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Home My WebLink About781190.tiff C-1-) ,F c en and associates, inc. „col CONSULTING ENGINEERS SOIL L FOUNDATION 96 S ZU VI • DENVER, COLORADO 80223 • 303/744-7105 ENGINEERING 1924 EAST FIRST STREET • CASPER, WYOMING 82601 • 307/234-2126 PRELIMINARY ENGINEERING GEOLOGY AND SOILS INVESTIGATION FOR A PROPOSED RESERVOIR SECTIONS 26 AND 36, T. IN. , R. 68W. WELD COUNTY, COLORADO 11 C Prepared for: SHAEFFER & ROLAND, INC. -� 1660 SOUTH ALBION STREET DENVER, COLORADO 80222 Job No. 15,882 March 16, 1978 yr 1$1198 TABLE OF CONTENTS CCNCLUS I ONS SCOPE 2 PROPOSED CONSTRUCTION 2 SITE CONDITIONS 3 FIELD INVESTIGATION 4 GEOLOGIC SETTING 5 Seismic Activity 5 Bedrock Geology 6 MINERAL RESOURCES 8 Coal 9 Oil and Gas 10 Sand and Gravel 10 SUBSOIL AND SHALLOW BEDROCK CONDITIONS 10 EARTH EMBANKMENT 12 RESERVOIR EXCAVATION AND BORROW MATERIAL 13 RESERVOIR LEAKAGE 14 MISCELLANEOUS STRUCTURES 15 ADDITIONAL INVESTIGATION 15 REFERENCES FIG. 1 - NORTHGLENN RESERVOIR SITE VICINITY MAP FIG. 2 - STRATIGRAPHIC CROSS SECTION IN THE AREA OF THE PROPOSED NORTHGLENN RESERVOIR FIG. 3 - STRUCTURAL SECTION THROUGH THE PROPOSED NORTHGLENN RESERVOIR ALONG LINE TRENDING N450W FIG. 4 - BEDROCK GEOLOGIC MAP OF PROPOSED NORTHGLENN RESERVOIR FIG. 5 - ISOPACH CONTOUR MAP OF P.O. 3 CCAL SEAM BY CAMERON E'iG I'LEERS TABLE OF CONTENTS Page 2 FIGS. 6 and 7 - LOGS JF EXPLORATORY HOLES FIG. 8 - TYPICAL PRELIMINARY EMBANKMENT SECTIONS FIG. 9 - SWELL-CONSOLIDATION TEST RESULTS FIGS. 10 and 11 - GRADATION TEST RESULTS TABLE I - SUMMARY OF SEE? DRILL HOLE OR WELL GEOPHYSICAL -OGS USED IN OUR INVESTIGATION TABLE II - SUMMARY OF LABORATORY TEST RESULTS APPENDIX A - CAMERON DNGINEERS REPORT ON COAL RESOURCES F CONCLUSIONS (1 ) This investigation did not reveal geologic hazards at the site which would preclude construction of the proposed embankment and reservoir. (2) We are of the opinion that the coal underlying the site is uneconomi- cal to mine because of the depth below ground surface, thin coal beds and lack of lateral continuity of these coal beds. (3) Oil and gas reserves may exist beneath the project; however, present technology will allow the development of these resources after the reservoir has been constructed. (4) There are no sand and gravel resources beneath the proposed reser- voir area which would support a commercial extraction operation. (5) The depth of reservoir excavation can be adjusted to provide sufficient quantities of suitable material to construct an earth embankment dam. _ (6) No suitable material for conventional riprap slope protection is available at the site: (7) No significant quantity of material suitable for sand drains or bedding is available at the site. (3) The use of an upstream reinforced concrete membrane for slope protection and water barrier is feasible; however, details to minimize the effect of foundation heave and possible piping below the membrane will require careful consideration. (9) Additional geotechnical investigation and laboratory testing will be required before final design. - 2 SCOPE This report presents the results of a preliminary engineering geology and soils investigation for a proposed reservoir to be located in Sections 26 and 36, T. IN. , R. 68W. , Weld County, Colorado. The investigation consisted of a review of pertinent geologic literature, a geologic reconnaissance field survey, test hole drilling and laboratory testing of typical soil and shallow bedrock samples. in addition, a review was made of available geophysical well logs in the area, and Cameron Engineers was consulted regarding coal resources at the site. The report presents the general geologic setting, the soil and bedrock conditions in the area, their expected effect upon reservoir construc- tion and their suitability for embankment construction as well as a discussion of mineral resources underlying the site. PROPOSED CONSTRUCTION The proposed 6,000 acre-foot reservoir will be situated approximately li miles northeast of the intersection of Interstate Highway 25 and Colorado State Highway 7 in Weld County, Colorado. The area under investigation is shown on Fig. 1 . Initially, two potential reservoir locations were under consideration, one, Site A-1 , occupying the SE2 of Sec. 26 and the other, Site B-1 , the NWT of Sec. 36. Midway through our study, the NWA. of Sec. 36 was deemed preferable to the Sec. 26 site and the remainder of the investiga- tiun concentrated or Sec. 36. The original site was 3,000 feet by 3,500 feet, or about 240 acres. This would have regLired an earthfill closure embankment with a maximunl - 3 - height of 58 feet. Maximum excavation for the reservoir would be approxi- mately 40 feet. To simplify negotiations with landowners, the eastern embankment was moved approximately 400 feet to a location Just west of the north-south quarter section line. This move decreased the storage area and necessitated increasing the average storage depth by approximately 10 feet to achieve a 6,000 acre-feet reservoir. The increase in storage may be achieved by excavating the reservoir and/or raising the enclosing embankment. d!th this revision, maximum embankment height may be as great as 68 feet or maximum excavation as deep as 50 feet. SITE CONDITIONS The topography in the vicinity of the proposed reservoir, as shown on Fig. 1 , consists of flat to gently rolling (lo to 7;) slopes. The area is on the low divide between Little Dry Creek to the north and Big Dry Creek, located about one mile southeast of Site B-1 . Both of these drainages trend northeastward and are tributary to the South Platte River. Stanley Ditch, a large, leveed Irrigation ditch shown on Fig. 1 , runs eastward to the northwest corner of Sec. 36 and then turns north between Secs. 25 and 26. Other features shown on Fig. 1 include a stock pond and dam in the southeast corner of Sec. 35 and two small ponds in Sec. 36 which were dry at the time of our investigation. The proposed reservoir area is currently under cultivation. Some of the cultivated fields have been planted in winter wheat while the others are fallow. No structures exist on the site. The area north and - 4 - northwest of Sec. 36 has been mined extensively for coal during the past 103 years but, to our knowledge, no mines are present under the reservoir site. FIELD INVESTIGATION The field investigation of the reservoir area began in February, 1978 with a geologic reconnaissance survey. On February 7, 1978, eight exploratory holes were drilled with a 4-inch diameter continuous flight auger. Locations of these holes are shown on Fig. 1 and labeled 1 through 8. On February 10, 1978, Holes 9 through 14 were drilled using a 4-inch diameter auger. These holes are also shown on Fig. 1 , and graphic logs of all 14 auger holes are shown on Figs. 6 and 7. Standard penetration tests were performed in the auger holes and undisturbed samples taken and returned to the laboratory for testing. The results of the penetration testing and the location of the undisturbed samples are shown on Figs. 6 and 7. On February 20 through February 24, two 5-inch diameter holes, shown on Fig. 1 as Chen 1A and 2A, were rotary drilled to a depth of approximately 600 feet. These holes were drilled to evaluate the extent of the coal deposits in the area. Gamma, density and resistivity logs were run in both holes as a part of the coal evaluation. Geophysical logs run by others were obtained of 11 nearby wells and exploratory drill holes as a part of the coal resource investigation. The locations and names of these holes are shown on Fig. 1 and a summary of these 13 deep holes is shown on Table 1 . A lithologic interpretation of the logs - 5 - has been presented in Fig. 2, and copies of these logs are available from Chen and Associates. GEOLOGIC SETTING The proposed reservoir site is located on a dissected pediment on the western side of the Denver Basin. Extensive weathering and erosion has removed most of the original pediment gravels, leaving colluvial and residual soils mantling the bedrock in the area. The thickness of these soils beneath Reservoir Site B-1 varied from 3 to 7 feet (see Figs. 6 and 7) . The axis of the Denver Basin passes just east of the site and the bedrock units beneath the surface dip gently (1 to 5 degrees) to the south and southeast. As shown in Fig. 4, a series of northeast-trending high angle normal faults, with narrow horsts (upthrown blocks) and grabens (downthrown blocks) between them cross the area. These fault blocks had been tentatively mapped by Amuedo and Ivey (1975) and were substantiated by our drilling and well log interpretation. The trend of these structures is about N 45°E. As seen in Fig. 3, which presents a cross-sectional view of the structural geology at this site, the average offset on these faults is about 175 feet. Seismic Activity: The faults in this area were formed contemporaneously with the deposition of the Laramie and Arapahoe Formations in Late Cretaceous time. These Cretaceous faults are not classified as poten- tially active and, therefore, are not believed to present any danger to - 6 - the reservoir. The seismicity of the area, however, is still of concern with regard to stability of the reservoir excavation and earth embank- ment because of the proximity of the site to the Rocky Mountain Arsenal fault (about 15 miles) . This potentially active fault has been delineated by the Colorado Geological Survey on the basis of earthquake epicenters associated with the deep well waste disposal program at the arsenal . From 1962 to 1965, 710 earthquakes were recorded in the vicinity of the arsenal during the waste injection program. The maximum magnitude earthquake recorded was 4.3 on the Richter scale (Evans, 1970) . The earthquakes ended within a relatively short period of time following termination of waste injection at the arsenal . Because of this regional seismic activity, the final reservoir and embankment design should include a more rigorous seismology study. This study should include a review of earthquake records within a 200-mile radius of the reservoir site and a determination of peak accelerations to be expected at the reservoir. Bedrock Geology: Bedrock formations encountered during the deep drilling phase of the study included the Arapahoe Formation, the Laramie Formation and the Fox Hills Sandstone. No bedrock outcrops were observed during our field investigation. Information presented concerning the bedrock was gained from drill holes, geophysical well logs and geologic mapping done by others in adjacent areas. Fig. 2 shows the stratigraphic relation- ships established through well log interpretation. The oldest rock formation studied in this investigation was the Fox Hills Sandstone. This formation is a Late Cretaceous marine deposit - 7 - of sandstones and shales. The upper portion of the formation is a massive, fine-grained to very fine-grained, well-cemented white to gray sandstone. This unit is known as the Milliken Sandstone Member and is 50 to 60 feet thick. The top of the Fox Hills is at a depth of about 650 feet under Reservoir Site B-1 . The Fox Hills Sandstone grades upward into the non-marine Laramie Formation, also of Late Cretaceous age. The Laramie Formation is about 600 feet thick in this area and was encountered at a depth of about 50 feet in most of the area. The Laramie Formation is generally divided into an upper and lower section. The lower Laramie contains two prominent beds of sandstone near the base of the formation. The deepest of these fine-grained to medium-grained, well-cemented, gray to tan sandstones is called the A sandstone and the overlying bed is the B sandstone. The A and B sandstones together with the Milliken Member of the Fox Hills constitute the Laramie-Fox Hills aquifer which is utilized extensively for domestic and agricultural water in the area. This artesian aquifer has a thickness of about 110 feet and occurs at a depth of approximately 600 feet. The remainder of the lower Laramie, above the A and B sand- stones, is a series of interbedded layers of sandstone, shale and subbituminous coal . An evaluation of the extent and economic potential o' these coal beds is presented in the Mineral Resources section of this report. The upper Laramie Formation consists of interbedded shales, silt- stones, occasional sandstones and a few thin localized coal beds. Two sandstones, each about 20 feet thick, found within 50 feet of each other - 8 - about 300 feet above the B sandstone have been developed as aquifers at some locations. These sandstones are confined above and below by shales and are slightly artesian. The top of the Laramie is an erosional surface and is unconformably overlain by the Arapahoe Formation. The Late Cretaceous Arapahoe Formation has largely been eroded away in this area with only about 50 feet of the basal Arapahoe remain- ing. At some locations, the Arapahoe has been removed completely as a result of faulting and erosion (see Flg. 4) . At other locations, the Arapahoe was encountered at depths of from 3 to 7 feet in the reservoir area. Where present, the Arapahoe consists of interbedded sandstones and clay shales with occasional lenses of conglomerate. The basal sand and conglomerate of the Arapahoe Formation has been a productive aquifer which yields good to excellent quality water (Romero, 1976) . When excavating material to create the reservoir, the possibility exists of encountering pervious zones in the Arapahoe Forma- tion. If this should happen, it may be necessary to line portions of the reservoir floor with impervious material to prevent excessive leak- age into the aquifer. MINERAL RESOURCES Mineral resources in southwestern Weld County include coal , gas and oil reserves. According to the Weld County Assessor' s office, Union Pacific Railroad Company owns the mineral rights to Section 35 and 560 acres of Section 25, T. 1N. , R. 68W. Baseline Investment Company owns one-half interest in the mineral rights in the western one-half of - 0 Section 36, T. IN. , R. 68W. The remaining mineral rights in Section 36 are shared by severa' different parties. Coal : The coal resources of reservoir site B-1 were evaluated by assembling - all pertinent geologic literature and well logs, including the logs run on drill holes Chen IA and 2A. This data was then furnished to Cameron Engineers for interpretation. A copy of their letter report on the coal reserves in the area is included in Appendix A and is summarized in the following discussion. The proposed reservoir site in Section 36 lies on the southern border of the Boulder-Weld coalfield. This field has been mined continuously since 1863 (Lowrie, 1966) . The nearest mine to the reservoir site is the Washington Mine in Section 23 which operated until 1967. The Washington Mine workings extended only to the middle of Section 26 at the time of its closure and, to the best of our knowledge, no mining has occurred under reservoir site B-1 . The coal deposits in the Boulder-Weld field are concentrated in the lower portion of the Laramie Fornation. These coals were formed on an ancient coastal delta which was undergoing faulting at the time of coal deposition (Weimer, 1977) . As a result of the faulting, the individual coal beds in Section 36 are thin (.5 feet to 2.5 feet thick) , discontinuous and separated by shale partings. Figs. 2 and 3 diagram- matically show these relationships. The most substantial of the coal beds is the No. 3 bed which has been mined extensively throughout the field. This bed has been delineated on both Figs. 2 and 3. Fig. 5 is an isopach, or equal thickness, contour map of bed No. 3 in the area - 10 - prepared by Cameron Engineers. Because of the depth (400 to 550 feet) , thinness and lack of lateral continuity of these coal beds, it is our opinion that the coal in Section 36, T. 1N. , R. 68W. does not represent a potentially recoverable reserve. Oil and Gas: The reservoir area lies within both the Spindle oil and Wattenburg gas fields. The oil production is from the Upper Cretaceous Sussex sandstone and sandstones within the Dakota Formation. Gas exploration in the Wattenburr field has also been productive in the Dakota Formation. While oil and gas reserves may exist beneath the project site, the technology is present to develop these resources after the reservoir has been constructed. Sand and Gravel : Sand and gravel resources are of limited extent in the area and are confined primarily to isolated deposits in the Arapahoe Formation. Pediment gravels have been reported in the Big Dry Creek drainage but rlone were encountered in Section 36 in our exploratory drilling or field investigation. In our opinion, no economic, recover- able reserves of sand or gravel are present at the site. SUBSOIL AND SHALLOW BEDROCK CONDITIONS Twelve exploratory holes were drilled to determine the standard soil properties and engineering characteristics of the overburden soils and shallow bedrock at the site of the proposed reservoir. These explora- tory borings were drilled utilizing a 4-inch diameter continuous flight power auger. At the time of drilling, standard penetration tests were run, undisturbed California samples were taken, the soils were visually - 11 - classified and logged. The California samples were sealed and returned to the laboratory for testing and further classification. Subsoils at the site generally consist of nil to 1 foot of topsoil overlying stiff to very stiff, medium plastic and plastic clays with small amounts of fine sand. In Test Hole 10, three feet of low plastic, very clayey sand with lenses of very sandy clay was encountered. In Test Hole 14, located near the summit of a small hill on the east side of the reservoir, 4 feet of dense, silty sand and gravel was encountered at the surface. Underlying this overburden soil at depths of 3 to 7 feet is firm to hard claystone and interbedded claystone-sandstone bedrock from the Arapahoe formation. Generally, the bedrock encountered in the north and east portion of the site contains larger amounts of sandstone than that encountered in the southwestern portion of the site. Natural moisture densities, Atterberg limits and percent of clay and silt size particles are presented on the Logs of Exploratory Borings, Figs. 6 and 7. The depth to which the proposed reservoir will be excavated is also shown on these logs. A swell-consolidation test was performed on a specimen of claystone from Test Hole 14 at 14 feet. The swell- consolidation test, shown on Fig. 9, indicates the claystone bedrock possesses a high swell potential with swelling pressures on the order of 20,000 psf. Gradation test results on samples of sandstone and very sandy claystone presented on Figs. 10 and 11 , indicate the sand is predominantly fine-grained with medium amounts of silt and clay-size particles. - 12 Free water was encountered in the test holes at depths between 9 and 18 feet. This water was slow to rise in the test holes and in each case is within the bedrock formation. Test Holes 1 and 8 were drilled approximately 1 ,300 feet south of the proposed reservo' r site. These borings indicate 14 to 21 feet of stiff clay overlying 5 to 9 feet of silty sand and gravel . Bedrock was encountered in these test holes at depths of 23 and 26 feet. Two-inch diameter slotted PVC pipe was installed in these holes to enable the monitoring of free water levels. Depth to free water was measured at 19 and 23 feet. EARTH EMBANKMENT We understand two types of earth embankments are being considered for the enclosure dam. Under consideration is an earth dam utilizing coiventional rock riprap and bedding material for slope protection. Also under consideration and most likely for selection is a rolled earth empankment with a reinforced concrete slab for slope protection. We understand that this concrete slab would be designed to function as an impervious membrane. A sand drain will be placed between the concrete slab and compacted clay embankment to collect and drain water which may pass through the concrete and to relieve excess hydrostatic pressure on reservoir drawdown. Schematic sections for the proposed embankments are presented on Fig. 8. The primary advantage to the section utilizing the upstream concrete facing is that there is a possibility of using steeper embankment slopes - 13 - because of a lower phreatic line within the embankment. This concrete membrane should be well reinforced to resist shrinkage cracking and cracks from opening because of swelling of the natural and compacted clays and claystone bedrock. Careful attention to details for construc- tion of the concrete facing and sand drain will be required at the bottom of the embankment or excavation to prevent piping below the facing into the dra`n material and to minimize the effects of heaving of the lower soils. Embankment slopes, drains and other details cannot be established until further investigation of the foundation soils, bedrock and borrow material is made. These sections should be used for planning and estimating only. Stability anc seepage analysis will be required before selection of final embankment sections. Additional investigation should be in sufficient detail to determine the in-place permeability of the bedrock and shear strength of foundation soils and remolded embankment material . From this preliminary investigation, it is our opinion that the soils excavated from within the reservoir are suitable for embankment construction. Embankment zoning will be required to minimize differen- tial settlement and provide satisfactory impervious sections within the embankment. RESERVOIR EXCAVATION AND BORROW MATERIAL Present plans are for placing the reservoir bottom level at approxi- mately elevation 512). It is anticipated that excavation to this level will provide sufficient material for construction of the closure embankment - 14 - of sufficient height for a 6,000 acre-foot reservoir. Maximum excava- tion to achieve a reservoir bottom elevation of 5120 will be on the order of 40 feet at tFe northwest portion of the reservoir. Based on the widely spaced exploratory borings and our experience with similar excavations in the Front Range, we believe that the claystone and claystone-sandstone bedrock can be excavated by conventional excavation equipment. The utilization of heavy track-mounted, single-tooth hydraulic rippers will be needed to loosen a large portion of the bedrock. We believe drilling and blasting, if required, will be limited to isolated lenses of highly cemented sandstone. Sheepsfoot rollers will be best suited for compaction of the clay and excavated upper firm claystone bedrock. A combination of disking, sheepsfoot rollers and steel drum rollers may be required to achieve compaction of the massive hard sandstone and claystone bedrock. No significant quantities of material suitable for riprap, bedding or sand drains are available at the site. RESERVOIR LEAKAGE No permeability tests were conducted during this preliminary investigation. The supsoils and shallow bedrock encountered in the widely spaced exploratory holes were generally clayey materials with lenses and layers of sandstone containing large to medium amounts of clay. The sand within the sandstone is generally fine-grained. From the materials encounte-ed in this preliminary investigation, we do not anticipate excessive seepage from the reservoir, however, the Arapahoe - lr - formation is known to have some aquifers which produce significant quantities of water. We believe that an extensive core drilling and testing program should be conducted to evaluate the permeability of the Arapahoe and Laramie formations immediately below the proposed embankment. If this core drilling, permeability tests and inspection during construc- tion indicate that layers of relatively pervious sandstone exist adjacent to or immediately below the reservoir, an impervious lining may be required at selected locations within the reservoir. This lining could consist of a compacted clay material . MISCELLANEOUS STRUCTURES Because of the expansive nature of the in-place soil and bedrock, care should be taken in design of pump structures, intake structures, outlet works and other supportive structures. These structures should be located well outside the limits of the embankment , if possible, or be designed to tolerate differential movements in excess of 4 inches. ADDITIONAL INVESTIGATION Before final design of the embankment, additional investigation is recommended. As a minimum, we recommend the following additional geotechnical investigations: (1 ) A thorough review of earthquake records within a 200-mile radius of the reservoir site to determine the peak accelerations which might be expected at the location. - 16 !2) Additional exploration on the axis of the proposed closure dam to evaluate the strength and permeability of the subsoil and shallow bedrock. This investigation should include core drilling and extensive packer permeability tests to determine the coefficient of permeability within the bedrock underlying the proposed embank- ment. (3) Additional field and laboratory investigation should be made of the borrow materials to determine the quantities of various types of materials available from the proposed excavation and to determine their shear strength for evaluation of the final embankment section. CHEid AND ASSOCIATES , INC. ° By co ;�° James A. McKean, Engineering Geologist ° a D11 no ,(:/,'),(4•°°" ``'/i Reviewed By Do ald E. Bressler, P.E. JAM/bn REFERENCES Amuedo and Ivey, 1975, Coal Mine Subsidence and Land Use in the Boulder- Weld Coalfield, Boulder and Weld Counties, Colorado. Evans, David M. , 1970, The Denver Area Earthquakes and the Rocky Mountain Arsenal Disposal Well : Engineering Geology Case Histories, Number 8, ed. Wm. Mansfield Adams, Geological Society of America. Lowrie, R.L. , 1966, Analysis of the Coal Industry in Boulder-Weld Coalfield, Colorado, U.S. Bureau of Mines Report of Investigations (RI ) 6726. Romero, J.C. , 1976, Groundwater Resources of the Bedrock Aquifers of the Denver Basin, Colorado, State of Colorado, Department of Natural Resources, Division of Water Resources. Weimer, R.J. , 1977, Stratigraphy and Tectonics of Western Coals in: Geology of Rocky Mountain Coal , A Symposium, Colorado Geological Survey. I C p) . a L 0 U id C I7) C I O u v Co c C I C v ._ v > U L I G L 441C-2- Q) O c a a in > C � IE � � O — j m a-a Q) I ¢ -a CO L - a U a .t, L. a) Q �A - M .a > In C N L \ is': .CO .. N C L SO .7 r0 o 4, ' _ L U .-- II a) 01.` tf u � � ' (J U E I u + 11 Qv a O I E c I L O -v -+w U > .a C.1 'V'C I C I ---6-2.--"---6-2.--" 0) O O M a +J L i EC IT w . I k- Y Z Z W I 1 Al I 1 L C 1 J J C) �- Z a QI 7 m Z7 E .L I co al 41 O Q1 .� L W rD O v _ ` W u +� Q .I- �-Z RS II i �� J o aui U �` r a C) a) — rl Q Er- O E 1 W O C), E—' O — ) uu) > a w L) V) •— 4- — ,a I Z a U N I > E I U O O L.) O O'C +1 - ~_ I U CO .C .-IN CJ 4- L N u , E v w I C) O C...-0 a-+ +II CS- - E c ` uI Rt U L R E N O \\ a E I v -s. O a) k\ I U 3 L in � Q C) ♦ I A L)Cl 4- r O - .- F-+ i -p L 4- C) Q) E 0) I 7:1Ili C CD VI ._ I - Vi / N Q C cD cn * #15,662 TYPICAL PRELIMINARY EMBANKMENT SECTIONS Fig. 8 CHEN AND ASSOCIATES Natural Dry Unit Weight = 117.5 pcf Natural Moisture Content = 114.7 per cent 5 Expansion Lnder ccnstant pressLre /ter upon wetting. 3 c 2 N o 1 VI N ' t 2 L.7 0.1 1.0 10 100 APPLIED PRESSURE - ksf Typical sample of claystone from Hole 14 at depth 14'-0" Swell - Consolidation Test #15,882 Results Fig. 9 CA 1A CF EN AND ASSOCIATES . Co-aJting Soil and Fc r ction Ersginearrs r 1 PifDROldrtER ANALYSIS -_ E . £I L=TSfS __— tS.e� 7,.p T if RCLO'hGS .+ S S'Lh WRC If R'C/4 ..EAR SG..ARE 0•Eti I+OS 914.1 Er,A IC14•41 V%.w •144 .9. '2.1C •00 '5C • -•SC •II 64 •• L.' L. .t- I 5 r 70 I - I J f 1 7 1 T 1 70 - - - 1 ' . --� � �- I1 � '° -- I-- _--� frIJH i - - i±J411 I - -_- _ --T - Z- - Wit+ *- ;--T--_�_-L_ [O - -- t ; ` _ -y - -_- T 1' _ �_ --�.-- _=gip - - _-_ _ + 4 � - _ ,$_ - - - - T - - - -1- __.-F_____ � - -t-_ _-_ __ - _4 4.- I --rt_--w-r---�� --�-t ---{ ,--- _____7_ ---r-7---T—r—='-4-1, ,00 Oce 005 009 019 037 C'• I.9 IT' 599 790 .I0 IR 3 S •71 9 51 9 31 7I t 'I' E JG DIAMETER OF PAN IDLE IM MILLIMETERS u j CLAY (0,•ITICI TO SILT .604.-►.•I'iCI IIiE j LIC t_ i CO•l�, T LE CRAB ( IE___ CS GRAVEL % SAND 75.4 70 SILT AND CLAI 24 .6 /a LIQUID LIMIT % PLASTICITY INDEX Cr SAMPLE OF Silty sandstone FROM Hole 10 at depth 191 -011 HYCROWETER ANALYSIS _ SIEVE ANALYSIS II III3k 7 ¶.1.4READ,1 L QS L S STLI•DAR0 6CR.ES•0 j E AR SO.,LRE 00.00.E14E 4409 (. 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OCR CO5 000 0'9 03' C'• •9 rin CCh�i 790 ..9 'e SI 4 w 9 SI I '54 79 E .4' E X DIAMETER Of ►LRT'ELE II( M.LL EJE7ERt IK —s CLAY I►.•9'ICi TO MO Irta-6%.•I' CI . _ , _.....1._• - cO/O:C9 GRAVEL 28 % SAND 36.6% SILT AND CAA♦ 35•'7 o LIQUID LIMIT 50 PLASTICITY INDEX /Q'0 • • SAMPLE OF Silty sand, large FROM Hole 11. at depth 4'_011 amount of gravel GRADATION TEST RESULTS Fi c. l t15,8c_ - co : CHEN AND ASSOCIATES Consulting Soil and Foundation Engineers N 1.E HYDROMETER ANALYSIS $IEvE ANALYSIS 7.IR TIME REA0II0S u 5 5 ANDARC SLUES•10 7 C.EAR SQ UARE 0REN'NQI rlai •NA .0 rsa 7.aw sits 'NA •f6c •oc •sc ••M sc •M Imo. •a ... W . 7' !'r =6..mm,z,... .mifrPdiEimn _ _ -4-= 4 __ _ 70-ISINNIAMMISSMINIIII___ 2=EralIMINISIMIS :g.- . .....MEMINETE gl _int "i . —=MEE - - - I ' -1:1- =Iv. .., iiim== ,____ _____ ___ _a_ 30 ammo =FEBEaaallilli 70 a' f =Cm.....iii.0 I=ENIMINIIIIMMIO _ — — -- —s — .��.�•�I.....�.� ..'S�.�. I......�.�a TTOC'00 • 001 005 00. 0.9 037 0,4 N t.7 6.0 I I ppB3. ax S St S. 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I I i v off = I I f 1 i + W O Z � � - W 0 z w w "' o I J 4 o a ma m Z O n Q a X N r Z F- ~ - ryo I ( I V W m - • NZ° MI M I I I cry -T Z m0F � I I z C O• I ! o I • uI W o = q U 0 i- - UN Lfl Lfy I- -J J I a i I � - } N C �L p } ! j J F- - M CD al 4 Cr z M , Mri S H p D J W (I) a C C D I.11 M h n O1 e N v N --TI VI, I f- < O T T fl •I .I .1 W al al I -O" , 1" -' O IL -• W I I I J H .--1 I_ I i I! I I I i I I I I i:-.. ,� I 1 1 1 ! I , r I APPENDIX A CAMERON ENGINEERS REPORT ON COAL RESOURCES . rr�. • .r _::fi1.._r ci //�n ter—n Al =1:G1,1i�Lf. 13'5 Sovth Cler/.son Street Denver Colorado 80210 • Telephone 3C3 2525 • TWX 91.% 931 _ •4 March 10, 1978 Mr. Don Bressler Professioral Engineer Chen and Associates 96 South Zuni Denver, Colorado. Dear Mr. Bressler: This letter report was prepared in completion of the work described in a letter proposal dated March 3, 1978 and agreed to by Mr. Don Bressler of Chen and Associates. This report includes a discussion of the work performed and conclusions drawn as to potentially recoverable coal reserves underlying a portion of Sec. 36, T. 1N. , R. 68W. Mr. McKean of Chen and Associates requested that figures be submitted in draft form to lower costs and reduce time re- quired for preparing this report. The following paragraphs include a description of the work performed and the conclusions that were drawn based on interpretation of the data which was provided by Mr. McKean. Project Description Chen and Associates contracted for the drilling and geophysical logging of two holes (Chen lA and Chen 2A) to provide data to aid in determining the potential for recoverable coal reserves underlying a portion of Sec. 36, T.1N, R.68W. proposed for a water reservoir for the City of North Glenn. Chen and Associates retained the services of Cameron Engineers, Inc. to interpret the data from the new holes and eleven other holes located within or nearby to the proposed reservoir site. Holes Chen 1A, State Engineers BW77-15B and State Engineers BW77-17B are located within the proposed reservoir site boundaries. Interpretation was based on cuttings description, geophysical logs, and various publications on the characteristics of coals located in the Boulder-Weld Coal- field. Each of the thirteen geophysical logs were reviewed at length to determine the continuity and thickness of any coal beds underlying the reservoir site. Study of trie logs indicated that only two seams could be correlated under the reservoir site with any kind of continuity. These two seams correlate to other areas of t'ie Boulder-Weld Coalfield as the number 3 seam and the number 7 seam. The number 3 seam is located beneath the 7 seam and is separated from it by 160 to 170 feet of interbedded, sands, shales and thin lenticular coals. • " Mr. Don Bressler -2- March 10, 1978 The maximum thickness of coal in either the number 3 or number 7 seam from the 3 holes drilled on the reservoir site was 2.5 feet. Thicker sequences of number 3 seam are known to exist in relative close proximity to the reservoir site as shown in Figure 1 . Figure 2 shows the relationship of the proposed reservoir site to areas which have been mined. Data from the thirteen drill . holes utilized for this evaluation indicating the thickness of the number 3 seam were correlated with the data presented in Figure 1 to provide a more detailed description of the thickness of the 3 seam in the reservoir site area. Figure 3 is an isopach map of the number 3 seam showing the compilation of the data shown on Figure 1 and the data interpretated from the thirteen drill holes. The thinning of number 3 seam in section 36 T.1N. , R.68W. is probably the result of movement along the fault bordering the northeast corner of section 36 penccontemporaneously with coal bed deposition. Subsidence of the area south of t9e fault relative to the north side of the fault apparently dis- rupted the accumulation of peat during the time of deposition of the number 3 seam. No analyses of coal samples were available from the thirteen holes drilled in the vicinity. Table 1 shows the range and average of samples from 41 coal , mines in the Boulder-Weld Coalfield reported in U.S. Bureau of Mines R.I . 6726. TABLE 1 - • RANGE AND AVERAGE AS-RECEIVED ANALYSES OF COAL SAMPLES BOULDER-WELD COALFIELD High % Low % Average Moisture 25.8 18.4 21 .9 Volatile Matter 43.6 36.0 38.5 Fixed Carbon 57.6 52.0 55.5 Ash 8.3 4.4 5.9 Sulfur 2.0 0.3 0.6 BTU/lb 10,260 8,910 9,700 Although the coal underlying the reservoir site is very thin, a brief review of coal mining activity in the Boulder-Weld Coalfield was made. Two mines were operating in the Boulder-Weld Field during 1975, the Lincoln Mine and the Eacle Mine. The Lincoln Mine was producing from a seam about 10 feet thick. The Eagle Mine was producing from a seam about 9 feet thick. Mining practice in the Boulder-Weld Coalfield required leaving 1 to 3 feet of top a 4 CAMERON ENG 1 NEERS d. Mr. Don Bressler -3- March 10, 1978 coal to prevent air slacking of soft shale roof. Any new developments in the Boulder-Weld Coalfield would probably require total single seam thickness of from seven to ten feet. Conclusions _ • The data utlized for this evaluation was adequate to determine the potential for recoverable coal reserves underlying the proposed reservoir site. • Coal beds underlying the proposed reservoir site are thin. Maximum thickness of any coal bed underlying the proposed reservoir site do not exceed 3 feet. The average thickness of the continuous coal seams underlying the reservoir site is about 2 feet_ • The thin coal seams underlying the proposed reservoir site are not applicable to any currently known economical mining system and therefore do not represent a potentially recoverable reserve. Cameron Engineers appreciates the opportunity to be of service to Chen and Associates. Should you have any questions regarding this report, please contact us. Very truly yours, 911 I51 - _--- Georg/M. 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