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Home My WebLink About20040901.tiff CHURCH & Associates, Inc. ENGINEERS&GEOLOGISTS February 19, 2003 M. Charles Messerlein c/o Team Engineering, Attn: Jeff Couch 3468 Shallow Pond Road Fort Collins, Colorado 80528 Subject: Preliminary Percolation Test Report, Proposed Black Hollow Estates NE ''A of Section 10, Township 7 North, Range 67 West of the 6th P.M. Weld County, Colorado Job No. 15244-L Mr. Messerlein, As requested, we have conducted preliminary percolation tests in accordance with Weld County Planning Department guidelines. The information provided in our report was based on test hole observations by our office on January 28, 2003 and percolation tests conducted on January 29, 2003. Percolation tests are to be conducted on at least 20% of the total number of the loin proposed to comply with Weld County Planning Department's requirements for developing lots between 1 acres and 5 acres. PROPOSED DEVELOPEMENT The 80±-acre parcel is located in the NE 1/4 of Section 10, T. 7 N., R. 67 W. of the 6th P.M in Weld County, Colorado. It is proposed to divide the parcel into 9 rural-residential lots ranging in size from approximately 6.7 acres to 15.3 acres, as presented on Figure 2. Domestic water is to be supplied by a public water supplier. Sewer services are to be constructed on-site for each individual residence. SITE CONDITIONS The site is located approximately 9 miles east of Fort Collins at the southwest corner of Weld County Roads 21 and 84. Black Hollow Reservoir is located approximately %7 mile to the north. The property consists of vacant pasture. The Larimer County Canal forms the west property boundary. Slopes at the southwest corner of the property are directed to a small pond, which drains towards the southeast. Slopes at the majority of the site are directed to a centrally located valley, which drains towards generally to the east-southeast. Slope conditions vary throughout the site and range from relatively level near the center to 6%, or more, near the southwest corner. SUBSURFACE CONDITIONS Four exploratory borings were drilled at selected areas of the site. Two percolation holes were excavated near Test Holes 1, 2 and 3, each. Surficial soils at the site generally consist of 6 inches of topsoil underlain to 7 feet, or more, of sandy to very sandy clay with sand layers. Claystone, or shale, underlies the surficial soils in Test Holes 2, 3 and 4, as presented on Figure 2. Percolation test results DENVER 4501 Wadsworth Boulevard Wheat Ridge,CO 80033 303.463.9317 Fax:303.463.9321 2004-0901 Preliminary Percolation Report Job No. 15244-L Page 2 indicate percolation rates ranging from 24 minutes per inch (MPI) to slower than 240 MPI. Free groundwater was encountered in 3 of the 4 test holes at depths ranging from 8.4 feet to 15.7 feet. OWS FEASIBILITY The subsurface conditions and percolation tests indicates "standard" OWS may be suitable for some of the lots. The best percolation rates were observed in the area of Test Hole 2. Drain fields for these conditions may consist of trenches or beds. Trenches are preferred over beds as they can provide better treatment of wastewater and provide more sidewall absorption area than beds. Engineered OWS will be required for slower percolation rates such as those encountered in the areas of Test Holes 1 and 3. Low-pressure drip irrigation systems (LPIDS) are cost effective OWS for soil with slow percolation rates. Evapotranspiration/absorption (ETA) fields, typically more expensive to install than LPDIS, are also applicable to soil with poor percolation rates. All drain fields will need to meet required setbacks from the Larimer County Canal and other features included in County regulations. Shallow ground water levels, which may require mounding of drain fields. may be encountered in lower areas and near the canal. Costs of constructing "standard" OWS can range from $3500 to $5000 and will vary with the number of bedrooms in the home, site conditions and contractor fee variations. Costs for constructing LPDIS can range from $5000 to $12,000. Mounding may add 10% to 50% to these costs. Drain fields are anticipated to range in size from 1200 square feet for "standard" OWS to 9000 SF, or more, for LPDIS. Envelopes for primary and back up drain field locations on each lot are recommended. The envelope locations should be allowed to move. However, the type and size of the drain field for each lot will be determined by the conditions at the field location. CONCLUSION Based on the data presented in this report, "standard" OWS may be suitable for some of the lots although engineered OWS may be required for most of the lots. The county requires site-specific percolation investigations prior to issuance of building permits. A site plan showing all existing and future buildings, driveways, corrals and other features to scale should be provided to the Engineer for OWS site determination and percolation testing. If there are questions or we can be of further service, please call the Loveland office. Sincerely, ,�,�°o0 RED/t4 CHURCH&Associatedg . o ''STF 134144,L• 31661 ,- = Barbara L. Dallemand,'-- 2.%q/�3 'Q,4- sS/0NA -t� ,,,,, •., BLD/twf '',„, ","„,`` 3 copies sent PROPOSED BLACK HOLLOW ESTATES SC�� NE 1/4 SECTION 10, T. 7 N., R. 67 W. OF THE 6TH P.M. 1 = 300' WELD COUNTY, COLORADO WELD COUNTY ROAD 84 (60' ROW) ri\ \\ . .TH-3 • THI , I • TWO PERCOLATION LOT 4 LOT 3 LOT 2 ',\ I HOLES LOCATED NEAR 7.092 AC 7.230 AC \\ 7.031 AC TEST HOLES I, 2 & 3 LOT I• o 7.136 AC b TL COUNTY ..........,c..,,.....,,..."\ I e� \��Q` LOT 5 gyp• 6.716 AC COURT •L.': ' I ct BLACK HOLLOW C _�. z "7j0 \�‘k LOT 8 , 1 ,(4 LOT 6 7.159 AC •W \\ I 15.378 AC • • LOT 9 7.136 AC I T H-4/ / \\ • • LOT 7 TH-2 ) 7.142 AC +2 POND . DRAWING BASED ON PRELIN,INARY PLAT BY TEAM ENGINEERING r SITE PLAN AND LOCATION OF PROFILE JOB NO. 15244-L AND PERCOLATION HOLES FIGURE 1 ) ) ) 1H-1 1H-2 TH-3 1H-4 0 6 W12 87/12 11/12 14/12 6 WC-02 VC..11.7 WC-1O4 6 LL-90 -200-61 PI 14 1 0/12 56/12 1W12 1 26/12 10 VC MS WC-7.9 WC 26.6 - 1 CD-116 DO.10D 16 1 1 10/12 27/12 22/12 26112 26 WC-145 WC-21A WC-2.B 20 00 103 26 EXPLANATION& � W 6 B HA ® TCP9DIL a &IND,PARRYHTY,PARRY CLAYEY, r W12 ICATE61INTOWS OF 140 POUND HAMMERER FALLP40 93 INCHES SUE MOIBf TO WET.11106E TC M®AJ61 IEOL12i®TC OWEA25 61710.D.BAFFLER 12INCFES DIME,113HI BROWN CLAY,SANDY TOVERT 6ANCY, ® MAIMED CLAYBIO2ENDaL1STOE, 1 2OCA LBE IEB DEPTH 10 FRWATERAND1FE MNBE1I OF DAYS AFTER 0iLUNGWE ) .. WITH&A7a LAYERS,MCIB7, MOIST.FEW TO HARM ONE TO de AEA612B,ENIWAS TAKEN BIFFTOWM/SIFF,BROWN TO LIGHT S%WH NOTES: 1.THE EM112MTORY LIMNOS MERE DRILLED ON 1,46061 NICA AW1 DWAE1191 CONTINUOUS WIT AUGER KNIFED BYCME-168 MUMS FPO. 2 FREE WATER WAS ENCOUNIE EDATTHETIEOF DRILLING A6SHOW a WC mom COMMIT LT9 DD.DRY merry Pal -moo-PERCENT OF FOES PAINING TIE NUMI 200 SIEVE LL LOUD UE 17.HABIICRYH1ER x LOGS OF FJ'LORATORY BORINGS JOB NO.16241-1. FIGURE 2 PERCOLATION TEST RESULTS r PROPERTY OWNER: MESSERLEIN PROPERTY ADDRESS: PROPOSED BLACK HOLLOW ESTATES LEGAL DESCRIPTION: NE 1/4 SECTION 10, T. 7 N., R. 67 W. COUNTY: WELD SIZE OF PROPERTY: 80± ACRES DIAMETER OF HOLES: 6 INCHES DATE HOLES EXCAVATED: 1-28-03 SOIL SURFACE SCRAPED: YES DATE/TIME OF PRESOAK: 1-28-03, 10:00 A.M. AMOUNT OF PRESOAK: 2-3 GAL/HOLE DATE/TIME OF PERC TEST: 1-29-03, 9:00 A.M. DEPTH DEPTH PERC PERC DEPTH MINUTES START END CHANGE RATE HOLE (INCHES) (INCHES) (INCHES) (iNcHEs) (MPI) IA 32 30 70 75 21 50 0.75 30 21.50 22.13 0.63 30 22.13 22.63 0.50 30 22.63 23.13 0.50 30 23.13 23.63 0.50 30 23.63 24.13 0.50 60 IB 32 30 17.63 18.00 0.38 30 18.00 18.25 0.25 30 18.25 18.50 0.25 30 18.50 18.75 0.25 30 18.75 19.00 0.25 30 19.00 19.25 0.25 120 2A 32 30 20.00 21.63 1.63 30 21.63 23.00 1.38 30 23.00 24.50 1.50 30 24.50 26.00 1.50 30 26.00 27.25 1.25 30 27.25 28.50 1.25 24 r-- Sheet 1 of 2 JOB NO. 15244-L TABLE 1 . • PERCOLATION TEST RESULTS DEPTH DEPTH PERC PERC DEPTH MINUTES START END CHANGE. RATE HOLE (INCHES) (INCHES) (INCHES) (INCHES) (MPI) 28 33 30 22.13 23.25 1.13 30 23.25 24.38 1.13 30 24.38 25.25 0.88 30 25.25 26.13 0.88 30 26.13 26.88 0.75 30 26.88 27.63 0.75 48 3A 35 30 17.50 17.75 0.25 30 17.75 18.00 0.25 30 18.00 18.00 0.00 30 18.00 18.00 0.00 30 18.00 18.00 0.00 240+ 30 18.00 18.13 0.13 36 30 30 19.38 19.75 0.38 30 19.75 20.00 0.25 30 20.00 20.25 0.25 30 20.25 20.38 0.13 30 20.38 20.63 0.25 30 20.63 20.75 0.13 240 r Sheet 2 of 2 JOB NO. 15244-L TABLE 1 (CONT) • CHURCH & Associates, Inc. ENGINEERS & GEOLOGISTS ENGINEERING GEOLOGY REPORT FOR PROPOSED BLACK HOLLOW ESTATES PART OF THE NE 'A SECTION 10, TOWNSHIP 7 NORTH,RANGE 67 WEST OF THE 6m P.M. WELD COUNTY, COLORADO _. Prepared for: MR. CHARLES MESSERLEIN C/O TEAM ENGINEERING ATTN: JEFF COUCH 3468 SHALLOW POND ROAD FORT COLLINS, COLORADO 80528 JOB NO. 15244-L FEBRUARY 14, 2003 DENVER 4501 Wadsworth Boulevard Wheat Ridge,CO 80033 CASTLE ROCK 303.660.4358 303.463.9317 Fax:303.463.9321 EVERGREEN 303.816.1455 LOVELAND 970.663.2124 TABLE OF CONTENTS SCOPE 1 PROPOSED DEVELOPMENT 1 SITE CONDITIONS 1 INVESTIGATION 1 Silt GEOLOGY 2 MINERAL RESOURCES 3 GEOLOGIC HAZARDS 4 GEOLOGIC IMPACTS ON DEVELOPMENT 4 LIMITATIONS 5 LIST OF REFERENCES 7 FIGURE 1 -VICINITY MAP FIGURE 2-SITE PLAN AND LOCATION OF EXPLORATORY BORINGS FIGURE 3 -AREA GEOLOGY FIGURE 4-MAP OF SAND, GRAVEL AND QUARRY AGGREGATE RESOURCES FIGURE 5-SOIL SURVEY MAP FIGURE 6-LOGS OF EXPLORATORY BORINGS FIGURES 7-9- SWELL-CONSOLIDATION TEST RESULTS FIGURES 10-GRADATION TEST RESULTS SCOPE As requested, we have conducted this engineering geology report for the subject site. The purpose of our investigation was to identify site conditions regarding area suitability for the proposed development as requested by the Weld County Planning Department. PROPOSED DEVELOPMENT The 80±-acre parcel is located in the NE 1/4 of Section 10, T. 7 N., R. 67 W. of the 6th P.M in Weld County, Colorado. It is proposed to divide the parcel into 9 rural-residential lots ranging in size from approximately 6.7 acres to 15.3 acres, as presented on Figure 2. Domestic water is to be supplied by a public water supplier. Sewer services are to be constructed on-site for each individual residence. SITE CONDITIONS The site is located approximately 9 miles east of Fort Collins at the southwest corner of Weld County Roads 21 and 84. Black Hollow Reservoir is located approximately 1/2 mile to the north. The property consists of vacant pasture. The Larimer County Canal forms the west property boundary. Slopes at the southwest corner of the property are directed to a small pond, which drains towards the southeast. Slopes at the majority of the site are directed to a centrally located valley, which drains towards generally to the east-southeast. Slope conditions vary throughout the site and range from relatively level near the center to 6%, or more, near the southwest corner. INVESTIGATION This investigation was conducted by means of a site reconnaissance, test hole observations and percolation tests conducted on January 28 and 29, 2003 by the author of this report, a Engineering Geology Report • Job No. 15244-L Page 2 Professional Geologist as defined under House Bill 1574. Readily available maps and literature by the Colorado Geological Survey and US Geological Survey were also reviewed for this preliminary evaluation. Refer to the attached List of References. SITE GEOLOGY The area lies in the Colorado Piedmont Section of the Great Plains Physiographic Province. The Colorado Piedmont is an elongated trough situated adjacent to the Front Range. As mountain uplifting occurred in Laramide times, increased stream energies at the foot of the mountains resulting in erosion and scouring, creating the Piedmont. The site also lies in the Denver Basin, a thick accumulation of Mesozoic sediments, which have been producers of fossil fuels. The referenced geologic map indicates eolium underlies the property. Refer to Figure 3. The eolium is described as wind-blown -lay, silt and sand. Rock encountered in the borings consisted of the upper Cretaceous Fox Hills Sandstone (Kfh). The Kfh is described as sandstone with interbedded shale, which extends a few hundred feet in this location. No outcrops of the Kfh were observed on the property. The rock encountered in the test holes was slightly to severely weathered. A swell test of weathered claystone, or shale, indicates a moderate swell potential. There were no faults, folds or other structural features observed in the field or delineated on the referenced maps in this area. Surficial soils encountered in the test holes consist, primarily, of clay with sand layers and sand with small amounts of gravel. The soils were encountered in the upper 4 feet to greater than 25feet in the test holes. The soil is slightly moist to wet and stiff having low to moderate strength characteristics. A sample of the clay exhibited a low swell potential when wetted. The Soil Conservation Service (SCS) maps indicate 4 general soil types; Aquepts and Aquolls, Ascalon loam, Kim loam and the Thedalund loam. Aquepts and Aquolls group is formed in depressions and natural drainage ways. Ascalon loam is formed on terraces in alluvium deposited by Engineering Geology Report Job No. 15244-L Page 3 major rivers. Kim loam consists of mixed alluvium and parent (bedrock) material. Thedalund loam consists of residuum formed from underlying rock. The SCS maps indicate slight erosion potential in the Aquepts, Aquolls and Ascalon loam and moderate erosion potential in the Kim and Thedalund loams. The SCS tables suggest severe limitations in the Aquepts and Aquolls groups for building site development and sanitary facilities due to flood potential. The SCS tables suggest slight limitations in the Kim and Ascalon loams for building site development and sanitary facilities. The SCS tables suggest moderate limitations in the Thedalund loam for building site development and severe limitations for sanitary facilities due to shallow rock. Our field tests indicate mixed percolation results at the sites tested. Free groundwater was encountered in 3 of the 4 test holes at depths ranging from 8.4 feet to 15.7 feet, as indicated on Figure 6. Free water encountered in the borings appears to be perched on relatively impervious or slow permeable weathered rock. The Larimer County Canal was dry during our field investigation. The canal, being relatively large and upslope of the lots, is expected to influence groundwater conditions for some of the lots, especially those closest to the canal. Maximum seasonal groundwater levels were not determined during this investigation. Black Hollow Reservoir and a smaller lake north of the site may also be contributors to existing and future groundwater conditions. MINERAL RESOURCES Colorado Geological Survey (CGS) Special Publication 5-B, as presented on Figure 4, and the referenced geologic map and the test hole data from this report were reviewed as the primary references for the preliminary evaluation of sand, gravel and quarry aggregate resources and field " verified by the geologist. The geologic map and CGS publication indicate that this parcel does not lie in a floodplain, stream terrace or upland sand, gravel or quarry aggregate resource area. No Engineering Geology Report Job No. 15244-L Page 4 significant amounts of sand and gravel were encountered in the test holes. Due to the lack of aggregate resources, it is our opinion that this property is not economical for commercial extraction of sand, gravel or quarry aggregate. No oil/gas wells were located on or adjacent to the subject property. GEOLOGIC HAZARDS A Slope Analysis Map from Colorado Geological Survey Environmental Geology 6 indicates moderate to steep slopes along part of County Road 84 and along the canal. Moderate to steep slopes are generally suited for the development intended, however, foundation excavations, roadway cuts and fills should be engineered to minimize the risk of creating unstable slopes in these areas. Our observations did not indicate any areas with existing or immanent geologic hazards, such as signs of active or past movement of slopes. Based on this information, it is our opinion that there are no existing geologic hazards on the property. Man-made activities, such as deep excavations, may create conditions, which could result in gravity-caused geologic hazards. GEOLOGIC IMPACTS ON DEVELOPMENT The interaction of the proposed development and the geology of the site will depend on the types of structures proposed and specific geologic influences. The primary structures to be built are building foundations, roadways and onsite wastewater systems (OWS). POT TNDATTONS' The upper clayey soil exhibits low swelling when wetted. The sand is expected to be non-swelling. The underlying weathered claystone exhibited non-swelling and moderate swell potentials. Spread footing foundations are suitable for non-swelling and low swelling soil. Drilled pier foundations are suitable where swell potentials are moderate, or higher, and suitable bearing strata exist at a reasonable depth. The construction of drilled pier foundations may be hindered by the • Engineering Geology Report Job No. 15244-L Page 5 presence of groundwater. Groundwater levels may rise to levels which could influence basement level construction for parts of some of the lots. Site-specific geotechnical investigations are recommended for each structure to determine soil strengths, swell potentials and groundwater levels. ROADWAYS- A roadway is proposed which will partly be located in Aquolls and Aquepts soil group, which may have a flood potential. Soft subgrades and frost susceptible soil are expected in this soil group. In the event that the roadway is to be paved, a geotechnical investigation is recommended so that the pavement structure can be designed for the appropriate soil, groundwater and traffic conditions. ONSITF. WASTEWATER SYSTEMS (OWS) A separate preliminary percolation report was generated in conjunction with this investigation. Our preliminary tests indicate mixed percolation rates in the soil for placement of septic systems. Groundwater conditions may fluctuate and may require special considerations for siting and designing OWS. Site-specific percolation investigations for OWS are required by the County Health Department prior to issuance of a building permit. Engineered OWS are anticipated for many of the lots. A low-pressure drip irrigation system is a cost effective OWS for slow percolating soil conditions. GEOLOGIC HAZARDS" The site observations and hazard map did not indicate signs of geologic hazards caused by gravity, such as landslides, debris flows, rock fall, or unstable or potentially unstable slopes. Moderate to steep slopes exist on the property. Man-made activities could produce conditions, which may result in hazardous conditions, if not carefully planned. No geologic hazard mitigation is anticipated for this site. Excavations for foundations, utilities and other structures may need to be protected from caving. Refer to OSHA standards for the appropriate protection methods. LIlVIITATIONS This study was preliminary in nature and did not include an extensive exploration program for Engineering Geology Report Job No. 15244-L Page 6 the presence of oil, natural gas, uranium or other mineral resources. Based on existing maps, literature and field data potential sand, gravel and quarry aggregate resources are not believed to exist in economic quantities. Although no geologic or soil hazards appear to exist in the present condition, site-specific geotechnical and onsite wastewater investigations should be conducted for each lot. If we can be of further service in discussing the contents of this report, or to conduct site- specific investigations,please call. CHURCH&Associates,Inc. of PAofeSSDIA1, ff t �Q,��F�CA7♦% E NU�d set,*it, • W ` 10513 •„•. 0 6 ••Thomas W.Finl ,C.P.G ....... ; •.:.. "�9�y F�5c 3 copies sent LIST OF REFERENCES Colton, Roger B., 1978, Geologic Map of the Boulder-Fort Collins-Greeley Area, Colorado: U.S. Geological Survey Map I-855-G Johnson, Erin J., and Hinunelreich, John W. Jr., 1998, Geologic Hazards Avoidance or Mitigation: Colorado Geological Survey Information Series 47 Rogers, W.P.,Ladwig,L.R.,Hornbaker,A.L., Schowchow, S.D.,Hart, S.S., Shelton,D.C., Scroggs, D.L., and Soule, J.M., 1979, Guidelines and Criteria for Identification of Land-Use Controls of Geologic Hazard and Mineral Resource Areas, Colorado Geological Survey Special Publication 6 Schowchow, S.D, Shroba, R.R., and Wicklein,P.C., 1974,Atlas of Sand, Gravel, and Quarry Aggregate Resources Colorado Front Range Counties: Colorado Geological Survey Special Publication 5-B Shelton, D.C., Rogers, W.P., 1987, Environmental and Engineering Geology of the Windsor Study Area,Larimer and Weld Counties, Colorado, Colorado Geological Survey Environmental Geology 6 Tweto, Ogden, 1979, Geologic Map of Colorado: U.S. Geological Survey r , 1980, Soil Survey of Weld County (Northern part, Southern part), Colorado: U.S. Department of Agriculture Soil Conservation Service PROPOSED BLACK HOLLOW ESTATES SCALE PART OF THE NE 1/4 SECTION 10, 1 : 50,000 T. 7 N., R. 67 W. OF THE 6TH P.M. i WELD COUNTY, COLORADO N I co ° 7 S } Y `-.L. a -} d 5 \ T.8 N ate'",M4Orrte � \ ` so sp ?IT iri1 _ T N 7 . \'I —/' 1 �� 4 ill vA 1 �� 's== --� \ 1 0l S\,• f1 WELD COUNTY ROAD 84 ° \I 1 I �_ ♦°a \ n� �. �A� '�'� 111 1 \� '� iI\ ;2\ ?):',.)\... \\''):- o,l i SITE-7\J \ . TO FORT COLLINS � — HIGHWAY 14 `\ ' I cv � It e;\o /n/ / v /— i �,i A et 1�sw �(- �� Nl�ahol� il 31�� i'/4` ( ,� ,‘� III I VTe SSMOUTH�N 1\I tda g (,,i, \ �� ak v j'a v��,�� 77Ir ip J`, �' t 811 '.N I 77 -o �� if ` _ �r �", \ •ti' ---� C� i 11. � � �� I I -iii — �N VV I 1�I4 H�llo, I I . - II Ja Les_��` )549 , ! Ju 1L k \ l yay/! I. 7 ( - i. ,) 1 •L/(w.-, I , ( .ill I..I rV /1 "v_ r..1! R. 67 W. r VICINITY MAP JOB NO. 15244-L FIGURE 1 ) ) PROPOSED BLACK HOLLOW ESTATES SCALE NE 1/4 SECTION 10, T. 7 N., R. 67 W. OF THE 6TH P.M. 1" = 300' WELD COUNTY, COLORADO WELD COUNTY ROAD 84 (60' ROW) —1-,;-i111 — — — ---_ --- - - 1 11 . , TH-I i TH-3 • �� Ii •, •• II \ ) TWO PERCOLATION \ \ LOT 4 '1 LOT 3 1,1 LOT 2 o II II HOLES LOCATED NEAR \Y 7.092 AC ;, 7.230 AC 1lt 7.031 AC LOT I ,o TEST HOLES I, 2 & 3 t 1 i �• Ii 7.136 AC ,iJ - i a ZY CA %t 1 \ 11 I I j :° COUNL / _ \\L--------- [ II K�Q LOT 1 o 6,716 AC • BLACK HOLLOW COURT I /' '` 1``t LOT B l�. 0 9 LOT 6 1' 11 7.159 AC 93 r'. 1 \4} LOT 9 • \t 15.378 AC •,, t' t{ 7.136 ACI : \ NTH-4 / /7 14 • \ 1 LOT 7 \1\ TH-t , ' 7.142 AC 1 I ! • 1 j` �J 11 ._-----.� . , \' ►^� ~^ DRAWING BASED ON PRELIMINARY PLAT BY TEAM ENGINEERING SITE PLAN AND LOCATION OF JOB NO. 15244-L EXPLORATORY BORINGS FIGURE 2 • PROPOSED BLACK HOLLOW ESTATES SCALE PART OF THE NE 1/4 SECTION 10, 1 : 24,000 T. 7 N., R. 67 W. OF THE 6TH P.M. WELD COUNTY, COLORADO N I yyg `} I fir«` � Black Holly 0. 7 Ftpy7 �- l� ' 71 \ _ �` � Kfh 1 %i B6 BM SI81 -22)) ^ n.ri'(BI ek L� __36ya'°a ,3091 >.I .� SITE ',. \- '4%., vv I y, s < I u f d I . IL,„„ "1 '� no. '• i� � � 1 ZaF.e '' a /x1Qd"c . r e`rllm 4 I men., I• I el ekFl, ow ��:/ KI •{\ , �. ( y LPoP Lae/ Kptz (( 4 •� \ ` ie e'B Ft 4989L � / v L a © . � Kfh I a/ OV �Nes�l FiBd oiT�a(\ M'� © oN a \\ : EAT0N5c Q9 ,.0 O 22'45°'' w i eq 1 W 0 ., ! Severance36 3 .} A' 9AV ke • , . ‘ 16, f�. �u �� 1 I �nk(vn '''S % 6I w Woods `\ Qc Qe ®Liw a., (` \( Lake _ _.. LnY 8.9 ` L✓ V �`� KEY QE - QUATERNARY EOLIUM, WIND-BLOWN CLAY, SILT AND GRANULES QV- QUATERNARY VERDOS ALLIVIUM, SAND AND GRAVEL QPP- QUATERNARY POST-PINEY CREEK ALLUVIUM, GRAY HUMIC SANDY GRAVELLY ALLUVIUM KFH - UPPER CREATACEOUS FOX HILLS SANDSTONE, SANDSTONE WITH INTERBEDDED SHALE BASED ON USGS MAP I-855-G AREA GEOLOGY JOB NO. 15244-L FIGURE 3 PROPOSED BLACK HOLLOW ESTATES SCALE -- PART OF THE NE 1/4 SECTION 10, 1 :37,500 T. 7 N., R. 67 W. OF THE 6TH P.M. k WELD COUNTY, COLORADO N I V 1' V I / \ { I/ BLACX NOLLOA `�JDsraoir i ".\ \ \ �`- : -- r \ RESERVOIR \ , 1I l• 1\ l � J U2 h I 14 \ 1NTh L�\ wrISITE( ; s v ) v is I Fz , Ir I ,� u /7 \: // Si., 1 `1(1Q� ) \ \'4 f ,-,..g_i • ,, N U -UPLAND DEPOSITS V- VALLEY FILL DEPOSITS 2 -GRAVEL. SIGNIFICANT FIDES. DECOMPOSED ROCK. CALCIUM CARBONATE 4 - PROBABLE AGGREGATE RESOURCE Sl6JECT PROPERTY LOCATED IN NON-RESOURCE AREA BASED ON: ATLAS OF SAND, GRAVEL a QUARRY RESOURCES - COLORADO FRONT RANGE COUNTIES COLORADO GEOLOGICAL SURVEY SPECIAL PUBLICATION 5-B (1974) MAP OF SAND, GRAVEL & QUARRY AGGREGEATE RESOURCES JOB NO. 15244-L FIGURE 4 • PROPOSED BLACK HOLLOW ESTATES SCALE ^ PART OF THE NE 1/4 SECTION 10, 1' = 2000' T. 7 N., R. 67 W. OF THE 6TH P.M. i WELD COUNTY, COLORADO N I —F 464 t 3:4H--- g'.: � * kw, iT h , 4. r4 'i,., m ! ke,rir 4rt ‘,,-....\-,-. 44„:,,c,,,,, ,,,,,, , % �7 „� y-4, tJ "4 ,vr,f vs , .� qt: LiYr63pr r r"II. •�r A\'' 34 a �r 5, "pt., X56. x,4 � Cti'." ia ? { ?Lt • � 5 q (( I ti ,'�y-, �1 ,$x 'Cd' 33�:a n 1 J�$'`°r �a.F y� R .eFt � ''t ''4 .:1.�47 SITE u` t , �"—' \fig 5 y ... 8 5' Sy Z 4 +;,i.N:24 u _,. -liti t ) �. T y .L • . Z}d N y �3 . }} 4 N.•1 9�a1 : 32 , , r 3i } , IL ;..`t i _a '.r_ ,_ „s a r. K t , x fan'aAAsi, T .3 av t '...",44 1/4 i 4'Y i•Ae? " r / - y 1 7, a • .�� 36' „g - L* ;, 0.Z,« 6 2 Q� 1 fI " '`''�' "`F 4. _11,34 1-f3KEY 4 -AOUOLLS AND ACCEPTS, FLOODED- NEARLY LEVEL 9 —ASCALON LOAM — I%TO 3%SLOPES, ALLUVIAL TERRACES 34 — KIM LOAM -5% TO 9% SLOPES, MIXED ECUAN AND PARENT MATERIAL 65 -TLeALLc LOAM -3% TO 9%SLOPES, SHALE RESIDUUM SOIL SURVEY IS BASED ON USDA SOIL SURVEY OF WELD COUNTY, COLORADO r SOIL SURVEY MAP JOB NO. 15244-L FIGURE 5 MI-1 TH-2 TH3 TH-4 -o D • • 8/12 37/12 11/12 14/12 -- 6 WC=9.2 WC=11.7 WC-10.4 5 - . LL=30 -200=51 . PI-14 1 l _:' W12 3W12 12/12 '- 25/12 / -- 10 WC-21.3 WC- 7.9 WC-25.6 1 - DO=118 00=100 FH-{ _ • zK-15 1 1 u�_ - ::1 10/12 27/12 .. 32/12 38/12 20 —20 WC=14,3 WC-21.9 WC=2Z6 CO=108 — x---25 DaNANATIONS: ® TOPSO9. SAND,PARTLY SILTY,PNRILY CLAYEY, 8/12 INDICATES THAT BLOWS OF A 140 POUND HAMMER FAWNG 30 INCHES WERE MOIST TO WET,LOOSE TO MEDIUM REQUIRED TO DRIVE A 2.5 INCH O.D.SAMPLER 12 INCHES DENSE,LIGHT BROWN CLAY,SANDY TO VERY SANDY, ® WEATHERED CLATSTONE AND SILTSTONE, 1 INDICATES DEPTH TO FREE WATER MID THE NUMBER OF DAYS AFTER DRIWNG THE re:i WITH SAND LAYERS,MOIST, MOIST,FIRM TO FARD,OLNETO GREY = MEASUREMENT WAS TAKEN I- STIFF TO VERY SWF,BROWN TO LIGHT BROWN NOTES: 1.THE EXPLORATORY BORINGS WERE DRILLED ON I-2843 USING A 4—INCH DIAMETER CCNTIM fl LSFUGHTAUGER POWERED BY CME-45B DRILLING RIG • 2. FREE WATER WAS ENCOUNTERED AT THE TIME OF DRIWNG AS SHOWN. 3.WC= WATER CONTENT(%) 00-DRY DENSITY LPCF) —200—PERCENT OF FINES PASSING THE NUMBER 200 SIEVE IL—LIQUID LIMIT F—PLASTICITY INDEX I LOGS OF E)(PLORATORY BORINGS JOB NO.15244—L FIGURE 6 8 - _ . 1 I 6 • . I 1 SI 4 - 1 I ' O I I 3 I - - ` I . W , , EXPANSION UNDER CONSTANT I 2 PRESSURE DUE TO WETTING 't _ I I 1 ; , I ! i I I -2 I t I I I I I O i I I I I ' s 3 I I rl , • l• 1 5 { I 1. 1 t t i., tl I s I I I t I I ! iI -7 - I t _ ' I II I I -t- 0.1 1 10 100 APPLIED PRESSURE-ksf Sample of Sandy Clay from TH-2 @ 9' Natural Dry Unit Weight = 116 PCF Natural Moisture Content= 7.9 % JOB NO. I5244-L SWELL - CONSOLIDATION TEST RESULTS FIGURE 7 g 6 . . , 5 I • . .. - I . 1 i C 4 EXPANSION UNDER CONSTANT Fn. PRESSURE DUE TO WETTING g 3 KiII..% r:h .H1uIt_\ ! I ,I I i I ! I I ' 1 ' i I I I a I i 1 I _ , I ii ; I -2 . , , , , a 1 , I ; I I Ii . VI I I ii ' f , iI1 . I H I I J . I c.) _ _ I ! ' III ► I I iI I I I I I ill il I I I I I I l i i IM ! 1 i . i , ' I , 1IillI -80 I 1 10 100 APPLIED PRESSURE -ksf Sample of Wx. Claystone from TH-3 @ 19' Natural Dry Unit Weight= 106 PCF Natural Moisture Content = 21.9% JOB NO. 152444, SWELL - CONSOLIDATION TEST RESULTS FIGURE 8 • r-• 3 8 I I I 7 i I 6 E • I i . f T • I l• I c f E ' i om, 3 X I I T r-. 2 I I i I I I CONSOLIDATION UNDER CONSTANT j I PRESSURE DUE TO WETTING 1 I { 4 ' • Hill I . 1 . I l l l ` ' ' ' 1 l II -2 I ' r f i t I I E 1 -3 • I vs � f a Ili -4 t r r f I fl I I I 11 -6 I r i r r I I I' i I i 1I Ii ' � ' � -7 , ' i ' -8 0.1 1 • 10 100 APPLIED PRESSURE -ksf Sample of Wx. Claystone from TH-3 @ 9' Natural Dry Unit Weight= 100 PCF Natural Moisture Content= 25.8 % JOB NO. 15244-L SWELL- CONSOLIDATION TEST RESULTS FIGURE 9 CHURCH & Associates, Inc. Engineers & Geologists Denver,Colorado 303-463-9317 Evergreen,Colorado 303-816-1455 Castle Rock Colorado 303-660-4358 Loveland,Colorado 970-663-2124 Gradation Test Results #200 #100 #50 #30 #16 #8 #4 3/8" 3/4" 1-1/2" 3" 100.0 0 10 80.0 20 70.0 - ,4 30 P v 5 u ap 60.0 . - 40 a m d so.o so ' a a 40.0 — 60 30.0 _ 70 20.0 - 80 10.0 - 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: CLAY, VERY SANDY,MOIST, STIFF,LIGHT BROWN • GRAVEL 1% HOLE/SAMPLE 4 SAND 48% DEPTH 4' FINES 51% LIQUID LIMIT na MOISTURE 10.4% PLASTICITY INDEX na DRY DENSITY(pct) na DATE: 02/14/2003 JOB NAME: Messerlein -Black Hollow Estates JOB NUMBER: 15244-L FIGURE 10 Hello