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Home My WebLink AboutTIMAN PUD MASTER PLAN - 26-88B - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTNo Text TABLE OF CONTENTS Tableof Contents .............................................. i Letterof Transmittal .......................................... ii Report......................................................... 1 AppendixA .................................................... A-1 Test Boring Location Plan and Geologic Map .................. A-2 Keyto Borings ............................................... A-3 Logof Borings ............................................... A -4 AppendixB.................................................... B-1 Summaryof Test Results ..................................... B -2 AppendixC.................................................... C-1 Appendix D.................................................... D -1 SoilsMap ................................................... D-2 Soils Descriptions .......................................... D-3 Empire Laboratories, Inc. GEOTECHNICAL ENGINEERING & MATERIALS TESTING December 15, 1987 Mr. Jeff Timon 2195 East River Road Tucson, Arizona 85718 Dear Mr. Timon: P O.Box 503 • (303)484-0359 301 No. Howes • Fort Collins, Colorado 80522 We are pleased to submit our Report of a Preliminary Geotechnical Investigation prepared for the proposed development located on U. S. Highway 287 between Skyway Drive and Trilby Road, south of Fort Collins, Colorado. The accompanying report presents our findings in the subsurface and our recommendations based upon these findings. Very truly yours, EMPIRE LABORATORIES, I C. Zlil/el /od/" Senior Engineering Geologist Reviewed by: Chester C. Smith, P.E. President cic 2575 < Vic, UA MPG cc: Moore Commercial Real Estate Company - Mr. Rhys Christensen Enaineerina Professionals, Inc. - Mr. Steve Kraushaar P.O. Box 1135 Longmont, Colorado 80502 (303) 776-3921 Branch Offices P.O. Box 1744 Greeley, Colorado 80632 (303) 351.0460 Member of Consulting Engineers Council P.O. Box 10076 Cheyenne, Wyoming 82003 (307) 632-9224 REPORT OF A PRELIMINARY GEOTECHNICAL INVESTIGATION SCOPE This report presents the results of a preliminary geotechnical evaluation prepared for the proposed development located on U. S. Highway 287, south of Fort Collins, Colorado. The investigation included test borings and laboratory testing of samples obtained from these borings. The objectives of this study were to (1) determine the geologic characteristics at the site, (2) determine the soil and ground water profile at the site and (3) determine the suitability of the site for the proposed construction. SITE EXPLORATION The field exploration, carried out on December 10, 1987, consisted of drilling, logging, and sampling eight (8) test borings. The locations of the test borings are shown on the Test Boring Location Plan and Geologic Map included in Appendix A of this report. Boring logs prepared from the field logs are included in Appendix A. These logs show soils encountered, location of sampling, and ground water at the time of the investigation. The borings were advanced with a four -inch diameter, continuous - type, power -flight auger drill. During the drilling operations, a field engineer from Empire Laboratories, Inc. was present and made continuous observations of the soils encountered. A visual evaluation of the site was made by an engineering geologist of Empire Laboratories, Inc. on December 11, 1987. -1- SITE LOCATION AND DESCRIPTION The site is located on the west side of U. S. Highway 287 between Skyway Drive and Trilby Road, south of Fort Collins, Colorado. More particularly, the site is described as a tract of land situate in the Southeast 1 /4 of Section 1 1 , Township 6 North, Range 69 West of the Sixth P.M., Larimer County, Colorado. The site consists of a long, narrow parcel of land bordered on the east by U. S. Highway 287, on the north by Skyway Drive and on the south by Trilby Road. The property does not include the 420'x501' parcel of land located at the northwest corner of Trilby Road and U. S. Highway 287. The North Louden Ditch runs along the west edge of the site. The property is bordered on the southwest by existing residences and on the northwest by the Gateway Rehabilitation Center. The site slopes uniformly to the east and has positive drainage in this direction from a high point located at the west edge of the site. Three areas of poor drainage are located within the project area and are marked on the Test Boring Location Plan and Geologic Map. These areas are located in the northeast, east -central and southern portions of the property. In the two northern areas of poor drainage, the natural drainage is blocked by the embankment of U. S. Highway 287. Culverts exist below the embankment. The third area of poor drainage is blocked by the embankment of Trilby Road and filling of the adjacent property at the northwest corner of Trilby Road and U. S. Highway 287. The North Louden Ditch, which traverses the site, is a narrow, relatively deep ditch which meanders through the western portion of the site. The ditch is cut into the existing hillside on the west side, and an embankment forms the east side of the ditch. The western bank of the ditch in the southwest corner of the site is relatively steep extending ten (10) to fifteen (15) feet above the ditch to the adjacent residences. This site consists mainly of irrigated, fenced pasture land. An existing residence and several outbuildings are located in the south-central portion of the property. Several large trees line the existing irrigation ditch, and the majority of the site is vegetated with grass. -2- LABORATORY TESTS AND EVALUATION Samples obtained from the test borings were subjected to testing in the laboratory to provide a sound basis for evaluating the physical properties of the soils encountered. Moisture contents, dry unit weights, unconfined compressive strengths, swelling potentials, and the Atterberg limits were determined. A summary of the test results is included in Appendix B. SOIL AND GROUND WATER CONDITIONS The soil profile at the site consists of strata of materials arranged in different combinations. In order of increasing depths, they are as follows: (1) Silty Topsoil: The area tested is overlain by a one (1) foot layer of silty topsoil. The upper six (6) inches of topsoil have been penetrated by root growth and organic matter and should not be used as a bearing soil or as a fill and/or backfill material. (2) Sandy Silty Clay: This stratum underlies the topsoil and extends to the bedrock below. The silty clay is plastic, contains large percentages of fine sand and exhibits low to moderate bearing characteristics in its dry to moist in situ condition. When wetted, the clay stratum exhibits slight to moderate swell potential. (3) Sand stone -Si ltstone Bedrock: The bedrock was encountered in all borings at depths of five (5) to seventeen (17) feet below the surface. The upper one (1) to one and one-half (1-1/2) feet of the bedrock is highly weathered; however, the underlying interbedded sandstone and siltstone is firm to dense and exhibits high to very high bearing characteristics. -3- When wetted, the siltstone portion of the bedrock stratum exhibits slight to moderate swell potential. (4) Ground Water: At the time of the investigation, free ground water was encountered in Borings 1, 2, 5 and 8 at depths of four (4) to thirteen (13) feet below the surface. No free around water was encountered in the remaining borings drilled at the site to the depths explored. Water levels in this area are subject to change due to seasonal variations and irrigation demands on and/or adjacent to the site. In addition, surface water may percolate through the upper subsoils and become trapped on the relatively impervious bedrock, forming a perched water condition. RECOMMENDATIONS AND DISCUSSION It is anticipated that commercial, industrial and/or residential construction will be utilized at the site. Due to the topography of the property, a certain amount of site grading is anticipated. GEOLOGY The proposed site is located within the Colorado Piedmont section of the Great Plains physiographic province. The Colorado Piedmont, formed during Late Tertiary and Early Quaternary time (approximately sixty-five million (65,000,000) years ago), is a broad, erosional trench which separates the Southern Rocky Mountains from the High Plains. Structurally, the property lies along the western flank of the Denver Basin. During the Late Mesozoic and Early Cenozoic Periods (approximately seventy million (70,000,000) years ago), intense tectonic activity occurred, causing the uplifting of the Front Range and the associated downwarping of the Denver Basin to the east. Relatively flat uplands and broad valleys characterize the present-day topography of the Colorado Piedmont in this region. The site is underlain by the -4- Cretaceous Pierre Formation. The Pierre shale is overlain by residual clay soils of Pleistocene and/or Recent Age. The property is underlain by sandstones and siltstones of the Pierre Formation at depths of five and one-half (5-1 /2) to fourteen and one-half (14-1 /2) feet below the surface. The regional dip of the bedrock in this area is a few degrees in an easterly direction. Seismic activity in the area is anticipated to be low; therefore, from a structural standpoint, the property should be relatively stable. The majority of the slopes in the area vary between seven percent (7%) and twelve percent (120). Due to the relatively gentle nature of these slopes, geologic hazards due to mass movement, such as landslides, mudflows, etc., are not anticipated. However, steep slopes exist in the southwest corner of the site on the west side of the North Louden Ditch, where the ditch is excavated into the hillside below several residences. It is recommended that either the ditch be moved and the slope flattened or that the slope be stabilized by use of erosion fabric and vegetation or by construction of a retaining structure. Three areas of poor drainage were noted in the project area. It is recommended that these areas be filled or properly drained or used as greenbelt or pond areas. With proper site grading around structures, erosional problems at the site should be minimal. Geologic characteristics at the site are such that economic deposits of coal, limestone, quarry rock and sand and gravel are not present, in our opinion. The Pierre formation is not known to contain excessive amounts of radioactive minerals; therefore, radiation hazards at the site, in our opinion, should be minimal. However, this should be verified either before or after construction with site testing for radon gas. Site Gradina and Utilities Specifications pertaining to site grading are included below and in Appendix C of this report. It is recommended that the upper six (6) inches of topsoil below building, filled and paved areas be stripped and stockpiled for reuse in planted areas. The upper six (6) inches of the -5- subgrade below building, paved and filled areas should be scarified and recompacted two percent (20) wet of optimum moisture to at least ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78. (See Appendix C.) Finished subgrade below building and paved areas should be placed a minimum of three (3) feet above existing ground water and/or the bedrock stratum. Where this subgrade compaction cannot be obtained due to saturated or unstable subsoil conditions, the subgrade should be stabilized by use of granular pit -run material or by the use of geotextiles. It is suggested that the areas of poor drainage be regraded and filled to allow for good positive drainage. These areas may be used for ponds or open space. If these areas are filled, they should be stabilized by geotextiles and/or granular pit run and filled with imported granular materials approved by the geotechnical engineer. It is recommended that all debris, concrete, lumber and other unsuitable material from existing residences and outbuildings at the site to be razed should be removed and wasted from the site. All existing excavations should be thoroughly cleaned of all debris and concrete and inspected by the geotechnical engineer prior to backfilling. The excavated areas should be backfilled with the on -site soils or imported granular materials approved by the geotechnical engineer. All fill and backfill should be placed in uniform six (6) to eight (8) inch lifts and mechanically compacted two percent (20) wet of optimum moisture to a minimum of ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78. For stability, all cut and fill slopes placed at the site should be constructed on grades of 2:1 or flatter. In computing earthwork quantities, an estimated shrinkage factor of eighteen percent (180) to twenty-three percent (23%) may be used for the on -site clays compacted to the above -recommended density. A shrinkage factor of fifteen percent (15%) to twenty percent (20%) may be used for the on -site bedrock used as compacted fill. Utility trenches dug four (4) feet or more into the upper subsoils should be excavated on stable and safe slopes in accordance with OSHA regulations, or the excavations should be properly shored. The firm bedrock may be excavated on near -vertical slopes. Excavation of the firm bedrock may require the use of heavy-duty construction equipment M equivalent to track mounted excavator having a gross weight of ninety thousand (90,000) pounds. Where utilities are excavated below ground water, dewatering will be needed during placement of pipe and backfilling for proper construction. All piping should be adequately bedded for proper load distribution. Backfill placed in utility trenches in open and planted areas should be compacted in uniform lifts at optimum moisture to at least ninety percent (900) of Standard Proctor Density ASTM D 698-78 the full depth of the trench. The upper four (4) feet of backfill placed in utility trenches under roadways and paved areas should be compacted at or near optimum moisture to at least ninety-five percent (950) of Standard Proctor Density ASTM D 698-78, and the lower portion of these trenches should be compacted to at least ninety percent (90%) of Standard Proctor Density ASTM D 698-78. Addition of moisture to and/or drying of the subsoils may be needed for proper compaction. Proper placement of the bedrock as backfill may be difficult. Stripping, grubbing, subgrade preparation, and fill and backfill placement should be accomplished under continuous observation of the geotechnical engineer. Field density tests should be taken daily in the compacted subgrade, fill, and backfill under the direction of the geotechnical engineer. Foundations In view of the loads transmitted by the proposed construction and the soil conditions encountered at the site, it is recommended that the structures be supported by conventional -type spread footings and/or grade beams. All footings and/or grade beams should be founded on the original, undisturbed soil or on a structural fill extended to the undisturbed soil. All footings should be placed a minimum of three (3) feet above the bedrock stratum, and all exterior footings should be placed a minimum of thirty (30) inches below finished grade for frost protection. The structural fill should be constructed in accordance with the recommendations discussed in the "Site Grading and Utilities" section of this report. The structural integrity of the fill as well as the -7- identification and undisturbed nature of the soil should be verified by the geotechnical engineer prior to placement of any foundation concrete. Based on preliminary test results, footings and/or grade beams founded at the above levels may be designed for a maximum allowable bearing capacity of between one thousand (1000) to three thousand (3000) pounds per square foot (dead load plus maximum live load). To counteract swelling pressures which will develop if the subsoils become wetted, all footings and/or grade beams founded on the drier clay soils should be designed for a minimum dead load of five hundred (500) to one thousand (1000) pounds per square foot. Structures founded in or within three (3) feet of the bedrock stratum should be supported by a drilled pier foundation system. Using this type of foundation system, the structure is supported by piers drilled into the bedrock stratum and structural grade beams spanning the piers. Piers should be straight -shaft and should be drilled within plumb tolerances of one and one-half percent (1-1 /2%) relative to the length of the pier. The piers are supported by the bedrock stratum partially through end bearing and partially throuqh skin friction. It is recommended that all piers be drilled a minimum of three (3) feet into the firm bedrock stratum. Based on preliminary test results, piers founded at the above level may be designed for a maximum allowable end bearing pressure of between fifteen thousand (15,000) to thirty thousand (30,000) pounds per square foot. It is estimated that a skin friction of between one thousand five hundred (1500) to three thousand (3000) pounds per square foot will be developed for that portion of the pier embedded three (3) feet into the firm bedrock stratum. To counteract swelling pressures which will develop if the subsoils become wetted, all piers should be designed for a minimum dead load of between three thousand (3000) to five thousand (5000) pounds per square foot. Where this minimum dead load requirement cannot be satisfied, it is recommended that skin friction from additional embedment into the firm bedrock be used to resist uplift. To help provide the required skin friction, the sides of the pier drilled into the bedrock stratum should be roughened. All piers should be reinforced their full length to resist tensile stresses created by swelling pressures acting on the pier. It is N recommended that all grade beams have a minimum four (4) inch void between the bottom of the beam and the soil below. Drilled piers should be designed to resist all induced lateral forces. Where bedrock is encountered below ground water, temporary casing of the drill holes may be required. It is recommended that all piers should have minimum twelve (12) to eighteen (18) inch diameters and ten (10) foot lengths. It is strongly recommended that the geotechnical engineer be present during the drilling operations to (1) identify the firm bedrock stratum, (2) assure that proper penetration is obtained into the sound bedrock stratum, (3) ascertain that all drill holes are thoroughly roughened, cleaned and dewatered prior to placement of any foundation concrete, (4) check all drill holes to assure that they are plumb and of the proper diameter, and (5) ensure proper placement of concrete and reinforcement. Basements and Slabs on Grade Basement construction is feasible at the site, provided finished basement slabs are placed a minimum of three (3) feet above existing ground water and/or the bedrock stratum. Where structures are placed within three (3) feet of the bedrock and/or ground water, complete dewatering systems should be provided around the lower portions of the structures. Subgrade below slabs on grade should be prepared in accordance with the recommendations discussed in the "Site Grading and Utilities" section of this report. It is recommended that all slabs on grade be designed structurally independent of bearing members. GENERAL COMMENTS It should be noted that this was a preliminary investigation and that the bearing capacities recommended in this report are based on preliminary tests. Due to variations in soil and ground water conditions and swelling pressures encountered at the site, it is recommended that additional test borings be made prior to construction. Samples obtained from the borings should be tested in the laboratory to provide a basis for evaluating subsurface conditions. -10- APPENDIX A. TEST BORING LOCATION PLAN AND GEOLOGIC MAP 5kYWA-r btzIvE 6�5,ALr--- II'=400 -2 EMPIRE LABORATORIES, INC. KEY TO BORING LOGS �'�✓ TOPSOIL �••�` GRAVEL ® FILL L SAND & GRAVEL SILT El SILTY SAND & GRAVEL CLAYEY SILT P-771 o 0o COBBLES SANDY SILT .. ` o ., SAND, GRAVEL & COBBLES ® CLAY f�l WEATHERED BEDROCK SILTY CLAY SILTSTONE BEDROCK SANDY CLAY ® CLAYSTONE BEDROCK aSAND SANDSTONE BEDROCK F•77 i. SILTY SAND ® LIMESTONE CLAYEY SAND xxx x x ■ x x GRANITE SANDY SILTY CLAY F-1 SHELBY TUBE SAMPLE STANDARD PENETRATION DRIVE SAMPLER WATER TABLE 24 HOURS AFTER DRILLING C T HOLECAVED 5/12 Indicates that 5 blows of a 140 pound hammer falling 30 inches was required to penetrate 12 inches. A-3 EMPIRE LABORATORIES, INC. MA M wo � NOR Lam ® W ® ♦ ®A LOG OF BORINGS pErTf . 00.5 �0. �, �0-7 - �0-g I J 10 15 20 2! VJF MAMMA �%' • :WArNSA y y i :i WA WA►iregm W m � m ® m A -J EMPIRE LABORATORIES, INC. No Text o c N N N N N N N N N N N I\ CY) O O M :I- LO t\ ct O O O O .--I O O. Ln Ln ,-� N .--1 Ln L O N —4 N LO �U m= jr 0 c .0 0 N U t/ u=y . y = mQ N � U CL x t\ 3 m 0 v c � T X u y 'o aC I� tNp C r•i CL v .. 00 C/) JJ— N F- J D cn LLI c = a W LL d� O Iwo i 0 cc Q y 'K � ma O O OD y MO LO O -� n— d L LL O O M O r-A c i E in — N M O 0 U Ib O O H V O r .--� O M O .--1 01 L O ^ CO N 01 N M 01 Ol In lD O :t N t�D :zY N 01 I� o— �--� N . -i N .-+ M N • i c0 . I tD . -i r-I 01 -� N N Ol N N M O I\ O Lf) cJ b L,) CDL7 CDM Lo CD CD O LO CD CD co LO L..7 O CD L• � M Q1 b a �; .--1 l0 I� �--I r•i �• LP Cb -0� r-I e--1 d' LP I� I rl 1 .--1 1 1 LP I CO 1 ri I 0 a)LL O— I in 1 O I O 1 L1� I O 1 Ln 1 O 1 O I O I O 1 LA I O I O O O tf) O O Ln O � O M l0 O O C c OZ N M � jC O] tj -L c . O c N N N N N N N N N N N N N e--1 lD 4 —1 co �' CM O O LD N O � 1.0 O O r\ � CO co CDa c Cl M Ln N N N Ln �-1 m LO Ln r� �U d= Ir O c °p N -� U i� Q D L7i � Q U � � Q a. x N 'o a Lc� c x O A CL -1 cr J N W = a LLJ LL " m o Vl7 - y cc Q m D 3 0 y Ln O O N y m a Ln M r y rnLL O O O c:CL 0N- Ln d Mo N U LL M M N ► C y a 07 co "I 01 r-I n O N O LP lD 1� Lfi lD LD Lli al 01 L(i Ln O Ln Lf7 lf> .-1 n O LL7 tD O N l.D ct' CJ rM ct lD t\ O O al O '-1 O r-1 N -1 Ln n CO N N N M M N N N --1 r 1 -I r-I Ln O O O Ln O O O Lo O Ln � • If) O O O O Ln �- Ln 0) 00 r r\ Co ,� � � Ln I I I 1 0..; d LL I Lo I O 1 O 1 O 1 O 1 O I LI) I O I O I O I O 1 Lo I CD 1 O 1 Ln I O 1 Lfi I O O O O CD O d Ol O M n 4 O M t\ n O M rn C p oZ k ^ co Q1 13-3 No Text APPENDIX C. Suggested Minimum Specifications for Placement of Compacted Earth Fill and/or Backfills GENERAL The geotechnical engineer shall be the owner's, architect's, engineer's or contractor's representative to observe placement of compacted fill and/or backfill on the project. The geotechnical engineer or his representative shall approve all earth materials prior to their use, the method of placement and the degree of compaction. MATERIALS Soils used for all compacted fill and backfill shall be approved by the geotechnical engineer or his representative prior to their use. Fill material shall be free from organic matter, frozen material and other unsuitable substance and shall not contain rocks or lumps having a diameter greater than six (6) inches. SUBGRADE PREPARATION All topsoil, vegetation, trees, brush, timber, debris, rubbish and all other unsuitable material shall be removed to a depth satisfactory to the geotechnical engineer or his representative. The material shall be disposed of by suitable means prior to beginning preparation of the subgrade. The subgrade shall be scarified a minimum depth of six (6) inches, moisture conditioned as necessary and compacted in a suitable manner prior to placement of fill material. Fill shall not be placed until approval by the geotechnical engineer or his representative; and in no case, shall fill material be placed on frozen or unstable ground. Subgrade which is not stable may require the use of imported granular material, geotextiles or other methods for stabilization as approved by the geotechnical engineer. FILL PLACEMENT Fill material shall not be placed during unfavorable weather conditions. Material proposed for use as fill shall be approved by the geotechnical engineer or his representative prior to use. Proposed import material shall be approved by the geotechnical engineer or his representative prior to hauling to the project site. Fill material shall be C-2 uniformly mixed such as to preclude the formation of lenses of material differing from the surrounding material. All clods shall be broken into small pieces. The contractor shall construct the fill in approximately horizontal lifts extending the entire length of the fill. The thickness of the layers before compaction shall not be greater than eight (8) inches. Fill being placed on slopes or hillsides shall be benched into the existing slope. A minimum two (2) foot horizontal bench shall be cut into the existing excavated slope for each four (4) feet vertical of fill, or each lift should be benched slightly into the existing grade. MOISTURE CONTROL Prior to and during compaction operations, the fill material being placed shall be maintained within the range of optimum moisture specified. A general recommendation is to maintain the fill material within two percent (2%) plus or minus of optimum moisture so that proper compaction to the specified density may be obtained with a minimal effort. In building pad and paved areas, material exhibiting swelling potential shall be maintained between optimum moisture and two percent (296) wet of optimum moisture content. The moisture content of the fill material shall be maintained uniform throughout the fill. The contractor may be required to add necessary moisture to the fill material and to uniformly mix the water with the fill material if, in the opinion of the geotechnical engineer, it is not possible to obtain uniform moisture content by adding water on the fill surface. If, in the opinion of the geotechnical engineer, the material proposed for use in the compacted fill is too wet to permit adequate compaction, it shall be dried in an acceptable manner prior to placement and compaction. Uniform mixing may require discing, blading or other methods approved by the geotechnical engineer or his representative. Adjustments of moisture content shall be made on the basis of determinations of moisture content by field tests as construction progresses. COMPACTION The contractor shall furnish and operate the necessary types and kinds of equipment to perform the operations required to obtain the specified compaction. This equipment may include approved tamping rollers, rubber tired rollers, smooth wheeled rollers and vibratory rollers. If a sheepsfoot roller is used, it shall be provided with cleaner bars so attached as to prevent the accumulation of material between the tamper feet. Fill areas which are not accessible to full-sized construction equipment shall be placed in maximum four (4) inch lifts and compacted with power tampers to the specified density. C-3 Compaction should meet the minimum percentages of maximum density as set forth in the project specifications or the recommendations of the report. The contract specifications supercede the recommendations given in this report. MOISTURE DENSITY RELATIONSHIP DETERMINATION Samples of representative fill materials to be placed shall be furnished by the contractor to the geotechnical engineer for determination of maximum density and optimum moisture or relative density. Sufficient laboratory moisture density or relative density curves will be made to determine the optimum moisture content and maximum density for the various soils placed as fill. Tests for this determination will be made using the appropriate method conforming to the requirements of ASTM D 698 (Standard Proctor), ASTM D 1557 (Modified Proctor) or ASTM D 4253, D 4254 (Relative Density). The materials used for fill shall be classified in accordance with ASTM D 2487 in order to permit correlation between the moisture density relationship data and the material being placed and compacted. Copies of the results of these tests will be furnished to the client and others as directed by the client. These test results shall be the basis of control for all compaction effort. FIELD DENSITY AND MOISTURE TESTS The in -place density and moisture content of compacted fill will be determined by the geotechnical engineer or his representative in accordance with ASTM D 1556 (sand cone method) or ASTM D 2922, D 3017 (nuclear methods). Material not meeting the required compaction and/or moisture specifications shall be recompacted and/or moisture conditioned until the required percent compaction and/or moisture content is obtained. Sufficient compaction tests shall be made and submitted to support the geotechnical engineer's or his representative's recommendations. The results of density tests will also be furnished to the client and others as directed. C-4 APPENDIX D. SOILS MAP Y p� IV I; l 35 r Z �5 3 No r-orTGoLl-106-1 loAM 54 kI M I oAM 1119 -- 3� 51p ki"--f4AL-ulae l,oa.MS 1- 151 IAA t->- 615 M I r>WAf GI -AT L-OAM t�o f 19 WI 15-'( hiLt lOArl I D-2 EMPIRE LABORATORIES, INC. 36—Fort Collins loam, 3 to 5 percent slopes. This gently sloping soil is on the edges of terraces and fans. This soil has a,profile similar to the one described as representative of the series, but the combined thick- ness of the surface layer and subsoil is about 20 inches. Included with this soil in mapping are a few areas of soils that are more sloping or less sloping. Also in- cluded are small areas of Stoneham and Kim soils and a few areas of soils that have a gravelly surface layer. Runoff is moderate, and the hazards of wind and water erosion are moderate. If irrigated, this soil is suited to corn, barley, and alfalfa and, to a lesser extent, sugar beets and dry beans. Under dryland management it is suited to wheat and barley., It is also well suited to pasture and native grasses. Capability units IIIe-2, irrigated, and IVe-3, dryland; Loamy Plains range site; windbreak suitability group 1. 5 1—Kim loam, 3 to 5 percent slopes. This gently sloping soil is on uplands and fats. This soil has a profile similar to the one described as representative of the series, but the surface layer is about 10 inches thick. Included with this soil in mapping are small areas of soils that are more sloping or less sloping and small areas of soils that have a surface layer of clay loam. A water table is within the root zone during the grow- ing season in a few small areas. Also included are a few small areas of Fort Collins, Stoneham, and Theda- lund soils. Runoff is medium, and the hazard of erosion is mod- erate. If irrigated, this soil is suited to barley, alfalfa, and wheat and, to a lesser extent, corn and beans. Under dryland management it is suited to pasture and native grasses. Capability units Ille-2, irrigated, and IVe-3, dryl,und; I.oanny Plains range site; windbreak suit- ability group 1. 56—Kim-Thedalund loanns, 3 to 15 percent slopes. This complex consists of gently sloping to moderately steep soils on uplands, fans, and valleysides. It is about 45 percent Kinn loam and about 35 percent Thedalund loam. Kim loon is smoother and less sloping, and Thedalund loans is steeper. These soils have profiles similar to the ones described as representative of their respective series, but the surface layer is about 4 or 5 inches thick. Included with these soils in mapping are a few small areas of Renohill and Midway soils, a few small out- crops and gravel knobs, and some small seep spots. Runoff' is rapid, and the hazard of erosion is severe. These soils are mainly used for pasture and native grasses. Capability unit Vle-1, dryland; Loamy Plains range site; windbreak suitability group 1. 65-51idway clay loam, 5 to 25 percent slopes. 'finis strongly sloping to moderately steep soil is on uplands. Included with this soil in mapping are a few small yeas of soils that have a surface layer of clay and a few small areas of soils that have gravel on the surface. Also included are small areas -of Shale outcrop and Renohill soils. Runoff is rapid, and the hazard of erosion is severe. This soil is suited to pasture and native grasses. Capability unit Vle-3, dryland; Shaly Plains range site; windbreak suitability group 4. 119—Wiley silt loam, 3 to 5 percent slopes. This gently sloping soil is on uplands. This soil has the profile described as representative of the series. Included with this soil in mapping are a few small areas of soils that have a subsurface layer of silt loam or loam. Also included are a few small areas of soils that are more sloping or less sloping and a few small areas of soils that have a surface layer of silty clay loam. Runoff is medium, and the hazard of erosion is moderate. If irrigated, this soil is suited to barley, wheat, and alfalfa and, to a lesser extent, corn, sugar beets, and beans. Under dryland management it is suited to wheat and barley. It is also well suited to pasture and native grasses. Capability units IIIe-2, irrigated, and IVe-3, dryland; Loamy Plains range site; windbreak suit- ability group 1. D-3