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Home My WebLink About20202487.tiffBESTWAY CONCRETE C.MP.NY VOGL AMENDMENT - SHORES G VEL MINE D MS 112 PERMIT SUBMITTAL M-1 998-013AMO3 PREPARED FOR: Burnco Colorado, LLC dba Bestway Concrete Company 301 Centennial Drive Milliken, CO 80543 PREPARED BY: Civil Resources, LLC 323 5th Street P 0 Box 680 Frederick, CO 80530 303 8331416 DATE SUBMITTED TO DRMS: FEBRUARY 4, 2020 5 Maps and Exhibits: Two (2) complete, unbound application packages must be submitted. One complete application package consists of a signed application form and the set of maps and exhibits referenced below as Exhibits A -S, Addendum 1, and the Geotechnical Stability Exhibit. Each exhibit within the application must be presented as a separate section. Begin each exhibit on a new page. Pages should be numbered consecutively for ease of reference. If separate documents are used as appendices, please reference these by name in the exhibit. With each of the two (2) signed application forms, you must submit a corresponding set of the maps and exhibits as described in the following references to Rule 6.4, 6.5, and 1.6.2(l)(b): EXHIB IT A EXHIBIT B EXHIBIT C EXHIBIT D EXHIBIT E EXHIBIT F EXHIBIT G EXHIBIT H EXHIBIT I EXHIBIT J EXHIBIT K EXHIBIT L EXHIBIT M EXHIBIT N EXHIBIT O EXHIBIT P EXHIBIT Q EXHIBIT R EXHIBIT S Rule 1.6.2(1)(b) Rule 6.5 Legal Description Index Map Pre -Mining and Mining Plan Map(s) of Affected Lands Mining Plan Reclamation Plan Reclamation Plan Map Water Information Wildlife Information Soils Information Vegetation Information Climate Information Reclamation Costs Other Permits and Licenses Source of Legal Right -To -Enter Owners of Record of Affected Land (Surface Area) and Owners of Substance to be Mined Municipalities Within Two Miles Proof of Mailing of Notices to County Commissioners and Conservation District Proof of Filing with County Clerk or Recorder Permanent Man -Made Structures ADDENDUM 1 - Notice Requirements (sample enclosed) Geotechnical Stability Exhibit (any required sections) The instructions for preparing Exhibits A -S, Addendum 1, and Geotechnical Stability Exhibit are specified under Rule 6.4 and 6.5 and Rule 1.6.2(1)(b) of the Rules and Regulations. If you have any questions on preparing the Exhibits or content of the information required, or would like to schedule a pre -application meeting you may contact the Office at 303-866-3567. Responsibilities as a Permittee: Upon application approval and permit issuance, this application becomes a legally binding document. Therefore, there are a number of important requirements which you, as a permittee, should fully understand. These requirements are listed below. Please read and initial each requirement, in the space provided, to acknowledge that you understand your obligations. If you do not understand these obligations then please contact this Office for a full explanation. 1. Your obligation to reclaim the site is not limited to the amount of the financial warranty. You assume legal liability for all reasonable expenses which the Board or the Office may incur to reclaim the affected lands associated with your mining operation in the event your permit is revoked and financial warranty is forfeited; vrkk w\ vA\ vi\ NfrA, 2. The Board may suspend or revoke this permit, or assess a civil penalty, upon a finding that the permittee violated the terms or conditions of this permit, the Act, the Mineral Rules and Regulations, or that information contained in the application or your permit misrepresent important material facts; 3. If your mining and reclamation operations affect areas beyond the boundaries of an approved permit boundary, substantial civil penalties, to you as permittee can result; 4. Any modification to the approved mining and reclamation plan from those described in your approved application requires you to submit a permit modification and obtain approval from the Board or Office; 5. It is your responsibility to notify the Office of any changes in your address or phone number; 6. Upon permit issuance and prior to beginning on -site mining activity, you must post a sign at the entrance of the mine site, which shall be clearly visible from the access road, with the following information (Rule 3.1.12): a. the name of the operator; b. a statement that a reclamation permit for the operation has been issued by the Colorado Mined Land Reclamation Board; and, c. the permit number. 7. The boundaries of the permit boundary area must be marked by monuments or other markers that are clearly visible and adequate to delineate such boundaries prior to site disturbance. 8. It is a provision of this permit that the operations will be conducted in accordance with the terms and conditions listed in your application, as well as with the provisions of the Act and the Construction Material Rules and Regulations in effect at the time the permit is issued. 9. Annually, on the anniversary date of permit issuance, you must submit an annual fee as specified by Statute, and an annual report which includes a map describing the acreage affected and the acreage reclaimed to date (if there are changes from the previous year), any monitoring required by the Reclamation Plan to be submitted annually on the anniversary date of the permit approval. Annual fees are for the previous year a permit is held. For example, a permit with the anniversary date of July 1, 1995, the annual fee is for the period of July 1, 1994 through June 30, 1995. Failure to submit your annual fee and report by the permit anniversary date may result in a civil penalty, revocation of your permit, and forfeiture of your financial warranty. It is your responsibility, as the permittee, to continue to pay your annual fee to the Office until the Board releases you from your total reclamation responsibility. 10. For joint venture/partnership operators: the signing representative is authorized to sign this document and a power of attorney (provided by the partner(s)) authorizing the signature of the representative is attached to this application. -7 - NOTE TO COMMENTORS/OBJECTORS It is likely there will be additions, changes, and deletions to this document prior to final decision by the Office Therefore, if you have any comments or concerns you must contact the apphcant or the Office pnor to the decision date so that you will know what changes may have been made to the application document The Office is not allowed to consider comments, unless they are written, and received pnor to the end of the public comment period You should contact the applicant for the fmal date of the public comment period If you have questions about the Mined Land Reclamation Board and Office's review and decision or appeals process, you may contact the Office at (303) 866-3567. -1V - COMPLIANCE WITH OTHER LAWS Compliance with the Act and Rules and Regulations of the Mined Land Reclamation Board DOES NOT relieve you of your responsibility to comply with all other applicable state and federal laws We recommend that you contact the following agencies to determine whether you need to comply with their legal requirements o The Colorado State Historical Preservation Office regarding properties of historical significance including the need for an archeological survey, procedures for requesting a file search, and inventory forms to identify structures o Colorado Division of Water Resources with regard to water rights, • Colorado Department of Health, Water Quality Control Division, with regard to the discharge of pollutants into the State waters, • Colorado Department of Health, Air Pollution Control Division, with regard to the need for a fugitive dust permit, o U S Bureau of Land Management or the U S Forest Service if the proposed operation will occur on federal lands, o U S Army Corps of Engineers regarding a dredge and fill (404) permit, and o The County Planning Department for the county or counties in which your proposed operation is located Section 34-32 5-109(3), C R S, requires a mining operator to be responsible for assuring that the mining operation and the post -mining land use comply with local land use regulations and any master plan for extraction adopted pursuant to Section 34-1-304, C R S COMPLETION OF MINING Upon completion of any phase of reclamation, you should consult Rule 3 1 for reclamation standards and 4 16 for details on how to request a reclamation responsibility release from the Board STATE OF COLORADO DIVISION OF RECLAMATION, MINING AND SAFETY Department of Natural Resources 1313 Sherman St , Room 215 Denver, Colorado 80203 Phone (303) 866-3567 FAX (303) 832-8106 CONSTRUCTION MATERIALS REGULAR (112) OPERATION RECLAMATION PERMIT APPLICATION FORM CHECK ONE n There is a File Number Already Assigned to this Operation Permit # M - El ® Conversion Application (Rule 1 11) COLORADO DIVISION OF RECLAMATION MINING - &- SAF ETY 1998 01.3 (Please reference the file number currently assigned to this operation) New Application (Rule 1 4 5) Permit # M 1.998 Q13 _ Amendment Application (Rule 1 10) (provide for Amendments and Conversions of existing permits) The application for a Construction Materials Regular 112 Operation Reclamation Permit contains three major parts (1) the application form, (2) Exhibits A -S, Addendum 1, any sections of Exhibit 6 5 (Geotechnical Stability Exhibit, and (3) the application fee When you submit your application, be sure to include one (1) complete signed and notarized ORIGINAL and one (1) copy of the completed application form, two (2) copies of Exhibits A -S, Addendum 1, appropriate sections of 6 5 (Geotechnical Stability Exhibit, and a check for the application fee described under Section (4) below Exhibits should NOT be bound or in a 3 -ring binder, maps should be folded to 8 1/2" X 11" or 8 1/2" X 14" size To expedite processing, please provide the information in the format and order described in this form GENERAL OPERATION INFORMATION Type or print clearly, in the space provided, ALL information requested below I Applicant/operator or company name (name to be used on permit) Bestway Concrete Company 1 1 Type of organization (corporation, partnership, etc ) Incorporated 2 Operation name (pit, mine or site name) Shores Gravel MineNogl Amendment 3 Permitted acreage (new or existing site) 3 1 Change in acreage (+) 3 2 Total acreage in Permit area 4 Fees 41 42 44 45 New Application New Quarry Application Amendment Fee Conversion to 112 operation (set by statute) 5 Primary commoditie(s) to be mined sand 5 1 Incidental commoditie(s) to be mined 1 3 / lbs/Tons/yr 4 gravel top soil 370 1 140 7 510 8 $2,696 00 $3,342 00 $2,229 00 $2,696 00 lbs/Tons/yr 2 / / lbs/Tons/yr 5 / permitted acres acres acres application fee quarry application amendment fee conversion fee lbs/Tons/yr lbs/Tons/yr 5 2 Anticipated end use of primary commoditie(s) to be mined 2028 5 3 Anticipated end use of incidental commoditie(s) to be mined 6. Name of owner of subsurface rights of affected land: VOg I If 2 or more owners, "refer to Exhibit O". 7 Name of owner of surface of affected land: Vog I 8. Type of mining operation: k'I Surface I 1 Underground 9 Location Information: The center of the area where the majority of mining will occur: COUNTY: Weld PRINCIPAL MERIDIAN (check one): SECTION (write number): TOWNSHIP (write number and check direction): RANGE (write number and check direction): QUARTER SECTION (check one): QUARTER/QUARTER SECTION (check one): Southwest Quarter Of Section 36, Township 3 North, Range 68 West, And In The Northwest Quarter Of Section 1, Township 2 North, Range 68 West, All In The 6th P.M., County Of Weld, State of Colorado 6th (Colorado) 10th (New Mexico) Ute S SW1/4 SEC 36 & NW 1/4 SEC 1 T 3 North South R 68 II_ East 12 West u NE ilNW SSE SW SW GENERAL DESCRIPTION: (the number of miles and direction from the nearest town and the approximate elevation): Located in unincorporated Weld County, ~1 mile from Firestone. 10. Primary Mine Entrance Location (report in either Latitude/Longitude OR UTM): Latitude/Longitude: Example: (N) 39° 44' 12.98" (W) 104° 59' 3.87" Latitude (N): deg min sec (2 decimal places) Longitude (W): deg min sec . (2 decimal places) OR Example: (N) 39.73691° (W) -104.98449° Latitude (N) (5 decimal places) Longitude(W) (5 decimal places) OR Universal Tranverse Mercator (UTM) Example: 201336.3 E NAD27 Zone 13 4398351.2 N UTM Datum (specify NAD27, NAD83 or WGS 84) Nad 83 Zone 13 Fasting 503707.00 m E Northing 4447223.00 m N -3- 11 Correspondence Information APPLICANT/OPERATOR (name, address, and phone of name to be used on permit) Contact's Name Mark Johnson Company Name Street/P 0 Box City State Telephone Number Fax Number Burnco dba Bestway Concrete Company Title Compliance Manager / Facilities and Acquisitions 301 Centennial Milliken P O Box Colorado (970 ) - 587 7277 ( )- Zip Code 80543 PERMITTING CONTACT (if different from applicant/operator above) Contact's Name Andy Rodriguez Title Project Manager Company Name Civil Resources Street/P 0 Box 323 5th Street P 0 Box 680 City Frederick State Colorado zip Code 80530 Telephone Number (303 ) _ 833 1416 Fax Number ( ) - INSPECTION CONTACT Contact's Name Mark Johnson Title Compliance Manager/ Facilities and Acquisitions Company Name Burnco dba Bestway Concrete Company Street/P 0 Box 301 Centennial P 0 Box City Milliken State Colorado Zip Code 80543 Telephone Number (970 ) _ 587 7277 Fax Number ( ) - CC STATE OR FEDERAL LANDOWNER (if any) Agency Street City State Zip Code Telephone Number ( ) - CC STATE OR FEDERAL LANDOWNER (if any) Agency Street City State Telephone Number Zip Code ( )- -4- 12 Primap uture (Post -mining) land use (check one) P Cropland(CR) _EiPastureland(PL) 11 Rangeland(RL) 17 Forestry(FR) iiResidential(RS) j I Recreation(RC) j71 Developed Water Resources(WR) 13 Primary present land use (check one ❑ Cropland(CR) Pastureland(PL) ❑ Rangeland(RL) ❑ Forestry(FR) Residential(RS)R Recreation(RC) Developed Water Resources(WR) U U General Agriculture(GA) Wildlife Habitat(WL) Industrial/Commercial(IC) Solid Waste Disposal(WD) General Agriculture(GA) Wildlife Habitat(WL) Industrial/Commercial(IC) 14 Method of Mining Briefly explain mining method (e g truck/shovel) slurry wall and dry mine using excavator, haul truck, loader and conveyor belts 15 On Site Processing Li Crushing/Screening 13 1 Briefly explain mining method (e g truck/shovel) processing will occur on the main Shores Gravel mine site List any designated chemicals or acid -producing materials to be used or stored within permit area NA 16 Description of Amendment or Conversion If you are amending or converting an existing operation, provide a brief narrative describing the proposed change(s) Additional land to the north of the existing Shores Gravel mine to be used to convey material to the Shores Gravel Mine to produce crushed rock, top soil, sand and gravel and building Q Certification: As an authorized representative of the applicant, I hereby certify that the operation described has met the minimum requirements of the following terms and conditions: 1. To the best of my knowledge, all significant, valuable and permanent man-made structure(s) in existence at the time this application is filed, and located within 200 feet of the proposed affected area have been identified in this application (Section 34-32.5-115(4)(e), C.R.S.). 2. No mining operation will be located on lands where such operations are prohibited by law (Section 34-32.5-115(4)(fl, C.R.S.; 3. As the applicant/operator, I do not have any extraction/exploration operations in the State of Colorado currently in violation of the provisions of the Colorado Land Reclamation Act for the Extraction of Construction Materials (Section 34-32.5-120, C.R.S.) as determined through a Board finding. 4. I understand that statements in the application are being made under penalty of perjury and that false statements made herein are punishable as a Class 1 misdemeanor pursuant to Section 18-8-503, C.R.S. This form has been approved by the Mined Land Reclamation Board pursuant to section 34-32.5-112,C.R.S., of the Colorado Land Reclamation Act for the Extraction of Construction Materials. Any alteration or modification of this form shall result in voiding any permit issued on the altered or modified form and subject the operator to cease and desist orders and civil penalties for operating without a permit pursuant to section 34-32.5-123, C.R.S. Signed and dated this /414‘ day of AviteTh &‘.ibicao Ca) . La_c- Applicant/Operator or Company Name Signed: V\kta Title: Vkes\ge State of 6,47-ada ) ss. County of /4)06/ The foregoing instrument was acknowledged before me this /‘/ o?PrE by ./ktets—n aoaa If Corporation Attest (Seal) Signed: Corporate Secretary or a uiva ent Town/City/County Clerk day of 4/In/acy'of O/140(J1A'2i� MADALINE KNIPPate' 14, Notary Public 1lotary Public State of Colorado Notary ID # 20054037804 Expires 06-07-2021expires: l�iy Commission /7/71 My Commiss on SIGNATURES MUST BE IN BLUE INK You must post sufficient Notices at the location of the proposed mine site to clearly identify the site as the location of a EXHIBIT A - LEGAL DESCRIPTION This information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 41 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations LAND PARCEL DESCRIPTION PARCEL 1 NORTHWEST 1/4 OF THE NORTHWEST 1/4 OF SECTION 1, TOWNSHIP 2 NORTH, RANGE 68 WEST OF THE 6TH P M , COUNTY OF WELD, STATE OF COLORADO SAID DESCRIBED PARCEL 1 CONTAINS 40 148 ACRES, MORE OR LESS (±) PARCEL 2 SOUTHWEST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 36, TOWNSHIP 3 NORTH, RANGE 68 WEST OF THE 6TH P M , COUNTY OF WELD, STATE OF COLORADO SAID DESCRIBED PARCEL 2 CONTAINS 40 0 ACRES, MORE OR LESS (±) PARCEL 3 EAST 1/2 OF THE SOUTHWEST 1/4 OF SECTION 36, TOWNSHIP 3 NORTH, RANGE 68 WEST OF THE 6TH P M , COUNTY OF WELD, STATE OF COLORADO SAID DESCRIBED PARCEL 3 CONTAINS 79 0 ACRES, MORE OR LESS (±) Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit A -1 EXHIBIT B - INDEX MAP Please refer to the attached index map. *a irTh 4 el V AMENDED VOGL PARCEL EXISTING SHORES GRAVEL MINE ~4284O C4850> WCR24/HWY 119 4 Bestway Concrete & Aggregates —Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit B - 1 EXHIBIT C - PRE -MINING AND MINING PLAN MAPS OF AFFECTED LANDS Please refer to the attached Existing Conditions Map and Mining Plan Map Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit C -1 j DIVISION OF RECLAMATION MINING AND SAFETY PERMIT M-1998-013-AM03 BESTWAY CONCRETE & AGGREGATE SHORES GAVEL MINE AM03 - VOGL AMENDMENT WELD COUNTY, COLORADO SET #: PERMIT BOUNDARY DESCRIPTION: AMENDED PARCEL DESCRIPTION (110.7 AMENDED ACRES +14: PROPERTY DESCRIPTION (FROM TITLE COMMITMENT) PARCEL 1: THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER (NW Y. NW Y.) OF SECTION ONE (1). TOWNSHIP 2 NORTH, RANGE 68 WEST OF THE 6TH P M. COUNTY OF WELD. STATE OF COLORADO: PARCEL 2: THE EAST HALF OF THE SOUTHWEST QUARTER (E'4 SW '/.) OF SECTION 36. TOWNSHIP 3 NORTH, RANGE 68 WEST Of THE 6TH P.M., COUNTY OF WELD, STATE OF COLORADO; A PORTION OF THIS PARCEL WILL 8E EXCLUDED IN THE PERMIT BOUNDARY CONSISTING Of 15.E ACRES. PARCEL 3: THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER (SW'/. SW%) Of SECTION 36. TOWNSHIP 3 NORTH. RANGE 68 WEST OF THE 6TH P.M. COUNTY OF WELD. STATE Of COLORADO. ORIGINAL PERMIT BOUNDARY (370.1 ACRES +Il: A PARCEL OF LAND LOCATED IN SECTION 1 AND THE EAST ONE-HALF OF SECTION 2, TOWNSHIP 2 NORTH, RANGE 68 WEST Of THE SIXTH PRINCIPAL MERIDIAN, TOWN Of FIRESTONE. COUNTY OF WELD. STATE OF COLORADO (309.8 ACRES -I-) & LOT B OF RECORDED EXEMPTION NO. 1313.14 -RE 2024. RECORDED AUGUST 1, 1991 IN BOOK 1620 AT RECEPTION NO. 2562346. BEING A PART OF THE EAST 117 OF THE NORTHWEST 114 OF SECTION 1, TOWNSHIP 2 NORTH. RANGE 68 WEST OF THE 6TH P.M.. COUNTY OF WELD. STATE OF COLORADO (60.3 ACRES +1•). NORTH PROJECT LOCATION MAP SCALE NTS CERTIFICATION: I HEREBY CERTIFY THAT THESE PLANS FOR THE CONSTRUCTION THE VOGL AMENDMENT WERE PREPARED UNDER MY DIRECT SUPERVISION FOR THE OWNERS THEREOF. BY: ANDREW R. RODRIGUEZ. P.E. DATE 2/4/2020 THE BESTWAY CONCRETE I AGGREGATE DOES HEREBY ACCEPT AND APPROVE THESE PLANS FOR THE ORMS PERMIT. BY: AUTHORIZED REPRESENTATIVE BESTWAY CONCRETE & AGGREGATE PREPARED FOR: BESTWAY CONCRETE & AGGREGATE 301 Centennial Dr. Milken, CO 80543 Value PREPARED BY: CIVIL RES4DURCES, LLC 323 5th STREET P.O. BOX 680 FREDERICK, CO 80530 303 8331416 DATE: 2/4/2020 REVISIONS NO. DESCRIPTION DATE BY DA -E: JANUARY U. 2020 DWG Ormsworwaterg SHEET: 1 s. erabq 2/412020 nxxnan LEGEND 00 GI ASPHALT ISICE Of CRAWL emoNc fLOIRUNI FENCE ME PIPE GAS LINE ER aWAT`PD,R LNR SAMMY MI UNDERGROUND] POINISI LINE TOP GI MD TOE SAN1 ONE FOOT CEINTOUR SECTIMI LEA PROPEATV 41 0 0 POTENTIAL KRANSS PROPOSED ORKIN R. KV DARR PROPERTY TUFF 020 rust nay mum, SURVEY INFO KILL SURD 1 YOBS APPLICANT E n.n I c.a.N C „ mS0 PE.Nr OIS 514L11 I O N A TORINO 0 POWER POLE C GAS IN GAS Vun • POST • *000 POST Oa v�: ; LIMKK ON ▪ W.. DIETER NAVA MARKER SCN CORNER TA DEs RTO NES AFFECTED LANDS FROAC K 1AK .6 LAC U)I��A06TR 111, MIT A. EROS iu'l[S Troismi m WAIN ROAD 9 GPto. T ALT MOST( ODNPANY K[ 31 COIMKK 0512 KUR01, CO 800 FLOODPLAIN INFO IVY nom .Af SOAAa u AAR YAP COEVAL DATE wvTOC LAPT TV GDI EXISTING VEGETATION APdLMAE IARK ub T �i 400v. ` R ' i I , •A;. -A :ems NOTE PAL rTTRWSW EO S AKW LRYT SAITT vR KR P CURIA. SA IK APPRacua PART. Cr AM Y MAACK'S SKIM ISOA EODRRATCRAMEST COKKIL TTA SQS %SIGs SUM KOOKS OF COM.. TO M AK CO RCWYA1d RAMS IWyp APANAL REPORTS AK TAE IMAM. SOIS AAK uRTx Ex0100 AVRiPOp5 AS NECESSARY =WOK O[ LIFE %1K OK — — S CIVIL RESIDURCES LLC OSERI STREET P0 BOX 660 PREDERIa m SOSTO 000 SD 1415 WWW 0V11AESOURCES 0314 &ESTWAY CONCRETE !AGGREGATE MILLIKEN COWS. 910 IdEl PI/ MY 1 ASsP1P.Ai�p_ s AAi 211060_ GIMCIFIA1IRNS-VOGL OVERALL OVERALL EXISTING ��T, .......`.� .��. .I♦I♦�� I G� CIVIL RE6'�URCES LLC In SO STREET 680 r E ED En.OP L0Iu cDe0sl0 ° 1D1 ell 1416 aaL° ..CEO mn LEGEND ror.,-- it 1 + � G `•` i '•r• O �.� =■■■■■::■■■■■ ■ n Mr a YOr 0MG MS.IS IIICIOC Ns I -Se-_ EDGE OF COxCRITE • ', \ 76 •r 4 PO. na 1 77 .�■■■■■ BODING �— �w�. \III, — — OAS NIL , cr IL MO - �•. —f— x Lw( : s . , _ �R 0��.1 IA �/ ` s T ry G� es-%'-' !— BMW CONCRETE A AGGREGATE MI /In �, ¢ x•.. 03M. I ©.- —.— L03003.00. I ,x Rom P Y. 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Cn 3 ?/4!202011:47:39 AN LEGEND IMP C� - - r8FE•48201 EDGE OF ASPHALT EDGE OF GRAVEL EDGE OF CONCRETE BUILDING FLOMUNE FENCE LINE PIPE GAS LINE WATER LINE OVERHEAD P00ER LINE SANITARY UNE UNDERGROUND POSER LINE UNDERGROUND TELEPHONE LNE TOP OF BANK TOE OF BANK ONE FOOT CONTOUR s Fool CONTOUR SECTION LINE PROPERTY LINE FLOODPLAIN POTENTIAL WE It AMOS STRUCTURE PROPOSED PERMIT BOUNDARY PROPERTY LINE BASE FL000 ELEVATION PROPOSED CONVEYOR BELT FLOODPLAIN INFO: FLOODPtAN MO IS TROY ISM FLOOD INSURANCE RATE MM PANEL NO OBI?3Ct890E E/FECTM DATE JANUARY 20. 7016 NOTES. CTVI RESOURCES. uC K NOT RESPONSIBLE FOR WETY, N, ON OR A80u! THE PROJCT STE. NOR FOR COMPLIANCE BY 74 APPROPRIATE PARTY OF ANY REGULATIONS THERETO THESE MAPS WIRE PREPARED BY CI%% RESOURCES. tIC IN COOPER/410F rim 8ES1•AY CONCRETE BESIWAY 19ILL KEEP tHE Os4SOF OF RECLAMATION MINING AND WHY INFORMED Of MY CHANGES TO THE WINING OR RECLAMA ICON PLANS THROUDi AMAIN REPORTS AND IltI RCFMCAL REVISIONS MO AMEICMENI APPLCCATCNS AS NECESSARY THROUGHOUT THE LYE OF ME 199E PROT V CONSTRUCTION ALL UTILITY. GAS WELL. On TELL I WATER Mu LOCATORS MW BE VERWIEO • I S • MONITORING WELL 0 ELECTRIC BOx • ELECTRIC METER 0 POWER POLE GAS KILL GAS MARKER X STEEL POST IK 0000 POST Do F - SANITARY MANHOLE SANITARY MARKER o MAILBOX a TELEPHONE PEDESTAL 0.- DRAINAGE MANHOLE DG WATER VALVE WATER METER WATER MARKER SIGN FOUND AtI000t CORNER AS DESCRIBED SET µIOUOT CORNER AS DESCRIBED APPLICANT: &STRAY COMMIE COMPANY. INC 301 CENIEFORAL ORM Malik CO 80543 AFFECTED LANDS: IRCYCt( tANE 1(119 uC LOT HOLDING. LLC STRIA ! VOGL TOTAL PERM ARIA SIO.B ACRES PROPERTY ADDRESS 11401 COUNTY ROAD 9 3/4 F111ESTolt. CO 8054 SURVEY INFO: .aKt. 0 ,N le/ IR NIT) Ns abaft Was cal bin vma KING Si RVEYORS 690 I (,.nkn I hnL WInduq, C olul.Au H0510 pnont ¶1't 6116•)111I emaIl Ii) • M.bant\unrnIm VAREs FU MINE P(RMII fROFERTY UM/ER OR EASEMENT, No LESS THAN 20 rAOIMOM'I l t RMPORARY Iona S10CKPKE DEWAIESC TRENCH. POSITIVE MAINAa to say JO 0 Si RACK PHASE I EXISTING GRADE PHASES 1.3 OTAVEI .(SINE TYPICAL - TOPSOIL STOCKPILE Al EDGE OF MINING AREAS CROSS SECTION Not TO SOME 612261•( /10001114 r t Tt I ff/ff TT t i JO tariff a II ant, l4 I !,I ZS' 011W 9/F Ti e- w0 IOU 01 ■C1a1K0 DMMl1 .OAK -\ • • • • • • • r • I • PR pn=t TALL 28 9,40 ACltr WTI MINED 6 RECLAIMED TO NAME GRADE ▪ 4061 1f.-nnl ♦ sob VAR Pub -1611 = M►Id 'K-Ilnl' Loa stall Mt -Sal 0:017.iw- ff1t soft Itmli NIN-1Mi • 11000 ZONE A( WMut i1 II S,vI a • SO 10•001ID • PSC utatts fa talc KC 11.3•• CELL 2A 1V./ ACRE I �tA RECLAIMED TO •tOV•au Tan UNED WATER ITORAQE 1 CM 1 212 ACRE WET MINED 6 RFCIAIMFD TO NATIVE GRADE &MID -M II WWI a.UNR'JIK .19' 11aaI 11/61 COCK "S Y2 1051 •/ .1(140 401 •wt SO,, rt000 ZONE K ND rLOCONG St URIC asnt-Of -SAv 116 sw.o cv maw an •. -- E ce N...[n 0 ariSniall N• CM •M,3 l 1• CIA I I MCC y -M. tiZSDI l.stwO RLCNsaDt a0N0 10 IN utc&a D Ca Alt CIW14( saAte. Ott oafs► 0 I.,. PM 11*1 _r0010F I.� t/. at CORN • 1M It MU I KM - cat l/ tate. Maas. Yen ar,Ls • • • ♦ • • v. • suit 61rCn ♦ • • • • ♦ ♦ • tall NWt 1 K./ 11001419 ♦ an Mal R♦ ♦ • • • I. • 5. • • • w • • • IC COfaRTO• atb ts4N1C JN4 10 t'4 IOU," MOCIISNC ON felt OOPS • • u NSA agnrLAWNS n • • • • • • gronsti a t • • Ii 1, t� it ,I NI it It '' 1 ►' MIA SCat M PA (MItK10 au sal.0.11 ▪ G /OGApS • qa►N MC. calls 2•- PVC NN..•,, • I►• mitt "'.41,, ► T►• dam tag Ir CM eta* K ((•11C to1.a1s NI l JR•i1(.t1.M CIA IMM[L[NI trap Ca IW10 N T 10100 RIIsrIt'A 12O• 'WW1 ORAINNGLsv F TORN Or rKESTONE CIVIL RES• DURCES, LLC 323 5th STREET P.O. Box 680 FREDERICK. CO 80530 303.833.1416 W W W.CIVILRESOURCES.COM BESTWAY CONCRETE & AGGREGATE 301 CENTENhw DR. NILLIKEN. CO 10941 9/0 sat /2// CONTACTMARK .OHNSON MS NO.. 212.001..3B DWC NANt,ORMS-y0GL,OWG MINING PLAN SHEET: 4 EXHIBIT D - MINING PLAN This information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 4 4 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations (a) Description of the method(s) of mining to be employed in each stage of the operation as related to any surface disturbance on affected lands, The proposed amendment area includes a significant deposit of sand and gravel located in the alluvium of the St Vrain River in Weld County The site is located south of the St Vrain River, north of WCR 24 3/4 and west of Colorado Boulevard The permit boundary will include an additional 140 7 acres +/- The Shores Permit Boundary will encompass Existing Conditions and Site Preparation. Existing Conditions The current Shores Gravel Mine is actively being mined The proposed amended property is a fallow piece of ground bounded on the north by the St Vrain River, on the east by Pelican Shores Subdivision, on the south by WCR 26 and WCR 24 3/4, and on the west by the rural properties and fallow land Site Preparation Initial disturbance of the property will include clearing the site of existing structures (with exception of the structures to remain), and stripping the topsoil and overburden Mining. Shores Main Gravel Mine All cells have been mined and reclaimed except for Cell A/Pond A on the west side of the mine The area where the processing plant is will be mined out at the very end of the mine as the plant has to be removed to allow for access to the underlying ground Vogl Amended Area Cell 1— to be wet mined out, silt storage and fresh water pond Cell 2a — to be mined out — proposed slurry wall Cell 2b — to be wet mined out, and backfilled Cell 3 — to be mined out — proposed slurry wall The operator will develop and comply with a Stormwater Management Plan and Spill, Prevention, Control and Countermeasures Plan The operator will notify the Division of Mine Safety and Reclamation in the event of a reportable spill Processing: All material mined under this proposed application will be transported by conveyor or haul truck to the processing area Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit D -1 Import Material: Bestway Concrete & Aggregates may import material from and export material to other sites The applicant is aware that in accordance with Rule 31 5(9) of the Construction Material Rules and Regulations, if any offsite material is used as backfill, a notarized letter will be submitted to the Division indicating the materials are inert The applicant will supply such a letter to the Division if, at the time of Reclamation, the applicant intends to use off -site material as backfill (b) Earthmoving, Topsoil and overburden will be stripped with scrapers or bulldozers and stockpiled in segregated piles at the edge of the active mine Excavators, front-end loaders, and bulldozers will be used to excavate the material Conveyor belts or haul trucks will be utilized to transport the raw material from the active mine phase to the processing area (c) All water diversions and impoundments, and The perimeter of the mined area will be dewatered by digging a trench to bedrock The water will be pumped into a settling pond and discharged in accordance with a CDPS permit Wash water for the processing area will be recycled through a series of small ponds within the processing area The water required to operate the facility will likely be provided by the existing water rights associated with the property No ditches will be disturbed without prior authorization of the appropriate ditch company (d) The size of area(s) to be worked at any one time Typically 10 to 20 acres areas are disturbed during mining (e) An approximate timetable to describe the mining operation The timetable is for the purpose of establishing the relationship between mining and reclamation during the different phases of a mining operation The Operator anticipates that mining will commence as soon as all permits are in place The Operator anticipates extracting approximately 500,000 tons of aggregate per year, however, production rate may vary based on market demands Timetable for Mining and Reclamation There is approximately 3 million tons of aggregate and which will provide 6 to 8 years of mining reserves Cell 1 will be mined first, then Cell 2 and Cell 3 Reclamation will begin immediately after mining is complete When possible, concurrent reclamation practices will be used to minimize site disturbance and to limit material handling to the greatest extent possible Please refer to the Mining Plan Map in Exhibit C for phase areas to be mined, locations and areas Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit D - 2 (t) Use Mining Plan Map in conjunction with narrative to present: (►) Nature, depth and thickness of the deposit and thickness and type of overburden to be removed Exploratory borings were performed by Bestway Concrete The bedrock depths in the proposed mine areas ranged from approximately 20 feet to 30 feet below the ground surface (i►) Nature of the stratum immediately beneath the material to be mined in sedimentary deposits The site is located approximately 15 miles east of the foothills of the Colorado Front Range on the western flank of the Denver Structural Basin The basin is a downwarp of sedimentary strata that tends north-northwest, parallel to the mountain front In the project area, the sedimentary bed dips gently eastward toward the axis of the basin east of the site Based on regional geologic mapping (Colton, 1978), the near surface bedrock in the project area is the Paleocene and Upper Cretaceous Denver and Arapahoe Formations The bedrock is overlain by upper Pleistocene and Holocene (Quarternary age) gravel deposits and eolian (wind blown) overburden soils The gravel deposits exist primarily within the Broadway Alluvium deposit The bedrock unit consists mainly of claystone and may contain lenses of siltstone and sandstone (g) Identify the primary and secondary commodities to be mined/extracted and describe the intended use The primary commodities are sand, gravel and fill, intended for construction materials (h) Name and describe the intended use of all expected incidental products to be m►ned/extracted by the proposed operation. There are no expected incidental products to be mined (i) Specify if explosives will be used in conjunction with the mining (or reclamation) No explosive material will be used on -site Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit D - 3 EXHIBIT E - RECLAMATION PLAN This information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 4 5 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations The proposed mining and reclamation plan focuses on minimizing the ecological impacts of mining, minimizing the length of time of impact, and maximizing long-term benefits The mine is currently Main Shores Mine Area Pond A — slurry lined and reclaimed as water storage Slurry Wall has been approved, mining is not complete and Pond A will be the final phase of the mining for the entire site, 6 to 8 years out Pond B — slurry lined and reclaimed as water storage Slurry Wall has been approved and water is currently being stored Pond C — slurry lined and reclaimed as water storage Slurry Wall has been approved and water is currently being stored Pond D — slurry lined and reclaimed as water storage Slurry Wall has been approved and water is currently being stored Vogl Amended Area. Cell 1— wet mined and reclaimed as uplands to native grades Cell 2a — slurry lined and dry mined, reclaimed as water storage Cell 2b - wet mined and reclaimed as uplands to native grades Cell 3 — slurry lined and dry mined, reclaimed as water storage (a) A description of the type(s) of reclamation the Operator proposes to achieve in the reclamation of the affected land, why each was chosen, the amount of acreage accorded to each, and a general discussion of methods of reclamation as related to the mechanics of earthmoving; The mined area will be reclaimed to existing grade Refer to Exhibit F for the acreages and additional details Earthmoving The topsoil will be replaced by a scraper and generally graded with a blade All grading will be done in a manner that controls erosion and siltation of the affected lands, to protect areas outside the affected land from slides and other damage In addition, all backfilling and grading will be completed as soon as feasible after the mining process All disturbed areas will be regraded and smoothed to a finished grade that is suitable for revegetation or the final land use As noted previously, the area will be reclaimed as mining commences Finish grading, topsoil placement and seeding will occur once the resource is completely removed A typical cross-section of the shoreline is included on the Reclamation Plan Map Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit E -1 Once returned to existing (pre -mined) grade, the site can return to being farmed The water storage reservoirs will be compatible with the other land uses in the vicinity, which includes farmland, industrial land, and rural residential (c) A description of how the Reclamation Plan will be implemented to meet each applicable requirement of Section 3.1 The Operator will carry reclamation to completion with reasonable diligence Reclamation will be completed within one to two years from completion of mining, but not more than five years from the date the Operator informs the Board or Office that such phase has commenced Section 315 Reclamation Measures Material Handling Grading will be performed to help control erosion and siltation of the affected lands through phased mining, implementing good operation techniques to handle material as little as possible, and vegetation of stockpiles remaining in place for more than one growing season Although the use of erosion protection devices is not anticipated, if deemed necessary by the operator at the time of excavation, silt fence and haybale dams will be installed to prevent erosion Backfilling and grading will be completed as soon as feasible after the mining process is complete Maximum slopes and slope combinations will be compatible with the configuration of surrounding conditions and selected land use Mining will occur at a slope that is stable The site will be reclaimed to grades consistent with pre -mining elevations The operator will backfill using fill material generated on -site, or imported inert fill generated outside the permit area If any inert off -site material is used as backfill, a notarized letter will be submitted to the Division as required by Section 31 5(9) of the MLRB Construction Material Rules and Regulations It is not anticipated that mining will uncover any refuse or acid-forming or toxic producing materials, however if any such materials are encountered the operator will take precaution to handle the materials in a manner that will control unsightliness and protect the drainage system Drill or auger holes that are part of the mining operation shall be plugged with non- combustible material, which shall prevent harmful or polluting drainage Any test pits, soils boring holes, or monitoring wells not located within the mine excavation limits will be plugged as soon as it can be confirmed that they are no longer needed for the operation Mined material to be disposed of within the affected area will be handled in such a manner so as to prevent any unauthorized release of pollutants to the surface drainage system No unauthorized release of pollutants to groundwater shall occur from any matenals mined, handled or disposed of within the permit area Section 316 Water -General Requirements: The Operator will comply with applicable Colorado water laws governing injury to existing water rights and with applicable state and federal water quality and dredge and fill laws and regulations Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit E - 2 The operator will develop and comply with a stormwater management plan and will use best management practices (BMPs) to ensure groundwater and surface water are protected to the greatest possible extent BMPs include schedules of activities, prohibitions of practices, maintenance procedures and other management practices to prevent or reduce the pollution in runoff from the site Section 31.7 Groundwater - Specific Requirements The Operator will comply with the applicable standards and conditions for classified and unclassified groundwater Section 31.8 Wildlife. The mining and reclamation plans have been designed to account for the safety and protection of wildlife on the mine site The Operator will use concurrent reclamation methods to minimize the impact on wildlife The proposed reclamation plan may improve wildlife habitat The proposed seed mix and plantings will create improved cover, foraging, roosting, and nesting areas for wildlife The water area within the reservoir will serve as habitat for waterfowl and other bird species and the fringes of the reservoir will be used by mammal, bird, reptile and amphibian species Control and/or removal of noxious and weedy species during the project and the replacement of desirable graminoid, forb, shrub and tree species during reclamation will result in enhancement of wildlife habitat on the project site Section 3.19 Topsoibng: Topsoil shall be removed and segregated from other spoil Topsoil stockpiles shall be stored in places and configurations to minimize erosion and located in areas where disturbance by ongoing mining operations will be minimized Once stockpiled, topsoil shall be rehandled as little as possible Stockpiles that will remain in place for more than one growing season will receive vegetative cover, as outlined on the Reclamation Plan Map, as soon as possible to minimize erosion Section 3110 Revegetation In those areas where revegetation is part of the reclamation plan, the land shall be revegetated in a manner that establishes a diverse, effective, and long-lasting vegetative cover that is capable of self -regeneration without continued dependence on irrigation or fertilizer and is at least equal in extent of cover to the natural vegetation of the surrounding area The proposed seed -mix and plantings for reclamation are outlined on the Reclamation Plan included in Exhibit F of this application Section 3111 Buildings and Structures Please refer to the enclosed Reclamation Plan included in Exhibit F Section 31.12 Signs and Markers The Operator will post appropriate signage at the entrance to the mine site The permit area will be marked by existing fencing, or proximity to existing County roads (d) Plans for topsoil segregation, preservation and replacement, for stabilization, compaction and grading of spoil, and for revegetation Topsoil will be removed and segregated from other spoil Topsoil not needed for reclamation may be sold or removed from the site For reclamation, topsoil will be replaced by a scraper and generally graded with a blade Grading shall be done in a Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit E - 3 manner that controls erosion and siltation of the affected land and protects areas outside the affected land from slides and other damage In addition, backfilling and grading shall be completed as soon as feasible after the mining process Final grading will create a final topography that is appropriate for the final land use For example, grades on the site will be returned to existing (pre -mining) grade Topsoil will be uniformly placed and spread on areas disturbed by the mining The minimum thickness shall be 6 inches above the surrounding finished grade, consistent with existing topsoil depths on -site The topsoil shall be keyed to the underlying and surrounding material by the use of harrows, rollers or other equipment suitable for the purpose In those areas where revegetation is part of the reclamation plan, the Operator will revegetate the land in such a manner so as to establish a diverse, effective, and long- lasting vegetative cover that is capable of self -regeneration without continued dependence on irrigation or fertilizer and is at least equal in extent of cover to the natural vegetation of the surrounding area Seed will be drilled and mulched The revegetation seeding and plant list on the Reclamation Plan Map contains the preferred species of grasses, shrubs and trees to be planted Seeding will take place once final grading and replacement of topsoil have been completed Timing of seeding will be consistent with standard horticultural practice for dryland applications - generally between late September and the middle of April to ensure there is adequate moisture for germination (e) A plan or schedule indicating how and when reclamation will be implemented Include I. An estimate of the periods of time which will be required for the various stages or phases of reclamation _ Please refer to the Timetable for Mining and Reclamation in Section (e) of Exhibit D ii A description of the size and location of each area to be reclaimed during each phase. Please refer to the Reclamation Plan Map (Exhibit F) iii Outlining the sequence in which each stage or phase of reclamation will be carried out Please refer to the Timetable for Mining and Reclamation in Section (e) of Exhibit D (t) A description of. i. Final grading — maximum anticipated slope gradient or expected ranges thereof, The finished slopes of the reservoir will be 3 honzontal to 1 vertical Any area reclaimed to native grade will match natural topography ii Seeding - types, mixtures, quantities and time of application, Bestway Concrete & Aggregates —_ Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit E - 4 Please refer to the Reclamation Plan Map for the list of plant materials and seeds to be utilized The operator will seed during the appropriate season to ensure adequate moisture for germination and implement weed controls to allow the grasses to successfully establish Additional plantings may be installed once the reservoirs are full of water and the grasses are established iii Fertilization —types, mixtures, quantities, and time of application, The type and application rate of fertilizer shall be determined based on a soil test at the time of final reclamation iv Revegetation — types of trees, shrubs, etc., and Please refer to the Reclamation and Landscape Plan Maps for the types, quantities and location of trees and shrubs to be planted v. Topsoiing — specify anticipated minimum depth or range of depths for those areas where topsoil will be replaced Topsoil will be uniformly placed and spread on all areas disturbed by the mining above the anticipated high water line The minimum thickness shall be 6 inches above the surrounding finished grade WEED MANAGEMENT PLAN Bestway Concrete & Aggregates has a full-time weed manager on staff This person is responsible for monitoring and controlling noxious weeds as they appear Bestway Concrete typically prefers to control weeds mechanically, by mowing and/or discing If necessary, weeds will be killed with a contact herbicide Bestway Concrete has all of the necessary equipment in house to perform these tasks Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit E - 5 EXHIBIT F— RECLAMATION PLAN MAP Please refer to the attached Reclamation Plan Map Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit F -1 LEGEND us R .." EDGE OF ASPHALT EDGE Or CRAWL EDGE or GO►K:RE tE BUILDING FLONEINE FENCE LICE PIPE GAS LONE WATER LINE OVERHEAD POWER LINE SANITARY LINE UNDERpR0UN0 POBER Lod UNDERGROUND TELEPHONE LINE TOP OF BANK TOE Of BANK ONE 1001 CONTOUR root CONTOUR SECTION LINE PROP( RTY LINE 1. F L000PLAIN POTENTIAL WE TL ANDS STRUCTURE 0 PROPOSED PERMIT BOUNDARY PROPERTY LINE - -11FE 4820 " BASE (1000 ELEVATION APPLICANT: KSIWAY COMMIE COYRANY, we .301 CENIENMAL ORM MRLRIEN, CO 10543 AFFECTED LANDS. Tema LAWS Rims LEI L01 IQDIL, La STPMR * YOCL IOTA PERO, AREA 5101 ACRES PROPERTY ADDRESS 11401 COUNTY IIQAO S 3/4 r.EStONE. Co BDS04 SEEDING SPEC FOR UPLAND AREAS MONITORING WELL ELECTRK BON ELECTRIC METER POWER POLE GAS BELL GAS MARKER STEEL POST ROOD POST SAM TAR, MANHOLE SAM TARP MARKER MAILBOX TELEPHONE PEDESTAL DRAINAGE MANHOLE WATER VALVE WATER METER WATER MARKER SIGN FoUN0 ALIQUOT CORNER AS DESCRIBED SET ALIQUOT CORNER AS DESCRIBED —..-e-- SLURRY WALL SURVEY INFO KING SURVEYORS 650 L Gan Dm I Windom Colondu ROSSO phone ;V-U)BAWL NMI ;read mEIMSICingSunt-,uncum NOTES: ONE RESOL/KES. La b Not RESPONSI&E FOR SAFELY, IN ON. OR ABOUT 14 PROJECT S1tE. NOR FOR COMPLIANCE BY THE APPROPRIATE PARTY OF ANY REGUTA LIONS THERE TO MESE MAPS *ERE PREPARED BY Ow RESOURCES. tic w C00PERATON WTN BESIWAY CONCRETE BESISAY MLL KEEP 114E DINS41 Or RED.AMAT1ON MNMC AND SAFELY 'FORMED O< ANY CHANGES TO THE SSC DR REaAMA'Q* BANS 1H*OuGoi AMRIAL REPORTS ANC FILE TECHNICAL RENSIONS AND ALEAOMENI APPLCAIONS AS NECESSARY THROUGHOUT ME LIFE Of THE MNE PRIOR 10 CONSIRUCTON ALL UTILITY. GAS WEtl. Olt *ELL I WATER Ku IOCAIION$ MUS1 BE VERt*O COMMON NAME (VARIETY) SCIENTIFIC NAME LBS PLS/ACRE SAND BLUESTEM SAND LOVECAASS INDIAN RICE GRASS PRANK SMOKED GREEN NCEDLEGRASS LITTLE BLUESTEM YELLOW IOIANGRASS SalTCHGRASS SAND DROPSEED (CHAMP, CHE 1) (BEND. NATIVE. NE21) (NEZPAR. RYROCK) (GOSHEN) (LODORM) (BLAZE. CIMARRON, CAMPER) 0I (CHEYENNE HQ T. SCOUT) 0 - (BLACKRELL. NEBRASKA 28) 25 1 0 T5 OS TOTAL LBS PER ACRE: 12.0 10. WIDE ACCESS ROAD, VARIES IN LOCATION SEED WIN SP(CWIED YEO MIN, TINS War 20' MINaS' QR€5T T OVERBURDEN • .ALLUVIAL SAND •t GRAVEL • MAN WATER SURFACE i.e WWBlllbats Callbdlmnllwds -s 3 s _ —11 I\ NsJ N%�%�%/� j�V NY's./ //� se Ar %i?%i?%ipA��%i>%ip}Yi, ice////�%/� j��//�7��`//�� yi�%��/\\/\��\��/%%/��\///i��//%.\//��\j��%��\\ X/// s%/i�%,W- /% //iCK �\//>4>//i�\��>�\//> ///A. • S LURRY SLURRY LIKE) RECLAMATION DETAIL NDt to SCALE WOOKO FLOOOAMM1 (Irlllliri ll . • 1 a MILOS Pais! YAM R 141$ L.14 VW 0.10.1 CI'S l• —also tau a swami* sawn am *NA.4 Mt- swo.c 'to. 'a. en" NR000 y Peal 11000 ZONE -A1- rows • as wm .nn -n? War r. ►h AILS 4 nt.J.MO M •M 1- a._ cw *N••It),I t00 TOPS Or Ira Walt OSP sumo .r .tact 7 •tto(0 HS MSG POW I •ItU1.M 0 '0 VII:A1 411E WEND-aIW NCI 10 a.AAO.O A elute our. (Allays Rcc ''en. ..a•.•; eEIDt• t..r- cnssttt .x.•..10• •,N NHi • .LOn ow act (Oa a (LOCH EM N" •t . em.I Las's •/ ..1•C.•. WS • WS nn 11000 ZONE No Ft000INC .,.........-... _ ... Ia ma wm • Pal 1.- tl._ M,• 4J 0 H' CV .N.41' / • VAIN sae suss .s .yt1te • .. Lan ,J. GOP ,04.41• '—' • SILL Ia .*3 l e / NB6'21'ZB'_ Is23.77LC Mtl7 II UI• t•ro• rat 0• IOTA eft as Las. c.a rt awe* ea i 'O1C• 14th• 'sal MCIAWP NIL• 'Tows ��lrrrrArrFIN1a" Ia' cv .Ar.•Oa I v • s I NOV 3'10-E 'IIlr,ratr 0' CIO' '01-410 • VN 4 Is gIXAA01, as O.U. Wass •/l0I/WNlce IA{LWC •Ntirt G ail s iamb? IWO O•232 to ♦ \ \ ♦ ♦ ♦ ♦ ♦ • allay pWCI. ♦ w . • •ICI •PMJ A w ITrI V.) I. S. . A • • • • • w • • • . • IS AMA MOM d egg L./M& RC 0n•Olss a LOGAR• as an. Wgr(a • INCa a. / l'•tua . I !• Att . wwltt • sr.t0. AV w..4111 • W•80* 8C8 W41$! is* CAP en- Malls WunDin le PC IS.rl l t »' PVC .N.•1113 a Ir tmu MI.4t, A IY 4I OT. KNe.S ta1..IRY1 la'Itweet cep of—rWEMN 120' 'UNTIE DRAINS OMY I, tasty at MECUM S •_._..._.._••_.._. CIVIL RES7URCES, LLC 323 Sth STREET P.O. Box 680 FREDERICK, CO 80530 303.833.1416 W WW.CIVILRESOURCES.COM BESTWAY CONCRETE & AGGREGATE JOT CCATENALAL DR. HILLJKEN, CO 80543 910 5Ir I21 r CON1ACT: MARK :mama. NO OESCAAPT:oN OAT( DESIGNED BY: ABL DRAWN BY, and O*OIED BY: :O* AO. 21100 LIB DWG NAMt. MFYOGLOWG DATE' •r a.. tan SCALP: AS NOT'IO SHEET; RECLAMATION PLAN 5 LEGEND GAS R 0M IS •011 272!77'. NMI 1 C� - - TBI•E 4820• - APPLICANT: EDGE Of ASPHALT LOGE Of GRAVEL EDGE OF CONCRETE BUILDING FLOWLINE FENCE ONE PIPE GAS LINE WATER LINE OVERHEAD POWER TINE SANITARY LINE UNDERGROUND POWER LNE UNDERGROUND TELEPHONE LINE TOP OF BANK TOE OF BMAc ONE FOOT CONTOUR 5 FOOT CONTOUR SECTION tNE PROPERLY LINE FL000PLAN POTENTIAL WETLANDS STRUCTURE PROPOSED PERMIT BOUNDARY PROPERTY LINE BASE Ft000 ELEVATION &STRAY CONCRETE COYPANr, INC 301 CENTENNIAL DAM MILLKEN, CO SOW AFFECTED LANDS TRICYCLE LANE TEXAS LLC LOT I(O.ONG, LLC SINAR a VOGL TOTAL PERMI AREA 510.8 ACRES PROPERTY ADORESS 11401 COUNTY ROAD 9 5/4 FIRESTONE. CO 80504 SEEDING SPEC FOR UPLAND AREAS: • 0 • O x K Do P 0 0 O� Da • i S MONITORING WELL ELECTRIC BOK ELECTRIC METER POWER POLE GAS WELL GAS MARKER STEEL POST *000 POST SAW TAFFY MANHOLE SANITARY MARKER IEMLBOX TELEPHONE PEDESTAL DRAINAGE MANHOLE WATER VALVE WATER METER WATER MARKER SIGN FOUND ALIQUOT CORNER AS DESCRIBED SE 1 AUOUOI CORNER AS DESCRIBED a•.--- SLURRY WALL SURVEY INFO: KING SURVEYORS 6501_ C:•71:ut I)rn1 I Wand/1I1. l.uwt.4u 80550 pbnnr: (911 MA X11 I I crawl tn(1wj,KIn%4uflnun cum NOTES GMt RESOURCES. LLC 4 NOT RESPONSIBLE FOR SAFETY IN. ON. OR ABOUT THE PROJECT SITE. NOR FOR COMPLIANCE Br THE APPROPRIATE PARTY or ANY RECULATONS THERETO THESE MAPS *ERE PREPARED 8Y CPA RESOURCES LTC M COOPERATON atm @ESIWAY CONCRETE &STWAY WILL KEEP 111E DIVISION or RECLAMATION MINNC AND sour INFORMED Of ANY CHANGES t0 DIE WRING OR RECLAMATION PLANS THROUGH ANMIAL REPORTS AND FU TIC,*KCAI RETAINS AND AMENOIKNI APPL1CAt0NS AS NECESSARY TIIR0001(OUT THE LEE Of 14 1t PRIOR TO CONSTRUCTION ALL UQITY, GAS WELL. OR WELL. a RATER WELL (DCARONS Must BE ARMED COMMON NAME (VARIETY) SCIENTIFIC NAME LEIS PL5/ACRE SAND BLUES FEN SAND LOVE CRASS INDIAN RICECRASS PRAIRIE SANDREED GREEN NEEOLECRASS LITTLE OWES Km YELLOW NDIANCRASS SwrCHGRASS SAND DROPSEED R OR EASEMENT (CHAMP. CHET) (BEND. NATIVE. NE27) 2 S (NEZPAR. RRAROC*) S (GOSHEN) 0 75 (tOOORM) (BLAZE. CWARRON, CAMPER) 0 75 (CHEYENNE. HOtF. SCOUT) O5 (BLACKWELL. NEBRASKA 2B) I5 Is OS TOTAL LOS PER ACRE. 12 0 10 WIDE ACCESS ROAD, VARIES IN LOCATION SEED KITH SPURTED 7 -SEED *1, EMS SKIT 1 20' MIN }S RES OVERBURDEN -. f .ALLUVIAL SAND elk •• GRAVEL . • •7• M faraw Know viATats below. Call befoul you 41q. —s J MAX WAIE+1, SURFACE NR amER. St 1/4. Nt 1/4 SEC 7, TM RIM A Ktyn a a cm LOOS. DOW 10 Kos — IS CORNER. L In. SE 1/4 SEC 3, 1111 SO CO ao10 N 1 ,\•• ��\\i.`\/� /\/\\\ \\ / \\\ \ \ \ \ \\ /LAvsT/p;NE EkE \R /�/'\ \\\ \\ \\ \ SLURRY LPLED R[CLAMATIQII DUAL N0/ TO SCALE or - - 0 0,9 C] C I. 1•• Mt M r In • Y• 1• M. •a • I- •••• ••O /MI M• teat*. at*. '11 MS I' 0 O • 0 d •Wfiereassli .',q a MC MI no is its ■, 3 II• Mi—s Co a \KRt Gal - - . C • = X°R •MKwa r0K I,(■ 9 1/• PONDS RECLAIMED TO WATER STORAGE „,.---'1• • WINK MaKx I•RR RAN VK■ RERR-INy� orr SITE ENTRANCE 6 CONCRETE PLANT RECLAIMED 10 NATIVE GRADE LS Nu PROCESSING AREA RECLAIMED TU WATER STORAGE AS PART OF POND A 1 a ■CELL, • O••IAU (AlIM•I S O M w - SW CORKER, 11/7. SE 1/4 SIC 2 INN. Ma w •0• (TOOTS 1W WO T CM I Oa Y IMO 901.1.• IS. N■u POND A RECLAIMED TO NATIVE GRADE 4111 SIO0111.* • •11•Mc I M1411N11 II) V`HT IMMO.N 140 N I SE COWER SEC 2. TEN. RSB• NDat SMC • SOO OOP 00.1114 t III tors • 110•. SOO M••• • Ion •A.91 cnYct PLC•• ilit 1 YQAYfO'OtMrn. IN On I • - a r0 ro -- Lucia • r• 10r. r Nato Nat ILL(( A 1R KNW S -Of -won anal Inc 43R•1M Rust OMR L , Ott 9r a R •o Dim ., w.N1, ▪ I.M m• Mc Ss S709 1••t t M. tS Is' SR7l •M It KW ■1 1• WA In 1 .iw� w.0 I 1 wow fY ) W':v, :IA11 11 an•I' C4 tOCAI M MAW pA:M OAS —'- 1 — - _ N68'TSto-E 1336 28' it all w.WA1 POND C RECLAIMED TO WATER STORAGE loft f 0 \ Or AS DITCH SMOCK W' IRICAT • a MASTENANa LASEMEN, 7S' PTDI YTaa \ at -tgA Iplf" 1 I•,• LOS 1t[ Y • :s '/• CO lit I. 1711 w Nt M Woo ■L 11.0 M• •MwAM U,. 'll Y•M' r--- tn.1000 TM•INKA 0 TIMUTUR ' FE (LRAIMCLIAV ll BY TOWN Or FIRESTONE C-• 1/1s at 7a t r7•. 55 •.a r •tzar -e Yrs... e.. .. •....• re I t ` 1 D.tCn SETBACK •0118 O •I Canis 0411.1 tlol.ea W 1•Wt 0.1■0 sNw •R• WPM ALES V IAat teT a KUL I 1 I 1 Sat' IOU. Si CIVIL RESRlURCES, LLC 323 5th STREET P.O. Box 680 FREDERICK, CO 80530 303.8 33.1416 W WW.CIV ILRESOURCES.COM BESTWAY CONCRETE & AGGREGATE 301 CENTENNIAL OR. MILLIKEN. CO *OS43 910 SRI IZII CONTACT. MARK :POISON REVISIONS DC5CRIPF;ON DATE DESIGNED 6Y: a DATL• tag_ DRAWN RV: 68t SCAT f AS NOTED O(EQLI0 BY: ARR. AS NOTED AM I.O.. 2 J.00 LM DWC NAMEpR1•tS•vTN•L.DYYG SHELF: RECLAMATION PLAN -SHORES 6 EXHIBIT G - WATER INFORMATION This information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 4 7 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations (a) Locate on the map (Exhibit C) tributary water courses, wells, springs, stock water ponds, reservoirs and ditches The St Vrain River is less than 100 feet to the north Please refer to Exhibit C for locations of water courses, ditches and well permit in close proximity to the site, including wells, springs, stock water ponds, reservoirs and ditches (b) Identify all known aquifers The Site is underlain by the St Vram River alluvial aquifer (c) Show how water from dewatering operations or runoff from disturbed areas, piled material and operating surfaces will be managed to protect against pollution of either surface or groundwater both during and after the operation. Please refer to the Mining Plan Map in Exhibit C of this application Mine areas will drain internally Uncontrolled releases of surface water in disturbed areas will not occur Stormwater collected in the active mine area will be managed through the dewatering system (d) Estimate project water requirements including flow rates and annual volumes for the development, mining and reclamation phases of the project Projected Use And Consumption Annual evaporative depletions will be the evaporation from up to 5000 feet of 4 -foot wide de -watering trench, located inside of the slurry wall The total area of exposed water is 0 5 acres The gross annual evaporation at the the Shores aggregate mine is 42 inches according to NOAA Technical Report NWS 33, Evaporation Atlas for the Contiguous 48 United States Monthly evaporative losses are determined using percentages specified by the State Engineer's Office for locations below 6,300 feet The nearest weather station is in Longmont where the average annual precipitation is 15 08 Effective precipitation, that part of historical precipitation which was consumed by native vegetation on land to be covered by water surface, is conservatively estimated to be 70 percent of the total precipitation The annual average effective precipitation at the property is estimated to be 10 56 inches When subtracting the effective precipitation from the gross evaporation yields, the net annual evaporation is 3213 inches, or 2 68 acre-feet per acre The annual amount of evaporation from open water surfaces is 1 34 acre-feet Mininq Production & Operations Bestway Concrete & Aggregates expects to extract a maximum of 500,000 tons annually of aggregate material from the site The water retained in the 500,000 tons will be replaced pursuant to the Substitute Water Supply Plan (SWSP) The total annual amount of water retained in the gravel product from mining activities totals 14 71 acre-feet Bestway Concrete & Aggregates — yogi Amendment -Shores Mine — MLRB 112 Permit Application Exhibit G -1 In addition, an estimated 1 93 acre-feet of water per year will be used for dust control based (approximately) on 3,500 gallons per day for 20 days per month for 9 months Annually the total evaporative and operational losses from mining activities (open water surface evaporation, water retained in the aggregate product, dust suppression) totals 17 98 acre-feet of depletion which must be augmented All depletions were lagged to the Saint Vrain River using the lagging factors approved by the State Engineer pursuant to on -going Substitute Water Supply (SWSP) approvals (e) Indicate the projected amounts of the water sources to supply project water requirements Replacement Water The source of replacement water for depletions will be onsite native ditch water and an approved water storage Pond located on Cell E on the Shore Gravel Mine Site The State Engineer must approve a SWSP every year These approvals require that the applicant provide a detailed explanation of the mining operations, a quantification of all mining activities and subsequent depletions and all legally available replacement sources (f) Affirmatively state that the Applicant has acquired or applied for a National Pollutant Discharge Elimination System permit from the Water Quality Control Division The Operator will apply for a National Pollutant Discharge Elimination System (NPDES) permit from the Water Quality Control Division of the Colorado Department of Public Health and Environment prior to discharging water from the site Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit G - 2 EXHIBIT H - WILDLIFE INFORMATION The information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 4 8 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations (1) The Operator/Appl►cant shall include in this Exhibit, a description of the game and non -game resources on and in the vicinity of the application area, including; a) A description of the significant wildlife resources on the affected land; This information is provided in the attached Exhibit H Wildlife Information, prepared by Savage and Savage environmental firm, located at 4610 Haystack Drive, Windsor, Colorado 80550, based on a site investigation conducted on August 2, 2019 b) Seasonal use of the area; This information is provided in the attached Exhibit H Wildlife Information, prepared by Savage and Savage environmental firm, located at 4610 Haystack Drive, Windsor, Colorado 80550, based on a site investigation conducted on July 1, 2013 c) Threatened or endangered species, The attached Savage and Savage Exhibit H Wildlife Information included an evaluation for threatened and endangered species Their conclusions are documented in the attached report d) General effect during and after the proposed operation on the existing wildlife of the area; This information is provided in the attached Exhibit H Wildlife Information, prepared by Savage and Savage environmental firm, located at 4610 Haystack Drive, Windsor, Colorado 80550, based on a site investigation conducted on August 2, 2019 Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit H -1 6.4.8 Exhibit H - Wildlife Information Wildlife Assessment Site Description Savage and Savage initially conducted an on -site wildlife assessment for the Burnco Vogl project site project on August 2, 2019 The Vogl project site is comprised of approximately 160 acres within the SWI/4 of Section 29, the E%z of Section 31, and the NWV4 of Section 32, all within Township 3 North, Range 67 West of the 6th Prime Meridian Weld County, Colorado The property is bounded on the north by the St Vram River, the east the Pelican Shores development, the south by Weld County Roads 26 and 26%, and west by private residences The property was accessed from Weld County Road 26% Weather during our site investigation was mild, dry, and clear with a high temperature in the mid -70's (°F) The topography of the site is dominated by the primary and secondary alluvial terraces of the St Vram River The elevation of the project area averages 4820 feet and slopes gently to the north toward the St Vram River The soils that dominate the site are formed from alluvium and consist of gravel bars, foams, and clays The significant hydrologic feature on the site is the St Vram River The Last Chance irrigation ditch enters the site along the west edge of the property, traverses the southwest segment of the property, and eventually flows into the St Vram River to the northeast of the project site Another irrigation ditch complex enters the property from south of County Road 26, flowing east along the property boundary and irrigating the agricultural field to the north A riparian woodland community of plains cottonwoods (Populus deltoides) dominates the riparian corridor immediately adjacent to the St Vram River and the primary alluvial terrace to the south of the river corridor This riparian corridor is dominated by mature cottonwoods with a scattered dense coyote willow shrub understory with a moderate to dense herbaceous understory component dominated by cattails (Typha latifoha and Typha angustifolia) and reed canarygrass (Phalaris arundinacea) Ruderal mesic and xeric vegetation communities are located within, west, and south of the riparian woodland vegetation community These vegetation communities are dominated by secondary successional plant species, including, alkali sacaton (Sporobolus airoides), meadow foxtail (Hordeum jubatum), smooth brome (Bromus inermis), white sweetclover (Meklotus alba), knapweed varieties (Centaurea sp), kochia (Kochia scoparia), bull thistle (Cirsium vulgare), field bindweed (Convolvulus arvensis), horseweed (Conyza canadensis), and curlycup gumweed (Grindelia squarrosa) An old field lies at the south edge of the primary alluvial terrace on the east half of the project site This vegetation community is dominated by smooth brome, intermediate wheatgrass (Agropyron intermedrum), inland saltgrass (Distichlis spicata), kochia, curly dock (Rumex crispus), and cheatgrass (Bromus tectorum) Within the old field is a Exhibit H Page 1 crescent of wetland vegetation, dominated by three square (Scirpus americanus) and cattails Active and inactive agricultural areas dominate the remainder of the project site, with individual fields within the west, southwest, and southeast areas of the project site At the time of our investigation, the west and southwest agricultural areas were planted to corn, while the southeast field was fallow Significant Wildlife Resources Tables 1, 2, and 3 list wildlife species that potentially occur on -site according to the Colorado Distribution Latilong Studies (CDOW, 1981, 1990, 1998) The latilong studies address mammals, birds, reptiles, and amphibians A further review of wildlife species for which the Colorado Division of Parks and Wildlife has distribution maps on the Colorado Oil and Gas Conservation Commission web site (http //cogcc state co us/infosys/Maps/wildlifemap cfm) revealed that the far northwest and north areas along the St Vram River are within the sensitive wildlife habitat boundaries for a bald eagle winter night roost (see appended map) During our site investigation we encountered a number of avian species within the project site Killdeer (Charadrius vociferus), mourning doves (Zenaida macroura), great blue herons (Ardea herodzas), red -tail hawks (Buteo jamaicensis), a Swainson's hawk (Buteo swainsonr), white pelicans (Pelecanus erythrorhynchos), anhingas (Anhinga anhinga), and red -winged blackbirds (Agelazus phoeniceus) were all seen flying or soaring over the riparian corridor or fields Coyote (Cams latrans) scat was encountered, as were raccoon (Procyon lotor) tracks A number of whitetail deer (Odocoileus vtrginzanus) were observed within the riparian woodland Seasonal Use With the exception of bats, the mammal species encountered during the site inspection or that potentially occur on -site are expected to be year-round residents or users of the site The carnivore and ungulate species are not restricted to this site and tend to have relatively large home ranges (up to several square miles) The majority of rodent and insectivore species can be expected to reside on -site throughout the year, though many may hibernate during the cold months Avian species may be year-round, temporary migrants, or summer residents of the site Year-round residents would include the waterfowl, raptors, gallinaceous birds, pigeons, owls, and woodpeckers The majority of the shorebirds and passerines would use the site during the spring, summer, and fall for feeding or resting during migration Amphibian and reptile species of the site are year- round residents Exhibit H Page 2 Threatened and Endangered Species and Critical Habitat Potential habitat for the Preble's meadow jumping mouse (Zapus hudsonius preblet) and Ute ladies' -tresses orchid (Spiranthes dtluvialis) were evaluated based on results of a search of potentially occurring threatened or endangered species on the U S Fish and Wildlife Service web site for Weld County, Colorado Additionally, bald eagle (Haliaeetus leucocephalus) nest locations and winter night roost locales were evaluated from the Colorado Oil and Gas Conservation Commission (COGCC) web site map of sensitive wildlife habitat and restricted surface occupancy areas for protected wildlife species Potential habitat exists for the Preble's meadow jumping mouse within the cottonwood riparian corridor along the banks of the St Vram River As the current proposed mine plan does not include disturbance to potential Preble's meadow jumping mouse critical habitat, no further evaluation was undertaken If future project activities include disturbance to potential habitat, the permittee will obtain clearance and/or approval from the U S Fish and Wildlife Service Potential habitat for the Ute ladies' -tresses orchid is present along the St Vrain River primary alluvial floodplain that includes riverbanks and oxbows south of the river Habitat is also present along irrigation ditches and within other depressions and swales on the site The current proposed mine plan does not include disturbance to Ute ladies' - tresses orchid potential critical habitat, therefore, no further evaluation was undertaken If future project activities include disturbance to potential habitat, the permittee will obtain clearance and/or approval from the U S Fish and Wildlife Service No eagles or nests were observed during our investigation of the site The map of significant wildlife habitat from COGCC identified a bald eagle winter night roost area along the St Vram River that encompasses portions of the project site The proposed plan does not include disturbance within the designated bald eagle winter night roost area If future project activities include activities within the restricted area, the permittee will obtain clearance and/or approval from the Colorado Division of Parks and Wildlife Project Effects to Wildlife The Vogl project site is proposed for mineral (sand and gravel) extraction activities The post -mining land use will include slurry -walled cells for water storage Noise and air emissions during mining will cause a temporary disturbance to wildlife Species such as raccoons, coyotes, beaver, deer, and raptors will continue to use the riparian corridor during mining operations and the site itself when operations are not active Bird species will use the periphery of the site and the site itself opportunistically, if prey or food species are present The proposed project will extract material and leave cells within the site Permanent reclamation of the site will entail grading, respreading topsoil, and seeding and planting Exhibit H Page 3 perennial species that will support wildlife The mining and reclamation will create a more diverse habitat than is currently present Areas of open water will sustain additional species of reptiles and amphibians as well as shorebirds and waterfowl The addition of the water will create fringe environments favorable to predatory mammals and raptors, as well as food and water sources for herbivores With the planting of additional cottonwood trees and shrubs, additional strata and vegetation layers will be added to the site, creating improved cover, foraging, roosting, and nesting areas for wildlife It has been our observation that the majority of riparian con idors along the Front Range of Colorado consist primarily of mature cottonwood trees with little or no recruitment This being the case, there will come a time when the mature cottonwood trees are gone and the overstory structure of the riparian corridor will be lost Reclamation within the permit area and cottonwood riparian corridor could, in the long term, be of great benefit in maintaining the riparian corridor Planting cottonwoods of varying ages throughout the riparian corridor as part of the reclamation would provide replacement trees for the mature cottonwoods, and enhance the overall existing riparian corridor habitat At this point, the proposed mineral extraction plan for the Vogl project site has not been finalized Based on the reconnaissance information collected for this assessment, it is recommended that the riparian corridor area within the northeast area of the project site remain undisturbed, for the following reasons, the area contains a bald eagle winter night roost designated as significant wildlife habitat by Colorado Parks and Wildlife, the area contains potential habitat for two listed threatened or endangered species, Preble's meadow jumping mouse and Ute ladies -tresses orchid, and the area is a mosaic of wetlands and waters of the United States Exhibit H Page 4 Literature Cited Colorado Division of Wildlife 1981 Ed Colorado Reptile and Amphibian Distribution Latilong Study Colorado Division of Wildlife and The Denver Museum of Natural History 1990 Ed Colorado Mammal Distribution Latilong Study Colorado Division of Wildlife in cooperation with the Colorado Field Ornithologists 1998 Ed Colorado Bird Distribution Latilong Study Colorado Oil and Gas Conservation Commission 2019 Web Map (https //cogccmap state co us/cogcc_gis_online/) Exhibit H Page 5 Vogl RSO and SWH Areas COGCC Aug 2019 Exhibit I I Page 6 Table 1. Mammal Species Potentially Inhabiting the Vogl Project Site Classification/Common Name Scientific Name Preferred Habitat Marsupials Virginia Opossum Carnivores Coyote Swift Fox Red Fox Raccoon Long-tailed Weasel Mink Badger Striped Skunk Ungulates Mule Deer White-tailed Deer Antelope Lagomorphs Desert Cottontail Eastern Cottontail Black -tailed Jack Rabbit White-tailed Jackrabbit Rodents Wyoming Ground Squirrel Spotted Ground Squirrel Thirteen -lined Ground Squirrel Black -tailed Prairie Dog Fox Squirrel Northern Pocket Gopher Plains Pocket Gopher Olive -backed Pocket Mouse Plains Pocket Mouse Silky Pocket Mouse Hispid Pocket Mouse Ord's Kangaroo Rat Beaver Western Harvest Mouse Plains Harvest Mouse Didelphis virginiana Cams latrans Vulpes velox Vulpes Procyon lot or Mustela ntgripes Mustela vtson Taxidea taxus Mephitis Odocoileus hemionus Odocoileus virgintanus Antilocapra americana Sylvilagus audubontt Sylvtlagus floridanus Lepus cal fornicus Lepus townsendii Spermophilus elegans Spermophilus spilosoma Spermophilus trtdecemltneatus Cynomys ludovictanus Sciurus ntger Thomomys talpoides Geomys bursaries Perognathusfasciatus Perognathus flavescens Perognathusflavus Chaetodipus hispidus Dipodomys ordtt Castor canadensis Reithrodontomys megalotis Reithrodontomys montanus RpL, Ag, Cr All types SgP, Ag Ag RpL, Ag All types except Ri RpL SgP All types except Ri RpL, Ag RpL, Cr, Ag SgP SgP, RpL RpL SgP SgP Ag SgP SgP SgP, Ag RpL SgP, Ag Ag SgP SgP SgP SgP, RpL SgP, RpL Ri, RpL SgP, RpL, Ag SgP Exhibit H Page 7 Classification/Common Name Scientific Name Preferred Habitat Rodents Deer Mouse Northern Grasshopper Mouse Prairie Vole Meadow Vole Muskrat Norway Rat House Mouse Porcupine Insectivores Least Shrew Bats Western Small -footed Myotis Red Bat Hoary Bat Silver -haired Bat Big Brown Bat Peromyscus maniculatus Onychomys leucogaster Microtus ochrogaster Microtus pennsylvanicus Ondatra zibethicus Rattus norvegicus Mus musculus Erethizon dorsatum Cryptotts parva Myotts ctholabrum Lasturus borealis Lasurius cinereus Lastonycterts noctivagans Eptesicus fuscus Habitat Types SgP Shortgrass-Prairie RpL Riparian Lowland W/OG Wet open ground Ri Open Water -Streams and Rivers Ag Agriculture Cr Croplands All types SgP, Cr SgP, RpL, Ag RpL Ri RpL, Cr RpL, Cr SgP, Ag, RpL RpL, roadsides SgP RpL RpL RpL RpL Exhibit H Page 8 Table 2. Breeding Bird Species Potentially Inhabiting the Vogl Site Classification/Common Name Scientific Name Preferred Habitat Pelicans and Allies Double -crested Cormorant Herons Great Blue Heron Great Egret Snowy Egret Cattle Egret Black -crowned Night -Heron Waterfowl Canada Goose Wood Duck Mallard Cinnamon Teal Hooded Merganser Common Merganser Vultures and Raptors Turkey Vulture Osprey Bald Eagle Northern Harrier Cooper's Hawk Swainson's Hawk Red-tailed Hawk Ferruginous Hawk Golden Eagle American Kestrel Gallinaeous Birds Ring-necked Pheasent Wild Turkey Northern Bobwhite Shorebirds Killdeer Mountain Plover Upland Sandpiper Long -billed Curlew Common Snipe Wilson's Phalarope Pigeons and Doves Rock Dove Mourning Dove Phalacrocorax auritus Ardea herodias Casmerodius albus Egretta thula Bubulcus ibis Nycticoras nycticorax Branta canadensis Aix sponsa Anas platyrhynchos Anas cyanoptera Lophodytes cucullatus Mergus merganser Cathartes aura Pandion haliaetus Hahaeetus leucocephalus Circus cyaneus Accipiter cooperii Buteo swainsoni Buteojamaicensis Buteo regales Aquila chrysaetos Falco sparverius Phasianus colchinus Meleagris gallopavo Cohnus virginianus Charadrius vociferous Charadrius montanus Bartramia longicauda Numenius americanus Gallenago Phalaropus tricolor Columba hvia Zenaida macroura Ri, RpL RpL RpL RpL RpL RpL RpL Ri, RpL Cr W/OG RpL RpL RpL Ri Ri Cr RpL Ag, RpL Ag Ag Ag Ag, RpL Ag, RpL, Cr Ag Ag, RpL Cr, Ag SgP SgP SgP, Cr W/OG W/OG, Cr Ag Ag, Cr, RpL Exhibit H Page 9 Classification/Common Name Scientific Name Preferred Habitat Cuckoos Yellow -billed Cuckoo Owls Common Barn -Owl Eastern Screech -Owl Great Horned Owl Burrowing Owl Long-eared Owl Short -eared Owl Hummingbirds Black -chinned Hummingbird Kingfishers Belted Kingfisher Woodpeckers Lewis' Woodpecker Red-headed Woodpecker Passerines Western Wood -Pewee Say's Phoebe Cassin's Kingbird Western Kingbird Eastern Kingbird Tree Swallow Northern Rough -winged Swallow Bank Swallow Cliff Swallow Barn Swallow Blue Jay Black -billed Magpie American Crow Chihuahuan Raven Black -capped Chickadee Eastern Bluebird American Robin Gray Catbird Northern Mockingbird Brown Thrasher Cedar Waxwing Loggerhead Shrike European Starling Red -eyed Vireo Yellow Warbler Blue Grosbeak Lazuli Bunting Indigo Bunting Cassin's Sparrow Coccyzus amertcanus Tyto alba Otus asto Bubo virginianus Athene cunicularia Asio otus Asio flammeus Archilochus alexandri Ceryle alcyon Melanerpes lewis Melanerpes erythrocephalus Contopus sordidulus Sayornts saya Tyrannus vociferans Tyrannus verticalts Tyrannus Tachycineta bicolor Stelgidopteryx serripennis Riparia Hirundo pyrrhonota Hirundo rustica Cyanocitla cristate Pica Corvus brachyrynchos Corvus cryptoleucus Parus altrtcaptllus Siaha stahs Turdus migratorius Dumetella carolinensis Mimus polyglottos Toxostoma rufum Bombycilla cedorum Lanius ludovicianus Sturnus vulgarts Vireo olivaceus Dendroica petechia Guiraca caerulea Passerina amoena Passerina cyanea Aimophila cassintt RpL Ag, RpL RpL, Ag Ag rodent burrows RpL Ag RpL RpL, Ri RpL, Ag Ag, RpL RpL Ag Ag, RpL Ag, RpL Ag, RpL RpL Ag Ag Ag Ag RpL, Ag Ag Ag, RpL SgP RpL, Ag RpL Ag RpL Ag, RpL RpL, Ag Ag RpL, SgP Ag, RpL RpL RpL, Ag RpL RpL RpL SgP Exhibit H Page 10 Classification/Common Name Scientific Name Preferred Habitat Lark Sparrow McCrown's Longspur Chestnut -collared Longspur Bobolink Red -Winged Blackbird Passerines Western Meadowlark Brewer's Blackbird Common Grackle Brown -headed Cowbird Orchard Oriole Northern Oriole American Goldfinch House Sparrow Chondestes grammacus Calcartus mccownu Calcartus ornatus Dolichonyx oryztvorus Agelatus phoemceus Sturnella neglecta Euphagus cyanocephalus Quiscalus quiscula Molothrus ater Icterus spurtus Icterus galbula Carduelts trtstts Passer domesttcus Habitat Types SgP Shortgrass-Prairie RpL Riparian Lowland W/OG Wet open ground Ri Open Water -Streams and Rivers Ag Agriculture Cr Croplands RpL SgP SgP Cr, hayfields Ag Cr Ag Ag Ag RpL, Ag RpL, Ag Ag Ag Exhibit H Page 11 Table 3. Reptile and Amphibian Species Potentially Inhabiting the Vogl Site Classification/Common Name Scientific Name Preferred Habitat Amphibians Salamanders Tiger Salamander Toads and Frogs Great Plains Toad Woodhouse's Toad Blanchard's Cricket Frog Boreal Chorus Frog Bull Frog Northern Leopard Frog Plains Spadefoot Turtles Common Snapping Turtle Western Painted Turtle Ornate Box Turtle Western Spiny Softshell Reptiles Lizards Northern Earless Lizard Short -horned Lizard Red -lipped Prairie Lizard Northern Prairie Lizard Prairie -lined Racerunner Skinks Northern Many -lined Skink Snakes Eastern Yellowbelly Racer Plains Hognose Snake Milk Snake Northern Water Snake Bullsnake Wandering Garter Snake Western Plains Garter Snake Red -sided Garter Snake Prairie Rattlesnake Habitat SgP RpL W/OG OW-St/Ri Ag Cr Types Shortgrass-Prairie Riparian Lowland Wet open ground Open Water -Streams and Rivers Agriculture Croplands Ambystoma tigrinum Bufo Cognatus Bufo woodhousei Acris crepttans blanchardi Pseudacrts triseriata maculata Rana catesbiana Rana pipiens Scaphtopus bombifrons Chelydra serpentina Chrysemys picta bells Terrapene ornata Trionys spiniferus hartwegt Holbrook(' maculata Phrynosoma douglassi Sceloporus undulatus erythrocheilus Sceloporus undulatus garmani Cnemidophorus sexltneatus vtridis Eumeces multivirgatus Coluber constrictor flaviventris Heterodon nasicus Lampropeltis triangulum Nerodia sipedon Pttuophis melanoleucus says Thamnophis elegans vagrans Thamnophis radix haydeni Thamnophis sirtalis parietalts Crotalus wicks all types SgP, RpL, Ag SgP, RpL, Ag RpL RpL, Ag RpL RpL SgP RpL, OW-St/Ri RpL, OW-St/Ri SgP, RpL RpL, OW-St/Ri SgP, Ag SgP SgP, RpL SgP SgP, RpL SgP, Ag SgP, RpL, Ag SgP, RpL, Ag SgP, RpL, Ag RpL, OW-St/Ri SgP, RpL, Ag RpL RpL, SgP RpL SgP Exhibit H Page 12 EXHIBIT I - SOILS INFORMATION The information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 4 9 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations (1) In consultation with the Soil Conservation Service or other qualified person, indicate on a map (in Exhibit C) or by a statement the general type, thickness and distribution of soil over affected land The soil types on the site are shown on the attached Soil Map, Vogl Amendment -Shores Mine for a description of the soil type on site Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit I -1 EXHIBIT J - VEGETATION INFORMATION The information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 410 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations (a) Description of present vegetation types including estimates of cover and height of principal species in each life -form represented; The current site is covered by native dryland grasses (b) Relationship of present vegetation to soil types; The dryland and native grasses are compatible with the current soil type (c) Estimates of annual production and carrying capacity if the choice for reclamation is for range or agriculture. The area is proposed to be reclaimed as fallow ground or dryland crops as there are no native water rights Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit J -1 EXHIBIT K - CLIMATE INFORMATION The information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 411 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations Provide a description of the significant climatological factors for the locality This property is in a semi -and continental climate strongly influenced by the Rocky Mountains The area is usually warm in the summer with frequent hot days In winter, periods of very cold weather are caused by arctic air moving in from the north or northwest Milder periods occur when westerly winds are warmed as they move down slope off of the mountains to the west Weather monitoring data is not available from the site The nearest weather monitoring station is the Longmont 2 ESE, Colorado, Station 055116 in the National Weather Service (NWS) cooperative network The table below lists the average minimum and maximum temperature, and average total precipitation on a monthly and annual basis for the period of record from August 1, 1948 to November 30, 2004 Most of the precipitation occurs as rainfall during the warmer part of the year with the heaviest rainfalls in the late spring and early summer Winter snowfall is frequent but the snowcover usually melts quickly during the milder periods Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual Average Max Temperature (F) 42 4 46 4 52 9 62 3 71 9 82 3 88 9 86 7 78 4 67 0 51 9 44 5 64 6 Average Min Temperature (F) 11 9 16 7 23 2 321 42 2 50 2 55 3 53 3 441 32 9 22 0 14 4 33 2 Average Total Precipitation (in ) 0 40 0 39 1 13 1 73 2 46 1 73 1 12 1 26 1 22 0 84 0 69 0 45 13 36 Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit K -1 EXHIBIT L - RECLAMATION COSTS The information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 412 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations The site would be 100% mined and 100% reclaimed Mining will be complete for this site with mining occurring with the final slope (3H 1V) The mined volume would be replaced with inert fill This site will require final grading, topsoil placement, seed and mulch Please refer to the attached table for estimates of quantities and associated costs Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit L -1 EXHIBIT L RECLAMATION COST Activity Quantity Units Unit Costs Cost A. Phase 1 100% mined (settling pond) 1 Backlit Settling Ponds Shore & Vogl (11 acres on Shores &22 acres (Pond1) on VogVl0feet deep) 399218 CY $ 300 $ 1 197 654 00 2 Backfill Pond 2b (9 4 acres on shores 19 feet deep pending 2 years, 2022 start) 216 000 CY S $ Subtotal S 1 197 654 00 B Processing area Processing equipment is portable and would be removed by the 1 Move serge plies into settling pond 1 000 CY S 0 75 $ 750 00 2 Remove concrete pad for wash plant 15 CY S 8500 $ 97500 3 Demolish and remove shop 1 LS 5 2 000 00 $ 2 000 00 4 Remove concrete footings for office 8 CY 5 65 00 $ 520 00 5 Remove concrete base for scale 10 CY 5 65 00 $ 650 00 6 Scarify ground 11 Acres 5 15000 $ 1 650 00 7 Spread 12 topsoil 17743 CY S 075 $ 13 307 25 8 Seed and Mulch 11 Acres 5 900 00 5 9 900 00 9 Remove Conveyor Belt & Reclaim 1 LS S 15 000 00 5 15 000 00 - - - - Subtotal $ 4475225 C Cocnrete Batch Plant 1 Move serge piles into settling pond 1 000 CY 5 0 75 5 750 00 2 Remove concrete pad for wash plant 15 CY S 6500 $ 97500 3 Demolish and remove shop 1 LS 5 2 000 00 S 2 000 00 4 Remove concrete footings for office 8 CY S 65 00 S 520 00 5 Scarrfygmund 7 Acres S 15000 $ 1 042 50 6 Spread 12 topsoil 11 210 CY $ 0 75 $ 8 407 76 7 Seed and Mulch 7 Acres $ 900 00 S 6 255 00 Subtotal $ 19 950 26 D Asphalt Plant 1 Move serge piles into settling pond 1 000 CY 5 0 75 $ 750 00 2 Demolish and remove shop 1 LS 5 2 000 00 $ 2 000 00 3 Remove concrete toohngs for office 8 CY $ 65 00 $ 520 00 4 Scarify ground 9 Acres 5 150 00 $ 1 275 00 5 Spread 12 topsoil 13711 CY S 075 $ 10 282 88 6 Seed and Mulch 9 Acres S 900 00 $ 7 650 00 - i Subtotal $ 2247788 E Settling Pond and Perimeter Seeding, Including Amended Area & shoreline 1 Seed (all perimeters except Pond B including 30 foot buffer) I 22 09 I Acres I S 900 00 I S 19 876 86 - - Subtotal $ 19 876 88 F Slurry Wall @ 20% and 100% Installation Cost ($5 per SF) per DRMS Bonding Requirement Assumes 25 average depth (Including 4 key into bedrock & excludes Pond 2a & 3, as no disturbance for 2 yrs ) Pond A @20% Includes 6 286 linear feet of slurry wet 157 150 SF S 5 00 $ 157 150 00 Pond B @20% includes 6 076 linear feet of slurry wall 151 900 SF S 5 00 S 151 900 00 Pond C @20% includes 6 823 Gnear feet of slurry wall 170 575 SF 5 5 00 $ 170 575 00 Pond D @20% includes 5 038 Gnear feet of slurry wall 125 950 SF 5 5 00 $ 125 950 00 Pond E @20% includes 3250 linear feet of clay liner 120 370 CY 5 500 $ 120 370 00 Pond 2a @100% includes 6257 linear feet of slurry wall 99850 SF S 600 $ 597 900 00 Pond3@100% includes 6 257 linear feet of sluny wall 98475 SF 5 700 S 675 325 00 , Subtotal $ 1 999 170 00 G Rundown Spillways (includes haul of concrete nprap and placement, Pond 2a contains 26,000 SF of Pyramat Slope Reinforcement) Pond 2a (inlcudes two spillways and Pyramat Reinfrancement at Pond 2a outflow spillway) 3 200 TONS S 50 00 $ 160 000 00 Pond 3 (includes two spillways) 3200 TONS 5 3000 5 96 000 00 Subtotal $ 256 000 00 Total Disturbance Costs 5 3 261 453 11 Contractor Mobilization (8%) $ 260 916 25 Overhead (18 5%) $ 603 368 83 Administrahon (5%) $ 206 286 91 Total Disturbance Costs - S 3 517,4531 Indirect Costs Overhead & Profit Performance Bond (202%) Based on DRMS eshmate S 71 052 55 Performance Bond (3 07%) Based on DRMS eshmate $ 36 933 26 Job Supenntendent (240 hours @ $75/hr) Based on DRMS estimate $ 18 000 00 Contractor Mob and DeMob (3%) Based on DRMS estimate S 105 523 59 Contractor Overhead and Profit (10%) Based on DRMS estimate S 351 745 31 Subtotal $ 583,25471 Contract Amount (direct + O & P) - $ 4 100 707 82 Legal, Engineering & Project Management Financial warranty processing (legalhelated costs) ($500) S 50000 Engineering Work and/or contrachbid preparation (4 25%) S 174 280 08 Reclamation management and/or administration (5%) Based on DRMS estimate S 205 035 39 Contingency (3%) $ 105 523 59 Subtotal $ 485 339 07 Total indirect Costs " $ 1 068 593 78 'Total Bond Amount c 5 4 588 046 89 EXHIBIT M - OTHER PERMITS AND LICENSES The information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 413 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations The Operator has all appropriate permits 1 Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit M -1 f EXHIBIT N - SOURCE OF LEGAL RIGHT TO ENTER This information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 4 7 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations Please refer to the attached legal right -to -enter documents Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Application Exhibit N -1 December 5, 2019 Bestway Concrete & Aggregates 301 Centennial Drive Milliken, CO 80543 RE: Legal Right to Enter To Whom it May Concern: In exchange for good and valuable consideration,,\ 'm_,) Srautz hereby grants to Bestway Concrete & Aggregates the right to enter into the real property situated in Southwest Quarter of Section 36, Township 3 North, Range 68 West and in the Northwest Quarter Of Section 1, Township 2 North, Range 68 West, all In The 6th P.M., County Of Weld, State of Colorado. Refer to Exhibit for legal description. You and your officers, employees, contractors, and agents have permission to enter upon the Property p Y for all purposes, including the exploration for gravel, sand and aggregate. We hereby confirm that you have authority and right to execute all documents required to apply for and obtain permits and the like to mine gravel, sand and aggregate and access the property. Following permitting, Bestway Sand & Gravel Aggregates agrees to enter into a Sand, Gravel, and Aggregate Mining Lease to remain in effect until mining activity ceases. The permission granted by this letter shall be effective immediately, and shall remain in effect until superseded by a Sand, Gravel and Aggregate Mining Lease or until -- �� Dtk oak L -s whichever comes first. By: ,its Pr, perty Own By: 1 Bestway Repres ntative STATE OF CA6ccao ) f�J)ss (Joe/0\COUNTY OF 1,�l MAGGIE HIRKO NOTARY PUBLIC STATE OF COLORADO NOTARY ID 20084011480 MY COMMISSION EXPIRES 07/04/2023 The foregoing instrument was acknowledged before me on 1 �CiektiAcejte. i7„ by (V244Q1 as of ‘Se9FLUCIA-i Witness my hand and seal. My commission expires: Olio g l 20,T 3 Notary Pubic EXHIBIT - LEGAL DESCRIPTION OF LEGAL RIGHT TO ENTER LANDS Property Description: LAND PARCEL DESCTRIPTION 1 VARRA #5 PIT 25658-A E2SW4 36 3 68 (1 R) WELD COUNTY ACCOUNT R4786586 PARCEL 120736000052 2 25658 SW4SW4 36 3 68 WELD COUNTY ACCOUNT R4786386 PARCEL 120736000051 3 25053-A IMPS ONLY NW4NW4 1 2 68 WELD COUNTY ACCOUNT R5575486 PARCEL 131301000016 EXHIBIT O - OWNERS OF RECORD OF AFFECTED LAND (SURFACE AREA) AND OWNERS OF SUBSTANCE TO BE MINED The information provided In this Exhibit is intended to satisfy the requirements outlined in Section 6 415 of the Colorado Mined Land Reclamation Board Construction Material Rules and regulations Owners of Surface Area and Owners of Substance to be mined The property and the substance to be mined are owned by Jernlyn Louise Stinar, Richard J Vogl, Margaret L Vogl The following are Mineral Owners Jernlyn Louise Stinar, Richard J Vogl, Margaret L Vogl Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit 0 -1 EXHIBIT P - MUNICIPALITIES WITHIN Two MILES The information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 416 of the Colorado Mined Land Reclamation Board Construction Material Rules and regulations List any municipalities within two miles of the proposed mining operation and address of the general office Town of Firestone 151 Grant Avenue, P 0 Box 100 Firestone, CO 80520 Bestway Concrete & Aggregates —Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit P -1 EXHIBIT Q - PROOF OF MAILING OF NOTICES TO COUNTY COMMISSIONERS AND CONSERVATION DISTRICT The information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 417 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit Q -1 1■� February 3, 2020 Longmont Conservation Distnct 9595 Nelson Road, Suite D Longmont, CO 80501 RE: MLRB (112) Amendment Operation Reclamation Permit Application, Weld County, Colorado; Shores Gravel Mine #M.1998.013-AM03, yogi Amendment To Whom It May Concernpie Bestway Concrete & Aggregate is applying for an Amendment to their M1998 -Of 3 -AP, 03 to their MLRB permit to mine sand. Parcel 1 of the site is within the northwest % of Section 1, Township 2 Noah, Range 68 West of the 6th Principal Meridian, Parcel 2 of the site is within the southwest of Section 36, Township 3 North, Range 68 West of the 6th Principal Mendian. Parcel 3 of the site S within the east 'h of the southwest ''4 of Section 38 Township 3 North, Range 68 West of the 6th Principal Illaimesaisisajpieridian. The site is generaly bounded on the south by the existing Shores mine, on the north and by the St. Vrain River, and on the east and west by rural residential, fallow fields, and undeveloped r P paces.Th e project is located in Weld County, Colorado. As requite by the DRMS regulations, have enclosed the following informat foryour review fo o g • Notice of Filing Application form • Construction Material Regular (112) Operation Reciamabon Permit application form • Exhibit B Index Map • Exhibit C Pre -Mining Plan Map • Exhibit D Mining Plan • Exhibit E Reclamation Plan • Exhibit F Reclamation Plan Map • Exhibit I Soils Information • Exhibit J Vegetation Information if you have any questions please feel free to contact me at 303-833-1416, ext_ 202. Sincerely, CIVIL RESOURCES, LLC Andy Rodriguez, P.E. Civil Engineer Bestway -213'i ,hNobces`►NOTCE c LSCD • Conveyor Ocy February 3, 2020 Clerk to the Board of Weld County Commissioners 1150 0 Street P.O. Box 758 Greeley, CO 80631 RE: Vogl Amendment -Shores Gravel Mine #M-1998-013-AM03 Dear Clerk to the Board: As a requirement of the Division of Reclamation Mining and Safety (DRMS), the complete Vogl Amendment -Shores Gravel Mine application must be on file at the County Clerk's Office and be available for public viewing. A copy of the complete application on behalf of Bestway Concrete & Aggregates is attached. Please sign below to indicate that you have received the above - mentioned information and return this page to us by email at andy@civilresources.com. As always, thank you for your assistance. Sincerely, Civil Resources, LLC dy Rodriguez, P.E. Project Engineer Confirmation of Receipt: !have received the above reference documents, and will put it on file for public viewing. RECEIVED County Clerk to the Board ' " 't Date WELD COUNTY COMMISSIONERS J:(Bestway-2131vogltNotices\letter to clerk_signature regted.doc EXHIBIT R - PROOF OF FILING WITH COUNTY CLERK OR RECORDER The information provided in this Exhibit is intended to satisfy the requirements outlined in Section 6 418 of the Colorado Mined Land Reclamation Board Construction Material Rules and Regulations Bestway Concrete & Aggregates — Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit R -1 February 3, 2020 Board of County Commissioners 915 Tenth Street P. 0. Box 758 Greeley CO 80632 RECEIVED FEB 0 y 202O WELD COUNTY COMMISSIONERS RE: Division of Reclamation Mining and Safety, Mine Land Reclamation Board (112) Operation Reclamation Permit Application, Weld County, Colorado; Shores Gravel Mine #M-1998-013- AM03, Vogl Amendment Dear Board: Bestway Concrete & Aggregate is applying for a MLRB permit to mine sand at the project site Parcel 1 of the site is within the northwest 1/4 of Section 1, Township 2 North, Range 68 West of the 6th Principal Meridian. Parcel 2 of the site is within the southwest 1/4 of Section 36, Township 3 North, Range 68 West of the 6th Principal Meridian. Parcel 3 of the site is within the east 1/2 of the southwest 'A of Section 36, Township 3 North, Range 68 West of the 6th Principal Meridian. The site is generally bounded on the south by the existing Shores mine, on the north and by the St. Vrain River, and on the east and west by rural residential, fallow fields, and undeveloped parcels. The project is located in Weld County, Colorado. As required by the DRMS regulations, we have enclosed the following information for your review: • Notice of Filing Application form • Construction Material Regular (112) Operation Reclamation Permit application form • Exhibit B Index Map • Exhibit C Mining Plan Map • Exhibit F Reclamation Plan Map If you have any questions, please feel free to contact me at 303-833-1416, ext. 202. Sincerely, CIVIL RESOURCES, LLC Andy Rodriguez, P.E. Civil Engineer J:lBestway-213\vogilNotices\NOTICE Cltr Cnty Cmmsrs.dcc SPILLWAY DESIGN Bestway Concrete & Aggregates — MLRB 112 Permit Amendment Application CIVIL RES'DURCES, LLC ENGINEERS & PLANNERS TECHNICAL MEMORANDUM Vogl Amendment - Spillway Design TO DRMS Shore Gravel Mine — Vogl Amendment AM03 FROM Civil Resources, LLC DATE January 29, 2020 RE Spillway Design This memorandum discusses the proposed spillway designs at the Vogl Amendment Gravel Mine Final Reservoirs 2a and 3 are located in the floodplain whereas Cell 1 is not located in the floodplain and does not require a spillway Using floodplain mapping from the Flood Insurance Rate Map indicates that Reservoirs 2a and 3 will be fully submerged during the 100 -year flood conditions Subsequently, the inflow spillways proposed were primarily placed near the upstream ends of each facility The capacity for each spillway is discussed below The inflow spillways will be protected with riprap in order to deliver flood water in a controlled manner into the respective reservoirs > A typical 100 -year storm in the Front Range is 3 -inches of rainfall per hour During a storm event the major contributing factors to runoff are travel time, location of the storm and ground cover conditions For example during the 2013 flood that lead to major flooding was caused by a strong orographic effect as the storm started in the foothills west of the site which resulted in longer travel times The mountain area tributary to the St Vrain River received approximately fifteen plus inches of rain over a week As the flood wave propagated downstream flood water rose more slowly Should a storm cell "sit" over the site the time to peak will be greater As a result the site spillways were modeled considering a one -inch per hour rise in flood water The results are presented under each reservoir discussion below and the spillway equation Q=CLH15was used to determine the flow rate over the spillway as presented on the reclamation maps Reservoir 2a 100 percent of Reservoir 2a is within the 100 -year floodplain The following information was considered in designing the spillways and erosion protection > The spillway was set on the upstream end approximately two -foot lower than the upstream max water surface elevation This inflow point is the natural low point \J ➢ The reservoir is approximately 337 acre-feet in volume and the spillway has 1,047 cubic feet per second (cfs) capacity at 2 foot of overtopping depth Each spillway was designed to be able to fill the reservoir so the banks are less susceptible to major washouts A one -inch per hour rise in flood water would fill the reservoir in over 4 hours This is adequate to protect the non -reinforced banks from severe erosion as the reservoir would be full by the time the banks would overtop and potentially erode > The reservoir was also equipped with a discharge spillway at the downstream low point The discharge spillway will help direct flow as flood waters recede and limit erosion to localized areas The outflow spillway will potentially serve as an inflow point in conjunction with the upstream spillway depending on how the flood waters rise in the vicinity of these pits Reservoir 3 100 percent of Reservoir 3 is within the 100 -year floodplain The following information was considered in designing the spillways and erosion protection 323 FIFTH STREET • FREDERICK, COLORADO 80530 e PHONE 303 833 1416 0 FAX 303 833 2850 Sepetember 13, 2019 Page 2 of 2 CC, --,:;%-- CIVIL RES-'bURCES ➢ An inflow spillway was placed on the south side of Reservoir 3 This spillway will allow water to flow into and the reservoir as the invert elevation will be set in the natural low spot of the reservoir grade and is a minimum of one foot below the base flood elevation > The reservoir is 307 acre-feet in volume and the spillway has 1096 cubic feet per second (cfs) capacity at 2 foot of overtopping depth Each spillway was designed to be able to fill the reservoir so the banks are less susceptible to major washouts A one -inch per hour rise in flood water would fill the reservoir in approximately 4 5 hours This is adequate to protect the non -reinforced banks from severe erosion as the reservoir would be full by the time the banks would overtop and potentially erode > The reservoir was also equipped with a discharge spillway at the downstream low point The discharge spillway will help direct flow as flood waters recede and limit erosion to localized areas The outflow spillway will potentially serve as an inflow point in conjunction with the upstream spillway depending on how the flood waters rise in the vicinity of these pits Conclusion The analysis was completed based on general hydraulic characteristics of the Big Thompson as a flooding source The pattern of storms is largely unpredictable and therefore the recommended improvements cannot guarantee that the facilities will not be damaged during large-scale storm events J IBestway-2131voglldrmslfloodcontrol 9 11-19 docx GROUNDWATER MEMO Bestway Concrete & Aggregates — MLRB 112 Permit Amendment Application January 31, 2020 Mr Mark Johnson, Compliance Manager Burnco Colorado, LLC 301 Centennial Drive Milliken, Colorado 80543 RE Shores Gravel Mine Vogl Amendment AM03 — Mitigation Plan for Potential Groundwater Impacts Dear Mr Johnson The purpose of this memo is to describe the existing groundwater regime in the vicinity of the Shores gravel mine including new mine cells on the Vogl property Potential groundwater impacts that could result from dewatenng of unlined cells and from soil-bentonite slurry wall (slurry wall) lining are also addressed herein The Vogl Amendment is located west and north of the intersection of Weld County Roads 11 '/4 and 26, immediately north of the Town of Firestone, Colorado More specifically, the mine is within parts of Section 1, Township 2 North, Range 68 West and Section 36, Township 3 North, Range 68 West of the 6th Principal Meridian The site is 200 feet south of the Saint Vrain River at its closest point Land uses in the area include irrigated agricultural, oil and gas production, active gravel mines, gravel mines reclaimed as below grade reservoirs, and residential housing The mine plan is shown on Figure 1 The Shores site was mined in five lined cells With the addition of the Vogl property, four more cells referred to as Cell 1, Cell 2a, Cell 2b, and Cell 3 will be mined The Cells 2a and 3 will be lined with soil-bentonite slurry walls and will be reclaimed as below grade reservoirs Cells 1 and 2b will be unlined and will receive wash fines from the processing of mined sand and gravel Existing Groundwater Conditions The near surface groundwater is part of an alluvial aquifer in which permeable sand and gravel alluvium overlies relatively impermeable bedrock of the Upper Transition Member of the Pierre Shale and the Fox Hills Sandstone Groundwater is measured in eight (8) site monitoring wells occurs at depths usually ranging from approximately 5 to 10 feet blow existing ground However, groundwater depths in one well on the eastemmost side of the mine, occur at a deeper depth generally in the range of 18 feet below the ground This deeper depth is likely due to dewatenng activities at the LG Evenst Mine located on the east side of Weld County Road 13 The prevailing groundwater flow direction at the Vogl Gravel Mine area is northeasterly roughly reflecting the site topography Groundwater in the area is tributary to the Saint Vrain River located north of the site Locally the groundwater levels and flow directions are likely influenced by > The Saint Vrain River is north of the site For most of the year, the river likely acts as a drainage way maintaining groundwater levels at elevations greater than water elevations in the river In shorter periods of high run off, usually in the spring, river water levels will locally recharge the groundwater table > The Last Chance Ditch traverses the Vogl property from west to east between Cells 1 and 2a The ditch may act like a drain during the non -irrigation season maintaining water levels at or above water levels in the ditch During the irrigation season, the ditch may serve as a source of recharge to the water table Page 2 Mr Mark Johnson January 31, 2020 > The Rural Ditch conveys irrigation water through mine site from west to east A lateral from the Rural Ditch crosses the site immediately south of Cell 1 During the irngation season, this ditch is likely a source of recharge to the water table ➢ An unnamed drainage way traverses the west part of the site between Cells 2a and 2b before crossing north of cell 3 This drainage likely maintains groundwater levels at or above the water levels in the drainage > Five lined gravel ponds referred to as Ponds A, B, C, D, and E These ponds likely cause groundwater mounding (higher water levels) on the upgradient side of the site (south and southwest sides) and groundwater shadowing (lower water levels) on the downgradient side of the site (northeast and north sides) These ponds have been lined for approximately 15 years > Irrigation The site is located in an area of irrigated cropland Applied irrigation that is not lost to evaporation and transpiration likely recharges the groundwater ➢ Alluvial Wells Other than the eight (8) monitoring wells drilled at the site for monitonng groundwater levels, there are only five (5) pumping wells permitted within 600 feet of the mine property One of these wells is on -site at the former Vogl residence Three (3) wells are located on the north side of Weld County Road 24 % The last well is located southeast of the intersection of Weld County Roads 24' and 11 1/4 If pumping, groundwater will be drawn to the wells Monthly groundwater level monitoring was performed from June, 2019 to December, 2019 at the eight (8) monitoring wells drilled at the site Average depths to groundwater are presented in the following table Average Depth to Groundwater, ft Well (June to December, 2019) MW -3 17 43 MW -4 717 MW -5 5 69 MWNW 7 35 MWSE 3 09 V1 6 81 V2 10 42 V3 12 30 Mining Plan Five (5) lined cells have previously been mined or are in the process of being mined at the site These lined cells are located south of Weld County Roads 24 3 and 26 The addition of the Vogl cells to the mine will result in two additional lined cells (2a and 3) and two additional unlined cells (1 and 2b) at the mine All of the cells will be mined to bedrock At the Vogl property, bedrock ranges from approximately 14 to 25 feet in borings drilled at the site Page 3 Mr Mark Johnson January 31, 2020 Potential Slurry Wall & Mining Impacts to Local Groundwater Levels For all lined cells, a properly constructed slurry wall or compacted clay liner will tend to isolate these cells from the surrounding alluvial groundwater table The liner around these cells could cause "mounding" of groundwater (increase in groundwater elevation) on the upgradient side (south and southwest) of the lined cells and a potential "shadow effect" (reduction in groundwater level) on the downgradient side (north and northeast) of the Mine Because the liner will tend to isolate these cells from the surrounding groundwater table, the effects of dewatenng when mining lined cells will tend to not extend beyond the liner Any mounding effect on the upgradient side of the south and southwest is anticipated to be on the order of a few feet or less and will dissipate with distance from the mine Similarly shadowing affects will be on the order of a few feet and will dissipate with distance from the mine The shadowing affects will be minimized by the presence of the Saint Vrain River on the north and the presence of the Rural and Last Chance ditches between the cells Dewatenng of the unlined cells (Cell 1 and Cell 2b) will result in decreases in water levels around these cells Five (5) wells are permitted within 600 feet of Cell 1 No wells are permitted within 600 feet of Cell 2b These wells and potential mitigation measures are discussed below Area Wells A review of permitted wells on file at the State engineer's Office (SEO), Division of Water Resources (DWR) indicates there are five (5) permitted pumping wells within 600 feet of the permit boundary All of these wells are screened in the alluvium Three (3) of these wells, are west (upgradient) of the unlined Cell 1, one (1) well is downgradient of Cell 1, and one (1) well is within the mine area and is owned by the Vogls A discussion of the wells located within 600 feet of the permit boundary are discussed below > Lee Well The Lee well is located south and east of the intersection of Weld County Roads 24'/ and 11 '/4 This well is approximately 300 feet and cross gradient of Cell 1 and may be affected by dewatenng of Cell 1 ➢ Neumann Well The Neumann well is located west of the site on the north side of Weld County Road 24 % This well is approximately 130 feet upgradient of the unlined Cell 1 and may be affected by dewatenng of Cell 1 > Aites Well The Aites well is located west of the site on the north side of Weld County Road 24 % This well is approximately 400 feet upgradient of the unlined Cell 1 and may be affected by dewatenng of Cell 1 > England Well The England well is located west of the site on the north side of Weld County Road 24 % This well is approximately 590 feet upgradient of the unlined Cell 1 and may be affected by dewatenng of Cell 1 ➢ Vogl Well The Vogl well is located near the intersection of Weld County Roads 11 'hand 26 This well is upgradient of the lined cells 2a and 3 and downgradient of the Last Chance Ditch (between the Last Chance Ditch and the lined cells) Effects on this well are anticipated to be minimal Page 4 Mr Mark Johnson January 31, 2020 Mitigation Plan Dewatenng during mining of Cell 1 may affect four wells as addressed above After reclamation, the wells should perform in a manner that approximately matches premining uses However, if the miner receives a complaint, the following mitigation plan will be implemented The site monitoring wells will be measured monthly to identify potential changes in alluvial groundwater flow or elevation associated with mining and reclamation activities Baseline data collected from the monitoring program will provide a range of relative water levels associated with premining groundwater conditions Experience at other mines in similar geologic settings has found that groundwater levels tend to fluctuate being highest in the summer irngation season and lowest in the winter and early spring If, during mining or reclamation, the relative seasonal groundwater elevation at any monitoring wells differs from baseline conditions by more than 2 feet, and the condition was not observed during baseline monitoring, or if the miner receives a complaint from any well owner within 600 feet of the site boundary, then the miner will evaluate the cause and take action within 30 days and notify the DRMS After the DRMS has been notified, the miner will review the data and available information and submit a report to the DRMS within 30 days The evaluation will include discussions with the well owner who has contacted the miner regarding a concern and review of baseline data from the well and vicinity to evaluate whether changes may be due to seasonal variations, climate, mining, slurry wall lining or other factors The report will identify the extent of potential or actual impacts associated with the changes If the extent of groundwater changes due to mining or reclamation activities is determined to be a significant contributing factor that has or may create adverse impacts, the mining associated impacts will be addressed to the satisfaction of the DRMS Miner will begin implementing one or more mitigation measures if mining and reclamation activity is determined to be a significant factor to groundwater changes requiring mitigation Mitigation measures may include, but are not limited to Placing water in a recharge pond to raise groundwater levels around the well Constructing a local clay liner at the edge of the mine Cell (i e between the dewatenng point and the well) in order to raise water levels on the well side of the liner and mitigate dewatenng effects Cleaning the well to improve efficiency Providing an alternative source of water or purchasing additional water to support historic well use in terms of water quantity and quality If needed, water quality parameters will be checked in affected wells to ensure alternative sources support historic use Modifying a well to operate under lower groundwater conditions This could include deepening the well or lowering pumps All work would be done at the miner's expense with the exception of replacing equipment that was non-functional prior to mining Page 5 Mr. Mark Johnson January 31, 2020 Please call if you have any questions. Sincerely, CIVIL RESOURCES, LLC (,1 -aaei4V Gary Linden, P.G. Senior Engineering Geologist J:IBestway-2131vogllgroundwater\groundwater-memo Vogl.doc February 3, 2020 Mr. Eric Scott Division of Reclamation , Mines, and Safety 1313 Sherman Street, Room 215 Denver, Colorado 80203 RE: Bernhardt Gravel Mine Amendment 03, Permit No. M-1998-013; Groundwater Monitoring Dear Mr. Scott Bestway Concrete & Aggregate will continue to monitor groundwater levels in the surrounding wells across the Shores Gravel Mine Site. Please call if you have any questions. Sincerely, Betsway Concrete & Aggregate Mark Johnson Manager FIGURE 1 Please refer to the attached index map. I 1 I r I 1 r _orsAMENDED VOGL . a PARCEL a des Q WCR26 48'Well 485 f • i I WCR24/HWY 119 1,..4„, : ism e rg at= IP 11j is NOR 7H4 Bestway Concrete & Aggregates —Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit B - 1 V2 AVE GW DEPTH BELOW GROUND=10.42 FUTURE MINE V3 AVE GW DEPTH BELOW GROUND=12.3 RINDOUR WELL (226509) AITES WELL (252974) HOMES WITH BASEMENT BUILT IN LAST 10 YEARS ENGLAND WELL (225391) MW 5 AVE GW DEPTH BELOW GROUND=5.6 V1 AVE GW DEPTH BELOW GROUND=6.81 MW (NW) AVE GW DEPT BELOW GROUND=7.35' VOGL WELL (103101 PERMIT BOUNDARY 11 ACRE T POND MW 4 AVE GW DEPTH BELOW GROUND=7.17' SE AVE GW DEPTH BELOW GROUND=3.09' k Firestone 6+vC WELL (201975) CURRENT MINE WELL (20441) ri PIT U MW 3 AVE GW DEPTH BELOW GROUND=17.43' C --D CIVIL RES'10URCES LLC BESTWAY CONCRETE SHORES SAND & GRAVEL MINE VOGL AMENDMENT DATE: ORIGINAL 5/20/14 REVISED 1/30/20 FIGURE: 2 WELL USERS & GROUDWATER MAP 2 STABILITY ANALYSIS Bestway Concrete & Aggregates — MLRB 112 Permit Amendment Application January 24, 2020 Mr Mark Johnson Burnco Concrete and Aggregate 301 Centennial Drive Milliken, CO 80543 Re Stability Analysis for the Nix Gravel Mine Dear Mr Johnson This letter has been prepared to address the Mined Land Reclamation Board (MLRB) Construction Materials Rule 6, Section 4, Subsection 19, Exhibit S - Permanent Man -Made Structures (6 419, Exhibit S) for the proposed Vogl Gravel Mine located in Weld County, Colorado This letter describes the protect and slope stability analyses utilized to evaluate the minimum distance between the edge of mining and adjacent structures to avoid damage to the structure The site is located west and north of the intersection of Weld County Roads 11 '/4 and 26, immediately north of the Town of Firestone, Colorado More specifically, the mine is within parts of Section 1, Township 2 North, Range 68 West and Section 36, Township 3 North, Range 68 West of the 6th Principal Meridian The site is 200 feet south of the Saint Vrain River at its closest point Land uses in the area include agricultural, oil and gas production, active gravel mines, gravel mines reclaimed as below grade reservoirs, and residential housing The mine plan is shown on Figure 1 The site will be mined in four cells referred to as Cell 1, Cell 2a, Cell 2b, and Cell 3 The Cells 2a and 3 will be lined with soil-bentonite slurry walls and will be reclaimed as below grade reservoirs Cells 1 and 2b will be unlined and will receive wash fines from the processing of mined sand and gravel The unlined cells (Cells 1 and 2b) will be mined at a slope of 2 horizontal to 1 vertical (2H 1V) The lined cells (Cells 2a and 3) will be mined at a slope of 3H 1V Based on the stability analyses, this report indicates that the setbacks and perimeter slopes in the mining plan are sufficient to protect structures within 200 feet of the permitted mining boundary Actual setbacks may be greater due to permit limitations, zoning requirements, construction issues, agreements with owners, and extent of economically mineable aggregate or other issues GEOLOGY The Site is located approximately 17 miles east of the eastern flank of the Rocky Mountain Front Range Younger sedimentary strata dip eastward off the Pre -Cambrian igneous and metamorphic rocks that form the core of the Front Range into the Denver Structural Basin The Denver Basin is an asymmetrical downwarp of sedimentary strata with a steeply dipping west limb and a gently dipping east limb Bedrock does not crop out at the site, however regional geologic mapping of the area (Colton, 1978) indicates the near surface bedrock at the site is most likely the Upper Transition Member of the Pierre Shale with the Fox Hills Sandstone i mapped just to the east Colton (1978) describes the Upper Transition Member as friable sandstone containing sandy shale and large calcareous sandstone concretions Colton (1978) describes the Fox Hills Sandstone as cross bedded sandstone that grades downward to a fine grained silty sandstone interbedded with gray fissle shale The regional mapping indicates the bedrock is overlain by the Post Piney Creek and Piney Creek Alluviums The Piney Creek is mapped over the area of Cell 1 and parts of Cells 2a and 3 The Post Piney Creek is mapped at parts of Cells 2a and 3 and all of Cell 2b Colton (1978) describes these alluvial deposits as sandy to gravelly alluvium GEOTECHNICAL CONDITIONS Based on the site investigations, the natural site stratigraphy generally consists of three main units 1) Overburden Mr Mark Johnson January 24, 2020 Page 2 generally consisting of clayey and silty sands, 2) sand and gravel alluvial deposits that underlie the overburden and overlie the bedrock, and 3) bedrock usually consisting of sandy claystone with local areas of sandstone These units are described in more detail below 3 51 Overburden Unit The overburden at the site typically consists of brown clayey to silty sand that locally overlies a buff silty sand The surficial brown clayey to silty sand overburden unit is typically approximately 2 to 3 feet thick with the top 6 to 8 inches containing significant organics This unit locally is thinner to not present or is locally as thick as 5 feet 3 5 2 Sand & Gravel Unit The sand and gravel is present throughout the site underlying the overburden and overlying the bedrock This unit typically consists of gravelly, fine to coarse grained sand locally grading to sandy gravel This unit ranges in thickness from approximately 10 feet to 22 feet 3 5 3 Bedrock The bedrock encountered in the exploratory borings was generally weathered in the upper one to two feet typically became harder in unweathered zones The bedrock consisted of sandy claystone with local sandstone The approximate top of bedrock contours are presented on Figure 1 3 5 4 Groundwater Groundwater was encountered in all of the borings at approximately 4 to 9 feet below ground surface The groundwater levels will vary seasonally and will typically rise during the irrigation season Groundwater will be controlled with the proposed below grade slurry wall After slurry wall construction, groundwater mounding is anticipated on the upgradient (west and south) side of the site and a groundwater shadow (deeper water table) is anticipated on the downgradient (north and east) side the site From a geotechnical standpoint, the sand and gravel will form the majority of the mine slopes These soils are generally strong and stable, particularly when dewatered Submittal STRUCTURES WITH 200 FEET OF DISTURBED AREAS The known, permanent, man-made structures within 200 feet of the proposed mine areas that are not owned by Burnco are listed below UTILITIES CENTRAL WELD WATER, ST VRAIN SANITATION, KERR-MCGEE OIL & GAS/ANADARKO/OXY, NOBLE ENERGY, UNITED POWER, CENTURY LINK, WELD COUNTY PUBLIC WORKS, RURAL DITCH, LAST CHANCE DITCH, TOWN OF FIRESTONE HOME OWNERS WITH HOUSES WITHIN 200' NEUMANN JAMES A, AILOR MICHAEL JOSEPH, NORTON GARY L, WEBER ROBERT ALAN, GROUND WATER MANAGEMENT SUBDISTRICTOF THE CCWCD, VARRA CHRISTOPHER, MILLER ROBERT L, LOO MOISES, SALAZAR MATTHEW J, RALSTON LAWRENCE ALLAN, MEISNER DAWN J, CLARK ROBERT, FREAS PETER W, STYPA ERIC, NIETO CHIRELLE, JOHNSON RICHARD K, RADEMACHER VINCE, NEWCOMB RICHARD SCOTT JR, AVESTRUZ ANTHONY C, ROCHA DESTANIE R, SMITH WILBUR R, CONWAY CHRISTOPHER JEFFREY, CAMACHO MARCO, LENZ GREG, HUSS SCOTT P, HOGAN JOSEPH DANIEL, BERG BERNARD I, J AND J , ANAGEMENT LLC WAVERLY, DOYLE DAVID, TILL STEVEN ROBERT JR, TREVINO SELSO JR, J A R HOLDINGS, LLC, VOGL RICHARD J, STINAR TOM, LEE JENNY L, SUN COMMUNITIES Mr Mark Johnson January 24, 2020 Page 3 STABILITY ANALYSES Recently, Division of Reclamation and Mining Safety (DRMS) staff drafted a policy regarding stability analyses of neighboring structures The draft summarizes adequate factors of safety (FOS) for non -critical and critical structures The structures around the Nix mine are, for the most part, considered critical structures Discussions with the author of the memo, Mr Tim Cazier, indicate the FOS will be adopted by the MLRB The FOS are for both static and seismic (from an earthquake) stability analyses For generalized strength assumptions and critical structures, a FOS of 1 5 is considered sufficient for static conditions and a FOS of 1 3 is considered suitable for seismic conditions The stability of structures within 200 feet of the proposed mining limits was evaluated at nine (9) sections The sections evaluated either at the tallest high wall or in the area of the closest structure in each mine cell under anticipated loading conditions around the perimeter of the site as discussed below The computer program XSTABL was used for the analysis The method for selecting the critical failure surface for each analyzed loading condition is the following The Modified Bishop's Method of Analysis is used to find the critical failure surface by randomly searching with 20 termination points and 20 initiation points (400 failure circles) with 7 foot line segments over the slope surface and at the structure in question to determine the lowest factor of safety Both static stability under anticipated mining conditions and seismic stability under peak ground acceleration loads were performed Seismic loading was obtained from the U S G S Unified Hazard Tool Review of the Hazard Tool indicated a maximum horizontal acceleration of 0 096g with a return period of 2,475 years for the site The seven cross section locations were selected and analyzed as described below All of the sections met adequate FOS as summarized below in Table 1 The section locations are shown on Figure 1 ► Celli Section D This section is on the northwest side of Cell 1 and considers the tallest mine highwall of this cell where the mine highwall is closest to the Last Chance Ditch The stability analysis for this section assumes a mine highwall sloped at 2 horizontal to 1 vertical (2H 1V) The nearest structure is the Last Chance Ditch located approximately 31 feet to the northwest The stability analysis on this section was run with potential failure circles initiating at the ditch and terminating in the area near the base of the mine highwall Section F This section is on the west side of Cell 1 and considers the tallest highwall on the west side of the cell where the mine is closest to a fence The stability analysis for this section assumes a mine highwall sloped at 2 horizontal to 1 vertical (2H 1V) The nearest structure is the fence located approximately 25 feet to the west The stability analysis on this section was run with potential failure circles initiating at the fence and terminating in the area near the base of the mine highwall Section G This section is on the south side of Cell 1 and considers the case of the closest structure to the mine (the Rural Ditch) The stability analysis for this section assumes a mine highwall sloped at 2 horizontal to 1 vertical (2H 1V) The nearest structure is the Rural Ditch located approximately 17 feet to the south The stability analysis on this section was run with potential failure circles initiating at the Rural Ditch and terminating in the area near the base of the mine highwall The analyses indicated a sufficient FOS However, this FOS was the lowest of all the sections analyzed The mine limit was moved another 20 feet to the north The actual FOS will be greater than the FOS presented below (Table 1) ► Cell 2a Section B This section is on the northeast side of Cell 2a and considers the case of the tallest highwall and the closest structure (a gravel road) The stability analysis for this section assumes the presence of a slurry wall and a mine highwall of 3H 1V The gravel road is located approximately 45 Mr Mark Johnson January 24, 2020 Page 4 feet north of the highwall The stability analysis on this section was run with potential failure circles initiating at the gravel road and terminating in the area near the base of the mine highwall Section E This section is on the northwest side of Cell 2a and considers the case of the tallest highwall and the closest structure (a fence) on this side of the cell The stability analysis for this section assumes the presence of a slurry wall and a mine highwall of 3H 1V The fence is located approximately 47 feet west of the highwall The stability analysis on this section was run with potential failure circles initiating at the fence and terminating in the area near the base of the mine highwall ► Cell 2b Section A This section is on the northeast side of cell 2b and is the tallest highwall in the cell The stability analysis for this section assumes a mine highwall sloped at 2 horizontal to 1 vertical (2H 1V) The nearest structure is a fence located approximately 20 feet to the north The stability analysis on this section was run with potential failure circles initiating at the fence and terminating in the area near the base of the mine highwall ► Cell 3 Section C This section is on the northeast side of cell 3 where the tallest highwall is present The nearest structure is the Tn-Town Drainge District drain channel located approximately 45 feet to the east The stability analysis for this section assumes the presence of a slurry wall and a mine highwall of 3H 1V The stability analysis on this section was run with potential failure circles initiating at the drainage ditch and terminating in the area near the base of the mine highwall ► Pond A Section H This section is on the west side of Pond A in an unmined area with a previously constructed slurry wall Available borehole data indicates the depth to bedrock and corresponding highwall height would be approximately 21 or 22 feet We conservatively modeled this section with a highwall height of 30 feet The highwall is 25 feet from the slurry wall and mined at a 3H,1 V slope The nearest structure is a gas line located approximately 31 feet from the mine limit The stability analysis on this section was run with potential failure circles initiating at the gas line and terminating in the area near the base of the mine highwall Section I This section is on the north side of Pond A (Shores Gravel Mine) in an unmined area with a previously constructed slurry wall Available borehole data indicates the depth to bedrock and corresponding highwall height would be approximately 21 or 22 feet We conservatively modeled this section with a highwall height of 30 feet The highwall is 25 feet from the slurry wall and mined at a 3H,1V slope The nearest structure is the Rural Ditch located approximately 74 feet from the mine limit The stability analysis on this section was run with potential failure circles initiating at the Rural Ditch and terminating in the area near the base of the mine highwall MATERIAL PROPERTIES The material index and engineering strengths assumed in this slope stability report are discussed below Mr Mark Johnson January 24, 2020 Page 5 Overburden The strength properties for the insitu silty to clayey sand overburden were based on field testing data and on our engineering judgment, the following parameters have been used to model the overburden Dry Unit Weight (pcf) Moist Unit Weight (pct) Saturated Unit Weight (pct) Cohesion C' psf Friction Angle cl' Native 103 114 126 50 29 Alluvial Sand and Gravel The sand and gravel is generally a medium to coarse -grained sand that is medium dense to dense and locally gravelly The alluvial sand and gravel was modeled as follows Dry Unit Weight (pcf) Moist Unit Weight (pcf) Saturated Unit Weight (pct) Cohesion C' psf Friction Angle cts' 119 129 130 0 35 Bedrock Bedrock below the alluvium is predominately sandy claystone with local sandstone Sandstone is typically stronger than claystone Claystone is generally a weak bedrock To be conservative, we modeled the bedrock as claystone For the claystone bedrock, two potential strength conditions were considered These strength conditions are referred to as 1) peak strength, and 2) residual strength Peak strength is the maximum shear strength the claystone bedrock exhibits The shear strength is made up of both cohesion (diagenetic bonding) and internal friction Under short-term conditions for unsheared claystone, peak strength governs behavior If a sheared surface or sheared zone is present within claystone as a result of faulting, slippage between beds due to folding, past shrink -swell behavior, stress relief, weathering, or from a landslide, the cohesion along the sheared surface is reduced to zero, and the angle of internal friction is decreased, due to alignment of clay minerals parallel to the shear plane Under these conditions a claystone exhibits its lowest strength known as residual strength Residual strength bedrock occurs in discrete zones, parallel with the sheared surface or zone, whereas fully softened strength occurs over a broader area (not used in this modeling) Based on data from other recent projects and engineering judgment, the residual strength claystone was modeled in a one -foot thick layer overlying the peak strength bedrock as follows Dry Unit Weight (pcf) Moist Unit Weight (pcf) Saturated Unit Weight (pcf) Cohesion C' psf Friction Angle 'P' 116 Peak =126 Residual = 110 Peak =135 Residual = 133 Peak =100 Residual = 0 Peak = 27 Residual = 15 Soil-Bentonite Slurry Wall The proposed slurry wall will consist of a mix of the overburden clayey to silty sand, alluvial sand, and imported bentonite The resulting mix will produce a non -Newtonian fluid with some shear strength characteristics based on a reduced friction angle of the overlying overburden Based on engineering judgment, we modeled the slurry wall as follows Dry Unit Weight (pct) Moist Unit Weight (pcf) Saturated Unit Weight (pcf) Cohesion C' psf Friction Angle 0' NA 112 115 0 0 Mr Mark Johnson January 24, 2020 Page 6 STABILITY ANALYSES RESULTS The stability analyses assumed the mining will be per the mine plan The plan includes dewatenng with a series of perimeter drains in Cells 1 and 2b and perimeter highwalls of 2 horizontal to 1 vertical Dry mining will occur in cells 2a and 3 as the water level in these cells will be controlled by slurry walls The perimeter mine slopes of cells 2a and will be no steeper than 3H 1V Setbacks listed in Table 1 (below) indicate the setback from the structure to the mining limits The setback distance can be increased as needed to address other restrictions such as weaker than anticipated soils, deeper mining, or unanticipated groundwater The factor of safety shown below in Table 1 is the minimum factor of safety of the conditions listed above TABLE 1 - SLOPE STABILITY RESULTS AND SETBACKS Cell Section Critical Structure Structure Setback From Mine Limit (ft) Static Factor of Safety at Structure Seismic Factor of Safety at Structure (0 096g honzontal) DRMS Draft FOS Requirement Static/Quake Cell 1 D Last Chance Ditch 31 21 15 1 5/1 3 Cell 1 F Fence 25 21 15 1 5/1 3 Cell 1 G Rural Ditch 17 1 6 1 3 1 5/1 3 Cell 2a B Gravel Road 45 2 6 1 7 1 5/1 3 Cell 2a E Fence 47 2 8 1 8 1 5/1 3 Cell 2b A Fence 20 18 14 1 5/1 3 Cell 3 C Drainage Channel 45 2 7 1 8 1 5/1 3 Pond A H Gas Line 31 21 1 5 1 5/1 3 Pond A I Rural Ditch 74 3 2 1 8 1 5/1 3 CONCLUSIONS Based on the Factors of Safety listed in the table above, the mine will not be a hazard to neighboring structures provided the structure and slurry wall offsets, as well as the perimeter mine slopes, follow the mine plan LIMITATIONS Our review is based on regional geologic mapping, present mining plans, and in part borehole data by Civil Resources and others Stability analyses were performed using typical strength parameters for the various strata in the critical sections Should the mining plans change or subsurface conditions vary from those portrayed in this letter, we should be contacted in order to re-evaluate the potential affects on permanent man-made structures Stability analyses were run at the structure in question and were not run on failure surfaces closer to the highwall Note also that surcharge loads due to temporary material stockpiles and overburden berms were not considered in the analysis Please call with any questions or comments Sincerely, Mr. Mark Johnson January 24, 2020 Page 7 Civil Resources. LLC Gary Linden, P.G. Senior Engineering Geologist Attachments: Figure — Mine Plan showing boring locations and sections used. XSTABL Model Outputs: Sections 1. 2, and 3 J:IBestway-2131voglldrms\Stability Analysis\Stability analysis report - Vogl.doc FIGURE 1 Please refer to the attached index map. I I I r I I J .. •0 V AMENDED VOGL PARCEL • • • EXISTING SHORES GRAVEL MINE c3850-) ! WCR24/HWY 119 :J . r IP/ • Bestway Concrete & Aggregates —Vogl Amendment -Shores Mine — MLRB 112 Permit Amendment Application Exhibit B - 1 BART LEGEND: GAS • OM os t 40 ror EMI O - Hin.4820I . EDGE OF ASPHALT EDGE OF GRAVEL EDGE OF CONCRETE BOLDING rLOWUNE FENCE LINE Pp( GAS LINE WATER LINE OVERHEAD POWER LINE SANITARY LINE uNDERGROUNO POWER LINE uNOERGROUNO TELEPHONE LIFE TOP OF BANK TOE OF BANK ONE FOOT CONTOUR s root CONTOUR SECTION LINE PROPERIY LINE IL000PLAIN POTENTIAL WETLANDS STRUCTURE PROPOSED PERMIT BOUNDARY PROPERTY LINE BASE FLOOD ELEVATION FLOODPLAIN INFO: FL000PLAN RIO TS FROM FIRM FLCOO INSURANCE RATE MAP PANEL N0 0B12JCIBROE EFUCCTIMt OATS .WaJMY 20. 204 NOTES CM RESOURCES- LLC 6 NOT RESPONSIBLE TOR SAFETY, IN. ON. OR ABM THE PROJECT Salt. NOR FOR COMPLIANCE By THE APPROPRIATE PARTY OF ANY REGULATIONS THERETO THESE MAPS WERE PREPARED BY CIWL RESOURCES, LLC IN COOPERAION win BESTWAY CONCRETE BESTWAY at KEEP THE DIVISIdt OF RECLAMAtON WANG AND SAFETY NIORMED Of ANY CHANGES TO THE MNNIC OR RECLAMATQN PLANS THROUGH ANNUAL REPORIS AND VILE RUNCAL REVISIONS ANO A$OCM[NT APPLGIONS AS NECESSARY INRO1CAQUI THE L'E OI THE at PRIOR 10 CONSTRUCTIDN ALL UTILITY, GAS WELL. Cal Nll. R WATER NELI LOCATIONS MUST BE VERIFIED MONIORMG *ELL ELECTRIC BOX ELECTRIC ME TER POWER POLE GAS WELL GAS MARKER STEEL POST *000 POST SANITARY MANHOLE SANITARY MARKER MAILBOX TELEPHONE PEDESTAL DRAINAGE MANHOLE WATER vALVE WATER METER WATER MARKER SIGN FOUND ALIQUOT CORNER AS DESCRIBED SET ALIQUOT CORNER AS OESCRIBED APPLICANT: BESTWAY CONCRETE COMPANY, INC J01 CENTENNIAL DRIVE moat*. CO 80543 AFFECTED LANDS: moat IM( TEAS Lit LOT POLOING, Lit Stoat a VOCt 101k PERMIT AREA 510./ ACRES PROPERTY ADDRESS. 11401 COUNTY ROAD 9 3/4 FIRSIOIE- CO SOW SURVEY INFO: a a ale 1� Ms ISM baba Call ben sig. KING St RVJWORS NMI I' Gatlin Drat I VII anluu.l t1MH•t1U W15St1 plrinr: (V'I1) 464 Xtl I I YIIMII. II111IFµ'KO ft'Unrn1p..r•HO YCRES TROM SA KIWI /PROPERTY IMAM OR (ASIND° tO LESS THAN 20' TEMPORARY IOPKA STOCKPILE OERATERINC INENOt. PO•INE ORANAa To sa �-JD0 SI MACK _PHASE • CGS INC PACE PHASES 2.3 BOTTOM OE MAC RESERVE TYPICAL - TOPSOIL STOCKPILE AT EDGE OF MINING AREAS CROSS SECTION NOt To WALE i 2 a' Il •�• 1C .. tic 11•11•14.al PIO M PISS a/ in' raps w l• w•• >• 17. OFTUT 3) Wyatt NI CPI MC S. IS •S • Ca Mt r A • r ..a cad M{ 1 MSS a ••MI 1/ 1 11 11 1 ttAPaeb ntoonAw E t,„11 T -mtl tttl i JO fl o 0 a•/a1 COP tU Vl IJ• •w r1a/• MW N US Puss CS U M4' • •,t.' le•a LOGS OP KCtrYta OWE. lam( CYLYYC MIH Eau 28 91(4 ACRE WIT MINED S RItCLAIMED TO NATIVE GRADE s vOCI The- lard a Volt laa-11041 YOIA • Nat o. .00l rw:ISA: a sIAPN ea -Mal • I ' • I FL000 204E AC $1' cr at.4ul0 Aran) altar CELL 2A 19.1 ACRE It RECLAIMED TO Non M1I�,c=4 .10 or LINE0 WATER ORAGE a.wu u ni.uvi o CtLL 1 22.2 ACRE WET MINED & RFOAIMED TO NATIVE GRADE ants CO 00 N 1f -.�. R•MD-Oft FLAN a -a Wd •.•.. • ..P • . . ..• . 'Ott a' cr M/. PSI') 0 • 15coo 'l_Ce w.YM I In NBB'21'26 are Wee I1• • .,,I LOP HL t•• M to 'I• M Mw IV 3. ours w \s Ilrtt' gypsy utcaa t POO Xi W •tGUI•Ita La toll CSNCt sated talc POO I DP awq $ MK g- as rr it • MO MOO NBB'13'10'E 1336 CELL 1 11.4 ACRES RECLAIMED TO LINED WATER STORAGE Gr fuPOOD 10' ►•••CC Galatia,Galatia,IO caoctrc .....4121 2. 4 cowCP• AI/R OKt /WAS • law 111•• I AC•/. Mw•tt• S. — MOMIL . . • • • • • • • • • I4 cOtAt'Oa POO tat OW t9 h( SOWN. Masa Or Let Pao • \ a as ay. LIMO• III II''��i 1I I'1'/r Ca ICM I1 l •r•• I 1 M' A Mw•/Pa' 1 1 sw s Or U MetM•' 1 a • . . I. • • • • la' Leta Oar co is LAaLvtNt KC Waal! a IK.UOY AAN WOO AY/W Keened 11.40.11 34' INC le.a0' PCP eft. 6/1).• la'.t0' TIC. wv-IaIS S le Amur Cr •Y Cr SIN YIIS/•4 I0NP1(NT fl• WHOA PP tee— Pelee rata. POO 03 COO A Mt AL ik lit , I� MI F• Mw Si I A Pa W 1.1 rare O IL. Tow OrYwCI Ilt' rUIt*t ORants' try Tort of r.TEstDtE C -../.P Ga. Irc . Ia .y re M Mw V Y tlll•••t CIO U Me ems CIVIL RES•lURCES, LLC 323 Sth STREET v.O. Box 680 FREDERICK. CO 80530 303.833.1416 W WW.CIVILRESOURCES.COM BESTWAY CONCRETE & AGGREGATE 101 CEATENAIAL cm. MIa tKUI, CO BOS43 9/0 SO/ 12/7 CONTACT: MARK i0HNS0A IKV ISIONS DATE: 'a a.. taia SCAT r. AS NOTED AS NOTED :oil NO.: 21].001.1& DWC NAMECRMS-V0GLDWG DRMS-VOGL - XSTABL PLAN SHEET: FIG. 2 4830 4020 4810 400D 4790 476, 4840 4810 4610 4810 4800 479D 4760 4810 4610 8,80 STA 2 LS II IA Mill _ [[ n] SI `iL. H4 M SECTION NORTHWEST MINE 4630 4610 4810 4600 90 wo 0 a e0 AIL LIOll I" 01]s[ __ SECTION B 51,41 810 4800 r44n1» I u .]v. 00 4790 u1]JI [u� 1M11�N 0 80 0 1 [E 4w4� l s .9H )0 4810 4610 4610 `s]4 4800 ECTIONC EAST MINE 4640 4810 4610 481, 460, 479, 4780 I 02 4190 4]6D 461, elo 4610 4800 CIVIL RESAURCES LL(_ l 9N STBEEf 04 680 ERED:0117 m 80610 lOl6ll 1476 636363 avlw6soua�s mM BESTWAY CONCRETE & AGGREGATE 101 CIFILLINIAL CM MILLIS. CO 80341 VOGL GRAVEL MINE GRAVEL MINE AMENDMENT WELD COUNTY COLORADO REVISIONS OCSCIIIILLOSI DATA WALLIN AI AISSISS. SDI" SMOTE, II en. 1104 AM SO. III 00)12 DWG FOIILLALVOL1 DRMS-VOGL - XSTABL SECTIONS . [[] FIG 3 48)0 4810 4810 i[`E .800 4790 EL Ef r.Ete ]] 4BlO T.'/XL \fE I iSEIe SECTION WEST MINE .810 .499 CIVIL RESEDURCES ILL ))) Rh STREET Boa 680 FREDERICK CO 005)0 30) 813 1.16 WW W C SOURCES CON BESTWAY CONCRETE 5 AGGREGATE 101.CCATIN Oil. MILLIKEN CO 90.1 VOGL GRAVEL MINE GRAVEL MINE AMENDMENT WELD COUNTY COLORADO OLSCAIPT OM DATE DESIGNED OK A1581 04'rc M. sULfAs Norm nst —5£B91nn_ DWG NAKEVAm.YDGI-Own DRMS-VOGL - XSTABL SECTIONS (2) SHEET FIG 4 11520 P — S . _ BORE LOG LEGEND SBl f ` — 30 —03 —Tl 50/s 563 $6 3(HOT DRILLED) S&4 —13 —11 56 �I 50/5 1 16 30 —4l — 6S — 50/6 5&5 � —45 0 0— 0530 v�' —3S } /1 —50/4 ti FILL SAND LOOSE ETTO DENSE �CLL CLAYEY LOCALLY GRAVELLY HOIST TO CLAY MEDIUM STIFF SANDY TO VERY SANDY LOGIN GRADING TO CLAYEY SAND YATTRED GRAVEL ORGANIC DRY TD STMT. MOIST DARK BLOWN LOCAL GYPSUM — SAND LOOSE TO DENSE CLAYEY LOCALLY GRADING TO SANDY CLAY LOCALLY SILTY SCATTERED GRAVEL POORLY GRADED MOIST — TAN BROWN BLACK SAND T I LOOSE TO MEDIUM DENSE LOCALLY VERY LOOSE SILTY SCATTERED 1 GRAVEL DRY TO MOIST LIGHT BROWN TO BROWN SAND LOOSE TO MEDIUM DENSE LOCALLY DENSE SCATTERED SMALL GRAVEL LOCALLY GRAVELLY LOCAL COBBLES SLIGHTLY MOIST TO WET TAN GREY WELL GRADED CUYSTONE VERY VEIN LOW STRENGTH SLIGHT 4 SANDY.711 MO, TO F E FRESH HIGHLY PIASTC HOIST SIIGNRY WEATHERED TO FRESH r 1 SANDSTONE VERY WIRD(SOILS) LOW STRENGTH BEDROCK LOCALLY IEIEIEwww...JJJ SILTYWITHIOCALMYSTONEIARVILTOHS GHETO MEDIUM GRAINED FRESH BROWN VERY MOIST SIIGMLY ram NAKED TO fRFSH BROWN TO OLIVE LABORATORY TESTING MC a MOISRIRE CONTENT W 300 M PASSING THE 8300 SIEVE IL LIQUID LIMIT W PI PUSn ITY INDEX % CAMP • GRANULAR XOX RUSTIC 56 —53 11510 y0-6 NOTES 1 EXPLORATORY BORINGS AND MONITORING LS WERE DRILLED AT THE APPROXIMATE LOCATION SHOWN ON THE SITE PLAN R EXPLORATORY BORINGS WERE DRILLED IAMUAIA RY I3 THROUGH NUARY 17 3010 X LINES BETWEEN MATERIALS AY APPROXIMATE MD TMANSTONS MAYBE GRADUAL - 4 GROUNDWATER LEVELS WERE MEASURED AT THE TME OF KILLING AND WILL FLUCTUATE SEASONALLY AND WITH PRECIPITATOR AND LOLL IRRIGATION 5 BORINGS AND MONITORING WELLS WERE DRILLED WITH GTRLT INCH MOUNTED CI. 55 DRILL POWERING CH OD DIAMETER HOLLOW STEM AUGER PACKER TEST I NTERVALS WERE CORED USING AN NO CONE BARREL 6 TEST PITS WERE EXCAVATED WITH TRACK HOE ON IANUARY 13 THROUGH 1 56 —19 114 20 t/ µ0S5itV. 10 1619 MEASURED WELL SCREEN INTERVAL - NX CORE INTERVAL RK • W RECOVERED 1 NOD - W ROCK QUALITY' 1 - 50 'N.Y. OF BULK / DISTURBED SAMPLE NR INDICATES NORECOVERY K 1610 5 PACXER TEST INTERVALXO RESULTS OR TAKE IF ...TED 56 10-16 cu. —50/5 ti —50/4 Ge V CIVIL RESTUNCES 323 SOL STREET PO 6 680 FREDERICK, CO 80530 CDNO 8331416 WWW GIVI.ESOURCES COM BESIWAY CONCRETE 6 AGGREG0TE CEXTEPLIAL DR MILKEN OD •3541 'IOW Ill/ 01111.0 DAP IPU,SCD VOGL GRAVEL MINE GRAVEL MINE AMENDMENT WELD COUNTY, COLORADO ltvIDICIES PUP. ED OaDVID ID OD PECKED DLL Del JOU.. OW0 Nu EN114d W 91L066.0YR— DDlIDII SCDPASHD1E0_ AS NOTED_ EXPLORATORY LOGS 1 SIT FIG 5 gsF Ap X g S g 10 FC - E - 30 30 30 — 56.33 3 .0-21 11310 18 01—v Li --50/5 11330 35 50/6 113x07_ 561._(w 301 - 45 11310 55/6 55-15 -Ix -16 - 21 50/4 50/2 -14 31310 0 _19 o -x. 0/4 11420 0 5617 16 50/4 50/a 55-19 6 13 114x0 Yk 11.x0 55-x0 — 10 114x0 IF \-4e —36 I-/ —70 74 J 50/6 —50/6 — O3 —50/4 — 20 —30 _ E - 6 tt FOR LEGEND AND NOTES SEE SHEET 11 —10 — 10 — 30 _ - E CIVIL RESTURCCS ] StN STIIER 660 FREDERICK CO 66530 ]O] 6]l .16 www cn1lREsauRc6s mw BESiWAI CONCRETE &AGGREGATE 301 COOEMN.10. MILLI., 601031 9,0-540 Il/1 COHTILII 14.11.96114 VOGL GRAVEL MINE GRAVEL MINE AMENDMENT WELD COUNTY, COLORADO OeSIGMOMit 10/23/19 er GI._ 00AveN BY 6-365110._ sm �6x.x aol 9t__ eml o�wR <Aumj0f6wcs13. _ EXPLORATORY LOGS 2 FIG 6 TP1 TP3 TP 3 TP-4 TP 5 I\� TP 6 T9 7 RB 19 9 TP 10 - E — 30 — / TP.16 TP.13 TP IS TP 19 TP 30 TP 11 TP 33 TP 13 TP 34 FOR LEGEND AND NOTES, SEE SHEET 11 TP-11 TP 11 T9-13 TP 18 TP 15 TP 16 T9 31 TP-38 TP 39 TP 30 CIVIL RE5IVRCES 333 V. STREET 00 FREDERICK COS0530 303 833 1416 WNW CAD NI lRE60URCfS CON BESTWAT CONCRETE & AGGREGATE RILLICEN. CO MOW OM IZII VOGL GRAVEL MINE GRAVEL MINE AMENDMENT WELD COUNTY, COLORADO DESCRIPTICN DATE MVO, Ill Je ove 19/21119 5u1E69N0TEG_ De he ` 010010DWG 1 EXPLORATORY LOGS 4 PRET FIG 7 CEL1 DQ 1-22-20 32:51 4860 4830 t4800 to t4770 sal -4 Vogl Cell 1 Sec D Seismic 1 0 most critical surfaces, MINIMUM BISHOP FOS = 1.521 ome 4740 - 4710 -, T r T r 1 0 30 60 90 120 150 180 210 240 X AXIS (feet) PROFIL FILE CEL1DQ 1-22-20 32 51 ft Vogl Cell 1 Sec D Seismic 15 11 0 4809 0 98 9 4808 4 5 98 9 4808 4 125 8 4821 0 4 125.8 4821 0 131 8 4824 8 1 131.8 4824 8 151 3 4825 6 1 151 3 4825 6 162 3 4825 8 1 162 3 4825 8 167 4 4822 0 1 167 4 4822 0 182 8 4822 0 1 182 8 4822 0 185 9 4822 7 1 185 9 4822 7 195 7 4823 3 1 195.7 4823 3 211 2 4827.4 1 211.2 4827 4 233 0 4824.1 1 125.8 4821.8 233 0 4821 8 4 98 9 4808 4 233 0 4808 0 5 0 4808 0 98 9 4807 4 6 98.9 4807 4 233 0 4807 4 6 SOIL 6 114 0 126 0 50 0 29 00 000 0 1 118 0 128 0 70 0 30 00 000 0 1 112 0 115 0 0 00 000 0 1 119 0 129 0 .0 35 00 000 0 1 110 0 133 0 0 15 00 .000 0 1 126 0 135 0 100 0 28 00 .000 0 1 WATER 1 62 40 5 0 4810 0 99 6 4810 5 120 0 4813 0 150 0 4815.0 220 0 4819 0 SQUARE 096 000 CIRCL2 20 20 80 0 105 0 4800 0 7 0 162 0 186 0 -5 0 -45 0 1 XSTABL File CEL1DQ 1-22-20 32 51 ****************************************** * XSTABL * * * * Slope Stability Analysis * * using the * * Method of Slices * * * * Copyright (C) 1992 - 2002 * * Interactive Software Designs, Inc * * Moscow, ID 83843, U S A * * * * All Rights Reserved * * * * Ver 5 206 96 - 1952 * ****************************************** Problem Description Vogl Cell 1 Sec D Seismic SEGMENT BOUNDARY COORDINATES 11 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 5 4 1 1 1 1 1 1 1 2 3 4 5 6 7 8 9 0 4809 0 98 9 4808 4 98 9 4808 4 125 8 4821 0 125 8 4821 0 131 8 4824.8 131 8 4824 8 151 3 4825.6 151 3 4825 6 162 3 4825 8 162 3 4825 8 167 4 4822 0 167.4 4822 0 182 8 4822 0 182 8 4822 0 185 9 4822 7 185 9 4822 7 195.7 4823 3 1 10 195 7 4823 3 211 2 4827 4 11 211 2 4827 4 233 0 4824 1 4 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 125 8 4821 8 233 0 4821 8 4 2 98 9 4808 4 233 0 4808 0 5 3 0 4808 0 98 9 4807 4 6 4 98 9 4807 4 233 0 4807 4 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 0 1 2 118.0 128.0 70 0 30.00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129.0 0 35 00 000 0 1 5 110 0 133.0 0 15.00 000 .0 1 6 126 0 135.0 100 0 28 00 000 0 1 2 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4810 00 2 99 60 4810 50 3 120 00 4813 00 4 150 00 4815 00 5 220 00 4819 00 A horizontal earthquake loading coefficient of 096 has been assigned A vertical earthquake loading coefficient of 000 has been assigned A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed. 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = 80 0 ft and x = 105 0 ft Each surface terminates between x = 162 0 ft and x = 186 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4800 0 ft 3 7.0 ft line segments define each trial failure surface ANGULAR RESTRICTIONS inclined The first segment of each failure surface will be within the angular range defined by Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 14 coordinate points Point x -surf y -surf No (ft) (ft) 1 81 32 4808.51 2 87 63 4805.49 3 94 24 4803.18 4 101 06 4801 60 5 108 01 4800 78 6 115 01 4800 73 7 121 98 4801.44 8 128 82 4802 91 9 135 46 4805 11 10 141 83 4808 03 11 147 83 4811 63 12 153 41 4815 86 13 158 49 4820 68 14 162 62 4825 56 **** Simplified BISHOP FOS = 1 521 **** 4 The following is a summary of the TEN most critical surfaces Problem Description Vogl Cell 1 Sec D Seismic FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1 521 112 01 4864 60 63.94 81.32 162 62 3 407E+06 2 1 522 105 76 4906 73 99 10 93.16 162 57 3 071E+06 3 1 530 113 48 4862 38 61 45 83 95 162 59 3 223E+06 4 1 532 109 75 4879 11 76 12 81 32 163 26 3 617E+06 5 1 534 113 33 4859 64 59 65 82 63 162 36 3 276E+06 6 1 535 121 34 4876 09 68 73 102 37 165 41 2.338E+06 7 1 535 114 27 4860 38 59 45 85.26 162 44 3 103E+06 8 1 535 113 13 4864 82 64 05 82 63 163 27 3 450E+06 9 1 538 111 34 4870 06 69 06 80 00 163 54 3 723E+06 10 1 539 112 65 4864 51 64 17 81 32 163 28 3 553E+06 * * * END OF FILE * * * 5 CEL1DS 1-22-20 32:56 4860 4830 t4800 C, X < 4770 4740 4710 Vogl Cell 1 Sec D Static 10 most critical surfaces, MINIMUM BISHOP FOS = 2.126 T 0 r T T T I i 30 60 90 120 150 180 210 240 X-AXIS (feet) PROFIL FILE CEL1DS 1-22-20 32 56 ft Vogl Cell 1 Sec D Static 15 11 0 4809 0 98 9 4808 4 5 98.9 4808 4 125 8 4821 0 4 125 8 4821 0 131 8 4824 8 1 131 8 4824 8 151 3 4825 6 1 151 3 4825 6 162 3 4825 8 1 162 3 4825 8 167 4 4822 0 1 167 4 4822 0 182 8 4822 0 1 182 8 4822 0 185 9 4822 7 1 185 9 4822 7 195 7 4823 3 1 195 7 4823 3 211 2 4827 4 1 211 2 4827 4 233 0 4824 1 1 125 8 4821 8 233 0 4821 8 4 98.9 4808 4 233 0 4808 0 5 .0 4808 0 98 9 4807 4 6 98 9 4807 4 233 0 4807 4 6 SOIL 6 114 0 126 0 50 0 29 00 000 0 1 118 0 128 0 70 0 30 00 000 .0 1 112 0 115.0 0 00 000 0 1 119 0 129 0 0 35 00 000 .0 1 110 0 133.0 0 15 00 000 0 1 126 0 135.0 100 0 28 00 .000 .0 1 WATER 1 62 40 5 .0 4810 0 99 6 4810 5 120 0 4813 0 150 0 4815 0 220 0 4819 0 CIRCL2 20 80 0 4800 0 20 105 0 7 0 162 0 186 0 -5 0 -45 0 1 XSTABL File CEL1DS 1-22-20 32 56 ****************************************** * X S TAB L * * * * Slope Stability Analysis * * using the * * Method of Slices * * * * Copyright (C) 1992 - 2002 * * Interactive Software Designs, Inc * * Moscow, ID 83843, U S A * * * * All Rights Reserved * * * * Ver 5 206 96 - 1952 * ****************************************** Problem Description Vogl Cell 1 Sec D Static SEGMENT BOUNDARY COORDINATES 11 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 .0 4809 0 98 9 4808.4 5 2 98.9 4808.4 125 8 4821.0 4 3 125.8 4821 0 131.8 4824 8 1 4 131 8 4824 8 151 3 4825 6 1 5 151 3 4825 6 162 3 4825 8 1 6 162 3 4825 8 167.4 4822 0 1 7 167 4 4822 0 182.8 4822 0 1 8 182 8 4822 0 185 9 4822 7 1 9 185 9 4822 7 195 7 4823 3 1 10 195 7 4823 3 211 2 4827 4 11 211 2 4827 4 233 0 4824 1 4 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 125 8 4821 8 233 0 4821 8 4 2 98 9 4808 4 233 0 4808 0 5 3 0 4808 0 98 9 4807 4 6 4 98 9 4807 4 233 0 4807 4 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 114 0 126 0 50 0 29.00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 .0 35 00 000 0 1 5 110 0 133'0 .0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 2 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4810 00 2 99 60 4810 50 3 120 00 4813 00 4 150 00 4815 00 5 220 00 4819 00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = 80 0 ft and x = 105.0 ft Each surface terminates between x = 162.0 ft and x = 186.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4800.0 ft 7 0 ft line segments define each trial failure surface 3 ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by surfaces Lower angular limit Upper angular limit _ -45 0 degrees _ -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 12 coordinate points Point x -surf y -surf No (ft) (ft) 1 93.16 4808 43 2 100 13 4807 79 3 107 13 4807 64 4 114 12 4807 98 5 121 07 4808 82 6 127 94 4810 14 7 134 70 4811 95 8 141 32 4814 23 9 147 76 4816 97 10 154 00 4820 16 11 159 99 4823 78 12 162 57 4825 60 **** Simplified BISHOP FOS = 2 126 **** The following is a summary of the TEN most critical Problem Description Vogl Cell 1 Sec D Static FOS Circle Center Radius Initial 4 Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 2 126 105 76 4906 73 99 10 93 16 162 57 3 182E+06 2 2 136 112 01 4864 60 63 94 81 32 162.62 3 505E+06 3 2 142 113.48 4862 38 61 45 83 95 162 59 3 315E+06 4 2 142 114 27 4860 38 59 45 85 26 162 44 3.192E+06 5 2 147 113 33 4859 64 59 65 82 63 162 36 3 368E+06 6 2 154 115 00 4855 80 55.89 85 26 162 03 3 140E+06 7 2 160 109 75 4879 11 76 12 81 32 163 26 3.726E+06 8 2 160 115.78 4854 67 54 65 86 58 162 08 3.053E+06 9. 2 160 113 13 4864 82 64 05 82 63 163 27 3 548E+06 10 2 160 114.76 4859 93 59.30 85 26 162.83 3.269E+06 * * * END OF FILE * * * 5 CEL1FQ 1-22-20 33:01 4860 _ 76 4800 < 4770 _ i ›- 4710 0 Yogi Cell 1 Sec F Seismic 10 most critical surfaces, MINIMUM BISHOP FOS 30 60 90 120 150 X-AXIS (feet) 1.497 -T Tr 1 180 210 240 PROFIL FILE CEL1FQ 1-22-20 33 01 ft Vogl Cell 1 Sec F Seismic 10 6 0 4809 0 99.5 4809 5 5 99 5 4809 5 120.3 4819 9 4 120 3 4819 9 126 3 4822 9 1 126 3 4822 9 140 0 4822 7 1 140 0 4822 7 167 7 4825 1 1 167.7 4825 1 220 0 4824 8 1 120 3 4819 9 220 0 4819 9 4 99 5 4809.5 220 0 4809 0 5 0 4809.0 99 5 4808.5 6 99.5 4808.5 220 0 4808.0 6 SOIL 6 114 0 126.0 50.0 29 00 000 0 1 118 0 128 0 70.0 30.00 .000 0 1 112 0 115 0 0 00 000 0 1 119 0 129 0 0 35 00 .000 0 1 110 0 133 0 .0 15 00 .000 0 1 126 0 135 0 100 0 28 00 000 0 1 WATER 1 62 40 5 0 4810 0 99 6 4810 5 120 0 4813 0 150 0 4815 0 220 0 4819 0 EQUAKE 096 000 CIRCL2 20 20 80 0 105.0 4800 0 7 0 150 0 157 0 -5 0 -45 0 1 XSTABL File• CEL1FQ 1-22-20 33 01 ****************************************** * X S TAB L * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 1 Sec F Seismic SEGMENT BOUNDARY COORDINATES 6 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 5 4 1 1 1 1 1 0 4809 0 99 5 4809 5 2 99 5 4809 5 120 3 4819 9 3 120 3 4819 9 126 3 4822 9 4 126 3 4822 9 140 0 4822 7 5 140 0 4822 7 167 7 4825 1 6 167 7 4825 1 220 0 4824.8 4 SUBSURFACE boundary segments Segment x -left y -left x -right y -right 1 Soil Unit No (ft) (ft) (ft) (ft) Below Segment 4 5 6 6 1 2 3 4 120,3 4819 9 220 0 4819 9 99 5 4809 5 220 0 4809 0 0 4809 0 99 5 4808 5 99 5 4808 5 220 0 4808 0 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 0 35 00 .000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** 2 Point x -water y -water No (ft) (ft) 1 00 4810 00 2 99 60 4810 50 3 120 00 4813 00 4 150 00 4815 00 5 220 00 4819 00 A horizontal earthquake loading coefficient of 096 has been assigned A vertical earthquake loading coefficient of 000 has been assigned A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = and x = 80 0 ft 105 0 ft Each surface terminates between x = 150 0 ft and x = 157 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4800.0 ft surface 7.0 ft line segments define each trial failure ANGULAR RESTRICTIONS 3 inclined surfaces The first segment of each failure surface will be within the angular range defined by Lower angular limit -45 0 degrees Upper angular limit -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 10 coordinate points Point x -surf y -surf No (ft) (ft) 1 95 79 4809 48 2 102 75 4808 75 3 109 75 4808.66 4 116 73 4809.24 5 123 62 4810.47 6 130 36 4812.34 7 136 90 4814 83 8 143 18 4817 93 9 149 14 4821 60 10 151 99 4823 74 **** Simplified BISHOP FOS = 1 497 **** The following is a summary of the TEN most critical Problem Description Vogl Cell 1 Sec F Seismic FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) 4 (ft) (ft -lb) 1 1 497 107 11 4883 22 74 60 95 79 151 99 1 559E+06 2 1 512 107 55 4885 62 77 04 95 79 153 53 1 676E+06 3 1.513 107 08 4879 34 70 56 97 11 150 29 1 421E+06 4 1 553 105 20 4888 23 79 89 91 84 152 34 1 777E+06 5 1 558 104 85 4898 56 90.04 91 84 155 26 2 052E+06 6 1.565 106 88 4864 06 59.26 83 95 150 03 1 859E+06 7. 1 568 107 34 4863 69 59 09 83 95 150 64 1 909E+06 8 1 569 106 66 4864 09 59 72 82 63 150 44 1 957E+06 9 1 576 108 98 4860 58 56.39 85 26 151 51 1 910E+06 10 1 577 101 73 4897 53 89 17 87 89 151 64 1 924E+06 * * * END OF FILE * * * 5 CEL1FS 1-22-20 33:05 4860 4830 a 4800 4) 9- < 4770 I 4740 4710 Yogi Cell 1 Sec F Static 10 most critical surfaces, MINIMUM BISHOP FOS = 2.112 0 T fliblEOK 30 60 90 120 150 180 210 240 X-AXIS (feet) PROFIL FILE• CEL1FS 1-22-20 33 05 ft Vogl Cell 1 Sec F Static 10 6 0 4809 0 99 5 4809 5 5 99 5 4809 5 120 3 4819 9 4 120 3 4819 9 126 3 4822.9 1 126 3 4822 9 140 0 4822 7 1 140 0 4822 7 167 7 4825 1 1 167 7 4825 1 220 0 4824 8 1 120 3 4819 9 220 0 4819 9 4 99 5 4809 5 220 0 4809 0 5 0 4809.0 99 5 4808.5 6 99 5 4808 5 220 0 4808 0 6 SOIL 6 114 0 126.0 50 0 29 00 .000 0 1 118 0 128.0 70 0 30.00 000 0 1 112 0 115.0 0 00 000 0 1 119 0 129.0 0 35 00 000 0 1 110 0 133.0 0 15 00 000 0 1 126 0 135 0 100 0 28 00 000 0 1 WATER 1 62.40 5 0 4810 0 99 6 4810 5 120 0 4813 0 150 0 4815 0 220 0 4819 0 CIRCL2 20 20 80 0 105 0 4800 0 7 0 150 0 157 0 -5.0 -45 0 1 XSTABL File CEL1FS 1-22-20 33 05 ****************************************** * X S TAB L * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U.S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 1 Sec F Static SEGMENT BOUNDARY COORDINATES 6 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 5 4 1 1 1 1 1 0 4809 0 99 5 4809 5 2 99 5 4809 5 120 3 4819 9 3 120.3 4819 9 126 3 4822 9 4 126 3 4822 9 140 0 4822 7 5 140.0 4822 7 167 7 4825 1 6 167.7 4825 1 220 0 4824 8 4 SUBSURFACE boundary segments Segment x -left y -left x -right y -right 1 Soil Unit No (ft) (ft) (ft) (ft) Below Segment 4 5 6 6 1 2 3 4 120 3 4819 9 220 0 4819 9 99 5 4809 5 220.0 4809 0 0 4809 0 99 5 4808 5 99.5 4808 5 220 0 4808 0 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29.00 .000 0 1 2 118 0 128 0 70 0 30 00 .000 .0 1 3 112 0 115 0 .0 00 .000 .0 1 4 119 0 129 0 0 35.00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28.00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** 2 Point x -water y -water No (ft) (ft) 1 00 4810 00 2 99 60 4810 50 3 120 00 4813 00 4 150 00 4815 00 5 220 00 4819 00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = 80 0 ft and x = 105 0 ft Each surface terminates between x = 150 0 ft and x = 157 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4800 0 ft 7 0 ft line segments define each trial failure surface ANGULAR RESTRICTIONS inclined The first segment of each failure surface will be within the angular range defined by Lower angular limit = -45.0 degrees Upper angular limit = -5.0 degrees 3 Factors of safety have been calculated by the surfaces * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 10 coordinate points Point x -surf y -surf No (ft) (ft) 1 95 79 4809 48 2 102 75 4808 75 3 109 75 4808 66 4 116 73 4809.24 5 123 62 4810 47 6 130 36 4812.34 7 136 90 4814.83 8 143 18 4817.93 9 149 14 4821.60 10 151 99 4823 74 **** Simplified BISHOP FOS = 2 112 **** The following is a summary of the TEN most critical Problem Description Vogl Cell 1 Sec F Static FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 2 112 107 11 4883 22 74 60 95 79 151 99 1 617E+06 2 2 114 107 08 4879 34 70 56 97 11 150 29 1 473E+06 3 2 147 107 55 4885 62 77.04 95 79 153 53 1 737E+06 4 4. 2 185 105 20 4888 23 79 89 91 84 152 34 1 837E+06 5 2 189 106 88 4864 06 59 26 83.95 150 03 1 911E+06 6 2 200 107 34 4863 69 59 09 83 95 150 64 1 962E+06 7 2 206 106.66 4864 09 59 72 82.63 150 44 2 011E+06 8 2 213 108 98 4860 58 56 39 85 26 151 51 1 962E+06 9. 2 214 104 85 4881 02 73 26 89 21 150 21 1 785E+06 10 2 214 101 73 4897 53 89 17 87 89 151 64 1 989E+06 * * * END OF FILE * * * 5 CEL1GQ 1-22-20 33:09 4890 _ 4860 SW SW eseN v 4830 V / , X < 4800 — I 4770 _ 4740 Vogl Cell 1 Sec G Seismic 10 most critical surfaces, MINIMUM BISHOP FOS = 1.252 T emmeelenee- - W. r r w1 T T T T T - t 0 30 60 90 120 150 180 210 240 X-AXIS (feet) PROFIL FILE CEL1GQ 1-22-20 33.09 ft Vogl Cell 1 Sec G Seismic 16 11 0 4813 0 72 0 4813 0 5 72 0 4813 0 100 0 4812 0 5 100 0 4812 0 127 5 4825 7 4 127 5 4825 7 133 5 4828 7 1 133 5 4828 7 140 5 4828 7 1 140 5 4828 7 145 4 4829 7 1 145 4 4829 7 150 5 4827 9 1 150 5 4827 9 157 0 4830 5 1 157.0 4830 5 167 8 4826 5 1 167.8 4826 5 173 8 4829 2 1 173.8 4829 2 210 0 4829 1 1 127 5 4825 7 210 0 4827 5 4 100.0 4812 0 210 0 4812 0 5 0 4812 0 72 0 4812 0 6 72.0 4812 0 100 0 4811 0 6 100.0 4811 0 210 0 4811 0 6 SOIL 6 114.0 126 0 50 0 29 00 000 0 1 118 0 128 0 70.0 30 00 000 0 1 112 0 115 0 0 00 000 0 1 119 0 129.0 0 35 00 000 0 1 110 0 133.0 0 15 00 000 0 1 126 0 135.0 100 0 28 00 000 0 1 WATER 1 62 40 5 0 4814 0 72 0 4814 0 100 0 4813 0 150 0 4815 0 210 0 4819 0 EQUAKE 096 000 CIRCL2 20 20 80 0 105 0 4800 0 7 0 147 0 157 0 -5 0 -45 0 1 XSTABL File CEL1GQ 1-22-20 33 09 ****************************************** * X S TAB L * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 1 Sec G Seismic SEGMENT BOUNDARY COORDINATES 11 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 5 5 4 1 1 1 1 1 1 2 3 4 5 6 7 8 9 .0 4813 0 72 0 4813 0 72 0 4813 0 100 0 4812 0 100.0 4812 0 127 5 4825.7 127 5 4825 7 133 5 4828 7 133 5 4828 7 140 5 4828.7 140.5 4828 7 145 4 4829.7 145 4 4829 7 150 5 4827 9 150 5 4827 9 157 0 4830 5 157 0 4830 5 167 8 4826 5 1 10 167 8 4826 5 173 8 4829 2 11 173 8 4829 2 210 0 4829 1 5 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 127 5 4825 7 210 0 4827 5 4 2 100 0 4812 0 210 0 4812 0 5 3 .0 4812 0 72 0 4812 0 6 4 72.0 4812 0 100.0 4811 0 6 5 100 0 4811 0 210 0 4811 0 6 ISOTROPIC Soil Parameters 6 Soil unit (s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29.00 .000 .0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 .000 .0 1 4 119 0 129 0 0 35 00 .000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 2 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4814 00 2 72 00 4814 00 3 100 00 4813 00 4 150 00 4815 00 5 210 00 4819 00 A horizontal earthquake loading coefficient of 096 has been assigned A vertical earthquake loading coefficient of 000 has been assigned A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x 80 0 ft and x = 105 0 ft Each surface terminates between x = 147 0 ft and x = 157 0 ft Unless further limitations were imposed, the minimum 3 elevation at which a surface extends is y = 4800 0 ft 7 0 ft line segments define each trial failure surface ANGULAR RESTRICTIONS inclined The first segment of each failure surface will be within the angular range defined by : Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 9 coordinate points Point x -surf y -surf No. (ft) (ft) 1 101 05 4812 52 2 107 94 4811 27 3 114 94 4811 13 4 121 87 4812 12 5 128 55 4814 20 6 134 82 4817.32 7 140 50 4821 40 8 145 46 4826 34 9 147 39 4829 00 **** Simplified BISHOP FOS = 1 252 **** 4 The following is a summary of the TEN most critical surfaces Problem Description Vogl Cell 1 Sec G Seismic ' FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) , 1 1 252 112 29 4854 69 43 64 101 05 147 39 9 172E+05 2 1 310 115 01 4850 80 39 69 102 37 147 88 8 724E+05 3 1.358 108 88 4868 15 56 88 99 74 149 36 1 315E+06 4. 1.366 99 06 4885 06 74 04 83 95 147 34 1 474E+06 5. 1.374 108 17 4864 02 53 32 95 79 148 07 1 274E+06 6. 1.384 99 98 4883 21 71 80 87 89 147 13 1 383E+06 7 1.389 102 21 4882 03 70 66 90 53 148 42 1 495E+06 8 1 398 ' 109 93 4875 82 64 79 98 42 155 64 1 714E+06 9 1 401 107 44 4865 48 55 12 93 16 148 32 1 393E+06 10. 1.401 105 95 4879 20 67.98 94 47 150 44 1 624E+06 * * * END OF FILE * * * 5 CEL1GS 1-22-20 33:14 4890 4860 if) 4830 Cn t4800 >- owl 4770 4740 Vogl Cell 1 Sec G Static 10 most critical surfaces, MINIMUM BISHOP FOS = 1.640 YL 0 F T i T I I T i 1 30 60 90 120 150 180 210 240 X AXIS (feet) PROFIL FILE: CEL1GS 1-22-20 33:14 ft Vogl Cell 1 Sec G Static 16 11 0 4813 0 72 0 4813 0 5 72 0 4813 0 100 0 4812 0 5 100 0 4812 0 127 5 4825 7 4 127 5 4825 7 133 5 4828 7 1 133 5 4828 7 140 5 4828 7 1 140 5 4828 7 145 4 4829 7 1 145 4 4829 7 150 5 4827 9 1 150 5 4827 9 157 0 4830 5 1 157 0 4830 5 167 8 4826 5 1 167 8 4826 5 173 8 4829 2 1 173 8 4829 2 210 0 4829 1 1 127 5 4825 7 210 0 4827 5 4 100 0 4812 0 210 0 4812 0 5 0 4812 0 72 0 4812 0 6 72 0 4812 0 100 0 4811 0 6 100 0 4811 0 210 0 4811 0 6 SOIL 6 114 0 126 0 50 0 29 00 .000 0 1 118 0 128 0 70 0 30 00 000 0 1 112 0 115 0 0 00 000 0 1 119 0 129 0 0 35 00 000 0 1 110 0 133 0 0 15 00 .000 0 1 126 0 135 0 100 0 28 00 000 0 1 WATER 1 62 40 5 .0 4814 0 72 0 4814 0 100 0 4813 0 150 0 4815 0 210.0 4819 0 CIRCL2 20 80 0 4800.0 20 105 0 7 0 147 0 157 0 -5 0 -45 0 1 XSTABL File CEL1GS 1-22-20 33 14 ****************************************** * XSTABL * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U.S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 1 Sec G Static SEGMENT BOUNDARY COORDINATES 11 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 5 5 4 1 1 1 1 1 1 0 4813 0 72 0 4813 0 2 72 0 4813.0 100 0 4812 0 3 100 0 4812.0 127 5 4825.7 4 127 5 4825 7 133 5 4828 7 5 133 5 4828 7 140 5 4828 7 6 140 5 4828 7 145 4 4829 7 7 145.4 4829 7 150 5 4827 9 8 150 5 4827 9 157 0 4830.5 9 157 0 4830 5 167 8 4826 5 1 10 167 8 4826.5 173 8 4829 2 11 173 8 4829.2 210 0 4829 1 5 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 127 5 4825 7 210 0 4827 5 4 2 100 0 4812 0 210 0 4812 0 5 3 0 4812.0 72 0 4812 0 6 4 72 0 4812 0 100 0 4811 0 6 5 100 0 4811.0 210 0 4811 0 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 .000 .0 1 4 119 0 129.0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 .000 0 1 2 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4814 00 2 72 00 4814 00 3 100 00 4813 00 4 150 00 4815 00 5 210 00 4819 00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = and x = 80 0 ft 105 0 ft Each surface terminates between x = 147 0 ft and x = 157.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4800 0 ft surface 7 0 ft line segments define each trial failure 3 ANGULAR RESTRICTIONS inclined surfaces The first segment of each failure surface will be within the angular range defined by Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 9 coordinate points Point x -surf y -surf No (ft) (ft) 1 101.05 4812 52 2 107.94 4811 27 3 114 94 4811 13 4 121 87 4812 12 5 128.55 4814 20 6 134 82 4817 32 7 140 50 4821 40 8 145 46 4826 34 9 147 39 4829 00 **** Simplified BISHOP FOS = 1 640 **** I The following is a summary of the TEN most critical Problem Description Vogl Cell 1 Sec G Static FOS Terminal Resisting Circle Center Radius Initial 4 (BISHOP) x-coord y-coord coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) x-coord x- 1 1 640 112 29 4854 69 43 64 101 05 147 39 9 607E+05 2 1 719 115 01 4850 80 39 69 102 37 147 88 9 113E+05 3. 1 789 108 88 4868 15 56 88 99 74 149 36 1.370E+06 4 1 790 108 17 4864 02 53 32 95 79 148 07 1.324E+06 5 1 792 99 06 4885 06 74 04 83 95 147 34 1 534E+06 6 1 802 99 98 4883 21 71 80 87 89 147 13 1 438E+06 7 1 818 102 21 4882 03 70 66 90 53 148 42 1 555E+06 8. 1 827 107 44 4865 48 55 12 93 16 148 32 1 444E+06 9. 1 835 109 04 4860 63 50 57 94 47 148 14 1.378E+06 10 1 858 103 07 4880 15 68 63 93 16 148 31 1 532E+06 * * * END OF FILE 5 0EL2AQ 1-22-20 16:45 4880 _ r 4840 _ raN t4800 4— C/i X < 4760 I 4720 4680 et -- o 0 Vogl Cell 2A Sec B Seismic 10 most critical surfaces, MINIMUM BISHOP FOS = 1.737 w1 T 4T T TI T I T T 40 80 120 160 200 240 280 320 X—AXIS (feet) PROFIL FILE CEL2AQ 1-22-20 16.45 ft Vogl Cell 2A Sec B Seismic 25 10 0 4798 0 100 0 4798 0 5 100 0 4798 0 155 0 4816 0 4 155 0 4816 0 164 0 4819 0 1 164 0 4819 0 189 0 4819 0 1 189.0 4819 0 192 0 4819 0 3 192 0 4819 0 209.0 4819 0 1 209 0 4819 0 223 8 4822 8 1 223 8 4822 8 245 0 4823 5 1 245.0 4823 5 280.0 4824 0 1 280.0 4824 0 310 0 4825 0 1 189.0 4819 0 189 1 4816 0 1 192.0 4819 0 192.1 4816 0 3 155 0 4816 0 189.1 4816 0 4 192 1 4816 0 310 0 4816 0 4 189 1 4816 0 189 2 4798 0 4 192 1 4816 0 192 2 4798 0 3 100 0 4798.0 189 2 4798 0 5 192.2 4798 0 310 0 4798.0 5 189 2 4797 0 189 3 4797 0 5 192.2 4798 0 192 3 4797 0 3 .0 4797 0 189 3 4797 0 6 192 3 4797 0 310 0 4797.0 6 189 3 4797 0 189 4 4794 0 6 192.3 4797 0 192 4 4794 0 3 189 4 4794 0 192 4 4794 0 6 SOIL 6 114 0 126 0 50 0 29 00 000 0 1 118 0 128 0 70 0 30 00 000 0 1 112 0 115 0 0 00 000 0 1 119 0 129 0 0 35 00 000 0 1 110 0 133 0 0 15 00 000 0 1 126.0 135 0 100 0 28 00 000 0 1 WATER 1 62 40 5 0 4799 0 99 0 4799 0 189 0 4802 0 191 0 4814 0 310 0 4815 0 EQUAKE 096 000 CIRCL2 20 20 BO 0 105 0 4780 0 7 0 208 0 224 0 -5 0 -45 0 1 XSTABL File CEL2AQ 1-22-20 16 45 ****************************************** * XSTABL * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 2A Sec B Seismic SEGMENT BOUNDARY COORDINATES 10 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 5 4 1 1 3 1 1 1 1 2 3 4 5 6 7 8 9 0 4798 0 100 0 4798 0 100 0 4798.0 155 0 4816 0 155 0 4816 0 164 0 4819 0 164 0 4819 0 189 0 4819 0 189 0 4819 0 192 0 4819 0 192 0 4819 0 209 0 4819 0 209 0 4819 0 223 8 4822 8 223 8 4822 8 245.0 4823 5 245 0 4823 5 280 0 4824 0 1 1 10 280 0 4824 0 310 0 4825 0 1 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 189 0 4819 0 189 1 4816 0 1 2 192 0 4819 0 192 1 4816 0 3 3 155 0 4816 0 189 1 4816 0 4 4 192 1 4816 0 310 0 4816 0 4 5 189 1 4816 0 189 2 4798 0 4 6 192 1 4816 0 192 2 4798 0 3 7 100 0 4798 0 189 2 4798 0 5 8 192 2 4798 0 310 0 4798 0 5 9 189 2 4797 0 189 3 4797 0 5 10 192 2 4798 0 192.3 4797 0 3 11 0 4797 0 189 3 4797 0 6 12 192 3 4797 0 310 0 4797 0 / 13 189 3 4797 0 189 4 4794 0 6 14 192 3 4797.0 192 4 4794 0 3 15 189 4 4794 0 192 4 4794 0 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water 2 Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126.0 135 0 100 0 28.00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4799 00 2 ^ 99 00 4799 00 3 189 00 4802 00 4 191 00 4814 00 5 310 00 4815 00 A horizontal earthquake loading coefficient of 096 has been assigned A vertical earthquake loading coefficient of 000 has been assigned A critical failure surface searching method, using a random 3 technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = and x = 80 0 ft 105 0 ft Each surface terminates between x = 208 0 ft and x = 224 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4780 0 ft surface inclined 7 0 ft line segments define each trial failure ANGULAR RESTRICTIONS The first segment of each failure surface will be within the angular range defined by Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 23 coordinate points Point x -surf y -surf 4 No (ft) (ft) 1 80 00 4798 00 2 86 37 4795 09 3 92 89 4792 55 4 99 55 4790 39 5 106 32 4788 62 6 113 18 4787 24 7 120 11 4786 27 8 127 09 4785 69 9 134 09 4785 52 10 141 08 4785 75 11 148 06 4786 39 12 154.98 4787 43 13 161.83 4788 87 14 168.59 4790 70 15 175.22 4792 92 16 181.72 4795 52 17 188.06 4798 48 18 194.22 4801 82 19 200 17 4805 50 20 205.90 4809 52 21 211 39 4813 86 22 216 62 4818 51 23 219 92 4821 80 **** Simplified BISHOP FOS = 1 737 **** The following is a summary of the TEN most critical surfaces Problem Description Vogl Cell 2A Sec B Seismic FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 1 737 133 56 4906 64 121 12 80 00 219 92 1 562E+07 2 1 739 131 03 4894 60 108 64 81 32 209 12 1 286E+07 3 1 741 134 32 4900.78 115 64 81.32 218 43 1 493E+07 4 1 742 131 98 4899 97 113 86 81 32 5 213 06 1 374E+07 5. 1 742 131 64 4905 40 119 17 80 00 215 39 1 457E+07 6 1 742 133.54 4917 52 130 96 80 00 223 91 1 674E+07 7 1 742 131 01 4906 29 119 70 80 00 214 26 1 434E+07 8 1 745 131.13 4894 08 107 62 82 63 208 19 1 243E+07 9 1 748 133.62 4912 60 125 97 81 32 221 20 1 576E+07 10 1 748 134 00 4900 51 114 66 82 63 216 51 1 425E+07 * * * END OF FILE * * * 6 CEL2AQ2 1-22-20 17:01 4880 4840 lis; 4800 w 4— V) x < 4760 ... I 4680 Yogi Cell 2A Sec E Static 10 most critical surfaces, MINIMUM BISHOP FOS = 1.818 0 40 80 ' T T 120 160 200 X AXIS (feet) 240 280 320 PROFIL FILE CEL2AQ2 1-22-20 17 00 ft Vogl Cell 2A Sec E Static 23 8 0 4803 0 101 0 4803 0 5 101 0 4803 0 148 0 4818 5 4 148 0 4818 5 157 0 4821 5 1 157.0 4821 5 182 0 4821 5 1 182 0 4821 5 185 0 4821 5 3 185.0 4821 5 202 0 4821 0 1 202.0 4821 0 211 4 4819 3 1 211.4 4819 3 250 0 4819 3 1 182 0 4821 5 182 1 4818 5 1 185 0 4821 5 185 1 4818 5 3 146 0 4818 5 182 1 4818 5 4 185 1 4818 5 250 0 4818 5 4 182.1 4818 5 182 2 4803 0 4 185.1 4818 5 185 2 4803 0 3 101 0 4803 0 182 2 4803 0 5 185 2 4803 0 250 0 4803 0 5 182 2 4803 0 182 3 4802 0 5 185 2 4803 0 185 3 4802 0 3 0 4802 0 182 3 4802 0 6 185 3 4802 0 250 0 4802 0 6 182 3 4802 0 182 4 4799 0 6 185 3 4802 0 185 4 4799 0 3 182 4 4799 0 185 4 4799 0 6 SOIL 6 114 0 126 0 50 0 29 00 000 0 1 118 0 128.0 70 0 30.00 000 0 1 112 0 115.0 0 00 000 .0 1 119 0 129.0 0 35 00 000 0 1 110 0 133.0 0 15 00 000 0 1 126 0 135 0 100 0 28 00 000 .0 1 WATER 1 62 40 5 0 4804 0 101 0 4804 0 183 0 4806 0 184 0 4816 0 250 0 4817 0 EQUAKE .096 .000 CIRCL2 20 20 80 0 105 0 4780 0 7 0 202 0 210 0 -5 0 -45 0 1 XSTABL File CEL2AQ2 1-22-20 17 01 ****************************************** * X S TAB L * * * * Slope Stability Analysis * * * using the * Method of Slices * * * * Copyright (C) 1992 - 2002 * * Interactive Software Designs, Inc * * Moscow, ID 83843, U S A * * * * All Rights Reserved * * * * Ver 5 206 96 - 1952 * ****************************************** Problem Description Vogl Cell 2A Sec E Static SEGMENT BOUNDARY COORDINATES 8 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit Below Segment 5 4 1 1 3 1 1 1 No (ft) (ft) (ft) (ft) 1 2 3 4 5 6 7 8 0 4803 0 101.0 4803 0 101.0 4803 0 148 0 4818.5 148.0 4818.5 157 0 4821 5 157.0 4821 5 182 0 4821 5 182 0 4821 5 185 0 4821 5 185 0 4821 5 202 0 4821 0 202 0 4821 0 211 4 4819 3 211 4 4819 3 250 0 4819 3 1 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 182 0 4821 5 182 1 4818 5 1 2 185 0 4821 5 185 1 4818 5 3 3 146.0 4818 5 182 1 4818 5 4 4 185 1 4818 5 250 0 4818 5 4 5 182.1 4818 5 182 2 4803 0 4 6 185 1 4818 5 185 2 4803 0 3 7 101 0 4803 0 182 2 4803 0 5 8 185 2 4803.0 250 0 4803 0 5 9 182 2 4803 0 182 3 4802 0 5 10 185 2 4803 0 185 3 4802 0 3 11 0 4802.0 182 3 4802 0 6 12 185 3 4802 0 250 0 4802 0 6 13 182 3 4802.0 182 4 4799 0 6 14 185 3 4802 0 185 4 4799 0 3 15 182 4 4799 0 185 4 4799 0 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 2 f 1 114 0 126 0 50 0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No. (ft) (ft) 1 00 4804 00 2 101 00 4804 00 3 183 00 4806 00 4 184 00 4816 00 5 250 00 4817 00 A horizontal earthquake loading coefficient of 096 has been assigned A vertical earthquake loading coefficient of 000 has been assigned A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 3 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = and x = 80 0 ft 105 0 ft Each surface terminates between x = 202 0 ft and x = 210 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4780 0 ft surface inclined 7 0 ft line segments define each trial failure ANGULAR RESTRICTIONS The first segment of each failure surface will be within the angular range defined by Lower angular limit -45 0 degrees Upper angular limit -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 21 coordinate points Point x -surf y -surf No (ft) (ft) 1 81 32 4803 00 2 87 61 4799 93 4 3 94 09 4797 29 4 100 73 4795 08 5 107 50 4793 31 6 114 38 4791 98 7 121 32 4791 12 8 128 31 4790 71 9 135 31 4790 76 10 142 29 4791 27 11 149 23 4792 24 12 156 08 4793 67 13 162 82 4795 54 14 169 43 4797 85 15 175 87 4800 59 16 182 12 4803 75 17 188 14 4807 31 18 193 92 4811 27 19 199 43 4815 59 20 204 64 4820 26 21 204 85 4820 48 **** Simplified BISHOP FOS = 1 818 **** The following is a summary of the TEN most critical surfaces Problem Description Vogl Cell 2A Sec E Static FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 1 818 130 99 4896 98 106 30 81 32 204 85 1.158E+07 2 1 818 129 52 4902 71 111 33 80 00 204 65 1.186E+07 3 1 820 131 88 4889 17 99 25 82 63 203.65 1 096E+07 4 1 821 130 30 4901 33 109 85 81 32 204 73 1 164E+07 5 1 823 132 00 4887 31 97 04 83 95 202 65 1 047E+07 6 1 824 131 31 4896 81 105 68 82 63 204 45 1 128E+07 7 1 825 129 36 4907 52 115 59 80 00 5 205 31 1 215E+07 8 1 828 132 39 4891 25 100 67 83 95 204 02 1 088E+07 9 1 832 132 35 4895 61 104 49 83 95 204 91 1 118E+07 10 1 840 130 91 4911 55 119 34 81 32 207 43 1 262E+07 * * * END OF FILE * * * f CEL2AS 1-22-20 16:50 4880 4840 .� t4800 < 4780 a I 4720 4680 a t Vogl Cell 2A Sec B static 10 most critical surfaces, MINIMUM BISHOP FOS = 2.639 I T T T T T 0 40 80 120 160 200 240 280 320 X-AXIS (feet) PROFIL FILE CEL2AS 1-22-20 16 50 ft Vogl Cell 2A Sec B static 25 10 0 4798 0 100 0 4798 0 5 100.0 4798 0 155 0 4816 0 4 155.0 4816 0 164.0 4819 0 1 164 0 4819 0 189.0 4819 0 1 189 0 4819 0 192 0 4819 0 3 192 0 4819 0 209.0 4819 0 1 209 0 4819 0 223 8 4822 8 1 223 8 4822 8 245 0 4823 5 1 245 0 4823 5 280 0 4824 0 1 280 0 4824 0 310 0 4825 0 1 189 0 4819 0 189 1 4816 0 1 192 0 4819 0 192 1 4816 0 3 155 0 4816 0 189 1 4816 0 4 192 1 4816 0 310 0 4816 0 4 189 1 4816 0 189 2 4798 0 4 192.1 4816 0 192 2 4798 0 3 100.0 4798 0 189 2 4798 0 5 192 2 4798 0 310 0 4798 0 5 189.2 4797 0 189 3 4797 0 5 192.2 4798 0 192 3 4797 0 3 .0 4797 0 189 3 4797 0 6 192 3 4797 0 310 0 4797 0 6 189 3 4797 0 189 4 4794 0 6 192 3 4797 0 192 4 4794 0 3 189 4 4794 0 192 4 4794 0 6 SOIL 6 114 0 126 0 50 0 29 00 000 0 1 118 0 128 0 70 0 30 00 000 0 1 112 0 115 0 0 00 .000 0 1 119 0 129 0 0 35 00 .000 0 1 110 0 133 0 0 15 00 .000 0 1 126 0 135 0 100 0 28 00 000 .0 1 WATER 1 62 40 5 0 4799 0 99 0 4799 0 189 0 4802 0 191 0 4814 0 310 0 4815 0 CIRCL2 20 20 80 0 105 0 208 0 224 0 4780 0 7 0 -5 0 -45 0 1 XSTABL File CEL2AS 1-22-20 16 50 ****************************************** * X S TAB L * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc. * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 2A Sec B static SEGMENT BOUNDARY COORDINATES 10 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 0 4798 0 100 0 4798.0 5 2 100 0 4798 0 155 0 4816 0 4 3 155.0 4816 0 164 0 4819 0 1 4 164 0 4819.0 189 0 4819 0 1 5 189.0 4819 0 192.0 4819 0 3 6 192 0 4819 0 209 0 4819 0 1 7 209 0 4819 0 223.8 4822 8 1 8 223 8 4822 8 245 0 4823 5 1 9 245 0 4823 5 280 0 4824 0 1 1 10 280 0 4824 0 310 0 4825 0 1 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 189 0 4819 0 189 1 4816 0 1 2 192 0 4819 0 192 1 4816 0 3 3 155 0 4816 0 189 1 4816 0 4 4 192 1 4816 0 310 0 4816 0 4 5 189 1 4816 0 189 2 4798 0 4 6 192 1 4816 0 192 2 4798 0 3 7 100 0 4798 0 189 2 4798 0 5 8 192 2 4798 0 310 0 4798 0 5 9 189 2 4797 0 189 3 4797 0 5 10 192 2 4798 0 192 3 4797 0 3 11 0 4797 0 189 3 4797 0 6 12 192 3 4797 0 310 0 4797 0 6 13 189.3 4797 0 189 4 4794 0 6 14 192 3 4797 0 192 4 4794.0 3 15 189 4 4794.0 192 4 4794.0 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water 2 Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126.0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No. 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4799 00 2 99 00 4799 00 3 189 00 4802 00 4 191 00 4814 00 5 310 00 4815 00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally 3 spaced along the ground surface between x = 80 0 ft and x = 105 0 ft Each surface terminates between x = 208.0 ft and x = 224 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4780 0 ft 7 0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS inclined The first segment of each failure surface will be within the angular range defined by • Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 21 coordinate points Point x -surf y -surf No (ft) (ft) 1 81 32 4798 00 2 87 64 4795 00 3 94 14 4792 41 4 100 80 4790 25 5 107 58 4788 52 6 114 46 4787 23 4 7 121 41 4786 38 8 128 40 4785 98 9 135 40 4786 04 10 142 38 '4786 54 11 149 32 4787 49 12 156.18 4788 89 13 162 93 4790 73 14 169 56 4792 99 15 176.02 4795 68 16 182 30 4798.78 17 188 36 4802 27 18 194.19 4806.15 19 199 75 4810 40 20 205 04 4814 99 21 209 12 4819 03 **** Simplified BISHOP FOS = 2 639 **** The following is a summary of the TEN most critical surfaces Problem Description Vogl Cell 2A Sec B static FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 2 639 131 03 4894 60 108 64 81 32 209 12 1 314E+07 2 2 640 131 13 4894 08 107 62 82 63 208 19 1 269E+07 3 2 648 133.62 4885 41 100 54 83 95 209 01 1 253E+07 4 2 661 135 30 4877 36 93 82 85 26 208 71 1 215E+07 5 2 662 135 36 4880 32 95 69 86 58 208 80 1 196E+07 6. 2 663 131 98 4899 97 113.86 81 32 213 06 1 402E+07 7 2 664 134 18 4889.80 104 65 83 95 211 81 1 314E+07 8 2 664 134 57 4884 53 100 92 82 63 211 87 1 336E+07 9 2 667 133 37 4893.49 106.93 85.26 5 CEL2AS2 1-22-20 16:55 4880 a a 4840 , 0 X < 4760 - I a 4720 a 4680 a I Vogl Cell 2A Statc Sec E 10 most critical surfaces, MINIMUM BISHOP FOS = 2.836 T 1 T T r T 1 i T T r 0 40 80 120 160 200 240 280 320 X-AXIS (feet) PROFIL FILE CEL2AS2 1-22-20 16 55 ft Vogl Cell 2A Statc Sec E 23 8 0 4803 0 101 0 4803 0 5 101 0 4803 0 148 0 4818 5 4 148 0 4818 5 157 0 4821 5 1 157 0 4821 5 182 0 4821 5 1 182 0 4821 5 185 0 4821 5 3 185 0 4821 5 202 0 4821 0 1 202 0 4821 0 211 4 4819 3 1 211 4 4819 3 250 0 4819 3 1 182 0 4821 5 182 1 4818 5 1 185 0 4821 5 185 1 4818 5 3 146 0 4818 5 182 1 4818 5 4 185 1 4818 5 250 0 4818 5 4 182 1 4818 5 182 2 4803 0 4 185 1 4818 5 185 2 4803.0 3 101 0 4803 0 182 2 4803 0 5 185 2 4803.0 250.0 4803.0 5 182 2 4803 0 182 3 4802 0 5 185 2 4803 0 185 3 4802 0 3 0 4802 0 182 3 4802 0 6 185 3 4802 0 250 0 4802 0 6 182 3 4802 0 182 4 4799 0 6 185 3 4802 0 185 4 4799 0 3 182 4 4799 0 185 4 4799 0 6 SOIL 6 114 0 126.0 50 0 29 00 000 0 1 118 0 128 0 70 0 30 00 000 .0 1 112 0 115 0 0 00 000 0 1 119 0 129 0 .0 35 00 000 .0 1 110 0 133 0 .0 15 00 000 .0 1 126 0 135 0 100 0 28 00 000 .0 1 WATER 1 62 40 5 .0 4804 0 101 0 4804.0 183 0 4806.0 184 0 4816 0 250.0 4817 0 CIRCL2 20 80 0 4780 0 20 105 0 7 0 202 0 210.0 -5.0 -45 0 1 XSTABL File CEL2AS2 1-22-20 16 55 ****************************************** * X S TAB L * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U.S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 2A Statc Sec E SEGMENT BOUNDARY COORDINATES 8 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 5 2 4 3 1 4 1 5 3 6 1 7 1 8 1 0 4803 0 101 0 4803 0 101 0 4803 0 148 0 4818 5 148.0 4818 5 157 0 4821.5 157 0 4821.5 182 0 4821 5 182.0 4821 5 185 0 4821 5 185 0 4821 5 202 0 4821 0 202 0 4821 0 211 4 4819 3 211 4 4819 3 250 0 4819 3 1 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 182 0 4821 5 182 1 4818 5 1 2 185 0 4821 5 185 1 4818 5 3 3 146 0 4818 5 182 1 4818 5 4 4 185 1 4818 5 250 0 4818 5 4 5 182 1 4818.5 182 2 4803 0 4 6 185 1 4818 5 185 2 4803 0 3 7 101.0 4803 0 182 2 4803 0 5 8 185 2 4803 0 250 0 4803 0 5 9 182 2 4803 0 182 3 4802 0 5 10 185 2 4803.0 185 3 4802 0 3 11 0 4802 0 182 3 4802 0 6 12 185 3 4802 0 250 0 4802 0 6 13 182 3 4802 0 182 4 4799 0 6 14 185 3 4802 0 185 4 4799.0 3 15 182.4 4799 0 185 4 4799.0 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure ' Water Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 2 1 114 0 126 0 50.0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 .0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface [No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4804 00 2 101 00 4804 00 3 183 00 4806.00 4 `184 00 4816.00 5 250 00 4817 00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = and x = r 3 80 0 ft 105 0 ft Each surface terminates between x = 202 0 ft and x = 210 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4780 0 ft 7 0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 20 coordinate points Point x -surf y -surf No (ft) (ft) 1 83 95 4803 00 2 90 15 4799 76 3 96 57 4796 97 4 103 17 4794 65 5 109 93 4792 81 6 116 80 4791 47 7 123 75 4790 62 8 130 74 4790 28 9 137 74 4790 44 10 144 71 4791 10 4 11 151.61 4792 27 12 158 41 4793 93 13 165 07 4796 08 14 171 56 4798 70 15 177 85 4801 78 16 183 89 4805 31 17 189 67 4809 27 18 195 14 4813 63 19 200 29 4818 37 20 202 65 4820 88 **** Simplified BISHOP FOS = 2 836 **** The following is a summary of the TEN most critical surfaces Problem Description Vogl Cell 2A Statc Sec E FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 2 836 132 00 4887 31 97 04 83 95 202 65 1.067E+07 2 2.843 131 88 4889 17 99 25 82 63 203 65 1 116E+07 3 2 857 134 74 4877 13 87 69 87 89 202 07 9 765E+06 4 2 858 130 99 4896 98 106 30 81 32 204 85 1 180E+07 5 2 860 132 39 4891 25 100 67 83 95 204 02 1 108E+07 6 2 860 129 52 4902 71 111 33 80 00 204 65 1 208E+07 7 2 862 131 31 4896 81 105 68 82 63 204 45 1 149E+07 8 2 862 130.30 4901 33 109 85 81 32 204 73 1 185E+07 9 2 867 134 21 4885 62 94 08 89 21 202 41 9 767E+06 10 2 879 132.35 4895 61 104 49 83 95 204 91 1 138E+07 5 CEL2BAQ 1-24-20 9:39 4880 _ 4840 154800 1 • < 4760 I 4720 4680 Yogi Cell 2B Sec A Seismic 10 most critical surfaces, MINIMUM BISHOP FOS = 1.402 T .w 1 T r 1 T T 0 40 80 120 160 200 240 280 320 X-AXIS (feet) PROFIL 9 39 ft FILE CEL2BAQ 1-24-20 Vogl Cell 2B Sec A Seismic 7 4 0 4797 0 176 0 4797 0 5 176 0 4797 0 210 0 4814 3 4 210 0 4814 3 216 0 4817 3 1 216 0 4817 3 280 0 4817 3 1 210 0 4814 3 280 0 4814 3 4 176.0 4797 0 280 0 4796 0 5 0 4796 0 280 0 4796 0 6 SOIL 6 114 0 126 0 50 0 29 00 000 0 1 118 0 128 0 70 0 30 00 000 0 1 112 0 115 0 0 00 000 0 1 119 0 129 0 0 35 00 000 0 1 110 0 133 0 0 15 00 000 0 1 126 0 135 0 100 0 28 00 000 0 1 WATER 1 62 40 4 .0 4798 0 176 0 4798 0 200 0 4801 0 280 0 4808 0 EQUAKE 096 000 CIRCL2 20 20 160 0 162 0 236 0 245 0 4785 0 7 0 -5 0 -45 0 1 XSTABL File. CEL2BAQ 1-24-20 9 39 ****************************************** * XSTABL * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 * ****************************************** Problem Description Vogl Cell 2B Sec A Seismic SEGMENT BOUNDARY COORDINATES 4 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 5 2 4 3 1 4 1 0 4797 0 176 0 4797 0 176 0 4797 0 210 0 4814 3 210 0 4814 3 216 0 4817 3 216.0 4817 3 280 0 4817 3 3 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 4 5 6 1 2 3 210 0 4814 3 280 0 4814 3 176 0 4797 0 280 0 4796 0 .0 4796 0 280 0 4796 0 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 .0 1 4 119 0 129 0 .0 35.00 000 0 1 5 110 0 133 0 0 15 00 .000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 4 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4798 00 2 176 00 4798 00 2 random specified spaced 3 4 200 00 280 00 4801 00 4808 00 A horizontal earthquake loading coefficient of 096 has been assigned A vertical earthquake loading coefficient of 000 has been assigned A critical failure surface searching method, using a technique for generating CIRCULAR surfaces has been 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally along the ground surface between x = 160 0 ft and x 182 Oft Each surface terminates between x = 236 0 ft and x = 245 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4785 0 ft surface inclined 7 0 ft line segments define each trial failure ANGULAR RESTRICTIONS The first segment of each failure surface will be within the angular range defined by Lower angular limit Upper angular limit 3 _ -45 0 degrees = -5 0 degrees Factors of safety have been calculated by the surfaces * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 14 coordinate points Point x -surf y -surf No (ft) (ft) 1 161 16 4797 00 2 167 48 4794 00 3 174 13 4791 80 4 181 00 4790 45 5 187 98 4789 95 6 194 97 4790 32 7 201 86 4791 55 8 208 55 4793 63 9 214 92 4796 51 10 220 89 4800 16 11 226 37 4804 52 12 231 26 4809 53 13 235 50 4815 10 14 236 78 4817 30 **** Simplified BISHOP FOS = 1 402 **** The following is a summary of the TEN most critical Problem Description Vogl Cell 2B Sec A Seismic FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 1 402 188 49 4846 44 56 49 161 16 4 236 78 3 059E+06 2 1 404 185.52 4865 34 69 99 170 42 236 30 2 623E+06 3 1 410 188 08 4855 35 61 31 169 26 236 03 2 573E+06 4. 1 410 185 88 4863 72 69 05 168 11 236 90 2 780E+06 5 1 414 176 04 4892 69 96 52 163 47 236 26 3 066E+06 6 1 416 187 06 4855 38 64 34 160 00 238 80 3 422E+06 7 1 416 180 08 4885 55 89 70 165 79 238 27 3 195E+06 8. 1 417 187 11 4857 46 65 35 162.32 238 61 3 251E+06 9 1 417 188.83 4858 03 62 83 173 89 236 63 2 448E+06 10. 1 419 189.32 4850 64 59 05 164 63 238.00 3 004E+06 * * * END OF FILE * * * 5 CEL2BAS 1-24-20 10:41 4880 4840 a 4800 a) It - ma X Q 4760 I 4720 4680 Vogl Cell 2B Sec A Static 1O most critical surfaces, MINIMUM BISHOP FOS = 1.847 r 1 T Jr 0 40 80 12O 160 200 240 280 320 X-AXIS (feet) PROFIL 10 41 ft Vogl Cell 2B Sec A Static 7 4 0 4797 0 176 0 176.0 4797 0 210 0 210 0 4814 3 216 0 216 0 4817 3 280 0 210 0 4814 3 280 0 176.0 4797 0 280 0 .0 4796 0 280 0 SOIL 6 114 118 112 119 110 126 WATER 1 4 0 126 0 0 128 0 0 115 0 0 129 0 0 133 0 0 135 0 176 200 280 CIRCL2 20 160 0 4785 0 62 40 0 0 0 0 50 0 29 00 70 0 30 00 0 00 0 35 00 0 15 00 100 0 28 00 4798 0 4798 0 4801 0 4808 0 20 182.0 7.0 FILE• CEL2BAS 1-24-20 4797 0 5 4814 3 4 4817 3 1 4817 3 1 4814 3 4 4796 0 5 4796 0 6 .000 .000 000 000 000 .000 236 0 245 0 -5 0 -45 0 1 0 1 0 1 0 1 0 1 0 1 0 1 XSTABL File CEL2BAS 1-24-20 10 41 ****************************************** * XSTABL * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 2B Sec A Static SEGMENT BOUNDARY COORDINATES 4 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 5 4 1 1 1 .0 4797 0 176 0 4797 0 2 176 0 4797 0 210 0 4814 3 3 210 0 4814 3 216 0 4817 3 4 216.0 4817 3 280 0 4817 3 3 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 4 5 6 1 2 3 210 0 4814 3 280 0 4814 3 176 0 4797 0 280 0 4796 0 0 4796 0 280 0 4796 0 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 .000 0 1 3 112 0 115 0 0 00 .000 0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135.0 100 0 28 00 .000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 4 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4798 00 2 176 00 4798 00 2 3 200 00 4801 00 4 280 00 4808.00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = 160 0 ft and x = 182 0 ft Each surface terminates between x = 236 0 ft and x = 245 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4785 0 ft 7 0 ft line segments define each trial failure surface ANGULAR RESTRICTIONS inclined The first segment of each failure surface will be within the angular range defined by Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the • * * * * * SIMPLIFIED BISHOP METHOD 3 * * * * * The most critical circular failure surface is specified by 12 coordinate points Point x -surf y -surf No (ft) (ft) 1 170 42 4797 00 2 177 32 4795 83 3 184 31 4795 36 4 191 30 4795.59 5 198 24 4796 52 6 205 05 4798.14 7 211 67 4800 43 8 218 02 4803.36 9 224 05 4806.92 10 229 69 4811.07 11 234 89 4815.75 12 236 30 4817.30 **** Simplified BISHOP FOS = 1 847 **** The following is a summary of the TEN most critical surfaces Problem Description Vogl Cell 2B Sec A Static FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 1 847 185 52 4865.34 69 99 170 42 236 30 2 721E+06 2 1 849 188 08 4855 35 61 31 169 26 236 03 2 664E+06 3 1 856 188 49 4846 44 56.49 161 16 236 78 3 160E+06 4 1 857 185 88 4863 72 69 05 168 11 236 90 2 881E+06 5 1 864 188 83 4858 03 62 83 173 89 236 63 2 537E+06 6 1 866 176 04 4892 69 96 52 163 47 4 236 26 3 184E+06 7 1 869 191 05 4842 35 51 91 165 79 236 38 2 820E+06 8. 1 876 190 68 4841 46 52 12 163 47 236 77 3 014E+06 9 1.879 189 32 4850 64 59 05 164 63 238 00 3.105E+06 10 1 880 190.62 4844 76 54 38 164 63 237 55 3 024E+06 * * * END OF FILE * * * J 5 CEL3CQ 1-22-20 16:31 4880 _ 4840 .� t4800 4-- Nessobd ;a< < 4760 I 4720 4680 w.= Vogl Cell 3 Sec C Seismic 1 0 most critical surfaces, MINIMUM BISHOP FOS = 1.773 0 T T 1 T r r r I 40 80 120 160 200 240 280 320 X-AXIS (feet) PROFIL 16 31 ft FILE CEL3CQ 1-22-20 Vogl Cell 3 Sec C Seismic 24 9 .0 4794 0 102 0 4794 0 5 102.0 4794 0 148 6 4809 6 4 148 6 4809 6 157 6 4812 6 1 157 6 4812 6 183 0 4812 6 1 183 0 4812 6 186 0 4812 6 3 186 0 4812 6 202 0 4812 6 1 202 0 4812 6 210 0 4810 0 1 210 0 4810 0 219 4 4810 0 1 219 4 4810 0 250 0 4815 3 1 183 0 4812 6 183 1 4809 6 1 186 0 4812 6 186 1 4809 6 3 148 6 4809 6 183 1 4809 6 4 186 1 4809 6 250 0 4809 6 4 183 1 4809 6 183 2 4794 0 4 186 1 4809 6 186 2 4794 0 3 102 0 4794 0 183 2 4794.0 5 186 2 4794 0 250 0 4794 0 5 183 2 4794 0 183 3 4793 0 5 186 2 4794 0 186 3 4793 0 3 0 4793 0 183 3 4793.0 6 186 3 4793 0 250 0 4793 0 6 183 3 4793 0 183 4 4790.0 6 186 3 4793 0 186 4 4790 0 3 183 4 4790 0 186 4 4790 0 6 SOIL 6 114 0 126 0 50 0 29 00 000 118 0 128 0 70 0 30 00 .000 112 0 115 0 0 .00 000 119 0 129 0 .0 35.00 000 110 0 133 0 .0 15.00 000 126 0 135 0 100 0 28.00 000 WATER 1 62 40 5 0 4795 0 102 0 4795 0 183 0 4799 0 184 0 4806 0 250 0 4806 0 EQUAKE 096 000 CIRCL2 20 20 82 0 107 0 4780 0 7 0 202.0 220 0 -5 0 -45 0 1 .0 .0 .0 .0 .0 .0 1 1 1 1 1 1 XSTABL File CEL3CQ 1-22-20 16 31 *:r**************************************** * X S TAB L * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 3 Sec C Seismic SEGMENT BOUNDARY COORDINATES 9 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 5 4 1 1 3 1 1 1 1 2 3 4 5 6 7 8 9 0 4794.0 102 0 4794 0 102 0 4794 0 148 6 4809 6 148 6 4809 6 157 6 4812 6 157.6 4812 6 183 0 4812 6 183 0 4812 6 186 0 4812 6 186.0 4812 6 202 0 4812 6 202 0 4812 6 210 0 4810.0 210 0 4810 0 219 4 4810 0 219 4 4810 0 250 0 4815 3 1 1 Soil Unit 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right No (ft) (ft) (ft) (ft) Below Segment 1 3 4 4 4 3 5 5 5 3 6 6 6 3 6 1 183.0 4812 6 183 1 4809 6 2 186 0 4812 6 186 1 4809 6 3 148 6 4809 6 183 1 4809 6 4 186.1 4809 6 250 0 4809 6 5 183 1 4809 6 183 2 4794 0 6 186 1 4809 6 186 2 4794 0 7 102 0 4794 0 183 2 4794 0 8 186 2 4794.0 250 0 4794 0 9 183 2 4794 0 183 3 4793 0 10 186.2 4794 0 186 3 4793 0 11 .0 4793 0 183 3 4793 0 12 186.3 4793 0 250.0 4793 0 13 183 3 4793 0 183 4 4790 0 14 186 3 4793 0 186 4 4790 0 15 183 4 4790 0 186 4 4790 0 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface 2 No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 .000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4795 00 2 102 00 4795 00 3 183 00 4799 00 4 184 00 4806 00 5 250 00 4806 00 A horizontal earthquake loading coefficient of 096 has been assigned A vertical earthquake loading coefficient of 000 has been assigned A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 3 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = and x = 82.0 ft 107 0 ft Each surface terminates between x = 202 0 ft and x = 220 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4780 0 ft surface inclined 7 0 ft line segments define each trial failure ANGULAR RESTRICTIONS The first segment of each failure surface will be within the angular range defined by : Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 20 coordinate points Point x -surf y -surf No (ft) (ft) 4 S 1 83 32 4794 00 2 89 40 4790 54 3 95 73 4787 56 4 102 27 4785 06 5 108 98 4783 05 6 115 82 4781 56 7 122 75 4780 59 8 129 74 4780 14 9 136 74 4780 22 10 143 71 4780 83 11 150 62 4781 96 12 157 42 4783 60 13 164 08 4785 76 14 170 56 4788 41 15 176 82 4791 54 16 182 83 4795 13 17 188 55 4799 16 18 193 95 4803 62 19 199 00 4808 47 20 202 55 4812 42 **** Simplified BISHOP FOS = 1 773 **** The following is a summary of the TEN most critical surfaces Problem Description Vogl Cell 3 Sec C Seismic FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 1 773 132 18 4873.00 92 89 83 32 202 55 1 026E+07 2 1.778 132 49 4877 94 96 62 84 63 203 18 1 028E+07 3 1 780 132 84 4876 63 96 34 83 32 204 16 1 075E+07 4 1 781 132 94 4871 86 91 63 84 63 202 58 1 006E+07 5 1 784 132.47 4881 66 98 63 87 26 202 64 9 745E+06 6 1 787 133 80 4872 54 91 29 87 26 202 52 9 604E+06 5 7 1 788 132 62 4886 39 103 51 85 95 204 40 1 052E+07 8 1 791 133 84 4877 14 94 66 88 58 202 76 9 535E+06 9. 1 792 133 72 4878 57 95 87 88 58 202 94 9 598E+06 10_ 1 792 133 97 4869 89 89 81 85 95 202 83 9 920E+06 * * * END OF FILE * * * 6 CEL3CS 1-22-20 16:34 4880 Yogi Cell 3 Sec C Static 10 most critical surfaces, MINIMUM BISHOP FOS = 2.736 al 4840 _ .-. It 4800 4- N...... -- V) X ?4760 4720 4680 so w1 .. mi 0 1 I T T T r r r T 40 80 120 160 200 240 280 320 X—AXIS (feet) PROFIL FILE CEL3CS 1-22-20 16 34 ft Vogl Cell 3 Sec C Static 24 9 0 4794 0 102 0 4794 0 5 102 0 4794 0 148 6 4809 6 4 148 6 4809 6 157 6 4812 6 1 157 6 4812 6 183 0 4812 6 1 183 0 4812 6 186 0 4812 6 3 186 0 4812 6 202 0 4812 6 1 202 0 4812 6 210 0 4810 0 1 210 0 4810 0 219 4 4810 0 1 219 4 4810 0 250 0 4815 3 1 183 0 4812 6 183 1 4809 6 1 186 0 4812 6 186 1 4809 6 3 148 6 4809 6 183 1 4809 6 4 186 1 4809 6 250 0 4809 6 4 183 1 4809 6 183 2 4794 0 4 186 1 4809 6 186 2 4794 0 3 102 0 4794 0 183 2 4794 0 5 186 2 4794 0 250 0 4794 0 5 183 2 4794 0 183 3 4793 0 5 186 2 4794 0 186 3 4793 0 3 0 4793 0 183 3 4793 0 6 186 3 4793 0 250 0 4793 0 6 183.3 4793 0 183 4 4790 0 6 186 3 4793 0 186 4 4790 0 3 183 4 4790 0 186 4 4790 0 6 SOIL 6 114 0 126 0 50 0 29 00 000 0 1 118 0 128 0 70 0 30 00 000 0 1 112 0 115 0 0 00 000 0 1 119 0 129 0 0 35 00 000 0 1 110 0 133 0 0 15 00 000 .0 1 126 0 135 0 100 0 28 00 000 0 1 WATER 1 62 40 5 0 4795 0 102 0 4795 0 183 0 4799 0 184 0 4806 0 250 0 4806 0 CIRCL2 20 20 82 0 107 0 4780 0 7 0 202 0 220 0 -5 0 -45 0 1 XSTABL File CEL3CS 1-22-20 16 34 ****************************************** * XSTABL * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Cell 3 Sec C Static SEGMENT BOUNDARY COORDINATES 9 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 5 4 1 1 3 1 1 1 1 0 4794 0 102 0 4794 0 2 102 0 4794 0 148 6 4809 6 3 148.6 4809 6 157 6 4812 6 4 157.6 4812 6 183 0 4812.6 5 183.0 4812 6 186 0 4812.6 6 186 0 4812 6 202 0 4812 6 7 202 0 4812 6 210 0 4810 0 8 210 0 4810 0 219 4 4810 0 9 219 4 4810 0 250 0 4815 3 1 1 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 183 0 4812 6 183 1 4809 6 1 2 186.0 4812 6 186 1 4809 6 3 3 148.6 4809 6 183 1 4809 6 4 4 186 1 4809 6 250 0 4809 6 4 5 183 1 4809 6 183 2 4794 0 4 6 186 1 4809 6 186 2 4794 0 3 7 102.0 4794 0 183 2 4794 0 5 8 186.2 4794 0 250 0 4794 0 5 9 183 2 4794 0 183 3 4793 0 5 10 186 2 4794 0 186 3 4793 0 3 11 0 4793.0 183 3 4793 0 6 12 186 3 4793 0 250 0 4793 0 6 13 183.3 4793 0 183 4 4790 0 6 14 186 3 4793.0 186 4 4790 0 3 15 183.4 4790 0 186 4 4790 0 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface 2 No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 .000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15.00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No. 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 4795 00 2 102 00 4795 00 3 183 00 4799 00 4 184 00 4806 00 5 250 00 4806 00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = 82 0 ft 3 and x = 107 0 ft Each surface terminates between x = 202 0 ft and x = 220 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 4780 0 ft 7 0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS inclined The first segment of each failure surface will be within the angular range defined by Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the : * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 20 coordinate points Point x -surf y -surf No (ft) (ft) 1 83 32 4794 00 2 89 40 4790 54 3 95 73 4787 56 4 102 27 4785 06 5 108 98 4783 05 6 115 82 4781 56 7 122 75 4780 59 8 129 74 4780 14 4 9 136 74 4780 22 10 143 71 4780 83 11 150 62 4781 96 12 157.42 4783 60 13 164.08 4785 76 14 170 56 4788 41 15 176 82 4791 54 16 182 83 4795 13 17 188 55 4799 16 18 193 95 4803 62 19 199 00 4808 47 20 202 55 4812 42 **** Simplified BISHOP FOS = 2 736 **** The following is a summary of the TEN most critical surfaces Problem Description' Vogl Cell 3 Sec C Static FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 2 736 132.18 4873 00 92 89 83 32 202 55 1 045E+07 2 2 746 132 94 4871 86 91.63 84 63 202 58 1 025E+07 3 2 749 132.47 4881 66 98 63 87 26 202 64 9 941E+06 4 2 750 132 49 4877 94 96 62 84 63 203 18 1 048E+07 5 2 751 133 80 4872 54 91 29 87 26 202 52 9 788E+06 6 2 760 133 84 4877 14 94 66 88 58 202 76 9 720E+06 7 2 763 133 72 4878 57 95 87 88 58 202 94 9 786E+06 8 2 764 133 97 4869 89 89 81 85 95 202 83 1 010E+07 9 2 765 132 84 4876 63 96 34 83 32 204 16 1 095E+07 10 2 778 128 08 4903 20 117 04 85 95 202 10 1 042E+07 5 PNDAIQ 1-24-20 13:25 250 200 50 Vogl Pond A Sec I Seismic 10 most critical surfaces, MINIMUM BISHOP FOS = 1.834 1 r T I 0 50 100 150 200 250 300 350 400 X—AXIS (feet) PROFIL 13-25 ft FILE PNDAIQ 1-24-20 Vogl Pond A Sec I Seismic 25 10 0 100 0 24 5 100 0 1 24 5 100 0 27 0 97 0 1 27 0 97 0 39 0 97 0 1 39 0 97 0 42 5 100 0 1 42.5 100 0 148 5 100 0 1 148.5 100 0 151 5 100 0 3 151.5 100 0 176 5 100 0 1 176.5 100 0 188 5 96 0 1 188.5 96 0 266 5 70 0 4 266 5 70 0 350 0 70 0 5 148 5 100 0 148 6 96 0 1 151 5 100 0 151 6 96 0 3 0 96 0 148 6 96 0 4 151.6 96 0 188 5 96 0 4 148.6 96 0 148 7 70 0 4 151.6 96 0 151 7 70 0 3 .0 70 0 148 7 70 0 5 151.7 70 0 266 5 70.0 5 148 7 70 0 148 8 69 0 5 151 7 70 0 151 8 69 0 3 .0 69 0 148 8 69 0 6 151.8 69 0 350 0 69 0 6 148.8 69 0 148 9 66 0 6 151 8 69 0 151 9 66 0 3 148 9 66 0 151 9 66 0 6 SOIL 6 114 0 126 0 50 0 29 00 .000 0 1 118 0 128 0 70 0 30 00 000 0 1 112 0 115 0 0 00 000 0 1 119 0 129 0 0 35 00 000 0 1 110 0 133 0 0 15 00 000 0 1 126 0 135 0 100 0 28 00 000 .0 1 WATER 1 62 40 5 0 95 0 149 0 95 0 151 0 74 0 266 5 71 0 350 0 71 0 EQUAKE 096 000 CIRCL2 20 20 271 0 315 0 24 5 42 5 40 0 7 0 -5 0 -45 0 1 XSTABL File PNDAIQ 1-24-20 13 25 ****************************************** * X S TAB L * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Pond A Sec I Seismic SEGMENT BOUNDARY COORDINATES 10 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 0 100 0 24 5 100 0 1 2 24 5 100 0 27 0 97 0 1 3 27 0 97 0 39 0 97 0 1 4 39 0 97 0 42 5 100 0 1 5 42 5 100 0 148 5 100.0 1 6 148 5 100 0 151 5 100 0 3 7 151 5 100 0 176 5 100 0 1 8 176 5 100 0 188 5 96 0 1 9 188 5 96 0 266 5 70 0 1 4 10 266 5 70 0 350 0 70 0 5 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 148 5 100 0 148 6 96 0 1 2 151 5 100 0 151 6 96 0 3 3 0 96 0 148 6 96 0 4 4 151 6 96 0 188 5 96 0 4 5 148 6 96.0 148 7 70 0 4 6 151 6 96 0 151 7 70 0 3 7 0 70 0 148 7 70 0 5 8 151 7 70 0 266 5 70 0 5 9 148 7 70 0 148 8 69 0 5 10 151 7 70.0 151 8 69 0 3 11 0 69 0 148 8 69 0 6 12 151 8 69 0 350 0 69 0 6 13 148 8 69 0 148 9 66 0 6 14 151 8 69 0 151 9 66 0 3 15 148 9 66 0 151 9 66 0 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water 2 Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 95 00 2 149 00 95 00 3 151 00 74 00 4 266 50 71 00 5 350 00 71 00 A horizontal earthquake loading coefficient of 096 has been assigned random A vertical earthquake loading coefficient of 000 has been assigned A critical failure surface searching method, using a 3 technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = 271 0 ft and x = 315 0 ft Each surface terminates between x = 24 5 ft and x = 42 5 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 40 0 ft 7 0 ft line segments define each trial failure surface ANGULAR RESTRICTIONS inclined The first segment of each failure surface will be within the angular range defined by Lower angular limit = -45 0 degrees Upper angular limit -5 0 degrees Factors of safety have been calculated by the • * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 42 coordinate points Point x -surf y -surf 4 No (ft) (ft) 1 312 68 70 00 2 306 34 67 05 3 299 91 64 28 4 293 41 61 68 5 286 84 59 26 6 280 21 57 02 7 273 52 54 96 8 266 78 53 08 9 259 98 51.39 10 253 15 49.89 11 246 27 48.57 12 239 36 47.44 13 232 43 46.50 14 225 47 45 75 15 218 49 45 18 16 211 50 44 81 17 204 50 44 63 18 197 50 44 64 19 190 50 44 85 20 183 52 45 24 21 176 54 45 82 22 169 58 46 59 23 162 65 47 56 24 155 74 48 71 25 148 87 50 05 26 142 04 51 57 27 135 25 53 28 28 128 52 55 18 29 121 83 57 26 30 115.21 59 52 31 108 65 61 96 32 102 15 64 58 33 95 74 67 37 34 89 40 70 34 35 83 14 73 48 36 76 97 76 79 37 70 90 80 27 38 64 92 83 91 39 59 04 87 71 40 53 27 91 68 41 47 61 95 79 42 42 33 99 86 **** Simplified BISHOP FOS = 1 834 **** 5 The following is a summary of the TEN most critical surfaces Problem Description • Vogl Pond A Sec I Seismic FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 1 834 201 40 301.24 256 63 312 68 42 33 1 053E+08 2 1 848 198 54 276 75 236.16 312 68 42 22 1 049E+08 3 1.849 203 33 340 49 292 64 315 00 39 89 1 151E+08 4 1.853 203 83 348 54 299 06 312 68 40.34 1 130E+08 5 1 854 200 60 323 75 278 34 315 00 39.10 1 158E+08 6 1 854 197 24 278 71 237 40 310 37 41.73 1 042E+08 7 1 858 196.06 282 66 239 27 305 74 42 02 1 002E+08 8 1 859 199.57 320 68 275 98 315 00 37 96 1 169E+08 9 1.861 196 47 287 99 245 95 310 37 40 23 1 077E+08 10 1 864 195 13 284.05 239 89 303 42 41 91 9 880E+07 * * * END OF FILE * * * 6 PNDAIS 1-24-20 13:20 250 200 150 a) t) < 100 I 50 Vogl Pond A Sec I Static 10 most critical surfaces, MINIMUM BISHOP FOS = 3.201 1 T MOSSY t.� 1 T 1 I 1 o 50 100 150 200 250 300 350 400 X-AXIS (feet) PROFIL 13 20 ft FILE PNDAIS 1-24-20 Vogl Pond A Sec I Static 25 10 0 100 0 24 5 100 0 1 24 5 100 0 27 0 97 0 1 27 0 97 0 39 0 97.0 1 39 0 97 0 42 5 100.0 1 42 5 100 0 148 5 100.0 1 148 5 100 0 151 5 100.0 3 151 5 100 0 176 5 100 0 1 176 5 100 0 188 5 96.0 1 188 5 96 0 266 5 70.0 4 266 5 70 0 350 0 70 0 5 148 5 100 0 148 6 96 0 1 151 5 100 0 151 6 96 0 3 0 96 0 148 6 96 0 4 151 6 96 0 188 5 96 0 4 148 6 96 0 148 7 70 0 4 151 6 96 0 151 7 70 0 3 0 70 0 148 7 70 0 5 151 7 70 0 266 5 70.0 5 148 7 70 0 148 8 69.0 5 151 7 70.0 151 8 69.0 3 0 69.0 148 8 69.0 6 151 8 69 0 350 0 69.0 6 148 8 69.0 148 9 66 0 6 151 8 69 0 151 9 66.0 3 148 9 66 0 151 9 66 0 6 SOIL 6 114 0 126 0 50 0 29 00 000 0 1 118 0 128 0 70 0 30 00 000 0 1 112 0 115 0 0 00 000 0 1 119 0 129 0 0 35.00 000 .0 1 110 0 133 0 .0 15.00 000 0 1 126 0 135 0 100.0 28 00 000 0 1 WATER 1 62 40 5 0 95 0 149 0 95 0 151 0 74 0 266 5 71.0 350 0 71.0 CIRCL2 20 20 271 0 315 0 40 0 7 0 24 5 42 5 -5 0 -45 0 1 XSTABL File PNDAIS 1-24-20 13 20 ****************************************** * XSTABL * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc. * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 * ****************************************** Problem Description . Vogl Pond A Sec I Static SEGMENT BOUNDARY COORDINATES 10 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 0 100 0 24 5 100 0 1 2 24 5 100 0 27 0 97.0 1 3 27 0 97 0 39 0 97.0 1 4 39.0 97 0 42 5 100 0 1 5 42 5 100 0 148 5 100 0 1 6 148.5 100 0 151 5 100.0 3 7 151.5 100 0 176 5 100 0 1 8 176 5 100 0 188 5 96 0 1 9 188 5 96 0 266 5 70 0 1 4 10 266 5 70 0 350 0 70 0 5 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 3 4 4 4 3 5 5 5 3 6 6 6 3 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 148 5 100 0 148 6 151 5 100.0 151 6 0 96.0 148 6 151 6 96.0 188 5 148 6 96 0 148 7 151.6 96 0 151 7 .0 70.0 148 7 151.7 70.0 266 5 148 7 70.0 148 8 151 7 70 0 151 8 0 69 0 148 8 151.8 69 0 350 0 148 8 69 0 148 9 151.8 69.0 151.9 148 9 66 0 151.9 ISOTROPIC Soil Parameters 6 Soil unit(s) specified 96 0 96 0 96.0 96 0 70 0 70 0 70.0 70.0 69 0 69 0 69.0 69.0 66 0 66 0 66.0 Soil Unit Weight Cohesion Friction Pore Pressure Water 2 Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 0 1 2 118 0 128 0 70 0 30 00 000 0 1 3 112 0 115.0 0 00 000 0 1 4 119 0 129.0 0 35 00 000 0 1 5 110 0 133.0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 95 00 2 149 00 95 00 3 151 00 74 00 4 266 50 71 00 5 350 00 71 00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally 3 spaced along the ground surface between x = 271 0 ft and x = 315 0 ft Each surface terminates between x = 24.5 ft and x = 42 5 ft Unless further limitations were imposed, the minimum elevation , at which a surface extends is y = 40 0 ft 7 0 ft line segments define each trial failure surface ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by Lower angular limit -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the : * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 42 coordinate points Point x -surf y -surf No (ft) (ft) 1 312 68 70 00 2 306 34 67 05 3 299 91 64 28 4 293 41 61 68 5 286 84 59.26 6 280 21 57 02 4 i 7 273 52 54 96 8 266 78 ,53 08 9 259 98 51 39 10 253 15 49 89 11 246 27 48 57 12 239 36 47 44 13 232 43 46 50 14 225 47 45 75 15 218 49 45 18 16 211 50 44 81 17 204 50 44 63 18 197, 50 44 64 19 190 50 44 85 20 183 52 45 24 21 176 54 45 82 22 169 58 46 59 23 162 65 47 56 24 155 74 48 71 25 148 87 50 05 26 142 04 51.57 27 135 25 53.28 28 128 52 55 18 29 121 83 57 26 30 115 21 59 52 31 108 65 61 96 32 102 15 64 58 33 95 74 67 37 34 89 40 70 34 35 83 14 73 48 36 76 97 76 79 37 70 90 80 27 38 64 92 83 91 39 59 04 87 71 40 53 27 91 68 41 47 61 95 79 42 42 33 99 86 **** Simplified BISHOP FOS = 3.201 **** The following is a summary of the TEN most critical surfaces Problem Description Vogl'Pond A Sec I Static FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- 5 coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 3 201 201 40 301 24 256 63 312.68 42 33 1 069E+08 2 3 223 198 54 276 75 236 16 312 68 42 22 1 065E+08 3 3 241 197 24 278 71 237 40 310 37 41 73 1 057E+08 4 3 246 196 06 282 66 239.27 305 74 42 02 1 017E+08 5 3 255 195.42 268 28 228 03 308 05 42 01 1 031E+08 6 3 256 195 44 269 61 229 18 308 05 41 89 1 034E+08 7. 3 258 194 58 267 84 226.93 305.74 42 19 1 009E+08 8 3 260 195 13 284 05 239 89 303 42 41 91 1 002E+08 9 3 272 203 33 340 49 292 64 315 00 39 89 1 169E+08 10 3 272 203 83 348 54 299 06 312 68 40 34 1 148E+08 * * * END OF FILE * * * 6 PNDAQ 1-24-20 12:09 200 160 40 Yogi Pond A Seismic 10 most critical surfaces, MINIMUM BISHOP FOS = 1.530 0 I T T T T 1 I I T 40 80 120 160 200 240 280 320 X—AXIS (feet) PROFIL 12 09 ft FILE PNDAQ 1-24-20 Vogl Pond A Seismic 21 6 .0 100 0 116 0 100 0 1 116.0 100 0 119 0 100 0 3 119.0 100 0 134 0 100 0 1 134 0 100 0 146 0 96 0 1 146 0 96 0 224 0 70 0 4 224 0 70 0 300 0 70 0 5 116.0 100 0 116 1 96 0 1 119.0 100 0 119 1 96 0 3 .0 96 0 116 1 96 0 4 119.1 96.0 146 0 96 0 4 116 1 96 0 116 2 70 0 4 119 1 96 0 119 2 70 0 3 0 70 0 116 2 70 0 5 119 2 70 0 224 0 70 0 5 116 2 70 0 116 3 69 0 5 119 2 70 0 119 3 69 0 3 0 69 0 116 3 69 0 6 119 3 69 0 300 0 69 0 6 116 3 69 0 116 4 66 0 6 119.3 69 0 119 4 66 0 3 116.4 66 0 119 4 66 0 6 SOIL 6 114 0 126 0 50 0 29 00 000 .0 1 118 0 128.0 70 0 30 00 000 .0 1 112 0 115.0 0 00 .000 0 1 119 0 129.0 0 35 00 .000 0 1 110 0 133 0 0 15 00 .000 .0 1 126 0 135 0 100 0 28 00 000 .0 1 WATER 1 62 40 5 0 95 0 116 0 95 0 119 0 74 0 224 0 71 0 300 0 71 0 EQUAKE .096 .000 CIRCL2 20 20 219 0 240 0 40 0 7.0 112 0 120 0 -5 0 -45 0 1 XSTABL File PNDAQ 1-24-20 12 09 ****************************************** * X S TAB L * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc. * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description • Vogl Pond A Seismic SEGMENT BOUNDARY COORDINATES 6 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 0 100.0 116 0 100 0 1 2 116 0 100 0 119.0 100 0 3 3 119.0 100 0 134.0 100 0 1 4 134.0 100.0 146 0 96.0 1 5 146.0 96.0 224.0 70 0 4 6 224.0 70 0 300.0 70.0 5 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right 1 Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 116 0 100.0 116 1 96 0 1 2 119 0 100.0 119 1 96.0 3 3 0 96 0 116 1 96 0 4 4 119 1 96 0 146 0 96 0 4 5 116 1 96 0 116 2 70 0 4 6 119 1 96.0 119 2 70 0 3 7 .0 70.0 116 2 70 0 5 8 119 2 70 0 224 0 70 0 5 9 116 2 70 0 116 3 69 0 5 10 119.2 70 0 119 3 69 0 3 11 .0 69 0 116 3 69 0 6 12 119 3 69 0 300 0 69 0 6 13 116.3 69 0 116 4 66 0 6 14 119 3 69 0 119.4 66 0 3 15 116.4 66.0 119 4 66 0 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29.00 000 0 1 2 118 0 128 0 70 0 2 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 95 00 2 116 00 95 00 3 119 00 74 00 4 224 00 71 00 5 300 00 71 00 A horizontal earthquake loading coefficient of 096 has been assigned A vertical earthquake loading coefficient of 000 has been assigned A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally 3 spaced along the ground surface between x = 219 0 ft and x = 240 0 ft Each surface terminates between x = 112 0 ft and x = 120 0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 40 0 ft 7 0 ft line segments define each trial failure surface ANGULAR RESTRICTIONS inclined The first segment of each failure surface will be within the angular range defined by Lower angular limit = -45 0 degrees Upper angular limit = -5 0 degrees Factors of safety have been calculated by the . * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 18 coordinate points Point x -surf y -surf No (ft) (ft) 1 224 53 70 00 2 217 56 69 34 3 210 56 69 02 4 203 56 69 04 5 196 57 69 40 6 189 61 70 10 4 7 182 69 71 13 8 175 82 72 50 9 169 03 74 20 10 162 33 76 22 11 155 73 78 57 12 149 26 81 23 13 142 92 84 20 14 136 73 87 48 15 130 71 91 05 16 124 87 94 90 17 119 23 99 04 18 118 04 100 00 **** Simplified BISHOP FOS = 1 530 **** The following is a summary of the TEN most critical surfaces Problem Description . Vogl Pond A Seismic FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 1 530 207 48 213 61 144 61 224 53 118 04 1.003E+07 2 1 543 195 85 196 43 127 47 220 11 112 57 1 020E+07 3 1 553 199 61 168 43 105 58 237 79 119.28 1 097E+07 4 1 554 196 70 160 59 100 41 240 00 116.71 1 212E+07 5 1 554 197 62 164 03 102.69 238 89 117 39 1.173E+07 6 1.555 198 59 166 89 104.93 238 89 117 76 1 161E+07 7 1 556 195 53 158 80 98 82 238 89 116 18 1 212E+07 8 1 558 194 53 150.04 89 95 235 58 119.85 1 049E+07 9 1 559 194 67 160 38 100 62 238 89 114 22 1 273E+07 10 1 562 194 21 159 24 99 80 238 89 113 91 1 284E+07 5 PNDAS 1-24-20 12:12 200 160 40 0 Vogl Pond A Sec H Static 10 most critical surfaces, MINIMUM BISHOP FOS = 2.087 1 T 7 i 80 120 160 200 X-AXIS (feet) 240 280 320 PROFIL 12.12 ft Vogl Pond A Sec H Static 21 6 1 FILE PNDAS 1-24-20 0 100.0 116 0 100 0 1 116.0 100 0 119 0 100 0 3 119 0 100 0 134 0 100 0 1 134 0 100.0 146 0 96'0 1 146 0 96.0 224 0 70.0 4 224 0 70.0 300 0 70.0 5 116 0 100.0 116 1 96.0 1 119 0 100 0 119 1 96.0 3 0 96 0 116 1 96.0 4 119 1 96.0 146 0 96 0 4 116 1 96 0 116 2 70 0 4 119 1 96 0 119 2 70.0 3 0 70 0 116 2 70.0 5 119 2 70 0 224 0 70.0 5 116 2 70.0 116 3 69 0 5 119 2 70.0 119.3 69 0 3 0 69.0 116.3 69 0 6 119 3 69 0 300.0 69 0 6 116 3 69 0 116 4 66.0 6 119 3 69 0 119 4 66.0 3 116 4 66 0 119 4 66.0 6 SOIL 6 114 0 126 0 50 0 29.00 000 .0 1 118 0 128 0 70 0 30 00 000 0 1 112 0 115 0 0 00 000 .0 1 119 0 129 0 0 35 00 .000 0 1 110 0 133 0 0 15.00 .000 .0 1 126 0 135 0 100 0 28.00 .000 .0 1 WATER 1 62 40 5 .0 95 0 116.0 95 0 119.0 74 0 224 0 71 0 300 0 71 0 CIRCL2 20 20 219 0 240.0 40 0 7 0 112 0 120 0 -5 0 -45.0 1 I XSTABL File• PNDAS 1-24-20 12 12 ****************************************** * XSTABL * * Slope Stability Analysis * using the * Method of Slices * * Copyright (C) 1992 - 2002 * Interactive Software Designs, Inc * Moscow, ID 83843, U S A * * All Rights Reserved * * Ver 5 206 96 - 1952 ****************************************** Problem Description Vogl Pond A Sec H Static _SEGMENT BOUNDARY COORDINATES 6 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 0 100 0 116 0 100 0 1 2 116 0 100 0 119 0 100 0 3 3 119 0 100 0 134 0 100 0 1 4 134 0 100 0 146 0 96 0 1 , 5 146.0 96 0 224 0 70 0 4 6 224.0 70 0 300 0 70 0 5 15 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No (ft) (ft) (ft) (ft) Below Segment 1 116 0 100 0 116 1 96 0 1 2 119 0 100 0 119.1 96 0 3 3 0 96.0 116 1 96 0 4 4 119 1 96 0 146 0 96 0 4 5 116 1 96.0 116 2 70 0 4 6 119 1 96.0 119 2 70.0 3 7 0 70.0 116 2 70 0 5 8 119.2 70 0 224 0 70.0 5 9 116.2 70.0 116 3 69 0 5 10 119 2 70.0 119 3 69 0 3 11 0 69 0 116 3 69 0 6 12 119.3 69.0 300 0 69 0 6 13 116 3 69.0 116 4 66.0 6 14 119.3 69 0 119 4 66.0 3 15 116.4 66 0 119.4 66 0 6 ISOTROPIC Soil Parameters 6 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No (pcf) (pcf) (psf) (deg) Ru (psf) No 1 114 0 126 0 50 0 29 00 000 .0 1 2 118 0 128 0 70 0 2 30 00 000 0 1 3 112 0 115 0 0 00 000 0 1 4 119 0 129 0 0 35 00 000 0 1 5 110 0 133 0 0 15 00 000 0 1 6 126 0 135 0 100 0 28 00 000 , 0 1 1 Water surface(s) have been specified Unit weight of water = 62 40 (pcf) Water Surface No 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No (ft) (ft) 1 00 95 00 2 116 00 95 00 3 119 00 74 00 4 224 00 71 00 5 300 00 71 00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified 400 trial surfaces will be generated and analyzed 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x 219 0 ft and x = 240 0 ft Each surface terminates between x = 112 0 ft and x = 120 0 ft 3 Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 40 0 ft 7 0 ft line segments define each trial failure surface ANGULAR RESTRICTIONS inclined The first segment of each failure surface will be within the angular range defined by : Lower angular limit -45 0 degrees Upper angular limit := -5 0 degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 18 coordinate points Point x -surf y -surf No (ft) (ft) 1 224 53 70 00 2 217 56 69 34 3 210 56 69 02 4 203 56 69 04 5 196 57 69 40 6 189 61 70 10 7 182 69 71 13 8 175 82 72 50 9 169 03 74 20 10 162 33 76 22 11 155 73 78 57 12 149 26 81.23 13 142 92 84 20 14 136.73 87 48 4 15 130 71 91 05 16 124 87 94.90 17 119 23 99.04 18 118 04 100.00 **** Simplified BISHOP FOS = 2.087 **** The following is a summary of the TEN most critical surfaces Problem Description Vogl Pond A Sec H Static FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x- coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1 2 087 207 48 213 61 144 61 224 53 118 04 1 039E+07 2 2 128 199.61 168 43 105.58 237 79 119 28 1 133E+07 3 2 129 195 85 196.43 127 47 220 11 112 57 1 057E+07 4 2 133 194 53 150 04 89 95 235 58 119 85 1 082E+07 5 2 137 198.59 166.89 104.93 238 89 117 76 1 198E+07 6 2 138 197.62 164.03 102 69 238 89 117 39 1 210E+07 7 2 143 196 70 160 59 100 41 240 00 116 71 1 251E+07 8 2 146 197.01 166 78 103 77 234 47 117 64 1 141E+07 9 2 146 195 53 158 80 98 82 238 89 116 18 1 250E+07 10 2 150 193.78 156 61 93.90 230 05 118 93 1 036E+07 * * * END OF FILE * * * 5 Hello