands Fort Lupton Pit Cannon Lands and Calculated Unit Calculated Fort Lupton Pit (p' cp' Used (degrees) (degrees) tp' (degrees) Sand and Gravel 33—40.7 34 - Fully Softened Laramie Bedrock 38.6—48.9 18 35—43.5 Fresh Laramie Bedrock 42.4—55.2 20 40.6—52.1 As you can see,the values we selected for our slope stability analyses for Cannon Lands are at most on the low end of calculated values,and in the case of bedrock values our selected parameters are markedly more conservative than calculated values. With these selected conservative soil and bedrock parameters, in our engineering judgment it is appropriate to use the lower Factor of Safety requirements as outlined by DRMS in the current Policies of the Mined Land 1 The equations are: Peck, Hanson, &Thorton (1974)from Kulhawy&Mayne (1990), Hatanaka&Uchida(1996), Peck, Hanson, &Thorton(1974)from Wolff(1989), Mayne et a. (2001) based on Hatanaka&Uchida(1996), JRA (1996) Project DA201041.00 6/5/2020 Page 3 Deere&Ault,a Schnabel Engineering Company L.G. Everist Cannon Lands Slope Stability Reclamation Board(DRMS MLRB, 2018).The slopes at Cannon Lands qualify as Critical Structures,due to their proximity to the railroad, the Platte Valley Ditch Company Ditch,the Platteville Ditch and Highway 85.Accordingly, the Factor of Safety requirements are detailed in the table below: Recommended Minimum Factors of Safety for Stability Analyses Analysis Factor of Safety Static Slope Stability 1.3 Seismic Slope Stability 1.15 ANALYSES Slope stability analyses were performed on ten conceptual models of the proposed slurry walls at their maximum sections and in locations with critical structures (e.g.gas lines, railroad tracks,etc.). Conceptual model locations are shown in Figure A and the cross-sectional analysis figures are provided in Figures 1 through 50. Section numbers indicate which mining area the analysis is in. For example; Section 1-2 crosses from Mining Area 1 to Mining Area 2. For each conceptual model we performed static slope stability analyses under full reservoir conditions, as well as seismic and rapid drawdown analyses. Peak horizontal acceleration at the project site,for the 2 percent exceedance in 50-year seismic event, is estimated to be 9 percent of gravity(USGS,2014). Accordingly, a horizontal yield acceleration of 0.09 g was applied to each seismic slope stability model. In areas where overburden or topsoil are shown an average surcharge load was calculated based on a soil unit weight of 114 pcf, and the berm having the following dimensions: 8-foot-wide at the top, and 8 foot-tall,with 3.5:1 (horizontal:vertical)side slopes.This results in a surcharge load of approximately 460 pcf. In some areas, due to property boundaries and right of ways,the base width of the site berm is greater than the distance between the highwall and site property boundary or right of way. The 460 pcf surcharge load was used in all areas where a berm is shown, even when the actual berm will not be this large. The surcharge load of 460 pcf was applied to Sections 1Aa, 3A and 4A. Several models are labeled"adjusted"(Figures 14,26, 30, 34, 41,49 and 51).These adjusted analyses were performed because the original analyses had failure planes deep into the fresh bedrock(Figures 15, 27, 31, 35, 42, 50 and 52).These failures measure anywhere from 20 to 30 feet into the bedrock layer.The deep bedrock failure results from these models are in part due to the low strength parameters used for the bedrock and in part due to internal calculations in the Slope/W modeling software.A bedrock failure to this depth into bedrock is extremely unlikely.The deep failure model results do not accurately reflect the real-world slope stability conditions on site.Therefore,the"adjusted"models are a more accurate representation of the failures which could occur on the property. Both the original and adjusted model results are included in the table and figures and for your review. The following table summarizes the results for each section: Project DA201041.00 6/5/2020 Page 4 Deere&Ault,a Schnabel Engineering Company L.G. Everist Cannon Lands Slope Stability Slope Stability Factor of Safety Results Summary Calculated Factor of Safety Name Full Reservoir Seismic Rapid Draw Rapid Draw Down (Static) Conditions Down Opposite Full* Section 1-2(South) 1.86 1.15 1.73 1.78 Section 1-2(North) 1.86 1.17 1.73 1.73 Section 2 1.91 1.18 1.67 - Section 3A+ 1.73 1.16 1.69(1.50) - Section 3B(West) 1.86 1.18 1.70 1.73 Section 3B(East) 1.93 1.17 1.63 1.64 Section 1Aa+ 1.69 1.15 1.61 (1.52) - Section 1Ab+ 1.93 1.19 1.65(1.63) - Section 4A+ 1.69 1.16 1.67(1.46) - Section 4B 1.81 1.17 1.61 - Section 5+ 1.89 1.16 1.66(1.58) - Section 5-6(South) 1.89 1.19 1.65 1.60 Section 5-6(North)+ 1.91 1.20 1.71 (1.61) 1.72(1.59) *The"opposite full"column represents the case where the model contains two mined areas,and this result is for hydrostatic pressure on the opposing side of the listed section. +The values presented in(parentheses)are the unadjusted or original model results with deep bedrock failure planes. CONCLUSIONS With a 3:1 mined slope and a minimum 25-foot slurry wall offset from the mined highwall,the conditions meet the DRMS minimum factor of safety for critical structures.The current mining plan meets or exceed the minimum Factor of Safety requirements. Project DA201041.00 6/5/2020 Page 5 Deere&Ault,a Schnabel Engineering Company Table 1 Cannon Land Summary Of Laboratory Test Results February 2019 SAMPLE LOCATION Gradation Atterberg Limits Absorption Specific Gravity Percent Sodium Alkaline Test Depth Sample Gravel Sand Passing No. Liquid Plaetlelty Coarse Fine LA Sulfate Aggregate Unified Soil Classification Hole (feet) Soil Unit Type (%) (59) 200 Sieve Limit Index (%) (x) Coarse Fine Abrasion Soundness Reactivity (%) (X) B-2 9-10.5 Sand&Gravel SS 38.6 56.9 4.5 Poorly graded sand with gravel(SP) B-2 24-25.5 Sand SS 2.7 95.2 2.1 _ Poorly graded sand(SP) B-3 19-20.5 Sand&Gravel SS 29.0 69.5 1.5 Poorly graded sand with gravel(SP) B-4 24-25.5 Sand&Gravel S9 8.9 86.6 4.5 Poorly graded sand(SP) B-6 9-10.5 Sand&Gravel SS 39.6 50.4 10.0 Well graded sand with silt or day and gravel(SW-SM or SW-SC) B-8 29-30.5 Sand&Gravel SS 19.9 77.7 2.4 _ _ _ Poorly graded sand with gravel(SP) B-9 29-30.5 Claystone SS 96.0 60 35 Fat day(CH) B-13 39-40.5 Sand&Gravel SS 6.5 90.7 2.8 Poorly graded sand(SP) B-14 19-20.5 Sand&Gravel SS 16.1 80.7 3.2 Well graded sand with gravel(SW) B-16 44-45.5 Sand&Gravel SS 16.3 76.7 7.1 Well graded sand with silt or day and gravel(SW-SM or SW-SC) B-17 14-15.5 Sand&Gravel SS 8.0 _88.9 3.1 Poorly graded sand(SP) B-1a 9-10.5 Sand&Gravel SS 9.7 85.8 4.5 Poorly graded sand(SP) B-19 29-30.5 Sand&Gravel SS 5.4 90.7 3.9 Poorly graded sand(SP) B-20 19-20.5 Sand SS 0.2 92.4 7.4 Poorly graded sand with silt or day(SP-SM or SP-SC) B-20 44-45.5 Weathered Claystone SS 62.0 38 23 Sandy lean day(CL) B-21 29-30.5 Sand&Gravel SS 6.0 90.3 3.7 Poorly graded sand(SP) B.23 44-45.5 Seed&Gravel SS 12.1 84.2 3.8 Poorly graded sand(SP) B-23 59-60.5 Claystone SS 98.0 52, 32 Fat day(CH) B-26 14-15.5 Sand SS 0.4 77.3 22.3 Silty sand or Clayey sand(SM or SC) B-27 39-40.5 Sand&Gravel SS 7.1 90.9 _ 2.1 Poorly graded sand(SP) B-28 19-20.5 Sand&Gravel SS 10.9 83.9 5.3 Poorly graded sand with silt or day(SP-SM or SP-SC) B-30 29-30.5 Sand&Gravel SS 7.5 88.1 4.4 Poorly graded sand(SP) 1P-1 2-4 Sand&Gravel Baas 9.8 87.8 2.4 Poorly graded sand(SP) Bulk Dry 2.488 I 2.591 Bulk SSD 1P-1 4.5-6 Sand&Gravel Balk 34.5 65.1 0.4 0.9 0.8 431 4.71 Poorly graded sand with gravel(SP) 2.510 I 2.613 Apparent 2.543 2.649 TP-2 6.5-8 Sand&Gravel Bulk 32.4 65.3 2.3 Wet graded sand with gravel(SV� _ Bulk Dry 2.461 I 2.694 Bulk SSD TP-3 5-7.5 Sand&Gravel Bulk 0.8 1.2 412 6.32 0.158 2.480 I 2.726 Apparent 2.510 I 2.782 P:10114 Cannon10114.011.Gravel end Reservoir Feaelbility'Lab DatalCannon Land Test Summary Page 1 of 2 i �f B-19 , 111 I �B-18 TP-5 <s k--1 /// /I %�� II SECTION 8 il ISr\leY�)� 21' S' •, N7-6 B B-23 r �1 (ar.�,a �r 0 500 faoa P11 i �1 P v R I „��j�1` CON1 IN FEET I ��1( 3a,[I &24 �-�� EXISTING CONTOUR INTERVAL=IFT lidWCR22 �� 1 LEGEND: `��_�_-I i �y, i r �� i 1 1 I )1 g :h,� ii I WELL --J B-Z° B TEST HOLES ��,:,,-,dYB-2 f r at BD-CP-01 1� �r ,..4.,60;i:1 ,r * , *r il '} �g ID-cP-02, ,' ) i e TEST HOLE(BY OTHERS) S =•.-*= e 0 1. i I Sf ,p .T_a r TP-2 1i1 �� ii(_ aY ‘, i tip �i ( SECTION I7 �"!i s 9 TEST PIT g `n�1 T -n B -�, >'' y � '',41 \ PROPERTY LINE 8 1 I 1{� p ` '' // SD-CP-04�a0 �' ox" l r� k e 1` / `,�� M q$ \'' �i ° 8-29 aseo- EXISTING MAJOR CONTOURS L . 'a SECTION 18 (ia ) �„ (� IN ' EXISTING MINOR CONTOURS , w � r i pp �I�x "� ! d I11 i � .B-29 � I \ ;_�__"-__—_ B V a — _ _ = EXISTING:::: TP-2lEXISTING f. l{4`, ; ', p _.._._.._ : :: E VSD-CP ≥ B W I I�TP7, k LINE IS q 8-10 ///,TP-3 BB`1 i _ r ll TP-4 465 '✓': r '=T11 'trir�; �% A � , Z iI 8-14 8-10 .9.t; ! I �-6,24,5-7-..,,,'71.' �_+` {,� NOTES: ,,,. P M i 1 li_., I I /� 1. TOPOGRAPHY,BOUNDARY,TEST PITS `� I 1,,<i AND TEST HOLES SURVEYED BY ACKLAM 'I kTft20 SURVEYING V FEBRUARY 2019.NO EMBER 2018 THROUGH 6/ I B-17,1' ICI JOB NO.0114.011.00 CANNON LAND EXISTING CONDITIONS AND TEST HOLE LOCATIONS I DEERE & A U L T Fleuue ua C ONSUi:IAN TS.INC:. Al DATE' MARCH 2019 I SCALE AS NOTED 4855 -4865 - B-4 694900.0 - 11:120000211:1200002_ 5:910909] - 4880- 1,0 -4900 • 7 B-B 694094.9 EL.05A5 k1292021 4855- _ B-7 190024 69400920 E:]1W1W -4855 • EL94B91A E 6:1206060 - B-1 B-2 .' TT B-5 6940480 5:915%90 E:9106Y10 1.6 • - M 1.45194 EL94066.9 B-3 — ' — - d850— • ...OW ELM&0.0 EL 9.1 1:1205199 to 29 • —4850 0A29 5:9100799 E:9�B14M 1100 •} E:]te9516 E9 06 - 4A 1 IIIII m^ 21 5:9100002 • 4845- 10.01Nn# - 11112,1 T _ 1 ttn�� mat, nn#(� -4848 nmr { P9 b.b - L• .. Tt - " - 1 py _ ( Y - Co 4640- 098.8% - 8.6^`. j 9�OA% �' -'2l -4840 • 15(S•5(9X _ l _ _ - 1-2000,5% ar 25 5-9 t6.9 6y -200010% t • • j 588,6% a.. 129 - - 4836- 1.200.4.5% - •'• .�. '. 4 W -4836 C ,12 -•91 •1 :� - cc E 6' • 4�•a • 4 '4 180 14 • 2 a483D- - - (0.25.0% - ?: 1ao' 1 - • 1 '', -4830 - •- 19 _ •- .U9-j 3=89.5% .''o-Ul d _ \-200=1.5%. p; _• 2e _ no.•3 - d o 128 ! 7 ?5 4825- - G-try° •, 1e • G=19.9% 274 , —4825 3.95,2% _• {( 8 tt • {-200=21% z - '.-98 1-20 .4% (-200098% 9°9 - ✓ - :, .o LIAO% _ Q. PR35% • 4820- - Na - • MO 1 - 915 4 -4620 . 90 '"W r 92.5 a 94A 34A 9 • - 320 - '4i. 5 -• %.5 4815- % 4815 i • 4810- r 41:- • - 410 N 4810 _ 55 5 610• _ - IT, 420 06 0 T 47. am - 19 - S 4805 M6 O -4805 F 45.0 - o 4800- 05,1 49.0 -4800 1;9 49.4. . 49.5 50.6 06.9 4795- 06'4 -4785 §.5U0 5 is LEGEND: NOTES: 1.EXPLORATORY BORINGS B-I THROUGH B30 WERE DRILLED 11-12-18 TO 11-28-18 USING A TRUCK-MOUNTED 0 B 1# OVERBURDEN SOILS:MSANDY LEAN,CLAY,SLIGHTLY MOIST TO MOIST. CLAYSTONE:HARD TO VERY HARD,SLIGHTLY MOIC, TO MOIST, 0-50 DRILL RIG.BORINGS WERE DRILLED WITH 3.25-INCH LO.HOLLOW STEM AUGERS. IN� IV E VERY SOFT TO MEDIUM STIFF.BROWN TO DARK BROWN,LOW LOCALLY SANDY,GRAY TO DARK GRAY,PLASTIC,LOCAL UGNTTE PLASTICITY(CL). SEAMS AND PARTINGS,LOCALLY WEATHERED(CH) 2.TEST PITS WERE PERFORMED ON 12-15-18 USING A KOMATSU 160 LC EXCAVATOR. B: '» CLAY:STIFF TO VERY STIFF,VERY MOIST TO WET,BROWN. 3.SONIC TEST HOLES SO-CP-01 THROUGH SD.CP-04 WERE DRILLED BY BURNCO OCTOBER 2018. II SANDSTONE:VERY FINE TO FINE GRAINED,VERY DENSE, SLIGHTLY MOIST TO MOIST,GRAY.FRESH 4.ALL EXPLORATORY LOCATIONS WERE SURVEYED BY ACKIAN SURVEYING NOVEMBER 2018-FEBRUARY 2019. SANG:FINE TO COARSE GRAINED,MEDIUM TO VERY DENSE,MOIST TO SSg 5.LINES BETWEEN MATERIALS REPRESENT APPROXIMATE BOUNDARIES BETWEEN TYPES AND TRANSITIONS S .'� WET,TAN,BROWN,POORLY GRADED WITH SILT Oft CLAY(9P,SW,SC) LIGNITE:LOW-GRADE COAL,HARD,BLACK DRY,BLOCKY. MAY BE GRADUAL, 83:2 SPADE GRAVEL:LOCAL COBBLES,LOOSE TO VERY DENSE,WET, 5.GROUNDWATER LEVELS WERE MEASURED AT THE TIME OF DRILLING.GROUNDWATER LEVELS MAY ^ POOR TO WELL GRADED,BROWN,PINK SURROUNDED GRAVEL IS FLUCTUATE SEASONALLY AND DUE TO SITE MINING AND DEWATERING OPERATIONS. 5,0 APPROXIMATE DEPTH OF GEOLOGIC CONTACT GENERALLY 2-INCH MINUS.(SP,SW) JOB NO.0114.011.00 7.GRAVEL PERCENTAGE OF SAMPLES FOR TEST HOLES SD-CP-01 THROUGH SD-CP-04 INCLUDES%RETAINED ON P WEATHERED CLAYSTONE:STIFF TO VERY HARD,SLIGHTLY MOIST TO 10114 WATER ENCOUNTERED DURING DRIWNGAND SIEVE 2',1-,3Id-,Ur,Mr.SAND PERCENTAGES OF SAMPLE%RETAINED ON SIEVE#4 AND BELOW. CANNON LAND ,E j MOIST,BROWN,GRAY,ORANGE,PLASTIC,LOCALLY WEATHERED.(CL) DATE MEASURED SHOWN 23 STANDARD SPLITSPOON BLOW COUNTS.NUMBER(-N- a THE RESGRADATIULTS TSN EWEREROUNDED ON YITHE LAB,E BORE HOLES AND TEST HOLES MAY NOT SUM TO 100%DUE TO THE WAY SUMMARY LOOS VALUE)INDICATES THE NUMBER OF BLOWS OF A 140 LB, i-"" W Fl�21�NO. WEATHERED SANDSTONE:FINE GRAINED,SLIGHTLY MOIST TO HAMMER FREE FALLING 30 INCHES REQUIRED TO ORNE 9,LAB TESTING: & MOIST.GRAY. THE SAMPLER 1 FOOT ORTHE INDICATED INTERVAL B.%GRAVEL BY WEIGHT(250.4 SIEVE) DEERE A U L TA A -WI-INDICATES THE SAMPLER WAS DRIVEN 1 FOOT BY 90 0%BYBEIGHTPA(SI. HN0200) M THE WEIGHT OF THE HAMMER ALONE. -200 e%BY WEIGHT PA39ING THE#200 SIEVE(FINES) 4:0 NISI.)I.1 n N l'S,INC. 11 24.0 TOTAL DEPTH OF BORING(PT) LL..1 LIQUID LIMIT 1 PI 0 PLASTICITY LIMB BATE: SCALE:NP•NON PLASTIC MARCH 2019 I AS NOTED 4875— &10 —4875 6MB)1.e - P:1292047 . - E9t9B047 - 4870— I.D 4870 - 8-13 - EL.1BILSe B-20 4885- N:1F9549B -4885 L3196097 •- 6=48021 R1299t29 - 8-17 Ell 96964 - n 4xNav] B•19 to 4880- &12 BD 8-14 B-15 E:BMW BAB n 7.64 .4060.2 -4880 034000.3 • 11 6.166!.3 0.4660.6 =� 6.186!.6 ' N:1233071 N:1292213 11:9102000 20�— N:12N290 D. 1 - 0.11 E9191M8 _ E:918BTM — •,y EMMA.] — e.e''' - 6.4550.6 0- _ — :•I — 4855— N:1292605 20 201.4: 20 J 11 <5.,5 —4855 E:J191188 _ AL1c "'l ^ _ 140171 P.t..-1D 11 S L 7 • J i100 ';'=.3' SD 0.0:�91 r'. - •.f 7 rQ 7.3 .. 11021 - 4850- 4.3 T.0 74 ,7 4 d. - • � - 17A , -4860 (( b][ 11T y�10 �.�N 1 10 ]] • ,P ,.Y'- 1 -4D 4 S�% nn mQ a • - i'• 5.4.0% 1-200=4.5% -. 4845- _ "q 8.889% 120 -4845 5,-27 0?• �-zT .Y `.208 .1% t (5.0.2% _ ' h > ' • {9�2A% P te,-�-9r 4 z :e§.• 20 1.200=7.4% P_ d860- ?b o;^-a4 • -4840 q 91 :: b C• {1%-80.7% 2 '_19 - - ., _ ..xe -2Wa91X 552 p� 4S: - w$' Ei 4835- z9.e • Pr - 900 jG4 - -4835 E • q G - 4V b:-M16 . 0.1 18 ]43 i •, ,, l A �A ,•1 W 4890- _A t:d w 4-o'-fiW4' 25.6 - 4?•'98 n0 4]t .7 _ - -4890 G.5A% 0169% • 5 S 9-'90.7% • ((( T 1-200°9.9% to J :`¢1B 265 {-250.7% s•24 '. - pp :'l 1.200=7.1% 'o B4D _ • 4825- ro •- lb0.fi% • dy - 9. • 4 � ,- -4825 j(5=90.7% 64.0 29, AA4, 10 M-eON• .OM' 37.0'T; • 4520- t? b'6 _ • -4620 ,—ss 2B ` _ • 99.0 . 0 (-206.82% ar - re• - 545 .at• _ S 10-58% y O 40.3 l PI'29% 9$ 4815- 58.11 nB • 461s sD.9 _ •• 8 IF, us 43,0 '•_n _ - 4810- II: 620 —4810 ja 1:: 64.5,A, - 74 YY - - RE 4805— D 17 —4805 IonQm • 6 SCALE M FEET - 69.9 fi7.0 $6.04800 o LEGEND: NOTES: OVERBURDEN 9gL9:SANDY LEAN,CLAY.SUGARY Md9TTOMOMT, CLAVOTMEHMOTO VETY HARD,BLIOHRY Mg9TTO M0137, 1.EIPLORAIOTYBOWN'M 0.1 MiOUGH BGp WERE 0NLLE011•late T011.2618 U9g0ATRUCIFN0UNIOO sz VERY SOFT TO NEJMUM STIFF,BROWN TO EARN BROWN,LOW LOCALLY SANDY,GRAY TO DANK DRAY,PLASTIC,LOCAL LIGNITE 5. DR LLNG.BOR N09 WERE ONLLEDW 18 5-NCH LD.HOLLOWS5 0OER9. $a ® PLASTICITY 104 BEMIS AND PARTINGS,LOCALLY WEATHERED(CH) 2 TEST FRS WEREPEIEMMED ON 134%18 U5N0 A KOMMATSU 160 LC E%GVATOR. M.0 -4795 4i El CLAY:STIFF TO VERY STIFF,VERY MOIST TO WET,BROWN. 9.SONIC TEST 00105 DCP01 THROUGH 004:0.94 WERE 001100 BY BURNC0 OCTOBER 2N0. 64,0 - SANDSTONE:VERY NNE TO FINE GRAINED,VERY DENSE, 3Sg .MOIST TO I SIJOHRY MOIST TO Mg6T,ORAY,FRESH 4.ALL EXPLORATORY LOCATIONS WERE SURVEYED BYACI4AH SURVEYING NOVEMBER T018-FEBRUARY 2014 ..3--MINT -0 I:Tj SAN.FINE TO_� WET,TAR BROWN %POORLY GRADEDE GRAINED. gWTN SILT M CUM TO VERY LAY(SRRD) 4 USES BETWEEN MATERIALS IEPRESENTAPPROTIMAIE BOUNDARIES BETWEEN TYPES AND TRANS10050 —4790 LIGNITE:LORLORADE COAL,HARD,BLACK DRY,BLOCKY. MAYBE GRADUAL. yn Fri SAND a GRAVEL LOCAL COBBLES,L0080 TO VERY DENSE,NET, 0.GROUNDWATER LEVELS WERE MEASURED AT THE TIME OF ONLLM40ROUNDWATERLEV69 MAY POOR TO WELL 050000,BROWN,PINK 911BRDUNOED GRAVEL IS FLUCTUATE SEASONALLY AND ME TO SITE WANG MD OEWATERINO OPERATIONS. JOB NO.0114.011.00 �{ GENERALLY 2.INCH MINUS MAW) APPROXIMATE DEPTH OF GEOL0GiC CONTACT im 5.07.GRAVEL PERCENTAGE OF SAMPLES FMTEBTHOLES3005%50R000H0 820702INCLUDES%RETAINED ON CANNON LAND L3 WEATHERED C.AYSTONE STIFF TO VERY HARD,NIGHTLY MOIST TO 1Ai4 WATER ENq�NIEHEO DURING MILLING AND SIEVE 2,IT,We,V?,SAP.BAND PERCENTAGES OF SAMPLES%RETAINED ON%EVE 44 AND 060W. e^ M0051 0OYM,GRAY,MMY0EPV811C,LOCALLY W00114500(0) DATE MEA9U 3.GRADATION MOULT BIOWN°NINE BORE HOLES AND TEST OLESMAY NOT BUM TO100000 01IEWAY SUMMARY LOOS y -25 STANDARD SN.NSPOON BLOW COUNTS.NUMBER('M ER THE RESULTS WERE ROUNDS,'THE LAB. Ni VALUE)INOIGTES THE NUMBER OF BLOWS OF A 140 LB. WEATHERED WIDSTONE:NNE GRAINED,SLIOMLY MOIST TO HAMMER FREE FALLING SID INCHES REWIRED TO DRIVE 9.LAB TESTING: FIGURE RO.•Y la MOIST,GRAY. THE SAMPLER,FOOT OR THE NOICATEDINTERVAL G.%GRAVEL BY WEIGHT PN0.4SIEVE) DEERE & A U L T •NT INDICATES THE SAMPLER WAS DRIVEN 1 FOOT BY A3 w� 9..14 BY BY WEIGHT SING THE THE WEIGHT OFTIE HAMMER .200.XBYWEIOHT PASSING THE 11300 SIEVE(FINES) (:(J NtiIJ I.'I'/1N"f�tirlN(:. LL•LIMO LAIR 2%o TmALDEPTH MBORNo� PI T,PLASTICITY LAIR MARCH 2019 I AS NOTED ₹E NP.NON PLASTIC RATE: SCALE: 3 8.28 114467°.5 4880- 6:1290095 -4880 1:9166977 8-28 _ - EW6)6A - 8-24 6:1x94994 E144543 8:3198040 4875- :1257041 °' - -4875 12196968 -le zo - - 8-30 - ae7G- Y'' 11 124 &29 H 44eee.e &27 1144!07.9K1294299 -4870 4.5♦ 1 EW695.9 6:12&919 1:8195279 E:81M405 - 6:1446998 •'' _ 1&22 4425 eat66ozo 44..0 ' ,- E 651.0 11 6:1297902 6:1296006 4665- EJ196B70 819-23 • 0 4:3194191 •4.~-22•1 7.1 24.0.4•'• n 17 4A 111 -4886 • 0.21 1.0+•c N:1297020 - 1.200=242.3% - fn44060.1 11nf. E9195082 = - 5.0�'}'•� SS • - 4880- 1 = 1111211 _ - tA0 •` _• - -4� 17 - ;o t 5 ej.` - 20.9 ~449 4rj'. 20.5 .D 7D q 4.6 _ b_n _ (Ge10.8X _ - p •'9019083.9% 9Bfifi- 4. 4 Q'_JJ !' • 92 M 24Ja j 1 - -200=5.3% - nnt�l B -1868%11.D _ 1 _ n 1111.5111 52: yo x>o 1mu _17 �_ 1111411 - 61 w 4850- %%'1B .•.. 9 u 5 bi •7 -1860 zno 15.5. ..- 1111941 _ ° _ ''m :+ - yt a9 69.0 4845— — t • Ina 26 292 J9 °`35 I- 91.0 _ , -4845 _ d.: 1 ,9 97.049e e 27,2-e-.7 71 $ 280-24 _ S(4•.7.6% -4840 E 2. 1 4840- - 9a5 1 'f 7 2000/AX E _ 40.° d';• 97.5 - a< - :4,-45 99.0 < 'I 4835— 1 y » o• 99.9 — —4835 w • 5.o 90909% 910 94.5 0 .. -4830 g 4890- -200637% _ - 7 9s - 11[1.0 .. :¢ (G67.1% • - _ - -4.1(19090.9% 9 • 8•" -200~!.7% - 3 4826- 9).0 995 .V 6 C 44.5 12 -4826 yq 44.6 4 3 999 47.0 u 4820- • i:,, • _• -4820 it. _ .i - •'^. 16.6 - 0 - fr121% •{(90842% 496 `.200=9.0% �.�4 la 4815- > -4815 3c 6f-49 AA b4° ppyy 4810- J4 • 866 680 -4810 I. P� - 7,D - 4.1 7a 4805 °5.0 • 57. 9CN.EMFEEf 4805 pgpo -200=88% or 84.9 8a - 1 LL05%% .. Pk92% 54646 4800- 048 -4800 { bz0- 6115 9� ', 44.6 4795— 844 -4785 /al JOB N0.0114.011.00 Pq FOR SUMMARY LOG NOTES A CANNON LAND 3L' LEGEND SEE SHEETS 1 OR L l" SUMMARY LOOS x DEERE & A U L T FIGURE R°. c oN3ui.rnf'4FS,INC. A4 8 1E IATE: MARCH 2019 I SCALE: AS NOTED 3 4870 TP-8 —4870 — EL.44e6d - Nn2BSV4 SD-CP-02 TP-7 E:J1em20 E.4054.3 - E1.4999.6 M1295505 —4855 5 '7% 4555— 1203430 T E:W.. TP 6 53143007 2.01F - - E.44651 SD-CP-01 - TIPS 4:7267600. f A EL.49S2e • 6880— EL-J0502 EDIT). 0•0-.MN N:t20B254 24-P.. M12002. f3. E:J104b7 :g .4880 E.Jt'80 1.8:;. __ TP-4 {(60.-888% G. -- - TP-2 TP-3 4.4454.3 1.200.72% :?� -- ,.° SD-CP-03 • N.Iee9S EL.M69A 20354 4'0 • 4.0h� 4855— .2&015 N:1202Bee 23.14190 (-20M7% •- S,, ;6 aQ'1x,5/1%( N:129N 0 EWRING. E:J1511N .-.- Jll 1` —4555 LL.40% ex- c 6=18.1% -205.9% TP 1 16-t.".4". 5.0 PF29% eb 5•` {.200.1.8% 7ge0 0 ;e-i O: __ SD-CP-04 _ H:1295199 6-`20.5% T {fr189% `a ling I;�, S�&3% �,'{0.16.9% ,f! N:t2&dBe —4880 4850- E919019! 3.77.5% S"`b 8.81.1%2110=08% t 160{-20�1A% "a'. ..,•- 4.51 - E:J192240 4.5 7�6- �2{-200=1.8% � 6.9.8% (G32.8% ;✓. 'I O ` 1,0-'„= aA {9=87.8% 11X e.b (0.=853% f. I.:; .� 3.0 S). :4 so R _ - -20wz5% °1 1206=zsx , 0.505% ,99711ro 1-77, •,: ,0`.• . iT9-(l —4545 680.4— ttn6 {9.8545.1% IT -200.10% k 43 47,{G.15.8% •-0 '� - B9 .205.0.4% .4 �b yam% (GQIA% 2:. - 4t. G3{1.200.%4% 574% 4840- 720 00 '-O • 5.892% {0.12.7% ' -255;1,2%• -4840 - • 343.8% Cr. -2004.4% of .1 E :o 0 F 4835- _ 0:.- < - o- R" G713% .°o �•c -4895 6 X00 •F{-s400% 342,31i 4' - a ;,{-205.9.4% 8 4830- qt G-13.6% ;4 4.: x {(3.29.8% -�� r - ....{-205.7.4% 6% 8.75.3% - S 25.0 -254054.5% A 4825- ''b - R-•{(810.0% F -4885 g ;1 5425% �b i2... -205.7.I% '. - d: 3 4820- 'Q- I(W155% PQ .-•5 -4820 o _ '.6 i S.75.4% 4 O' .. 405.9.1% +Q 6.21.4% 9.722% _ -2004.4% - 3 4815- .• .840.1% 0. -4816 - "4 4:; -2018302% _ { 0.40.8% .'Q- 541.7%..- b- 550L..4.- -4810 4820- {-200=75% 4• E . 5ss B - 520 - 4805- -4505 4800- -4800 SCALE IN FEET 5 LEGEND: NOTES: - E3 OVERBURDEN SOILS:SANDY LEAN.CRAY,SM.?,MOIST TO MOIST. CAY8TWE:HNBTO VERY SUGHILY NOWT TO MOIST, 1.EYRORATORYBIXNI605511NROUGH...WERE DRILLED T011-2&10 UMNGATRUCKAIOIMI® VERY 90FTTO MEDIUM STIFF,BROWNTO pARI(BROWN,IDW LOCALLY SANDY,GRAY TO DARN GRAY,PUSTIC,LOCAL LIGNITE OW GRILLRI0.BORINGS WERE gNLLED MTN 325-INCH I.D.HOLLOW STEM ADDERS. PLASTICITY(CL). SEAMS AND PARINGS LOCALLY WEATHERED pH) 2 TEST PITS WERE PERFORMED ON 181610 USING A KOMATSU ISO LC EXCAVATOR ® BAY:STIFF ,TO VERY STIFF VERY M01ST TO WET. .BROWN E°,; S SONIC TEST HOLES SOLI..114ROUGH SINC.04 WERE DRILLED BY BURNCO OCTOBER 2018. BARDBT W E:VERY PALE To PALE ORMNED.VERY DENSE. I ® SAND:NNE TO COARSEOPNNEO,MEDIUM TO VERY DENSE.MOST TO 9LIANiLY Md9TT0 80201.GRAV,FPB9X 4,ALL EIDLORATORY LOCATIONS WERE SURVEYED BY AGIGAN 9URVEYINO NOVEMBER 2010-FEBRUARY 2010 WET.TAN,BROWN.POORLY GRADED IRIS SILT OR CLAY(SP.SW.SO S LINES SETl1EEN MATERIALS REPRESENT APPROXEMTE BOUNDARIES BETWEEN TYPES AND TRANM11055 LIGNR£LOW-GRADE CON,HNB.BLACK DRY,BLOCKY. MAYBE GRADUAL cm SAND 4GRAVEL:LOCAL COBBLES,LOOSE TO VERYOENBE.WET. O.GRWNOWATER LEVELS WERE MEASURED AT THE TIME OF DRILLING.GROUNDWATER LEVELS MAY _POOR TO WELL GRADER BROWN.PINK SBROUNOED GRAVEL'S FLUCTUATE SEASONALLY AND 101E TOME M INOAN°DIMMER,.OPERATIONS GENERALLY ONNW MINUS(SPAY) 5.0--- APPROBMATE DEPTH OF GEOLOGIC CONTACT JOB NO.0114.011.00 T.GRAVEL PERCENTAGE Cr SAMPLES FOR TEST HOLES$B0440I THROUGH 0DCPON INCLUDES 13 RETAINED ONob CANNON LAND WEATHERED CLAYSTONE:STIFF TO VERY HARD,SNORT,MONTTG 1 11 WATER ENCOUNTERED DRILLING RING DRNG AND SIEVE 2-,1-,BM•,1? NA,0r.BAND PERCENTAGES OF SAMPLES RETAINED ON SIEVE N A BELOW. MOM BROWN GRA2ORANGE.PASRO LOCALLY WEATHERED.(OL) DATE MEASURED _ 6 GRADATION RESULT SHOWN ON THE BORE HOLES MO TEST MOLES MAY NOT SUM TO 1110%DUE TO THE WAY -23 STAN SPlTSPOONBLOWCOUNTS.NUMBERPP THE RESULTS WERE ROUNDED BYTHELAB. SUMMARY LOGS WEATHERED SNN08TOHE:PALE ORNNE0,SLIGHTLY MOIST TO VAUE)INDICATE9 THE NUMBER OF BLOWS OFA 140 LB. V ® HAMMER FREE FALLING JO INDIES REWIRED TO DRIVE D.LAB 165050: O.TING: NOWT.GRAY. THE SAMPLER,FOOT OR THE MOPED INTERVAL. BY WEIGHT O 6410.4 SIEVE) FIGURE NO. VT-INDICATES THE SAMPLER WAS DRIVEN I FOOT BY (G.%WO MI WEIGHT 640.4..4 0200) DEERE St A U L T s THE MONT OF THE HAMMER AWE 1.200.%6Y WEOW PASSING THE 0200 BEVE(PF&8) A5 V. 0 MUD. UO LLIMITCC)N'il)7.'I/\N'i'S,INC:. 2�.0 TOTAOBPTM K BORING(FR PLA1311CITY MOT NP W.N PEST K: DATE' MARCH 2019 I SCALE: AS NOTED 3 Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Slurry Wall 125 100 21 120 Gas Line 1 86 • Mining Area 1 Mining Area 2 i.-2511-N 14-ion 18 R� Water Level:48498 - Water Level:4848 ft 3 /,. 1 // 3 1 DEERE St AULT Cannon Lands Slope Stability (Area 1/2) FIGURE No. Max Section Full Reservoir Conditions (South) Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:W201 LG Everist10201.041 Cannon Lands\Slope Stablity\Complete\Cannon Lands SS-maxsection-areal-2.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (0) Unit Wt. (pcf) Above Water Table(pcf) ® Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened • Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Ei Slurry Wall 125 100 21 120 Gas Line j Herz Seismi Cod:0.09 • Mining Area 1 Mining Area 2 1 25ft-1.1 NI-100 1ftft-PI Water Level:4849 ft / - Water Level:4846 ft 3 1 ;-: DEERE & A U T Cannon Lands Slope Stability (Area 1/2) FIGURE NO. CONSULTT - S, I NC. Max Section Full Reservoir Seismic Conditions(South) 2 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everisfl0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area1-2.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ni Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened MI Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Slurry Wall 125 100 21 120 Gas Line 1.73 Mining Area 1 Mining Area 2 155 iF loft ten /i 3 ////// 1 1 E E & AULT Cannon Lands Slope Stability (Area 1/2) FIGURE NO CO N S U L:IAN S, I N C. Max Section Rapid Draw Down (South) 3 Water Resources,Civil&(. eotechnical EngineeringJOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everist\0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-maxsection-areal-2.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (0) Unit WL (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened MI Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Ill Slurry Wall 125 100 21 120 Gas Line 1 78 •�_ Mining Area 1 MiningArea2 25R-WI 1.4-ion 1BR—ol Water Level:Haas n 3 1 / /: 3 //f... 0111041 .11DEERE & A .J T Cannon Lands Slope Stability (Area 1/2) FIGURE NO. CO N S U -ILL A N...-S* INC. Max Section Rapid Draw Down South (Right Full) 4 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:W201 LG Everist\0201.041 Cannon LandslSlope Stability\Complete\Cannon Lands SS-maxsection-areal-2.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 I. Slurry Wall 125 100 21 120 Gas Line 86 Mining Area 1 Mining Area 2 • i4-25ft-1.1 If105 left-11 Water Level:4849 ft Water Level:4848 ft 3 1 3 4Pt,,.ate�� "' _ .m.a„ 'w ..,tea n� -.aA»re•° ,_ _.....-,._ _ t_ DEERE & A U T Cannon Lands Slope Stability (Area 1/2) FIGURE NO. O N S Ui Lssr= ,._r'S, I C. Max Section Full Reservoir Conditions (North) 5 Water Resources,Civil Sc Georechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:W201 LG Everish0201.041 Cannon Lands\Slope Stabiliity\Complete\Cannon Lands SS max section-areal-2.gsz Color Name Unit Cohesion' Phi' Constant Calculated 3:1 Slope Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ® Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 120 Gas Line Horz Seismi•Coef.:0.09 Mining Area 1 Mining Area 2 • n 250-Pi 1�10ft 180—04 Water Level:4849 ft Water Level:4848 ft 1 3 1 DEERE 4Sz. AULTCannon Lands Slope Stability (Area 1/2) FIGURE NO • , Max Section Full Reservoir Seismic Conditions (North) 6 Water Res-ources,Civil&(3eotechnical Engineering - JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everist 0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-maxsection-areal-2.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (0) Unit Wt. (pcf) Above Water Table(pcf) ® Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 IN Slurry Wall 125 100 21 120 Gas Line 1.773 MiningArea 1 Mining Area 2 • 1 26N—Pi IF ton 18R—Pi 1 3 \ 3 .wr:w DEERE & AULT Cannon Lands Slope Stability (Area 1/2) FIGURE NO N S Li LTA I N Max Section Rapid Draw Down (North) 7 Water Resources,Civil&Georechnical Engineering JOB NO. 0201.041.00 L DATE 01/15/2020 Q:\0201 LG Evenst0201.041 Cannon Lands\Slope Stability\Complete1Cannon Lands SS-max section-areal-2.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 • Slurry Wall 125 100 21 120 Gas Line In Mining Area 1 Mining Area 2 ti is-255 1F105 el 1art—lel Water Level:4849 It 3 1 DEERE & A U L T Cannon Lands Slope Stability (Area 1/2) FIGURE NO. Y C. Max Section Rapid Draw Down North (Left Full) 8 Water Resources,Civil&Geotechnical Engineering JOB N0. 0201.041.00 DATE 01/15/2020 Q:W201 LG Everist0201.041 Cannon Lends'Slope Stability\Complete\Cannon Lands SS-maxsection-areal-2.gsz Color Name Unit Cohesion' Phi' Constant Calculated 3:1 Slope Weight (psf) (°) Unit Wt (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened II Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Slurry Wall 125 100 21 100 Mining Area 2 1.91 �25ft� Water Level:4846 ft 3 DEERE Cannon Lands Slope Stability (Area 2) FIGURE NO L - Max Section Full Reservoir Conditions 9 Water Resources,Civil&Geotechnica[ Engineering NO. 0201.041.00 DATE 01/06/2020 Q:W201 LG Everist10201.041 Cannon Lands\Slope Stability\Cannon Lands SS-max section-area2.gsz Color Name Unit Cohesion' Phi' Constant Calculated 3:1 Slope Weight (psf) (0) Unit Wt (pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ® Slurry Wall 125 100 21 100 Mining Area 2 1.18 • Horz Seismic Coef.:0.09 25ft-01 Water Level:4848 ft 3 1 DEERE & A U L T Cannon Lands Slope Stability (Area 2) FIGURE NO. CONSUL-FANwf"S, I C. Max Section Full Reservoir Seismic Conditions 10 Water Resources,Civil Sr.Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/06/2020 Q:\0201 LG Everist\0201.041 Cannon Lands\Slope Stability\Cannon Lands SS-max section-aree2.gsz Color Name Unit Cohesion' Phi' Constant Calculated 3:1 Slope Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ® Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ■ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 II Slurry Wall 125 100 21 100 Mining Area 2 1.67 • 14-25ft-�{ 3 y --� _ DEERE esz, AULT Cannon Lands Slope Stability (Area 2) FIGURE NO. C I' U L A S, INC. Max Section Rapid Draw Down Conditions 11 Water Resources,Civil&Creotechnical EngineeringJOB NO. 0201.041.00 j DATE 01/06/2020 Q:W201 LG EveristW201.041 Cannon Lands\.Slope Stability\Cannon Lands SS-max section-area2.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pct) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ® Slurry Wall 125 100 21 120 / Road Way 112 Property Boundary Surcharge(Unit Weight):460 pcf rf37ft� N 43 ft 1 .•••• Water Leval:4862 ft 3 m DEERE & AULT Cannon Lands Slope Stability (Area 3A) FIGURE NO. CONSUL"I"ANA S, C. Max Section Full Reservoir Conditions 12 Water Resources, Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 06/01/2020 Q:\0201 LG Evenst10201.041 Cannon Lands\Slope Stabtlity\Conplete\Cannon Lands SS-max section-area3a-with load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (Pct.) Above Water Table(pcf) El Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 in Slurry Wall 125 100 21 120 / Road Way \ Property Boundary .1.18 Surcharge(Unit Weight):460 pcf Horz Seismic Coef.:0.09 le- 37 ft +I N 43 ft +I I 15ft;.y;.,. ;.25ft : Yi •.... , y Water Leve1:4862 ft ` t DEERE T Cannon Lands Slope Stability (Area 3A) FIGURE NO t:o r S LTA N S, c. Max Section Full Reservoir Seismic Conditions 13 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 06/01/2020 Q:\0201 LG Everisfl0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area3a-with load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (PO Above Water Table(pcf) Ill Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 120 / Road Wey \ Property Boundary Surcharge(Unit Weight)480 pcf • 37 ft i r 43 ft .................... 44.1 `1 _____ ----------- -------- - } DEERE Sz. AU LT Cannon Lands Slope Stability (Area 3A) FIGURE NO. CONSUL I A N~f , j Cy. Max Section Rapid Draw Down Conditions (Adjusted) 14 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 06/01/2020 Q:W201 LG Everist10201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area3a-with load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (0) Unit Wt. (pcf) Above Water Table(pcf) gi Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened In Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 IN Slurry Wall 125 100 21 120 Road Way / \ 1,50 Property Boundary • Surcharge(Unit Weighty 460 pct 14,-37 R r43 ft M I 15ft„ ,3':.,:,25ft 10 DEERE T Cannon Lands Slope Stability (Area 3A) FIGURE NO. CONSULiI AN I'S, INC. Max Section Rapid Draw Down Conditions 15 Water Resources,Civil Sc Geotechnical EngineeringJOB NO. 0201.041.00 DATE 06/01/2020 Ma. Q:\0201 LG Everis50201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area3a-with Ioad.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) MI Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Slurry Wall 125 100 21 120 ,193 Mining Area 3 21 ft 15.033 ft 25 ft— 1 Mining Area 1 25 ft 15.033 ft PVDC Ditch r I Water Level:4992 ft Water Level:4849 ft 3 � a 1 a DEERE St A U T Cannon Lands Slope Stability (Area 3B) FIGURE NO. CONSUL TANA S, INC- Max Section Full Reservoir Conditions (West) 16 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Evenst0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-maxsection-area3b LEFT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 it Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 120 1.18 Mining Area 3 Herz Seismic Coe1.:0.09 21 ft 25 ft 15.033 fl I Mining Area 25 ft 15.033 ft PVDC Ditch r I � Weler Level:4862 ft Water Level:4849 R 3 1 1111111 DEERE St A U L T Cannon Lands Slope Stability (Area 3B) FIGURE NO. CONSUL A N I.S. INC. Max Section Full Reservoir Seismic Conditions(West) 17 Water Resources,Civil Si.Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everist10201.041 Cannon Lands\Slope Stability\Conmplete\Cannon Lands SS{nax section-area3b LEFT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (0) Unit Wt. (pcf) Above Water Table(pcf) ■ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ® Slurry Wall 125 100 21 120 la • Mining Area 3 21 Rr-25 ft 15.033 ft Mining Area 1 25 R 15.0338 PVDC Ditch r Weter Level.4862 R i C� DEERE & A U T Cannon Lands Slope Stability (Area 3B) FIGURE NO. C.0 N S U. LN1 A N-1 S, IN C. Max Section Rapid Draw Down (West) 18 Water Resources,Civil&Geatechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG EveristW201.041 Cannon Lands\.Slope Stability\Complete\Cannon Lands SS-max section-area3b LEFT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (pst) (°) Unit Wt. (pcf) Above Water Table(pcf) ■ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened II Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Ill Slurry Wall 125 100 21 120 • Wining Area 3 21 ft 25 ft 15.033 fl Mining Area 1 25 ft 15.033 ft PVDC Ditch r l Water Level:4882 R .`/ fig;• .r M... r DEERE & A U E T Cannon Lands Slope Stability (Area 3B) FIGURE NO. CONSUL T N.-.I,`S. INC. Max Section Rapid Draw Down West(East Full) 19 Water Resources,Civil&Geotedlnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:10201 LG Everist10201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area3b LEFT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened El Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ll Slurry Wall 125 100 21 120 Mining Area 3 1 21 R 15.033 tt 258-1S93 Mining Area 1 r 25 ft—+� r 15.033 ft PVDC Ditch Water Level:4882 ft II e. � 3 C m H DEERE St AULT Cannon Lands Slope Stability (Area 3B) FIGURE NO. CONSUL I AN S INC. Max Section Full Reservoir Conditions (East) 20 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 IQA' E 01/15/2020 Q:\0201 LG Everist\0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area3b RIGHT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) El Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Il Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ® Slurry Wall 125 100 21 120 Mining Area 3 la 21R 15,ofty T25ft7 Horz Seismic Coef.:0.09 Mang Areal r 25ft--+i r15.033ftl PVDC Ditch I Water Level:4862 ft 3 a 1 C' Y \ Y \ DEERE St A U T Cannon Lands Slope Stability (Area 3B) FIGURE NO. CONSUL:FAN a"s, I C. Max Section Full Reservoir Seismic Conditions(East) 21 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everist10201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area3b RIGHT.gsz Color Name Unit Cohesion' Phi' Constant Calculated 3:1 Slope Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) il Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ill Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 NI Slurry Wall 125 100 21 120 Mining Area 3 1,83 r_21 ft--1 \''15.0331 T255 S Mning Area 1 r_25 ft� \`15.03311 PVDC Ditch 3 __ C _ ...... \ ‘ DEERE & AULT Cannon Lands Slope Stability (Area 3B) FIGURE NO: CONSUL AN-1 S, INC. Max Section Rapid Draw Down (East) 22 Water Resources,Civil 5z Geotechnical EngineeringJOB NO. 0201.041.00 DATE 01/15/2020 Q:W201 LG EveristW201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area3b RIGHT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (0) Unit Wt. (pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Ill Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 120 Wing Area 3 L • 21R 115.033 Rl T23ft—al Mining Anal 1.—nit—►I c15.03311 PVDC Ditch r \\ 1 N ' DEERE . A U T Cannon Lands Slope Stability (Area 3B) FIGURE NO, CONSULTANTS, INC. Max Section Rapid Draw Down East(West Full) 23 Water Resources,Civil &Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:W201 LG EveristW201.041 Cannon Lands\Slope Stability\Compiete\Cannon Lands SS-maxsection-area3b RIGHT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ® Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Road Wey \ Property Boundary 11 69 Surcharge(Unit Weld*460 pcf . 37.513 ft n 33.015 ft 43 ft Mining Area 1A 9ft __ �� 9 f -__ Water Level:4855 ft `4. DEERE T Cannon Lands Slope Stability (Area 1Aa) FIGURE NO CO E I AN , INC- Max Section Full Reservoir Conditions 24 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 06/01/2020 Q:\0201 LG Everist\0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-arealAa 3-1 slope-with Ioad.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ® Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Road Way Property Boundary Surcharge(Unit Weigh*460 pcf *1.15 Hoe Seismic CoeL:0.09 37.513ft r 33.015 ft 43ft Mining Area 1A 9 R•• 9 8 - Water Level:4855 ft t.. DEERE . AULT Cannon Lands Slope Stability (Area 1Aa) FIGURE No. O a S UU L`l S, Max Section Full Reservoir Seismic Conditions 25 Water Resources,Civil&Oeotechnical Engineering JOB 0201.041.00 DATE 06/01/2020 Q:\0201 LG EveristW201.041 Cannon Lands\Slope Stabttity\Complete\Cannon Lands SS-max section-area1Aa 3-1 slope-with load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pct) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ® Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Road Way / \ Properly Boundary Surcharge(Unit Weigh*460 pcf .11 37.513 1t r---33.015 ft a 1 43 ft Mining Area to gft 9ft N \\'\i'77.7, ��44 'a„, `y.,.. �� (� ~... .. - DEERE L T Cannon Lands Slope Stability (Area 1Aa) FIGURE NO. CONSUL l'AN TS, INC. Max Section Rapid Draw Down Conditions (Adjusted) 26 JOB Water Resources,Civil St Oeotechnkat Engineering �O� 0201.041.00 DATE 06/01/2020 V Q:\0201 LG Everist10201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-arealAa 3-1 slope-with load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ill Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Road Wey / \ Property Boundary 151 Surcharge(Unit Weight):480 pcf . 37.513ft 733.015 ft-• 43 ft Mining Area 1A DEERE & A U L T Cannon Lands Slope Stability (Area 1Aa) FIGURE NO. co N S Li L"I-A N_ S, I N C. Max Section Rapid Draw Down Conditions 27 Water Resources,Civil&Georechnical Engineering JOB NO. 0201.041.00 DATE 06/01/2020 Q:a201 LG Everist10201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max sectiorrarea1Aa 3-1 slope-with load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pct) Above Water Table(pcf) El Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Property Boundary Pipeline ROW 1 93 41 ft •�_ MningArea 1A 1Mter Level:4855 R DEERE & A U L T Cannon Lands Slope Stability (Area lAB) FIGURE NO. 4 N S l l L ` A N- S, I N C. Max Section Full Reservoir Conditions 28 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 02/07/2020 Q:\0201 LG Evenst\0201.041 Cannon Lands\Slope Stability\Complete'Cannon Lands SS-maz section-area1Ab 3-1 slope.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (Pd) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Property Boundary Pipeline ROW Herz Seismic Coef.:0.89 41 ft • Mining Area IA Water Level:4855 ft ..„�,.,_._.�.,�,.�:�:t,se . .,:�.,,.... .._�._.:��,. . .,�, s✓�.�.,.1.�� ,.�,.�. ��...as�...®,e..,.as...�:... ,_,�-�._ - - -.��.-..�.,.,,,,.e,a....de_�s.. �..,.,m.�,..;...,..,-,�..� __ �a".�,.a-�_a-.r., z:�.- �_ .�:�, — �...,,.- ,..� ,-,� .__w,_ DEERE & A U L T Cannon Lands Slope Stability (Area lAB) FIGURE NO. CONSULTA IS, INC. Max Section Full Reservoir Seismic Conditions 29 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 02/07/2020 Q:10201 LG Everish0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-arealAb 3-1 slope.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened El Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Property Boundary Pipeline ROW ],85 41ft • Mning Area 1A ------- --- DEERE A U T Cannon Lands Slope Stability (Area lAB) FIGURE NO.. CO N S U LTA N ''LL s, INC. Max Section Rapid Draw Down Conditions (Adjusted) 30 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 02/07/2020 Q:\0201 LG Everist 0201.041 Cannon Lands\Slope Stabtrity\Complete\Cannon Lands SS-max section-area1Ab 3-1 slope.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (1 Unit Wt. (pcf) Above Water Table(pcf) MI Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Property Boundary Pipeline ROW 1 63 41ft • MninB Area 1A • DEERE & A U T Cannon Lands Slope Stability (Area lAB) FIGURE NO. CON S U L« A -I-S I NC. Max Section Rapid Draw Down Conditions 31 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 02/07/2020 Q:\0201 LG EveristW201.041 Cannon Lands tSlope Stability\CompleteCCannon Lands SS-max section-arealAb 3-1 slope.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (Pcf) Above Water Table(pcf) El Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ® Slurry Wall 125 100 21 120 RR ROW 1.69 0---- Surcharge(Unit Weight):480 pd mining Area 4 15R 25R ...... .......`.... Water Level:4862 ft III . 3 1 DEERE & A U T Cannon Lands Slope Stability (Area 4A) FIGURE NO. C.C)N S U . IAN 6- S, INC. Max Section Full Reservoir Conditions 32 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 06/01/2020 Q:\0201 LG Everis00201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area4a-with load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened El Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Ill Slurry Wall 125 100 21 120 RR ROW 1.16 • Surcharge(Unit Weight):480 pcf mining Area 4 Hors Seismic Coat:0.09 15f 255 .. ,.,..... Water Level:4882 ft 3 1 DEERE & A U L T Cannon Lands Slope Stability (Area 4A) FIGURE NO. CONSUL Y,.FAN VS, I NC. Max Section Full Reservoir Seismic Conditions 33 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 06/01/2020 Q:10201 LG Everist10201.041 Cannon Lands\Slope Stability'Complete\Cannon Lands SS-max section-area4a-wtth load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (0) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 120 RR ROW 1.67 Surcharge(Unit Weight).460 pd Mining Area 4 155 nn DEERE & A U E T Cannon Lands Slope Stability (Area 4A) FIGURE NO. CONSUL A 'I'S. IN C. Max Section Rapid Draw Down Conditions (Adjusted) 34 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 06/01/2020 Q:\0201 LG Everist10201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area4a-with load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 120 RR ROW 1.46 Surcharge(Unit Weight):480 pd Mining Area 4 • 15R 25C 3 DEERE & A U L T Cannon Lands Slope Stability (Area 4A) FIGURE NO. CO N S f_ L -ANTS, I C. Max Section Rapid Draw Down Conditions 35 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE O6/O1/2O2O Q:43201 LG EveristW201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area4a-with load.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ® Slurry Wall 125 100 21 120 11.31 • Platteville Ditch la—nrt Ia 1eft� �nrt� Mining Area 4 Water Level:4882 ft 3 DEERE & A U T Cannon Lands Slope Stability (Area 4B) FIGURE NO. CONSUL IS, INC. Max Section Full Reservoir Conditions 36 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/09/2020 Q:10201 LG Evetist10201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-maxsection-area4b.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened NI Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 120 �� Harz Seismic Coat:0.09 Platteville Ditch —2zft la 18ft �nft� Mining Area 4 Water Level:4882 ft 3 1 DEERE St A U L T Cannon Lands Slope Stability (Area 4B) FIGURE NO. CONSUL T N a FS, INC. Max Section Full Reservoir Seismic Conditions 37 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/10/2020 Q:\0201 LG EveristW201.041 Cannon Lands\Slope Stability\Compete\Cannon Lands SS-max section-area4b.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (0) Unit Wt. (pcf) Above Water Table(pcf) ■ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ® Slurry Wall 125 100 21 120 PlaltevilleDitth r—Y2rt iee Id —si Mining Area 4 I 3 v , DEERE & A U T Cannon Lands Slope Stability (Area 4B) FIGURE NO.. C V N S L."1 A N TS, y C. Max Section Rapid Draw Down Conditions 38 Water Resources,Civil&C:eotechnical Engineering JOB NO. 0201.041.00 DATE 01/09/2020 Q:\0201 LG Evenst10201.041 Cannon Lands\Slope StabilityAComplete\Cannon Lands SS-max section-area4b.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) MI Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Slurry Wall 125 100 21 120 Steed Utilities Gouty Road 21 Pipeline �45R� 1511- r -3i Miring Area Water Unlit 4859 R 3 1 a,. D E E E , U , '�' Cannon Lands Slope Stability (Area 5) FIGURE NO. S, Max Section Full Reservoir Conditions 39 CONSUL FAN I INC. Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/09/2020 Q:W201 LG EveistW201.041 Cannon Lands\Slope Stability\Cannon Lands SS-max section-area5.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ® Slurry Wall 125 100 21 120 Buffed UtiUes Couty Road a P�pefire •1@ 7Xrt--1 1597 730.5A Miring Ann 5 Halo ism Seic Coot:0.09 Water Levet 4959 ft 9 1 D E E E �, U T Cannon Lands Slope Stability (Area 5) FIGURE NO. CO - Max Section Full Reservoir Seismic Conditions 40 NStiLIAN IS, 1NC. Water Resources,Civil&Geotechnical Engineering JOB No. 0201.041.00 DATE 01/09/2020 Q:\0201 LG Everist 0201.041 Cannon Lands\Slope Stability\Cannon Lands SS-max section-area5.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened IN Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 II Slurry Wall 125 100 21 120 Bused UHtlas Cooly Road 22 Pipeline ] �25rt� 15rt� �30.5R Miring Puee5 \4� D E E A ,, T Cannon Lands Slope Stability (Area 5) FIGURE NO. - � Max Section Rapid Draw Down Conditions (Adjusted) 41 (-ONSULl. ANWater Resources,Civil&Geotechnical Engineering JOB No. 0201.041.00 DATE 01/09/2020 Q:\0201 LG Everist 0201.041 Cannon Lands\,Slope Stability\Cannon Lands SS-max section-area5.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pct) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ® Slurry Wall 125 100 21 120 Buffed UtiUes Coyly Road 22 Pbafine 73BR-+1 15117 r 30.5rt M'virgArea5 3 3 DEERE & A U T Cannon Lands Slope Stability (Area 5) FIGURE NO. CONS uu LTA S, IN C. Max Section Rapid Draw Down Conditions 42 Water Resources,Civil Sc Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/09/2020 Q:\0201 LG Everist\0201.041 Cannon Lands\Slope Stability\Cannon Lands SS-maxsection-area5.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (Pd) Above Water Table(pcf) Ill Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened • Overburden 114 150 28 110 n Sand&Gravel 130 0 34 125 il Slurry Wall 125 100 21 100 Utility Corridor 1 89 • N3R 22ft-+8ft►1 Wing Area 5 r 25ft-1 r 38 ft • 14-25R--el Mining Area 6 Water Level:4859ft 111 3 /,,, 1 J% „ r DEERE . A U L T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. CONSUL-FAN ,� Max Section Full Reservoir Conditions (South) 43 Water Resources,Civil&Geotechnical.Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everist10201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-rnaxsection-area5-6 LEFT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (Pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 fr Bedrock Fully 120 0 18 115 Softened NI Overburden 114 150 28 110 n Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 100 Horizontal yield acceleration=0.09g Utility Condor 1 19 •-'`— H88.4-22 ft 1 8 ft.j Mining Area 5 r 25 ft 78 ft • 25 ft 81 MRRIg Area 6 Water Levet 4859ft 3 1 // r.- DEERE & A. U T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. CONSUL t Iii INC. Max Section Full Reservoir Seismic Conditions(South) 44 Water Resources,Civil&Geotechnical.Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Evensh0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-nax section-areas-6 LEFT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pct) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 100 /Utility Corridor 1 65 • HBft 22ft 1'Bft►l Mi11r1gAr6a 5 r 25 ft - 98 ft F25ft7 MiniigArea 6 1 // / / /� — — _ DEERE & A U L T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. CO N S U E.T A N T S, I NC. Max Section Rapid Draw Down (South) 45 Water Resources,Civil St Oeotechnical Engineering JOB N0. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everisfl0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-areas-6 LEFT.gsz Calculated 3:1 Slope Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened MI Overburden 114 150 28 110 n Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 100 /Utility Corridor 1 60 •J" N8ft 1 22ft 8ft.1 MnrgArea5 �25ft� - 98R r1 a- 28R Minng Area 6 3 l 1 // //------ -------- /" `,.✓ DEERE & A U , T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. CONSUL F A N FS, INC. Max Section Rapid Draw Down South (North Full) 46 Water Resources,Civil St Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everisfl0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-areas-6 LEFT.gsz Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pcf) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ■ Overburden 114 150 28 110 n Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 100 /Utility Corridor N8ft f/ 22ft 1 1.97 8ft.1 • Mining Area 5 �25ft7 ri 38ft 251t Mining Area 6 Water Level:4854 ft la ,, --"uIIIIIIIIIIIII 3 t��-w.,.:� DEERE & A U L T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. CONSUL...FAN -I-S, INC:. Max Section Full Reservoir Conditions (North) 47 Water Resources,Civil&Geoteelinical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG EveristW201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-ansa5-6 RIGHT.gsz Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (Pct) Above Water Table(pcf) • Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ® Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Ill Slurry Wall 125 100 21 100 Horizontal yield acceleration=0.09g /Utility Condor NBR►N-22ft ) 89.1 •120 M'engArea5 �25ft� r 38 ft r25R� M hogArea 6 ------IIII Water Level:48545 3 1 DEERE & A U L T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. C C)N S Ll LTA N FS, I N C. Max Section Full Reservoir Seismic Conditions(North) 48 Water Resources,Civil Sr.Geotechnica1 Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Evertst10201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-areas-6 RIGHT.gsz Color Name Unit Cohesion' Phi' Constant Weight (psf) (0) Unit Wt. (pct) Above Water Table(pcf) ▪ Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 100 /Utility Corridor NBft 1— 22ft 11 OftM •1.71 Miring Area 5 25 ft 1 35 ft 25 ft Mining Area 6 3 1 DEERE Sz. A U E T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. 'CONSULTANTS, INC. Max Section Rapid Draw Down (North) (Adjusted) w 9 Water Resources,Civil Si.Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 �F QA0201 LG Everist\0201.041 Cannon Lands\Slope Stability\Complete\Cannon Lands SS-max section-area5-6 RIGHT.gsz Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (Pcf) Above Water Table(pcf) MI Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ▪ Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 ▪ Slurry Wall 125 100 21 100 /utility condor 161 NBfti(/ 22ft ')'8ft.1 • MrrngNBe5 725ft 38R MmingArea 6 3 ----------------- DEERE & A U E T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. S L.1. A N T S. I C. Max Section Rapid Draw Down (North) 50 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everist\0201.041 Cannon Lands\Slope Stability\Complete'Cannon Lands SS-maxsecction-area5-6 RIGHT.gsz Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (Pcf) Above Water Table(pcf) Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ® Overburden 114 150 28 110 n Sand&Gravel 130 0 34 125 El Slurry Wall 125 100 21 100 /utility Corridor NBft►II 22ft ' 172 'eft.' . Minng/1ree5 �25R� 38ft �25ft� MningAree6 ve DEERE 4S1 A U L T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. CONSULTANTS, Max Section Rapid Draw Down North (South Full) (Adjusted) 51 Water Resources,Civil&Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everist10201.041 Cannon Lands Slope Stability\Conlplete\Cannon Lands SS-max section-area5.6 RIGHT.gsz Color Name Unit Cohesion' Phi' Constant Weight (psf) (°) Unit Wt. (pct) Above Water Table(pcf) III Bedrock Fresh 124 500 20 120 Bedrock Fully 120 0 18 115 Softened ll Overburden 114 150 28 110 Sand&Gravel 130 0 34 125 Slurry Wall 125 100 21 100 /Utility Corridor I. f— 22ft 1 8ft� 01 .59 Mining Area 5 725 ft---1 . 38 ft r I 25ft7 Mining Area 6 1111 3 1 - -------- --- DEERE & A U E T Cannon Lands Slope Stability (Area 5/6) FIGURE NO. ,� , -- -�;� INC.N C. Max Section Rapid Draw Down North (South Full) 52 Water Resources,Civil SL Geotechnical Engineering JOB NO. 0201.041.00 DATE 01/15/2020 Q:\0201 LG Everist0201.041 Cannon Lands\Slope Stabitity\Complete\Cannon Lands SS-maxsection-area5-6 RIGHT.gsz Cannon Land Summary Of Laboratory Test Results February 2019 SAMPLE LOCATION Gradation Atterberg Limits Absorption Specific Gravity Percent - Sodium Alkaline LA Test Depth Sample Gravel Sand Passing No. Lkluld Plasticity Coarse Fine Sulfate Aggregate Unified Soil ClassMeation Hole (feet) Soil Unit T ype (%) (1) 200 Sieve Umk Index ) (%) Coarse Fine Abrasion sound. Reactivity TP-3 7.5-9 Sand&Gravel Balk 50.8 48.2 1.0 Poorly graded gravel with sand(GP) TP-4 2-7 Sand&Gravel Balk 20.5 77.6 1.8 Poorly graded sand with gravel(SP) TP-5 4-5 Topsoil Balk 57.0 40 23 Sandy lean day(CL) TP-5 7-8 _ Sand&Gravel Balk 18.3 81.1 0.6 Poorly graded sand with gravel(SP) TP-6 14 Sand Balk 6.2 86.6 7.2 Poorly graded sand with silt or day(SP-SM or SP-SC) TP-7 8-11 Sand&Gravel Bulk 18.1 80.0 1.9 Poorly graded sand with gravel(SP) TP-8 15 Sand&Gravel Balk 20.3 78.3 1.4 Well graded sand with gravel(SW) Notes: 1.TP-1(4.5'-6)was combined with TP-2,TP-3 and TP-5 to perform LA Abrasion and Specific Gravity tests. 2.Samples TP-1,TP-4,TP-6,TP-7 and TP-8 were combined to perform LA Abradan and Specific Gravity tests. P:10114 Cannon10114.011.Gravel end Reservoir FeasibiRtyv_ab DetaiCennon Land Test Summery Page 2 of 2 Hello