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Home My WebLink About921313.tiff APPENDIX I SOILS LABORATORY TEST RESULTS L a L L L O C C 0. A 921 313 (} I I I N .1.".: ..I.. 8 SSIICCSi M M M r til: 11 a a a w ;:::;:.::...:i:2.:.::. y I I I I I I I I I I I In O) f) W.- I I O) N '` {¢. 1 1 1 I 1 1 n co np C j I N 17 ;mt 1's: :;0 N co CO N CO NN � :/3i:':::?::; . . . . . r r "" 1 1 1 1 1 1 1 1 1 I P O r If t 1 (O W I I I I I 1 I 1 I I I ..: E::::;. ::yr.::::<. . . . . . r r p , f: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a i I 1 I I I 1 I 1 1 1 I i I 1 1 I I I i 111..11 sra:rn::.'i I 111 ,:y 1 1 1 1 1 1 1 1 1 1 c W N W IO 1 r E �' �I. 11 1 I 1 1 I 1 I I I It. 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O y I I I I I I 1 I i I C I O O r I 7 U U G N C CO U) U) O n CO O C CO O Icon J I 1 co - i Q C N U1 •r •CrCO r •r U)• r C W M Co a) o r D Oh lA - N C 0 CD N CO C C CO C r r 0 5 5 z r 7a a. co :w:..:;.:::::M ) II ) II Sirain r N N C in r N CO C to Co 0 0 r N CO C U) CD d LL a (7) iliiZ 0 C a C a C U) U) N U) a) 0) 0) O) a) 0) O) a) a) of f!1 Z : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w N N C N N C N N C N N N N N N N N N N ~O S � :: >s Co CO W CA CO (/)J CO CO CO CO CO CO CO U) CA Cn CO U) CA z ). : Golder Associates <?'-tr.%rf... i1z,i;t1. OA 01 Sciifit CO am wit et : + . . CO § MCS I- ienr § Mia inM e▪ o C Et j § ui } Aitai . k >—CC %Po / <• 0 : m c0 01 0 � in to m 0 00 \$ - 0 c.- - - - co b � — — @ 0 § % Vic 03 CO C) 0 r CC iN• 01 2 ® 0 0) 01 0 ° 01 - O } : § 0 0) 0 - 3 0 ° ° X k / V L. o. Wit Etil, k \ g \ ma go• \ i f ! - k ? _ / ftw OM / rD E C \ % ..... a \ as \A 3 0 $ ] $ Er) § a. \ / / a x \ - k k § 0 ( ! 2 2 0 2 0 2 0 § 2 0 ) \ 402222S TABLE 3 CEC/pH SUMMARY TABLE DOTY/SOUTH LF/COLORADO 903-2284 N.,..,:;f.�r., <.�.:..�,: mR.R� sic�.�>::.�.ee., .. ._... ... ;:xa..S..S> rq.,.ay,.. .::??s'FeaJ,:. �n .r;.`.n4ns. .:sz>c:r,:rrnns igE O � wCv' >M0',\4 CII'T::OviT 'C.^ vv.R.::^ ... :S?Gfi' gip: •.uv:a: ��i?.#..`��,..:.r:<3n,V.�, iryi ^ Pg:>' o�ec'.'a'oR:..^:�8:':.s"�r Y r:.9.�CO.n+ky4;`':i'£v.. �:v.''6',...Gb. :'9.:..p��.t� e.R..qy.. .6w..vF'?>':'.''>,ye;.>:RS`b,ne'h:T:onsv C.:¢,..C;k!^: o<S!: :y$.. &:.Sn5;,o' ?"�0°$'v'fiiar•.`.ssu.: Are;.g>.sa:r+wso °ea:x .,�'��.� ' ..�.,.:.��.:' ek.:;R.;sn,'R::5.4:St'�::S � �A..D�`).f?:.RY�.�:G' .4::¢:..:;:..:<�%:`°.... ... S-105-4 23.1 8.6 S-204-3 21.3 8.8 S-204-5 36.3 8.4 S-205-2 56.5 7.4 S-209-6 20.6 8.6 S-209-10 35.0 7.3 S-209-13 22.2 8.8 S-209-14 43.3 8.1 < a a v V U Y C O July 1991 903-2284 • COMPACTION TEST RESULTS FIGURE 1 130 i . i 1 0 f Z -\ BOREHOLE NUMBER_ . ; i : i I E ,. ,k PS-1 r I ' i SAMPLE NUMBER N 1 ' I ' ' ,\ DEPTH OF SAMPLE 125 i ' i TEST METHOD ASTM D698 METHOD A i '1 I , , 104.5 i I ; 1 } \ yd max(b/cu tt) i i f I ' f 4 i I +. O.M.C.(%) 19.5 12O II i DESCRIPTION ' ! Iii ! I 1 . 1 ! ! ! . 1\ i i t I i i I ! I ! _ ; t 1 ' l i 1 W (%) 19.0 ' 115 , I ( , i j n , II ill WL (%) I- 8 i H 1 I i i t i , ' Wp (%) 1 I. t , f i i_ -. i ► , t \ I p (%) V • Il , i i r i , 1 ' ! i ii :110^ i i _ i CC . i ! Will !i ► i i , , i i ` i i , t Z 105, i y 1 i 1 1 I ►( 1 i �1 . p� 3 i 1 ! 1 i j i 2.80 a . i ' ! ; 270 F: i ' I f 4 I i ' i I . i i ' y ► '''• 2.80 I , t ; i f 1 t i i i , i i '(7 4 x 4 , > t 1OO I , 4 ' iIIi4- i , I i 1 1 i I .I f 1 : t j { w i 1 ; , it : 2 - r I i 1 . i 1 I ' '{ i i 1 j i ' t ; • i t it i i a 0 1 i I I I ' i • ` I I I } ' '} t f 1" l j . H j j j t j f ( i t t I , i I ; i t I i I T I i I ! 1 • , I 1 r L I `` I 1 i 4 a r i s ; • , ; f i , i t' i f(1t i + , ` a i 1 i i •` 1 i i 1 1 f i ' i r e s i 1- 1 i 1 j \: \ i ' ' i i i 1 I I I i t i N., _ i i ' i ! 1 i *f 'i ' I i 4 ! ' t• _ i I f � • •i ' • i { . t i ! • I , I , • 4t t s , i • • r'Y . I : i• , 1 i i k i i \ 80 0 5 10 15 20 25 30 35 40 WATER CONTENT. PERCENT • `~ • A Date JULY 1991 Drawn BH Job No 903-2284 Golder Associates Inc. Ctteciced KR Approved • CQMPM,:TIQN TEST RESULTS FIGURE 2 130 ' 1 1 A_ BOREHOLE NUMBER _ i ! l t ! \Ps-2 1 I i 1 \ SAMPLE NUMBER_ .t 1 i I A t i DEPTH OF SAMPLE 125 f i i i '` , �, TEST METHOD ASTM D888 METHOD A A - , I i ; I 1 � i I I } f 1 ! ( I 'Yd max0b/cu it) 101.0 I i l + + a ii O.M.C.(%) 23.0 I t i i 1 ! z DESCRIPTION 120 f 1 ! I i Lit ' . i i I I I . II : ", 'i, .' 'i I I s i I I 1 I I 1 1 i 1 s 1 • , . i 1 : ! i �,:i (%) 17.2 4 1 i t T I i i i I w,1i5. It . ' i 4 11 1 1 T i i WL (%) I Wp (%) 8 i 1 Ir' i 1 1 • I p (%) O 1 1I ; , ; EN 110 ' f : ' I I 1 1 1 I s i ' Jilin 1 a IIIII , � i1iii i i a) I i I 1 i I 1 1 ! • i I i '' O Ii ' 1S ! II I l- 1 ! 1i ! n 105 •Lill l II t I ` ` ' ! I 2.e0 O E r t . t i E ; ,, T ! ! 270 4. f 1 .. 1 t 1 ' I I I I 1 ! T ILA" f i I 1 + i ' III Hi I I ; 1, I ! � ! 100 1, # ; i I 1 t , \ ; gill ; j I I 1 , , i 4 1 I i - ! Hi ;1 i i . . ! ' I i t i ; , t i. f y , ! 1 I i i i I . ' - ' • I l a O . I I• 1 I i I t _ I ar in I , 1 ! _ 1 ; ! r i ID 1 1 I ! 1 I ' i 1 r i c2,_ i ` ! ! ! f fl i i ` 1 ' : ! * I y I ' i L I 1 I I ` , ; I i t ' I ! ! , I 4 I VIII ! I , i HI ; 1• 1 i 80 0 S 10 16 20 25 30 36 40 WATER CONTENT, PERCENT JULY 1991 Drawn BH Date Golder Associates inc. Checked KR .lob No. 903-2284 Approved C.. ..,kr....._ '_• COMPA.;TION TEST RESULTS FIGURE 130 ' \ \ BOREHOLE NUMBER ' ; \ SAMPLE NUMBER -PS-3 ( DEPTH OF SAMPLE 125 ! i ( 4 TEST METHOD ASTM D898 METHOD A 1 1d max0b/eu ft) 103.0 ( in : ( r i -0.M.0.(%) 18.0 DESCRIPTION Silty CLAY with some fine to coarse 120 ` I : r i sand(CL) I i tai , Y wn (%) 14.1 115 i I ; ( } i ( wL (%) 38 g 1 i 1 i i ' 1 I I Wp (%) 14 1 i I 1 WI ill i ( , . I p (s) 22 j t 110 H i n Hin ( ( . { , 1 t �iN ca i ( ( { O i i l i l ; ' � ; i 1 { j 1 i 0 105 ' , i ! ` l ' . - II F i ` i ! -N , _,---2.80 a. I i , • i 1 : ` 2.70 ! ! { 1 ! { i 'y X, % - 2.80 W i ; ! k 1 i i v 3 100 , i i ' I i I , ! ! 1 ! 1 i • ` H i r l ' 1 . ( : II , I i Z f `; i , ' i I ' ( 1 t i 1 i ; ( I I ! . ! . 1 1 I ! ' ! i l . i i 1F -3 Ong { 1 1 i t k ` + it' { i t I 1 ri i ≥. i i ' ( i - . i ' i i ff ' 1 v -90 j ! : , 0. 1 i ; i 85 i\. ! i 1fie i 80 0 5 10 15 20 25 30 35 40 WATER CONTENT, PERCENT Date JULY 1991 Drawn TJS Golder Associates Inc. Clacked KR Job No. 903-2284 Approved COME ;TiON TEST RESULTS FIGURE -4 130 BOREHOLE NUMBER { • j , PS-5 • I , -4 SAMPLE NUMBER 1 t • , :1 I DEPTH OF SAMPLE 125. i I v TEST METHOD ASTM 0698 METHOD A { I ! i II 1 ' AI 'Y max(tb/cu ft) 105.0 d 17.5 t 120. . I : ; 1 I i . i ; : 1 'j DESC�PTi0N i ; . • 1 - Silty CLAY with some fine to coarse sand (CL) : i • t �: i 1 i I i i i ! i 1 : � 115'- ' i i : ; t i i 1 I i t i !. i Wn (S) 18.5 37 I i i i I ; 1 ! ! s W L C%) 8 t! i i t i i i i i t t i Wp (x) 1s ! iiill ! 111 ! i tt l (S) 22 9 ' i i ; : I ' ! I I I t i p S ! ' i 110 I I , t � i ! ! � ! i i ✓ iiii ! i ilii ' ! ! . cc 1 1 ' i i . i i i I i i i i i a t i i i t ; i i I ! i i , i ! i co i i 1 I i i ! t ! ! i i ! t i Oki 11°5 c •�y 1f I i 1 i ± i 1 ,1 i t ! i 1 i i l i 1 1 ! : i I I ` i 1 I i i i j -f,80 4 i : ! i 1 ill : i • y + 27�0 i A ) , I i i 1 1 . i ! i '![ i 4 ' I i ' • 2.80 a i ! i i I i i f I i 1 , . ! ! I ' ''.i , \ 100 . i , I i i . I • I ! I i , i t z , i ; i i ! i i I ! • i 1 • 1 } , - i i • , , • \ •: i i • ra D i i •I. i ; i i ! I I 1 1 i l -E • 3 i 1 i i i i i I : ; I I i . . 1 1 u i i i i t I i i i i ! t • i 1 i • J 1 L 1 0 90 Q. ! i i i r i 1 i I ! I 'i l : I ? ! , t i i. i 1 ! 4 i i t ' I i i . . i t i i i t ! I 4\: . 85 i ; i ! j ! 1 i ; i • . i ; i • 1 • I , i i I •' ! 1. ; i • ► , s Ii t ; i i I ! i • i r ! i } i i i 'i I e ; � l i i � i c .., *. 80,o 5 10 15 20 28 30 35 40 WATER CONTENT. 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'; : y J113 L U\ao 2T h — — — — O O W T 1 z O O O O O D -O O O O O O 01 CO N ID in I I) (NI r in -aw ¢ U_WMr U- -Mw m )- 311J - 19i1- 1 O r .-: _ i 1, - ,--__ 1 01 o L N I O 0. r 41 W u.J W g . . O i I! g i § 1 � W CD 1.11 W3 Z dOV s o co -z D y Ev$0— - - - - - - - - - - W CC .7J H -J iCC p < W fa O W < iC!— oN 3w Z A. CCO N N , <z ; Q CO � ¢ cl =1 cc ci fr 0,1z O z• - - - -- - - - — _ _ _ _ —CO v v' E (7 — ak - - - -- - - ____ _, =— _ _ _ _ O 12 - - - _ , _ _ _ _ $ J N v � c. i _s oi O O O -O O O O O O O O o CO CO N LO U) I r7 cv T U.W crUWes-)- m } N � w - s� = � 1 I a 2 w sz O it w CO i O ,a. T T O R 3 W 2 z W ii a W < LI LL _ O 53 N� � O 03 O i s 8 8 I2 W ID ` cJ z w w 20- � 6 m E8 =C? X Z O z O co : — — Z i N g s — � -LL (n m dla W W CC 73 — Q U <1 — — o co -2 om WCO tr Z ' - - - - - - - - — co .- x W -ato E. 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E 2 k - - - - El . » | _ j a §0- - - - - § . - - - 0 ? B 8 ) a o 0 0 0 0 0 ' 0 0 0 0 i$ r C. W QWZ . u - zWI an ■ � - oXI ! 1.2 520229 -- p .�. I —. . . . . . • l - • S e-- q i ' _ (( .�.,- -�n 'A ,r �a`s�Y,.�n.. _k,' ifv��y„ S •c "w ..r ' �a.s 1°,'T` ,f+s r^ . F '.&ter } :.,,y h ‘ .1. '7-.a, f r'.. 7 . r' 'S..R .x riy 4 i '�".. `iti,k } I ...M C F f C4rt!&V5 fi -% r r e i I '' y s•'"zmrs.z 4 ;. f1 � ti 't �� [ • .. • ;71' r. , -Ftr flSe...F .vf`; • ' � _e r .4 nhi%. D xTtRRA \TES t « ... ; , : -833ParfetStreet ='� •;.-4. �• �t' ''" j .Y, k'{'" I �4- s'�. n; ws �r�3!'akewoad.Co: do 802TS. ,,kit-31- '. .6 s. �rx� :...' •• 'i 1303 '232-;830& �;r;;.„... "a ,.#.w>r 1 ty.F�§ vaw i : y1rc u _. i '_ r k r t �' •" ar'v 'Iiha•: ��}. .. � Y*'i' qsf r�'-j}.Y`��•r i, ' hy-q arv.� ' {a ` TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO . S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9A/Stage 1 TEST FINISHED 06-22-91 _CW SOIL DESCR. Doty SETUP NO. 2N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 14400 AT FIELD MOIST. No MOISTURE/DENSITY BEFORE AFTER DATA TEST TEST Wt. Soil + Moisture (g) 676 . 4 656 . 9 Wt. Wet Soil & Pan (g) 685. 1 665 . 5 Wt. Dry Soil & Pan (g) 581 .0 581 .0 Wt. Lost Moisture (g) 104. 1 84 . 5 Wt. of Pan Only (g) 8 . 7 8 .7 Wt. of Dry Soil (g) 572 .3 572 . 3 Moisture Content % 18 . 2 14 . 8 Wet Density PCF 134 .6 142 .5 Dry Density PCF 113.9 124. 1 init . Diameter ( in) 2 . 208 Init. Area (sq in) 3.829 Init. Height (in) 5.001 , -" Vol . Bee . Consol. (cu ft) 0.01108 Vol . After Consol. (-cu ft) 0 .01016 1 s _.z, zA . I E • • CzO � —' C.late- o / s-a-- age,.- afl ,i. = i•v coo) H3,aoo - 9FY 051 2.0 PCF I -n i`PP ., , Nenti PP • a-2 'e` 2 ‘C.29?' a .° �t y).� #51 ?• f -, ' ° Y ADVANCED TERRA TESTING, INC. 5 0 - uJ in , ao r- - N Q N Q U O O.CV 4- '2 1 ,c E— O _ 1=E � Q r7 4 cn Q co o c N d 0 � Z CO Q. N p U C O '$• C L N i OD O N r''l to to I a0 4, a N•CO 1•4! uo6.}a ol�0Q OW rilon _ .,,;=;.,.,... ,. -1 11 ----- • /T (,`� Y Sew IL /� . - U E o O U •• n X a O F N s cD v �� U <- < °' I Irk .i N II t N C/1 v cn c j v7 a � v N o 0O CO N o 0O CO N o 0O CO N o ❑ M M N N N N N r- ! r- (spucsnoyl) ;: }sci — SsQJ1,s 101.D!AQ,C CY C 2 TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO . S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9A/Stage 3 TEST FINISHED 06-22-91 CW SOIL DESCR. Doty SETUP NO. 2N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 65520 AT FIELD MOIST. No Init. Fit . ( in) 4. 654 Init. Area (sq in) 3 .729 Consol . Ht . (in) 4.635 Consol. Area (sq in) 3 . 725 Back Pres . PSI 45 .0 Strain Rate ( in/min) 0.002 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht. % Final Stress Pres. Pres. 3 1 Stress Lbs . PSF In. Strain Sq In. PSF PSI PSF PSF PSF Ratio 0. 0 0 0.00 0.00 3 .725 0 45 .0 0 65520 65520 1 .00 125 .0 4832 0.01 0. 13 3 .730 4826 62.5 2520 63000 67826 1 .08 217 . 5 8407 0.01 0. 22 3 .733 8389 67 . 2 3197 62323 70712 1 . 13 452 . 5 17491 0.02 0.43 3 . 741 17416 112 . 1 9662 55858 73273 1 .31 675 .0 26092 0.03 0.67 3.750 25917 148 . 4 14890 5063D 76548 1 .51 755 .0 29184 0.04 0.88 3. 759 28926 125 .9 18850 46670 75596 1 .62 800 .0 30924 0.05 1 .08 3.766 30590 192 .5 21240 44280 74870 1 . 69 822. 5 31793 0.06 1 . 29 3.774 31382 199.9 22306 43214 74596 1 .73 837 . 5 32373 0.07 1 .56 3 . 784 31867 206.0 23184 42336 74203 1 .75 840.0 32470 0.08 1.75 3. 792 31902 209.0 23616 41904 78806 1 .76 840.0 32470 0.09 2.00 3.801 31822 212 .0 24048 41472 73294 1 .77 843 .0 32586 0. 10 2 . 16 3 . 807 31883 214.0 24336 41184 73067 1 .77 t843 .0 32585 0. 11 2 .37 3.816 31812 216.0 24624 40896 72708 1 .78 $ 843 . 0 32586 0. 12 2 .59 3 .824 31742 218.0 24912 40608 72950 1 .78 $ 840.0 32470 0. 13 2.80 3 .833 31559 220.0 25200 40320 71879 1 .78 837.0 32354 0. 15 3.24 3.850 31307 222.0 25488 40032 71339 1 .78 h30.0 32083 0. 18 3 .80 3.872 30865 224.0 25776 39744 70609 1 .78 c 822 . 5 31793 0.20 4. 36 3.895 30408 725.0 25920 39600 70008 1 .77 E 815 .0 31503 0.23 5 .01 3.922 29927 226 .0 26064 39455 69383 1 .76 t. B12 .5 31407 0.26 5.50 3.942 29679 228 .0 26352 39168 68847 1 .76 808 .0 31233 0.30 6.47 3.983 29211 229.0 26496 39024 68235 1 .75 ADVANCED "TERRA TESTING, INC . . - TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9A/Stage 3 TEST FINISHED 06-22-91 CW SOIL DESCR. Doty SETUP NO. 2N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 65520 AT FIELD MOIST. No SATURATION DATA Cell Back Burette Pore Pres. Pres. Reading Pressure (PSI) (PSI) (CC) (PSI) Change B Close Open Close Open 40.0 35 .0 25 .5 26.0 50.0 45 .0 31 .9 33 .0 34. 4 42 . 6 8.2 0 . 82 60.0 29.6 29.7 44.7 54 .4 9. 7 0.97 CONSOLIDATION DATA Elapsed SQRT Burette Vol . Time TIME Reading Defl . (Min) (Min) (CC) (CC) 00.00 0.0 2.40 0.00 0. 25 0.5 10. 10 -7.70 0.5 0.7 10.30 -7.90 15 r 1 1 .0 10.40 -8.00 U 2 1 .4 10.50 -8. 10 4 2.0 10.60 -8.20 v 9 3 .0 10.90 -8.50 = 16 4.0 11 .10 -8.70 0. 30 5.5 11.35 -8.95 60 7.7 11.80 -9.40 120 11 .0 12.40 -10.00 240 V5.5 13. 25 -10.85 360 19.0 13.95 -11 .55 • Initial Height (in) 4.654 Init. Vol. (CC) 284 .45 deight Change ( in) 0.019 Vol . Change (CC) 15. 20 ,-::Ht. 'After Cons. ( in) 4.635 Cell Exp. (CC) 13 .75 a Initial Area (sq in) 3.729 Net Change (CC) 1.45 4,Area After Cons: (sq in) 3.725 Cons. Vol . (CC) 283 .00 toi ADVANCED TERRA TESTING, INC. --77-- I TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO . 9A/Stage 3 TEST FINISHED 06-22-91 CW SOIL DESCR. Doty SETUP NO. 2N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 65520 AT _FIELD MOIST. No MOISTURE/DENSITY BEFORE AFTER DATA TEST TEST Wt. Soil + Moisture (g) 676. 4 656.9 Wt. Wet Soil & Pan (g) 685 . 1 665 .5 Wt . Dry Soil & Pan (g) 581 .0 581 .0 Wt. Lost Moisture (g) 104. 1 84.5 Wt. of Pan Only (g) 8.7 8. 7 Wt. of Dry Soil (g) 572 .3 572 .3 Moisture Content % 18 . 2 14.8 Wet Density PCF 148 .5 144.9 Dry Density PCF 125.6 126 . 3 Init . Diameter (in) 2 . 179 Init. Area (sq in) 3.729 Init. Height (in) 4. 654 Vol . Bef. Consol . (cu ft) 0.01004 Vol . After Consol. (cu ft) 0.00999 fates & Comments: • ADVANCED TERRA TESFNIL,,,ANV. S O 4:\ ' 03. , CO d n C 0 Q � w N CL U o o X a 0 dM (7) ® xOim Cq 4 Cr) N o .. W v, aa) a ( a) a_ Q co Q C O / N N d Oh- 0 N 7 CA c W , N C.7 0- Q O O A O d N O 00 c0 N O 00 c0 N O ❑ N N N '- r- r- r- (spuosnoil) pad — 080 }S ro}cinod I 0 II to- rn I a) rC r . IA h I Q w C CV Q U N 0 n p n • u .d c Z 8 2 O M C i g g .E ON `og at= z qk - te J N19 r cno E U O C O V O M C d' N n N lc- Q _!.-4-----------------4a' I O O 0 •- N r7 d- in c0 r, 00 01 a N r7 to t0 N I I I I I I I I MIMI - OO U! UOi}001;9(3 OWn1On - I... /4 TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 29? ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9A/Stage 2 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 2N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 43200 AT FIELD MOIST. No Init. St. ( in) 4 . 776 Init. Area (sq in) 3.678 Consol . Ht. (in) 4 . 734 Consol . Area (sq in) 3.665 Back Pres. PSI 45 .0 Strain Rate ( in/min) 0.002 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht. % Final Stress Pres. Pres. 3 1 Stress Lbs. PSF In. Strain Sq In. PSF PSI PSF PSF PSF Ratio 0.0 0 0.00 0.00 3.665 0 45 .0 0 43200 43200 1 .00 225 . 0 8839 0.01 0. 15 3 .671 8826 83 . 6 5558 37642 46468 1 . 23 267 . 5 10509 0 .01 0. 21 3.673 10487 89. 8 6451 36749 47236 1 .29 395 .0 15518 0.02 0.42 3.681 15452 115 . 1 10094 33106 48558 1 .47 475 .0 18661 0.03 0.63 3 . 689 18542 135. 8 13075 30125 48667 1 .62 560.0 22000 0.04 0.89 3 .698 21805 153 . 2 15581 27619 49424 1 .73 572 .5 22491 0.05 1.06 3 . 705 22253 160. 2 16589 26611 48865 1 .84 587.5 23080 0.06 1 . 27 3.713 22788 165 . 8 17395 25805 48593 1 . 88 595 .0 23375 0.07 1 .48 3 . 720 23029 169 . 6 17942 25258 48287 1 .91 597 . 5 23473 0.08 1 . 73 3 .730 23067 172 . 5 18360 24840 47907 1 .93 L a 0. O w u T O w L c 0 v c L a ADVANCED TERRA TESTING, INC. it TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED . 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9A/Stage 2 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 2N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 43200 AT FIELD MOIST. No SATURATION DATA Cell Back Burette Pore Pres . Pres. Reading Pressure (PSI) (PSI) (CC) (PSI) Change B Close Open Close Open 40 .0 35.0 25.5 26.0 50.0 45 .0 31 .9 33 .0 34.4 42. 6 8. 2 0. 82 60.0 29 .6 29.7 44.7 54.4 9.7 0 .97 CONSOLIDATION DATA Elapsed SQRT Burette Vol . Time TIME Reading Defl. (Min) (Min) (CC) (CC) k 0.00 0.0 20. 10 0.00 a 0.25 0.5 30.70 -10.60 v 0.5 0.7 30.80 -10.70 1 1 .0 31.00 -10.90 2 1 .4 31. 10 -11 .00 `0 4 2.0 31.40 -11 .30 Q 9 3 .0 31 . 80 -11.70 16 4.0 32.50 -12.40 30 5 .5 33. 10 -13.00 60 7.7 33.40 -13.30 120 11 .0 34. 10 -14.00 240 15.5 35.40 -15.30 360 19 .0 36. 20 -16. 10 Initial Height ( in) 4 .776 Init. Vol. (CC) 287 .90 Height Change ( in) 0.042 Vol . Change (CC) 21 . 10 • '4. 13t. After Cons. ( in) 4.734 Cell Exp. (CC) 17.60 Initial Area (sq in) 3 . 678 Net Change (CC) 3.50 ' Area After Cons. (sq in) 3.665 Cons. Vol. (CC) 284.40 ADVANCED TERRA TESTING, INC. loll_. / 2- TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates 308 NO. 2003-28 BORING NO. S-2 DEPTH 296 - 297 ' SAMPLED 04-18-91 SAMPLE NO. 9A/Stage- 2 TEST STARTED 06-06-91 DCW TEST FINISHED 06-20-91 CW SOIL EE NOR. Doty TEST TYPE TX/CUpp SETUP NO. 2N CONF. PRES. PSF 43200 SATURATED TEST Yes AT FIELD MOIST. No MOISTURE/DENSITY BEFORE AFTER DATA TEST TEST Wt. Soil + Moisture (g) 676. 4 656.9 Wt. Wet Soil & Pan (g) 685 . 1 665 .5 Wt. Dry Soil & Pan (g) 581 .0 581 .0 Wt. Lost Moisture (g) 104. 1 84. 5 Wt. of Pan Only (g) 8 . 7 8. 7 Wt, of Dry Soil (g) 572.3 572 .3 Moisture Content % 18 .2 14. 8 Wet Density PCF 146.7 144. 2 Dry Density PCF 124. 1 125 . 6 Init. Diameter (in) 2. 164 Init. Area (sq in) 3. 678 Init. Height (in) 4. 776 Vol. Bef . Canso'. (cu ft) 0.01017 Vol . After Consol . (cu ft) 0.01004 totes & Comments : a u T U N L C 0 a u C L a ADVANCED TERRA TESTING, INC. ' /3 tV O O N O of a- C w co. CL c.J O r C] \ U X 8 .6 � N V7 ® ^ Ox W c J O N JCL co O � N c c O N O.1 C7 N — o N O as 00 N co t7 N O (spuosflogs) • - ' • pod — CGOJ}g -pop:,!Asia I 0 ca CNI I-_-11111111 / C U • Q N I L O � ® v OQ � z Q 111112co EIII OC V) P ca Fr CV .P1 CA L. 7i* " N IA • I1� J I O NI I I I rn st c0 I� CO Q) O N re)I I uy (O N a0 O I I I I I i i l i l l 0o ul uol}ocj;aO awnloA /5 'rRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9A/Stage 1 TEST FINISHED 06-22-91 CW SOIL DESCR. Doty SETUP NO. 2N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 14400 AT FIELD MOIST. No Init. Ht. (in) 5 .001 Init. Area (sq in) 3 . 829 Consol . Ht. ( in) 4.886 Consol . Area (sq in) 3.594 Back Pres. PSI 45 .0 Strain Rate ( in/min) 0.002 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht. % Final Stress Pres. Pres. 3 1 Stress Lbs. PSF In. Strain Sq In. PSF PSI PSF PSF PSF Ratio 0.0 0 0.00 0.00 3 .594 0 45 .0 0 14400 14400 1 .00 75 .0 3005 0.01 0. 14 3. 600 3000 51 .3 907 13493 16493 1 . 22 97 .5 3906 0.01 0. 20 3. 602 3898 55 . 6 1526 12874 16772 1 .30 205.0 8213 0.03 0. 55 3 . 614 8167 71 .0 3744 10656 18823 1 .77 232 . 5 9314 0.04 0.72 3 . 620 9248 76 .3 4507 9893 19140 1 .93 272.5 10917 0.05 1 .08 3. 634 10798 81 .9 5314. 9086 19885 2 . 19 292 .5 11718 0.07 1 . 13 3 .647 11550 84. 1 5630 8770 20320 2.32 305 .0 12219 0.09 1 .84 3.662 11994 85 . 6 5846 8554 20547 2 .40 310.0 12419 0. 10 2 .D5 3 . 670 12165 85.8 5875 8525 20690 2 .43 312.5 12519 0. 11 2.25 3. 677 12237 85 .9 5890 8510 20748 2 .44 L k a C 0 0 v M C L a ADVANCED TERRA TESTING, INC. TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9A/Stage 1 TEST FINISHED 06-27-91 CW SOIL DESCR. Doty SETUP NO. 2N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 14400 AT FIELD MOIST. No SATURATION DATA Cell Back Burette Pore Pres. Pres. Reading Pressure (PSI) (PSI) (CC) (PSI) Change B Close Open Close Open 40 .0 35.0 25.5 26.0 50.0 45 .0 31 .9 33.0 34. 4 42 . 6 8 . 2 0 .82 60.0 29. 6 29 .7 44.7 54.4 9. 7 0.97 CONSOLIDATION DATA Elapsed SQRT Burette Vol. Time TIME Reading Defl. (Min) (Min) (CC) (CC) I 0.00 0.0 -6.40 0.00 a 0. 25 0.5 13.85 -7.45 $ 0.5 0.7 14.00 -7.60 D. 1 1 .0 14. 13 -7.73 2 1 .4 14.40 -8.00 0 4 2.0 14.70 -8.30 3 9 3 .0 15.30 -8.90 16 4.0 15.98 -9.58 0. 30 5.5 17.00 -10.60 60 7. 7 18.60 -12.20 120 11 .0 21.00 -14.60 240 15.5 24.15 -17.75 . 360 19.0 26.35 -19 .95 Initial Height (in) 5.001 Init. Vol . (CC) • 313.85 Height Change ( in) 0. 115 Vol. Change (CC) 43.40 Ht. After Cons. (in) 4.886 Cell Exp. (CC) " 17.40 Initial Area (sq in) 3.829 Net Change (CC) 26:00 _ Area After Cons. (sq in) 3 .594 Cons.' Vol . ., (CC) " "287.85 4 ADVANCED TERRA.TESTING, INC. �.: ..:! TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9B/Stage 1 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 1N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 14400 AT FIELD MOIST. No MOISTURE/DENSITY BEFORE AFTER :DATA TEST TEST Wt. Soil + Moisture (g) 673 . 6 649 . 8 Wt. Wet Soil & Pan (g) 682 .3 658 . 4 Wt. Dry Soil & Pan (g) 583 . 5 583 . 5 Wt. Lost Moisture (g) 98 .8 75 . 0 Wt. of Pan Only (g) 8 .7 8 . 7 Wt. of Dry Soil (g) 574 . 8 574 . 8 Moisture Content % 17 . 2 13 . 0 Wet Density PCF 133 . 2 137.3 Dry Density PCF 113.7 121 . 4 Init. Diameter (in) 2 . 214 ' Init. Area (sq in) 3 .850 :: ;: ,., ,r., Init. Height (in) 5 .003 ° Vol . Bef . Consol. (cu ft) 0.01115 '"` _ Vol . After Consol . (cu ft) 0 .01043 y is a p/ L y a - . 0, - -. L �. 6eLazt AsAoe. T X/C UPp 77c-37- . 5-2 i"f8e..216-1771 2003�8 t s L q#3 246-z4 I--"4'-'4'1,-e--,---- •,w `S? nr/00;300 t Q7-_. ADVANCED TERRA TESTZNS3, I14C. • 0 d d a) a- aI V w a- 0 U c o 115 X a 0 C 0 co O 0 4 H.- e xo_ (J /n M m Q W al 5 Q N O 0 N m Q Q) S< N N ii— rL • c N Cal v cu c_ a L O O T 8 0 air` (spuosno Lis) -:.1!. ;od ScQ ;5 Jo}OIAQQ *a"'7ft } ,.1.1.4,V.0:.-"x -5 { 0 CD CO Co g U cn Q. 3 Z S t� L 0 0o O - n I--- • E `ni F= j °p —1- a o c 0 N CC CU V) m � zco v T (Q It N cn O Y C • j a9 o O O - N PO It IS) CC r% CO CP 0 I- N I I I I I I 00 ut uonool;od ou-inlon - ' TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-17-91 DCW SAMPLE NO. 9B/Stage 3 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 1N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 64800 AT FIELD MOIST. No Init. St. ( in) 4. 622 Init. Area (sq in) 3 .763 Consol . Ht. ( in) 4.593 Consol . Area (sq in) 3 .701 Back Pres . PSI 55 .0 Strain Rate ( in/min) 0.002 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht. % Final Stress Pres. Pres . 3 1 Stress Lbs. PSF In. Strain Sq In. PSF PSI PSF PSF PSF Ratio 0.0 0 0.00 0.00 3. 701 0 55 .0 0 64800 64800 1 .00 337 .5 13130 0.02 0. 44 3.718 13073 92 .0 5328 59472 72545 1 . 22 700.0 27232 0.04 0. 87 3.734 26995 147.3 13291 51509 78504 1 .52 925.0 35986 0.06 1 .31 3.750 35515 185. 6 18806 45984 81509 1 . 77 957.5 37250 0.07 1 .52 3.759 36682 196. 8 20419 44381 81063 1 . 83 975 .0 37931 0.08 1 . 74 3.767 37270 206 .0 21744 43056 80326 1 .87 992 .5 38611 0. 10 2.07 3. 780 37813 215.0 23040 41760 79573 1 .91 1002.5 39001 0. 11 2.39 3.792 38066 219.0 23616 41184 79250 1 .92 1005 .0 39098 0. 12 2. 61 3 . 801 38076 222 .0 24048 40752 78828 1 .93 1007 .5 39195 0 . 14 2 . 98 3. 815 38026 226.0 24624 40176 78202 1 .95 1002 .5 39001 0.16 3 .37 3.831 37684 227.0 24768 40032 77716 1 .94 992. 5 38611 0. 19 4. 14 3. 861 37014 228 .0 24912 39888 76902 1 .93 - 975.0 37931 0. 22 4.79 3.888 36114 227.0 24768 40032 76146 1 .90 1952. 5 37055 0. 26 5.-66 3.924 34958 225 .0 24480 40320 75278 1 . 87 -8932.5 36277 0 .32 6.-97 3.979 33750 222 .0 24048 40752 74502 1 .83 t925 .0 35986 0.35 7.-62 4.007 33243 220.0 23760 41040 74283 1 .81 x920.0 35791 0.40 8.71 4.055 32674 219 .0 23616 41184 73858 1 .79 , 915 .0 35596 0.49 10.67 4. 144 31799 . 214 .0 22896 41904 73703 1 .76 v Y c , 0. ADVANCED TERRA TESTING, INC. 4-•,- n "+, .,may,.... ._� TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-17-91 DCW SAMPLE NO. 98/Stage 3 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 1N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 64800 AT FIELD MOIST. No SATURATION DATA Cell Back Burette Pore Pres. Pres. Reading Pressure (PSI) (PSI) (CC) (PSI) Change B Close Open Close Open 40.0 35.0 23.5 23 .6 50.0 45.0 29.5 30.7 34.4 41 . 6 7.2 0. 72 60.0 55.0 26. 6 44.7 53.7 9.0 0.90 70.0 24.9 24.9 54.9 64.6 9.7 0.97 CONSOLIDATION DATA Elapsed SQRT Burette Vol. Time TIME Reading Defl. (Min) (Min) (CC) (CC) g 0.00 0.0 27.50 0.00 a 0. 25 0.5 37.20 -9.70 v 0.5 0.7 37.50 -10.00 1 1 .0 37.80 -10.30 2 1 .4 38.10 -10.60 `0 4 2.0 38.40 -10.90 E 9 3.0 38.60 -11 .10 16 4.0 39.30 -11 .80 30 5 .5 39.70 -12.20 60 7.7 40.00 -12.50 120 11 .0 41 .10 -13.60 240 15 .5 42.00 -14.50 360 19.0 - 2.50 -15.00 Initial Height (in) 4 .622 Init. Vol . (CC) 285. 10 Aeight Change ( in) 0.029 Vol. Change (CC) 18.30 Ht. After Cons. (in) 4.593 Cell Exp. (CC) 11 .85 - Initial Area (sq in) 3.763 Net Change (CC) 6.45' .x. Area After Cons., (sq in) 3.701 ._::,,Cons. Vol. (CC) 278.65 K. ADVANCED TERRA TES7,SJirs.;,.IN;C._ TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO . S-2 SAMPLED 04-18-91 DEPTH 296 - 297' TEST STARTED 06-17-91 DCW SAMPLE NO. 98/Stage 3 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 1N TEST TYPE TX/Cupp SATURATED TEST Yes CONF. PRES. PSF 64800 AT FIELD MOIST. No MOISTURE/DENSITY BEFORE AFTER DATA TEST TEST Wt. Soil + Moisture (g) 673 . 6 649 .8 Wt . Wet Soil & Pan (g) 682.3 658.4 Wt . Dry Soil & Pan (g) 583.5 583. 5 Wt. Lost Moisture (g) 98.8 75.0 Wt. of Pan Only (g) 8 .7 8 .7 Wt. of Dry Soil (g) 574. 8 574.8 Moisture Content % 17. 2 13 .0 Wet Density PCF 147.5 145 .6 Dry Density PCF 125 .9 128 .8 Init. Diameter (in) 2. 189 Init. Area (sq in) 3.763 Init. Height (in) 4.622 Vol. Bef . Consol . (cu ft) 0.01007 Vol. After Consol . (cu ft) 0.00984 fates & Comments: ADVANCED TERRA TESTING, INC. G i N of C Q w 0_ C_) OC a \ U Q X a Nrn If rn Ld a a) _I mcc d o a v- 42 o 'd' cn h at n y O y y� O O CD 1- NO N N N O N r- � �' N O (sPuosnowl) ;ad — COOJ}5 Jolo1nod • co CO N Q g Cu) 0 V Z8 ON 0 C - M "4t d • ® � � r= c • y CO C O /y' • co Q- to 253 CD pL L , 6 a O N M7 ' it) (O N CO C O N N') * to (O NCO I i I I I I I I I r I I I 1 I I I I 1 00 Lit uol}0OI10C ownI°A ncrr,.� . TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-14-91 DCW SAMPLE NO. 98/Stage 2 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. iN TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 43200 AT FIELD MOIST. No Init. Ht . ( in) 4.753 Init. Area (sq in) 3.794 Consol . Ht. (in) 4. 732 Consol . Area (sq in) 3 . 675 Back Pres. PSI 55 .0 Strain Rate ( in/min) 0.002 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht. % Final Stress Pres. Pres. 3 1 Stress Lbs. PSF In. Strain Sq In.. PSF PSI PSF PSF PSF Ratio 0.0 0 0.00 0.00 3 .675 0 55 .0 0 43200 43200 1 .00 82.5 3232 0.01 0. 11 3.679 3229 68 .5 1944 41256 44485 1 .08 150.0 5877 0.01 0.21 3. 683 5865 73 .3 2635 40565 46430 1 . 14 255 .0 9991 0.02 0.42 3.691 9949 98. 1 6206 36994 46943 1 .27 350.0 13713 0.03 0. 63 3 .699 13626 120.0 9360 33840 47466 1 .40 470.0 18415 0.05 0.95 3.711 18240 147.0 13248 29952 48192 1 .61 517.5 20276 0.06 1 . 16 3.718 20041 162 .0 15408 27792 47833 1 .72 560.0 21941 0.07 1 .37 3.726 21640 171 .7 16805 26395 48035 1 .82 568 .8 22286 0.08 1 .58 3 .734 21933 178 .3 17755 25445 47378 1 .86 582.5 22823 0.09 1 .80 3 .742 22413 183. 5 18504 24696 47109 1 .91 597.5 23411 0. 10 2 . 11 3.755 22916 188.5 19224 23976 46892 1 .96 602.5 23607 0.11 2.32 3.763 23058 191 .2 19613 23587 46645 1 .98 k a u u L O 0 ADVANCED TERRA TESTING, I.N .,,, '-: �:"_73 TRIAXIAL COMPRESSION TEST DATA -CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-14-91 DCW SAMPLE NO. 9B/Stage 2 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 15 TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 43200 AT FIELD MOIST. No SATURATION DATA Cell Back Burette Pore Pres. Pres. Reading Pressure (PSI) (PSI) (CC) (PSI) Change B Close Open Close Open 40.0 35.0 23 .5 23.6 50.0 45 .0 29.5 30.7 34.4 41 . 6 7.2 0.72 10.0 55.0 26.6 44.7 53 .7 9.0 0.90 70.0 24 .9 24.9 54.9 64.6 9.7 0.97 CONSOLIDATION DATA Elapsed SQRT Burette Vol. Time TIME Reading Defl. (Min) (Min) (CC) (CC) 0.00 0.0 0. 80 0.00 g 0.25 0.5 11.20 -10.40 1 0.5 0.7 11 .50 -10.70 1 1.0 11.70 -10.90 4. 2 1 .4 11.90 -11.10 0 4 2.0 12. 10 -11.30 9 3.0 12.50 -11.70 16 4.0 12.90 -12.10 30 5.5 13.50 -12.70 a 60 7.7 14.20 -13.40 120 11 .0 15. 20 -14.40 240 15.5 16.80 -16.00 360 19.0 18.00 -17.20 Initial Height ( in) 4.753 Init. Vol. (CC) 295.59 deight Change ( in) 0.021 Vol. Change (CC) 26.70 Ht. After Cons. ( in) 4.732 Cell Exp. (CC) 16.15 ``^:Initial Area (sq in) 3.794 Net Change (CC) 10.55 _ ;-Area After. Cons. (sq in) 3.675 Cons. Vol. (CC) 285.04 _ , . ADVANCED TERRA ES IN INC. TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297' TEST STARTED 06-14-91 DCW SAMPLE NO . 9B/Stage 2 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 1N TEST TYPE TX/Cupp SATURATED TEST Yes CONF. PRES . PSF 43200 AT FIELD MOIST. No MOISTURE/DENSITY BEFORE AFTER DATA TEST TEST Wt. Soil + Moisture (g) 673 .6 649.8 Wt. Wet Soil & Pan (g) 682 .3 658 . 4 Wt. Dry Soil & Pan (g) 583.5 583. 5 Wt. Lost Moisture (g) 98.8 75.0 Wt . of Pan Only (g) 8 .7 8 .7 Wt. of Dry Soil (g) 574.8 574. 8 Moisture Content % 17.2 13.0 Wet Density PCF .142.3 142.3 Dry Density PCF 122 .4 125.9 Init. Diameter ( in) 2 . 198 Init. Area (sq in) 3.794 Init . Height (in) 4.753 Vol. Bet. Consol. (cu ft) 0.01044 Vol. After Consol . (cu ft) 0.01006 Notes & Comments: a 8 0 d E ADVANCED TERRA TESTXNG., INC. 11111 ic N CO N O 1- �" W. CO d U C 0 O \ U X O ' O a H- p CO O E N rill c O W c F- r CJ N co 0- --1 fa 00 Q p ` N I f l- . N G p N E .. c N 0. 0 O r.r O y CS O N O CA O N CO LO d' M) N O CI (spuosnoy1) ;sd — =sons JO}OInOQ r: C.7 pv. I�IIIIIII O w In co ,- co C\ mr Q CN o U rn O 0 c z 8 o a) , Q ® - i�E CU p o i E o °0 0 = 'el, O c E Z 'C a- ° cir 8 `n o 0 N 4.4 4- 5 rn . T C a t N N O O N N' CD CO O_ N_ t O CO N N N 1 1 1 1 1 I I I 00 u! UOI0OI&OC ownlOA __-...111 I. TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO . S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9B/Stage 1 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 1N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 14400 AT FIELD MOIST. No Init. Mt . ( in) 5 .003 Init. Area (sq in) 3.850 Consol . Ht. (in) 4.863 Consol . Area (sq in) 3.708 Back Pres . PSI 55 .0 Strain Rate ( in/min) 0.002 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht . % Final Stress Pres . Pres. 3 1 Stress Lbs. PSF In. Strain Sq In. PSF PSI PSF PSF PSF Ratio 0.0 0 0.00 0 .DO 3.708 0 55.0 0 14400 14400 1 .00 50.0 1942 0.01 0.10 3 .712 1940 65 . 5 1512 12888 14828 1 . 15 162. 5 6311 0.02 0.41 3.723 6285 80.2 3629 10771 17056 1.58 200.0 7767 0.03 0.66 3.732 7716 86.4 4522 9878 17595 1 .78 220.0 8544 0.04 0.82 3.739 8474 89 .5 4968 9432 17906 1 .90 240.0 9321 ° 0.05 1 .03 3.746 9225 92 .8 5443 8957 18182 2 .03 272.5 10583 0.08 1 .54 3.766 10420 96.4 5962 8438 18858 2 .23 287.5 11165 0.09 1 .89 3.779 10954 97.8 6163 8237 19191 2.33 295 .0 11457 0 . 10 2 .14 3 .789 11212 98.3 6235 8165 19376 2.37 297.5 11554 0.11 2.80 3.795 11288 98. 6 6278 8122 19409 2.39 g a u r u m C. 5 • ADVANCED TERRA TESTING, INC. .. ,r �IInIA TRIAXIAL COMPRESSION TEST DATA CLIENT Golder Associates JOB NO. 2003-28 BORING NO. S-2 SAMPLED 04-18-91 DEPTH 296 - 297 ' TEST STARTED 06-06-91 DCW SAMPLE NO. 9B/Stage 1 TEST FINISHED 06-20-91 CW SOIL DESCR. Doty SETUP NO. 1N TEST TYPE TX/CUpp SATURATED TEST Yes CONF. PRES. PSF 14400 AT FIELD MOIST. No SATURATION DATA Cell Back Burette Pore Pres. Pres. Reading Pressure (PSI) (PSI) (CC) (PSI) Change B Close Open Close Open -40.0 35.0 23.5 23 .6 50.0 45.0 29.5 30.7 34.4 41 .6 7.2 0.72 60.0 55.0 26.6 44.7 53. 7 9.0 0 .90 70.0 24.9 24.9 54.9 64 .6 9.7 0.97 CONSOLIDATION DATA Elapsed SQRT Burette Vol. Time TIME Reading Defl. (Min) (Min) (CC) (CC) 0.00 0.0 0.50 0.00 a 0.15 0.5 6.95 -6.45 d 0.5 0.7 7. 10 -6.60 r 1 1 .0 7.35 -6.85 2 1 .4 7.70 -7.20 4 2.0 8.25 -7.75 $ 9 3.0 9.20 -8.70 16 4.0 10.20 -9.70 0. 30 5.5 12.40 -11.90 60 7.7 14.00 -13.50 120 11 .0 17.50 -17.00 240 15 .5 21.45 -20.95 . 360 19.0 24.30 -23.80 Initial Height (in) 5.003 Init. Vol . (CC) 315.69 Height Change ( in) 0. 140 Vol. Change (CC) 37.90 ; Ht. After Cons. (in) 4.863 Cell Exp. (CC) 17.75 .- Initial Area (sq in) 3.850 Net Change (CC) 20. 15 Fi Area After Cons. (sq in) 3.708 Cons. Vol. (CC) - 295 .54 5 - ADVANCED TERRA TESTING, INC. AT ('Cr(' ... ^n APPENDIX .1 GROUND WATER CHEMISTRY LABORATORY RESULTS S L o CO v 3 n O Al p .\f a P -P pp •O N. N v -o ry1� yV• p .-.O• 9 vf�NAY�IPN00 V..O}0••.O}000'0 Nit-in OPP IC ^M^•O MOPMM •O.}07 V 000ao Al O N N .- .- .f OOO^ •O WOP • V ••4 in P _ CO A O O l•••• A N b O v1 P in g • N. O • N h \ M • V O Ep p } • N• . •a O 0J -4 b Al No.H?NV0.Np M V O�O}N.O N. Al 1XI ntaN- NN^NMN. NM V V O V O V O y P Y j O W 0 M• O0 O O, O t a O N • � "O q OO. fa \ y a v Oa — -4+ 4 O 454, d U fa U p w ° o � • CO. in.O 0' �MNOOnnNNVOMNOV••OI PM MN'O A0pP L w L N.1 LAN 03 •XI V OONOO (.J `O Al N C m !� f� f�•O Al .f OO •^ v 0n� • N � ET J L o yst L J a C d a 0 y > O a 3 L W or ow « v •maw y L « L W E N w 01 Y - 6 -Jm O W O U la O ilo a O Fva y Y t. 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Y r 0 N N 0h. ww0I' AAArUrUICLOUNUZYU •..SNN 1- UCUU AA Z • --Tor- 1 erA Agr ACATA LA DRAW WASTE SYSTEMS , I \ C . \ VET .P =GIO\ AL LA\ DF LL ( SO , T- ) SITE CHARACTERIZATION DENVER REGIONAL LANDFILL CSOU1 VOLUME I September 23, 1991 Prepared by: Doty & Associates 20011 Golden Gate Canyon Road Golden, Colorado 80215 92063' UM 1 1 I DOTY & ASSOCIATES ENVIRONMENTAL,GROUND-WATER AND WASTE MANAGEMENT ENGINEERS 20011 GOLDEN GATE CANYON ROAD SUITE 100 GOLDEN,COLORADO 80403-8125 TELEPHONE: (303)279-9181 FAX: (303)279-9186 SITE CHARACTERIZATION DENVER REGIONAL LANDFILL (SOUTH) September 23, 1991 VOLUME I Prepared for: Laidlaw Waste Systems, Inc. 2340 South Arlington Heights Road Suite 230 Arlington Heights, Illinois 60005 Prepared by: Doty & Associates 20011 Golden Gate Canyon Road Suite 100 Golden, Colorado 80403 a with U Golder Associates Inc. 200 Union Boulevard L o Suite 100 F Lakewood, Colorado 80228 Project No. 1202-05 Benjamin P. D y, P.E. 11 1 Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates TABLE OF CONTENTS Page EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 3 2.0 GENERAL SITE CONDITIONS 4 2.1 SITE LOCATION 4 2.2 LAND USE 4 2.2.1 Underground Mining 4 2.2.2 Landfilling 5 2.2.3 Other Uses 7 2.3 TOPOGRAPHY 8 2.4 CLIMATIC CONDITIONS 8 3.0 SOIL AND BEDROCK CHARACTERISTICS 10 3.1 SOIL CHARACTERISTICS 13 3.1.1 Regional Surficial Deposits 13 3.1.2 Site Specific Soils 13 3.2 BEDROCK CHARACTERISTICS 15 3.2.1 Regional Stratigraphy 15 3.2.2 On-Site Conditions 17 3.2.3 Geologic Structure 19 4.0 HYDROLOGIC CONDITIONS 23 4.1 SURFACE WATER HYDROLOGY 23 4.2 GROUND-WATER HYDROLOGY 24 4.2.1 Regional Ground Water 24 4.2.2 On-Site Conditions 26 4.2.3 Local Ground-Water Use 31 4.3 GROUND-WATER CHEMISTRY 31 5.0 GEOLOGIC HAZARDS & LOCATION RESTRICTIONS 34 0 v 5.1 FAULTING & SEISMICITY 34 `- 5.2 SUBSIDENCE POTENTIAL 34 6.0 POTENTIAL FOR IMPACTS 36 6.1 SURFACE WATER PATHWAY 36 6.2 GROUND-WATER PATHWAY 37 6.3 METHANE GENERATION 39 -i- 9Z0633 _Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates TABLE OF CONTENTS (Continued) Page 7.0 ENVIRONMENTAL MONITORING SYSTEM 41 7.1 OPERATIONAL MONITORING -41 -7.1.1 Description of System -41 7.1.2 Reporting & Analysis 43 7.2 POST-CLOSURE MONITORING 44 8.0 BIBLIOGRAPHY 45 LIST OF APPENDICES Appendix A. Tables Appendix B. Figures Appendix C. Field Investigation Appendix D. Boring Logs Appendix E. Well and Borehole Summaries Appendix F. Geophysical Logs Appendix G. Packer Tests Appendix H. Recovery Tests Appendix I. Soils Laboratory Test Results Appendix J. Ground Water Chemistry Laboratory Results LIST OF SHEETS Sheet 1. Boring and Cross Section Locations Sheet 2. Structure on Base of No. 6 Coal C Sheet 3. Potentiometric Surface in No. 6 Coal Sheet 4. Cross Sections A and B Sheet 5. Cross Sections C and D L Sheet 6. Cross Sections E and F O O O O 0. S 0635 Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates EXECUTIVE SUMMARY This document presents a geologic and hydrologic characterization of the Laidlaw Denver Regional Landfill (South). The site characterization is based on published reports, data from investigations of properties surrounding the site,data from previous on-site investiga- tions, and data collected specifically for this report. The results and conclusions of the site characterization are as follows. 1. Landfilling is consistent with current land uses in the area which are past on-site and off-site underground coal mining with associated surface operations, farming, the Erie Airpark residential/airport operation, an auto salvage yard, rural- residential use, and several disposal operations (including the landfill currently in operation at the site). 2. There are no perennial streams or ponds within the site boundaries. 3. Soils are generally silty clays with a trace to some sand and are of low plasticity; soil thickness ranges from about 1.5 to 17 feet. There is very little perennial saturation of the soils. The occurrence of water in the soils appears to be controlled by increased infiltration at areas of surface water concentration where there are also relatively thick soil deposits. Saturation of soils probably occurs periodically elsewhere, but only in response to precipitation events. The hydraulic conductivity of the soils is generally low(in the range of ]x10-6 to 1x10-5 centimeters per second). 4. The uppermost bedrock is the upper Laramie Formation consisting primarily of claystone, with significantly lesser amounts of siltstone, sandstone, coal and relatively thin layers of highly cemented, ferruginous siltstone known locally as ironstone. The geologic structure is that of a mild dome plunging to the south-east; there are no faults on-site. The hydraulic conductivities of the bedrock materials are as follows. Hydraulic $ Conductivity Material (centimeters per second) Claystone 7x10-r Siltstone 1 x10-6 o Sandstone 6x10-5 Coal 3x10-5 Ground water occurs in two or three hydraulically isolated and laterally continuous systems within two coal horizons and one sandstone layer. Because of structural control, the uppermost aquifer on the eastern half of the site is a coal known as the No. 6 Coal. However, on the western half of the site, the No. 6 Coal is unsaturated and the uppermost aquifer is in a deeper sandstone and coal. All zones of saturation in the bedrock are at least fifteen feet below the top of the liner and a minimum of twelve feet below the base of the leachate collection system sumps. -1- L0633 TIM 1 1 Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates 5. The regional aquifer is the Laramie-Fox Hills which begins at a depth of 375 feet below ground and is approximately 343 feet thick. The top of the Laramie-Fox Hills is approximately 85 feet below the coal mining horizon (290 feet below ground); the materials separating the mining horizon and the aquifer consist mostly of non- fractured claystone with some coal horizons. The water in the Laramie-Fox Hills is under confinement, with a water level rise of about 128 feet above the top of the aquifer. Ground-water flow in the Laramie-Fox Hills is to the east-southeast under a gradient of approximately 0.006. 6. The site is well located from the point of view of geologic and hydrologic hazards. There are no flood plains or wetlands at the site, and there is no evidence of recent slope instability, faulting, folding, rockfall or erosion. The site is not located in a seismic impact zone as defined in EPA (1988). Based on a series of worst case assumptions, a maximum subsidence of two feet toward the old coal mine beneath the site could occur, with a maximum slope change of 1.6%; however, subsidence of this magnitude is considered unlikely because of the extreme conservatism of the analytical assumptions. Subsidence is substantially complete in the high extraction area away from the shafts. 7. Contamination of the environment by the operation is considered very unlikely given the suitability of the site and the operations plan. The characteristics of the site that make it suitable for landfilling are the absence of surface water, the low hydraulic conductivity bedrock and soil, and the relatively large depth to ground water. Operational factors that minimize the potential for contamination are the construction of a complete composite liner system consisting of compacted clayey material overlain by a geomembrane liner, which is in turn covered by a complete leachate collection system. In addition, daily cover consisting of low hydraulic conductivity soils will be placed promptly and the2ntire site will be covered with a well-compacted final soil cover. 8. Ground water, leachate and explosive gas concentrations will be monitored for a quarterly basis for the life of the facility and on a quarterly and semi-annual basis for a I5-year post-closure care period. Ground water will be monitored for the parameters specified in the Colorado Department of Health Regulations (CDH, 1990a) and the results will be evaluated using a statistical procedure. Reports of each monitoring event will be prepared and submitted to Weld County and the State 0 of Colorado. 0 Based on the foregoing, it is our opinion that conditions at the site meet the site standards for new facilities described in Section 4.1 of the State of Colorado solid waste regulations (CDH, 1990a) and that a sanitary landfill can be operated at the site in an environmentally sound manner. -2- -920633 1_ Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates 1.0 INTRODUCTION This document presents the geologic and hydrologic characterization of the Laidlaw Denver Regional Landfill (South). The intent of the document is to present a thorough, comprehensive and defensible description of site conditions for use in designing an expansion of the existing landfill and in permitting the new design. An evaluation of potential impacts of the operation is also presented, as well as an operational and post- closure environmental monitoring system. The site characterization is based on published reports, data from investigations of .. properties surrounding the site,data from previous on-site investigations,and data collected specifically for this report. These investigations include drilling, soil sampling, soils testing, hydraulic tests of wells, and water level measurements. Methods used in the investigation performed specifically for this report are described in detail in Appendix C. Appendices D through I present the boring logs, well completion details, geophysical logs, packer test data and results, recovery test data and results, and soils laboratory test results. In addition, a detailed evaluation of subsidence potential was performed based on subsurface geometries and material strengths developed from on-site data. These analyses and resulting conclusions are described in detail in Golder (1991). L a v v U T U W C 0 L C o. -3- �fT 1 1 . LaidlawDenver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 2.0 GENERAL SITE CONDITIONS 2.1 SITE LOCATION The Denver Regional Landfill (South) is approximately 1-1/2 miles southeast of Erie, Colorado, and consists of an area of approximately 150 acres. More specifically, the site is located in the East 1/2 of the Northwest 1/4 and the West 1/2 of the Northeast 1/4 of Section 29, Township 1 North, Range 68 West, Sixth Principal Meridian, Weld County, Colorado. Access to the site is from Interstate 25, Colorado Highway 7, and Weld County Road 5. 2.2 LAND USE Land uses in the site vicinity consist of past underground coal mining with associated surface operations, several disposal operations, farming, the Erie Airpark residen- tial/airport operation, an auto salvage yard, and various residential uses. 2.2.1 Underground Mining Underground coal mines were operated in the general area (the Boulder-Weld Coal Field) from the early 1920s until the 1960s to provide heating coal to cities along the Front Range. g Coal was mined at the site from the Columbine Mine from 1920 to 1946, at a depth of approximately 280 feet below ground. The mining town of Serene was located in the southeast quarter of the site to provide housing for mine workers but has long since been v removed. The main hoisting mine shaft and associated foundations are currently present 0 near the center of the property. The shaft was plugged in June and July, 1990, by the Colorado Mined Land Reclamation Division from its total depth (282.5 feet below ground) to forty feet below ground (Mined Land, 1990). An air shaft and decline are also present on site. -4- *J0'?i3 1•1-- Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 2.2.2 Landfilling Landfilling in the vicinity of the site includes an open dump known as the Pratt Property (now closed and revegetated), the Denver Regional Landfill (South), another Laidlaw operation known as the Denver Regional Landfill (North), and two proposed operations. The locations of these uses are shown on Figure 1 in Appendix B. Pratt Property The Pratt Property is located immediately east of the site in the East 1/2 of the Northeast 1/4 of Section 29. The Pratt Property is not owned by Laidlaw nor was it ever operated by Laidlaw; however, as part of the conditions of the Certificate of Designation transfer to Laidlaw from the previous operator of the Denver Regional Landfill (South), Laidlaw has completed the closure of the Pratt Property and will maintain it through the post-closure period. Closure activities completed by Laidlaw include grading of the final cover, revegetation, and installation of a passive methane venting system. Post-closure care provided by Laidlaw includes quarterly inspections (cover, vegetation and perimeter drainage system) and monitoring of ground-water and explosive gas conditions. In addition, Laidlaw monitors subsidence of the cover on an annual basis. Landfilling of the Pratt Property began in approximately 1964. The following historical details are from CDH (1990b). The site, known as the Erie Landfill, was originally used for disposal of municipal refuse; however, liquid wastes including methyl ethyl ketone and other unknown compounds were also accepted. Torpedo propellants were also destroyed L (burned)on the property. Disposal of the above mentioned liquid wastes apparently ceased a in 1969. a The Erie Landfill received a Certificate of Designation (CD) from Weld County on July 17, 1968. Operational records are scanty for the period immediately following receipt of the CD; however, Browning-Ferris Industries (BFI) operated the site during the early 1970s (certainly by 1974) as the operating contractor for all Weld County landfills. In October -5- 9 ZOgg ICI - 1 Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 1976, BFI sold the county-wide contract to Ralph Roweder, who apparently continued to operate the Erie Landfill. The Keirnes Corporation (owners of Colorado Landfill, Inc.) purchased the county-wide contract in 1979 but did not operate the Erie site. Weld County revoked the CD on June 6, 1979. The site was abandoned from that time to 1982. In September 1982, the owner of the Pratt Property entered into an agreement with the Keirnes Corporation to complete the filling of the site to a final grade that would promote surface water runoff and eliminate potential health hazards. Approval to fill and close the Pratt Property was granted by Weld County under the Use By Special Review Permit 534. The Pratt Property was operated by Colorado Landfill, Inc., following Nelson (1982) until December, 1985, when it was acquired by Western Disposal, Inc. Western Disposal completed the filling of the Pratt property and placed the final cover. Denver Regional Landfill (South) The Denver Regional Landfill (South) was originally permitted by Colorado Landfill, Inc., as the Southwest Weld County Landfill (Special Use Permit 400-79-22). The Weld County Board of Commissioners issued a CD for the operation on December 10, 1979. Colorado Landfill, Inc., operated the site according to the approved operations plan (Nelson, 1979). During the early 1980s, liquid wastes including car wash and grease trap wastes were routinely accepted at the site. Releases from the liquid waste disposal operation eventually o required construction of three ponds on the western property boundary. Colorado Landfill, o 0. Inc., sold the south site to Western Disposal, Inc., in December, 1985. al Laidlaw acquired the site from Western Disposal on January 1, 1988, and presently operates the facility following an operations plan described in IC (1988a), as amended by IC (1989) which increased the depth of cut in the northwest corner of the site. 6 -6- 1111111 I Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates Denver Regional Landfill (North) The Denver Regional Landfill (North) is an 80 acre site located in the South 1/2 of the Southwest 1/4 of Section 20, Township 1 North, Range 68 West, Sixth Principal Meridian (immediately northwest of the site). The North Site was originally permitted by Landfill Systems, Inc., and began operations in December, 1984, under an approved operations plan (HSI, 1983). The site was acquired by a predecessor to Laidlaw, GSX Denver Regional Landfill, Inc., on August 11, 1986. The site is currently operated by Laidlaw as a completely separate operation under an approved operations plan (Doty, 1987c). Proposed Operations The proposed Environmental Recycling and Disposal Facility is a 200 acre site (24.3 million cubic yards) located in the West 1/2 of Section 28, Township I North, Range 68 West, Sixth Principal Meridian. The design and operations plan (White, 1990) has been reviewed and approval granted by Weld County and the Colorado Department of Health. The proposed Horst Landfill is a 145 acre site (15.4 million cubic yards) located in the Western 1/2 of Section 21, Township 1 North, Range 68 West, Sixth Principal Meridian. A design and operations plan (HLA, 1990) is currently under review by the Town of Erie, Weld County and the Colorado Department of Health. a 2.2.3 Other Uses U Other uses in the vicinity of the site include dry land farming, an auto salvage yard that o has been in operation for many years, the Erie Airpark residential/airport operation, limited residential uses, and extensive production of oil and gas. The nearest dwelling is approximately 2,000 feet northeast of the property; the nearest residential development is at the Airpark, approximately 5,000 feet southwest of the site. The runway at the Airpark is approximately 5,400 feet from the site. -7- IlllllE ' I Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 2.3 TOPOGRAPHY The site is on a west-facing slope with a total topographic relief of about 150 feet. Most of the northern half of the property has already been landfilled; about 1/4 of the southern half of the property has been partially excavated in preparation for additional filling operations. The area not currently used by the operation is partially vegetated and the perimeter of the property is fenced. Prior to landfilling, a westward draining gully traversed the northern half of the property (Figure 2 in Appendix B). The gully originated in the northeastern corner of the Pratt Property and sloped to the west at about 3.5 percent. West of the site, the gully becomes a well-defined channel that joins perennial Coal Creek about 2,900 feet from the property line. 2.4 CLIMATIC CONDITIONS The climate in the vicinity of the site is mild and semi-arid. Average annual precipitation is 14.65 inches at Brighton, about 12 miles east of the site, with most of the precipitation falling in the spring and summer months(White, 1990). May is typically the wettest month. The nearest station with reliable pan evaporation data is Cherry Creek Reservoir where the average annual evaporation rate is 53.58 inches. A summary of monthly precipitation and evaporation data is provided in Table 1 in Appendix A. v The 100-year, 24-hour precipitation event for the area is estimated to produce 5.1 inches of rainfall(NOAA, 1973). The 100-year maximum intensity(thunderstorm)event is estimated a to produce 6.5 inches per hour for 12 minutes, or 1.3 inches of total rainfall (NOAA, 1973). The 100 year - 1 hour precipitation event is 2.7 inches, according to information presented d in Urban Drainage (1978). The Colorado Climate Center provided the following general description of wind conditions at the site (White, 1990): -8- 9Z0833 l�lltl --1 -- Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates o daytime winds are predominately from the east and southeast at 6 to 10 miles per hour (mph); o strong winds are predominately from the west and northwest; o spring is the most windy season with average wind speeds of 10 to 11 mph; and, o late summer is the least windy season with average wind speeds of 7 to 8 mph. Based on wind data collected at the Jefferson County Airport, about 7 miles south of the site, most of the high velocity winds are from the west-southwest to north-northeast (Table 2 in Appendix A). One hundred percent of the winds above 24 mph are from these directions, as well as 77% of the 12-24 mph winds, and 48% of the 4-12 mph winds. 01 O. n a v u T U W L C O O v c a -9- Co3S 11�fm ' 1 T I Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 3.0 SOIL AND BEDROCK CHARACTERISTICS Soil and bedrock characteristics have been evaluated based on published reports, data from investigations of properties surrounding the site, data from previous on-site investigations, and data collected specifically for this report. These investigations include drilling, soil sampling, soils testing, hydraulic tests of wells, and water level measurements. Available data from the various sources are summarized below. The site investigation completed in the first half of 1991 consisted of the following: 1. Auger drilling, continuous sampling and core drilling of 14 boreholes; 2. Geophysical logging of the bedrock boreholes; 3. Installation of fourteen new monitoring wells -- four in the soil (the S-100 series), nine in the Laramie Formation bedrock (the S-200 series), and one at the base of the refuse along the western toe of the Pratt Property (S-107); 4. Rotary drilling and coring of four deep boreholes to address subsidence issues related to coal mining beneath the site (S-1 through S-4); 5. Packer testing of six boreholes to determine in situ hydraulic conductivity; 6. Well development and water level recovery monitoring subsequent to installation of the monitoring wells; 7. Drilling, installation and development of a water supply well completed in the Laramie-Fox Hills Aquifer; a E 8. Rotary drilling and installation of six piezometers in the southern half of the site (PZ-I through PZ-6); and v 9. Monitoring of ground-water levels in the newly installed wells and piezometers. 0 v The drilling locations are shown on Figure 2 in AppendixB and on Sheet I. Methods used in the investigation are described in detail in Appendix C. Additional appendices present the boring logs, well completion details, geophysical logs, packer test data and results, recovery test data and results, and soils laboratory test results. -10- s'flr^s Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates Numerous borings and test pits have been completed during earlier investigations at the Denver Regional Landfill (South) to depths ranging from 3 to 100 feet. 1. Test borings TH-1 through TH-10 were drilled in 1979 by Empire Laboratories,Inc., for Nelson Engineers in support of the 1979 Colorado Landfill, Inc.,operations plan. The boring locations and logs are presented in IC (1986a). 2. Ten boreholes, also called TH-1 through TH-10, were drilled on the site by Empire Laboratories in 1983. The drilling of TH-1 through TH-5, the installation of casing in the borings, and the collection and testing of two samples of liner material (natural and compacted) are described in Empire (1983a and b). Completion details for TH-1 through TH-5 are provided in Empire (1983c). The drilling and installation of casing in TH-6 is described in Empire (1983d). The drilling of TH-7 through TH-10, the installation of casing in three of the borings (TH-7, TH-8 and TH-9), and the collection and testing of two samples (one from the landfill liner and the other from the liner of a leachate collection pond) are described in Empire (1983e). TH-10 was abandoned(Empire, 1983g). As part of the same program, TH-1 was reworked and casing installed to 100 feet below ground (Empire, 1983e). The 1983 TH-series were renamed the GW-series sometime prior to 1986. In addition, a different numbering system was used for identifying the wells for sampling purposes during 1983. The samplers began using the original numbering system in 1984 (Stewart, 1984). 3. According to IC (1988a), three test pits were excavated in 1984 in three different ponds on the property to collect shallow ground-water information. 4. Eight boreholes (TH-11 through TH-17) and one well (GW-11) were drilled in August, 1986 (IC, 1986b). 5. Three boreholes were drilled and two of them completed as wells A' and B (now called GW-12 and GW-13) in June, 1987, on the boundaries of the Pratt Property (IC, 1987a). v 6. Between September 21 and October 5, 1988, 19 methane gas vents were installed at the Pratt Property (IC, 1988b). 0 7. Four piezometers (P-1 through P-4) were installed in December, 1989, in drainages on the perimeter of the site (Doty, 1990a). Well and boring locations from previous investigations are shown on Figure 3 in Appendix B; a summary of some of the subsurface data is presented on Figure 4 in Appendix B. -11- Sri 63s 11111111 - I i,aidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates Numerous borings have been drilled and wells installed at the Denver Regional Landfill (North). 1. Boreholes TH-7 and TH-8 were drilled in June, 1981 and are documented in Hamilton (1981). This program also involved drilling of TH-1 through TH-6 on adjacent properties. 2. Six boreholes (B-9 through B-14) were drilled in 1983 (HSI, 1983). Four of these were completed as wells and renamed MW-9, MW-11, MW-12, and MW-14. 3. Seven boreholes were drilled and completed as wells in late 1984 (101, 102, 103, 104, 201, 202, and 203) as described in (HSI, 1985a). During that work, MW-11 and MW- 12 were plugged with neat cement grout and abandoned. 4. Three boreholes (401, 402, and 403) were also drilled in late 1984 to evaluate the potential for deeper excavation (HSI, 1985a). These borings were completed as temporary piezometers and later plugged with neat cement grout. 5. Three boreholes were drilled and completed as wells in 1985 (IOTA, 102A,and 201A) as described in HSI (1985b). Wells 101, 102, and 201 were plugged with neat cement grout and abandoned. 6. Three boreholes (404, 405, and 406) were drilled and completed as temporary piezometers to further investigate the feasibility of deeper excavation (HSI, 1986a). These borings were plugged with neat cement grout. 7. Three boreholes were drilled and completed as wells 103A, 104A, and 204 in 1986 as described in HSI (1986b). Wells 103, 104, and MW-14 were plugged with neat cement grout and abandoned. 8. Four boreholes were drilled and completed as wells 105, 106, 205, and 206 along the southern boundary of the site (Doty, 1987b). 9. Four boreholes were drilled and completed as wells 103B, 201B and 204A in March, 1988. Wells 201A and 204 were plugged with neat cement grout and abandoned (Doty, 1988a). 0 2 10. Five borings were made through the refuse near the northwest corner of the site in September, 1988 (Doty, 1988b). Two were completed in the soils beneath the refuse (wells 107 and 108) and one was completed in the refuse itself (well 501). 11. Four boreholes were drilled and completed in the soil as wells 109 through 112 in the field north of the site in July, 1989 (Doty, 1989b). 12. Five boreholes were drilled and one completed in the soil as well 114 in the field north of the site in May, 1990 (Doty, 1990b). -12- JII]IIlI 1 1 Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates Fifty-five test borings were drilled between February 22 and May 24, 1990 for the proposed Environmental Recycling and Disposal Facility and are documented in White (1990). Depths of the borings ranged from 10 to 172 feet; monitoring wells were completed in 29 borings. In addition, twenty-seven boreholes were drilled and seven of them were completed as piezometers for characterization of the proposed Horst Landfill (HLA, 1990). 3.1 SOIL CHARACTERISTICS 3.1.1 Regional Surficial Deposits Regional surficial deposits consist of Holocene and Pleistocene eolium. The eolium is generally comprised of light reddish-brown to olive gray windblown clays, silts, and sands of late Pinedale to Pinedale-Bull Lake interglacial age (Colton and Anderson, 1977). The Pleistocene Verdos Alluvium is sometimes present at higher elevations (e.g., in Sections 21 and 28). This unit is a reddish brown sand and coarse gravel probably derived from the Rocky Flats Alluvium. Pebbles, cobbles, and boulders present in the Verdos Alluvium are weathered and partly grussified (Colton and Anderson, 1977) and are a limited source of gravel in this region (e.g., in Section 21). 3.1.2 Site Specific Soils a 0 v Colton and Anderson (1977) indicate the most extensive on-site soil is eolium with more limited exposures of artificial fill (apparently debris from mining operations). Based on visual observation, Empire described the eolium as silty clay of moderate to high plasticity (Empire, 1983a and 1983e); laboratory determinations of Atterberg Limits are not provided. IC (1986b) describes the clay as slightly silty (Log of GW-11), again apparently based on visual observation. IC (1986b) also notes the presence of a layer of clay and gravel approximately 2 to 5 feet thick at the base of the soil in borings TH-I1, TH-12 and TH-13 in the upper reaches of the buried gully traversing the Pratt Property (northeast corner of 13- 320625 IIE . 1 Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates the Pratt Property). The presence of ground water was noted in the basal clay and gravel in TH-13 at the time of drilling. Doty (1990a) describes the soil as a silty clay, again based on visual observation. Doty (1990a) also found thin gravelly layers near the base of the soil in P-2 and at the base of the soil in P-4. Both of the gravelly layers appeared to be saturated (Doty, 1990a). IC (1987a) described the soil as sandy clay and silty clay based on visual observation. IC (1987a) also noted bits of gravel at approximately 15 feet below ground in abandoned boring A. Based on the borehole logs, the soil thickness ranges from 1.5 to 17 feet. The results of the current investigation are consistent with previous findings. Soils in areas believed to be undisturbed by operations ranged in thickness from 8.9 to 16.0 feet; thus it is believed that the range quoted in the previous paragraph (1.5 to 17 feet) is reasonable. Along the western property boundary at the location of the buried drainage (S-102), soils were found to a depth of 21.2 feet, the upper 10.6 feet of which were fill material placed by the current operator to serve as a perimeter berm. Thin lenses of gravel and sandy gravel were found at depths of 12.8 and 17.8 feet, respectively, in S-102. Laboratory results from a soil sample collected between 17.8 to 19.1 feet in S-102 indicate that this soil consists of 56 percent fine to coarse grained sand and 44 percent fine to coarse gravel. Laboratory testing of on-site soils indicates that most are generally silty clays with a trace to some sand (Table 3 in Appendix A) and are of low plasticity (Figure 5 in Appendix B). Moisture contents range from 9.9 percent in the sandiest materials to 18.8 percent in the 8. more clayey materials. Assuming a porosity of 40 percent and a particle density of 2.64, a saturated moisture content would be approximately 25 percent,indicating that the moisture 01 contents of the tested soils are probably well below saturation. In addition, the clayey soils 9 are slightly wet of the Plastic Limit at the in-situ moisture contents, indicating that they can be effectively compacted at their natural moisture contents or with the addition of relatively small quantities of water. The Soil Conservation Service (SCS, undated) has mapped three surficial soils at the site: Midway-Shingle Complex (72 acres - mostly in drainages), Ulm Clay Loam (76 acres - on -14- 3 0833 Tit Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates uplands around Columbine mine shaft) and Wiley-Colby Complex (12 acres - on uplands along the northern property boundary). These materials are clay, clay to clay loam, and silty loam to silty clay loam, respectively. Significant sand and gravel deposits are not present on-site. 3.2 BEDROCK CHARACTERISTICS 3.2.1 Regional Stratigraphy The near surface bedrock consists of the upper part of the Cretaceous age Laramie Formation (Colton and Anderson, 1977). The upper Laramie is 600 to 700 feet thick where it is not eroded and consists of claystone, shale, and sandy shale with scattered lenticular beds of sandstone and lignite (Colton and Anderson, 1977). The lower part is a light gray to buff sandstone, interbedded with clay, shale and coal beds (Colton and Anderson, 1977) and is often divided into two subunits known as the A and B sandstones (Hurr, 1976). Minable coal seams occur in the lower Laramie; the most frequently mined horizon (the No. 3 Coal, also known as the Gorham Seam) occurs approximately 65 feet above the base of the unit (Amuedo and Ivey, 1975a). Weimer (1973) suggests that the Laramie Formation was deposited in an environment similar to the fresh water portions of the delta plain of the modern Mississippi River, especially the Atchafalaya Basin. Specific features of the depositional model presented in a Weimer (1973) are as follows. v o The upper Laramie Formation is largely a flood basin deposit consisting of mud and L. clay deposited in fresh-water bays and swamps, together with the occasional influx o a of very fine sand and silt as lacustrine delta fill. ell L o The light gray kaolinitic claystones of the Laramie may have been deposited in a well-drained swamp environment. These clays were periodically exposed to the atmosphere, oxidizing the organic material and iron deposits (such as siderite and pyrite). The reddish color of some Laramie claystones and siltstones is attributed to this process. -15- III I Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates o Dark gray to black claystone, carbonaceous shale and/or coal probably represent a poorly-drained swamp environment which remained under reducing conditions. Clay is transported to this environment by periodic flooding from the main river channel. o The fine- to medium-grained sandstones interbedded with the claystones probably are crevasse splay deposits. These sands were deposited by the water flowing through breaks in the levee during flood stages of the river. o The fractured and slickensided structures found in the Laramie claystones may be caused by the shearing action of root growth. Clearly, the Weimer (1973) depositional model implies a rather complex mix of lithologies, with shifting depocenters (and resulting facies changes) controlled by changes in the major channel and its levees and by varying rates of sediment consolidation and subsidence. In addition,stratigraphic continuity is further complicated by penecontemporaneous(growth) faulting of the non-indurated sediments (also described in Weimer, 1973). However, the modern depositional environments used in Weimer (1973) to illustrate the model are on the order of five miles square, implying that some lateral continuity can be expected. The scale of the lateral continuity is indicated by the extent of a continuous marker horizon at the Colorado School of Mines clay pit area shown in Weimer (1973) that is in excess of 2,300 feet long. The Upper Cretaceous Fox Hills Sandstone lies directly beneath the Laramie Formation and is approximately 300 feet thick (Colton and Anderson, 1977). The upper ten feet consists of carbonaceous sandstone and lies immediately beneath a ten foot thick coal horizon at the base of the Laramie (Colton and Anderson, 1977). The lower portion of the Fox Hills consists of brown,fine-grained,silty sandstone interbedded with a gray fissile shale (Colton and Anderson, 1977). The lower sandstone grades upwards into a light brown, fine- to v medium-grained, cross-bedded sandstone (Colton and Anderson, 1977). Weimer (1973) a suggests that the Fox Hills developed in a delta-front depositional environment. The Upper Cretaceous Pierre Shale occurs beneath the Fox Hills Sandstone. The Pierre Shale consists of olive gray shale and interbedded brown, fine-grained sandstone (Colton and Anderson, 1977). The shale generally is characterized by low permeability and locally -16- S Ocas IIII Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates high swelling pressures (Colton and Anderson, 1977). The Pierre Shale is on the order of 9,000 feet thick (Colton and Anderson, 1977) and is thought to represent a prodelta deposi- tional environment (Weimer, 1973). 3.2.2 On-Site Conditions The uppermost bedrock at the site is the upper Laramie Formation consisting of claystone, siltstone, sandstone, occasional coal seams and relatively thin layers of highly cemented, ferruginous siltstone known locally as ironstone. The top several feet of the bedrock is highly weathered; weathering decreases downward and the bedrock material becomes more competent. Based on bedrock exposures on-site and the drilling logs, several horizons (especially the coals) can be correlated across most of the site. Bedrock lithologies are shown on boreholes logs in Appendix D and in the cross sections presented on Sheets 4, 5, and 6. Most of the upper Laramie Formation is comprised of claystone. Claystones observed in the core obtained in this investigation generally contained silt in varying amounts and often were slightly sandy and/or interbedded with sandstone. These observations are consistent with the previous findings in the GW-11 boring (IC, 1986b). The color of the claystones range from moderate brown and dark yellowish brown to olive gray,medium light gray and brownish gray. Olive black to brownish black claystones contain greater quantities of a carbonaceous material. Laboratory results from selected samples of claystone obtained a from this field investigation are shown in Table 3 in Appendix v g A. Atterberg Limits performed on 3 claystone samples indicate generally high plasticities(Figure 6 in Appendix L. B). One and sixteen percent sand were retained on the number 200 sieve in two sieve 0 analyses of the claystone samples. Moisture contents of the claystone ranged from 8.8 to at 20.4 percent. In general,the claystone is relatively massive to blocky and is often homogeneous. Fracture frequency is low to moderate in claystones from the upper 50 to 100 feet of bedrock. Below 100 feet,fracture intensities typically decreased and discontinuities represent either breaks -17- 3206:13 Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates along bedding planes or were induced by drilling operations. Fracture surfaces are often coated with iron oxide and occasionally manganese oxide or are lined with calcite or gypsum. Smooth striations along fracture surfaces are common; these are referred to as slickensides or clay skins (Weimer, 1973). These structures were noted in the claystone cuttings in the drilling log of A' (later renamed GW-12) in IC (1987a). Siltstone is present to a lesser extent beneath the site and is often difficult to distinguish from claystones containing high percentages of silt. For example, three Atterberg Limits determinations on samples logged as siltstone in the field indicate that the materials are actually clays of low and high plasticity according to the USCS soil classification system (Figure 6 in Appendix B). Laboratory determined moisture contents from 4 selected siltstone samples ranged from 7.4 to 21.8 percent. Siltstones contain clay and sand in varying amounts and often are interbedded with sandstone. The color range and frequency of fracturing of the siltstone is similar to that of the claystone. Gypsum and calcite often fill fractures in the siltstone. Laramie sandstones beneath the site typically range in thickness from 2 to 7 feet and occasionally reach thicknesses in excess of 10 feet when interbedded with claystone and siltstone. A few of the sandstone units encountered during this field investigation were correlated between the borings (Sheets 4, 5, and 6); however, correlations were difficult because of lateral variations in the thicknesses of these units. Colors range from white and buff, light olive gray, olive gray, medium gray,and brownish gray to pale yellowish brown. The sandstones are weakly to strongly stratified, were visually classified as fine- to coarse- -0 N grained and often contain silt and clay. Most of the sandstone encountered in core from this investigation was friable and weak; however, several thin zones (one to two feet thick) were tightly cemented and hard. Sandstones become extensively interbedded with claystone and siltstone several hundred feet below ground (near the mining horizon). These a interbedded sandstones are characterized by contorted bedding which probably occurred at the time of deposition or shortly thereafter. Moisture contents of interbedded sandstone and claystone samples range from 6.7 to 10.4 percent. -18- O638 Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates -Fractures in sandstones are more difficult to discern than those in the claystone and siltstone because distinguishing features (such as striations along fracture surfaces) generally are not present. In addition, the interbedded sandstones were very susceptible to breakage along bedding surfaces during drilling; such breaks look very much like natural fractures. Based on careful logging of the core, fracture frequencies in the sandstones are somewhat less than in the siltstone and claystone. Coals of the upper Laramie Formation are typically in the range of 2 to 4 feet thick. These coals vary in color from black to brownish black, often range in quality or grade, and may be interbedded with claystones. At least two coal horizons appear to be continuous and were correlated between the borings (Sheets 4, 5, and 6). The uppermost coal is believed to be the No. 6 Coal described in Spencer (1986). The No. 6 Coal is a relatively clean and jointed coal,containing a trace of sulfur crystals and dips gently to the southeast. This coal bed is absent along the western border of the site where it has probably been eroded and replaced by surficial deposits (Sheet 2). The No. 3 Coal (mining horizon) was penetrated during this investigation at approximately 280 feet below ground in an area of low extraction near the main hoist shaft. The No. 3 Coal is characterized by near vertical jointing and blocky structure and is 10 to 11 feet thick. Selected samples of the No. 3 Coal were submitted for strength testing and results are discussed in Appendix J. There are also several thinner coals beneath the No. 3 Coal a which are shown on the borehole logs of S-1 through S-4. These coals are similar in appearance to the No. 3 Coal. 3.2.3 Geologic Structure 0 v The site is located on the northwestern flank of the Denver Basin, a north-south trending asymmetrical downwarp involving as much as 13,000 feet of sedimentary rocks (Costa and Bilodeau, 1982). Consistent with the location of the site on the northwestern flank of the Basin, Colton and Anderson (1977) indicate a mild 3 degree dip to the southeast near the Columbine Mine shaft. -19- •lJ I 1 j Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates Faulting Superimposed on the general basinal structure is a relatively complex fault system, described in some detail in Amuedo and Ivey (1975a). The faulting has produced a complex series of narrow horsts (upthrown blocks) and grabens (downthrown blocks) averaging about five miles long and 1/2 to one mile wide. The trend is generally N10°-20°E; there is also a second structural trend aligned at approximately N45°E. Beds in the grabens and horsts are folded into synclines and anticlines, respectively. Colton and Anderson (1977) show two faults in the close proximity of the site on each of the Amuedo and Ivey (1975a) trends (Figure 7 in Appendix B). In addition, Colton and Anderson (1977) show dips of 17 and 35 degrees to the northwest on the northwest side of the faults, probably indicating downdrag folding on the downdropped side of the faults (northwest). These data indicate that the structure at the site is probably en echelon faulting, rather than horst and graben structure common on the regional scale. Colton and Anderson (1977) indicate mappable exposures of the faults on the Pratt Property (probably now covered with refuse) and in the drainage south of the shaft. After extensive investigation both on- and off-site, the N45°E trending fault shown by Colton and Anderson (1977) is believed to die-out south of the property. The Colton and Anderson (1977) alignment is based on early work in the area presented in Lavington and a, Adams (1924). The fault is shown as extending through all of Section 29 (mostly as a hard line) with strikes and dips on both sides of the fault. The strikes and dips and fault v alignment were used without change on the pencil manuscript (Colton, 1972?) developed by ° Mr.R.B.Colton in preparation of Colton and Anderson (1977),except that an additional dip value was added and the fault was shown as a dotted line (indicating either uncertainty or lack of exposure). Maps and cross-sections prepared by Rocky Mountain Fuel Company based on underground data do not indicate the presence of the fault. Rocky Mountain Fuel (1926) shows a worksheet attempting to locate the coal on the east side of the first eastern bounding fault -20- 'll T Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates (Figure 7 in Appendix B) but does not indicate any disruption of the coal between the main shaft and the bounding fault. Rocky Mountain Fuel (undated) shows the relationship between the coal on both sides of the first bounding fault, as well as several conceptual level designs of declines. No disruption of the coal between the main shaft and the bounding fault is indicated. Rocky Mountain Fuel (1940) shows how access was first achieved to the coal east of the first bounding fault. The second bounding fault (in Section 28) is not shown nor is the diagonal fault. Rocky Mountain Fuel (1942) shows a portal and a rock tunnel (decline) from the vicinity of the main shaft extending into the eastern extension (mine area east of the first bounding fault in Section 29). The second bounding fault is the only fault shown. Rocky Mountain Fuel(1946) shows a pair of bounding faults (one in Section 29 and one in Section 28), but does not show the diagonal fault. Another early investigator of the area, Mr. F.D. Spencer, originally showed the fault as pinching-out south of the property, but later revised his work to indicate the presence of the fault. In Spencer (undated 1), the diagonal fault enters the section but does not extend into the northern half. Contours on the bottom of the No. 3 Coal are shown as having a mild domal structure in the area of the Columbine Mine, presumably based on the mining data. The structure is also shown on a cross-section as being domal (Spencer, undated 2). However, Spencer (1986) shows the diagonal fault on the Lavington and Adams (1924) alignment as a dashed line. Contours on the base of the No. 3 coal are shown being truncated by the fault. The offset is shown as approximately 10 feet (down on the east side). In order to locate the fault, the various data were reviewed in the field and the outcrops v revisited with Mr. R.B. Colton. The sandstone outcrop in the southwestern corner of the a section with opposing dips was located (Figure 7 in Appendix B). Based on the relatively v strong opposing dips, it is clear that some bedding disruption (faulting) has occurred along the trend of the fault shown in Colton and Anderson (1977). An additional exposure was located just south of the railroad grade consisting of an outcrop and some shallow sub-crop- ping sandstone in a configuration similar to that in the southwestern corner of the section. Strikes and dips could not be measured because of extreme weathering of the sandstone. -21- Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates A third outcrop in the center of the southwest quarter of the Section shown on Lavington and Adams (1924) and Colton and Anderson (1977) was also located; however, it has been disturbed by a trench for a gas pipeline and later farming. The opposing dips cannot now be verified. The outcrops form a straight line on the ground,without regard to topographic variation, indicating that the fault has a nearly vertical orientation. The points of outcrop were staked and the alignment of the fault projected onto the Laidlaw property. The projected alignment crossed an excavation in progress at the site at the points shown on Figure 8 in Appendix B. Because of the N45°E trend of the fault, the point of intersection of the fault at the crest of the slope is approximately 50 feet west of the point of intersection at the toe of the slope, even though the fault is believed to be nearly vertical. Based on the continuity of the stratigraphic marker horizons both east and west of the projected alignment (Figure 8 in Appendix B), it is concluded that the fault is not present in the excavation. It is generally agreed that the faults in the vicinity of the site are probably caused by penecontemporaneous slumping (movement at or shortly after the time of deposition) and that they are not currently active (Amuedo and Ivey, 1975a). Kirkham and Rogers (1981) do not include these faults in their listing of faults showing evidence of neogene activity (within the last 25 to 28 million years). The occurrence of penecontemporaneous (growth) faulting in the Laramie was first described in Weimer (1973). a CO a Structure a Consistent with the earlier discussions of faulting, the general geologic structure beneath a the site appears to consist of mild domal warping of relatively continuous geologic materials. Several marker horizons (particularly the No. 6 Coal) have been correlated L beneath most of the site (Figure 9 in Appendix B and Sheets 3,4, and 5). Structure contours based on detailed drilling of the No.6 Coal are shown on Sheet 2,on which the predominant structure is a mild dip of approximately 1.5° to the south-east. _22_ `3 u62g 10 1 TT Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates 4.0 HYDROLOGIC CONDITIONS 4.1 SURFACE WATER HYDROLOGY There are no perennial streams or ponds within the site boundaries. Ephemeral drainages that originate within the site and along its southern and western boundaries discharge only during extreme precipitation events. Flow in these drainages is tributary to Coal Creek (west of the site). Coal Creek is the only perennial stream within 2 miles of the site. It flows generally from the south to the north and is from 50 to 200 feet below the ground elevation at the site. Flows in Coal Creek have been estimated to range from 5 to 25 cubic feet per second (Doty, 1987a). The highest flows appear to occur in September and the lowest flows in January. This is somewhat inconsistent with the behavior of Front Range streams which generally have peak flows during snowmelt from April through June. This difference may be due to diversions upstream or to a stronger influence from thundershowers. The site is located outside of the Coal Creek 100-year flood plain shown in FEMA (1982), which is approxi- mately 0.4 miles west of the site. There are no other formally identified flood plains closer to the site. There are numerous unnamed ponds and ephemeral drainages within two miles of the site (Figure 10 in Appendix B). The ponds serve as stock watering reservoirs or drainage check structures. The ephemeral drainages are either tributary to Coal Creek or to Little Dry Creek and Big Dry Creek (more than two miles east of the site). The most significant surface water features are: 0 v v o an unnamed spring less than 0.1 miles south of the site (see discussion below), o Coal Creek (0.4 miles west), o Leynor Cottonwood No. 1 and Cottonwood Extension (0.4 miles west), and o Community Ditch (0.5 miles east). -23- Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates The ditches near the site carry water during the irrigation season and are a source of seasonal recharge to the shallow ground water in the general area (HLA, 1990 and White, 1990); however, none of the ditches cross the site. Consistent with the USGS topographic map,the pond immediately south of the site is shown as a spring on Figure 10 (Appendix B); however, it is believed that the feature is not truly a spring. This conclusion is based on the fact that the pond was dry during the early months of 1991 (until filled by run-off) and is also based on the absence of phreatophytes (plants such as cottonwood trees that grow with their roots in shallow ground water). The pond was created by construction of the railroad grade to the Columbine Mine (probably in the late 1920s or early I930s). It is likely that the topographic mapper concluded that a spring was present because of the relative antiquity of this feature. 4.2 GROUND-WATER HYDROLOGY 4.2.1 Regional Ground Water The significant aquifers of the Denver Basin include the alluvial and terrace deposits along reaches of major rivers and streams, the Dawson Aquifer, the Denver Aquifer, the Arapahoe Aquifer, and the Laramie-Fox Hills Aquifer. The permeable units beneath the Laramie-Fox Hills have not been developed for water supply because they are very deep "o (below the relatively impermeable Pierre Shale which is on the order of 9,000 feet thick) and other shallower supplies are available. In addition, the deeper units are often sources of oil and gas in the Denver Basin. Because the site is located on the northwestern flank of the basin, the younger(stratigraphically higher)aquifers have been removed by erosion; only the Laramie-Fox Hills is present beneath the site (Robson et al., 1981). The Laramie-Fox Hills aquifer consists of the lower Laramie Formation and the upper portion of the underlying Fox Hills Sandstone. On a regional basis, the thickness of the aquifer ranges up to 200 and 300 feet; total sandstone and siltstone thickness of 150 feet is common (Robson, 1983). The part of the Laramie-Fox Hills aquifer in the Fox Hills -24- Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates Sandstone generally is 150 to 200 feet thick and is composed of an upper very fine-grained silty sandstone 40 to 50 feet thick, underlain by 100 to 150 feet of shaley siltstone and interbedded shale (Robson, 1983). The part of the Laramie-Fox Hills aquifer in the Laramie Formation generally is 50 to 100 feet thick and is composed of fine- to medium- grained sandstone separated into an upper and lower member by shale beds 10 to 20 feet thick (Robson, 1983). According to Robson (1983), the Laramie part of the aquifer is commonly separated from the Fox Hills part by a shale bed approximately 5 to 20 feet thick. Robson (1983) describes the units above and below the Laramie-Fox Hills, generally as follows. The 400 to 500 feet of Laramie Formation overlying the Laramie-Fox Hills aquifer consists of gray to black shale,with coal seams and minor gray siltstone and sandstone beds. The Pierre Shale underlies the Laramie-Fox Hills aquifer and consists of shale and minor siltstone and sandstone beds. The upper part of the Laramie Formation and the Pierre Shale form relatively impermeable boundaries above and below the Laramie-Fox Hills aquifer. The aquifers of the Denver Basin are recharged by infiltration of precipitation along outcrops in upland areas and infiltration from alluvial aquifers in contact with the outcrops (Robson, 1987). In the center of the basin, downward movement of water from overlying units is also an important mechanism (Robson, 1987). However, the vertical movement of water from overlying units is probably an insignificant recharge mechanism for the Laramie-Fox Hills because of the thick shales in the upper Laramie Formation (Robson, 1987, page 23). 0 v Robson (1983) estimates the following regional parameters for the Laramie-Fox Hills aquifer: o average hydraulic conductivity is 0.05 feet per day, 1.8x10-5 centimeters per second (cm/s); o transmissivity is approximately 8 square feet per day; and, -25- 9206 eZ3 �� I� I Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates o storage coefficient is 3 x 10-4. _Similar hydraulic properties were derived from the air-lift production rate at the end of development of S-4 (see discussion below). In the northwestern portion of the basin, flow in the Laramie-Fox Hills is away from the outcrop located along the mountain front toward the South Platte River and the northern edge of the basin (Robson et al., 1981). The flow pattern in the vicinity of the site is rela- tively complex apparently due to the presence of faulting. There is also considerable use of water from the Laramie-Fox Hills in the general area, which has caused a potentiometric trough roughly beneath and paralleling the South Platte River (Robson et al., 1981). Based on the 1978 potentiometric surface map shown in Robson et al. (1981), ground water in the Laramie-Fox Hills beneath the site is flowing to the east-southeast under a gradient of approximately 0.006. 4.2.2 On-Site Conditions Ground water occurs in both the soils and bedrock at the site. Each of these is described below. Ground Water in Soils -Based on extensive on-site investigation, there is very little perennial saturation of the soils; saturation of soils is limited to the areas around GW-8 (S-102) and P-2 (adjacent to S-209). The locations of these wells are shown on Figure 4 in Appendix B, together with a summary 0 of hydrologic data. Very thin saturation was also found in well S-101 as part of this investigation(0.01 feet);however, this likely represents condensation of soil moisture inside O. the wellbore, rather than true saturation of the geologic material. The occurrence of water in the soils appears to be controlled by increased infiltration at areas of surface water concentration where there are also relatively thick soil deposits. Saturation of soils probably occurs periodically elsewhere, but only in response to precipitation events. -26- ZOIE 23 11 1711T Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty& Associates The hydraulic conductivity of on-site soils is generally low. Laboratory testing of on-site soils indicates that theyare generally silty clays with a trace tosome sand; these materials typically-have conductivities in the range of 1x1-0"s to 1x10-5 cm/s. Laboratory testing of a silty clay sample (PS-5) yielded-a conductivity of 6x10-8 cm/s after compaction to 97 percent of the ASTM D698 Method A maximum'density (standard Proctor). -However, the sand and gravel encountered at the base of the soil in S-102 has a d10 grain size of 0.3 millimeters from which a conductivity in the range of 104 cm/s is implied by Hazen's approximation. White (1990) reports conductivities ranging from 1.3x10-5 to 1.2x10-4 cm/s for saturated soils at the proposed Environmental Recycling and Disposal Facility. Doty (1990b) reports a hydraulic conductivity of 1.3x104_cm/s (well 114) for saturated soils north of the North site. Data from previous investigations indicates potential saturation of refuse on the Pratt Property (Figure 4 in Appendix B); however, based on repeated waiter level measurements in well S-107, the refuse is unsaturated along the eastern boundary of the Laidlaw property. Ground Water in Shallow Bedrock The occurrence of ground water in the near surface bedrock (to depths of 150 feet) is controlled by relative hydraulic conductivities and geologic structure. The majority of the bedrock material is mildly fractured claystone and siltstone; these materials serve as o confining and perching units because of their low hydraulic conductivities. Based on v packer test data and analyses presented in Appendix G, the hydraulic conductivity of the _claystone ranges from Ix107 to 5x10s cm/s, depending on fracturing. A generally representative value for the claystone is 7x10-7 cm/s (Table 4 in Appendix A). When aJ recompacted to 95 percent of the standard Proctor maximum density, the claystone has a = conductivity _of 1x10-s cm/s (sample PS-1 in Appendix I). The siltstone has an average hydraulic conductivity of Ix10-e cm/s; this is considered reasonable given that the material is essentially the same as the claystone except slightly more brittle (more subject to fracturing). -27- O Cfln39 Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty &Associates Based on both packer testingand recovery testing, the materials in which-ground water is most likely to _occur are the sandstones and _coals. The sandstones have hydraulic conductivities ranging from 3x10'5 to 2x10-4 cm/s, with a generally representative value of-6x10-5 cm/s. The coals have hydraulic conductivities ranging from 4x1-0-s to 2x10-4 cm/s, with -a generally representative value of 3x10-5 cm/s. The greater hydraulic conductivity range exhibited by the coals results from the dominance of fracture flow mechanisms in the coal. The most shallow bedrock ground-water system occurs in the No. 6 Coal at varying depths beneath the site. Structure contours on the base of the No. 6 Coal are presented as Sheet 2 and a potentiometric surface map is presented as Sheet 3. Flow in the No. 6 Coal is generally to the south-east under a gradient of approximately 0.01; assuming an effective _porosity of 0.1, the ground-velocity is approximately 4 feet per year. The No. 6 Coal is probably recharged on-site by incident precipitation that percolates through the soils and enters the coal at its subcrop. Some water may also enter the coal by vertically downward movement through the overlying claystones andsiltstones, although the quantity of recharge by this mechanism is likely to be small because of the low hydraulic conductivities of these materials (particularly in the vertical domain). Once the water enters the subcrop, flow is downdip as saturated slugs (lagging behind the .precipitation events) or as thin continuous saturation perched at the base of the coal. Eventually, the water moves far enough downdip to join the fully saturated zone which occurs under most of the east half of the site (Sheet 3). The location of the fully saturated zone is controlled by the geologic structure of the base 0 v of the coal (the slope down which the recharge flows), the hydraulic conductivity of the coal (the rate at which water flows away to the south-east), and the hydraulic conductivity of the underlying materials (the rate at which water flows downward). Again, the amount of downward flow is likely to be very small because the underlying claystones and siltstones have low horizontal hydraulic conductivities (1x10-6 cm/_s or less)and vertical -28- S PO 239 111111 I I I I � - Laidlaw Denver R-egional Landfill (South) Site Characterization September 23, 1991 Doty & Associates hydraulic-conductivities are generally at leastan order-of magnitude lower than horizontal con-du cti vi ties. Additional zones of saturation occur beneath the No. 6 coal which were explored along the western property boundary by wells S201 through S-204. S-201 encountered the No.b Coal but it was unsaturated because of its up clip location (lack of saturation confirmed by geophysical log); the No. 6 coal was not present in wells S-102, S-103 and S-204 because erosion has-removed the unit and the holes were collared stratigraphically below it. Firstground water along the western boundary occurs in a sandstone approximately ninety feet below ground in Well S-204 and in a slightly-deeper coal-encountered in wells S-101, S-202 and S-203. Based on the correlation of boring logsS-201 through S-203, the sandstone in S-204 appears to lie slightly above the deeper coal bed; however,3-204 was terminated before encountering the coal because of the saturation in the sandstone. The S-204 sandstone appears to be of very limited lateral extent (the same sandstone maybe_present in S-203 but is much thinner, and is not present in-the other wells). Water in wellsS-201 and S-203 apparently originates from the deeper coal bed. Well S-202 was completed in an additional sandstone unit below the deeper coal; the well is now dry (indicating lack nf saturation in the underlying sandstone) even though there was water in the borehole after drilling. Apparently the water in the borehole originated from the deeper coal. a a The saturated sandstonein S-204 is thought to be hydraulically isolated from the deeper coal. This is based primarily on water level data from wells S-204 and S-203 which indicate c a strong apparent gradient of 0.03 to the north. The gradient appears unreasonably high for the hydraulic conductivities of the material (1.8x10-5 cm/s for the coal in S-203 and 1.3x10-5 cm/s for the sandstone in S-204) without the presence of a low _conductivity separator. Additionally, the direction of the gradient is inconsistent with the regional gradients and is in opposition to the geologic structure. ?Based on these considerations, it -29- Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates is _considered likely that the ground water in the sandstone represents a separate, hydr-aulically isolated, and relativelysmall ground-water system. T-heuccurrence of ground water in the deeper_coal bed is probably similar to that of the No. 6 -coal. Based on correlations between the boreholes on the western boundary and the subsidence borings (S-1 and SA), the deeper coal has a stru-cture similar to that of the No. 6 coal and, if projected to-the eastern property boundary, the base of the coal is likely at elevation 4950 (approximately 260 feet below ground). Recovery-testing of S-203 indicates that the hydraulic conductivity of the deeper coal is 1.8x10-5 cm/s (the No. 6 Coal has a conductivity _of 3200-5 cm/s). Because of the many similarities between the coals, it is anticipated that-flow in the deeper-coal is generally similar to that in the No. 6, down-dip to the south-east. Ground Water in the7_aramie-Fox Hills The Laramie-Fox Hills beneath the site is a fine-grained, silty sandstone with some carbonaceous and_claystone horizons (see drilling lognf S-4 in AppendixD). Based on both the geophysical log (Appendix F) and the drilling log of S-4, predominantly sandstone was encountered from 37_5 to 718 feet below ground (343 feet thick) with three sandstone horizons approximately 10-feet thick in the depth interval 718 to 800 feet. The lowest sandstones art-probably part-of the upperPierreShale. The top of the Laramie-Fox Hills is approximately 85 feet below the coal mining horizon (290 feet below ground); the materials separating the mining horizon and the aquifer consist mostly of non-fractured N claystone with some coal horizons. v Based on the air-lift production rate at the-end of development of S-4, the transmissivity of the Laramie-Fox Hills at the site is estimated to be 13 square feet per day and the a hydraulic conductivity is estimated tote 1.2x10-5 cm/s. The static water level in the well is at a depth of approximately-247 feet below ground, indicating confined conditions with a water level rise of about 128 feet above the top of the aquifer. Confined_conditions are also indicated by data on file with the State Engineer for nearby wells (the Colorado -30- Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates Landfill Well and the Horst Well). Yields from these wells-are-reported to range from 8 (Horst well) to 15 (Landfill well)-gallons per minute(gpm). The fully dewatered production rate from S-4 at-the end of development was 20 gpm with an-up-hole airlifting pressure of 160 poundspersquare inch (psi). Based on an analysis presentedin IC (I-9K7b), the quality of the water in the landfill well is moderately good. 7-he total dissolved solids-concentration is 1,200 milligrams per liter (mg/1). The water isessentiallya sodium-sulfate water (-520 and 500 mg/1, respectively); potassium is low (2.1 mg/1) and fluoride is somewhat high (2.3 mg/1). 4.2.3 Local Ground-Water Use There are five permitted wells within one mile of the site (Table 5 in Appendix A and Figure 11 in Appendix B). The wells are either commercial (2) or domestic (3). Based on available well log data and-other information from theStateEngineer's office, four of the five permitted wells are completed in-the LaramieFox Hillsaquif-er. Information isnot available for the other well. 4.3 GROUND-WATER CHEMISTRY The chemistry of the shallow ground water beneath the site (to depths of approximately 150 feet) is quite diverse but-generally indicates water of poor quality (see data presented in Appendix J). The poor quality of the ground water is believed to be the -result of dissolution of highly soluble minerals from the eologic materials and is a natural v condition; based onsamplingand analyses performed in late June, 1991, and data collected in the routine environmental monitoring program, the current operation has not impacted the ground water. In general, the ground water is characterized by fairly highsalinity. Total dissolved solids (TDS) concentrations range from 1, 40 -mg/I (S04) to 7,730 mg/1 (S-205). All of the samples indicate-that the ground water chemistry is dominated bysodium among the cations -31- Laidlaw Denver R-egional Landfill (South) Site Characterization September 23. 1991 Dotv & Associates (Figure 12 in Appendix B). Dominant anions are sulfate (GW-1, GW-8 and S-205), bicarbonate (P-2 and S-203), chloride (S-208), and chloride and bicarbonate (S-204 and S- 209). -Trace metal concentrations are generally low or non-detectable. Nitrate concentra- tions are highly variable, ranging_from above30 mg/l in GW-1 andS-203 to less than 1 mg/1 in the-other wells. pH is generally in the range of 6 to about 8; the 5-203 sample has a pH of 8.35,possibly indicating the presence of-residual oxidation water exuded from-the grout used in the construction of the well. The data collected during routine environmental monitoring (GW-1 and GW-8) together with the analyses of the single samples_collected from the-new wells are interpreted as follows. 1. The samples from Wells GW-I, GW-8 and S-205 (sodium-sulfate waters with TDS concentrations of approximately 7,000 mg/l) probably represent the true insitu water-quality in the-bedrock. This believed-to be the case because of thesimilarity between-these samples and the water ch-emistry:haracteristic of the adjacent North Site. 2. The samples from Well-P-2 (a sodium-bicarbonate water with TDS concentrations ofapproximatelyl$00-mg/1) probably represent true-conditions for short residence time ground water in the soil (i.e., recently iniiltratedsurface water). 3. The sample from Well S-203 (a sodium-bicarbonate water with a TDS concentration of approximately 1;800 mg/I and pH of 8.35) may be impacted by completion materials (grout) orasdescribed below. g 4. The samples from Wells S-204, S208 and S-2O9 (sodium dominated waters with a varying amounts of bicarbonate and chloride but very little sulfate and TDS concentrations of approximately 2,000 mg/1) are very abnormal waters for the region. It is hypothesized that the wells-may still be-equilibrating to drilling distur- bances (especially injection of foreign water during drilling and testing). If this is the case, gradual chemical changes can be expected in the samples collected from these wells as development progresses. aa In conclusion, it is believed that there-are two chemically distinct waters beneath thesite. The first is a relatively good qualitysodium-bicarbonate water-that occurs in a few isolated locations in-the soil. 7-he-second is a fairly saline,sodium-sulfate water that occurs in the shallow bedrock (to depths on the order of 150 feet below ground). Finally, it is believed that several of the wells constructed as part of the site investigation have not yet -32- ;LC i11; Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates equilibrated and are therefore mot yielding samples truly representative of in-situ conditions. a a 0 v C) 0 c 0 0 v c 0. -33- art.:1C29 29 Fl II T Y'I pry _ _ Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 5.0 GEOLOGIC HAZARDS & LOCATION RESTRICTIONS In general, the site is well located from the point of view of geologic and hydrologic hazards. The site is located outside of the Coal Creek 100-year flood plain (FEMA, 1982). There are no wetlands on-site. -Based on site inspections and review of recent aerial photo- graphs, there is no evidence-of recent slope instability, faulting,folding, rockfall or erosion at the site. The-potential geologic hazardsare the reported presence of faults on or near the site and possible subsidence associated with historical coal mining. -Each of these is dis- cussed below. 5.1 FAULTING &-SEISMICITY Although Colton and Anderson (1977) show two faults at the site, one of these is3telieved to pinch-out south of the siteand, in any event, it is generally-agreed that these are quite old and have certainlyztot seen tectonic movement in Holocene time, i.e., the last 11,000 years (see earlier discussions). Algermissen and Perkins (1982) indicate-that there isa 10 percent probability-that the seismic accelerations in rock will exceed 0.09g in250 years at the site; therefore, the site is not located in a seismicimpact zone as defined in EPA (1-988). EPA (1988) defines a seismic impact zone as an area with a 10 percent or greater probability-that the maximum horizontal acceleration in hard rock will exceed 0.10g in250 years. L w a- 5.2 SUBSIDENCE POTENTIAL w Stability analyses have been-performed using subsurface geometries and material strengths vdeveloped from on-site data. These analyses and resulting conclusions are described in detail in Golder (1991). The conclusions of the evaluation of subsidence potential are summarized below. 1. Subsidence is substantially complete in the high extraction area away from the shafts. -34- 1 :, [1- Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 2. Based on a series of worst case assumptions, a maximum subsidence of two feet, maximum slope of 1.6%and maximum ground strains(both tensile and compressive) of 0.4% have been estimated for the low extraction area near the shafts. The worst case scenario describedabove is extremely conservative because of its underlying assumptions. First, it is assumed that no movement has occurred in the-40 years since aban- donment, which is clearly inconsistent with Mined Land (1986) which found that approxi- mately 90 percent of all subsidence events -occurred within 10 to 40 years after the completion of mining. Additionally, it is assumed that 100% of the vertical subsurface displacement will be transmitted to the surface, which is again inconsistent with Mined Land (1986) which found that the surface displacement wasonthe order of only 60 to 80% of the subsurface displacement. In addition to the areal subsidence which may occur over the low extraction area (see Plate I in Golder, 1991), there are two abandoned mine-access shafts and a decline on site that need to be considered in the site design. The main shaft has already been plugged (pressure grouted) to a depth of 40 feet below surface by Colorado Mined Land Reclamation Division. Appropriate plugging systems for the air shaft and decline are presented in the design and operations plan. L CU a. a a V i a u N O 0 CI C L 0. -35- O% i.. IIIIL � •� I .( Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 6.0 POTENTIAL FOR IMPACTS Contamination of the environment by the operation is considered very unlikely given the suitability of the site and the operations plan. The characteristics of the site that make it suitable for landfilling are the absence of surface water, the low hydraulic conductivity bedrock and soil,and the relatively large depth to ground water. Operational factors that minimize the potential for contamination are the construction of a complete composite liner system consisting of compacted clayey material overlain by a geomembrane liner, which is in turn covered by a complete leachate collection system. In addition,daily cover consisting of low hydraulic conductivity soils will be placed promptly and the entire site will be covered with a well-compacted final soil cover. In spite of the low potential for environmental degradation,the surface water andground-water pathways foreontaminant migration and methane generation are discussed below. 6.1 SURFACE WATER PATHWAY In general, there is not_a surface water-pathway for contaminant release because there is no surface water on the site. However, surface water discharge does-occur periodically during high intensity rainfall or rapid snow-melt. Most of the runoff is from areas under temporary and final cover and the runoff-has not contacted refuse. Non-contact runoff will be routed to a sedimentation pond and discharged; the quality of the discharge will be monitored in accordance with an NPDES stormwaterpermit. Some of the runoff will be from the active working area and has-potential to be slightly contaminated. Runoff from the active area iscontained by internal grading and is collected for use in dust-suppression and compaction. 0 In the unlikely event that off—site flow _of contact surface water were to occur, the O. immediate requirement would be to collect, treat, and dispose of the contaminated water. Weld County and the Colorado Department of Health will be notified in five working days of any off-site flow of contaminated surface water. Surface water can be collected by building small_dams across the channel in which it is flowing. If such ponds are to remain -36- s w :7.3 Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates for a considerable time, the ponds can be lined to minimize seepage. The collected water would then be consumed in the operation for dust suppression and compaction or disposed of properly. After control of the immediate problem, the source of the contaminated surface water would be located and repaired. 6.2 GROUND-WATER PATHWAY It is very unlikely that sufficient leachate will develop in the fill to cause a release from the-site because of rapid covering, the composite liner system, and routine monitoring for the presence of leachate (followed by prompt removal of any leachate that might develop). In addition,ground water is at least fifteen feet deeper than the top of the liner and twelve feet deeper than the base of the leachate collection system sumps. Nonetheless, if leachate were to be released, it would flow in either the shallow ground-water system in the soil toward Coal Creek (and downgradient users of the shallow system) or in the shallow bedrock systems to the south-west. The time required for a release to reach Coal Creek is controlled by the hydraulic conductivity of the soil,hydraulic gradient,soil porosity,-and leachate/soil interaction(i.e., chemical-retardation). This can be expressed mathematically as: V = KiR/ne a where, a a V = ground-water flow velocity [L/T] K = hydraulic conductivity [L/T] = hydraulic gradient [L/L] o R = retardation factor [dimensionless], and ne = effective porosity [L3/L3]. N The quantities in-brackets-are the fundamental units of the parameters, in terms of length [L] and time [T]. For conservative predictive purposes assume: -37- Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates K = 1x10-5 cm/s i = 0.02 R = 1.0 (i.e., no retardation), and ne = 0.1 The hydraulic gradient (i) was developed by taking the difference between the ground surface elevation at the west property line (5100 feet) and that of Coal Creek (5040 feet) and dividing this quantity by the direct east-west distance between the site and Coal Creek (approximately 3000 feet). Using these conservative values, the maximum ground-water flow velocity toward Coal Creek is estimated to be about two feet per year. Therefore, nearly 1,500 years would be required for any contamination to-reach Coal Creek. T-he-environmental monitoring system (Section 7.0) will detect the movement of leachate long before contamination could reach the creek because of the proximity of the monitoring wells to the fill. A similarly long time would be required for impacts to the shallow bedrock ground-water system to be significant. The following calculation of travel time is based on the distance to the east line of Section 29, because there-are no water supply wells completed in the shallow bedrock system. Assuming, K = 3x10-5 cm/s i = 0.01 R = 1.0 (i.e., no retardation), and ne = 0.1 a. for conditions in the bedrock, the velocity of ground-water flow is approximately four feet per year (neglecting the time required to migrate vertically downward through tens-of feet of low conductivity clayston-e). Based on these assumptions, approximately 330 years would be required for impacted ground water to travel the 1,320 feet to-he-east line of Section 29. In addition, it is extremely likely that movement of the released constituents would be significantly retarded by the chemical nature of the subsurface materials. The soils and -38- -- Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates bedrock are chemically basic (Table 6 in Appendix A); pH determinations range from 7.3 to 8.8 standard units (averaging 8.3 with a standard deviation of 0.6). These determinations indicate that the system is well-buffered and that released organic and inorganic acids will likely be neutralized by the subsurface-materials. In addition, the soils and bedrock have relatively high cation exchange capacities (sandstone < soil < claystone «oal), indicating a strong potential to retard the rate of migration of dissolved species by surface energy bonding to solid materials. This is particularly true in the coals which are the most significant water-bearing subsurface materials. In the unlikely event that off-site flow of contaminated ground water were to occur, Weld County and the Colorado Department of_Health will be notified in five working days of the situation. A characterization/remediation plan will be developed and submitted to both agencies within 60 days of the first notification. Clearly,the immediate requirement would be to collect, treat, and dispose of the contaminated water. Ground water can be collected using wells. The collected water would then be consumed in the operation for dust suppression and compaction or disposed of properly. The secondary requirement would be to increase the frequency of leachate removal from the leachate collection system to minimize the quantity of any releases. In addition, -the cover would be inspected to evaluate the need for additional compaction or greater thickness of low-permeability material to reduce infiltration through the refuse. 0. 6.3 METHANE GENERATION N 0. v The degradation of organic material in the refuse can produce methane under anaerobic conditions. Because the refuse will be deposited above the water table, the initial v0 conditions will be oxidizing and methane production will be inhibited for a time. However, the liner system and the low permeability daily and intermediate covers will restrict air circulation and anaerobic conditions will develop fairly rapidly. When this occurs, the production of methane can be expected. As the-readily degradable materials are consumed, the rate-of methane production will decrease and eventually will cease. -39- r-r—no.m n Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates To prevent the accumulation of methane, a gas management system will be constructed consisting of vertical wells and horizontal collection trenches. The wells will be installed after placement of the final cover; however, the collection trenches will be constructed as a part of routine operations. The trenches will be spaced approximately 150 feet apart horizontally and 60 feet apart vertically. Both the wells and trenches will be connected to a header system which will operate under either passive pressure or applied vacuum. It is currently planned that the collected gases will be flared on-site,connected with a near- by natural gas gathering system,or used for on-site generation of electricity (depending on economics). Eventually,the rate of methane production will decrease to the point that none of these options is feasible and the gas management system will be converted to passive venting. Because of the very low population density in the area and the monitoring program, methane production and the uses described above pose little hazard. a 0. v u u 0 v O 0 a 0 c L n -40- '.n0,0 Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates 7.0 ENVIRONMENTAL MONITORING SYSTEM 7.1 OPERATIONAL MONITORING 7.1.1 Description of System Ground-water,leachate and explosive gas conditions will be monitored on a quarterly basis during the life of the operation. Monitoring will occur in the months of March, June, September, and December. In addition, stormwater run-off will be monitored in the sedimentation basin as required by the federal NPDES regulations. The monitoring system consists of ground-water and methane monitoring wells, the leachate collection system sumps in the new cells, an existing leachate collection system sump on the western site boundary, and the sedimentation basin. Monitoring station locations are shown on Figure 13 (Appendix B). Ground-Water Monitoring The ground-water monitoring system will consist of the following wells. o Soil Ground-Water System - Potentiometric and water quality conditions will be monitored at the locations of saturation in the soil. Wells GW-8 (-or S-102 if the well begins to produce water) and P-2 will be monitored. o No. 6 Coal - Wells S-205, S-208 and S-209 will be used to monitor conditions in the a shallowest bedrock ground water. S-205 will be treated as the upgradient well and 7.5 the others will be treated as downgradient wells. d o Deeper Bedrock - Wells S-201,_S-202, S-203 and S-204 along the western boundary o will be used to monitor_conditions in the deeper bedrock. These wells are likely v upgradient of the operation but will be monitored for potentiometric and chemical `- changes. In addition, GW-1 (located east of the Pratt fill) will be monitored as a downgradient bedrock well. Ground-water samples will be analyzed for the parameters listed on Table 7 in Appendix A, following methods described in SW-846 (EPA, 1986). All monitoring wells have been -41- Irl fil �l Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates designed in accordance with the Water Well and Pump Installation Contractors Act, Title 37-91-1, C.R.S. 1973, as amended. Leachate Monitoring The four new leachate collection system sumps and the existing sump for the north-west cell will be inspected for the presence of fluids on a quarterly basis. If fluids are detected, the Colorado Department of Health will be-notified within five working days and the fluids will be sampled and analyzed for the parameters shown on Table 8 in Appendix A. If the concentrations of those parameters are equal to or less than the values indicated on Table 8 in Appendix A, the fluid will be pumped from the sumps and sprayed on the fill within the area of influence of the leachate collection system. The application rate will be controlled so that run-off from the site will not occur. If the concentrations exceed the levels shown on Table 8 in Appendix A, the Colorado Department of Health will be contacted and a disposal method acceptable to them will be devised and implemented. Explosive Gas Monitoring Explosive gas concentrations will be monitored in the above listed ground-water monitoring wells, as well as in all of the shallow wells (the S-100 series and the P-series). The wells are constructed with sufficient slots above the water table that they can also be used for 0. methane monitoring. Concentrations of explosive gas will be reported as a percentage of 0. the Lower Explosive Limit (LEL). Surface Water Monitoring 0 Stormwater run-off will be monitored in the sedimentation basin as required by the federal NPDES regulations. -42- 1 L Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 7.1.2 Reporting & Analysis Quarterly monitoring reports will be prepared comparing the monitoring results with past results. The reports will be submitted to Weld County and the State,and will be maintained on file at the site office. Significant changes in ground-water conditions will be reported immediately. The operator will investigate the causes of the changes and, if necessary, will submit proposed mitigation measures to the County and State for review and approval. Significant water quality changes will be evaluated using an intra-well t-test together with a linear regression analysis to test for long term trends. An intra-well test will be performed because there are no upgradient wells for the shallow system (saturated soils do not occur uphill of the site) and because the bedrock wells are completed in different ground-water systems. The t-statistic will be calculated based on the mean and standard deviation of all previous data collected from the well, and the mean and standard deviation will be compared to the current monitoring result. Specifically the t-statistic will be calculated as follows: t = (T- u)/(s2/n)1/2 in which N a _ a x = the mean of the previous data v u = the current value o s = standard deviation of the previous data, and n = the number of previous values. If the absolute value of the t-statistic is greater than the critical t for a single-tailed 0.05 rate with n-1 degrees of freedom, then the current value is rejected as a member of the population defined by the previous data. -43- -Hi II �I Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates In addition, an intra-well regression analyses will also be performed to evaluate long-term trends. All data (including the most recent results) collected from the particular well will be evaluated. The significance of the correlation will be tested by computing a t-statistic defined as: t = r[(n-2)/(1-r2)]t/2 in which r = the regression coefficient, and n = the number of data values. The resulting t-statistic will be compared to the two-sided critical values at the 0.05 level of significance with n-2 degrees of freedom. If the t-statistic exceeds the critical value, then the hypothesis of uncorrelatedness will be rejected. 7.2 POST-CLOSURE MONITORING Monitoring of environmental conditions and maintenance of the final cover will be conducted for fifteen years after closure. Post-closure monitoring will be conducted on a quarterly basis for the first five years and on a semi-annual basis for the next ten years after closure. Water quality samples will be analyzed for the same constituents as operational monitoring. The condition of the final cover and surface water control system will be inspected according to the post-closure monitoring schedule. This will include visual observation of o vegetation, pile settlement and erosion, and plugging or erosion of drainage ditches. v Remedial work will be undertaken as needed. All post-closure monitoring results for each quarterly or semi-annual period will be submitted to Weld County and the State of Colorado. Statistical analysis of water quality data will be as described for operational monitoring. -44- 11 1 Ii Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates 8.0 BIBLIOGRAPHY Algermissen,S.T.and D.M.Perkins, 1982, Probabilistic Estimates of Maximum Acceleration and Velocity in Rock in the Contiguous United States, U.S.Geological Survey Open- File Report 82-1033. Amuedo and Ivey, I975a, Coal Mine Subsidence and Land Use in the Boulder-Weld Coalfield, Boulder and Weld Counties, Colorado, by Myers, A.R., J. B. Hansen, R.A. Lindvall, J.B. Ivey, and J.L. Hynes of Amuedo and Ivey, prepared for the Colorado Geological Survey, Environmental Geology 9. Amuedo and Ivey, 1975b, Engineering Geology Investigations, Proposed Joint Meteorologi- cal Observation Facility Tall Tower, Weld County, Colorado, December 8. CDH, 1990a, Regulations pertaining to Solid Waste Disposal Sites and Facilities, Colorado Department of Health, Revised April, 1990. CDH, 1990b, Preliminary Assessment,Columbine Landfill,Erie,Colorado,COD 980951735, Colorado Department of Health, Hazardous and Solid Waste Management Division, prepared by Austin Buckingham, November 27. Colton, R.B., —1972?, Pencil Manuscript of Erie Quadrangle Geologic Map. Colton, R.B. and L.W. Anderson, 1977, Preliminary Geologic Map of the Erie Quadrangle, Boulder, Weld and Adams County, U.S. Geological Survey Miscellaneous Field Studies Map MF-882. Costa, J.E.and S.W. Bilodeau, 1982,Geology of Denver, Colorado, United State of America, Bulletin of the Association of Engineering Geologists, Vol. XIX, No. 3, pp. 261-314. Doty, 1987a,Second Quarter 1987 Monitoring,Laidlaw Denver Regional Landfill,prepared for Laidlaw Waste Systems, Inc., Benjamin P. Doty, P.E., Project Number 701-02, a September 7. Doty, 1987b, Installation of Wells 105, 106, 205 and 206, letter report to Mr. Frank Knickerbocker, Laidlaw Waste Systems, Inc., Benjamin P. Doty, P.E., Project No. 1201-03, August 15. a Doty, 1987c,Site Characterization and Operation Plan, Laidlaw Denver Regional Landfill, a Erie, Colorado, prepared for Laidlaw Waste Systems (Denver), Inc., Benjamin P. Doty, P.E., Project Number 1201-04, December 30. Doty, 1988a, Installation of Wells 103B, 201B and 204A, Abandonment of Wells 201A and 204, letter report to Mr. Rick Hoffman, Laidlaw Waste Systems, Inc., Benjamin P. Doty, P.E., Project Number 1201-06, March 26. -45- 8,7 0329 11 Till I 1 Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates Doty, 1988b, Phase I Evaluation of Volatile Organics in Wells 103A and 103B, prepared for Laidlaw Waste Systems, Inc., Benjamin P. Doty, P.E., Project Number 1201-08, October 6. Doty, 1989a, Inspections of Cell 6, Denver Regional Landfill (North), memorandum to Mr. Rick Hoffman, Laidlaw Waste Systems, Inc., Doty & Associates Project Number 1201-02, June 14. Doty, 1989b, Phase II Evaluation of Volatile Organics in Wells 103A and 103B, prepared for Laidlaw Waste Systems, Inc., Doty & Associates Project Number 1201-08, December 6. Doty, 1990a,Installation of Piezometers P-I through P-4, Denver Regional Landfill(South), letter report to Mr. Rick Hoffman, Laidlaw Waste Systems, Inc., Doty & Associates Project No. 1202-03, January 19. Doty, 1990b, Phase III Evaluation of Volatile Organics in Wells 103A and 103B, prepared for Laidlaw Waste-Systems, Inc.,Doty & Associates Project Number 1201-08, August 15. Empire, 1983a,Report of a Soil Profile and Groundwater Evaluation for Sanitary Landfill, Southeast of Erie, prepared for Nelson Engineering, by Empire Laboratories, Inc., Project Number 216L-83, February 4. Empire, 1983b, Sanitary Landfill, Southeast of Erie, letter report to Mr. Vern Nelson, Nelson Engineering, by Empire Laboratories, Inc., Project Number 216L-83, February 15. Empire, 1983c, Sanitary Landfill, Southeast of Erie, letter report to Mr. Vern Nelson, Nelson Engineering, by Empire Laboratories, Inc., Project Number 216L-83, March 4. Empire, 1983d, Sanitary Landfill,Southeast of Erie, letter report regarding installation of TH-6 to Mr. Vern Nelson, Nelson Engineering, by Empire Laboratories, Inc., Project Number 216L-83, April 29. Empire, 1983e,Report of a Soil Profile and Groundwater Evaluation for Colorado Landfill, Inc., Southeast of Erie, Colorado,prepared for Nelson Engineers,by Empire Labora- tories, Inc., Project Number 216L-83, September 29. Q. Empire, 1983f, letter report concerning laboratory permeability test results, to Mr. Vern Nelson, Nelson Engineers, by Empire Laboratories, Inc., November 2. Empire, 1983g, Abandonment of Incomplete Observation Well at Colorado Landfill, Inc., letter report to Mr. Vern Nelson, Nelson Engineers, by Empire Laboratories, Inc., November 2. -46- Win..^ li1i � � ill Laidlaw Denver Regional Landfill (South) Site Characterization September 23. 1991 Doty & Associates EPA, 1986, Test Methods for Evaluating Solid Waste, U.S. Environmental Protection Agency, SW-846, Third Edition, November. EPA, 1988, Proposed Rule, Solid Waste Disposal Facility Criteria, 40 CFR Parts 257 and 258, U.S. Environmental Protection Agency, Federal Register, Vol. 53, No. 168, pp. 33314-33422, Tuesday, August 30. FEMA, 1982, FIRM, Flood Insurance Rate Map, Weld County, Colorado, Unincorporated Area, Panel 975 of 1075, Community-Panel Number 080266 0975 C, Federal Emergency Management Agency, National Flood Insurance Program, Map Revised September 28. Golder, 1991, Subsidence Evaluation, Denver Regional Landfill (South), prepared for Laidlaw Waste Systems, Inc.,Golder Associates Project Number 903-2284,September 6. Hamilton, J.L., 1981, Geologic and Hydrologic Report, Proposed Landfill, Sections 20 and 21, TIN, R68W, Weld County, Colorado, prepared for Horst and Dearmin, July 10, 1981. Hamilton, J.L., 1982, Report to Colorado Department of Health on the Proposed Horst and Dearmin Landfill, Erie, Colorado. HLA, 1990, Landfill Design and Operations Plan, Horst Landfill, Weld County, Colorado, prepared for Daniel R. Horst, Harding Lawson Associates Job No. 17602,050.10, September 24. HSI, 1983, Site Evaluation and Operation Plan for Landfill Systems, Inc., Disposal Site, Erie, Colorado, prepared for Landfill Systems, Inc., Hydro-Search, Inc., Project Number 1443-83, February 10. HSI, 1985a, Monitoring Systems and Baseline Conditions at Landfill Systems Disposal Site, Erie, Colorado, Hydro-Search, Inc., Project Number 1443, February 22. a v HSI, 1985b, Letter to Landfill Systems, Inc., concerning installation of Wells IOTA, 102A, and 201A, Hydro-Search, Inc., Project Number 1443, June 12. S HSI, 1986a, Additional Drilling, Landfill Systems Disposal Site, Erie, Colorado, Hydro- Search, Inc., Project Number 104E05822, April 30. 0. HSI, 1986b, Installation of Wells 103A, 104A, and 204, Abandonment of Wells 103, 104 and MW-14, Letter Number 0086, Hydro-Search, Inc., Project Number 104E05912, June 4. HSI, 1986c, Inspection of Cell 2, Erie Landfill, memorandum to B.P. Doty from R.O. Walston, Hydro-Search, Inc., Project Number 104E04432, June 13. -47- Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates Hurr, R.T., 1976, Hydrology of a Nuclear-Processing Plant Site, Rocky Flats, Jefferson County, Colorado, U.S. Geological Survey Open-File Report 76-268, March. IC, 1986a, Hydrogeologic Evaluation of the Western Landfill near Erie, Weld County, Colorado, prepared for Western Landfill, by Industrial Compliance, Inc., May. IC, 1986b, letter concerning installation of GW-11 and drilling of borings TH-I 1 through TH-17, to Mr. Danny Souders, Western Disposal, Inc., prepared by Industrial Compliance, Inc., Project Number 1-1562, August 25. IC, 1987a, Installation of Two Monitor Wells and Ground Water Sampling at the Western Landfill, Erie, Colorado, letter report to Mr. Frank Knickerbocker, Laidlaw Waste Systems, Inc., Industrial Compliance, Inc., Project Number 1-1691, June 30. IC, 1987b, Results of the Sample Analyses for Western Landfill Ground Water in Wells GW- 1, GW-8 and House Well, letter report to Mr. Frank Knickerbocker, Laidlaw Waste Systems, Inc., Industrial Compliance, Inc., Project Number 1-1691, July 21. IC, 1988a, Laidlaw South Landfill Design and Operations Plan,prepared for Laidlaw Waste Systems, Inc., Industrial Compliance, Inc., Project Number 2-1803, March 28. IC, 1988b, Pratt Property Landfill Gas Venting System Installation, prepared for Laidlaw Waste Systems, Inc., Industrial Compliance, Inc., Project Number 2-1927, November 22. IC, 1989,letter to Mr.Steve Orzynski, Colorado Department of Health, concerning revision to excavation in "Average 20 Foot Cut" area in northwest corner of site, Industrial Compliance, Inc., Project No. 2-2079, July 6. Kirkham, R.M. and W.P. Rogers, 1981, Earthquake Potential in Colorado, A Preliminary Evaluation, Colorado Geological Survey Bulletin 43. Lavington, C.S., and C.C. Adams, 1924, Lafayette District (Structure Map), May. n 7.1 Mined Land, 1986, Boulder County Subsidence Investigation, Mined Land Reclamation Division, Department of Natural Resources, State of Colorado, prepared by Dames & Moore, May 6. O Mined Land, 1990, letter report regarding Plugging of Columbine Mine Main Hoist Shaft, Randall K. Streufert, Reclamation Specialist, Mined Land Reclamation Division, Q. Department of Natural Resources, State of Colorado, September 6. Nelson, 1979, Operations Plan for Southwest Weld County Landfill, prepared for Colorado Landfill, Inc., by Nelson Engineers, Greeley, Colorado, September 24. Nelson, 1982, Operations Plan for Pratt Property Landfill,prepared for Colorado Landfill, Inc., Nelson Engineers Project No. 2017, November 12. -48- Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Doty & Associates NOAA, 1973, Atlas II, Precipitation Frequency Atlas of the Western United States, Vol. 3, Colorado,National Oceanic and Atmospheric Administration. Poeter, E.P., 1988, Perched Water Identification with Nuclear Logs, Ground Water, Volume 26, Number 1, January-February 1988, pp. 15-21. Robson, S.G., A. Wacinski, S. Zawistowski, and J.C. Romero, 1981, Geologic Structure, Hydrology, and Water Quality of the Laramie-Fox Hills Aquifer in the Denver Basin, Colorado, U.S. Geological Survey Hydrologic Investigations Atlas, Map HA- 650. Robson, S.G., 1983, Hydraulic Characteristics of the Principal Bedrock Aquifers in the Denver Basin, Colorado, U.S. Geological Survey Hydrologic Investigations Atlas, Atlas HA-659. Robson, S.G., 1987, Bedrock Aquifers in the Denver Basin, Colorado - A Quantitative Water-Resources Appraisal, U.S. Geological Survey Professional Paper 1257. Rocky Mountain Fuel, 1926, Profile, Columbine Mine, prepared by H.M.J., March 23. Rocky Mountain Fuel, undated, Profile B. Rocky Mountain Fuel, 1940, Map Showing Working of Columbine Mine in NE4, Section 29 and Development toward NE4 and SW4 Section 28, TIN, R68W, Weld County, Colorado, May 4. Rocky Mountain Fuel, 1942, Columbine Mine, November 3. Rocky Mountain Fuel, 1946, The Rocky Mountain Fuel Co's Columbine Mine, Situated in Sec's 20, 28& 29,TIN,R68W, 6 PM, Weld County, Colorado, prepared by H.M.Jones, revised repeatedly from May 21, 1921, through March 28, 1946. Schneider, P.A., Jr., 1980, Water-Supply Assessment of the Laramie-Fox Hills Aquifer in parts of Adams, Boulder, Jefferson, and Weld Counties, Colorado, U.S. Geological OJ Survey Open-File Report 80-327. U L. SCS, undated, Soil Map for Colorado Landfill Inc, U.S. Department of Agriculture, Soil Conservation Service, Soil Survey Sheet or Code No. YB-I0DD-67. a y Spencer, F.D, undated 1, Structure Contours on Bottom of Coal Bed No. 3 (Main Seam) of the Laramie Formation, preliminary map prepared prior to Colton (1972) and probably in 1952 or 1953 based on discussion in Spencer (1986). Spencer, F.D, undated 2, Erie Quadrangle Cross-Sections, preliminary work prepared prior to Colton (1972) and probably in 1952 or 1953 based on discussion in Spencer (1986). -49- etrsY3L: Laidlaw Denver Regional Landfill (South) Site Characterization September 23, 1991 Dotv & Associates Spencer, F.D., 1986, Coal Geology and Coal, Oil, and Gas Resources of the Erie and Frederick Quadrangles, Boulder and Weld Counties, Colorado, U.S. Geological Survey Bulletin 1619. Stewart, 1984, 1983 Year-end Report for Water Quality, Colorado Landfill, prepared for the Keirnes Corporation, by James H. Stewart and Associates, February 27. Urban Drainage, 1978, Urban Storm Drainage, Criteria Manual, Sixth Printing, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado. Weimer, R.J., 1973, A Guide to Uppermost Cretaceous Stratigraphy, Central Front Range, Colorado: Deltaic Sedimentation, Growth Faulting and Early Laramide Crustal Movement, The Mountain Geologist, Vol. 10, No. 3, pp. 53-97, July. White, K.R., 1990, Landfill Design, Operation, and Closure Plan for the Proposed Environmental Recycling and Disposal Co. Facility in Southwestern Weld County, Colorado, prepared for Environmental Recycling and Disposal Co., Project Number 8912-04, July 30. CL n a a v u u v c O V v c .a -50- e r.n,.in APPENDIX A TABLES a a r U v C 0 v c L a .3a uL^8 — ` ll(1l1IUli11{DIf 11 Laidlaw Denver Regional Landfill (South) Site Characterization September 6, 1991 Doty & Associates Table 1. Average Monthly Precipitation and Evaporation Precipi- Class A Pan tation Evaporation Month finches) (inches) January 0.43 0.70 February 0.37 0.90 March 1.02 1.53 April 2.00 3.96 May 2.88 6.45 June 1.49 8.19 July 1.60 9.37 August 1.58 8.03 September 1.20 6.49 October 0.75 4.68 November 0.74 2.31 December 0.59 0.97 Total 14.65 53.58 Notes: 1. Rainfall data from Brighton, Colorado, for period 1961 to 1980. v 2. Evaporation data from Cherry Creek Reservoir for period 1968 to 1985. 3. After White (1990). C O L . A-1 C CTh e):. 111111 HMI II .____ Laidlaw Denver Regional Landfill (South) Site Characterization September 6, 1991 Doty & Associates Table 2. Wind Data from Jefferson County Airport Percent of Percent of Winds in All Winds Velocity Range From From Azimuth Azimuth Velocity All 240 - 10 240 - 10 (moll) Directions WSW to NNE WSW to NNE Up to 4 12.1% N/A N/A 4 to 12 69.9% 33.6% 48.1% 12 to 24 16.4% 12.6% 76.8% Over 24 1.6% 1.6% 100.0% 100.0% 47.8% Source: Hamilton (1982) CD O O 0.o. A-2 nf'111 Islll��f I I -Laidlaw Denver Regional Landfill (South) Site Characterization September 6. 1991 Doty & Associates £ E E L m L L. I- 0 V 0 CO V 4 0I- 60.0- 0. « I- N 0. • • MN • N in N in rIn 6 en e-0060-•.C 0 N .0 •0-- 6O M 00 COO N ANON O. Ol M MN NMNMO--NNMMr 6 .._ 4--� e— r 01 6 ee r N en M . • 000• • N•M•N••G••O•r•O r-r••SNr N• OJ •.ON •0 d O 0O 6 in•43 aO in N a O• j ' •4ry ¢NAMery•�M-tap0t.1NNMMteVyt�•tem.•- e- 0 � .OPACzd • AA • A ^ w.> . . . . . . . . . . . . . 0 > N N NNNN N N N 6666N N N N y0 0 60 N pp -} -}}pp. CO • CCOO N A A Op N 0.'CO.P-O N. ON0 • • 0000. Crp N l € NC! r r C 0+ 0 p. p.pp..pp,.&0000000 . 0 • .L•Q d . POMP-0.600 00 000 • • 00 o x • r0 o•Otee NA M.O.— • 00 • • 000- • • N • N • d Mr•.•eel NrN MN-f In 4.4 4 N N y0- 3] • J '.- 01--II In 03-3 • 0 • • NNN • •- r L E • n 6 iJ • J •O CO Cc-A0r •0 OP • 03 O • • •O • 6 0 . 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T 0 M 0 0 0 0 CO GI N N 0 N W N N N N N a la d Egg � t�ggggggg-,�� 03i;mmCOCOCI V 0 S N N N N N U U r re N N N N N N N N N 41 N U U U 0 0 U U 41 O TCO 00 r 0000 r 0 O•en•-.0 6 N .. --06• .O V 0 N00.•O.O•.O'-f M r6 J-1 in 0-1 N 6 V•N-t Nr...t at CI G .•. r 0-N d N N in 40 03 N Q•O M In r-t-t q = V r r J 0 N C O Cv 0O COOOOOO 6.0 M ON 000tn0NMOrr-1M OCN--t 4.4 M r r CO en-t-t 0 to r OJ en'.0p en•O6 Mr 0 T Or N-t N N II1 M 00O N-t•0 en N O-fd 44 L r C L L r a1 a 0y r N M-f 1f' N E N2 6YAr in in Y10•0'.1r N r r-fr.1%a.—rN reeNM CM 66616 •N2 L 0 6--N-O in 6 r 6-O•N r M 4 In r-t V 6 \6 Me-r r d IA § 0000000000 0000000 00000000 L N r r r r N r N N N N N N N N N N N N N N N N N N 0 0 CO 2 N N N N N N N N N N N N N N N N N N N N N N N N N A-3 .Ji...JL::3 alai I IIIII I I 1 __._,____- Laidlaw Denver Regional Landfill (South) Site Characterization September 6. 1991 Dotv & Associates Table 4. Summary of Hydraulic Conductivity Test Results RECOVERY TESTS Hydraulic Geometric Conductivity Mean Well Material (cm/s) (cm/s) S-204 Sandstone 1.3e-5 1.3e-5 S-203 Coal I.8e-5 S-205 Coal 3.5e-5 S-208 Coal 5.0e-6 S-209 Coal 6.1e-4 3.7e-5 SUMMARY OF ALL TESTS (cm/s) a PACKER TESTS RECOVERY TESTS Best Best Material Range Estimate Range Estimate v o Claystone 1.3e-7 5.3e-6 6.9e-7 - - v Siltstone 4.3e-8 2.3e-5 1.1e-6 - - 0 Sandstone 2.5e-5 1.8e-4 6.0e-5 1.3e-5 - 1.3e-5 Coal 3.7e-6 2.0e-4 3.4e-5 5.0e-6 6.1e-4 3.7e-5 A-4 non >:,,: 1If X1111 I tt'I I I Laidlaw Denver Regional Landfill (South) Site Characterization September 6. 1991 Doty & Associates Table 5. Permitted Wells in Contiguous Sections Water Ref. Permit LOCATIO N Depth Level Yield No. Number 1/4-1/4 Section Owner Use (feet) (feet) (gpm) Aquifer 1 31502F NWSW 21 Landfill Systems 700 300 8 KLF 2 114405 NWNE 29 Colo. Landfill 690 - 15 - 3 10923AD SWNE 31 Keith, R. - - - KLF 4 14781MH SE 31 Smith Energy Services - - - GW 5 10922AD NWSE 31 Dent, W. V. - - - KLF 6 15937 NESW 31 Jungferman, Valdamar 480 140 10 - 7 10675F SWSE 32 Field Enterprises 875 30 25 - 8 37456F NESW 32 Pezolot, Allan E. D 660 200 18 KLF 9 63868 NESW 32 Smith, Marshall D. D 310 120 10 - 10 72111 NESW 32 Crotty, Leo E. 660 200 15 KLF 11 90524 NESW 32 Howe, Dolores Betty 320 100 6 - 12 70304 NWSW 32 Picraux, Lyle J. 515 215 6 - 13 151382 SWSW 32 Jenkins, Thomas - - - KLF 14 96121 SWSW 32 Picraux, Lyle J. 740 90 15 - 15 115153 SE 33 Rockwell, L.H. D - - 16 10630 NENE 33 N. Huron Water Co. - - - KLF 17 27743 NWNE 33 Porter, Lawrence 894 135 30 - 18 38854 NINE 33 Kailer, Fred F. 63 9 1 - 19 58621 NINE 33 West, Wilson 889 120 15 - 20 56474 NWNE 33 West, Wilson W. - - - GW 21 118667 NWNW 33 Poole, R.N. 22 138952 VAIN 33 Reinholdt, John R. - - - KLF 23 23394 SESE 33 Muhle, Walter 250 135 20 - $ 24 34971 SESE 33 Wile, Walter 390 120 20 • a 25 115153 SW 33 Elzi, Jr., Charles J. 0 700 - 15 - $ 26 138951 SWSW 33 Reinholdt, John R. - - - KLF u T Notes: o Use Codes are as follows. v a, c C - Cannercial _ D - Domestic d H - Household use only M - Municipal S - Livestock 0 - Other A-5 elk.tti Li,,,:a IN Illif I I,aidlaw Denver Regional Landfill (South) Site Characterization September 6, 1991 Doty & Associates Table 6. Soil Chemistry Results Cation Well Sample Depth Exchange Number Number (feet) Material Capacity pH S-105 4 6.0-8.0 Soil 23.1 8.6 S-209 6 6.0-8.0 Soil 20.6 8.6 S-209DUP 6 6.0-8.0 Soil 21.1 - S-204 3 65.6-66.5 Sandstone 21.3 8.8 S-209 13 85.0-85.5 Sandstone 22.2 8.8 S-209 10 45.0-46.4 Claystone 35.0 7.3 S-204 5 41.5-43.1 Claystone 36.3 8.4 S-205 2 37.7-40.0 Coal 56.5 7.4 S-209 14 92.0-93.2 Coal 43.3 8.4 Notes: Cation Exchange Capacity in milliequivalents per 100 grams. a v pH in standard units. T u v C O 7 Y C L a A-6 11111(1 Ulf I - Laidlaw Denver Regional Landfill (South) Site Characterization September 6. 1991 Dotv & Associates Table 7. Ground-Water Monitoring Constituents Field Measurements Temperature pH Conductivity Water level Detection Laboratory Analyses Limits (ma/1) Indicators Total Dissolved Solids (TDS) 10 Total Organic Carbon (TOC) 5 Total Organic Halides (TOH) 0.005 Chemical Oxygen Demand (COD) 5 Major Ions Calcium 1 Magnesium 1 Sodium 5 Potassium 0.1 Bicarbonate 5 Carbonate 1 Sulfate 10 Chloride 1 Nitrogen Species 2. Nitrite (as N) 0.1 Nitrate (as N) 1 0 Ammonia (as N) 1 0 Trace Metals (Dissolved) Cadmium 0.01 Iron 0.01 Lead 0.01 Manganese 0.01 Mercury 0.01 Zinc 0.01 A-7 J roe 11IT I ^ Laidlaw Denver Regional Landfill (South) Site Characterization September 6. 1991 Dotv & Associates Table 8. Leachate Chemical Parameters Acceptable Parameter Concentration Total Organic Carbon (TOC) 100 Total Organic Halides (TOH) 300 Total Petroleum Hydrocarbons (TPH) 100 Total Phenols 10 Notes: All units are milligrams per liter (mg/I) except TOH which has units of micrograms Chloride per liter (ug C1/1). Acceptable concentration means that the leachate will be sprayed on the fill within the area of influence of the leachate collection system if the leachate has this concentration or lower (see text). A-8 tit I�1 it 111f APPENDIX B FIGURES i mll�]IJIF!IlIFDfl II FIGURE 1 LAND USE V nN.RMw TWOSV v 'WNW 16 1J t. �� 17 SALVAGE nYARD MINE PROPOSED HORST DENVER / LANDFlLL REGIO LANDFILL �\ FlLL (NORTH) �J/ y � ( NDNORTH) 24 1! 70 � ' 21 22 DENVEA PROPOSED REGIONAL ERD LANDFILL ♦�� 'i r i/ FACILITY ss i30 ) COLUMBINE �� 25 27 MINE ��!.:.� — PRATT L oJ /��,, , LANOFlLA� \ 'IT , O ARK sisz U u �, 4 0 N o MAWW /nN,MIW N nw,nn _J n5,R5EYf t 1lS,M W / 713.11.11MIn 1 �. Tsni 4 r. k "7 1- a U O N to Q c I 0 1000 2000 3000 4000 5000 6000 I. I I I 1 I 1 HN WALE 01 FEET O CONTOUR INTERVAL: 50 FEET 0 TOPOGRAPHY FROM THE E.151LAKE, ERIE, FREDERICK AND LAFAYETTE, COLORADO, USCS 7.5 MINUTE QUADRANGLE SERIES 11nl11[11,111- I I - , � . z M z o c; 0 ' N CJ;) 0 C) VI W -;o --I 0 Q G N C./7 0 6 z U }— Z K O ? go 0 V) O 1 �_ a °° Q K Q Ov N `� gui l 10 N W O II U 0. (] w o 0 a 0 CD csi I in 0 o 0'''''.. ..li. QZC r— ---, Y--\ _4 O eC n.o • d No N 4 aT\: . o. to SZ25 0 N N OI \! ( 5200 iy N �N w I )fri.2. + I3 ni o n N in I G. N Q6\1 N �� N --�+L" I a Hlc n O N r.v� 0 N OSi S N / ul in ) Q 4 NJ a. II0 I .r i In N .7....\*J. N 2 I N I n +— +o W UN I1 N = N N 1 N O_ O I I N N v = cn z z o ° "' Cl C w _,o o n Q 0 N f OF U z c../-) g o� J o — z VI F— Q TE ; Q I g Q °U o c., cki o cn fo w j o 0 wN I[1 W cc O N MI 7 F • SZS oszs .g.in n i a. z a N . a k N ..0 I .g + I m a M to .k-6 I I g I 5225 ao i 5200 Q I4... al N D N I co m I fA I _N = p v7 0T i • O� as 1:T4D_ In I \.n /161+) • ...:.^.. 63 t....ile 7 \ n N 1 0_ h .!+_. 0 • \ In Ti In i \ N d ^ 17 y c� a o W ₹ / 4-� 0 s a in 0 3 V W i:9 Z 8 �' ' 0 fl m Di o 1 fa r 0 z U Z 7 Q o VIQ v C/1 re Z gI C7 0p Z U Can - O 0 in N:: z n U. w m — :)....ru o :c4 Q c Z '- In F 1 1 t CO-7 UVyI , ii: CI zaWNZ :zin �₹ iaaU �cOia w Q H } z p I = gV)Z00 - W IL N o� N N 0 • ten: o colotz= 2 In aa� r•'JI Z o I- I- .-N ml" on eN o + 1(0 o r7 o r. I Ln N • a I I I O in, On: PH00 CO7g2; _ jog w a RPiltOia ~o s Lt I c-r i--tXzo a. O O + r`.Ja o O op -io v7 N on: N a� ilia? Q M in , r-o m c° p fr r- gal o n,� i �� 2d�s� 3 ooa �Ioilc�io n:zo 3 p oow 0 6 ~� 0 Fmtoo to tad I mil rvOico7O •12. + \ u 00 CO I o P�80 N I .0, H NH�nnS a1 I IL win: I I I on I EF- O a �� Pr x2O p in Os to n �0�ri GO mo I nJF. �vlzO I �� N �J�;; 3 O H PuOiz�O I u: F=- nook �vOicOia N p -I [� I = I uio0 La FN2O CO O0dN 0D3 I- OAF- LL. OO ¢¢ I �� . ap la. • PInzo Z �d ilia = N U I 1 III V•Z F- ZR113 .. , } p g�vO1vO p Os¢ O ^+O 01 aU t0 �rnza p•as I G J I �a W P8Zo ~ ��ZO Fc —71 pn=�� m v1 v7 I-N2O N� I"- Loma: a t7 in I O I I �a� M7 NHS N JU 2 nLI I p�� • oav1- I=CAZOO ~� 1-0200 F-• 1--UIZO oOloix toll! } o I In (oZ N CI o- N O 0 0 0 • pJ2 pal JF c^ , 3 V N• �uOtza .:IJa d o n o S .- +D j *o___RuOico+ In II U to f7 N t� Z ri O N Hu] I J N N I, W II W COn 0 0 10 0 0 110 0' • 0 0 O O O J• co I m inN YI In O N O 01 N 0 •-• . N I W geDggag 0 FIGURE 5 SOILS , PLASTICITY CLASSIFICATION 0 CU O = o L o O = o CO o H U U CD -4 \.O O • O Cy GrN 1 L O CPI CO cu c� En O f/? N o �-F J ti a 1 CL1 U JJ (n (/) U M - - O V) I L Q O O o O O o 0 0 O o 0 CO f� V0 En d- C� CL r X]QNI )11O11SV1d 0 F T- 1 T 1 FIGURE 6 BEDROCK PLASTICITY CLASSIFICATION O of O .--1 = o a � 2 O d CO CU O l— c:, _ Cr) CU lf), U I I i ur o o O R1 QD Fr) Q J in N ClCI , D \ I O C o � J I O _I CU U i N N O cN•I i CL1 J J U,LLJ ~ O O O O O O O CO N lO Lf� mCU O o O >- X]ONI ,110IlSVT1d O n lf �_ T FIGURE 7 -COLTON & ANDERSON (1977) FAULTING , 2 / DENVER REGIONAL v' e________, LANDFILL (SOUTH) , J 1 j J _EXCAVATION 1 i 4 __--c-NN....„.._ / t 2L ...'..'Lc':i I io • DIAGONA_ FAULT !.-. ,� to �..j �/ 29 _OUTCROPS �F...7/+ _------il J / 5100 •/*•I / �� 4 / . .._es--2/ tr\ / I. .,• ri, 1 N .5.0 ri c / c O Ln NOTES: N -0 TOPOGRAPHY FROM USGS MAPPING OF ERIE QUADRANGLE.N FAULT TRACES FROM COLTON & ANDERSON (1977) ON WHICH MOST OF THE FAULTS — ARE SHOWN AS DOTTED LINES (CONCEALED). THE DIAGONAL FAULT IS THOUGHT TO DIE-OUT SOUTH OF THE SITE BASED ON DETAILED REVIEW OF THE MINE MAPS AND INSPECTION OF THE EXCAVATION (SEE TEXT FOR H DISCUSSION). Q U O (n 0 1000 2000 3000 Moo 5000 6000 in a N SCALE4 ( ! I 1 I I I } sic IN Mr — O p CONTOUR INTERVAL: 50 FEET nn er7ILl I II FIGURE 8 } GEOLOGY OF EXCAVATION L # Q ± ®$o ) ° �b I \ } \§ \4 u / o No- k y $ _ 7 l- z LLI § , � \ in �2a � A/ ge = = 0 | 00 © \ ut ± \ o_ » \ V) � : z0 I 0e _ m . /1 ! / \ 3 /.( y 0 3 y a: y [ = 0 m: c En 7 \ e � .' e » CV m p: O; 0 j /\II { �� 0 .Sd / ;) q / G/ / \I ( f\ I ® » » e: : u O ° :: 0 N ~lal <rr\ %§\ _ ° -NI \ 2 / ± § % ( < ` � dI- / \ = s /' / e $/ ® } 0 0 0 0w �i � ) / } cc o po .2 I c7 \ �i 0 \ \ R 20 � ° 2/ Et = 0_ sef0C2S _ . . . . . } 1 FIGURE 9 GEOLOGIC BLOCK DIAGRAM J Z 0 b N / J N 0 r P a N Ni rn wit CO O 0�' in „\-0 c)4 W40 � W D 01 v, a r I- 0 O III 1 FIGURE 10 SURFACE WATER FEATURES LOWER -BOULDER DITCH -- 1 —__ - —� \ \ TRAM,/ -1I nN.eeew -- nN,Reele I Te w VV n mewCOMMUNITY 17/ °F �_ UITLH Is w OCeTh> -. 0i f LEYNOR li • COTTONWOOD N0.C. 1 DITCH TANLEY ET' ie( R0\ TY-� REGIONAL / N--..,_____N_ LANDFILL Y COMMUNITY [ (ANDFIL 5" -� /i DITCH COTTONWOOD • ` s - EXTENSIONIC / e so di 29 to V SPRING- "� m 7 y N � v co O e 7 e f- STANLEY IO GO ODHUE at �2 es DITL� DITCH cr____.,...] ---1 \S N nN,Reew nN.neew ns,Reew ns,Reew T1Tv eeew 4 • V w / S,Raew W SWAMP ' `� a G I " Q -- COMMUNITY DITCH O EXPLANATION Q • PONDS oili 0 1000 2000 3000 4000 5000 0000 i� IIIIIIJ O PERENNIAL AL ' E AM; swe IN FEEr CONTOUR INTERVAL• 50 FEET ['ITCHES & ... `WANE TOPOGRAPHY FROM NE EASTLAKE,-ERIE• FREDERICK AND LAFAYETTE, COLORADO, USC5 7.5 MINU6 QUADRANGLE SERIES FIGURE 11 PERMITTED WELLS / of K. 17 [ae CowwrarY 16 a1w r &) .e T,N,R68W A Al * 19 r' 20 >sxo r 1.071,09 Ng lam . 7J :2241 l iar 2 ,+ :.REGIONAL:: '.-. LANDFILL. .'...•-doo—1 MILE RADIUS 8 II (SOUTH) ,/ 30 _7A:c�.'.'.'...'.••/ \ d. SPARC `_\Sqod\ N t Coo D U-) $ it, �1 118r 0 "�' 119 I J \I •••< 1. �i P" 116 N ir? - 22 $ '-0T►Z0 - 31 3 J< cis 33 t-r�S 4 12 98��i Eil // '�' --4-11-4Z. 1 J 711 x 1,5 33 TiN;R68W 6LLI )4* UO CS T1S,R68W -�- 1 T1NiR68W fn I T1S,R68W In Q AI EXPLANATION >- 0 7000 2000 3000 4000 loon soon 0 4q PERMITTED -WELL I I I 1 I - NUMBER-REFERS TO TABLE N D IN TEXT a FEET CONTOUR IN1ERVAL• 30 FEET TCPDORAPHY-FROM 114E EASILANE, ERIE. FREDERICK AND LAFAYETTE,-COLORADO. USCS 7.3 Mj 41 DAASCLE SERIES II 'i l FIGURE 12 PIPER TRILINEAR DIAGRAM I o$ _ 111 e e� 1111 \� 11111 si 2 111 1111 GW-1 1111111 o S-2 5 8 '1111 - cv 11111111 - eo S--204 SAYS 111 P -S-209/IIGW-8 �o in rnGW-1 CD au ---.-.'- \ -"S-2o5 - 80 csr cr, o40 /----------- o S-203 -..-.-- \> o ------------. / �-2------- -40 43 ct, N so ----------CW—B / —20----- 9NI -----------.-CW-1 -S-20. --�--S 208 20P- --20 2. —204 • °203 i►��,��" '4 STAYS 00 00 to $ ,, S-208 ti° 4, a mo $ CATIONS ANIONS PERCENT OF TOTAL MILLIEQUIVALENTS PER _LITER _..d 0 i cry W W a W o 0 Q 0 c~ oF � U0 z _ >-- z'-g g 0 o cr--)g N U V)O W No Q NM f10 0*t U NV)OD n M N .� O� ...t%...t%0 e0 Y OOOOOOO`" 0 N0000 n`"•' W N I U N N N N N N N I Z to* I I I g N pc O 13 O ' 1111113 O a r 1IIIII11333 3 0 au to cow tout mint., f/)VINcncn a 0_a U'U'U' ¢ — 3 O N m O Z I W I In 0 Q p o Z Z = N NN W O O . 41 .-(Dri--1 . ----:- OSZ5 / O In re o N N O JI ce o_ aa--:4 \ + O1 f° 5225 N O _ D \ 5200 43 o tO co co . --.1..„A .iOCNI N I Ij r _^ _ CIn LO N OC. SI N. ) ,....____,../A\ to Lo -s\\ Lo N / m cn in N Oa N /•*"...j )1:.„,„:,a. 1O*-1 .a 0 N Z ¢F +1—* U O Ii N OJ O a. x N N I a_ N N d co Q CO N U a N VI Q: W •'I ,,,I m � O N O V) N O APPENDIX C FIELD INVESTIGATION L a a a v u u w L c 0 a 0 c n I� elf ilk___ Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates TABLE OF CONTENTS Page 1. 0 INTRODUCTION C-1 2 . 0 DRILLING AND SAMPLING PROCEDURES C-3 2 . 1 EQUIPMENT DECONTAMINATION C-3 2. 2 DRILLING C-4 2 . 2 . 1 Soil Borings C-4 2 .2 . 2 Bedrock Borings C-4 2 .2. 3 Refuse Borings C-5 2 . 2 . 4 Piezometers C-7 2 .2 .5 Subsidence Borings C-7 2 . 3 SAMPLING C-9 3 . 0 STRATIGRAPHIC AND GEOPHYSICAL LOGGING C-10 4 . 0 PACKER TESTING C-11 ' 4. 1 EQUIPMENT C-11 4. 2 PROCEDURE C-12 5. 0 WELL INSTALLATION AND COMPLETION C-16 5. 1 MONITORING WELLS C-16 5. 2 PIEZOMETERS C-19 5.3 SHOP WELL C-20 6. 0 WELL DEVELOPMENT & TESTING C-22 6. 1 WELL DEVELOPMENT C-22 6. 2 DRAWDOWN-RECOVERY TESTING C-23 g 6. 3 WATER LEVEL MONITORING C-23 7. 0 HEALTH AND SAFETY MONITORING C-24 v C-i Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates 1. 0 INTRODUCTION This appendix describes the field activities performed at the Denver Regional Landfill (South) for site characterization purposes. The work was performed from March 18 through June 13 , 1991 under the project direction of Doty & Associates. Field supervision was provided by hydrogeologists and engineers from Golder Associates Inc. The work consisted of the following: • Auger drilling, continuous sampling and core drilling of 14 boreholes; • Geophysical logging of the bedrock boreholes; • Installation of fourteen new monitoring wells (four in the soil, nine in the Laramie Formation bedrock, and one at the base of the refuse along the western toe of the Pratt Property) ; Rotary drilling and coring of four deep boreholes to address subsidence issues related to coal mining beneath the site; • Packer testing of six boreholes to determine in situ hydraulic conductivity; • Well development and water level recovery monitoring subsequent to installation of the monitoring wells; • Drilling, installation and development of a water supply well completed in the Fox Hills Formation; • Rotary drilling and installation of six piezometers in the $ southern half of the site; and • Monitoring of ground-water levels in the newly installed wells and piezometers. Monitoring well and subsidence borehole drilling, soil and tedrock sampling, packer testing, subsidence borehole grouting, well installation, and water well installation and development C-1 Laidlaw Denver Regional landfill (South) Field Investigation august 20, 2991 Doty & Associates were performed by Boyles Brothers of Lakewood, Colorado. Piezometer borehole drilling and installation were performed by Mier Drilling of Castle Rock, Colorado. The coordinates and elevations of the wells, piezometers and =sampling points were provided by Contract Surveyors, Ltd. , of Denver, Colorado. L 10 a u U L L C 0 a w C C-2 S:0829 Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty h Associates 2 . 0 DRILLING AND SAMPLING _PROCEDURES 2 . 1 EQUIPMENT DECONTAMINATION In accordance with ASTM specifications, all equipment, tools and materials used to drill, install, and develop the monitoring wells were decontaminated before being used at any location on site, between each boring or well, and prior to demobilization from the site. Drill rigs and drilling equipment were degreased by steam cleaning upon arrival at the site. Either a teflon based lubricant (i.e. , Kingstuff) or vegetable oil was used to lubricate drilling/sampling equipment. Water used in decontamination, drilling, and mixing grout (for subsidence drilling and monitoring well installation) was obtained from either the Fran Thomas stock pond (located approximately 1.25 miles east of the site) or from the site water well located immediately north of the office. The steam cleaner used for decontamination was supplied by Boyles Broth- ers. The rig used to drill the piezometer boreholes was steam cleaned upon arrival at the site with the Laidlaw steam cleaner, located at the shop, using water from the site water well. Water used zto make the grout slurry used in the piezometer installations O was provided by Bier Drilling and was obtained from the water supply of the City of Castle Rock, Colorado. C-3 11l11 Laidlaw Denver Regional Landfill (South) Field Investigation August 20. 1991 Doty & Associates 2 . 2 DRILLING 2 .2 . 1 Soil Borings The four surficial boreholes (8-101, 13-1(72, S-105, and S-106) were drilled with a Mobile B-57 drill rig using 3 .25-inch la). hollow stem augers. Continuous samples were collected through the hollow stem augers using a 3-inch D.D. , 2 foot long split barrel (Moss) sampler. This sampler was lower into and re- trieved from the hollow stem augers using a wireline system. 2 .2 . 2 Bedrock Borings The first twenty feet of the bedrock borings cs-201 through S- 206, S-2013, and 5-2D9) were drilled and sampled using a Mobile 8-57 _drill rig and the Moss continuous sampling system discussed above. Upon reaching this depth, a 5-inch I.D. temporary steel casing was lowered into the hole to prevent collapse of the borehole wan. A Failing 1500 rotary -drill rig was then used to drill into the g -bedrock of the Laramie Formation using NX size core casing with either a diamond or carbide tooth bit. Bedrock samples were collected in a five foot long, split core barrel -equipped with either a punch core or conventional coring shoe. after every drilling run of five feet or less, the core barrel was retrieved from the core casing using a wireline system. Generally, filtered air was used as the drilling fluid during coring, however, water was injected as the 'drilling fluid when necessary to improve sample recovery and to maintain the return of drill D-4 1 Lai-dlaw Denver Regional Landfill (South) Field Investigation August 2D, 1991 Doty & Associates cuttings at the ground surface. Water used for injection was obtained from the Fran Thomas stock pond. Bedrock borings were cored to depths ranging from 98 . 0 to 151. 0 feet. Following coring, temporary 2-inch PVC pipe was placed from 1 to 2 feet above the bottom of each hole to several feet above the groundsurface in preparation for geophysical logging. 2 . 2 . 3 -Refuse Borings Holes S-107 and S 2D7 were drilled through refuse along the western edge of the property using a Failing 150D rotary drill rig. Drilling through the refuse was performed with carbide tipped drag bits using clear polymer drilling fluid and foam to help stabilize refuse along the borehole walls and -reduce caving. Air quality was monitored by Golder personnel when drilling through refuse. -Re₹use cuttings were collected in 55 gallon drums, transported to and disposed of in the active fill area of the Denver Regional Landfill (North) . S-_2_07 was drilled first to determine the approximate depth to the base of the refuse. Three borings, at locations within 7 v feet of one another, were attempted before S-207 -was successful- ly drilled to the target depth of 150 feet. An 11-inch diameter drag bit was used to drill the first two borings. On the first O attempt, a very hard object was encountered in the refuse at a depth of 7. 0 feet. The second boring was drilled to 165. 0 feet, o about 7. 5 feet below the base of the trash. -This hole was very crooked through the refuse and had to be abandoned. Both borings were grouted to the surface with thick cement grout with 5 percent bentonite. C-5 1 _. _.. Laidlaw Denver Regional Landfill (South) Field Investigation August 2D , 1-991 Doty & Associates A third boring was advanced to a depth of 62 .D feet using a 6- inch diameter drag bit a-nd drilling collar to help keep the boring straight. This hole was reamed with the 1.1—inch diameter drag bit and -deepened to -68 . 0 feet. Permanent _6-inch I.D. steel casing was then placed from the bottom of the _borehole to the ground surface. The 6-inch casing was filled with cement grout with 5 percent bentonite and a rubber plug was placed above the grout. This rubber plug was pushed to the bottom of -the steel casing with the drill pipe forcing the grout out into the annular space between the casing and the borehole wall. The rubber plug was held near the base of the casing by the weight of the drill pipe left in the hale. 'Grout was -also placed outside of the perma- nent b-inch casing at the ground surface to completely seal the annular space. The grout was allowed to -harden for 24 hours prior to drilling into the bedrock below the refuse. Below 63 . 0 feet, S--207 was cored to a total depth of 150. 0 feet. Subsequent to coring, temporary 2-inch -PVf; pipe was placed in 6- 2D7 to allow for geophysical logging. l 0 a a Boring 6-107 was drilled -to a depth of56. 5 feet using a 7 1/8- inch drag bit. In an attempt to accurately determine the base of the refuse, S-107 was cored from 56. 5 to 73 . 0 feet. Follow- 0 ing coring, this borehole -was reamed from t6. 5 to 6D.5 feet C. using the 7 1/8-inch diameter drag bit in preparation for well installation. C-6 C!! n 1 II 111--- -� - Laidiaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates 2 .2 .4 Piezometers Six piezometers were drilled with a Portadril rotary -drilling rig, -a nominal 6-inch diameter rotary drill bit, and filtered air as the drilling fluid. Cuttings were coll-ected at every 5 foot depth interval and at lithology changes by a Golder engineer. These -boreholes were targeted for a total depth of 10 feet below the No. b coal -bed. Ti-ezometer installation immedi- ately followed drilling completion. 2 . 2 .5 Subsidence Borings Four boreholes (S-1 through S-4) were drilled to depths exceed- ing 301O feet to investigate the relative state of collapse of the mined-out and mine pillar area-s associated with coal mining activities -conducted beneath the site from 192D to 1946. Samples o₹ the roof, No. 3 coal, and floor material were retained for strength testing to support a quantitative evalua- tion of the extent o£ subsidence that has occurred at the site as a _result of mining. With the exception -of S-2, these borings were rotary drilled with filtered air from the ground surface to approximately 45 feet above the top of the mined-out zone. Rotary drilling was performed using a Failing 1500 drill rig and 3 and "7/8-inch O diameter drag bit. Boring S-2 was auger drilled and continuous- ly sampled with the Moss system for the initial 2-0 feet. After a installing a nominal 6-inch diameter temporary steel casing to 20 feet, S--2 was rotary drilled the same as the other subsidence boreholes to approximately 57 feet above the No. 3 coal. c-i er-PN—n,r, III Laidlaw Denver Regional Landfill (South) Field Investigati-on August 20, 19-91 Doty & Associates Cuttings collected from air rotary drilling were logged _as each boring was till-ed. Boring S-2 was rotary drilled with water and consequently produced cuttings of poor 'quality. -Because S--2 was drilled in close proximity to 5-1 and -B-3 , these cuttings were not logged. Following rotary tilling, the subsidence holes were cored to approximately 30 below the bottom of the No. 3 coal. Coring was perform with the Failing 1500 _drill rig using the same coring apparatus and procedures discussed _above. Clear (polymer) drilling mud -and foam were used to core S-3 and -B because of excessive caving of the borehole wall between successive coring runs. After penetrating approximately 30 feet below the mining horizon, temporary 2-inch PVC pipe was placed in all of the subsidence borings, from 1 to 2 feet above the bottom of the hole to sever-al feet above ground surface, in preparation for geophysical logging; however, only S-3 _and -6-4 were chosen to be geophysical logged. Boreholes 5-1 and S-2 were not geophysical logged _because of their close proximity to -B 3 . After comple- tion of the geophysical logging, the PVC pipe was removed from a the holes and borings S-1 and 8-4 were packer tested. Three test intervals were selected in each hole at depths shallower than lOD feet. 0 When packer testing vas complete, four of the subsidence holes (S-0, S-1, S-2 and S-3) were tremie grouted to the ground surface with cement grout with 5 percent bentonite. The grout mixture consisted of one 94 pound bag of Portland Type I II cement with 2-4 pounds of powdered Wyoming bentonite per 6-S C—B Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates gallons of water. The consistency of the grout was examined by Golder personnel before being tremied into the hole; a sample was collected for later evaluation, if necessary. The grout level was checked after several slays and topped off if slumping had occurred. Drilling continued in borehole :11 following packer testing for purposes of installing a water supply well. Details of this drilling and installation are 'given in the following section. 2 . 3 SAMPLING An samples (cuttings and core) were carefully logged and either wrapped in plastic or sealed in zip lock bags, appropriately labeled, and permanently stored in cardboard core boxes on site. Selected samples were shipped to the Golder Associates labora- tory in Lakewood, Colorado, for confirmatory soils -an-d -analyti- cal laboratory testing. In addition, intact specimens of roof, coal, and floor material were collected for strength testing to support the subsidence g evaluation. These samples were wrapped in plastic and carefully $ placed and sealed inside short sections of PVC pipe to protect them during transport to the laboratory. O C-9 ' 1� II iI Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates 3 . 0 STRATIGRA-HIC AND GEOPHYSICAL LOGGING Based on the samples obtained and changes noted during -drilling, stratigraphic logs were prepared in the field by Golder person- nel as each borehole was -drilled. Soil descriptions shown on the boring logs are based on the Unified Soil Classification System. Bedrock core samples were closely examined for percent recovery, rock _quality description (RQD) , fracture frequency and orientation, rock strength, degree of weathering, bedding features, and moisture content. Rotary -drill _cuttings, obtained from the subsidence and pi-ezometer borings, were examined for major rock type, accessory mineralogies, degree of weathering, moisture content, and cement. All descriptions include Geologi- cal Society of American rock color identifi-cation numbers. To assist in correlation and identification of the stratigraphic units at the site and help locate zones of perched ground water, gamma-gamma (GG) and neutron--epithermal-neutron (NN) geophysical logs ware run in all bedrock boreholes except S-2 and S-3 . -This logging was performed through temporary 2-inch diameter PVC pipe. Additionally, S-4 was open borehole logged for resistivi- ty, spontaneous potential, and natural gamma in compliance with State of Colorado regulations for water supply wells. All borehole geophysical lagging was performed by COLOG of Golden, Colorado. 0 Following -geophysical logging, the temporary PVC casing was removed from each borehole in preparation for well installation, packer testing or grouting. C-10 Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates 4 . 0 PACKER TESTING Packer tests were performed in four deep boreholes (S-203 , S- 2D4, 5-208, and S-209) and two subsidence boreholes (S-3 and S- 4) . Three to five intervals were tested in each hole, using a double packer assembly. Straddle zones or test intervals were selected based on the borehole logs with the intention of testing as may different types of material as possible. Specific intervals were hydraulically isolated by inflatable rubber packers filled with regulated nitrogen gas. The test intervals were subsequently pressurized by injecting water into the interval. A nitrogen gas driven injection manometer was used to measure the very small inflows (i.e. , hydraulic conduc- tivities as low as 1 x 10-8 centimeters per second) while a calibrated flow meter was used to measure greater inflows. 4 . 1 EQUIPMENT The packer testing apparatus consisted o₹ two inflatable packers, perforated and non perforated 1-inch diameter NPT steel pipe, 3/1b-inch diameter high pressure -air line, -an inline adaptor, compressed nitrogen gas, high pressure gas regulators, an injection manometer consisting of a clear acrylic tube graduated in inches, a flow meter, a low range pressure gage, a water level indicator, a water tank and a low volume water pump. Most of the packer testing equipment was provided by Boyles Brothers. The inline adaptor and water level indicator were provided by Golder Associate-s and the pressure gage belonged to Doty & Associates. C-11 1n 1 Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates The packers were connected by a length of perforated 1-inch diameter pipe. The length of this pipe determined the length of the test interval. The packers were lowered in the borehole to the desired depth on a length of non-perforated 1 inch pipe. This pipe was also used as the conduit for water injection into the test interval. Packers were inflated with compressed nitrogen gas. Packer inflation pressures were achieved and maintained at the ground surface by a high pressure regulator connected to the packers by a high pressure air line. Water from the site water well was used for packer testing (i.e. , injection into the test interval) because it was the less turbid than that from the Fran Thomas stock pond, thereby reducing the risk of plugging the pose space of the rock material. Water was injected into the test interval by either a low volume pump or allowed to flow naturally under the influence of a hydrostatic head. The rate of inflow was monitored at the ground surface by -a Golder hydrogeologist. Very low flow rates were measured by observing the water level drop in the clear acrylic tube over time. Flow rates too high to monitor with the acrylic tube were observed with a turbine type flow meter monitored as a function 0 of time. 4 .2 PROCEDURE Packers, air lines, pressure gauges, and the flow meter were tested and calibrated in the field by Doty and Golder personnel. er-rinnn II Laidlaw Denver Regional Landfill (South) Field Investigation August 20 , 1991 Doty & Associates Test intervals were chosen from borehole logs; test pressures were determined from overburden pressures calculated for each interval. The packers, conduit pipe, and air lines were then lowered into the borehole to the deepest test interval and held in position by the drill rig. With the packers in position, water was slowly pumped into the borehole through the packer testing apparatus to purge the apparatus of trapped air. Water wasadded to the borehole until it rose some distance above the top packer. For deep test intervals, the water level was monitored with a water level indicator, while in shallow test intervals the water level in the borehole was brought up to the ground surface and visually monitored. When the water level in the borehole reached the desired level, a valve to the conduit pipe was closed and the inflow pump was shut off. At this time the packers were inflated with com- pressed nitrogen gas until a tight seal with the _borehole wall was achieved. Packer inflation pressures generally ranged from 90 to 130 pounds per squareinch (psi) . The water level in the g borehole was continuously monitored, either visually -or mechani- a $ cally, for the duration of each test to determine if water was flowing past the top packer. N O Occasionally, the interval chosen for testing had been washed out during drilling to an unusually large diameter and the packers did not create an effective seal against the borehole wall. In this situation, the packers were deflated, the apparatus moved up or down several feet in the borehole, and the procedure discussed above repeated. C-13 nTI z.2 I Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates A specific apparatus, i. e. , inline adaptor, was used to reduce the volume of water necessary to packer test the subsidence holes. The inline adaptor was attached to the conduit pipe immediately above the top packer and allowed for an air line to be routed inside the conduit pipe. This air line -was extended through a perforation in the conduit pipe between the packers and was attached to the bottom packer. A second air line -was attached to the upper packer so that each packer could be inflated separately. With this setup the lower packer was inflated before water was added to the hole significantly reducing the time and volume of water necessary to begin pressure testing. Once the test interval was filled with water, the upper packer was inflated and testing proceeded. Packer test data are presented in Appendix G. The intent of the test is -to achieve constant head, constant flow conditions by the end of the injection period. After packer inflation, the test began by reopening the inflow valve to the conduit pipe and allowing water to flow into the test interval. This flow was driven by the pressure of the hydro- static head above the test interval and could be increased with the addition of a pressure induced by a slow rate of pumping. a Typically, a single test lasted about 15 minutes during which time the flaw rate would -decay to a steady state value. The test was terminated after this time by stopping the inflow. The O injection pressure was then either increased or decreased for the next portion of the test or the -packers were deflated and the packer apparatus moved to the next interval. Each interval was generally tested at three different injection pressures. These -pressures were approximately equivalent to 1/3 C-14 am' ^h ..�s.W� Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates the overburden pressure, 2/3 the overburden pressure, and 1/3 the overburden pressure. Injection pressures were kept below the overburden pressure to reduce the risk of hydrofracturing the subsurface material and changing the natural hydraulic properties. Decreasing the last test pressure to that of the first allows an evaluation of whether hyrdofracturing or plugging of the tested material had occurred. L a a a v w u U L L C O V L C L 6 C-15 aJt_.:Y1 pm a�.� Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates 5. 0 WELL INSTALLATION AND COMPLETION Wells were completed in soils, bedrock, and refuse as part of this investigation. In addition, six piezometers were installed to define hydraulic conditions beneath the proposed expansion area. Each of these completions is described below. 5. 1 MONITORING WELLS Monitoring wells installed in soils were completed in the open boreholes immediately after auger removal. Following completion of geophysical logging or packer testing, bedrock monitoring well boreholes were reamed to 5 7/8-inch diameter. Bedrock wells were typically installed in the open boreholes. Holes which had been packer tested were prone to cave or bridge as a result of the water added to them. Temporary 4-inch I.D. steel casing was placed in packer tested borings, prior to well installation, to prevent collapse of the borehole walls and expedite well construction. Well construction materials were then placed through the steel casing; the casing was pulled in increments -as well construction proceeded. 1 a Well construction generally began by pouring dry bentonite pellets or chips to the bottom of the boreholes, thereby bringing the bottom of the -hole to just below the zone to be O monitored. This backfilling procedure was not necessary in borings which were screened to nearly their total depth. Washed, uniformly graded, #16-40 Colorado Silica Sand was added immediately above -the bentonite layer to prevent swelling of the bentonite into the screened interval. C-16 II I _ Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates Ten foot lengths of 2-inch ID (2-3/8 inch OD) Schedule 40 flush jointed, threaded polyvinyl chloride (PVC) riser pipe with 5 and 10 foot lengths of machine slotted (0. 010-inch) PVC well screen were used for well construction. The lengths of well screen installed ranged _from 4 . 0 feet in S-105 to 30. 0 feet in S-207. Typically, a threaded PVC cap was attached to the bottom of each screen creating a 0. 6 foot sump. A small (1/8 to 1/4-inch diameter) hole was drilled in the bottom caps of all wells. A stainless steel centralizer was attached at the base of the screens to center them within the boreholes. The PVC riser pipe was extended approximately 2 . 1 feet above the ground surface at each installation. At S-105 and S-205, the threads at the bottom of the PVC screen were cut off to reduce the screen length so as to complete the well in a specific hydrologic zone. A PVC slip cap was placed firmly onto the bottom of the shortened PVC screen, eliminating the sump. Sand pack material -was placed adjacent to the well screen by slowly pouring it either dawn the open hole or inside the temporary steel casing. As sand pack material was added inside a E the 4-inch temporary steel casing, this casing was pulled in increments to avoid displacing the well screen or allow caving of the borehole. The depth to the top of the sand was monitored 0 by probing with a weighted tape measure. Sand pack was placed at least 2 feet above the well screen to prevent intrusion of bentonite or grout from above into the monitored zone. Similar to sand pack placement, a minimum of 2 feet of bentonite pellets were added directly above the sand pack in all installa- C-17 e c,n 9 Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates tions. In shallow installations, where the annular space from the ground surface to the top of the sand pack was less than 10 feet, bentonite pellets were. substituted for grout and placed to within a few feet of the ground surface. If the interval into which the bentonite pellets were placed was dry, 5 to 10 gallons of clean water were poured on top of the pellets to induce hydration. Bentonite pellets were 1/4 inch in diameter and manufactured by the American Colloid Company. In deeper well installations, a cement grout with 5 percent bentonite was tremied directly above the bentonite pellets to within 3 to 4 feet of the ground surface. The cement/bentonite slurry consisted of one sack (94 pounds) of Portland Type I-II cement and 2-4 pounds of powdered Wyoming bentonite per 6-8 gallons of clean water. _This slurry was thoroughly mixed through either a large piston }pump (Bean) or progressing cavity pump (Moyno) . Before placement, the grout was examined by Golder personnel for consistency and a sample was collected for later evaluation, if necessary. Surface completions were similar in all well installations. A g locking, 5 foot long, 4-inch x 4-inch or b-inch x 6-inch square, anodized aluminum protective casing was placed in the borehole around the PVC casing. The top of this casing was positioned N near the top of the PVC riser pipe. Concrete was poured in the 0 annular space around each protective casing to secure it in place. Dry bentonite chips were placed inside the protective casing to 0.5 feet above the ground surface. Approximately -6 inches of pea gravel were placed above the dry bentonite chips. Finally, a 1/8 to 1/4-inch diameter vent -hole was drilled in the C-18 11111 l_ Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates protective casing just above the bentonite pellets to allow for drainage. 5. 2 PIEZOMETERS Completion methods for the piezometers were similar to those used for the monitoring wells. The piezometers were installed in open boreholes immediately after rotary drilling was complet- ed. Grout for the piezmmeter installations was mixed in the ratio of one sack (94 pounds) of Portland Type I-II cement to 6-8 gallons of water, without bentonite. Water used for the piezometer grout mixture was supplied by Hier Drilling and came from the water supply of the City of Castle Rock, Colorado. Grout was placed from immediately above the bentonite seal to the ground surface in the piezometer installations. Piezometer surface completions consisted of 4-inch nominal, 6 foot long steel casings placed over the PVC casing and extending below the ground surface approximately 4 . 0 feet. The protective steel casing was capped with an overshot cap which was attached $ to the casing with a flat bar through slots in both the casing and cap. The bar was bent on one end with a hole on the other end through which a padlock could be inserted. The protective O 2 casing was hung on top of the PVC casing when installed by inserting a wooden block between the PVC and locking bar. When the grout surrounding the steel casing had set up, the wooden blocks were removed and the caps locked. C-19 ern nem _- III Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates 5 . 3 SHOP WELL After packer testing, S-4 was reamed with a 7-7/8 inch drag bit to the base of the cored interval (334. 0 feet) . Rotary drilling then continued below the cored interval to a depth of 368. 0 feet (just above the sandstone horizons at the base of the Laramie Formation) . Cuttings were collected and logged for the rotary drilled interval. The open hole to 368. 0 feet was geophysical logged for long and short resistivity, spontaneous potential, and natural gamma (as required by the State Engineer) . Following geophysical logging, casing was installed and grouted in place to prevent the migration of ground water from shallower hydrologic units downward into the screened interval of the Fox Hills Formation. The casing consisted of 21 foot lengths of 6 5/8-inch O.D. steel casing with welded joints were placed in S-4 from 364 . 0 feet to the ground surface. Grouting was achieved by filling the steel casing with approxi- mately 35 cubic feet of cement grout with 5 percent bentonite. The grout was sampled and checked for consistency prior to pla-cement. A rubber plug was placed on top of the grout and approximately 500 gallons of water were injected inside the casing above the plug. The water pushed the rubber plug toward the base of the _casing which in turn pushed the grout outward O $ into the annular space between the casing and the borehole wall . When the last 100 gallons of water were being added to the steel casing, the back pressure gage attached to the grout line suddenly increased from 0 to 300 psi indicating that the plug had reached the bottom of the hole. Immediately, a valve at the top of the casing was closed to maintain the pressure, hold the C-20 Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates rubber plug in place and prevent grout from flowing back into the casing. Additionally, grout was placed around the steel casing at the ground surface to completely seal the annular space. The grout was left undisturbed for a minimum of 48 hours before the 6-5/8 inch steel casing was cleaned out and rotary drilling continued using a 6-inch diameter roller bit. Cuttings were collected in zip lock bags and logged as drilling progressed below the steel casing to a total depth of 801. 87 feet. These samples were appropriately labeled, placed in core boxes and permanently -stored on site. Geophysical logging (i. e. , long and short resistivity, spontaneous potential, and natural gamma) was performed again in the open hole of S-4 below 368 . 0 feet to total depth. Water well construction began after geophysical logging was completed. Torch slotted, 4-1/2 inch O.D. perforated steel casing in lengths varying from 12 . 83 to 15. 0 feet were welded together and placed in S-4 from 350. 32 to 801. 87 feet. A steel bottom cap was welded to the casing prior to installation. A g gravel pack was not installed in the annular space between the 4-1/2 inch steel casing and borehole wall. U O O V a C-21 Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates 6. 0 WELL DEVELOPMENT & TESTING 6. 1 WELL DEVELOPMENT Following installation, the new monitoring wells which produced water (S-203 , S-204, S-205, S-208, and S-209) were developed with disposable polyethylene bailers. Development was performed by Doty and Golder personnel from June 6 through June 12 , 1991. In compliance with the standard operating procedures in the Site Characterization Work Plan, bailing was performed until ten casing volumes of water were removed, until the well water was clear, or until four hours had elapsed. Wells S-203 , S-204, S-205, and S-208 were bailed dry before 10 casing volumes could be removed and consequently were allowed to recovered between successive bailing periods. Because of the slow rate of recovery, 10 casing volumes of water were not removed from S-208. Recovery in S-209 was sufficient to continuously bailing until all 10 casing volumes were removed. Water well S-4 was developed by air injection. The 3 . 5-inch g drill pipe with a diamond inset coring bit were hung at various o depths inside the perforated steel easing and air was continu- ously injected for a 4 minute time period. Following air injection, the water level in the well was allowed to recover O for a period of 1 minute. This cycle was repeated twice before moving to the next depth interval. Depth intervals for air n injection were either 25 or 30 feet apart. Air injection pressures were intentionally fluctuated during development to induce a surging action. C-22 Laidlaw Denver Regional Landfill (South) Field Investigation August 20 , 1991 Doty & Associates 6.2 DRAWDOWN-RECOVERY TESTING Water levels in the developed wells were monitored immediately following development until they had recovered to within approximately 90 percent of the pre-development levels. This recovery information and was used to estimate the hydraulic conductivity for the water bearing units within the screened intervals. Recovery monitoring of S-208 began after the well was bailed dry for the first time. The water level in S-208 had recovered to only 80 percent of its pre-development level after nearly 4 days of monitoring. Recovery monitoring was discontinued at this time in order to complete the well development. Recovery tests in the remaining wells were performed near the end of development or immediately after development was complet- ed. Water levels in these wells recovered quickly and were monitored until they reached 90 percent of their pre-development levels. g 6. 3 WATER LEVEL MONITORING n v Water level readings were obtained by Golder and Doty personnel from the newly installed wells and piezometers prior to develop- ment, following development, and at the conclusion of the field investigation. C-23 m p cFy�L�, I■I �II T __. _ Laidlaw Denver Regional Landfill (South) Field Investigation August 20, 1991 Doty & Associates 7. 0 HEALTH AND SAFETY MONITORING In accordance with the Health and Safety Plan presented in the site work plan, air monitoring for volatile organic vapors and explosive gases was performed using an OVM 580A photo ionization detector and an MSA Explosimeter. Monitoring was conducted during drilling through the refuse at the S-107 and S-207 well locations, when drilling at shallow depths in boring S-202 and while installing, i.e. , welding, steel casing in S-4 . Organic vapor concentrations exceeded the specified action limits in the breathing space on one occasion at borehole S-207. At this time, all personnel in the area donned air purifying respirators equipped with organic vapor/acid gas filter car- tridges. Respirators continued to be worn in the work area until organic vapor concentrations in the breathing space dropped and continued to remained below the specified action limits. Gas levels in S-4 were closely monitored when welding together the lengths of 6 5/8 inch and 4 1/2 inch steel casing above the borehole during installation. These levels remained below the a explosive limits for the duration of welding. 0 v C-24 1I1 APPENDIX D BORING LOGS a 0 a v v u U u v c 0 a v c 0- III III I III it LOG OF BORING BORING NO. S-0 SHEET 1 OF 1 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/25/91 METHOD: AUGER COORDINATES: 8676.62N 12961.10E GROUND ELEVATION: 5153.63 a La r D: Li \ cc w w MATERIAL DESCRIPTION w o D F m re 0 < ELI o tail cx u. OTHER LARAMIE FORMATION (0.0 — 21.0 ft.) Dark gray (N3), 100 — 2 CLAY5TONE, Iron stained and manganese oxide stained fracture surfaces, damp, non—calcareous 100 — 4 from 1.8 to 2.0 feet., weakly stratified 100 — 6 from 3.0 to 3.6 feet., Interbedded with lignite from 3.0 to 4.2 feet, becoming grayish black (N2) 100 — 8 from 4.2 to 8.2 feet, some silt, trace fine 100 grained sand — 10 from 6.0 to 9.0 feet, very fine grained sand 100 — 12 partings, becoming dry below 10.5 feet.. becoming grayish black (N2) Its 100 14 z at 11.0 feet. lignite parting c 100 En Ift\— 16 from 11.6 to 11.8 feet., becoming highly fractured, 121 N dry < 100 n— 18 from 13.6 to 15.4 feet, becoming slightly darker 8 a 0 In color, dry . NSA $' 20 a cc from 13.7 to 13.8 feet, lignite parting u°n 100 Boring terminated "a u) e z z at 21.0 ft. 0 — 22 from 14.8 to 15.1 feet., Interbedded with lignite 'o I 2 214 — 24 from 15.7 to 18.5 feet, highly fractured with c Uc E. N slickensided surfaces v c 26 from 17.6 to 18.0 feet, fracture surfaces becoming o coated with gypsum m a — 28 from 19.2 to 19.5 feet, highly fractured N a - 30 5 o — 32 In cn < - 34 .71 >- - 36 0 0 — 38 — 40 C:,,..w n A.; ..'eris„ rill T il BORING NO. S-1 LOG OF BORING SHEET 1 OF 11 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 O w 2 ' r u_ re MATERIAL DESCRIPTION w a a. 2 Id 0 Q o fait r a � OTHER Rotary dnlled with - 2 SOIL (0.0 - 5.0 ft.) Grayish brown (5 YR 3/2) with air from 0.0 to trace light brown (5 YR 6/4) mottling, sllty CLAY, 260.0 feet trace to some sand, non—calcareous, (CL) Lithologies - 4 determined from cuttings — 6 - 8Abrown( YR 6/4) w LARAMIE i th ight ON b own (5 YR 55.0 — 39.0 /6)i9ht mottling. CLAYSTONE, some silt, trace gypsum, — 10 Sightly calcareous — 12 14 from 14.0 to 16.0 ft., becoming light brown rn (5 YR 6/4) to light olive gray (5 Y 6/1). some\— 16 sand -a O =o` from 16.0 to 20.0 ft., becoming light brownish N— 18 r gray (5 YR 4/1), silty, trace to some sand `o ° o a 20 \ix \ \ \ d u7 from 20.0 to 39.0 ft., becoming grayish brown a 2 2 2 a O — 22 (5 YR 3/2) with trace light brown (5 YR 5/6) -o v I mottling, silty, trace sand, trace to some g L N carbonaceous material, Iignitic partings cal o O — 24 o N n 0 26 from 25.0 to 28.0 ft., becoming medium gray (N5) L a — 28 In from 28.0 to 30.0 ft., becoming brownish gray — 30 (5 YR 4/1) with light brown (5 YR 5/6) mottling cc o from 30.0 to 35.0 ft., becoming light brown O — 32 (5 YR 6/4), sandy Cl)cn — 34 from 35.0 to 37.0 ft., becoming brownish gray (5 YR 4/1), silty, some sand 0.1 H — 36 from 37.0 to 39.0 ft., becoming light brawn o (5 YR 6/4), sandy o — 38 /(39.0 — 40.0 ft.) Light. brown (5 YR 5/6), fine M / grained, ciayey SANDSTONE, trace to some silt. \,_ - - 40 highly calcareous ..a: v tt..CI ---'-7�� p I II 11 r _.�. �. LOG OF BORING BORING NO. S-1 SHEET 2 OF 11 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 a Ls) 2 F 0 w \ 5 id ce MATERIAL DESCRIPTION w v d m i 0 a 0 cc o tan K cc L4. OTHER - 42 (40.0 — 64.0 ft.) Brownish gray (5 YR 4/1) with same light brown (5 YR 5/6) mottling, silty — 44 CLAYSTONE, trace sand, trace to some carbonaceous material, non—calcareous - 46 from 45.0 to 50.0 ft. increasing silt - 48 (20-30 percent) - 50 .- 52 54 from 50.0 to 60.0 ft. becoming medium gray (N5), C— 56 decreasing silt (10-20 percent) y a O 1- M 0 �— 58 ofrom 55.0 to 64.0 ft., increasing silt e 60 (20-30 percent). some sand ac < a a o \ \ \ d ') e Z Z Z if) c a — 62 from 60.0 to 64.0 ft., becoming light gray (147) e > E N �— (64.0 — 65.0 ft.) Light gray (N7), clayey — fn 0 — 64 _ .� `o N SILT510NC, some sand, hard, highly calcareous a c o 66 c3 a (65.0 — 73.0 ft.) Medium gray (N5), silty — 68 CLAYSTONE, trace sand, trace carbonaceous (n material, non—calcareous Q — 70 U from 70.0 to 73.0 ft., increasing silt o — 72 (20-30 percent) VI a — 74 (73.0 — 75.0 ft.) Black (N1), COAL . i — > 76 F- 0 (75.0 - -90.0 ft.) Medium gray (N5), silty o — 78 CLAYSTONE, trace sand, trace to some carbonaceous material, non—calcareous - 80 CrIni,.-,n _l•ll1I 1 1 __._ BORING NO. S-1 LOG OF BORING SHEET 3 OF 11 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 O w r >- LSI w w MATERIAL DESCRIPTION w o 0- w C) D M D: 0 < Ce 0 En V. re LL. OTHER See previous page for description - 82 from 80.0 to 85.0 ft., becoming light olive gray (5 Y 6/1), sandy, Sightly calcareous - 84 - 86 - 88 from 85.0 to 90.0 ft. becoming silty, some sand - 90 - - 92 (90.0 - 95.0 f.) Light olive gray (5 Y 6/1), fine to medium grained, poorly graded, SANDSTONE. some clay, some claystone lenses, non—calcareous 94 4573 96 m 0 re) 0 - 98 r (95.0 — 103U ft.) Light olive gray (5 Y 6/1) to `o L. oTight brownish gray (5 YR 6/1), silty CLAYSTONE, c a 100 trace to some sand, non—calcareous \ \ < w Z Z Z 0 - 102 > I41 E O ` 0 - 104 (103.0 - 115.0 ft.) Light brownish gray (5 YR 6/1) u! o and light olive gray (5 Y 6/1), interstratified, c 106 fine to medium grained, SANDSTONE and silty CLAYSTONE, trace carbonaceous material, non—calcareous 0. - 108 from 108.0 to 110.0 ft.. becoming predominantly SANDSTONE, slightly calcareous a - 110 0 _ 112 in from 110.0 to 115.0 ft.. slightly calcareous < - 114 hi >- - 116 p (115.0 — 120.0 ft.) Light olive gray (5 Y 6/1) to o _ 118 olive gray (5 Y 4/1). silty CLAYSTONE, trace to some sand —120 c BORING NO. S-1 LOG OF 30P1 \ G SHEET '4 OF 11 I I PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 a w r w MATERIAL DESCRIPTION w c>�i D I- 0_ 0_ M X 0 LLIrx o can K DC L OTHER (120.0 - 122.5 ft.) Medium light gray (N6) to light olive gray (5 Y 6/1), clayey SILTSTONE, some —122 sand, slightly calcareous (122.5 — 132.5 ft.) Medium gray (N5) to olive gray —124 (5 Y 4/1), silty CLAYSTONE, trace sand, trace carbonaceous material, non—calcareous x- 126 — 128 from 125.0 to 132.5 ft., trace to some carbonaceous material — 130 — 132 _ --, _ _ (132.5 — 135.0 ft.) Light olive gray (5 Y 6/1), 134 fine to medium grained, clayey SANDSTONE, slightly calcareous -- 136 • O (135.0 — 144.0 ft.) Medium gray (NS) to olive gray r7 (5 Y 4/1),ailty CLAYSTONE, trace sand, trace 8 N— 138 carbonaceous material, non—calcareous '. N L O o`o a'. 140 from 140.0 to 144.0 ft., becoming sandy a= , a a z z z 0 03 - 142 a ✓ I E U —� a o N — 144 i x(144.0 — 147.5 ft.) Light gray (N7), fine grained, — in o N SANDSTONE, highly calcareous o ✓ 146 from 145.0 to 147.5 ft., becoming interstratlfied w .- with Claystone O. - 148 (147.5 — 150A ft.) Light brownish gray (5 YR 6/1) w to light olive gray (5 Y 6/1), fine to medium I-—. 150 _ grained, clayey SANDSTONE, slightly calcareous — 5 O — 152 (150.0 — 180.0 ft.) Medium gray (N5) to olive gray in (5 Y 4/1), silty CLAYSTONE, some sand, 01 x_ 154 non—calcareous call Ii- 156 !CI ICiI 155 from 157.5 to 165.0 ft.. Coal lenses, trace sand x-160 —_— I BORING NO. S-1 LOG OF 30P ( \ G SHEET 5 OF 11 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 O w p ~ r re MATERIAL DESCRIPTION w o Lai E5 ce a w O M EC O < U.IO L� cc E C OTHER -162 See previous page for description - 164 - 166 from 165.0 to 170.0 ft.. trace carbonaceous - 168 material, increasing silt (20-30 percent) -170 from 170.0 to 171.0 ft., brownish black (5 YR 2/1), - 172 lignitic, some silt, trace to some sand, trace to some carbonaceous material 174 from 171.0 to 179.0 ft, medium gray (N5), silty \,- 176 m n from 179.0 to 180.0 ft., brownish black (5 YR 2/1), o \—178 Iignitic, some silt, trace to some coalL. a O stringers or lenses, non—calcareous a o a -- 180 re \ \ \\ CI z a z d to (180.0 - 184 lenses,.0 ft.) Black (N1), COAL, some clay u ≥. - 182non—calcareous E u o L 0 c 0 -184 in (184.0 — 187.5 ft.) Medium gray (N5) to brownish ' v a 186 gray (5 YR 4/1), silty CLAYST0NE, trace to some ca sand, trace to some carbonaceous material, 0. non—calcareous — 188 (187.5 — 190.0 ft.) Light gray (N7) to light olive w gray (5 Y 6/1), fine to medium grained, clayey l— — 190 SANDSTONE, slightly calcareous — U (190.0 - 194.0 ft.) Medium gray (N5), silty O -192 CLAYST0NE, trace to some sand, trace carbonaceous V) material, slightly calcareous CO a - 194 .j (194.0 - 196.0 ft.) Light brownish gray — 196 (5 YR 6/1), SILTST0NE, trace sand, medium strong, — trace carbonaceous material, slightly calcareous — — — 198 (196.0 - 215.0 ft.) Medium gray (N5), silty CLAYST0NE, trace sand, trace carbonaceous material, extremely weak to very weak, fresh, err1^.",. T 200 non-calcareous ty s:, nil BORING NO. S-1 LOG OF BORING SHEET 6 OF 11 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 a w w } cc m LL cc 5 cc MATERIAL DESCRIPTION w 0 o D a. > C 0 0 < 0 tan cc � OTHER See previous page for description —202 from 200.0 to 207.5 ft., increasing silt —204 (20-30 percent) —206 from 205.0 to 207.5 ft., trace to some coal and lignite stringers —208 from 207.5 to 210.0 ft., becoming brownish gray (5 YR 4/1), Interbedded Coal stringers and lenses — 210 from 210.0 to 215.0 ft, 20-30 percent silt, trace — 212 to some sand (215.0 — 216.0 ft.) Light gray (N7) to light 214 / brownish gray (5 YR 6/1), clayey SILTSTONE, trace to some sand, very weak to weak, fresh, — �— 216 —non—calcareous 15 a a rn (216.0 — 223.0 ft.) Brownish gray (5 YR 4/1), o` " 218 silty CLAYSTONE, interbedded black (Ni) Coal ?_^r stringers and lenses, some carbonaceous material, o aO extremely to very weak, fresh, non—calcareous o a 220 re from 220.0 to 223.0 ft., becoming medium gray z z z w u) (N5), trace to some sand, trace carbonaceous e ✓ I —222 material y o ` O —224 (223.0 — 225.0 ft.) Light brownish gray to o N (5 YR 6/1), fine to medium grained, SANDSTONE, ca ✓ \ Interbedded Claystone lenses, extremely weak, /— — v ., 226 \__226 moderately calcareous a. (225.0 — 231.5 ft) Medium gray (N5), silty —228 CLAYSTONE, Interbedded Lignitic layers or lenses, in trace sand, trace carbonaceous material, extremely H _—230 to very weak, fresh, non—calcareous a c.) from 230.0 to 231.5 ft., becoming medium light O —232 ` gray (N6), no ilgnitic layers —' — Cr) 231.5 — 235.0 ft.) Light gray (N7), fine grained 1 a —234 silty SANDSTONE, medium strong, fresh, highly eS calcareous F —236 (235.0 — 262.5 ft.) Light brownish gray (5 YR 6/1) o to brownish black (5 YR 2/1), lignitic, silty O -238 CLAYST0NE, some carbonaceous material, trace coal stringers, extremely to very weak,. fresh, - Cr-.^..nr� non—calcareous cf. -�'• a.3 —240 BIM TI LOG OF BORING BORING NO. S-1 SHEET 7 OF 11 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 a Lu LL w \ w w MATERIAL DESCRIPTION w o a.. M re ca < o tan d\ OL tom.. OTHER —242 See previous page for description —244 —246 0 a —248 0 from 240.0 to 260.0 ft., becoming light olive gray -250 (5 Y 6/1) to olive gray (5 Y 4/1), trace sand, trace carbonaceous material $ -252 a e, 254 0 from 250.0 to 260.0 ft., thin silt and sand c+ El; -256 laminations O r') o L o —260 a '.`..5„ a Stopped rotary $ Sea next a e. C. drilling and began '3 D 9 z z z coring at 260.0 o -262 feet ≥. I w N O O —264 266 L —268 Lu a -270 U N -272 to < -274 > 276 0 o —278 —280 BORING NO. S-1 LOG OF BORING SHEET 8 OF 11 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 a w P ~ } cc LA Ed ce LA \ w w IA_%..." MATERIAL DESCRIPTION w o D 0 I— I 0 D_ M CC O < LLI C3 cc o vat x u. OTHER See previous page for description 1 Began coring at — 261 260.0 ft. from 260.0 to 262.5 ft., becoming brownish gray 44 40 (5 YR 4/1) to light brownish gray (5 YR 6/1). 1 —262 stratified, light gray (N7) to very light gray (N8) Sandstone lenses, trace carbonaceous N material, weak, dry to damp — X —263 �_ (262.5 — 273.9 ft.) Light gray (N7) to very light 50 0 1 —264 gray (N8), stratified, fine grained, poorly graded, SANDSTONE, some silt, brownish gray (5 YR 4/1) silty Claystone lenses, trace X —265 carbonaceous material, weak, fresh, slightly porous. dry, non—calcareous 100 30 1 —266 from 264.5 to 267.8 ft., becoming fine to medium 2 267 grained, trace to some carbonaceous material, damp from 266.6 to 267.8 ft., increasing Claystona 100 1001 \,—268 lenses 0 from 267.8 to 270.1 ft.. very light gray (n8) to white 0 —269 (N9), slightly contorted bedding, trace thin clay lenses, a O tightly cemented, medium strong re o 2 a. 270 U 97 50 8. from 270.1 to 272.5 ft., slightly contorted bedding z 0 o — 271 ✓ I GG, N 0 O —272 `o N from 272.5 to 273.9 ft., very light gray (NB) to white 2 -' 273 (N9), slightly contorted bedding, trace thin day c lenses, tightly cemented, medium strong Z 4 d —.274 100 68 N 1 W Q —275 (273.9 — 280.2 ft.) Brownish gray (5 YR 4/1) and U light gray (N7), interstratified, silty CLAYSTONE 0 O —276 and fine grained SANDSTONE, slightly contorted (i) bedding, very weak, fresh, dry to damp, —277 non—calcareous 1 `ki X —278 O from 276.5 to 280.2 ft., becoming predominantly 54 12 X o —279 fine to medium grained Sandstone —280 r e.J;:...V, .�..;+ mull I 1 II LOG OF BO; I \ G BORING NO. S-1 SHEET 9 OF 11 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 di W t Ir LL u.s 2B re Lo MATERIAL DESCRIPTION w o r a_ W 0 d M X In a ILI re o tan K a u OTHER / See previous page for description _J J 54 12 1 - 281 (280.2 — 281.0 ft.) Brownish gray (5 YR 4/1) to - brownish black (5 YR 2/1), blocky to massive, 0 —282 \ silty CLAYSTONE, some carbonaceous material, some / coal stringers, very weak, fresh, damp, non—calcareous __I I —283 100 47 1 -284 (281.0 - 291.5 ft.) Black (N1), cubical, COAL, 0 —285 trace sulfur crystals, trace white coating along surfaces, trace conchoidal fractures, very weak, trash dry 0 —286 87 77 0 287 from 287.5 to 287.6 ft., light gray (N7), fine rn grained sand lens X \—288 O X . •-289 0 re 88 43 0 290 0 a x o z Lo — 291 ---- --� v I (291.5 — 292.7 ft.) Brownish gray (5 YR 4/1), `, _ N homogeneous, CLAYSTONE, trace silt, trace fineL. 3 c N —292 sand, trace to some carbonaceous material, dry, ' o .- non—calcareous 0 293 a (292.7 — 296.9 ft.) Black (N1), cubical, COAL, 0 —294 trace sulfur crystals, trace white coating along 72 44 to surfaces, trace conchoidal fractures, very weak, 0 a —.295 fresh, dry 5 2 O -296 to /— (296.9 — 288.3 ft.) Brownish gray (5 YR 4/1),Th ___ o < —297 / homogeneous to stratified, carbonaceous CLAYST0NE, \_ — trace silt, dry, non—calcareous .2f 0 r (298.3 — 299.7 ft.) Black (Ni), cubical, COAL, M H -298 / trace sulfur crystals, trace white coating along o surfaces, trace conchoidal fractures, very weak, — 89 40 X ° — 299 fresh, dry 299.7 — 301.1 ft.) Dark gray (N3), homogeneous — X e.rr.�r...,.,„` —300 CLAYSTONE,trace silt,dry,non—calcareous.A;atilt:, 7 BORING NO. S-1 ' LOG OF BDING SHEET 10 OF 11 I PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 a w p F- D_ La \ ce w w re MATERIAL DESCRIPTION w > a. m w 0 n o in • g OTHER See previous page for description 89 4-0 1 — 301 / (301.1 — 301.8 ft.) Light gray (N7), weakly stratified, fine grained, silty SANDSTONE, dry, 0 —302 \ non—calcareous 96 80 at 301.5 ft., very hard, Irregular, sub—horizontal 0 —303 parting (301.8 — 303.2 ft.) Dark gray (N3), homogeneous. / 0 _304 CLAYSTONE, trace silt, dry, non—calcareous (303.2 — 303.5 ft.) Block (N1), cubical, COAL, 0 305 trace sulfur crystals, trace white coating along / 100 57 surfaces, trace concholdal fractures, very weak, fresh, dry o —306 (303.5 — 306.4 ft.) Grayish black (N2), N stratified, carbonaceous CLAYSTONE with Lignite, x 307 \ dry, non—calcareous Ei 308 \.\ from 304.1 to 306.4 ft, becoming brownish black 0 (5 YR 2/1), weakly stratified, trace to some silt O —309 (306.4 — 307.1 ft.) Grayish black (N2), 100 78 0 r stratified, clayey COAL, dry w aL. 0 re(307.1 — 310.8 ft.) Medium dark gray (N4) to p p 310 medium light gray (N6), stratified, clayeyLi SILTSTONE, lignite partings, dry, non—calcareous z 0 >. I — 311 \ from 307.1 to 308.5 ft., becoming carbonaceous / I a CV 1 O _ 31 2 (310.8 — 312.7 ft.) Black (Ni), stratified, COAL, o N trace sulfur crystals, conchoidal fractures, dry 0 -8 313 (312.7 — 313.2 ft.) Brownish gray (5 YR 4/1), stratified, carbonaceous SILTSTONE, lignite C- 0. —31 4 partings, trace to some clay, dry, non—calcareous / 0 100 96 W from 312.8 to 312.9 ft., Coal lens 0 a - 315 U (313.2 — 321.5 ft.) Light gray (N7), finely 0 O — 31 6 bedded, fine grained, SANDSTONE, contorted N bedding, dry, non—calcareous p <— 317 from 316.9 to 318.7 ft., becoming medium gray (145), stratified, clayey 0 r — 318 o from 318.7 to 321.5 ft., becoming dark gray (N3) 94 84 ° — 31 9 to very light gray (NB), finely stratified, trace 0 to some cloy ern.-.n.n I L 320 n _.T LOG OF BORING BORING NO. S-1 SHEET 11 OF 11 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/09/91 METHOD: ROTARY/CORE COORDINATES: 8434.77N 12636.42E GROUND ELEVATION: 5165.42 re P w \ w MATERIAL DESCRIPTION w o it w O p K O a 0 tan 91; g L OTHER w o: See previous page for description v - 321 = 94 84 0 ct irisg tte urinated —322 —323 —324 —325 -326 327 Er; -328 O M -329 O 330 0 - 331 r I 0 _332 c N o r 333 -334 _335 0 -336 N < -337 > 338 a O -339 -340 ,,,� L" ml�l@ FT_ 11 LOG OF BORING BORING NO. S- 2 SHEET 1 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/05/91 METHOD: AUGER/ROTARY/CORE COORDINATES: 8436.45N 12624.89E GROUND ELEVATION: 5164.51 c# w .. F D: ui al MATERIAL DESCRIPTION w o 2 Ct 0 < o Lai IR cc w OTHER FILL (0.0 — 1.0 ft.) Grovel, day, sand, and coal 100 2 %.**"..___ mixture V SOIL (1.0 — 2.0 ft) Pale yellowish brown 100 (10 Y i4 \ R 6/2), homogeneous, CLAY, soma fine grained— sand, some calcite, damp to moist, highly v 100 calcareous _°— - 6 FORMATION (2.0 — 21.0 ft) Pale o` WEATHERED LARAMIE yellowish brown (10 YR 6/2). homogeneous, L. — 8 CLAYSTONE, iron stained irregular fractures, highly c weathered, damp, slightly to highly calcareous < — 10 from 3.6 to 21.0 ft. becoming medium gray (N5), o blocky, trace fine grained sand, slightly -a — 12 weathered, dry to damp, non—calcareous c co e from 3.6 to 4.0 ft, trace lignite partings III p ••••.76 c 14 o Zp from 4.0 to-6.0 ft. coarsely crystalline gypsum c < \— 16 coating fracture surfaces, damp c U O from 6.0 to 8.0 ft, increasing sand Mn �— 18 • t` from 6.7 to 6.9 ft, very tine grained Sand lens, m `o 0 trace to some clay, damp, non—calcareous ci.• 20 a a- from 8.0 to 10.0 ft., increasing iron staining ' z z u to O — 22 at 9.9 ft, 1/8—inch gypsum filled fracture $ I v N 0 N — 24 at 11.0 ft, becoming moist to wet -a from 15.0 to 15.5 ft., interbedded with Lignite • 26 from 16.7 to 18.0 ft, trace to some fine grained a — 28 sand in at 17.3 ft., 1/2—inch gypsum stringer W v "C — 30 at 18.9 ft., Lignite parting —ae o G \ 0 — 32 at 19.1 ft, fine grained Sand parting, moist >, Z N « Rotary drilled with < — 34 rc water from 20.8 Ai to 225.0 feet without logging. -- — 36 i See next page See logs for o — 38 borings S-1 and S-3 for lithologic dejcr1,pns. — 40 .a „,o. ^, 11111 1 Ii LOG OF BORI \ G BORING NO. S-2 SHEET 2 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/05/91 METHOD: AUGER/ROTARY/CORE COORDINATES: 8436.45N 12624.89E GROUND ELEVATION: 5164.51 cr w 2 I- D_' a. La re W \ w wle MATERIAL DESCRIPTION w a 0- w 0 0- M CL 0 < IJI a CC o tail LA CC L OTHER Rotary drilled with - 221 water from 20.8 to 225.0 feet -222 without logging. m cSee logs for -223 ', borings S-1 and o S-3 for lithologic 225.0 — 225?9 ft.) Brownish gray (5 YR 4/1) and, descriptions. -224 / light gray (N7), interatratifted, silty CLAYSTONE \ and fine to medium grained SANDSTONE. trace to some -225 carbonaceous material, extremely to very weak, \._. - Began coring at fresh, wet (probably from dulling water), slightly 0 225.0 feet. calcareous _ -226 (225.9 — 227.0 ft.) Brownish black (5 YR 2/1), 85 35 lignitic COAL. fine clay lenses and laminations, 0 -227 -\ extremely weak, fresh, wet (probably from drilling /-- — water), non—calcareous 1 �—228 o 0 Pi (227.0 — 231.5 ft.) Brownish gray (5 YR 4/1), N ,—229 fissile to blocky and massive, silty CLAYSTONE, 100 70 N some carbonaceous material and coal partings. 1 a 230 extremely weak, fresh, wet (probably from drilling wa a water), non—calcareous U 1 v Lo o - 231 x >. I 100 0 o N x 0 —232 c N (231.5 — 2357 ft.) Brownish gray (5 YR 4/1) and o light gray (N7). interstratifled, silty CLAYSTONE 1 to 233 and fine to medium grained, poorly graded c SANDSTONE, trace to some carbonaceous material and L coal stringers, very weak to weak, fresh, wet 0 0. -234 (probably from dulling water), slightly calcareous 98 98 in 0 iLl Q —235 from 234.8 to 235.7 ft, becoming predominantly SANDSTONE U x o0 -236 v) x < -237 01 (235.7 — 241.7 ft.) Brownish gray (5 YR 4/1), 1 weakly stratified, silty CLAYSTONE, thin Sandstone H —238 laminations, trace to some carbonaceous material. 77 69 o very weak, fresh, wet (probably from drilling 0 CI —239 water), non—calcareous 1 -240 - rrr.,- .-).. Ell I f 7 I LOG OF BORING BORING NO. S- 2 SHEET 3 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/05/91 METHOD: AUGER/ROTARY/CORE COORDINATES: 8436.45N 12624.89E GROUND ELEVATION: 5164.51 a w w2 m w w \ w w MATERIAL DESCRIPTION w v D M W 0 CL til l- 04 CI < iR w OTHER See previous page for description 1 — 241 from 240.3 to 241.7 ft, thin Coal and 100 45 carbonaceous lenses and laminations 1 —242 \ / —243 (241.7 — 244.3 ft.) Light gray (N7), 1 interstratified, fine to medium grained. poorly —244 graded, SANDSTONE with thin Claystone and 0 Carbonaceous lenses and laminations, slightly 100 78 _ \ porous, very weak to weak, fresh, wet (probably r — 2 —245 \— from drilling water), non—calcareous —./ (244.3 — 262.6 ft.) Brownish gray (5 YR 4/1), 2 —246 interstratifled,s1ty CLAYSTONE and fine to medium grained, SANDSTONE, trace to some carbonaceous 247 material and cod stringers, very weak to weak, 1 fresh, wet (probably from drilling water). slightly calcareous 1 o—248 from 246.5 to 256.5 ft., trace to some sandstone r7 lenses and laminations, trace hard, brown 1 r% —249 concretions 100 98 O & 250 at 248.9 ft.. 1—Inch thick Coal lamination t 1 O Ere x o 2 — 251 x u I Z I" N 1 N 0 —252 a from 251.5 to 256.5 ft., Claysione becoming very 2 253 silty (30-50 percent) 1 —254 92 82 to H -255 2 Ci 0 1 —256 cn in below 256.5 ft., increasing Sandstone lenses x < -257 —258 100 47 x 0 x ° —259 from 259.0 to 261.1 ft., 50 percent Sandstone lenses 100 100 0 .-260 5T-C r..,,1 . i H 1 LOG OF BORING BORING NO. S- 2 SHEET 4 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/05/91 METHOD: AUGER/ROTARY/CORE COORDINATES: 8436.45N 12624.89E GROUND ELEVATION: 5164.51 • w >- M cc w MATERIAL DESCRIPTION w o F a W 0 M 0: 0 < o can iA rt u_ OTHER — 261 See previous page for description 100 100 0 —262 — 0 —263 —264 (262.6 — 279.1 ft.) Light gray (N7), stratified, 100 100 fine to medium grained, poorly graded, slightly 1 —265 porous, SANDSTONE, thin Claystone and Sftstone laminations, trace to some carbonaceous material, contorted bedding, very weak to weak, fresh, wet 0 -266 (probably from drilling water), non—calcareous from 276.0 to 279.1 ft.. Increasing Cloystone 267 lenses 0 0 -268 roi 0 —269 too 96 0 1 5. a. 270 a n chi 0 u o — 271 z 0 0 —272 o 0 1 273 a —274 96 87 2 V) 0 a -275 U 0 oN —276 in 0 < -277 � 1 0 -278 / (279.1 — 282.1 ft.) Brownish gray (5 YR 4/1), \ 100 92 weakly stratified, silty CLAYSTONE, trace to some 1 —279 thin sand laminations, some carbonaceous laminations increasing downward, very weak, fresh, 280 wet (probably from drilling water), non—calcareous 1 f�''',,�',el, "III 1 LOG OF 30RI \ G BORING NO. S- 2 SHEET 5 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/05/91 METHOD: AUGER/ROTARY/CORE COORDINATES: 8436.45N 12624.89E GROUND ELEVATION: 5164.51 d w ~ F- >- ix w w w MATERIAL DESCRIPTION w v rE a m a 0 < o tail 0 cc L OTHER See previous page for description 0 - 281 ,100 92 -282 1 -283 (282.1 — 293.7 ft.) Black (N1), blocky. COAL near 1 vertical Jointing, white coating along some Joint surfaces, extremely to very weak, fresh, wet 1 —284 (probably from drilling water), non—calcareous 100 84 —285 1 —286 1 287 2 at 287.4 ft., trace clayey material En \—288 1 O IO X r•-• -289 43 23 w x L 290 (o 3 — o - 291 i x U I 4e C•I X c04 —292 O ✓ 293 x c a —294 88 58 X N (293.7 — 311.0 ft.) Brownish block (5 YR 2/1) to W brownish gray (5 YR 4/1), massive to blocky, silty 1 I- —295 CLAYSTONE, some carbonaceous material, coal stringers along some fractures, extremely weak, —296 fresh, wet (probably from drilling water), 1 N non—calcareous In 0 <-297 0 >- —298 from 296.0 to 301.3 ft., becoming predominantly 96 96 F— brownish gray (5 YR 4/1) O 1 o _299 _300 a:W+"v.`- "9 1UIi 111 I TI LOG OF BORING BORING NO. S- 2 SHEET 6 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/05/91 METHOD: AUGER/ROTARY/CORE COORDINATES: 8436.45N 12624.89E GROUND ELEVATION: 5164.51 ci w ir I— x a cc w \ w w CC MATERIAL DESCRIPTION w > 0_ la 0 0 M 0_ 0 < 41 o ail LI Ct t LL. OTHER See previous page for description 96 96 1 — 301 from 301.3 to 303.0 ft, becoming brownish black (5 YR 2/1), lignitic, some coal stringers 2 -302 from 301.3 to 301.6 ft.. Coal lens 0 -303 0 -304 84 58 0 -305 from 304.8 to 311.0 ft.. becoming brownish black (5 YR 2/1), Ilgnitic, some coal stringers 1 -306 from 306.0 to 306.5 ft., increasing coal stringers 1 307 0) i 308 o 86 64 0 —309 ' o w 0 a 310 o 'w in x x o — 311 Z u I (311.0 — 312.6 ft.) Black (N1), blocky to platy, °i N COAL, trace day lenses, extremely to very weak, 2 S N— 31 2 fresh, wet (probably from drilling water), non—caicoreous 3 $ _ C 313 (312.6 — 324.0 ft.) Brownish gray (5 YR 4/1) and a light gray (N7), finely stratified, silty CLAYSTONE 94 60 3 —314 with thin lenticular Sandstone, trace to some coal in and carbonaceous stringers, very weak, fresh, wet Ed Q — 315 (probably from drilling water), non—calcareous 0 U o N — 316 below 316.0 ft., increasing Sandstone lenses <(11 0 — 317 1 >- 0 — 318 100 94 0 o — 319 from 319.5 to 324.0 ft., becoming interstratified silty CLAYSTONE and fine grained SANDSTONE, ,>�y'�'^• sandstone is moderately calcareous D t""; —320 Id [ 1 LOG OF BORING BORING NO. S-2 SHEET 7 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/05/91 METHOD: AUGER/ROTARY/CORE COORDINATES: 8436.45N 12624.89E GROUND ELEVATION: 5164.51 2 cc w m w \ w w MATERIAL DESCRIPTION w o a cL cc 0 o W rr U OTHER — 321 100 94 1 See previous page for description w 3 —322 0 U i 37 13 X —323 —324 X Bonn terminated at 324.0 ft. —325 —326 327 Fr) —328 0 r, —329 0 330 0 - 331 I u N N -332 o 333 —334 in —335 o 0 -336 1n < -337 >- —338 0 0 -339 —340 ern aj. ,t, -9— 1 LOG OF BORING BORING NO. S-3 SHEET 1 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438.20N 12613.44E GROUND ELEVATION: 5163.91 O w w m p re [Li \ 51 MATERIAL DESCRIPTION w 0 aEL Li C 0 <0 0 w is. OTHER — 2 SOIL (0.0 — 5.0 ft.) Medium gray (N5), CLAY Rotary dr lled with air from 0.0 to 260.0 feet. — 4 Lithologies — determined from — 6 cuttings. WEATHERED LARAMIE FORMATION (5.0 — 60.0 ft.) Moderate reddish brown (10 R 4/6), CLAYSTONE, Iron — 8 stained — 10 - 12 from 10.0 to 15.0 ft, becoming medium gray (N5), trace sit 14 from 15.0 to 25.0 ft., becoming grayish brown \— 16 (5 YR 3/2), trace silt �- 18 O $ 20 0 a $ z z z 0 — 22 • I E u CV E CD — 24 o from 25.0 to 60.0 ft., becoming dark gray (N3), o �„ 26 silty6 — 28 V) a — 30 O — 32 (n < — 34 Al >- — 36 from 35.0 to 37.0 ft, becoming light brown (5 YR 6/4) to light brownish gray (5 YR 6/1) 0 o — 38 from 37.0 to 39.0 ft., becoming moderate reddish brown (10 R 4/6) to medium gray (N5) — 40 Ulf lirf LOG OF BORING BORING NO. S-3 SHEET 2 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438:0N 12613.44E GROUND ELEVATION: 5163.91 w ~ 0 iL w w \ w MATERIAL DESCRIPTION w U 0 CC 0 < wo u, Ot a E OTHER - 42 See previous page for description - 44 from 42.0 to 47.0 ft., becoming moderate reddish brown (10 R 4/6) - 46 from 47.0 to 60.0 ft, becoming medium gray (N5) - 48 - 50 from 50.0 to 55.0 ft., Iron staining PACKER TESTED 46.62-58.66 ft. - 52 54 56 M o - 58 0 — 60 , a \ \ \ o - 620 Z Z Z U e U p o N E 0 — 64 O N N O a -o c 66 L - 68 (60.0 — 76.0 ft) Medium gray (N5), clayey N SILTSTONE — 70 0 - 72 U7 < - 74 >- - 76o - (76.0 — 78.0 ft.) Black (N1), COAL PACKER TESTED 70.62-82.66 ft. — 78 (78.0 — 100.0 ft.) Medium gray (N5). clayey - 80 SILTSTONE � [ LOG OF BORING BORING NO. S-3 SHEET 3 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438.20N 12613.44E GROUND ELEVATION: 5163.91 a, _ w ~ ~ a: ra ccw MATERIAL DESCRIPTION w o d CL isj M cc 0 0 Fr w A re OTHER — 82 See previous page for description - 84 from 85.0 to 90.0 ft, becoming dry to damp - 86 - 88 - 90 PACKER TESTED 86.62-98.66 ft. - 92 94 \- 96 • from 96.0 to 100.0 ft., becoming medium dark gray r 0 (N4) —100 a Z z z 0 -102 (100.0 •- 105.0 ft Medium gray (NS) to dark gray —e6 ✓ I (NJ). silty CLAYST0NE 0o —104 ut a a 106 (105.0 - 145.0 ft) Medium gray (N5), clayey a — 108 SILTST0NE in ¢ - 110 U 0 _ 112 in (I) < - 114 from 115.0 to 120.0 ft., becoming dark gray (N3) F - 116 0 a - 118 -120 TI I LOG OF BORING BORING NO. S-3 SHEET 4 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438.20N 12613.44E GROUND ELEVATION: 5163.91 c3 w p l- 0! MATERIAL DESCRIPTION w o 0- re 0 wo u, V' ce u OTHER —122 See previous page for description —124 — 126 —128 from 126.0 to 130.0 ft, becoming grayish brown (5 YR 3/2) —130 —132 134 - 136 M —138 0 ` o 140 e z z z 0 - 142 tr ICli E f_ N 0 -144 N - .0 g 146 (145.0 - 150.0 ft.) Very light gray (NB), fine grained SANDSTONE -148 at 149.0 ft., medium dark gray (N4), Claystone lens —150 O - 152 (150.0 - 180.0 ft.) Medium gray (N5), silty CLAYSTONE < - 154 di F — 156 at 155.5 ft.. sandy Slitetone lens O ° -158 -160 � � LOG OF BORING BORING NO. S-3 SHEET 5 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438.20N 12613.44E GROUND ELEVATION: 5163.91 v LLI H w 0 o MATERIAL DESCRIPTION w o 0 2 w 0 < o N w g u. OTHER —162 See previous page far description —164 —166 —168 —170 from 171.0 to 172.01 becoming moderate brown —172 (5 YR 4/4) 174 - 176 3 M -178 o a a -180 - a a a E ,n (180.0 - 182.0 ft.) Medium gray (N5), SILTSTONE 4 z = s o - 182 — O N (182.0— 184.0 ft.) Block (N1), COAL 0 -184 V7 o N (184.0 — 185.0 ft.) Medium gray (N5), SILTSTONE 1860 —188 (185.0 — 200.0 ft.) Medium gray (N5) to moderate brown (5 YR 4/4), aIty CLAYSTONE tn ¢ -190 U from 190.0 to 192.0 ft., predominantly medium gray o —192 (N5) tn In < -194 from 192.0 to 195.0 ft, becoming light gray (N7) cki F - 196 from 195.0 to 200.0 ft.. predominantly medium gray —198 (N5) —200 _ 1.c.; 1IICI'11 _� II LOG OF BORING BORING NO. S-3 SHEET 6 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438.20N 12613.44E GROUND ELEVATION: 5163.91 O w w m } 0 Ls- MATERIAL DESCRIPTION w U Q_ W U 0_ O_ 0rc o En IR Ix u. OTHER —202 —204 (200.0 — 210.5 ft) Medium dark gray (N4), clayey —206 SILTSTONE —208 • —210 _ —212 (210.5 - 212.0 ft.) Black (Ni). COAL 214 (212.0 — 235.0 ft.) Medium gray (N5), clayey �— 216 SILTSTONE 3 N1 -218 g o o 220re O. $ co from 221.0 to 221.5 ft, black (N1), Coal lens n Z Z Z o —O 222 >.0 I E No —224 '^ o N a a o 226 0. k' a —228 from 225.0 to 229.0 ft. black (N1) to dusky brown N (5 YR 2/2), Claystone layer —230 o -232 cn In <-234 >- —236 p -238 (235.0 — 250.0 ft.) Medium gray (N5) to moderate brown (5 YR 4/4). silty CLAYSTONE r-240 .a: „Xi, ^-1 ��If 11 11 II LOG OF BORING BORING NO. S-3 SHEET 7 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438.20N 12613.44E GROUND ELEVATION: 5163.91 rx w w Ei w MATERIAL DESCRIPTION w a w 0 tx a a o w C u OTHER -242 See previous page for description -244 from 245.0 to 250.0 ft. predominantly medium gray o —246 (N5) c —248 I. 0 z —250 e V —252 (250.0 - 262.5 ft.) Medium gray (N5), clayey SILTSTONE E N 254 from 254.0 to 254.5 ft, Sandstone layer —256 M —258 L 0 k —260 < < Stopped rotary $ drilling at 260.0 ft. Lo z z z O —262 See next page a w N 0 —264 o 266 —268 N a —270 U 0 -272 N a —274 .13 F -276 O ° —278 —280 WYrE..v' ��I 11 IT If BORING NO. S-3 LOG OF � 0 � 1NG SHEET 8 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438.20N 12613.44E GROUND ELEVATION: 5163.91 a L w m w L \ L L MATERIAL DESCRIPTION w o D I J I- d W 0 0- M 0_ 0 a 04 a vai t' i w OTHER from 260.0 to 262.5 ft.. becoming medium light — 261 gray (N6), homogeneous, some clay, dry, a Began eecortng at non—calcareous 100 80 260.0 feet. 0 —262 at 261.6 ft., fine grained Sandstone parting D—263 (262.5 — 278.1 ft.) Medium gray (N5), finely stratified, fine grained, SANDSTONE, trace silt, —264 dry. non—calcareous 0 —265 from 263.0 to 264.4 ft., some cloy to clayey 0 90 38 from 264.4 to 267.0 ft., becoming light gray (N7), 0 —266 contorted bedding, highly calcareous _267 D \ 0 -268 from 268.1 to 268.8 ft, becoming clayey, non—calcareous to slightly calcareous "� 100 60 0 —269 from 268.8 to 269.3 ft., becoming highly L O calcareous z 0 g 270 from 269.3 to 278.1 ft, becoming clayey, o 0. non—calcareous to slightly calcareous z 0 - 0 - 271 a I 0 O —272 oc N 13 273 40 16 X c —274 x CO La x Q —275 from 275.0 to 277.0 ft., non—calcareous ' x 0 -276 100 0 in x < -277 from 277.0 to 278.1 ft., becoming interbedded with approximately 1/2—inch thick Claystone lenses 0 >- -278 O o —279 (278.1 — 282.0 ft.) Medium dark gray (N4). 100 83 0 stratified, SILTSTONE, some clay, fine grained —28D sand partings, dry, non—calcareous 0 e. n r' Till II if II LOG OF BORING BORING NO. S-3 SHEET 9 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438.20N 12613.44E GROUND ELEVATION: 5163.91 ci w >- re w ce MATERIAL DESCRIPTION w o 0_ 0_ w U 2 EC C3 < o tail A o u OTHER See previous page for description 100 83 X — 281 from 281.0 to 282.0 ft., increasing day X —282 -- (282.0 — 282.8 ft.) Medium dark gray (N4), X —283 _ homogeneous,silty CLAYSTONE, dry, non—calcareous . _ 94 22 X —284 (282.8 — 285.7 ft.) Black (N1), COAL, concholdal fracture, very broken, dry, non—calcareous X —285 x —286 x 287 No recovery from 285.7 to 289.0 feet. 0 1 288 r%1 —289 o re x 290 8 .$ from 289.0 to 292.0 ft., Coal and Clay rubble i 40 0 X T o - 291 CV X 0 -292 o I- $ � X 293 0 No recovery from 292.0 to 295.5 feet x —294 i) x a -295 0 U X 0 -296 in < —297 52 0 from 295.5 to 299.0 ft., Coal rubble with brownish black (5 YR 2/1) Clay clasts X F -298 Q X o —299 (299.0 — 303.0 ft.) Brownish gray (5 YR 4/1), 40 homogeneous. CLAYSTONE, wet (probably from 100 93 0 n -300 drilling water), non—calcareous `�•— �'F-.c"fl __ nII1 lr Tf 11 . T BORING NO. S-3 LOG OF EOPING SHEET 10 OF 10 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/12/91 METHOD: ROTARY/CORE COORDINATES: 8438.20N 12613.44E GROUND ELEVATION: 5163.91 c# w y cc w Li MATERIAL DESCRIPTION w o D 0_ W U a. m o- o o ail 0 ce it t OTHER See previous page for description 0 — 301 from 301.3 to 301.5 ft., black (NI), blocky, stratified, Coal lens, non—calcareous 100 93 4 -302 at 301.5, 301.9, and 302.2 ft.. Coal partings 1 -303 - x -304 No recovery from 303.0 to 311.0 feet. X -305 a x —306 x 307 -.—308 0 x N—309 X L O is, X S. 310 $ 0 al in oX — 311 — z u I (311.0 to 313.0 ft.) Black N7 , stratified, Coal, dry o N ( ) 1 Wood fragments O -312 100 70 in coring shoe o N from 312.7 to 313.0 ft., becoming brownish black _ -g 313 (5 YR 2/1), clayey, fissile — c n (313.0 — 316.4 ft.) Light olive gray (5 Y 5/2), 0 — 314 stratified, clayey SANDSTONE with Interbedded N CLAYSTONE, dry, non—calcareous DJ l- — 315 90 83 0 U from 315.8 to 316.4 ft., becoming medium gray 0 O — 316 (N5), homogeneous, very fine grained in vi o < — 317 � (318.4 — 320.0 ft.) Medium dark gray (N4), homogeneous, clayey SILTSTONE, dry. non—calcareous 0 — 318 100 88 O 0 _ 319 0 ae3` affairs d —320 t rit 11 fi TI LOG OF BORING BORING NO. S-4 SHEET 1 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 O w p I- \ L.0 cr MATERIAL DESCRIPTION w o r0 d 0 < o o, bb oc u OTHER FILL (0.0 — 2.3 ft.) Moderate brown (5 YR 4/4), Rotary drilled with - 2 CLAY, trace broken rock and brick, damp air from 0.0 to 250.0 feet SOIL (2.3 — 4.5 ft.) Light brown (5 YR 6/4), — 4 clayey SAND, damp Llthologies determined from 6 (4.5 — 13.0 ft.) Grayish brown (5 YR 3/2), sandy cuttings. — CLAY, damp — 8 from 6.0 to 13.0 ft.. becoming moderate brown — 10 (5 YR 4/4) — 12 14 WEATHERED LARAMIE FORMATION (13.0 — 36.0 ft.) rn Medium gray (N5), CLAYSTONE, trace iron stained, m 16 damp S. r7 0 18 0 0 a 20 a \ \ d z z z r o — 22a. U N a 0 o — 24 0 - from 25.0 to 36.0 ft., becoming silty, dry 26 0. — 28 rn — 30 0 — 32 In < - 34 .1f >- — 36 — — 0 — 38 (36.0 to 40.0 ft.) IRONSTONE — 40 er :1 rMllrrllIT 11 LOG OF BORING BORING NO. S-4 SHEET 2 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 v w w } cc w MATERIAL DESCRIPTION w o == n- 0 a 0: O < o vai k au. OTHER — 42 (40.0 — 75.5 ft.) 1Aedlum gray (NS), silty CLAYSTONE, Iron stained, dry — 44 — 46 — 48 from 48.0 to 50.0 ft, becoming light brownish — 50 gray (5 YR 6/1) PACKER TESTED 50.00-62.04 ft. — 52 54 c73 — 56 ftri n— 58 from 58.0 to 59.0 ft, becoming grayish brown t 0 (5 YR 3/2) « 60 z a 6 % a -8 O from 61.0 to 65.0 ft, becoming dark gray (N3) n z z z O — 62 e I E E N o — 64 N a 0 66 from 66.0 to 68.0 ft., becoming moderate reddish ' a — 68 brown (10 R 4/6) in ¢ - 70 U o — 72 co N < — 74 from 74.5 to 75.5 ft., becoming dark gray (N3) F - 76 (75.5 — 77.0 ft.) Block (N1), COAL O - O — 78 (77.0 — 90.0 ft.) Grayish brown (5 YR 3/2), carbonaceous, silty CLAYSTONE :7"fl — 80 from 78.0 to 90.0 ft. medium gray (N5), dry III T1 T II LOG OF BORING BORING NO. S-4 SHEET 3 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 O w ij m w MATERIAL DESCRIPTION w o M CC ❑ < o 6� u OTHER See previous page for description — 82 — 84 — 86 — 88 PACKER TESTED 84.24-94.28 ft. — 90 92 (90.0 — 100.0 ft.) Medium gray (N5), clayey — SILTSTONE, dry 94 �— 96 r) o - 98 O a 100 w (100.0 — 110.0 ft.) Medium gray (N5), SANDSTONE. z z z o — 102 some sltstone, dry u a N from 101.0 to 103.0 ft., becoming very hard Ea c N —104 from 103.0 to 110.0 ft., becoming clayey ur a p a 106 L 0 —108 from 105.0 to 110.0 ft., becoming dry to damp In lil a - 110 (110.0 - 118.0 ft.) Medium gray (N5), clayey N _ 112 SILTSTONE, dry < - 114 — 116 0 ° - 118 (118.0 - 145.0 ft.) Dark gray (N3), silty n — 120 CLAYSTONE, dry ST-'e ; II1I1 ll LOG OF BORING BORING NO. S-4 SHEET 4 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 0 w >- w MATERIAL DESCRIPTION w o 0_ W 0 d M 0 < o 64; cc LL OTHER —122 See previous page for description — 124 —126 —128 — 130 — 132 134 from 135.0 to 136.0 ft, becoming medium gray (N5) \— 136 from 136.0 to 137.0 ft, becoming grayish brown u (5 YR 3/2) c` 138 0 140 0: a a -8 u1 from 137.0 to 145.0 ft., becoming medium gray (N5) z z z 0 —142 N o o N -144 v ao— (J 146 (145.0 - 150.0 ft.) Medium gray (N5), SANDSTONE, dry — 148 from 147.0 to 150.0 ft, becoming light brownish gray (5 YR 6/1), fine grained, clayey, dry to damp — 150 o -152 (150.0 — 177.0 ft.) Dark gray (N3), silty(/) CLAYSTONE, dry N < - 154 > 156 0 ° - 158 a; ,- 160 .ar, l■ 11 1T 11 LOG OF BORING BORING NO. S-4 SHEET 5 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 ci w p F-- >- lw w w o re MATERIAL DESCRIPTION I w r 0 0 0 0_ M EC 0 < o co t1 re w OTHER —162 See previous page for description —164 -166 -168 -170 172 174 \— 176 from 176.0 to 177.0 k., becoming light brownish v gray (5 YR 6/1) E r) — i. '- 178 (177.0 — 180.0 ft.) Medium gray (N5), sandy c k O SILTSTONE, dry e 2. — 180 cc %.. \ \ a (180.0 — 189.0 ft.) Dark gray (N3), siltyz z z v to CLAYSTONE, dry o° 0 -182 u I at 182.0 ft., Coal lens or layer E o N -184 a E r o 186 0 from 188.0 to 189.0 ft., becoming grayish brown a (5 YR 3/2), carbonaceous, decreasing silt - 188 N _ w — 190 (189.0 — 190.0 ft.) Block (Ni). COAL U (190.0 — 207.0 ft.) Grayish brown (5 YR 3/2). 0 — 192 carbonaceous CLAYSTONE w v) < - 194 -IS silty, 190.5 to 207.0 it., becoming dark gray (N3), slty, dry H - 196 0 o - 198 r.. n,r,n?‘ -200 i 1 TI LOG OF BORING BORING NO. S-4 SHEET 6 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 a Li P I Ir w Ea cc W MATERIAL DESCRIPTION w o D 11. M IX 0 < La CC o tan c X OTHER —202 See previous page for description —204 —206 / 207.0 — 208.0 ft.) Medium gray (N5), SILTSTONE, — gray —208 — (208.0 — 224.5 ) Dark T gray y (Ni). silty - 210 CLAYSONE, — 212 214 from 214.5 to 215.0 ft., Coal layer of lens \ vs — 216 from 215.0 to 217.0 ft., becoming dusky brown (5 YR 2/2), carbonaceous 2 M 0 L r—218 from 217:0 to 220.0 f., becoming sandy k `o O u Ig 220 re \ \ \ \ $ e z z z 0 -222 a 9' c4 L. o 0 —224 N o — o (224.5 to 226.0 ft.) Medium gray (N5), SILTSTONE, is 226 dry L a —228 (226.0 — 240.0 ft.) Dark gray (Ni). silty Cr CLAYSTONE, dry Q -230 U o —232 from 230.0 to 235.0 ft., becoming medium gray Cl) (N5), trace lignite U, a —234 F -236 o c:,- 0,"^"••••,-.) 0 —238 .J:..'.r i.s.: from 239.5 to 240.0 ft., becoming grayish brown (5 YR 3/2), highly carbonaceous, decreasing silt —240 r — I•IJiT 15 II LOG OF BODING BORING NO. S-4 SHEET 7 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 u. I- w MATERIAL DESCRIPTION w 0 O. rt 0 < N g w OTHER —242 (240.0 — 248.0 ft.) Dark gray (N3), SILTSTONE, some clay, dry —244 a a a —246 z z z —248 (248.0 — 249.0 ft.) Grayish brown (5 YR 3/2), _ carbonaceous CLAYSTONE, some coal, dry —250 (249.0 — 253.4 ft) Dark gray (N3), SILTSTONE, some clay, dry Stopped rotary drilling at 250.0 ft. —252 See next page 254 �—256 rn 258 r o a 260 0 -262 $ I N-264 266 a —268 in —270 0 -272 N < -274 F -276 0 ° —278 -280 e, ^r, _,.,, MI If 1'( 11 LOG OF BORING BORING NO. S-4 SHEET 8 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 ci w fr wm ce w w , w MATERIAL DESCRIPTION w o I J a d La 0 m re 0 < o (I) W. cc w OTHER - 241 -242 -243 -244 -245 —246 247 �—248 M —249 a 250 lg to from 250.0 to 253.4 ft, becoming medium dark gray X at 250.0an coring o o — 251 at feet. u I (N4), homogeneous, clayey, non—calcareous o —252 60 0 x o N from 253.4 to 253.5 ft.. becoming very light gray 1E (N8) with medium dark gray (N4) Interbedded fine X 253 to medium grained Sandstone ct. — x —254 in (253.5 — 260.0 ft.) Dark gray (N3). homogeneous. ILI —255 CLAYSTONE, trace silt, dry, non—calcareous w 80 36 1 Q 0 U 0 0 0 -256 Q from 257.5 to 258.3 ft., becoming medium dark gray 33 0 X —257 (N4), stratified, Interbedded with dark gray (N3) GIS fine grained SANDSTONE, very hard X r —258 from 258.3 to 258.5 ft.. becoming silty 50 0 o x o -259 from 258.5 to 260.0 ft., becoming light gray (N7), stratified, Interbedded with medium gray (N5) fine 60 50 grained Sandstone, very hard 0 920638 ,-260 LOG OF BORING BORING NO. S-4 SHEET 9 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 a w W 03 >- LL.\ w MATERIAL DESCRIPTION w o D 0 W H d M 0_ O < fx o vi K tx OTHER I - 261 (260.0 — 264.3 ft.) Medium gray (N5), homogeneous to weakly stratified, SILTSTONE, some sand, trace 60 50 to some clay, dry, non—calcareous O -262 x -263 from 262.5 to 264.3 ft., becoming sandy with Sandstone interbeds X —264 80 45 x —265 (264.3 — 266.5 ft.) Medium light gray (N6) and dark gray (N3), interbedded, fine grained, X —266 SANDSTONE — x 267 (266.5 — 270.5 ft.) Medium gray (N5), homogeneous to weakly stratified, SILTSTONE, some sand, trace X ��268 to some clay, dry, non—calcareous RI 100 30 X \-269 from 269.5 to 270.5 ft., becoming medium light k ro gray (N6), interbedded with medium dark gray (N4) ww 1 2. 270 fine grained Sandstone a x x z o - 2710. 0 I (270.5 — 273.5 ft.) Very light gray (N8) to medium D NO —272 light gray (NB), fine grained, SANDSTONE, 50 37 o N interbedded with medium dark gray (N4) sandy w Claystone, contorted bedding, dry, non—calcareous 0 273 — x 0. —274 (273.5 — 277.5 ft.) Dark gray (N3), weakly fr.) stratified, clayey SILTSTONE, dry, non—calcareous x N Q -275 from 274.6 to 275.2 ft., becoming very light gray (N8), Interbedded with dark gray (N3) finely 1 5 o .-276 stratified, fine grained Sandstone, dry, slightly 75 33 to highly calcareous in X < —277 from 275.2 to 277.5 ft., trace sub—horizontal coal partingsrnifi X >- —278 F (277.5 — 280.0 ft.) Dark gray (N3), homogeneous, O CLAYSTONE, some silt, dry, non—calcareous 25 0 X o —279 from 279.5 to 280.0 ft.. trace sub—horizontal cod X partings 100 0 920638 —280 -- 1 n■ I'll 11 ' II LOG OF BORING BORING NO. S-4 SHEET 10 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 a w r cc w CT3 to w MATERIAL DESCRIPTION w v D E w I— c.) F M E_ 0 a cr 0 tan ce u_ OTHER x — 281 (280.0 — 287.3 ft.) Medium dark gray (N4), 16 16 —282 homogeneous, SILTSTONE, some clay, some fine X grained sand, dry, non—calcareous X —283 x —284 No recovery from 282.5 to 285.5 feet 0 X —285 from 285.5 to 287.3 ft., becoming medium gray x 286 (N5), clayey 25 0 X 287 —288 (287.3 - 288.0 ft) Black (Ni). blocky. COAL, dry 3 ;7) (288.0 — 293.4 ft.) Brownish gray (5 YR 4/1), 75 50 X —289 homogeneous to weakly stratified, CLAYSTONE with Coalpartings, dry, E.▪ o ry, non—calcareous w o: x a 290 from 289.5 to 291.0 ft., becoming medium dark gray 0 0 80 0 10 (N4), stratified, trace to some silt x o - 291 z 0 w I from 291.0 to 293.4 ft., becoming dark gray (N3), N trace to some silt 100 73 0 oc N-292 )2, — 0 c 293 O 2 —294 100 52 (293.4 — 296.4 ft.) Black (N1), weakly stratified, Wblocky fracture, COAL trace sulfur crystals, 1 a -295 trace white coating along jointed surfaces, dry U X 0 -296 75 20 V) -- (296.4 — 302.5 ft) Medium gray (N5) to brownish _ a —297 gray (5 YR 4/1), homogeneous, CLAYSTONE, trace to 0 some slit, dry, non—calcareous 0 >- —298 from 297.0 to 301.0 ft., becoming dork gray (N3), F- homogeneous to weakly stratified, siltyo 100 93 0 o —299 from 298.5 to 300.1 ft., becoming sandy with finely interbedded, very light gray (N8) fine —300 grained, gravelly Sandstone 0 920638 [ I■ I'll IIT 11 LOG OF BORING BORING NO. S-4 SHEET 11 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 co w P I— >- cc Id CIS w I" w MATERIAL DESCRIPTION w o D a w 0 m o! o a 0 tan t ct u OTHER 100 93 0 — 301 See previous page far description X —302 from 301.0 to 302.5 ft., becoming dark gray (N3) 33 0 X -303 (302.5 to 304.4 ft.) Grayish black (N2), homogeneous, clayey COAL decreasing cloy 80 33 downward, trace sulfur crystals, blocky to 3 -304 concholdal fractures, extremely weak, fresh, damp (probably from drilling fluid) / x _305 1 (304.4 — 308.8 ft.) Brownish gray (5 YR 4/1), 100 60 -306 massive, homogeneous, silty CLAYSTONE, trace fine to medium grained sand, occasional 1/8—inch thick 0 307 clay lens, very-weak, damp (probably from drilling fluid), non—calcareous X \—308 M 1 \-309 r, (308.8 — 310.8 ft.) Grayish block (N2), L. homogeneous, silty COAL blocky with conchoidal rc 2 E. 310 fractures, very weak, fresh, damp (probably from v 90 54 drilling fluid) x 1 ,, 0 - 311 z u I 2 N 1 c N —312 (310.8 — 314.0 ft.) Brownish gray (5 YR 4/1), o massive, silty CLAYSTONE, occasional 1—inch thick v •—• 0coal lens, very weak, fresh, damp (probably from X c- 313 drilling fluid) 2 —314 — In (314.0 — 317.2 ft.) Grayish black (N2), silty 1 —315 COAL, thin lenses becoming lignitic, some sulfur 90 ,i8 a crystals, very weak, fresh, damp to moist 0 (probably from drilling fluid) 0 o — 316 in to at 317.0 ft., near vertical fracture with sulfur 1 a —317 crystals 0 H —318 (317.2 — 350.0 ft.) Brownish gray (5 YR 4/1) , massive, silty CLAYSTONE, 1/8—inch stringers of o white Sandstone, trace fine grained sand, moist 100 96 0 o —31 9 (probably from drilling fluid) 0 -320 - 920638 if lU 1l I ll __ __ LOG OF BORING BORING NO. S-4 SHEET 12 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 cs re w F o: w MATERIAL DESCRIPTION w o r 0 < 0 cn 6\ ac u OTHER See previous page for description 0 — 321 100 96 at 321.5 ft., increasing silt 0 —322 at 322.5 ft., decreasing sand 0 —323 0 —324 at 324.D ft, trace iron staining 87 73 3 —325 at 325.0 ft, increasing Interbedded Sandstone 1 —326 at 326.0 ft., calcite filled fractures rc X 327 at 327.5 ft.. numerous slickensided fractures x 3 \-328 r'7 at 329.0 ft. iron staining along fracture 100 100 `m o—329surfaces a 2 B 330 $ to at 331.0 ft, becoming brownish black (5 YR 2/1), 0 o — 331 damp to dry (probably from dnllIng fluid) LN 1 N -332 v 71 63 0 1-0 333 Stopped coring X at 334.0 feet —334 rn See next page C —335 0 -336 fn < -337 >- -338 0 —339 920638 —340 IIMIl1I ' 1f LOG OF 30RING BORING NO. S-4 SHEET 13 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 a w p I-- r w w w \ w w MATERIAL DESCRIPTION w oLt I J tl m tr 0 a 0 w ac w M OTHER -322 See previous page for description -324 -326 -328 -330 -332 Rotary drilled with air from 334.0 to 800.0 feet. 334 Lithoiogies determined from cuttings. Rotary drilled with rn air from 334.0 to \—336 800.0 feet. r'l from 334.5 to 340.0 ft., becoming dark gray (N3), —338 dry. non—calcareous LSthologies determined from v N cuttings. a 340 v tf) from 340.0 to 345.0 ft., becoming dark gray (N3) o —342 to dark yellowish orange (10 YR 6/6), trace Ici u I lignite s- 0 -344 0 from 345.0 to 350.0 ft., becoming medium dark gray o i 346 (N4), trace fine grained clayey sand, trace coal ¢o a. —348 e z Z 2 0 to a —350 to U .0 o —352 (350.0 — 360.0 ft.) Medium dark gray (N4), clayey to SILTSTONE, trace to some line grained clayey t11 sandstone, trace coal, trace lignite, dry, —.354 non—calcareous ail >-~ -356 0 0 -358 from 355.0 to 360.0 ft, increasing coal -360 920628 tall I II LOG OF BORING BORING NO. S-4 SHEET 14 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 ar w ~ F— >- ce w w w 5 MATERIAL DESCRIPTION w o J 0 a 0 M re 0 o vai CE La. OTHER —362 (360.0 — 375.0 ft.) Medium dark gray (N4), silty CLAYSTONE, trace coal, dry, non—calcareous —364 —366 _368 from 368.0 to 370.0 ft., becoming brownish black —370 (5 YR 2/1) —372 from 370.0 to 375.0 ft. becoming brownish gray (5 YR 4/1). some chips of hardened grout 374 6; -376 (375.0 — 447.0 ft.) Light olive gray (5 Y 6/1) to r7 olive gray (5 Y 4/1), fine grained, silty n-378 SANDSTONE, trace to some coal, tightly cemented, w` O hard, wet 380 v z z z O —382 from 380.0 to 385.0 ft, becoming brownish gray g m I (5 YR 4/1), trace pyrite o 0 -384 a 386 6 a. from 385.0 to 390.0 ft., some carbonaceous —388 material In w —390 U o _392 from 390.0 to 395.0 ft., becoming light brownish Vl gray (5 YR 6/1), trace cool and carbonaceous V1 material < -394 cal F -396 0 —398 _400 940638 4 ill II 11 LOG OF BORING BORING NO. S-4 SHEET 15 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932:54N 12933.35E GROUND ELEVATION: 5177.40 ci >- w m w w w MATERIAL DESCRIPTION w ore F J CL v O 0 M CC 0 < o CT) V. Ce LL. OTHER —402 See previous page for description —404 —406 below 405.0 ft., becoming light brownish gray (5 YR 5/1) to brownish gray (5 YR 4/1), weak Samples finely -408 ground up from dulling —410 — 412 414 416 m 418 o a 420 m z z z r 0-422 I o L. N O —424 a v o 426 a —428 N —430 U g 432 in —434 —436 0 ° —438 440 920R38 LOG OF BORI \ G BORING NO. S-4 SHEET 16 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 O w >- C1-3. w w MATERIAL DESCRIPTION w o 0 H D_ cecy 0 Q o U, K u_ OTHER —442 See previous page for description —444 —446 —448 (447.0 — 450.0 ft.) CLAYSTONE —450 —452 454 (450.0 — 460.0 ft.) Light brownish gray (5 YR 6/1) to brownish gray (5 YR 4/1), fine grained, —456 SANDSTONE interbedded with CLAYSTONE m r,.t o` —458 O e a —460te z z z 0.-462 (460.0 — 465.0 ft.) CLAYSTONE, trace to some line Ngrained sandstone 0 -464 N 466 n (465.0 — 470.0 ft.) CLAYSTONE interbedded with —468 fine grained SANDSTONE VI W 470 _ U o -472 in a -474 ckl (470.0 — 480.0 ft.) Light brownish gray (5 YR 6/1) to brownish gray (5 YR 4/1), fine grained, F —476 SANDSTONE interbedded with CLAYSTONE O — 478 480 920639 11,111- 11 -- LOG OF � 01N G BORING NO. S-4 SHEET 17 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 w i-- > LI- w m` \ w w MATERIAL DESCRIPTION w O _I a 0 < Q a ix c(n L.L. OTHER --482 (480.0 — 520.0 ft.) Light brownish gray (5 YR 6/1) to brownish gray (5 YR 4/1), fine grained. 484 SANDSTONE - 486 -488 -490 from 490.0 to 500.0 ft.. trace claystone —492 494 Ei; — 496 m v 498 O a 500 v I m z z z L• e, 502 I • N o c o _504 N o o 506 L —508 w a — 510 U C o .- 512 < — 514 from 515.0 to 520.0 ft.. becoming interbedded with >- — 516 Claystone 0 0 - 518 —s2o — — — — — 9 063 J �I nIl i �� LOG OF OPI \ BORING NO. S-4 C SHEET 18 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 c3 w r r w w w \ MATERIAL DESCRIPTION w > D J F- 0- w 0 0_ M 0: 0 < o t¢i1 n w OTHER —522 —524 (520.0 - 530.0 ft.) Light brownish gray (5 YR 6/1) to brownish gray (5 YR 4/1), SILTSTONE and very -526 fine grained SANDSTONE -528 -530 - -532 (530.0 — 605.0 ft.) Light brownish gray (5 YR 6/1) to brownish gray (5 YR 4/1), fine grained, 534 SANDSTONE �—536 m L —ro 5538 from 535.0 to 540.0 ft., some claystons 0 o B 540 a: a a a o z z z 0-542 v I E N o o N -544 a o 546 —548 in —550 0 552 In to < -554ckl F -556 0 —558 1-560 920639 VIII'III' II II LOG OF 30 �. G BORING NO. S-4 SHEET 19 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933,35E GROUND ELEVATION: 5177.40 O w F- i- >- F13 w UJ MATERIAL DESCRIPTION w o J CL Li.i 0_ d < o (/) b� CC � OTHER —562 See previous page for description —564 —566 —568 —570 —572 574 r-- �—576cp a ' _578 o O a 580 a a z z z 0 582 V I a L N E L E 0-584 o a v 586 —588 U - 590 o _592 Qp-594 > 596 O o -598 p from 595.0 to 605.0 ft., becoming very fine 920638 600 grained, silty LOG OF BORING BORING No. -4 SHEET 20 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 w wEri >- u_ w w MATERIAL DESCRIPTION w o dM Et 0 < o 0 re an u_t OTHER —602 See previous page for description —604 —606 —608 —610 (605.0 - 615.0 ft.) CLAYSTONE interbedded with fine grained SANDSTONE — 612 614 �— 616 m (615.0 - 800.0 ft.) Light brownish gray (5 YR 6/1) t'7 to brownish gray (5 YR 4/1). fine grained, �— 618 SANDSTONE O o 0 n 620 ¢ a a '0 inz z z 0 0 —622 • wI from 620.0 to 625.0 ft., some claystonsc E fV o o N -624 En a r o 626 —628 to Q —630 O _632 to a —634 F -636 O —638 from 635.0 to 640.0 ft.. becoming line to medium grained 640 320638 �I I■ I11 11I 1I . - B&r2ING NO. S-4 LOG OF BORING SHEET 21 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DAZE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 ci w w m 11 w \ w w MATERIAL DESCRIPTION w c0 r M < o o u- OTHER —642 See previous page for description —644 from 645.0 to 675.0 ft., becoming very fine -646 grained 648 -650 —652 654 —656 tie r7 0 —658 0 Q. 660 S e Z Z Z 8 _662 K N cl —664 0 U 13 666 —668 —670 o _672 in —674 —676 from 675.0 to 685.0 ft., becoming fine to medium O grained, some cloystone/shale —678 -680 S2%39 11 11 ° 11 " LOG OF BORING BORING NO. S-4 SHEET 22 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 c3 W ~ > u_ w m \ W MATERIAL DESCRIPTION w o 0 174 d i 0 < o V a u OTHER See previous page for description -682 from 680.0 to 685.0 ft., no apparent claystone -684 -686 -688 -690 from 685.0 to 740.0 ft, becoming very fine grained —692 694 Eii —696 m Fri o 698 O reo a 700 z z z 0 -702 III I N O -704 N 706 aL —708 N — 710 N - 712 < - 714 F — 716 920639 _720 II FuI IF [7 11 . LOG OF BORING BORING NO. S-4 SHEET 23 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 ci Nw UJ p F W w MATERIAL DESCRIPTION w0 o 0- cr 0 o w t\ rr u OTHER —722 —724 —726 —728 from 727.0 to 730.0 ft., trace claystone/shale, trace pyrite —730 —732 734 —736 m 2. 0 —738 0 o a 740 E O e z z z r O -742 from 740.0 to 745.0 ft, becoming fine to medium Ngrained c g 0-744 "'cc' a 746 a —748 to a -750 O• -752 In fn < -754 > 756 o from 755.0 to 760.0 ft., trace to some moderate CI —758 brown (5 YR 4/4) to grayish brown (5 YR 3/2) shale/claystone _760 920638 III Inn ff 1 1f LOG OF BORING BORING NO. S-4 SHEET 24 OF 24 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/18/91 METHOD: ROTARY/CORE COORDINATES: 9932.54N 12933.35E GROUND ELEVATION: 5177.40 O F I— } w i ee w MATERIAL DESCRIPTION w oCr a.. CE 0 o V1 CL w OTHER —762 see previous page for description —764 from 765.0 to 775.0 ft., becoming very fine -766 grained -768 -770 from 770.0 to 800.0 ft., trace shale/claystone —772 774 —776 a —778 r 0 0 a 780 from 780.0 to 800.0 ft., becoming very fine grained \ < \ u) a z z z o -782 u a i a o 0 -784 v, a L 786 a. —788 in W a -790 0 -792 In in a -794 > 796 0 —798 B�g onin,,terminated —600 a`8 Z0638 IIIINIII1ii 11 LOG OF BORING BORING NO. 3-204 SHEET 5 OF 6 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 8098.08N 11354.60E GROUND ELEVATION: 5109.48 O w w m w w MATERIAL DESCRIPTION w o p d W 0 M 0: 0 < o vai K g ice.. OTHER 1 - 81 See previous page for description 98 72 1 LABORATORY - 82 SAMPLE 1 - 83 - 84 100 86 1 - 85 from 85.2 to 89.3 ft., becoming brownish gray (5 YR 4/1), some carbonaceous material 2 - 86 87 from 86.5 to 89.3 ft.. becoming moist rn 2 0— 88 from 88.2 to 89.3 ft., becoming interbedded with c‘i — Sandstone 1 89 LN 100 74 O a w 2 90 (89.3 — 101.5 ft.) Light brownish gray (5 YR 6/1) re to brownish gray (5 YR 4/1), stratified, fine 1 grained, poorly graded, SANDSTONE, sltstone x m - 91 lenses or laminations, extremely weak, friable, N fresh, moist to wet non—calcareous 1 O — 92 N X 93 from 91.5 to 101.5 ft., trace to some Interbedded 100 27 ` Claystone lenses, becoming wet X - 94 V) Q — 95 at 95.3 ft, Qaystone lens 2 Inches thick 80 40 0 o — 96 in x < — 97 10 0 X — 98 O X � — 99 73 27 X J C3 306 s8 _ 100 III IRI;t 11 LOG OF BORINGBORING NO. S-204 SHEET 6 OF 6 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 8098.08N 11354.60E GROUND ELEVATION: 5109.48 0 w wa cc >- w MATERIAL DESCRIPTION w o r=- 0_< CC o <a o tail cccc OTHER 0 - 101 See previous page for description 73 27 — 0 - 102 (101.5 - 106.5 ft.) Brownish gray (5 YR 4/1) to 2 - 103 brownish black (5 YR 2/1), homogeneous, silty CLAYSTONE, some sand, very weak, fresh, moist to wet, slightly calcareous o 0 -104 i 100 6a at 101.5 ft., hard brown concretions 1 — 105 0 — 106 0 Boring Terminated at 106.5 ft. 107 108 rn N 109 O n 110 o — 111 w I N N — 112 } 113 0. — 114 in Q — 115 U o — 116 in 1n a — 117 — 118 0 — 119 120 520638 lllf NTH 11 LOG OF BORING BORING NO. S-205 SHEET 1 OF 5 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/19/91 METHOD: AUGER/CORE COORDINATES: 7367.77N 11683.09E GROUND ELEVATION: 5120.33 O w hi m ct LL if tLi CC MATERIAL DESCRIPTION w o IL (X 0 < Lu o a k� x u En OTHER TOPSOIL (0.0 — 1.4 ft.) Dark yellowish brown (10 YR 4/2), homogeneous, fine grained, poorly — 1 graded, clayey SAND, trace roots, damp, 92 non—calcareous, (SC) - 2 SOIL (1.4 - 3.2 ft.) Dark yellowish brown (10 YR 4/2). homogeneous, CLAY, zones becoming sandy, trace gravel, trace roots, dam i- 3 non—calcareous to slightly calcareous, (CL) 100 - 4 \ at 3.0 ft, calcite filled fracture / (3.2 to 4.0 ft) Dark yellowish brown (10 YR 4/2), — 5 fins grained, SAND, trace cloy, dry, slightly 75 calcareous J (4.0 — 8.0 ft.) Dark yellowish brown (10 YR 4/2), o - 6 homogeneous, CLAY, soma zones of weathered — daystone, trace gravel, dry, non—calcareous to o 7 highly calcareous, (CL) 100 a O1 at 4.7 ft., homogeneous sand lens — 8 from 5.0 to 6.0 ft., becoming weakly stratified, n N trace Ironstone nodules E �— 9 N 100 a p at 6.1 ft., 1—Inch thick Sand lens e 10 -E at 6.3 ft. calcite lined fracture u in c z z v o — 11 3 100 c N WEATHERED LARAMIE FORMATION (8.0 — 25.2 ft.) Dark • c o — 12 yellowish brown (10 YR 4/2), homogeneous, 3 -E N CLAYSTONE, highly weathered, dry, non—calcareous c 6 13 at 9.9 ft, 1/2—inch thick Lignite seam 100 - 14 from 10.0 to 16.7 ft., becoming medium gray (N5), N weakly stratified, Iron stained and gypsum lined e sub—horizontal to sub—vertical fractures 73 — 15 - at 13.1 ft, discontinuous Lignite seam z a 0 — 16 In N from 16.7 to 20.8 ft.. becoming moderate brown e .Ti Q 17 (5 YR 3/4), stratified, iron staining along o= Al sub—horizontal and sub—vertical fractures, damp z !; F - 18 o w — 19 • as zi - 20 a a .9 yeas ii 1I -MITT ii LOG OF 30RING BORING NO. S- 205 SHEET 2 OF 5 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/19/91 METHOD: AUGER/CORE COORDINATES: 7367.77N 11683.09E GROUND ELEVATION: 5120.33 ci Li F H r re La a ix w \ w w MATERIAL DESCRIPTION w > a 0 o_ cc o a o fait V. Cl u OTHER See previous page for description a iis X Began coring at — 21 from 20.8 to 25.2 ft., becoming dark yellowish Z Z 20.8 feet. brown (10 YR 4/2) to pole yellowish brown (10 YR 6/2) with light brown (5 YR 5/6) mottling. 1 — 22 some sand, trace gypsum stringers and patched, extremely weak, slightly weathered, moist to damp, 97 78 1 23 slightly calcareous at 20.0 ft., 2—inch thick Sandstone lens 0 - 24 from 24.0 to 25.0 ft., becoming sandy, trace Ironstone nodules 30 0 X - 25 from 25.0 to 25.2 ft., clayey Sandstone lens (25.2 — 34.7 ft.) Dark yellowish brown (10 YR 4/2) 100 40 0 - 26 with light brown (5 YR 5/6) mottling, weakly stratified, clayey SILTSTONE, some sand, calcite X 2.7 and gypsum stringers, extremely weak, slightly weathered, moist to damp, non—calcareous 15 0 X \— 28 at 25.8 ft., Sandstone lens CD 0 LABORATORY N SAMPLE N - 29 0 w 97 83 0 B. 30 0 E 0 1 T; In o — 31 = v N from 31.3 to 31.8 ft., Sandstone lens x N — 32 & 12 0 x 33 a x — 34 fn 90 40 0 II`'- — 35 Q (34.7 to 37.0 ft) Light brownish gray (5 YR 6/1), U stratified, clayey SANDSTONE, Interbedded x O - 36 Siltstone lenses, extremely weak, friable, 0 Nslightly weathered to fresh, moist, non—calcareous Q r(37.6-7. 37.7 Brownish grayt5 YR 471) to � X - 37 —� brownish black (5 YR 2/1). homogeneous, CLAYSTONE, — AS some silt, extremely weak, fresh, moist to damp, 100 50 X >- — 38 \ non—calcareous /' — I- 0 \__ from 37.1 to 37.2 ft., black (Ni) COAL lens / X LABORATORY SAMPLE 39 25 0 (37.7 — 40.6 ft.) Black (N1). blocky to fissile, COAL very weak, fresh, moist to wet X SP:06 Q - 40 1 NIT-ii LOG OF BORING BORING NO. S-205 SHEET 3 OF 5 -PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/19/91 METHOD: AUGER/CORE COORDINATES: 7367.77N 11683.09E GROUND ELEVATION: 5120.33 a w P 1— ).- re ui w m ce MATERIAL DESCRIPTION w cc o D I 0- w C) a M D: 0 a a it 0 tail L' tt cs.. OTHER See previous page for description 0 41 " from 40.0 to 40.6 ft.. becoming wet .......-- (40.6 — — — 52.0 ft.) Brownish gray (5 YR 4/1) to 1 — 42 brownish black (5 YR 2/1), interbedded silty LABORATORY CLAYSTONE and lignite COAL, some sand, extremely SAMPLE 100 66 0 — 43 weak, fresh, moist, non—calcareous 1 - 44 0 - 45 from 45.0 to 52.0 ft., becoming predominantly silty CLAYSTONE, some interbedded coal lenses. 0 — 46 moist to wet 0 47 82 68 1 \,— 48 LID 0 N - 49 N k O W 0 a 50cc 0 0 0 v u a — 51 from 50.8-to 52.0 ft., interbeds of light gray z 90 50 o I (N7), fine grained, poorly graded, Sandstone L N 0 5 N — 52 - v (52.0 — 57.6 ft.) Medium light gray (N6). fine 0 N grained, poorly graded. SANDSTONE. with la c 53 interbedded olive gray (5 Y 4/1) silty Claystone, 95 85 a trace carbonaceous material, extremely weak. 0 - 54 friable, fresh, moist to damp, non—calcareous to from 54.0 to 57.6 ft., decreasing claystone 0 LABORATORY I55 55 interbeds SAMPLE a U 100 0 3 o _ 56 to Cl) 3 a — 57 from 57.0 to 57.6 ft., becoming dark yellowish brown (10 YR 4/2). very hard, tightly cemented 0 H — 58 (57.6 — 67.0 ft.) Brownish gray (5 YR 4/1), clayey 0 SILTSTONE, interbedded Sandstone lenses, trace 100 84 0 O _ 59 carbonaceous material, very weak, fresh, damp to moist, non—calcareous 1 1 I1II II II iI - LOG OF BORING BORING NO. S-205 SHEET 4 OF 5 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/19/91 METHOD: AUGER/CORE COORDINATES: 7367.77N 11683.09E GROUND ELEVATION: 5120.33 • ci w f—re 5 MATERIAL DESCRIPTION 0 a w v M 0 < fit 0 in 0 t OTHER 0 — 61 See previous page for description 100 84 0 — 62 — 63 0 — 64 92 74 0 — 65 0 — 66 0 67 p) (67.0 — 75.9 ft.) Medium light gray (N6) to light 0 \— 68 gray (N7), flne grained, poorly graded, SANDSTONE, to interbedded with fine lenses of clayey Siltstone, 0 CV 69 some silt, trace carbonaceous material, very weak, \— r fresh, damp to moist. non—calcareous 0 w 100 70 0 w 70 cc T o — 71 z N 0 o N — 72 v 0 73 75 20 a` 1 — 74 0 a — 75 U 2 o — 76 <n (75.9 — 89.0 ft.) Brownish gray (5 YR 4/1), 90 54 0 Q — 77 homogeneous, clayey SILTSTONE, trace sand, trace cki sand lenses, trace carbonaceous material, very 0 } — 78 weak, fresh damp, non—calcareous r O 0 — 79 from 79.0 to 89.0 ft., zones becoming silty Claystone 90 44 X 80 - 920639 t Ilffilff �f ll BORING NO. S-205 LOG OF BORING SHEET 5 OF 5 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/19/91 METHOD: AUGER/CORE COORDINATES: 7367.77N 11683.09E GROUND ELEVATION: 5120.33 - a U >- MATERIAL DESCRIPTION w o D a M to 0 < o N c w OTHER x — 81 See previous page for description 0 — 82 90 44 1 — 83 0 — 84 x 85 — 86 64 26 0 87 at 87.0 ft, very hard zone 0.2 foot thick, calcite stringers X - 88 X - 89 - r k O x a 90 (69.0 — 100.0 ft.) Brownish gray (5 YR 4/1) to 0 brownish black (5 YR 2/1), homogeneous, silty u w u7 CLAYSTONE, trace sand, trace carbonaceous x 67 13 1 v O — 91 material, zones becoming clayey Sltstone, very z o I weak, fresh, damp, non—calcareousO X N o N — 92 from 92.0 to 97.0 ft., becoming sandy r. 3 93 a 1 — 94 I/1 100 78 2 95 U 1 o — 96 to 2 rn a — 97 d3 r — 98 p 100 83 0 92O639 o _ 99 �7 0 Boring terminated 100 at 100.0 feet. ■IIlIn If 1 ll LOG OF BORING BORING NO. S- 206 SHEET 1 OF 8 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 9965.08N 13281.57E GROUND ELEVATION: 5183.18 cf W H t- re CC La \ w W MATERIAL DESCRIPTION w v D 0_ W U M 6' O < o u, V Ls. OTHER TOPSOIL (0.0 — 1.0 ft.) Pale brown (5 YR 5/2). - 1 homogeneous, CLAY, root fragments, slightly to 100 highly calcareous, damp, (CL) — 2 from 0.0 to 0.5 ft., trace fine grained gravel (1.0 — 8.5 ft.) Dark yellowish brown (10 YR 4/2), - 3 homogeneous, fine grained, poorly graded, SAND, 100 some clay, damp, highly calcareous, (SC) - 4 from 2.0 to 4.0 ft., becoming clayey 5 from 4.0 to 6.0 ft.. becoming fine grained Sand 100 and Clay, (SC — CL) - 6 from 6.5 to 8.0 ft., trace to soma weathered O 7 daystone ° 100 , 0 . $ o o O) En -_ 9 WEATHERED LARAMIE FORMATION (8.5 — 37.9 ft.) 700 t` Medium dark gray (N4), weakly stratified, o CtAYSTONE, trace fine grained sand, trace calcite `o ,8 10 lined voids, damp, non—calcareous E a a a 0 $ 07 from 8.5 to 10.0 ft., iron stained, Irregular CA a Z Z O - 11 fractures n z o a ii I at 9.1 ft., Ironstone concretion 0 a> O — 12 c o N from 10.0 to 10.7, 11.0 to 11.7, and 12.2 to 13.0 co ii -2 13 ft., gypsum lined and manganese oxide stained C) cTi fractures n z°a o > a - 14 from 12.6 to 13.4 ft., iron stained fractures with z a to gypsum crystals et iW ii Q — 15 from 14.0 to 15.3 ft., becoming brownish black 0° (5 YR 2/1), carbonaceous Z °> U a O . 16 I/) from 153 to 16.0 ft., Siltstone partings ° a Q — 17 00 from 16.7 to 17.3 ft., becoming highly fractured Z Ti with iron stained surfaces a F - 18 O a o - 19 from 18.0 to 20.0 ft., numerous irregular, o c sub—horizontal to sub—vertical, iron stained > 920639 a - 20 _ fractures i 111111111111 " II LOG OF 30PING BORING NO. S- 206 SHEET 2 OF 8 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 9965.08N 13281.57E GROUND ELEVATION: 5183.18 w ~ > u_ w m \ w w MATERIAL DESCRIPTION w o ZF � � w v a M CC 0 < o VI VCC u OTHER See previous page for description Cc, x Began coring - 21 z z at 20.7 feet. from 20.7 to 37.9 ft, becoming medium gray (N5), X - 22 iron stained irregular fractures surfaces, highly 53 0 weathered, dry X 23 x - 24 from 24.5 — 30.0 ft, becoming silty, Iron X - 25 staining and llgnitic partings 0 - 26 at 25.7 ft., gypsum stringer 97 67 at 26.7 ft, Ironstone concretion 1/2—inch thick 1 27 1 \- 28 N from 27.5 to 30.0 ft., trace lignite partings 2 - 29 O w 89 49 0 30 0 U 0 31 >, o — z v N 1 N - 32 -o 1 33 2 - 34 U1 from 32.0 to .37.0 ft., trace gypsum stringers 100 48 1 Q — 35 U 0 o — 36 V1 to a 37 from 37.0 to 37.9 ft., trace lignite partings X >- — 38 (37.9 — 41.5 ft.) Medium gray (N5), weakly stratified. clayey SILTSTONE, trace to some fine 90 38 2 39 grained sand, trace lignite particles, iron stained fracture surfaces, dry, non—calcareous to 2 - 40 slightly calcareous sewage-1. 11I IIIIIIIIf Ill ! II LOG OF BORING BORING NO. S- 206 SHEET 3 OF 8 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 9965.08N 13281.57E GROUND ELEVA11ON: 5183.18 ci w 2 i- ce bi 1:5 ft i w MATERIAL DESCRIPTION w O D F _1d w 0 M 0: 0 < o N 0 CC u_ OTHER 0 - 41 See previous page for description 90 38 0 - 42 (41.5 — 42.0 ft.) Light gray (N7). finely — — \ stratified, tine grained, clayey SANDSTONE, trace \\__ slit, dry, non—calcareous 1 — 43 (42.0 — 42.4 ft.) Light gray (N7), clayey SILTSTONE, fine grained Sandstone partings. 3 - 44 fissile, dry, non—calcareous , (42.4 — 71.4 ft.) Medium gray (N5), blocky, 100 56 1 - 45 CLAYSTONE, trace to some silt, gypsum lined fractures, dry, non—calcareous 3 - 46 2 47 from 47.0 to 71.4 ft, becoming silty 1 Fl \,— 48 o 2 N from 48.3 to 49.5 ft, becoming dark gray (N3) N. - 49 a O w 90 24 1 2. 50 0 t ,n x 1 >. o — 51 z P' I N from 51.0 to 52.7 ft., becoming grayish red 1 g O — 52 (10 R 4/2) N g, r 1 "= 53 a 1 — 54 1n 100 60 0 isl i 55 Q from 52.7 to 57.0 ft., iron stained fracture 0 0 surfaces in 56 Cr) o < - 57 iki 1 r — 58 from 57.0 to 62.0 ft., becoming weakly stratified O 100 62 1 59 at 59.0 ft, Ironstone concretions 2 90 — 60 • I uifflIPIT I II LOG OF BORING BORING NO. S-206 SHEET 4 OF 8 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 9965.08N 13281.57E GROUND ELEVATION: 5183.18 a w 2 )- fr w \ w w ce MATERIAL DESCRIPTION w o ci D_ W 0 a re 0 < 4.1 o t¢n K cc w OTHER 2 — 61 See previous page for description 100 62 1 — 62 1 — 63 100 33 0 — 64 from 64.0 to 65.0 ft., trace partings of fine o — 65 grained sandstone 1 — 66 1 67 40 0 X \_ 68 a) x N r 69 from 70.0 to 71.4 ft., becoming dark gray (N3), 1 0 very fissile to thinly laminated, thin lignite w x a 70 partings p c.) X in — 71 /71.4 — 73.5 ft.) Medium gray (N5), homogeneous xz >. l clayey SILTSTONE, dry, non—calcareous _ v N 100 63 2 c 0 — 72 from 73.0 to 73.5 ft, some fine grained sand otrace thin sand partings v 1 I+ 73 7(73.5 — 75.0 ft.) Pinkish gray (5 YR 8/1), ffnelyTh ` _J stratified, fine grained, silty SANDSTONE, hard, _ 100 0 d dry, non—calcareous 0 — 74 50 0 in from 74.5 to 75.0 ft, becoming medium gray (N5), 0 — 75 trace silt, trace clay _ 80 0 U (75.0 — 79.5 ft.) Dark gray (N3), homogeneous, 1 p - 76 silty CLAYSTONE, Iron stained joints, dry, 95 30 in non—calcareous i/1 0 Q - 77 at 75.5 ft, lignite parting with gypsum coating 41 x F - 78 0 o x o - 79 /779.5 — 82.0 ft.) Medium gray (N5), homogeneous / very fine grained, clayey SANDSTONE, trace silt, \ __ 100 0 0 r 80 dry, non—calcareous 80 72 — 92,0fiZQ •IIIIIIIiIIiffi I iI _ v LOG OF BORING BORING NO. S-206 SHEET 5 OF 8 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 9965.08N 13281.57E GROUND ELEVATION: 5183.18 dr La ^ I-- 11! Id fie w \ w w I MATERIAL DESCRIPTION w a M Ce 0 < LLI 0 ti b cc a OTHER See previous page for description 0 — 81 BO 72 from 81.6 to 82.2 ft., sub—horizontal calcite 0 stringers — 82 (82.0 — 84.0 ft.) Medium gray (N5), weakly 0 — 83 stratified, clayey SILTSTONE, trace calcite 70 45 partings, dry, non—calcareous a — 84 1 — 855 (84.0 — 89.4 ft.) Dark gray (N3). CLAYSTONE, trace silt, dry, non—calcareous 70 40 0 — 86 at 84.5 and 85.2 ft., becoming yellowish gray (5 Y 7/2) 0 87 from 87.0 to 89.0 ft., trace to some silt 0 \- 88 55 0 rn from 89.0 to 89.4 ft., becoming grayish black (N2) 0 N — 89 O L. X a90 (89.4 — 91.8 ft.) Black (N1), blocky, thinly re 100 45 v stratified. COAL, trace calcite coating on some C 0 u o_ 91 surfaces, trace sulfur crystals, very brittle, z dry "' N 0 o N- 92 — O r (91.8 — 97.0 ft.) Dark gray (N3), weakly 73 17 0 c 93 stratified, carbonaceous, CLAYSTONE, trace silt, dry, non—calcareous 0 a — 94 In o w a - 95 65 0 U X o — 96 N from 96.0 to 17.0 ft, becoming medium gray (N5) 50 0 0 a 97 -- — Ai x r — 98 (97.0 - 102.3 ft.) Dark gray (N3), homogeneous, I— clayey 51LTSTONE, trace fine grained sand, dry, 0 non—calcareous to slightly calcareous 37 0 X — 99 _100 ° 9: 0633 Br 1111 II LOG OF BORING BORING NO. S- 206 SHEET 6 OF 8 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 9965.08N 13281.57E GROUND ELEVATION: 5183.18 a w P E w \ w w MATERIAL DESCRIPTION w o Ct ❑ < LAI a < b\ o . OTHER from 100.0 to 102.3 ft. becoming medium dark gray 0 101 100 76 from 102.0 to 102.3 ft., trace to some fine 0 102 grained said 0 (1023 — 111.0 ft.) Light gray (N7), homogeneous —103 to weakly stratified, fine grained, SANDSTONE. trace silt, trace clay, dry, non—calcareous 0 — 104 100 100 from 102.5 to 105.0 ft, becoming very light gray 0 —105 (N8) to medium light gray (N8), finely stratified 0 — 106 100 85 from 105.0 to 107.0 ft., organic/carbonaceous 0 107 partings from 107.0 to 110.0 ft., trace to some clay X \x- 108 rn at 109.1 ft, Lignite parting 47 13 X N — 109 aN from 110.0 to 111.0 ft, becoming brownish gray w 1 a 110 (5 YR 4/1), very fine grained, trace to some silt, rc calcite coating on fracture surfaces, slightly ce brecciated, non—calcareous to slightly calcareous X x z 75 40 w OI — 111 (111.0 — 111.4 ft.) Dark gray (N3). weakly N \ stratified, silty CLAYSTONE, silt increasing -co N — 112 `— downward, dry, non—calcareous _/ X (111.4 — 118.0 ft.) Medium light gray (N6), 113 80 25 homogeneous, clayey SILTSTONE, dry, non—calcareous n 0 — 114 to x a - 115 95 50 U from 116.0 to 118.0 ft, some clay, trace to some 0 O _ 116 fine grained sand (a 0 Q — 117 118.0 — 119.7 ft.) Grayish brown (5 YR 3/2), fin 100 100 Al grained carbonaceous, SANDSTONE, lignite 0 >- - 118 partings, trace to some clay, trace silt, dry, — ~O non—calcareous 0 O — 119 at 119.1 ft, sub—horizontal lignite parting 75 75 119.7 — 121.4 ft.) Light gray (N7), homogeneous ' — 0 320638 / -120 SILTSTONE, trace clay, dry, non—calcareous 11 I uiiiuf Ii T 11 LOG OF BORING BORING NO. S- 206 SHEET 7 OF 8 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 9965.08N 13281.57E GROUND ELEVATION: 5183.18 6 w 2 D_ w Eft 5 w MATERIAL DESCRIPTION w o D -a M X o < wo 0 ti X u_ OTHER from 120.0 to 121.4 ft., finely interbedded Sandstone 0 — 121 stringers, trace to some clay, trace lignite particles (121.4 — 123.0 ft.) Medium gray (N5), homogeneous 100 83 0 — 122 to finely stratified, fine to medium grained, SANDSTONE, trace to some clay, trace to some silt, a — 123' trace lignite particles (123.0 — 127.0 ft.) Medium light gray (N6), X 124 Interbedded sandy SILTSTONE and fine to medium grained SANDSTONE, lignite partings, trace to some clay, dry, non—calcareous X — 125 100 78 at 123.7 ft, lignite 1/2—inch thick X - 126 from 125.5 to 126.1 ft., Lignite partings becoming closely spaced X — 127 (127.0 — 139.3 ft.) Fine to medium grained, silty 0 �— 128 SANDSTONE, sub—horizontal Lignite partings, dry, o highly calcareous N 0 . — 129 100 100 N from 129.1 to 129.3 ft., Sltstone lens 0 2. isi 130 o 13 0 Z 0 — 131 from 130.0 to 139.3 ft., trace silt, becoming z t I damp, non—calcareous w csj 0 r o — 132 at 130.3 and 130.8 ft, Lignite partings 90 80 o N 0 133 from 131.0 to 131.4 ft., sandy Slitstone lens a 0 0. - 134 100 55 01 0 — 135 from 134.9 to 135.0 ft, Coal lens, trace to some Q silt and day U x N - 136 100 50 N 0 < - 137 at 135.0, 136.4, and 136.6 ft., sub—horizontal to sub—vertical Lignite partings -IS0 F - 138 o 83 70 0 0 — 139 "--- (139.3 — 140.9 ft.) Medium dark gray (N4), homogeneous, SILTSTONE, finely interbedded fine to , 0 — 140 medium grained Sandstone, dry, non—calcareous 920638 _.-. t II u _. _. LOG OF BORING BORING NO. S- 206 SHEET 8 OF 8 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 03/20/91 METHOD: AUGER/CORE COORDINATES: 9965.08N 13281.57E GROUND ELEVATION: 5183.18 ci ILl r� F 0: u_ 55\ w w MATERIAL DESCRIPTION a o v K 0 < ow N k g E OTHER from 140.0 to 140.9 ft., becoming carbonaceous and — 141 - — — — sandy, discontinuous Ii nits actin s — — 0 (140.9 - 142.3 ft.) Medium light gray (N6), fine to medium grained, SANDSTONE, trace silt, damp to rc 77 63 2 — 142 moist, non—calcareous v —143 (142.3 — 144.0 ft.) Medium dark gray (N4), i 0 homogeneous, sandy SILTSTONE, carbonaceous. discontinuous Lignite partings, dry, 60 60 0 —144 non—calcareous Boring terminated at 144.0 ft. • — 145 — 146 147 \- 148 Cr) N — 149 N o B 150 E a 0 - 151 III I " N N - 152 153 a` — 154 rn — 155 U N _ 156 fn < - 157 F - 158 O ° .- 159 920638 —160 .iin«�ir m 1I LOG OF BORING BORING NO. S- 207 SHEET 1 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/10/91 METHOD: ROTARY/CORE COORDINATES: 9569.94N 13935.32E GROUND ELEVATION: 5234.17 v w re w Ls- MATERIAL DESCRIPTION w o 7 2 X n a0 o vai V. X u OTHER — 2 COVER (0.0 - 25 ft.) Light brown (5 YR 6/4), CLAY, trace sand, (CL) — 4 — 6 — 8 — 10 — 12 14 a 16 0 CI) N " 16 a N k 0 a 20 0 -E ton z z z � — 22 °n o I N c N — 24 a oREFUSE (25 — 59M ft.) 26 C. a — 28 in — 30 0 _ 32 cn < - 34 cj > 36 0 — 38 920630 — 40 I. 11�I�1[ �I 11 BORING NO. S- 207 LOG OF BORING SHEET 2 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/10/91 METHOD: ROTARY/CORE COORDINATES: 9569.94N 13935.32E GROUND ELEVATION: 5234.17 ci ce F ~ w } tL U- LU MATERIAL DESCRIPTION —.I o M CC O < o u, K cc L OTHER — 41 — 42 — 43 — 44 — 45 — 46 47 a �— 48 a a) N 0 49 I O REFUSE (2.5 — 59.0 ft.) a 50 °o $ E z z z o — 51tit N I a N — 52 a` 53 L a — 54 In — 55 o _ 56 In to < - 57 > 58 O Consistent drilling o _ 59 prasey aj, o(�m No recovery from 59.0 — 71.0 feet. 59.0.�tss�, S �� 60 •91 11111111 �� II LOG OF BORING BORING NO. S-207 SHEET 3 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/10/91 METHOD: ROTARY/CORE COORDINATES: 9569.94N 13935.32E GROUND ELEVATION: 5234.17 ci w F E w MATERIAL DESCRIPTION w o D } CC 0 < o V1i i u OTHER — 61 No recovery from 59.0 — 71.0 feet. — 62 — 63 — -64 e — 65 c \ \ z z — 66 O 67 e73 — 68 a) N 69 0.o. 70 v 0 in o — 71 Began coring x at 71.0 feet. L N o N 72 0 0 X 73 c x 6 — 74 5 0 V) (73.0 - 77.0 ft) Medium gray (N5) and moderate X I- — 75 reddish brown (10 R 4/6), CLAYSTONE, trace refuse, dry, non—calcareous X w O — 76 0 5 0 in x X < — 77 (77.0 — 78.0 ft.) Light gray (N7), SILTSTONE, dry, 0 0 X non—calcareous — 78 0 0 x p (78.0 - 95.5 ft.) Brownish gray (5 YR 4/1). a a 79 CLAYSTONE, trace iron staining along fracture z o z surfaces, dry, non—calcareous < < X 32063a - 80 V 1�I Ell IT 11 BORING NO. S- 207 LOG OF BORING SHEET 4 OF 7 PROJECT: DENVER REGIONAL LANDFILL (SOUTH) DATE DRILLED: 04/10/91 METHOD: ROTARY/CORE COORDINATES: 9569.94N 13935.32E GROUND ELEVATION: 5234.17 ci w P ~ r cc LL U \ '" w MATERIAL DESCRIPTION w o D 0-0- 2 CL o ILI 0 can KI W OTHER a o x — 81 See previous page for description z° 2 o z 0 > a X — 82 from 82.0 to 82.8 ft. becoming dusky brown 0 — 83 (5 YR 2/2). weakly stratified, carbonaceous 55 20 X — 84 x — 85 0 0 X — 86 x 87 from 82.8 to 95.5 ft., becoming yellowish gray O1 (5 Y 7/2), homogeneous, trace to some silt, trace 0 0 X \— 88 plant fragments al X N N- 89 0 0 k O z x a 90 h wo 2 to z it r o - 91 N from 90.0 to 93.0 ft., some silt 100 27 2 c N — 92 o a, 4 c 93 at 92.7 ft, 1/4—Inch Gypsum parting L 0. x — 94 0 0 in x < — 95 (95.5 — 98.0 ft.) Grayish orange (10 YR 7/4), —� a / weakly stratified, very fine grained, slty \ — X o - 96 SANDSTONE. trace lignite particles, friable, dry, Cl) non—calcareous fn 16 0 X a — 97 "- (98.0 — 143.3 ft.) Brownish gray (5 YR 4/1), °2i / weakly stratified, CLAYSTONE, some silt, trace carbonaceous material, dry, non—calcareous X 0 from 98.4 to 99.6 ft. becoming highly X carbonaceous, fissile o — 99 80 20 9_ from 99.6 to 102.0 ft., becoming dark gray (N3), X 63b 100 �� silty, calcite and iron staining along fractures — � aIII■IIII iIl 1 ll Hello