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Home My WebLink About20060172.tiff ENGINEERING GEOLOGY REPORT FOR PROPOSED PRAIRIE RIDGE ESTATES NE 1/4 OF SECTION 8, TOWNSHIP 7 NORTH, RANGE 67 WEST OF THE 6TH P.M. WELD COUNTY, COLORADO Prepared for: MR. GEORGE CARLSON C/O TEAM ENGINEERING, ATTN: JEFF COUCH 3468 SHALLOW POND ROAD FORT COLLINS, COLORADO 80528 DECEMBER 9, 2003 JOB NO. 03-1001 THOMAS W. FINLEY CONSULTING GEOLOGIST P.O. BOX 7676 LOVELAND, COLORADO 80537 2006-0172 THOMAS W. FINLEY CONSULTING GEOLOGIST P.O. BOX 7676 LOVELAND, COLORADO 80537 970-663-7480, (fax) 970-667-9959 December 9, 2003 Mr. George Carlson C/o Team Engineering, Attn: Jeff Couch 3468 Shallow Pond Road Fort Collins, Colorado 80528 RE: Letter of Transmittal for Engineering Geology Report for the proposed Prairie Ridge Estates, Weld County, Colorado Job No. 03-1001 Mr. Carlson, As requested, we are pleased to submit the attached engineering geology report for the proposed Prairie Ridge Estates, Weld County, Colorado. The report provides preliminary data relating the interaction of existing geologic conditions to the proposed subdivision. If you have any questions concerning the information provided in this report, please contact our office. Sincerely, Thomas W. Finley, C.P.G. twf 5 copies sent TABLE OF CONTENTS LETTER OF TRANSMITTAL SCOPE 1 PROPOSED DEVELOPMENT 1 SITE CONDITIONS 1 INVESTIGATION 1 SITE GEOLOGY 2 MINERAL RESOURCES 4 GEOLOGIC HAZARDS 4 GEOLOGIC IMPACTS ON DEVELOPMENT 4 CONCLUSION AND LIMITATIONS 6 LIST OF REFERENCES 7 FIGURE 1 -VICINITY MAP FIGURE 2-SITE GEOLOGY 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-LEGEND OF BORING LOG SYMBOLS FIGURE 7 & 8 -LOGS OF EXPLORATORY BORINGS FIGURE 9 THROUGH 11 -SWELL-CONSOLIDATION TEST RESULTS FIGURE 12 THROUGH 13 -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 required by the Weld County Planning Department. PROPOSED DEVELOPMENT The 135±-acre parcel is situated in the Northeast Quarter of Section 8, T. 7 N., R. 67 W. of the 6'h P.M in Weld County, Colorado. It is proposed to divide the parcel into 9 rural-residential lots ranging in size from approximately 10 acres and 12 acres, as presented on Figure 2. Domestic water is to be supplied by public water. Sewer services are to be constructed on-site for each individual residence. SITE CONDITIONS The site is located approximately 8 miles east of Fort Collins, east of County Road 15 on the south side of County Road 84. The Cactus Hill Lateral is located along the east property boundary and was dry during our investigation. Most recently, the property had been used as a sheep ranch. An existing farmhouse and outbuildings are located on the future Lot I. Slope conditions range from 2% to 5%. Drainage of the majority of the property is directed to the west to the northwest corner of the Future Lot 9 where a detention pond is proposed. Drainage from the Future Lot 7 is directed towards the southwest. Vegetation throughout the property consisted of short grasses. INVESTIGATION This investigation was conducted by means of a site reconnaissance and test hole observations conducted on November 20 and 21, 2003 by the author of this report, a Professional Geologist as Engineering Geology Report Job No. 03-1001 Page 2 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. Surficial soils at the site consist of sand and silt with varying amounts of clay, which were encountered in the upper 3 1/4 feet to 25+ feet in the test holes, as presented on Figures 7 and 8. The soils exhibit varying strength and swell characteristics. A sample of clayey sand from Test Hole No. 4 exhibited a low swell potential when wetted. Samples of silt and sand exhibited slight collapse potentials. The Soil Conservation Service (SCS) maps indicate 3 general soil groups; the Kim loam, the Olney fine sandy loam and Thedalund loam, as presented on Figure 5. Information provided from the SCS maps and manual are summarized in Table 1. The conditions observed in the field were generally consistent with the SCS maps. TABLE I GENERAL LIMITATIONS Soil Slope Geologic Erosion Foundations Onsite Paved Group (%) Origin Potential Wastewater Roadway Systems s Kim loam 1-3 mixed eolian & low moderate — slight moderate- parent rock low strength low strength Kim loam 3-5 mixed eolian & moderate moderate— slight moderate- Engineering Geology Report Job No. 03-1001 Page 3 parent rock low strength low strength Soil Slope Geologic Erosion Foundations Onsite Paved Group (%) Origin Potential Wastewater Roadway Systems s Olney fine 1-3 mixed outwash low slight slight moderate- sandy low loam strength Thedalund 1-3 shale residuum low moderate- severe — moderate- loam depth to rock, depth to rock low low strength strength Thedalund 3-9 shale residuum moderate moderate- severe— moderate- loam depth to rock, depth to rock low low strength strength Sandstone with siltstone and claystone was encountered below the surficial soils in Test Hole Nos. 1, 3 and 5 at depths of 9 feet, 3%x feet and 9% feet, respectively. The upper 4 to 6 feet was slightly to highly weathered. The unweathered sandstone exhibits a high bearing capacity. Samples of the sandstone were not suitable for swell testing. The sandstone with claystone is expected to have swell potentials ranging from low to moderate based on an Atterberg Limits test and our observations. The referenced geologic map indicates the sandstone is from the upper transition zone of the Pierre Shale (Kptz), as presented on Figures 2 and 3.. The Kptz is described as interbedded sandstone and shale, which is generally consistent with our observations. The Kptz extends to several hundred feet in this location. No outcrops of the Pierre Shale were observed on the property. There were no faults, folds or other structural features observed in the field or delineated on the referenced maps in this area. Free groundwater was encountered in Test Hole Nos. 1, 2 and 5 at 14 %3, 16 'A, 22 feet, respectively. Ground water levels are expected to fluctuate with irrigation and ditch usage. Groundwater levels are expected to be influenced mostly by the Cactus Hill Lateral. It is our understanding that seepage of the lateral has occurred on the future Lot 1. The presence or knowledge of other seepage areas can be made when water is flowing in the lateral. Engineering Geology Report Job No.03-1001 Page 4 MINERAL RESOURCES Colorado Geological Survey (CGS) Special Publication 5-B 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 any floodplain, stream terrace or upland sand, gravel or quarry aggregate resource area, as presented on Figure 4. 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. Oil/gas wells are located in the general area. GEOLOGIC HAZARDS The slope analysis map from Colorado Geological Survey-Environmental Geology 6 indicates the site is located on gentle to moderate slopes, which are generally suitable for most uses. Underground workings were not indicated on the Geo-Hazard map presented on the Weld County website and are not known to exist in this area on in the Pierre Shale. This information is generally consistent with our observations. Our observations did not indicate any areas with signs of active or past movement of slopes. No slopes greater than 10% were observed. Based on this information, it is our opinion that there are no 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 Engineering Geology Report Job No. 03-1001 Page 5 building foundations, roadways and onsite wastewater systems (OWS). FOIJNDATIONS- The upper soils exhibit low swelling in some areas and a slight collapse potential in other areas. Soil movement, such as collapse or swelling, can impose pressures to building foundations and other structures if the structure is not properly engineered. Engineered spread footing foundations are appropriate where slight collapse or low swell potentials are encountered. Drilled pier, caisson, foundations may be necessary where potentially swelling rock exists within foundation influence zones. High bearing loads may supported by the rock when located at reasonable depths. The presence of ground water may require special methods for placement of concrete in the caisson borings. Fluctuating ground water levels may be greatest near the Cactus Hill Lateral. A site-specific geotechnical investigation, which can be used to design the foundation, is recommended for each structure to determine soil strengths, swell potentials and groundwater levels. Excavations for foundations, utilities and other structures may need to be protected from caving. Refer to OSHA standards for the appropriate protection methods. ROADWAYS• It is our understanding the interior roadway may be paved. A pavement design study was being prepared in conjunction with this report. Laboratory tests and classifications indicate the roadway subgrade soils have low plasticity and exhibits low to moderate subgrade support for paving. One sample had a moderate swell potential whereas the remaining samples did not exhibit swelling. Swell mitigation of the subgrade or more frequent maintenance of the pavement may be necessary for part of the roadway. Low strength soils were observed primarily along the north end of the proposed roadway. Low strength soils may be able to be improved by compaction methods, chemical stabilization, soil replacement or geotextile design. ONSITE WASTEWATER SYSTEMS (OWS). No percolation tests were conducted as part of our investigation. SCS literature suggests slight limitations for septic systems for the most of the site based soil groups indicated on the map. Severe limitations due to shallow rock are described in the Engineering Geology Report Job No. 03-1001 Page 6 Thedalund loam mostly located near the Cactus Hill Lateral. The lot sizes proposed should provide enough area to be selective in determining areas suitable for "standard"-type OWS on each lot. Engineered OWS are may be required on some lots due to shallow rock and/or slow percolation. Site-specific percolation investigations for OWS are required by the County Health Department prior to issuance of a building permit. GEOLOGIC HA7ARDS• 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. 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. CONCLUSION AND LIMITATIONS Our study is to be used in aiding in the determination of the compatibility of geologic conditions and the proposed development. This report shall not be used for the design of structures or OWS. This study was preliminary in nature and did not include an extensive exploration program for 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 hazards appear to exist in the present condition man-made activities could result in conditions that could produce hazardous conditions. Site-specific geotechnical and onsite wastewater investigations should be conducted for each lot to develop design criteria. LIST OF REFERENCES Johnson, Erin J., and Himmelreich, John W. Jr., 1998, Geologic Hazards Avoidance or Mitigation: Colorado Geological Survey Information Series 47 Rogers, W.P., Ladwig, L.R., Hombaker, 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 , 1980, Soil Survey of Weld County Southern part, Colorado: U.S. Department of Agriculture Soil Conservation Service PROPOSED PRAIRIE RIDGE ESTATES PART OF THE NE 1/4 SECTION 8, T. 7 N., R., 67 W. OF THE 6TH P.M. WELD COUNTY, COLORADO il\Torth Scale I : ]00,000 yl b - 2 ;. U t_ 3 " �.., � 'yR q ,�.� t ! 4949 'a O -� / �' BM 5181 _ ,71', f O 2 I I (15J91 I- 1' Black ow ' 1\t �n June ion -� 5023 LPii - " 1\I �' �`��:•�� o valley -SITE Il��aali..� Sewage Sinne it ark Woods 6 Lly 1 1■11�1��1. ''_5(1,P B date aanean nu t�.� �_ iM� - ,� II• r 2hea1' ■11111 - IiIU n ► 4, Kluver 4\ 1 �7 .r, — , Radio Towers �1 x —_ Y z ).\a 1111 \ ' S Gem 7 '� I � t + ill V i r.; BM 4989 41 . I _',.� �\440I ` y ~ Om ¢2 1 - yZ. I 48.4 O 11481 - ( 3 1.\\.,`fl�. Golf r BM 48)9.,_ I� .: V�.) I O bnlr � ,148)) �, ' / � �� `i imnath ‘ I } .' - te (-ii { �/ ;FrnonY ® #93o I TERRA LOGICS CONSULTING, LLC VICINITY MAP JOB NO. os-ioo1 LOVELAND, COLORADO FIGURE 1 a ....._ PROPOSED PRAIRIE RIDGE ESTATES PART OF NE 1/4 SECTION 8, T. 7 N., R. 67 W. OF THE 6TH P.M. WELD COUNTY, COLORADO WELD COUNTY ROAD 84 ,,:. _:._ , Existing farmhouse and IINiorth L, outbuildings to remain J. I R_- J, J \\ Scale o Kptz n 1 ——500 11.76 AC. \,. TH-1 1G.46 AC./ ' 7--------7 = �Ir.7 SPROPOSED _JAY' DETENTION , ' POND 10.50,AC. / _J TH-2 I Kptz f I 9 .: -4.�I i TH-3 I1 ' _ - - t f 4\ ®1"` /`\�: 10.16 AG �f� V 1 "\ \ N � \ `�� Kptz \ \ _ �' \ t- , .--• \ �`` O :12.49 AC. �� l _�� _ ��-�"''`^ C4 • ' / . ,TH-4 v_. \\N--_____,_-,--:-..,- 3 TH-5 6'' ' i; 10.11 At. U 12.96 AC, N A a W 1351 Acres KEY Kptz-Creataceous Pierre Shale transition zone. Interbedded sandstone and shale S -Test Hole -Direction of slope Contour interval = 10 feet This drawing was based on a preliminary plat by Team Engineering TERRA LOGICS CONSULTING, LLC SITE GEOLOGY AND LOCATION JOB NO. 0s-1001 LOVELAND, COLORADO OF EXPLORATORY BORINGS FIGURE 2 PROPOSED PRAIRIE RIDGE ESTATES PART OF THE NE 1/4 SECTION 8, T. 7 N., R., 67 W. OF THE 6TH P.M. WELD COUNTY, COLORADO orth Scale I :62,500 _,-, ( L___ • . , .,--%, -t �z1 3.674 e � , -3� :C-t 32 i 'Lit: !tit c '' i5 l .sk. T s C.II. J4 1. 4�4` . i a P] 4 aa.K-f_d� fie:.t.4...4,5- ,--0 -- f 5 1 . L b . - w s }_ 1 4 .� k 16 rx � , ' 1 KEY Qp-Quaternary Pediment,ark Kfl-Creataceous lower member Fosicox Hsand&gravel with clay ips Sandstone,interbedded silty sandstone&sandy shale Kptz-Cretaceous upper transition zone of Pierre Shale,interbedded sandstone&shale Based on USGS Map 1-687 TERRA LOGICS CONSULTING, LLC AREA GEOLOGY JOB NO. °a-lowLOVELAND, COLORADO FIGURE s PROPOSED PRAIRIE RIDGE ESTATES PART OF THE NE 1/4 SECTION 8, T. 7 N., R., 67 W. OF THE 6TH P.M. WELD COUNTY, COLORADO orth Scale I :57,500 \):\\I_ ! .' \ ' \'' U 2 k ,, _ ._, i. _ - ). 0 .. \ „.. : ,, ,,_ • %-s------,, N .) , II "'-t o \ I i. 1 , ,--t/ \ SITE t N I C, \ o -J ( C t rt • KEY U-Upland Deposits 2-Gravel:Significant fines,decomposed rock,calcium carbonate Based on Colorado Geological Survey Special Publication 5-B TERRA LOGICS MAP OF SAND, GRAVEL AND CONSULTING, LLC JOB NO. Gs-100i LOVELAND, COLORADO QUARRY AGGREGATE RESOURCES FIGURE 4 PROPOSED PRAIRIE RIDGE ESTATES PART OF THE NE 1/4 SECTION 8, T. 7 N., R., 67 W. OF THE 6TH P.M. WELD COUNTY, COLORADO 11Torth Scale 1"=2000' 'Fs -„ 57 ,71 13 13 32 5 4 J :p 47 �. 483 9 65 4/ 34 42 3 48 64 3 * ' 47 32 57 4 SITE CC:=" 24 34 47 65 ".65 33 n 32 34 it2 47.'1 • • -rte { 47 65 7 s f y 34 KEY 52-Kim loam, t%to 3%slopes 55-Kim loam,3%to 5%slopes 47-Olney fine sandy loam, i%to 3%slopes 64-Thedalund loam, i%to 3%slopes 65-Thedalund loam,3%to 9%slopes Based on Soil Survey of Weld County,Colorado-USDA TERRA LOGICS CONSULTING, LLC SOIL SURVEY MAP JOB NO. 03-1001 LOVELAND, COLORADO FIGURE 5 LEGEND OF BORING LOG SYMBOLS PAVEMENT 5 . /// // a at, ROADBASE /2/2, 6/12 i %� MAN-PLACED FILL / CALIFORNIA SAMPLER* ' TOPSOIL //II6/12 S CLAY CL, CH) 4 SPLIT SPOON SAMPLER* o3 /," SILT(ML,MH) / I SAND (SC, SM, SP, SW) ' COMPOSITE GRAB SAMPLE GRAVEL 5 . , _ (GC, GM, GP,GW) 12-4 c CLAYSTONE&SHALE GROUND WATER LEVEL a WITH DATE OF MEASUREMENT __ SILTSTONE CD SANDSTONE DEPTH OF COLLAPSE OR CAVING OF BORING I I LIMESTONE =Q a, .1 R 5. ' IGNEOUS ROCK I ')''' . DEPTH OF PRACTICABLE rz METAMORPHIC ROCK AUGER REFUSAL U v WEATHERED *6/12 indicates 6 impacts with a u -v ,__, SEDIMENTARY ROCK standard penetration hammer to y drive the sampler 12 inches. 3 a , ./ WEATHERED '�',w CRYSTALLINE ROCK LABORATORY TEST RESULTS GC, GM, GP, GW,SC,SM, SP,SW, ML, MH, CL& %M = Moisture Content CH are Unified Soil Classification designations. DD =Dry Density(pcf) Classification determinations are often assigned based F = Fines (silt and clay passing#200 sieve) on visual/manual methods and experience and may or LL, PI = Liquid Limit and Plasticity Index may not be supported by laboratory tests. Graphic symbols provide general descriptions of soil and rock. Refer to the Logs of Borings for descriptive details not provided in this legend. TERRA LOGICS CONSULTING, LLC - LOVELAND, COLORADO JOB NO. os-Tool FIGURE 6 LOG OF BORINGS TEST HOLE NO. 1 2 3 0 `1' .,), 0 very sandy /l! 18/12 19/12 =120h12 5 . %M - 12.6 - ioM — 11-.5 5 DD = 108 :4' — _ 14/12 16112 150/9 10 96M - 21.9 IOM - 11.8 10 — DD = 104 F= 25 _ 11-21 p • 14/12 15 - "%M - 158 . 15 DD — 97 11-21 p f:.•,,., ...""i.50/10 ; ' .........�50/8 ....... _ 20 J%M = 1r.1 - 'AM 9.6 20 SAND,fine grain,partly . silty.and clayey • ......... --_ SANDSTONE,fine grain, _..._,,..,...,..- with siltstone-and claystone ___._. _ _ _...._ _._...__ 25 25 Test holes drilled on 11-20-05 with a Mobile B-57 rig with 4-inch solid stem auger TERRA LOGICS CONSULTING, LLC JOB NO. 03-1001 LOVELAND, COLORADO FIGURE 7 LOG OF BORINGS TEST HOLE NO. 4 5 - 0 ,, /, //, ///, //// ///, ///, ///„ ///, 12/12 _.... . . ,%!" 8/73 ; LM = 8.9 iii. /0M = 7.1 5 // 5 F = 65 / , DD = 99 /, ///, , //, ///, 2. 15112 -.... 119/12 -_. -.... 10 LL = 34 10 PI = 15 15 43/12 ....- _. .. _ .._-_ 15 //" SILT, clayey, sandy 4/12 20 %1.f - 3.0 20 11-21 V 25 25 Test holes drilled on xx-xx-os with a Mobile B-57 rig with 4-inch solid stem auger TERRA LOGICS CONSULTING, LLC LOVELAND, COLORADO JOB NO. cis-1oo1 FIGURE 8 SWELL-CONSOLIDATION TEST RESULTS TEST HOLE NO. I DEPTH(FT.) 4-5 6 5 4 hI I !I I n I I'I I I 0X I I W 1 I I 1', 1 WATER ADDED 1 c 1 0 y ea d I III -1 I ICI I -5 II II � I • -6 0.1 1 10 100 APPLIED PRESSURE-ksf SAMPLE DESCRIPTION: SILT,clayey, sandy, tr. gravel,stiff,moist, red-brown DRY DENSITY(pcf) 108 LIQUID LIMIT na PERCENT PASSING MOISTURE CONTENT(%) 12.6% PLASTICITY INDEX na #200 SIEVE na r JOB NO. 03-1001 TERRA LOGICS CONSULTING. LLC FIGURE 9 r SWELL-CONSOLIDATION TEST RESULTS TEST HOLE NO. 2 DEPTH(FT.) 14-15 5 I 4 I S O• 2 a a W 1 I WATER ADDED I � 0 I I III I de —1 III —2 r, I - o -g 11 ' I I y I - I a 8 o -4 U -5 I I ' ; -6 I iI I I ' I ! 1 i F -7 I I I I I 0.1 1 I0 100 APPLIED PRESSURE-ksf SAMPLE DESCRIPTION: SAND,fine grain,clayey,moist,medium loose,brown DRY DENSITY(pcf) 97 LIQUID LIMIT na PERCENT PASSING MOISTURE CONTENT(%) 15.8% PLASTICITY INDEX na #200 SIEVE na JOB NO. 03-1001 TERRA LOGICS CONSULTING. LLC FIGURE 10 SWELL-CONSOLIDATION TEST RESULTS TEST HOLE NO. 4 DEPTH(FT.) 9-10 6 5 0 'G 0es I I I I W 1 e 0 - -1 WATER ADDED 0 w L k I I I I I c -s U , III iI , � Irlir I I I I I I 1 I I -6 0.1 1 10 100 APPLIED PRESSURE-ksf SAMPLE DESCRIPTION: SAND, fine grain,clayey,silty,moist, medium dense,brown DRY DENSITY(pcfl 112 LIQUID LIMIT na PERCENT PASSING MOISTURE CONTENT(%) 13.7% PLASTICITY INDEX na #200 SIEVE na JOB NO. os-iooi TERRA LOGICS CONSULTING. LLC FIGURE II. r.. GRADATION TEST RESULTS TEST HOLE NO. 2 DEPTH (FT.) 4 #200 #100 #50 #30 #16 #8 #4 3/8" 3/4" 1-1/2" 3" 100 ' I • 4 0 90 s i 10 80 --- ---- - - '- - i- - I 40 70 .__. .. ....- - - .. ...4 ---- _ _ .. .. - • -- _._. .. 34 60 i, - .4 .1--- -... -:.-4 '-- -_- I 1 -_ --•-i ......_ -_-_-4.-_40 .4-0 .73 iVi _ .. --- -....._. 4 - - ' /�� ; .;. .. _ .. 1 50 .- a. - • I t; �0 �.-- - 1 -_- __ ._. -..-.__ _.. _... - -- - v i3, S0 ;-------- - _... _ ....._ _ ; - 20 . . . _ . . ._ ._ _ .. ! ,80 • —_.— .—.._a .__.__ _ s__ .. , _. ; __ .._ --90 r. i i 1 t I - I 0 7 - -� - 6... . .- - -i - - - _ 1 _., 100 0.01 0.1 1 10 100 Particle Size in Millimeters DESCRIPTION: SAND, fine grain, silty, moist, medium loose, brown to light brown GRAVEL 0% LIQUID LIMIT na MOISTURE (%) 11.8% SAND 75% PLASTICITY INDEX na DRY DENSITY (pcf) N/A FINES 25% Terra Logics Consulting, LLC JOB NO: 03-1001 Loveland, Colorado FIGURE 12 Hello