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Address Info: 1150 O Street, P.O. Box 758, Greeley, CO 80632 | Phone:
(970) 400-4225
| Fax: (970) 336-7233 | Email:
egesick@weld.gov
| Official: Esther Gesick -
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20063596.tiff
Varra Companies, Inc. J�� ��-G�G� Office of Special Projects 1431 East 16`�Slreet Greelev Colorado 80631 Telephone(9701353-8310 Faac(9701353-4047 Tuesday 30 May 2006 Weld County Clerk to the Board 91510�'Street,3�Floor , Greeley,Colorado 80632 Subject: Technical Revision(Part 2-Durham Pit Flood Control Mitigation Plan)to M78-056: Varra Companies,Inc.-Durham San.d&�Gravel Pit.-Additional materials submitted to the Division of Minerals and Geology(DMG): 1) Reply to DMG's coRespondence of 11 January 2006 with related attachments as follows: a) Correspondence and attachments of Bruce Erickson, PE, of 17 May 2006 RE: Reclamation Costs. b) Correspondence and attachments of Joby Adams (CGRS)af 17 May 2006 RE: Stability Analysis. c) Final Grading Plan and related plats from Chris Pauley,Anderson Consulting (PDF format), of April, 2006. Your signature below ac�owledges receipt of the above referenced material,as attached ?he material should be added to the above referenced Amendment as previously submitted to the Weld County Clerk to the Board,and made accessible for public review. Received On `��41 .�/ ,2006 By: � � ��,-,� Office of the Weld County Clerk to the Board of County Commissioners w� ,—-, _ . ; . .-.: .� 1 �� �,�� ('C', �1�- � J��-9 ��- /�� �oofo�5�}� . , � , Varra Companies, Inc. � 8120 Gage Street Frederick, CO 80516 Telephone(303)666-6657 Fax(303)666-6743 ` Tuesday 30 May 2006 Thomas �. Schreiner Environmental Protection Specialist Colorado Division of Minerals and Geology Office of Mined Land Reclamati.on 1313 Sherman Street, Room 215 Denver, Colorado 80203 Subject: DMG Permit M1978-056 —Durham Sand & Gzavel Pit Technical Revision 2 —Reply to DMG correspondence of. Dear Tom: Consistent with your request of 11 January 2006, please find correspondence and attachments from Bruce Erickson, P.E. of 17 May 2006 addressing final reclamation costs. His sum of$ 157,312.50 when combined with that of Exhibit L —Warranty Information from the approved amendment, or $ 90,283.52; should bri.ng the combined financial warranty to $ 247,596.02. Also enclosed, find the final grading plan of Apri12006 from Anderson Consulting Engi.neers; and the CGRS Stability Analysis Report of 17 May 2006. This information should satis�y the final concerns e�cpressed by the Division, showi.ng that the existing berm is sta.ble, no significant subsidence of the existi.ng berm would occur after a flood event, and that the planned final grading will not adversely impact bank sta.bility of the berm. The information as provided should allow the Division to approve the Technical Revision. Thank-you aga.i.n for your assistance. Sincerely, Varra.Companies, Inc. � ord Janes Forester 1 cc. Weld County Clerk to the Board Anderson Consulti.ng Engi.neers, Inc. CGRS eeConsult Enclosures: As statec� above. Vama Companies,Inc.M1978-056 Durham Sand&Crravel Pi�t—Technical Revision 2—Thursday 30 March 2 2006 BRUCE F. ERICKS�N, P.E. 2138 Illinois Couu�t Loveland, Colorado 80538 (Phone) 97�-593-0�53 (Cel!} 970-290-9333 May 17, 2006 Mr. Chris Varra Varra Companies �120 Gage Street Frederick, CO 8051 B RE: DURHAM Plfi-FLOOD CONfROL MI°fl�A�ION PLAN PERMIT NO. M-1978-056 Chris: As requested by the Colorado Division of Mineral and Geology, f prepared an Opinion of Probable Construction Costs for the proposed flood mitigation and mine reclamation construction as proposed in the Construction Plans prepared by Anderson Consufting Engineers, Inc. Enclosed i�a copy of the opinion of Probable Construction Costs. The estimate is based on maintaining the existing river bank adjacent to the concrete weir controi wall between plans river stations 2+50 to 14+00. According to the slope and bank stability analysis tests and report by CGRS, Inc., the existing river banks are stable and will maintain tl�e stabilifiy during flood event simulations. This stability is evidenced by the decades the existing bank with vegetation has functioned without degradation. The concrete control wall allows river flows exceeding the 10-year event to be con�eyed through the mine property. The river bank armoring design and plans from ri�er reach station 2+50 to 14+00 was designed and shown on the plans prior to th� bank stability anafysis investigation and report. The stability analysis report requires this plan to be altered since to excavate the existing v�getation and bank material for the installation of the buried rip rap would jeopardize the existing bank stability. Rip rap will now be limited to the west and eest ends of the concrete contro! wafl where the wall trans�ions to the existing river bank. Rip rap will be limited to these banks as shown on the Plans The resulting cost estimate is based on performing onty minor berm shaping and gradinc� east of river station16+. Berm excavation in the area of the buried gas pipeline will be less #Man one#oot. Gradir�g and shaping it� #his area mainly consists of minor embankment. According to the slope and bank stability � analysis, the gradrng and shaping will have no adverse structural effects on the existing embankment or buried pipeline. If you have any questions or need clarifications conceming this estimate, please contact me. :.��,�.. �. �. �in�r�ly, �0��,��''�°. ��,��<"'��; � � �����. �����.� "�� , Bruce F. son, i�.�: � ;', Enct. as �,�,..�°����= ��,��� � � mv � � m � m � � nm � Tmz � ZT � � zmm � z � � m � pm � cc � c � c � m � � m vno � W � � � � � � � zm � Zgo � � � � � y � � � ZZ � ZyZ � D m � Z � � 0 � 2 � � = = � = � iW m � m � � O � Z � � � � y � � � � D � fp0� 0oN1vZ I � � zm � � yZzcDi � aoz � � a � � a 1� � fJOmmz0 � �° � � OmD � � � � � � C C � � f� � ZrL� rS,` Z � � r17 .D 'D -G � m � � � -ri0° Q° °° � Q° � cnD �!' � � � � � � ;n � � Nm "�-D � ZaprD � -rim � -� �° -on � ' � z � � m � D � � � aZ � m � � � .n � -n-i --� � � o O ����`° �S' pD uoOz p O � z z `�y; � � r- r _' Z v� n � $ � + `�� y.�.,'��, a � 0 o y�, �,�$ r,- � O � � t;•G.� 'e" Jti^j- a�, Z Z � �v�"�'`� n, '��'�7j'�� � D �G s • ,a, r ` ,�r`,' � -� r r D r (� U� tn !� C� C� Cy C� �n c� C) C) f� n n �C '� O "n � � O � � � � cOAfJccccDcccccc IZ m 'v0 � �' � �" vvvv � vvvv � vvvv � �� D � � � � rn m zc� � --+ � � � ^ � z � c �. azD � � oo � x � � � � � � v � � o m � � -�i cacn � > ... z 0 -�-Dc� -Di � � �''� 00 V -�A -► U1NCflO) �l � W W O� ODO � � � z � CO 0 C CTOOUf OOO -� O0DCi1CllOOOOp1 n C7 � � O O O q O O O O O O O O O O O O O � D .� fn � � -� � Z � C _ � � 1�1J � � m� c�i� Zzm � � N � IOZ O �y tn- N -i � � O O � O -� tNJfN � -► W ON � �► W V 00CJ� AC�1� � _I O � O O O O O O O O � O O S O O O O O Z D � � � � �� � V W NA -� V WtO �1_AW W� � NUf �+ -+ Ch C j Ul IV N LJ� W �l� CJt IV V O -► A'A O N IV � � N OOOOONCJIp OCJ� 0DNUtOOOOpt N CJ� OOOOOOOC7OOOt1f d OOOOO O O O O O O O O O O O O O d O O O O O G SLOPE STABILITY ANALYSIS VARRA GRAVEL OPERA71OP1-DURHAM PIT GREELEY, COLORADO CGRS No. 1-135-9929 Prepared by: Joby L.Adams CGRS, INC. 1301 Academy Court Fort Collins�Coloredo 80524 800-288-2657 May 17,2006 Introduction The foliowing report presents the results of a slope stability ana{ysis for the embankment that separates the Cache la Poudre River and Varra Companies (Varra) Durham pit gravel operation. This analysis was pertormed �s part of the Flood Control Mitigation Plan required by Colorado Division of Minerals and Geology, in association with DMG Permit#M78-Q56. Background Info�nation The Varra gravel quarry occupies a portion of the northeast comer of Section Nine and the central portion of the north-haif of 3ec�on 10, Tovvnship 5 North, Range 67 west of the 6°i Principal Meridian. The surrounding land use consists of agricultural, rural rasidenfial, commer�ial and open-cut gravel quarry operations. The permitted mine area oc�upies an estimafed 230 acres with an approximate 100 acres of the operation dewatered and excavated to bedrock. The water tabte at the site is located in unconsolidated alluvial deposits associated with the Cache la Poudre Ri✓er. Soil conditions generally consist of varyiing thicknesses of top soil underiain by sand and gravel deposfts, whic� in tum are underlain by Pierre Shale. Over the entire area �he average saturated thickness of the sand and gravel deposits (prior to mining) is estimated at 26 feet The natural hydraulic gradient as documented by past water resource investigation reports is on the order of 4.002 feet per foot, with the depth to water varyir� befinreen 6 and 15 feet below ground surFace, The natural groundwater flow direction is ao the east—northeast Seasonal water table fluc�uations of between one and three feet are common for this area; however, fluctuations of grea#er than ten feet have 6een documented during drought condi�ons (Schneider, 1983). The mine is dewatered by allowing groundwater to flow from the side walls of the excavation ir�to ditches excavated into the shale b�rock at the toe of the axr,avation walls. The ditches are sloped so water drains to the north toward the Cache la Poudre River.The water is then pumped from the excavation into fhe river. A settling pond is located west of s�o�s�wney a�s Varta Gravel OperaBon—Durham Pit c�eY�Color�o Page 2 the dewatering operation. The regionai site location is depictec� on Fgure 1. Site conditions are depicted on Figurg 2. Site Exaloration and Laboratory Testing The bank between the Durtiam gravel operation and Poudre River is approximatefy 5100 feet in length.The unsaturated bank width varies betwesn 40 feet in the westem portion of the study area to in exc�ss of 200 feet in the eastem portion of the study area. The river ' side bank height generally varies befinreen 12 and 20 feet. The maximum vertical relief on the pit side of the bank is on the order of 50 feet, based in information provided by � Anderson Consulting Engineers, Inc. The embankment was inspected on April 12, 2006, and no apparenf signs of failure such as tension cracks or raveling were observed. • Soil r.onditions witt�in the bank were evaluated by drilling six soil borings with a truck , mounted hollow stem auger rig. The depth of the borings varied between 20 and 50 feet betow grade. Representative soil sampies were obtained by advancing a iwainch outside ' diameter split bamel sampler ahead of ihe auger bit Details of each boring log are � presented in Appendix A. Soil descriptions of cores obtained ftom within the embankment were rec;orded during drilling activities. In general, soil conditions consist of up to five feet of fiil which is underlain by alluv�al deposits of weli graded sand and gravel. Bedrock,wh(ch consists of � a dense, dark gray shale (Pierre Shale) unde�lies the sand and gravel deposits. The depth to water within the bank varied beiween 4 and 22 feet below grade. The boring loca6ons are dep�cted on Figure 2. ' Overview of StabilitkAnalvses � ; Soil samples obtained from borings B-3, B-4, and B-5 were submitted to CTL Thompson � of Fort Collins, Coforado and tested to determine the following properties: f ➢water content; � 3 � i I Stope Stabllity Malysis Varra Gravel QperaHon—Durham Pit G7eeteY�Colorado Page 3 ➢dry density; ➢direct shear strength; ➢grain size distribution; ➢Gquid�imit;and ➢plasticity index. Field observa6ons and gradation test results indicate the majority of the bank material is ' sand with gravel with a dry bulk density of 115 po�nds per cubic foot The intemal angei of friction was calculated to be 49 degrees. The residual and peak cohesion was reported at 0 and 450 pounds per square foot.The moisture content varied between 7.5 and 11.5%.A cohesion of 0 was used in sbpe failure calc:ulatior�s. ' The soflware program SLOPE/W and SEEP/W vuas used to estimate static bank failure , safety factors. Mine pit and river flood conditions with rapid drawdown scer�arios were � simulated as well. These simulations were perFormed by CTL Thompson. The profile of � secfion 43+40 as shown on Plate C15 (Attachment A)was used to predict safety factors. This section was chosen as it identifies the presence of a product9on gas fiansmission line ; and has substantial pit side bank height. The soif conditions were replicated to match the soil profile of soil boring B-G. Siope failure analyses were ran for the river and mine pit sides of the bank. The rnodfied Janbu method was used as it provided more cor�servative ' safety factors. The river side stability resufts indicate factors of safety befinreen 4.Q5 and 5.66. Simulations ; for static, pseudo static, mine pit flood and river rapid drawdown were pertorrned. The � ; same simulations were run for the pit side of tl� bank with calculated factors of safety � varying bet�ueen 1.99 and 2.35. ; � a � The author used PCSTABL to evaluate slope stability at secfion 36+40. This section appeared to have the steepest slope between t6�e ernbankment and river of any cross secdons presented by Anderson Consulting. Static conditions and river side and pit side Slope StabfOty Anatysis Varra Gravel OA�aBon—Duit�am Pit C�ey,Colorado Page 4 100 year flood events were simulated. The soil characteristics as presented earlIer were used in the analysis. Computer generated data shee#s are presented in Attachment C. A review of Attachment C shows exis�ng bank profiles are stable with caiculated safeiy factors between '1.25 and 1.38 for mine and pit side flood conditions. Static condi6on simulations indicated a safety factor of 1.6. Discussion The field investigation indicates that the embanlcment separating the Varra Durham gravel operations and the Cache la Poudre River is prima�ily composed of sand and gravel.These deposits have a high intemai friction angle.The slope of the embankment varies befinreen less than 18 and 42 degrees, with fhe majority of the bank much less than 3o degrees. The high fric#ion angle and moderate bank sivpes creates an inherentiy stable condifion. The high permeability of the bank material reduces the potential for excessive pore pressures within the bank during rapid drawdown events. The bank slopes with out modifications are stable — even during flood event simulations. Data suggest that proposed bank madifications will not adversely affect bank stability. As the bank material is primarily dense to very dense sand and gravel it is our opinton that subsidence after a flood event wifi not occur to any significant degree. The fact that the bank has been [n place on the order of decades without any history of failure supports the analysis presented herein. If any significant modifiptions � to proposed or existing bank slopes occur this analysis should be considered invalid. , 1 i 1 �j i � 7j 3 Slope Stabiiity Analysfs Varta C�avel Opecation—Durham P'it Greetey,Colorado Page 5 Commer�ts The discussions and rec:ommendations in this report represent our professionai opinions. Our canclusions, opinlons and recommendations are based from informafion available at this time and we do not guarantee that undlscovered conditions will not become evident in , the future. CGRS' report was prepared in accordance with currently ac.�cepted engineering practices at this time and location and no other warranties, representafions or certifications ; are implied or intended. This report was prepared by CGRS,INC. , Date: May 17,2006 � Joby L.Adams, P.G. , PrincipalMydrogeologist . � ; � i a � i I � REFERENCES Schneider, P.A.,1983,Shallow groundwater in the Bouider—Fort Collins—Greeley area, Colorado, 1975-77: U.S. Geoiogical Swvey Water Resources Investigation Report 83-4458. i � 3 � j 7 FIGURES i 1 � -, ;r-� • U � � � �^+ q.. �� 1� L O� 3 1�a �a � ' n apOQ ���y�,� I � q � '�i.a4 I o o ya�a . � + q � � , ��� j�o � ,�� � y.� wE� coun�rr � o a MUNICIPAL AIRP0RT � � g � . U� p y0 � � u � e � 0 4 O�. �. � a . o� . .` , ti � . C �� -a f- � g � �� ' ' . �� D �e a ,o , - � 1,� •11 � n I�'�p°� 8 � " � R B e 11 0 � u p1 0 p �� � �O/LVy o� 462/ � 1 _ �j d3a� e��va �as� o• �9 �'AcgE ° ' � " � e n L b ,rp a .Q y s Q 5' u o u ..� b�� �� x B,, � � !_- p f �y a °� \ / 4e o \ � 6a== d. 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( ��'� �;.. t�M�. - I ���;�.�� ��I ��� 1 � � � I� =�� � � ����1N1� �� I � ��II� = � ��lI�H�� : ��I�lll����l�s: � : I �= 0 IR�I�I: - 1��III� � � i � �� � � � I �I: �I� I ��� ���� �I�I�I��� I �I . � ��� I �� � �I���� I f�� a� 11�� � ���l�v��� = I��� ill��lll�= : . �I����[�I�I��i� I �� I II� �,� :'�: � �n���� �II�I�� I�e I IIA� '� :���. ����1� I�1�� I� �Il�l��l�� �I�� [� � �11�� � ��I���� 1� = �1���11�� _ _ _ _ _ � _ _ ATTACHMENT A CTL THOMPSON GEOTECHNICAL AND STABILITY REPORT 5-18-06 08:40 Frou-CTL/ThoQason Inc. 970Z068441 T-Q94 P.002 F-U01 � �T�.ITHOMPSO �•r__ :.w- � ��• ...� May 15�2006 ' CGR5 P.O.Box 1489 1301 Academy Court Fort Cotlins, Colorado 80522 Afterttion: Mr.Jaby Adams SubJgc� Transmitta!Latter for Geotechntcal Explora5aR Durham Pit S�pe Stahlltty Ev�lu�tion Varra Mine Greefey,Colorado C7L�T ProJect No.�FC03746-125(Revlsed) Attached are geotechntcsal d�t��nd slope sfiabiiiiy figures for the emb�nicrnent for the Durham Pit at the Varra Mine in Greeley, Cotorado. Six boririgs were drilled �t , selected lncatlons along₹he existing embankment alignmerrt(Figure 'i). 5amples of the � solls and hedrodc p�netro�d by th�borings and cuttings were ctass'rfied (Ffgure 2 and � Table t). In summary, there appear to be no stabiGfy problems with₹he section of levee you asked us to analyze(43+�4U}. Variations in the subsoit condidons not Indtcated by our harings�re possible. We , believe this explora#lon was conduc�ed with that�evel pP sk(II and C�ro ordinarity used 6y geotechnical engfneers practicing in this area �t this time. No warratrty, exp►ess or implied, Is made. If we ean be of further servic�in discussing the carrterrts of this letter, � please catl. � ��� v�. cr��THo � i ?'�-�� . � �� � •� t'+s ; H rd A_Pe L'�,PE ..� , Division Manag ""'�� � AL (3 copiFs sent) } . � a i . x � � . �U0i AucomeLion Wey�Unit 2a7�Fort Callins,Calorado 8Q525 Teleph�e;970-Z0�945S Fa�c970-aQ6-9444 � LIST OF FIGURES AND TABLES FIGURES 1. Locations of Exploratory Borings 2. Summary Logs of Exploratory Borings 3. Gradatfon Test Results 4. Direct Shear Test Results Table I-Summary of Laboratory Test Results . 5. River�lood and Rapid Drawdowm Hydrograph ' 6. Mine Pit Rapid Drawdown Hydrograph 7. Stability Model RIVER SIDE STABILITY 8. Steady State , 9. Pseudo Static 10. Mine Pit Flood 11. Rapid Drawdown MINE PiT SIDE STABILITY , '12. Steady S#ate � 13. Pseudo Static ' 14. River Flood 15. Mine Pit Rapid Drawdawn � PORE PRESSURE ANALYSIS ' � 9 6. Steady S#ate—Piezometric Surface ; 17, Steady S#ate—Pore Pressures 9 8. River TransIent Flow at Peak Flood � 19. River Transient Pore Pressures at Peak �lood ' 20. River Transient�low at Rapid Drawdowr� , 21. River Transient Pore Pressure at Rapid Drawdown 22. Mine Pit Transient Flow at P+eak Flood � 23. Mine Pit Tran�ient Pore Pressu�e a#PeaK Flood , 24. Mine Pit Transient Fiow at Rapid Drawdown � 25. Mine Pit Transient Pore Pressure at Rapld Drawdown � � ,I � CGRS DURHAM PIT SLOPE STABILITY EVALUATION CTI.�T PRO.IECT NO.FC03748-125 SiPROdECT51FC037U0-FCQ37891FC03T4&OUO-Dwifam PI15opa StebiBty E121�tlm1125-Shcs a�Fnurda�on hvestl�ta�-NarrResUteport 8 IBttas1FC03748-725 hansntlsl ftr 1.doc LEGEND: � FILL,GRAVEL,SANDY;SAND,CLAYEY,AND CLAY,SANDY,MOIST,LOOSB TO VERY DENSE, MEDIUM STIFF,DARK BROWN,BROWN(FILL). 0 �CLAY,SANDY,MOIST,VERY STIFF,DARK BROWN(CL� �i?J12 a SAND,GRAVELLY,SILTY,MOIST TO WET,MEDIUM DENSE TO DENSE,BROWN,GRAY(SP). �sv�2 10 Q GRAVEL,SANDY,MOIST TO WET,MEDIUM DENSE TO VERY�ENSE,BROWN,(3RAY(GP). �13112 �' �4�N2 DRNE SAMPLE.THE SYMBOL 34/121NDICAIES 34 BLOWS OF A 140-POUND HAMIU�R Zp FALLING 30 tNCHES WERE REQUIRED TO DRIVE A 2.0-INCH O.D.SAMPLER 12 INCHES. �2M�2 � WATER LEVEL MEASURED AT TIME OF DRIWNG. ��2 30 ■43l12 � � w �44/12 4O `1 x � NOTE3: e �2M12 1. THE BORINGS WERE DRILLED ON APRIL B,20Q8,USING&INCH DIAMETER IiOLLOW STEM AUt3ER AND A TRUCK-MOUNTED DRILL RIG. � �25/�2 5O 2. BORING LOCA71ONS WERE SURVEYED BY CGRS.ALL BORIIV03 DRILLED FROM EXIS31N0 TOP OF LEVEE. 3. THESE LOGS ARE SUBJECT TO THE EXPLANATION5.LfMITATIONS AND CONCLUSIONS IN TFfIS RERORT. 60 70 80 SUMA�ARY LOGS OF EXPLORATORY BORINGS FiGURE 2 �•. �.� �•'i M � •• .1 11.1 1.1 '�1 �f 1 ' 1:1 ��������������������� • 1 ��r��r������������� .� �������r���a����������� ���� ��w�������i ����� ����������������������������� ����r�����+�����������'�r��� :� ���������������������Si�i�'�i����� � ����������������������������o� � ri����=�������s������� � ����� �a��a���������o� � ��������� i���s����=��i�����i ���r���i r����� �������������������������� �������������o������������a� .� ������������o���������� 1 ������������������������s ���������N�����r���r�� ������� �������'����a ��������o���ww����� � �i��������_�������������� .� s��������o��s�ia�����_ ���������������'��������� 1 ����������I�����MI���`��11���� .1 �����1����1�� .���� ���AI�I ������������r���� .1 �����������0������������ / ���������� ��OA���������� ����� ������������������ � ���.��������r���������������� :�i ������aa�'������ ������� ��������v�����������r�� � ����������w��w���������� . ������ ������������������ ��r.���������������������o� ���i�����r�������a��r������ �������� ����� ���m�������+����.�������m�ae�����.�w� ,�� i i.�r �i- � : ia .•� � _ :r.i i . � ' " � �"' , �, � . • 0�1 m�� �'�' 7�. M��' I •' • • ' • � � .� ' ' .R. .� . �.� )'�� �" ' �. �I •�I- 1•'�� � •�.•7�1 i� �� ��.1 �i� �.r �.� �� ��������������������������� � ����� ���������������r ���������a������� �����o�w� ����r����������a�������� ���.��� '� —����-1.��■—������ �'—I.�.��r��� C����1���������-������1��1��'.-��p�s� .������������.����..��■�.�� ..����������������.�����. � � �-����r����N�����'���� �� �����������r���w w��������� ���������.-���� 0�����ra��.��r����� � ���r�111����N��1�-,�������� ����� � �����������o����� ���� �.� _ ����r�������o��a���������� ������������������������ _=====���_�_=o�=.�- , ������ �_������� ������� �r������.���������� , I����� C������������������������ .� �� ��1�-�������1� ������ 1 ������������������� �1��������-_.������s���1�0��1���� n �� �������Ir������� •.1 ' ������� ����o��������� ���������I�a������rl� � ����—������������w���������� �—_-�Il��i—�—I�T�ii'�1—�'�Ir�������i � ����������������������� . ������������ ��������r����� • ������I�Y'.i�����S���� ������������������������r� . � ���� ..���1�����I��1�l���f��� 1 ��r��� 0��0����r��� ������_ -_���C�.����.�� , ����.�...����.�„�����...������.,.�1��.��.�..�.� �� �� .��> ��.. � : � -<� � - - .� �. . �• . .. � ; �-� . . .. ,. .. � � � � . ��� ._�:. � . • - . � . • � . �� . � . � ' •-� • � �. 6.0 � $ � Moisture • Dry ; . � I q.o s Sample� Boring � Depth : Content(%) �Density� 7 No_ _'_ No_ ' (FT} ; Before�_After - (PCF) � . � . _ -_ ._ _ , ; ; . , , , > 1 � � B-4 � 14' ', 11.1 � 15.7 � 119 � ti ...______.;_____----. .� -- ---._ �,. . -- - . ------._.,�_�._.._� t , , ' 2 � � B-4 � 14 11.1 � 15.5 � 19 9 � ; __;_ ., Y2.o r 3 A � B-�4 � ..14 ' 11.1 Y 14.5 � 119_1 vi ➢1-6� ;._ .._ ,.._i------- ; ---•- � --- � _ _ -_ _r _-_� � ��� -------�---- -- ----- ---- � -_, . �.-- -_ __y-_ � w � . � t=n0.0 0 0.� 0.2 0.3 0.4 LL, %: NL PI, °r6: P!P -200: NM HORlZONTAL DEFORNA71ON(Ild.) ' -'" �--"-� " -`""' Thickness(in): 1.0 Diameter(in): 1.935 Strain Rate(iNmin): 0.0063 � • _ �Peak d Residual� 5.0 ; � Normal Shear ; Shear � �Sarnple; Stress ; Stress � Stress ' s ; ' � ` No. i {KSF) ;(KSF� B__i�KSF) � � a.o , �• ;-------; r ► - % � 1 � 9�5 ; 2_11 � 1.22 : , ��� Q � ..�___-- �- —� --- -�-• ----� _- —_•-s : � f � 2 �-- 2.5 � 3.48__j 2.4 _.� 3 0 ,�: �• i --- •- - � --- ; - , }�__3_____!--_ 3.5 i _ 4.41 _�_ 3.48 ' /� , ; � ; ! ----� , �...-----!-- - .----' --- --- --' - ------- ' z.o ' , i- N � • Peak�(DEG): _ _ 49_ Y ' � •fo • Residual�(DEG): _ .___.`�__._,_. ��.o � f Peak C(PSF): _. 450- - -,-- , � �` • Res'rdual C(PSF): _ _ _ __0 ; �0.D 0.0 7.0 2.0 3.0 4.0 5.0 NORMAL 3TRES3(KSF� � Sample Description: �SAND, SL.SILTY, MOIST, BROWN__ _ _ _ _ _ , _ _ _ _ _ SampleType: BULK . ., . _ _ .. _ _ . __ _.,__,— - - Remarks: _ � � � Direct Shear Tes� Results i ; , � CTL�I'PROJECT N�. FC03746-125 � FIGURE 4 l � '� � � � a w v�i v�i«� � ��� J ��N tO US�� } �U' (9 C� �NNN U��� , Zg�u ¢O G oe � u�u� a Z� �� , ��o� � , � WgZ i � : � ��� , ��� � tA �J'� , � � i . ' � - . �UY o F O � p� Q� � � � �� - , � O � G6W � cn G � �� � � �Y p � N' �VY v� � U�- w � � �9'W v � a o � i JQ �. + _�y U 3 a0w� � Z O �J� �t.=., e ��'Nr � �U1a` ��Gt� � 2A � � N N o, � �wa� v W �� r p LL vv �� � N OZ �d1mm r m ^ a U � � 44 � 40 � _ 38 38 34 . . 0 10 2D � 40 50 80 � Time (hr) � � NOTE:Adapted trom"Cache!a Poudre Streemflaw - Reguladon Ac�coun8ng Mcd�ing',Task Comple�on � Report,NOAA,Merdt 2005. River Flood � � and Rapid � i Drawdown { CGRB Hydrograph DURHAM PIT SLOPE 3TABIUTY EVALUATION CTL 1 T PROJECT NO.FC0374&125 FIGURE 5 6-18-06 08:42 Fran-CTL/Tham+aon Ina. 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Sc�rcirur EnvEronmental Proleotion Specialist Colorado Div�sian of N[inerals an�Gealogy Offi�x of Minet�Land Reclamation ]313 Sherman Street,Room 2l 5 Dcnvar,Colorado 802Q3 Subject: DMG Pecmit M1978-0�b—Durltam Sand & Gravel Pit Tcchiuosl Revision 2 �atonsion Request. Dear Tam: CotlsistCttt with yowt COnvetsatson witb Chris Pauley,�arr-a Cc�mpanics,lnc.is t�que�ing an extension of the decisinn date firom:�� M�reh 2005 to�] May 200fi. Vama Compaui�s,lnc. is attanpting to reply tu all of tl�e concdrns expressed by the Division in its contspondcna of 2i Febraary 2U�6,end wi11 need additional titne to complete the feliowing actioas or inforrnation; Stabitity Ana�ys�s: Our civil cngin�r has contactrxl sevarai firms to bid and pCrPorsn drelling, core tab wark and a��alysis. CGRS wili commencC drilting in approxiuia�ely two weeks and sho�dd l�ave smalysis ntar the eud of Apr'sl. W�ate �ncerta�n how thc results may impact final design,but it is not anticipa#cd based upon preliminary determ�'natiwns made by CGR5. Dcsign H;ngineering�nd the U.S. Army Cot'ps of Engitteet appmval: �eCore the U.S. Army Ccnps of Engin�rs can�provC the�lans,thoy must fust be�n�iized by thc enguee�r ar►d submitted. rinal plans are stilt bcing draN+rn up by And�son Consul'ng F,t�gineers,and discu�c�with our civil�engineer. Onee snbmit�ed, Anderson Gonst�liing Frngineets anticipates U.S. Army Gorps nf fr:ngineers approval could take up to three weeks. We anticipat�that submittal io occ�u no later than thc end of ApriL Cost�will be determined once d�e fi�l plans�e drawe up. If fin�l pl�ns$re availabie by the end of Apri1,tbe�e shoald be Ii�te diffsculty a�completing these i �i_i� �v���-+..�� CC � �� �r�� a�- �o-o� - MAR-30-0b iZ:30 PM VARRA COMPANIES 9T0 333 �04T P.02 A determ�atians wfthia the remaiaing time pe�iing for cor�pletioa of stab�7ity analya��e+eporting and U.S.Army Cotpe of Enginaers sp�nm�vei. I3ased upon the circ�mstance at pl�y as outlired above,we anticip�te submittal to the Division a complete reply ta your carrespondcncc no lat�r than 3� May 2006, and n�tfuliy request an extension of timc by thc Division fur its r+eceipl af tl�1 infcxmatinn. 7Tha�tc you again for your aasis�ence. Sn�ccrcly, Va�ra Comp�anies, � S�i�. . pher L. Varta,lfic,sident cc. Weld CountY Cterk to tho Board Andcrson Consutting En�inccrs,Inc. CGRS ccCotuuh V�[ci►Camp�ea,le�.Mt976-036 Du�law Send&Cievd Pi1-TKWicd R,evi�oa 2-Th�eds�30 Ms�h 2 Z006 Varra Companies, Inc. 8120 Gage Street, Frederick, CO 80516 Business Number 303-666-6657 Fax Number 303-666-6743 Facsimile Cover Sheet DATE: . TO: �w J c E'I �`�,�,r� Q,�� COMPANY NAME: � Yvl C� PHONE NUMBER: F�►X NUMBER: ( v� b �� [�3 — �/�� , - FROM: ��,r-r•�� �c�,yl�S3 NUMBER OF PAGES (INCLUDING COVER PAGE): COMMENTS: � �' ;**�.********************�************************�******************* . , � � � T��NSACTIQ� REPQ�T * � MAR-30-�6 � 1 : �� PM * � F�R : ��R�� C�MP�NIE� 97� 3�� ���7 * � * < SEhI� * t * < DATE ST�RT �E�EI �'EI� pAGES TIME hIOTE * { * K M�R-30 � 1 : 26 RM 1303$3281 �6 3 1 ' 5�" OK * K i�i K******************************************************************** Varra Companies, Inc. Office of Special Projects 1431 East 16'�Street Greeley,Colorado 80631 Telephone(9701353-8310 Fax(9701353-4047 Monday 3 Apri12006 Weld County Clerk to the Baard 91510�Street,3�Floor Greeley,Colorado 80632 Subject: Technical Revision(Part 2-Durham Pit Flood Control Mirigation Plan) to M78-056: Varra Companies,Inc.-Durham Sand&z Gravel Pit.-Additional materials submitted to the Division of Minerals and Geology(DMG): 1) Correspondence of 15 March 2006 and 30 March 2006 from Varra Companies, Inc. to DMG. Your signature below acknowledges receipt of the above referenced material,as attached. The material should be added to the above referenced Amendment as previously submitted to the Weld County Clerk to the Board,and made accessible for public review. Received On (�� v� ,2006 By: - Office of the Weld County Clerk to the Board of County Commissioners ___ _ - -, 1 � � Varra Companies, Inc. 8120 Gage Street Frederick CO 80516 Telephone(303)666-6657 Fax(3031666-6743 Wednesday 15 March 2006 Thomas A. Schreiner Environmental Protection Specialist Colorado D�vision of Minerals and Geology Office of Nrned Land Reclaznation 1313 Sherman Street,Room 215 Denver, Colorado 80203 Subject: DMG Permit M1978-U56—Durham Sand&Gravel Pit Soil Remediation Completion. Dear Tom: Enclosed, find the 6 December 2005 CGRS Soil Remediation Completion Report and two ma.ps. The overview map and close-up map show the existing location of the remediated sail, and the urtended destination location. Upon your inspection and approval of the destination location, the remediated soil will be spread over this area to complete the matter. The location was chosen over a flat to slightly depressed topography outside of drainages and in a manner which will minimize comribution to overland flows resulting from direct precipita.tion. Thank-you again for your assistance. Sincerely, Varra Companies, Inc. — Ca�'Y Bradford Janes Professional Forester cc. Christopher L. Vana,Presidern Varra Companies, Inc. Enclosures: see above. 1 CGENVIRONMENTAL • CONSTRUCTION • COMPLIANCE December 6,2005 Mr.Brad 3anes - Vama Companies,Inc. 8120 Gage Street Frederick,Colorado 80516 Re: Soa Remediation Completion Report Varra Companies,Inc. Dnrham Pit 117 1431 E.16�Street Greeley,Colorado DMG Mine ID:M-1978-056 CGRS Project#: 1-135-9929ab Dear Mr.Janes: This report documents results of the bioremediation treatment of petroleum contaminated soil that was excavated during the January 20, 2004, cleanup of�e former fueling depot at the referenced Vama Companies,Inc.(Varra),Durham Pit 117. As noted in the Soil Remediation Report and Treatment Plan prepared by CGRS, Inc. (CGRS), dated Febraary 1�, 2004, soil excavated from the former fueling depot was stockpiled on a concrete pad south of the truck scales. The estimated loose volume of soil stockpiled was approximately 430 cubic yards. Following the treatment plan guidelines, manure compost was blended into the s�ockpile at a 25 percent to 30 percent mixture. Since die concrete pad provided an existing bazrier to prevent potential cross- contamination wi� underlying soil without disturbing another area of the property, the soil stockpile remained on the concrete pad in a six to eight-foot mound throughout the treaime�t process. The treatment process included tuming and blending the soil on a bi-weekly to monthly basis utilizing on-site exca.vation equipment and applying water as needed to maintain adequate moisture. Between October 8, 2004, and November 9, 2005, CGRS conducted three soil sampling events at six month intervals to monitor the tre,aiment progess. Each sampling event was performed by obtaining soil samples approximately 6 feet into the core of the pile witi�a hand auger at six random locations. The soil sample locations were on the southwest (SP-1), south�entral (SP-2), souti�east (SP-3), northeast (SP-4),north-central(SP-5),and northwest(SP-6)sides of the stockpile. Soil samples were submitted to Technology Laboratory, Inc., in Fort Collins, Colorado, for analysis to deterinine concentrations of total getroleum hydrocarbon diesel range organics(TPH-DRO). Laboratory analysis results are summarized in Table 1. Copies of the laboratory analysis reports and chain-of-custody docum�ntation are included in Attachment A. Review of Table 1 illusbrates downward trends in TPH-DRO concentrations over the treatment period. Results of the November 9, 2005, soil sampling event show hydrocarbon concentrations were below the 500 mg/Kg target cleanup level. P.O. BOX 1489 ■ FORT COLLINS, COLORADO 80522 ■ PHONE: 970-493-7780 ■ FAX: 970-493-7986 , . Soil Re,mediation Completi�Repcxt Dec�bcr 6,2005 VaRa Companies,Inc. Page 2 Durham Pit 117 Greeley,Colorado As noted in the soil remediation t�+eatment plan, the objective was to reduce TPH-DRO concentrations below the 500 mg/Kg TPH threshold value, which was based on the Colorado Dep��nent of Labor and Employment, Division of Oil and Public Safety (OPS), Petroleum Storage Tank Owner/Operator Guida.nce Document,Febivary 1999. Based on the recent analytical data,this objective has been met and it is CGRS's opinion that the remediation project is complete. The final phase of the treafYnent plan is final disposition of the soil. As described in the plan,trea.ted soil is to be used for surface cover in an inactive location on the property. With the blended organic compost, the soil is considered to be non-load bearing and may not be suitable for st�uctaual fill. The soil is not to be placed in contact with groundwater, areas subject to flooding, near surface water bodies, building foundaxions or in an azea accessible to the public. Should you have any questions or require any additional information on this project, please contact Mr.Joby Adams or Mr.Gregg Neurohr at(800)288-2657. Sincerely, CGRS,Inc. � Gregg Z.Neurohr,P.G. Project Manager/Geologist Reviewed B : J .A ,P.G. PrincipaUHydrogeologist Enclbsures: Table 1 Attachment A: La.boratory Analysis Report and Chain-of�ustody Documentation TABLES . TABLEI SOIL STOCKPILE ANALYTICAL DATA Varra Companies,Inc. Durham Pit 117 1431 E. 16th Avenue Greeley,Colorado CGRS Project No. 1-135-9929 f• >as>a, i SP-1 0l/20/04 0.005 0.021 <0.002 2.51 6,667 SP-2 0l/20/04 NA NA NA NA 4,890 SP-3 0l/20/04 NA NA NA NA 5,733 SP-4 01/20/04 NA NA NA NA 1,854 SP-5 0l/20/04 NA NA NA NA 5,749 SP-1 10/08/04 NA NA NA NA 140 SP-2 10/08/04 NA NA NA NA 1,981 SP-3 10/08/04 NA NA NA NA 1,020 sP-4 10/08/04 NA NA NA NA 1,333 - SP-5 10/08/04 NA NA NA NA 4,495 SP-6 10/08/04 NA NA NA NA 5,993 SP-1 04/18/0S NA NA NA NA 129 SP-2 04/18/0S NA NA NA NA 1,565 SP-3 04/18/0S NA NA NA NA 7,237 SP-4 04/18/0S NA NA NA NA 176 . SP-5 04/18/0S NA NA NA NA 2,797 SP-6 04/18/0S NA NA NA NA <10 SP-1 11/09/0S NA NA NA NA 145 SP-2 11/09/0S NA NA NA NA 149 SP-3 11/09/0S NA NA NA NA 381 SP-4 11/09/0S NA NA NA NA 131 SP-5 11/09/0S NA NA NA NA 148 SP-6 11/09/0S NA NA NA NA 142 �"�'iar� �'� `�' , ��";� �'�C`€������ ``.`��.i*�x��s ry°� ,�`;�ax'"'.'�^r�,�1 (�fz� 's'�'Y"' a�Kt�3.aK�3 �'<� rt*a,i;�.e� u<a��.G�a,. .��".�,�-�°drL�?iK�;��a;�-�� r�^� "` £ � `..�k 4 '� „'Nxo ���� wu"&.,.�°''�y1' ���A �y.��x� �s�',<:��,"`°v�-^'��,�. ,.r '" M..a 'w V������k+. NO^tes• �� ;,,< � t���'�—�"��Y�PE�l3.�`��','�:�g����4`�FS;��'����' <U.lY s���,,,� aAt�;��ifu� =��`��^3 n All Concenfrations aze expressed in mg/Kg(parts per million(ppm)). 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