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COBBLESTONE CORNERS PUD - FINAL - 55-87F - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT
I.. 1 , GEOTECHNICAL ENGINEERING REPORT PROPOSED 34 PATIO HOME DEVELOPMENT SOUTH SHIELDS STREET FORT COLLINS, COLORADO ELI PROJECT NO. 20935109 I , Prepared for: MR. JOE SHRADER c/o DEINES LUMBER 1810 WEST EISENHOWER BOULEVARD LOVELAND, COLORADO 80537 Empire Laboratories, Inca -------- A Division of The Terracon Companies, Inc. ,4 Pg0 139 p0 Empire Laboratories Inc. cr N A Division of The Terracon Companies, Inc. P.O. Box 503 • 301 No.Howes Fort Collins,Colorado 80522 "" ) k,.TA, ,1`.,,A. (303)484-0359 FAX No.(303)484-0454 Chester C.Smith, RE. Neil R.Sherrod,C.P.G. 7 June 25, 1993 Mr. Joe Shrader c/o Deines Lumber 1810 West Eisenhower Boulevard • Loveland, Colorado 80537 Re: Geotechnical Engineering Report, Proposed 34 Patio Home Development South Shield Street Fort Collins, Colorado ELI Project No: 20935109 • Empire Laboratories, Inc. (ELI) has completed a geotechnical engineering exploration for the proposed project to be located at South Shields Street south of Horsetooth Road in southwest Fort Collins, Colorado. This study was performed in general accordance with our proposal number D2093019 dated March 30, 1993 except that 9 borings were drilled at the site at your request - instead the originally proposed 6 borings. The results of our engineering study, including the boring location diagram, laboratory test results, test boring records, and the geotechnical recommendations needed to aid in the design and construction of foundations and other earth connected phases of this project are attached. The pavement design for this project will be submitted as an addendum to this report when traffic data becomes available to us. The subsurface exploration indicated soil conditions which are typical of soils commonly found in the Fort Collins area. The subsurface soils at the site consisted of primarily lean clay, sandy lean clay and sand and gravel. Claystone-sandstone bedrock was encountered below the soil strata. The information obtained by the results of field exploration and laboratory testing completed for this study indicates that the soils and bedrock at the site have low expansive potential. • Based on the geotechnical engineering analyses,subsurface exploration and laboratory test results, we recommend that the proposed patio homes be supported on a spread footing and/or continuous grade beam foundation system bearing on the undisturbed soils. A drilled pier and grade beam foundation system is a possible alternative for deep foundations on the east portion of the site. Slab-on-grade may be utilized for the interior floor systems placed on the on-site clays provided Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers Arizona: Tucson • Colorado: Colorado Springs, Denver, Ft.Collins,Greeley, Longmont N Idaho: Boise ® Illinois: Bloomington, Chicago,Rock Island • Iowa: Cedar Falls,Cedar Rapids, Davenport, Des Moines,Storm Lake m Kansas: Lenexa,Topeka, Wichita g Minnesota: St. Paul g Missouri: Kansas City ■ Nebraska: Lincoln,Omaha M Nevada: Las Vegas • Oklahoma: Oklahoma City,Tulsa ® Texas: Dallas g Utah: Salt Lake City g Wyoming: Cheyenne QUALITY ENGINEERING SINCE 1965 4 is Terracon Mr. Joe Shrader ELI Project No. 20935109 that care is taken in the placement and compaction of the subgrade soil. If no movement of slabs can be tolerated, consideration should be given to use of structural floor systems where basement excavations extend into or within 2 feet of the bedrock stratum. Other design and construction details, based upon geotechnical conditions, are presented in the report. We have appreciated being of service to you in the geotechnical engineering phase of this project, and are prepared to assist you during the construction phases as well. If you have any questions concerning this report or any of our testing, inspection, design and consulting services, please do not hesitate to contact us. oou'►iinno, Sincerely, sc�OF�,. EMPIRE LABORATORIES, INC. •= ` `� •:'' Ao_ A Division of The Terracon Companies, Inc. _ 23702 - 4 F sa R. Schoenfeld,. 6 R .P.E. e/`oniniivNA`11E�`'\\``���� Geotechnical Engineer •'' `�, ,f(GIST6,, :'• Reviewed by: Chester C. Smith, P.E. Division Manager LRS/CCS/cic Copies to: Addressee (3) ii i I Mr. Joe Shrader Terracon ELI Project No. 20935109 c: TABLE OF CONTENTS Page No. Letter of Transmittal INTRODUCTION 1 • PROPOSED CONSTRUCTION . . . . 1 SITE EXPLORATION 2 Field Exploration 2 Laboratory Testing 2 SITE CONDITIONS 3 SUBSURFACE CONDITIONS 3 Soil and Bedrock Conditions . . . 3 Laboratory Test Results 4 Groundwater Conditions 4 CONCLUSIONS AND RECOMMENDATIONS 5 General Considerations 5 Foundation Systems 5 Foundation System Requirements for Basements in or near Bedrock 6 Basement Construction 8 Lateral Earth Pressures 9 Seismic Considerations 9 Floor Slab Design and Construction 10 Earthwork 10 General Considerations 10 Site Clearing 11 Excavation 11 Slab Subgrade Preparation 11 Pavement Subgrade Preparation 12 Fill Materials 12 Placement and Compaction 13 Slopes 14 Compliance 14 Utility Construction 14 Drainage 15 Surface Drainage 15 Subsurface Drainage 15 Additional Design and Construction Considerations 16 Exterior Slab Design and Construction 16 Underground Utility Systems 16 Corrosion Protection 16 i Mr. Joe Shrader Terracon ELI Project No. 20935109 L" TABLE OF CONTENTS (Cont'd) Page No. GENERAL COMMENTS 16 I APPENDIX A Figure No. SITE PLAN 1 Logs of Borings Al thru A9 APPENDIX B Laboratory Test Data: Consolidation Test B1 Summary of Test Results B2 APPENDIX C: GENERAL NOTES Drilling & Exploration Cl Unified Soil Classification C2 Bedrock.Classification, Sedimentary Bedrock C3 Laboratory Testing, Significance and Purpose C4 Report Terminology C5 iv GEOTECHNICAL ENGINEERING REPORT Terracon PROPOSED 34 PATIO HOME DEVELOPMENT SOUTH SHIELDS STREET FORT COLLINS, COLORADO ELI PROJECT NO. 20935109 �... JUNE 25, 1993 • INTRODUCTION . This report contains the results of our geotechnical engineering exploration for the proposed project to be located on the west side of South Shields Street, south of Horsetooth Road in southwest Fort Collins, Colorado. The site is located in the East 1/2 of Section 34, Township 7 North, Range 69 West of the 6th Principal Meridian. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • subsurface soil and bedrock conditions • groundwater conditions • foundation design and construction • lateral earth pressures • basement construction • floor slab design and construction • earthwork • drainage • pavement design and construction (to be provided in an addendum to this report) The conclusions and recommehdations contained in this report are based upon the results of field and laboratory testing, engineering analyses, and experience with similar soil and structural conditions. PROPOSED CONSTRUCTION Based on information provided concerning construction, the proposed buildings will be duplex and four-plex patio homes with crawl-space, garden-level and/or basement construction. Although final site grading plans were not available prior to preparation of this report, ground floor levels are anticipated to be at, or near existing site grade. Other major site development will include the construction of light and heavy residential streets. However, the pavement design for this project will be submitted as an addendum to this report when traffic data becomes available to us. IT [ ' 4 S I-, _.. Mr. Joe Shrader Terracon EELI Project No. 20935109 SITE EXPLORATION 11 The scope of the services performed for this project included site reconnaissance by a field I, geologist, a subsurface exploration program, laboratory testing and engineering analyses. Field Exploration: A total of 9 test borings were drilled to depths of 15 feet at the locations shown on the Site Plan, Figure 1. Six borings were drilled within the footprint of the proposed L buildings, and three borings were drilled in the area of proposed streets. All borings were advanced with a truck-mounted drilling rig, utilizing 4-inch diameter solid stem auger. is The location of borings were positioned in the field by measurements from the northeast property corner. Elevations were taken of the ground surface at each boring location by measurements with an engineer's level from a bench mark (BM) shown on the Site Plan. The accuracy of boring locations and elevations should only be assumed to the level implied by the methods used to 1 determine each. Continuous lithologic logs of each boring were recorded by the field geologist during the drilling operations. At selected intervals, samples of the subsurface materials were taken by means of thin-walled Shelbytubes, ordrivingslit-soon samplers. Representative bulk samples pushing by split-spoon P P P of subsurface materials were obtained from each pavement boring. Penetration resistance measurements were taken with each sampling with the split-spoon by 1 driving the sampler with a 140 pound hammer falling 30 inches. When properly interpreted, the penetration resistance is a useful index to the consistency, relative density or hardness of the materials encountered. Groundwater conditions were evaluated in each boring at the time of site exploration, and two days after drilling. 9 Laboratory Testing: All samples retrieved during the field exploration were returned to the laboratory for evaluation by the project geotechnical engineer, and were classified in accordance with the Unified Soil Classification system described in Appendix C. Samples of bedrock were classified in accordance with the general notes for Bedrock Classification. At that time, the field descriptions were confirmed or modified as necessary,final boring logs prepared, and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Boring Logs for the project are presented in Appendix A. Selected soil and bedrock samples were tested for the following engineering properties: 2 (.: • Lei Mr. Joe Shrader Terracon ELI Project No. 20935109 • Water content • Dry density • Unconfined compression • Expansion • Consolidation • Plasticity • Soluble sulphate content I R-Value The significance and purpose of each laboratory test is described in Appendix C. Laboratory test results are presented in Appendix B, and were used for the geotechnical engineering analyses, and the development of foundation and earthwork recommendations. All laboratory test were performed in general accordance with applicable ASTM, local or other accepted standards. SITE CONDITIONS The site is a fenced horse pasture vegetated with grass. The property is bordered by existing - residences to the north, South Shields Street the east, a residence with horse sheds to the southeast, open land extending to the south and a row of cottonwood trees and the Pleasant Valley and Lake Canal to the west. The area slopes gently to the east and exhibits fair to poor surface drainage in this direction. SUBSURFACE CONDITIONS Soil and Bedrock Conditions: The following describes the characteristics of the primary strata encountered at the site in order of increasing depths. 1. Fill and Topsoil: An 8%-foot layer of fill was encountered at the surface of Boring 4. The fill consists primarily of red sandy lean clay with some gravel. It is not known whether the fill has been uniformly or properly compacted; therefore, it should not be used as a foundation material. A %-foot layer of silty topsoil was encountered at the surface of the remainder of the borings drilled at the site. The topsoil and the upper %-foot of fill encountered in Boring 4 have been penetrated by root growth and organic matter and should not be used as a bearing soil or as a structural fill and/or backfill material. 2. Lean Clay and Lean Clay with Gravel: A 1- to 3-foot layer of dark brown lean clay was encountered below the fill and topsoil in all borings drilled at the site. The lean clay is 3 0 0 L.. Mr. Joe Shrader Terracon ELI Project No. 20935109 plastic, contains relatively minor amounts of sand and minor to moderate amounts of fine gravel and is medium stiff to stiff in its moist in situ condition. 3. Sandy Lean Clay and Sandy Lean Clay with Gravel: The lower red clay stratum was encountered in eight of the test borings at depths of 1 to 10 feet below the surface and extends to depths of 4%2 to 141/2 feet below the surface. The lean clay is plastic, contains substantial quantities of sand and minor to moderate amounts of gravel and is soft to stiff 1..., in its moist to wet in situ condition. 4. Sand with Gravel and Clayey Sand with Gravel: The granular stratum was encountered in Borings 2 and 9 at depths of 13 and 11 %2 feet below the surface, respectively and extends to the underlying bedrock stratum or to the depth explored. The granular stratum contains minor to moderate amounts of fines and is loose to medium dense in its wet in situ condition. 1 5. Lean Clay with Sand: A layer of olive lean clay was encountered below the upper clay strata in Borings 3 and 6 at depths of 6 and 3 feet below the surface, respectively, and • extends to the underlying bedrock stratum or to the depth explored. In our opinion this clay stratum is the result of extreme weathering of the underlying bedrock stratum. The lean clay is plastic, contains relatively moderate quantities of sand and is stiff in its moist to wet in situ condition. 6. Claystone-Sandstone Bedrock: The bedrock stratum was encountered in seven of the test borings at depths of 4% to 14%2 feet below the surface and extends to the depths explored. The majority of the bedrock encountered is highly weathered; however, the lower 1 to 5 feet of bedrock encountered in Borings 6 and 7 is very hard in its moist in situ condition. Laboratory Test Results: Laboratory test results indicate that the clay subsoils at shallow depth have low expansive potential. The weathered claystone-sandstone bedrock has low expansive potential in it's current moist in-situ condition. Groundwater Conditions: Groundwater was encountered at depths of 10 to 12% feet in five of the test borings at the time of field exploration. When checked two days after drilling, groundwater was measured at depths of 9%2 to 11 %2 feet. These observations represent only current groundwater conditions, and may not be indicative of other times, or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions. 4 • - Mr. Joe Shrader Terracon ELI Project No. 20935109 Zones of perched and/or trapped groundwater may also occur at times in the subsurface soils overlying bedrock, or within permeable fractures in the bedrock materials. The location and amount of perched water is dependent upon several factors, including hydrologic conditions, type of site development, seasonal and weather conditions. Fluctuations in groundwater levels can best be determined by implementation of a groundwater monitoring plan. Such a plan would include periodic measurement of groundwater levels over a sufficient period of time. CONCLUSIONS AND RECOMMENDATIONS General Considerations: Because of variations in the engineering properties of the on-site soils and bedrock, foundation bearing levels, structural loads, and possible final grades, the following - foundation systems were evaluated for use on the site: ® spread footings bearing on undisturbed soils or structural fill; ® grade beams and straight shaft piers drilled into bedrock. Foundation Systems: Due to the presence of low-swelling soils on the site, spread footing and/or continuous grade beam foundations bearing upon undisturbed subsoils, recompacted native soils, and/or engineered fill are recommended for support of crawl space, garden level or basement foundations placed at least 2 feet above the bedrock surface. The footings may be designed for a maximum bearing pressure of 1,500 psf. In addition, the footings should be sized to maintain a minimum dead-load pressure of 500 psf. Existing fill on the site should not be used for support of foundations without removal and recompaction. Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection. Interior footings should bear a minimum of 12 inches below finished grade. Finished grade for perimeter footings is the lowest adjacent grade and finished grade for interior footings is floor level. The design bearing capacities apply to dead loads plus design live load conditions. The design bearing capacity may be increased by one-third when considering total loads that include wind or seismic conditions. Footings should be proportioned to minimize differential foundation movement. Proportioning on the basis of equal total settlement is recommended; however, proportioning to relative constant dead-load pressure will also reduce differential settlement between adjacent footings. Total or differential settlements resulting from the assumed structural loads are estimated to be on the order of 3/4-inchles) or less, provided that: 5 i I-- Mr. Joe Shrader Terracon L ELI Project No. 20935109 • foundations are constructed as recommended, and • essentially no changes occur in water contents of foundation soils. Additional foundation movements could occur if water from any source infiltrates the foundation soils; therefore, proper drainage should be provided in the final design and during construction. All footings, foundation walls, and masonry walls should be reinforced to reduce the potential for distress caused by differential foundation movements. The use of joints at openings or other discontinuities in masonry walls is recommended. Foundation excavations should be observed by the geotechnical engineer. If the soil conditions encountered differ significantly from those presented in this report,supplemental recommendations will be required. Foundation System Requirements for Basements in or near Bedrock: Due to the presence of relatively shallow claystone-sandstone bedrock on the east portion of the site, a grade beam and drilled pier foundation system is a requirement for support of basement foundations placed within 2 feet of the bedrock surface. Straight shaft piers drilled a minimum of 5 feet into the very hard - bedrock with a minimum shaft length of 10 feet are recommended. For axial compression loads, piers may be designed for a maximum end-bearing pressure of 15,000 pounds per square foot (psf), and skin friction of 1,500 psf for the portion of the pier in the very hard bedrock. Piers should be considered to work in group action if the horizontal spacing is less than six pier diameters. A minimum practical horizontal spacing between piers of at least three diameters should be maintained, and adjacent piers should bear at the same elevation. The capacity of individual piers must be reduced when considering the effects of group action. Capacity reduction is a function of pier spacing and the number of piers within a group. If group action analyses are necessary, capacity reduction factors can be provided for the analyses. Required pier penetration should be balanced against potential uplift forces due to expansion of the subsoils and bedrock on the site. For design purposes, the uplift force on each pier can be determined on the basis of the following equation: Up = 2xD Where: Up = the uplift force in kips, and D = the pier diameter in feet 6 • = Mr. Joe Shrader Terracon ELI Project No. 20935109 Only that portion of pier penetration below a depth of 7 feet, and in the bedrock strata should be L considered to resist the potential uplift force. To satisfy forces in the horizontal direction, piers may be designed for lateral loads using a soil modules of 200 tons per square foot for the portion of the pier in bedrock. The coefficient of r subgrade reaction for varying pier diameters is as follows: Pier Diameter Coefficient of Subgrade (inches) Reaction (tons/ft3) 10 240 12 200 18 130 i•_.. Lateral load design parameters are valid for maximum soil strain of five percent acting over a distance of one pier diameter. The soil modules and coefficient of subgrade reaction are ultimate values; therefore, appropriate factors of safety should be applied in the pier design. All piers should be reinforced full depth for the applied axial, lateral and uplift stresses imposed. The amount of reinforcing steel for expansion should be determined by the tensile force created by the uplift force on each pier, without allowance for dead-load. Minimum reinforcement of at least 1 percent of the cross-sectional area of each pier should be specified. To minimize potential uplift forces on piers, use of long grade beam spans to increase individual pier loading, and small diameter piers are recommended. For this project, use of a minimum pier diameter of 10 inches is recommended. A minimum 4-inch or greater void space should be provided beneath grade beams between piers. The void material should be of suitable strength to support the weight of fresh concrete used in grade beam construction, and to avoid collapse when foundation backfill is placed. Drilling to design depths should be possible with conventional rotary or single flight power augers. Groundwater conditions indicate that temporary steel casing will likely be required to properly drill and clean piers prior to concrete placement. Groundwater should be removed from each pier hole prior to concrete placement. Pier concrete should be placed immediately after completion of drilling and cleaning. If pier concrete cannot be placed in dry conditions, a tremie should be used 7 • • Mr. Joe Shrader Terracon ELI Project No. 20935109 1 for concrete placement. Due to potential sloughing and raveling, foundation concrete quantities L may exceed calculated geometric volumes. If casing is used for pier construction, it should be withdrawn in a slow continuous manner maintaining a sufficient head of concrete to prevent infiltration of water or the creation of voids in pier concrete. Pier concrete should have a relatively high fluidity when placed in cased pier ( holes or through a tremie. Pier concrete with slump in the range of 6 to 8 inches is recommended. Free-fall concrete placement in piers will only be acceptable if provisions are taken to avoid striking the concrete on the sides of the hole or reinforcing steel. The use of a bottom-dump hopper, or 1.__ an elephants trunk discharging near the bottom of the hole where concrete segregation will be minimized, is recommended. To provide increased resistance to potential uplift forces, the sides of each pier should be mechanically roughened in the bearing strata. This should be accomplished by a roughening tooth placed on the auger. Pier bearing surfaces must be cleaned prior to concrete placement. A representative of the geotechnical engineer should inspect the bearing surface and pier configuration. Basement Construction: Groundwater was encountered on the site at depths of 9%2 to 11 /2 feet. below existing grade. Full-depth basement construction is considered feasible, provided that basement subgrade is at or above a depth of 6 feet from existing grade. To reduce the potential for groundwater to enter the basement of the structure, installation of a dewatering system is recommended. The dewatering system should, at a minimum, include an underslab gravel drainage layer sloped to a perimeter drainage system. The drainage system should consist of a properly sized perforated pipe, embedded in free-draining gravel, placed in a trench at least 12-inches in width. Gravel should extend a minimum of 3-inches beneath the bottom of the pipe to a minimum of 1-foot above the pipe. The drainage system should be sloped at a minimum 1/8 inch per foot to a suitable outlet, such as a sump and pump system. • The underslab drainage layer should consist of a minimum 6-inch thickness of free-draining gravel meeting the specifications of ASTM C33, Size No. 57 or 67. Cross-connecting drainage pipes should be provided beneath the slab between each patio home and should discharge to the perimeter drainage system. 8 i Mr. Joe Shrader Terracon ELI Project No. 20935109 Water stop is recommended at the junction of basement slabs and foundation walls, or at other locations where groundwater could enter the basement should it rise above present level. Consideration should also be given to including hydro-static relief valves in the basement slab. Lateral Earth Pressures: For soils above any free water surface, recommended equivalent fluid pressures for restrained elements are: ( ® Active: Cohesive soil backfill (on-site clay) 55 psf/ft Compacted granular backfill 35 psf/ft On-site bedrock materials not recommended for use The lateral earth pressures herein are not applicable for submerged soils. We should be consulted for additional recommendations if such conditions are to be included in the design. Fill against grade beams and retaining walls should be compacted to densities specified in "Earthwork." Compaction of each lift adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors. Overcompaction may cause excessive lateral earth pressures which could result in wall movements. Seismic Considerations: The project site is located in Seismic Risk Zone I of the Seismic Zone Map of the United States as indicated by the Uniform Building Code. Based upon the nature of the subsurface materials, a seismic site coefficient, "s" of 1.0 should be used for the design of structures for the proposed project (Uniform Building Code, Table No. 23-J). Floor Slab Designand Construction: Low swelling natural soils or engineered fill will support the upper level floor slabs. Some differential movement of a slab-on-grade floor system is possible should the subgrade soils increase in moisture content. Such movements are considered within general tolerance for normal slab-on-grade movements. To reduce any potential slab movements, the subgrade soils at the upper level should be prepared as outlined in the earthwork section of this report. If no movement of slabs can be tolerated, consideration should be given to use of structural floor systems where lower level excavations extend into or within 2 feet of the bedrock stratum. Additional floor slab design and construction recommendations are as follows: • Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. 9 I • Mr. Joe Shrader Terracon ELI Project No. 20935109 • Contraction joints should be provided in slabs to control the location and extent of cracking. Maximum joint spacing of 15 to 20 feet in each direction is recommended. • Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. , • Where slabs are placed on or near the bedrock stratum, a minimum 2-inch void space should be constructed above, or below nonbearing partition walls placed on the floor slab. Special framing details should be provided at door jambs and frames within partition walls to avoid potential distortion. Partition walls should be isolated from suspended ceilings. • In areas subjected to normal loading, a minimum 4-inch layer of aggregate base course should be placed beneath interior slabs. All lower level slabs surrounded by a perimeter drain should be underlain by a minimum 6-inch layer of free-draining gravel. • Floor slabs should not be constructed on frozen subgrade. • Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1 R are recommended. Earthwork: s General Considerations: ,The conclusions contained in this report for the proposed construction are contingent upon compliance with recommendations presented in this section. Although fills or underground facilities such as septic tanks, cesspools, basements, utilities were not observed during site reconnaissance, such features might be encountered during construction. • Site Clearing: 1. Strip and remove existing vegetation, debris, and other deleterious materials from proposed building and pavement areas. All exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. 10 l Mr. Joe Shrader Terracon ELI Project No. 20935109 2. If unexpected fills or underground facilities are encountered during site clearing, such features should be removed, the excavation thoroughly cleaned and backfilled. All excavations should be observed by the geotechnical engineer prior to backfill 9 placement. L_ 3. Stripped materials consisting of organic materials should be wasted from the site, or used to revegetate exposed slopes after completion of grading operations. If it is necessary to dispose of organic materials on-site, they should be placed in non- structural areas, and in fill sections not exceeding 5 feet in height. 4. Sloping areas steeper than 2:1 (horizontal:vertical) should be benched to reduce the potential for slippage between existing slopes and fills. Benches should be level and wide enough to accommodate compaction and earth moving equipment: 5. The site should be initially graded to create a relatively level surface to receive fill, and to provide for a relatively uniform thickness of fill beneath proposed building structures. 6. All exposed areas which will receive fill, once properly cleared and benched where necessary, should be scarified to a minimum depth of twelve inches, conditioned to near optimum moisture content, and compacted. • Excavation: 1. It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. 2. Depending upon depth of excavation and seasonal conditions, groundwater may be encountered in excavations on the site. Pumping from sumps may be utilized to control water within excavations. • Slab Subqrade Preparation: 1. Where existing soils will support floor slab, the soils should be scarified, moisture conditioned and compacted to a minimum depth of 6 inches. 11 • 1_, Mr. Joe Shrader Terracon ELI Project No. 20935109 2. A minimum 4-inch layer of aggregate base course should be placed beneath upper ` level slabs. All lower level slabs surrounded by a perimeter drain should be L. underlain by a minimum 6-inch layer of free-draining gravel. • Pavement Suborade Preparation: The subgrade should be scarified, moistened as required, and recompacted for a minimum depth of 6 inches prior to placement of fill and pavement materials. l_. e Fill Materials: 1. Clean on-site soils or imported materials may be used as fill material for the following: • general site grading • exterior slab areas • foundation areas • pavement areas • interior floor slab areas • foundation backfill 2. Select granular materials should be used as backfill behind walls which retain earth. 3. Frozen soils should not be used as fill or backfill. 4. Imported soils (if required) should conform to the following: • Gradation (ASTM C136): percent finer by weight 6" 100 3" 70-100 No. 4 Sieve 50-100 No. 200 Sieve 15 (max) • Liquid Limit 30 (max) • Plasticity Index 15 (max) • Maximum expansive potential(%)* 1.5 12 Li ' , 0III, j L. Mr. Joe Shrader Terracon ELI Project No. 20935109 Li *Measured on a sample compacted to approximately 95 percent of the 1,7 ASTM D698 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 100 psf surcharge and submerged. H 5. Aggregate base should conform to Colorado Department of Transportation Class 6 specifications. L 0 Placement and Compaction: L__ 1. Place and compact fill in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. 2. Uncompacted fill lifts should not exceed 10 inches loose thickness. 3. No fill should be placed over frozen ground. 4. Materials should be compacted to the following: Minimum Percent Material Compaction(ASTM D698) On-site soils: Beneath foundations 95 Beneath slabs 95 Beneath pavements 95 Imported fill: Beneath foundations 95 Beneath slabs 95 Beneath pavements 95 Aggregate base (beneath slabs) 95 Miscellaneous backfill 90 5. On-site clay soils should be compacted within a moisture content range of optimum to 2 percent above optimum in paved areas. All other on-site clay soils should be 13 ' ®• -- Mr. Joe Shrader Terracon ELI Project No. 20935109 compacted within-a moisture content range of 2 percent below to 2 percent above optimum. Imported soils should be compacted within a moisture range of 3 percent below to 3 percent above optimum. • Slopes: 1. For permanent slopes in compacted fill areas, recommended maximum configurations for on-site materials are as follows: Maximum Slope Material. Horizontal:Vertical. Cohesive soils (clays) 2:1 If steeper slopes are required for site development, stability analyses should be completed to design the grading plan. 2. The face of all slopes should be compacted to the minimum specification for fill embankments. Alternately, fill slopes can be over-built and trimmed to compacted material. • Compliance: Recommendations for slabs-on-grade, foundations and pavement elements supported on compacted fills or prepared subgrade depend upon compliance with "Earthwork" recommendations. To assess compliance, observation and testing should be performed under the direction of the geotechnical engineer. • Utility Construction: Excavations into the on-site soils will encounter caving soils and possibly groundwater, depending upon the final depth of excavation. The individual contractor(s) should be made responsible for designing and constructing stable,temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards. For this site, the subsurface soils consisting of the granular materials can be considered Type C soils when applying the OSHA regulations. OSHA allows a maximum slope inclination of 1-1/21 (horizontal to vertical) for Type C soils in excavations of 20 feet or 14 • S II • Mr. Joe Shrader rr Tecon a ELI Project No. 20935109 less. If any excavation, including a utility trench, is extended to a depth of more than 20 feet, it will be necessary to have the side slopes designed by a professional engineer. Drainage: • Surface Drainage: 1. Positive drainage should be provided during construction and maintained throughout the life of the proposed construction. Infiltration of water into utility or foundation excavations must be prevented during construction. Planters and other surface features which could retain water in areas adjacent to the building or pavements should be sealed or eliminated. 2. In areas where sidewalks or paving do not immediately adjoin the structure, we. recommend that protective slopes be provided with a minimum grade of approximately 5 percent for at least 10 feet from perimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. 3. Downspouts, roof drains or scuppers should discharge into splash blocks or extensions when the ground surface beneath such features is not protected by exterior slabs or paving. 4. Sprinkler systems should not be installed within 5 feet of foundation walls. Landscape irrigation adjacent to the foundation system should be minimized or eliminated. • Subsurface Drainage: Free-draining, granular soils containing less than five percent fines (by weight) passing a No. 200 sieve should be placed adjacent to walls which retain earth. A drainage system consisting of either weep holes or perforated drain lines (placed near the base of the wall) should be used to intercept and discharge water which would tend to saturate the backfill. Where used, drain lines should be embedded in a uniformly graded filter material and provided with adequate clean-outs for periodic maintenance. An impervious soil should be used in the upper layer of backfill to reduce the potential for water infiltration. 15 \I • • Mr. Joe Shrader Terracon ELI Project No. 20935'1 09 II Additional Design and Construction Considerations: • Exterior Slab Design and Construction: Exterior slabs-on-grade, exterior architectural features, and utilities founded on, or in backfill may experience some movement due to the volume change of the backfill. Potential movement could be reduced by: • minimizing moisture increases in the backfill [ • • controlling moisture-density during placement of backfill • using designs which allow vertical movement between the exterior features and adjoining structural elements • placing effective control joints on relatively close centers • allowing vertical movements in utility connections • Underground Utility Systems: All underground piping within or near the proposed structure should be designed with flexible couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts in grade beams should be oversized to accommodate differential movements. • Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type I Portland cement is suitable for all concrete on and below grade. However, if there is no, or minimal cost differential, use of ASTM Type ll Portland cement is recommended for additional sulfate resistance of construction concrete. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318-121. GENERAL COMMENTS It is recommended that the Geotechnical Engineer be retained to provide a general review of final design plans and specifications in order that grading and foundation recommendations may be interpreted and implemented. In the event that any changes of the proposed project are planned, the conclusions and recommendations contained in this report should be reviewed and the report modified or supplemented as necessary. The Geotechnical Engineer should also be retained to provide services during excavation, grading, foundation and construction phases of the work. Observation of footing excavations should be performed prior to placement of reinforcing and concrete to confirm that satisfactory bearing materials are present and is considered a necessary part of continuing geotechnical engineering 16 L • Mr. Joe Shrader Terracon ELI Project No. 20935109 services for the project. Construction testing of fill placed on the site is considered part of continuing geotechnical engineering service for the project. Field and laboratory testing of concrete and steel should be performed to determine whether applicable requirements have been met. It would be logical for Empire Laboratories, Inc.to provide these services since we are most I ' qualified to determine consistency of field conditions with those data used in our analyses. The analyses and recommendations in this report are based in part upon data obtained from the L._ field exploration. The nature and extent of variations beyond the location of test borings may not become evident until construction. If variations then appear evident, it may be necessary to reevaluate the recommendations of this report. Our professional services were performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. No warranty, express or implied, is made. We prepared the report as an aid in design of the proposed project. This report is not a bidding document. Any contractor reviewing this report must draw his own conclusions regarding site conditions and specific construction techniques to be used on this project. This report is for the exclusive purpose of providing geotechnical engineering and/or testing information and recommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. We are available to discuss the scope of such studies with you. 17 I, :Ls sa'v I HS0 ® 1 g �i o cnto j a _ . . .� O w o F CD N c P ° \L. ....:: c;_c-z. mar .0 le -ma — .b o Q. 0q ZZ �� o LI �� It-Ava ?d�n �i1 ' a ' . „L„,,,_„ ram_., L__ a ----7' ,____, . a,_ a A b-3. 4) 4 /1 41 Ill �� z� Q� 0 � 4NAII t di O. i_ o ap .._,. %,, L._ 0 , b a ,.. . -7. . 4-1 O Z o Z .� F- 1. ;to) - 1u to -- . I. ? ® Viz. 11118 / . __heria , 114 tt'il. :-.11 __111-2_ �? ' Neat WI"(( aL ( N — - 4- 1-1 406 L , 0 my • _ _ r . ir 40 LOG OF BORING NO. 1 Page 1 of 1 CLIENT ARCHITECT/ENGLNEER Joe Shrader SITE South Shields Street PROJECT Fort Collins, Colorado 34 Patio Home Development SAMPLES TESTS , CD n -J • 0 N. >- -J '. 0 DESCRIPTION . F. M Z\ I-I Cl) Ce W M W U-CD = X W IW 1- 0 ZZ I- W 03 W 0 3 VI OW 1_2 CC M 0 E Cl. U 1-0 H ›.-U. UMW 0-1 0 WU Z1-W 0 Approx. Surface Elev.: 107.0 ft. o = z 1- cx um E 00- MUM. ' ,A A." 0.5 6" TOPSOIL 106.5 PA 1.. - .0 1.0 LEAN CLAY 106.0 \Brown, moist, stiff - f------ - ..i.,0z _CL 1 ST 12" 6.5 107 • CL 2 SS 12" 5 8.4 SANDY LEAN CLAY - PA WITH GRAVEL - 4vi Red, moist to wet, medium stiff 5— • -Ci. 3 ST 12" 8.0 115 _CL 4 SS 12" 4 13.6 PA 4 X 10: - _ U _ 4 _ • 13.0 94.0 _ WEATHERED CLAYSTONE/ SANDSTONE .-_ Olive, moist, hard _ 5 SS 12" 22 14.2 15.0 92.0 BOTTOM OF BORING 15 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 6-2-93 WI- 7 11.3' W.G. -T 10.0' A.B. Empire Laboratories BORING COMPLETED 6-2-93 wt. Incorporated RIG CME-55 FOREMAN DL WL Checked 48 A B Division of Terracon , hrs. . . APPROVED LRS JOB N 20935109 No 40 r - 111 411 4 • ,N. • e 4it4 I,..; LOG OF BORING NO. 2 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Joe Shrader LSITE South Shields Street PROJECT _ Fort Collins, Colorado 34 Patio Home Development SAMPLES _ TESTS L. 0 g i •1... 0 ....1 ^ _ o) • x )... 1... 0 o DESCRIPTION i; F_ m Z\ M H W M W M W WO M a 1— cn 03 W 0 = tn ow ...1cn c MUEMUI-OH ).-W UMW WWW --, M WWM >- WM...10W0 ZI-W 2MW CD Approx. Surface Elev.: 108.0 ft. 0MZI- WWWE00. =WM W0.0. — c TOPSOIL CL 1 SS 12" 10 18.7 A...^ ^ 0.5 u" V 107.5 LEAN CLAY — Brown, moist, stiff ' . PA _ 105.5_ _ ‘ CL 2 ST 12" 10.7 105 1800 115 SANDY LEAN CLAY _CL 3 SS 12" 6 11.1 WITH GRAVEL Red, moist to wet, medium stiff 5 -.,, • PA ...-- 4,- ,-.• '-' AZ- CL 4 ST 12" 19.9 110 2810 ...v.e • CL 5 SS 12" 5 14.2 PA — 10— g _ U - 13.0 95.0 _ CLAYEY SAND WITH GRAVEL Red, wet, loose _. SC 6 SS 12" 7 38.8 _ 1 15.0 93.0 BOTTOM OF BORING 15 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 6-2-93 12.5' W.D. z 11.7' A.B. Empire Laboratories BORING COMPLETED 6-2-93 WL Incorporated RIG CME-55 FOREMAN DL Division t. WL Checked 48 hrs. A.B. of Terrncon APPROVED LRS JOB N 20935109 It0 ,s, -i i 0 S wmiN f-0 I.. LOG OF BORING NO. 3 Page 1 of! ARCHITECT/ENGINEER CLIENT Joe Shrader / - I. sirE South Shields Street PROJECT Fort Collins, Colorado 34 Patio Home Development SAMPLES TESTS to ^ _j • x o • CI L I— 0 1.— co I., E ›- u7 til 'Aix u DESCRIPTION .., )- Ct Z\ CC Z H I- 1-4 W M W LL 0 X x U) Lii 1 (1) I— 0 Z Z I-- C1) cCIWO 3 U) OW cC IL C.) E 0. C..) F-0 H >-U. ocru. ce w Cl) D )-. W CL_J 0 Ce C..) Z I—CO L, CD Approx. Surface Elev.: 105.5 ft. o m z I- ce won E 0 CL M UHL - - . . kAwAwA, ID•5 6" TOPSOIL 105.0 CL 1 SS 12" 8 9.0 i .7.../.. / - LEAN CLAY Brown, moist, medium stiff to stiff _ PA , 4 2.5 103.0 — ill CL 2 ST 6" 11.5 82 SANDY LEAN CLAY CL 3 SS 12" 5 12.8 WITH GRAVEL _ Red, moist, medium stiff PA 5— i. 6.0 99.5 _ - • • , • • CL 4 ST 12" 18.1 114 5480 . . _ . . .. J.P.AN CLAY WITH SAND CL 5 SS 12" 12 17.5 Olive, moist to wet, stiff _ . • .. . PA• • . . 10— . • g - - •• • . • — • _ • . _CL 6 SS 12" 11 17.7 ..? A 15.0 90.5 BOTTOM OF BORING 15 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL• AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. ...mi. WATER LEVEL OBSERVATIONS 'BORING STARTED 6-2-93 wi. 1-Z None W.D. 1E 10.5' A.B. Empire Laboratories BORING COMPLETED 6-2-93 N.A. Incorporated RIG cmE.55 FOREMAN DL Division or Terracon WI- Checked 48 hrs. A.B. APPROVED LRS JOB N 20935109 m , EIL:i ' a, 40 slo -L LOG OF BORING NO. 4 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Joe.Shracler 17 SITE South Shields Street , PROJECT Fort Collins, Colorado 34 Patio Home Development SAMPLES TESTS D0 F. -J • X >- 0 I— 1— 0 —I I-: c53-.1 la. 1-4.. W (-) DESCRIPTION w u) zz ir z. ce Z H I- I-i 43 CC 4i = W Lt.CD > I I- Z Z CO 0 L ek- X W I— u, co w . . . ow .0.. 0 E Ct. C.) I-0 H )-U. oceu. cc w u) m )- w a.-J 0 Cd C..) Z I-CI) CD Approx. Surface Elev.: 105.6 ft. o m z I— ce cna:i z on. mum. •t •4) PA •• 1 .• •• ••• •it. •••••• CI. 1 ST 12" 9.5 113 2990 ••• • FILL-Lean clay and • • • • sandy lean clay . ••• •• ••• CL 2 SS 12" 5 14.6 __ •• Brown/red, moist -- ••• •••• •• • ••• PA •• s•• _ • • • •• •• _ o• ••• •• •• — •• •• •• • 5— • 4. • •• _ •* •• •• •• _ •• •• •••• _ •• •• v. • •• CL 3 ST 12" 9.4 126 1680 •••• — , •• • • • •• •• 8.5 97.1 _CL 4 SS 12" 5 11.4 / LEAN CLAY Brown, moist, medium stiff — PA 10.0 95.6 10— . . *.•• 5ANDY LEAN CLAY _ t*.• • •.,t' •-: Red, wet, soft to medium stiff 2 _ :.•:.::.... _ . .. . .... _ • .. — . : ... .• 14 5 91.1 CL 5 SS 12" 7 20.1 _ , • • 15.0 WEATHERED CLAYSTONE/ 90.6 \SANDSTONE r____ 15 Olive, moist to wet, hard BOTTOM OF BORING THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 6-2-93 il..7' W•D• 7 10.4 A.B. Empire Laboratories BORING COMPLETED 6-2-93 AI. Incorporated RIG CME-55 FOREMAN DL Division of Terracon WL Checked 48 hrs. A.B. APPROVED LRS JOB/ 20935109 4‘......=„,....--- _ _ _ III • 4111 *. e lilf ri LOG OF BORING NO. 5 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Joe Shrader srrE South Shields Street PROJECT L., Fort Collins, Colorado 34 Patio Home Development SAMPLES. TESTS i .. -J 8 •n 0g ' i>- 0 C.) DESCRIPTION '6 F. er z. ce z H I- W ix H = X W Lj 1 U) P. Li g LAL2 _Ja W c CL C3 E CL 0 1-0 H >-U. C-MX U. W W Li- W 0) 0 ).- W 0--J 0 CX C.J Z I-0) 2 Cc CO CD Approx. Surface Elev.: 102.8 ft. o = z 1— ce coo E CO.. =um m.o.. 0.5 6"TOPSOIL 102.3 PA — LEAN CLAY WITH GRAVEL CL 1 ST 12" 18.7 98 5990 230 ;$ BrOWD., moist, stiff 2.5 100.3 __CL 2 SS 12" 10 14.9 . _ SANDY LEAN CLAY PA 71' . WITH GRAVEL - ,.._ Red, moist, stiff —, ! 5.5 97.3 — 3 ST 12" 17.8 113 5430 k . WEATHERED CLAYSTONE/ 4 SS 12" 10 15.6 SANDSTONE __ Olive, moist, hard PA . — g _ . 10- 2 — _ 5 SS 12" 25 16.1 15.0 __ _ 87.8 15 BOTTOM OF BORING . . , . . , . THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 6-2-93 vii- 2 10.7' W.D. r. 9.79 A.B. Empire Laboratories BORING COMPLETED 6-2-93 Incorporated RIG CME-55 FOREMAN DL Division WL Checked 48 hrs. A.B. of Terracon APPROVED LRS /GB/I 20935109 4 • II ID • 4' "tt fl LOG OF BORING NO. 6 , Page 1 of 1 I -4 CLIENT ARCHITECT/ENGINEER Joe Shrader 11 SITE South Shields Street PROJECT Fort Collins, Colorado 34 Patio Home Development SAMPLES TESTS CD ••• ..1 • >. I— 0 ,- a L -J I•• EA I- U. ... 1-4 W (-) DESCRIPTION L.: F. ).. W U) Zx W gx z. ix Z H F- CC H 10 CC W M W Lt.0 M 2 2 W D, 1 0 I- 0 Z Z -110 cc cc F- CO 0 W 0 3 U) OW -J 0 a. U E CL U 1-0 H )-U. C.)CC LL W W LL W Cl) M >- W 11-J 0 Ce 0 Z 1--U) MY CO CD Approx. Surface Elev.: 100.7 ft. o m z 1- Cd 0 CO E 0 0- M U/0- Cl/CL EL ‘ _ , AA-.". 0.5 6" TOPSOIL 100.2 CL 1 SS 12" 10 19.7 1 / _ LEAN CLAY Brown, moist, stiff PA — , 3.0 97.7 CL 2 ST 12" 14.2 116 5680 390 _ • • - • LEAN CLAY WITH SAND • CL 3 SS 12" 11 14.7 • • Olive, moist, stiff _ . • 5 — PA• -- • _ - 'i 7.0 93.7 — 4 ST 12" 18.4 105 3570 215 WEATHERED CLAYSTONE/ . 5 SS 12" 14 19.7 SANDSTONE _ Olive, moist,hard I _ PA 10— - 14.0 86.7 CLAYSTONE/SANDSTONE 6 SS 12" 49 14.8 - 15.0 Olive, moist, very hard 85.7 BOTTOM OF BORING 15 ilemr.....- THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL. AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 6-2-93 WI- -11. None vim. lr 9.6' A.B. Empire Laboratories BORING COMPLETED 6-2-93 ma, Incorporated RIG CME-55 FOREMAN DL * WL Checked 48 hrs. A Division of Terracon .B. APPROVED us JOB# 20935109 . -9 II S r LOG OF BORING NO. 7 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Joe Shrader SITE South Shields Street PROJECT Fort Collins, Colorado 34 Patio Home Development SAMPLES TESTS I . o o ^ _1 • x >- 1- I- o -J I-: '2 Li- 4.. H W (.0 Ci U.DESCRIPTION ,- F. ›, w co zx cx H cc z. ix Z HI- W 0- 1 . 2 W I-I C0 M W M W LL 0 ow\ = I.., U) co co co> I =CD 6- 0 Z Z CO--1 CL0 W WHO. C Q. C..) E 0- U 1-0 H )-U. C..)CC U. I- \ CC W CO M ›- W a.-J 0 fr U Z I-03 I-H-1 0 Approx. Surface Elev.:99.1 ft. 0 M Z 1- M Una E o n. m Con. a...1..1 1 1AAAAAA 0.5 6"TOPSOIL 98.6 CL 1 SS 12" 9 12.2 _ i J.F.AN CLAY WITH GRAVEL - 1.5 Brown, moist, stiff 97.6 _ SANDY LEAN CLAY , ...CL BS 37/16/21 ; • WITH GRAVEL 1 _ — Red, moist, medium stiff ..... 4.5 Composite sample 0 0.5 to 4.5 ft. 94.6 CL_ 2 ST 12" 12.7 120 5500 1 5 3 SS 12" 19 14.2 WEATHERED CLAYSTONE/ _ SANDSTONE PA Olive, moist, hard - , - 3C - 4 SS 12" 41 13.4 - 10.0 89,1 10 PA CLAYSTONE/SANDSTONE Olive, moist, very hard 5 SS 11"50/11" 12.6 14.9 84.2 _ BOTTOM OF BORING THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 6-2-93 None W.D. Z 9.3, A.B. Empire Laboratories BORING COMPLETED 6-2-93 WL Incorporated RIG CME-55 FOREMAN DL Division of Terracon ,WL Checked 48 hrs. A.B. APPROVED LRS JOB# 20935109 ‘ 4 0 IP L e "4 7 LOG OF BORING NO. 8 Page 1 of 1 CLIENT ARCH1TECVENGINEER Joe Shrader SITE South Shields Street PROJECT L Fort Collins, Colorado 34 Patio Home Development SAMPLES TESTS CD •-. •...I • N ,_ L.. 0 R 1- I- 0 -J 11 I U. •, H W CD LL E >-. WU) ZS CK H L.) DESCRIPTION ..., )- cr z• re Z HI— W O- H Cn CC W M W U.CD co Cr)\ 1 , 2 X W M ' U) 1- 0 ZZ ( I--J Cl. I- CO) c0 W 0 3 U) OW WHO.. <C 0. U E CL U 1-0 H >-LL. OWL/. 1-E\ CC W Cl) M >- W a.-J 0 MC-) Z I—CI) I—H_1 CD Approx. Surface Elev.: 105.0 ft. o m z 1— re COco E 0 0- M CI)0- C—I-1 AAA. 0.5 6" TOPSOIL 104.5 CL 1 SS 12" 7 9.1 1 V LEAN CLAY _ Brown, moist, medium stiff PA I , _ L _ — _ 3.5 101.5 I _ SANDY LEAN CLAY _CL 2 SS 12" 7 18.7 . . Red, moist, medium stiff ...." , 5 CL BS 29/16/13 •.!' — . . . . . Composite sample @ 3.5 to 7.5 ft. — _ 7.0 98.0 — 3 ST 12" 17.1 115 7760 WEATHERED CLAYSTONE/ 4 SS 12" 11 17.7 SANDSTONE _ Olive, moist, hard ' PA 10- - Y . _ — 5 SS 12" 39 16.0 15.0 90.0 BOTTOM OF BORING 15 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 6-2-93 wl- 5:-1 None W.D. Y Empire Laboratories BORING COMPLETED 6-2-93 WL 11.3' W.C.I. Incorporated RIG CME-55 FOREMAN DL Division of Terracon WL Checked 48 hrs. A.B. APPROVED Las JOB# 20935109 0 di • 1.11 ) • Mr • e ammummiii, ",, LOG OF BORING NO. 9 Page 1 of 1 • CLIENT •. ARCHITECT/ENGINEER Joe Shrader SITE South Shields Street PROJECT Fort Collins, Colorado 34 Patio Home Development SAMPLES TESTS CD ^ _J • N >- Li 0 -: kt) F— 1— 0 1 —1 li. .. H W CD U. E ›- 41 U) Z X IX H U DESCRIPTION .... >. te z• ce z H I— W n. H CO CC W M W IL CD cO U)\ i , X w U) co w (3 e 6n I—ca o z z ce 1.-_1 n. _lxow wHa. c ' 0. C3 E CL 0 1—0 H >-4. 0 CY LL 1—E\ CC W CO m ›- w 0-—1 0 CC LI Z I—0/ 1—H_J CD Approx. Surface Elev.: 105.5 ft. 0 D Z 1— Et U) E 0 CL M UHL CC—I—I 0.5 6" TOPSOIL 105.0 CL 1 SS 12" 7 16.8 V LEAN CLAY - - Brown, moist, medium stiff / 2.5 Composite sample©0.5 to 3.5 ft. 103.0 _CL BS 42/18/24 _ _._ • CL 2 ST 12" 8.7 110 860 _..... .v.wbi CL 3 SS 12" 5 8.5 1 — .... 1 - SANDY LEAN CLAY 5 PA . _ 7 WITH GRAVEL - Red, moist, medium stiff - , ._,...6.‘ 1,- — — _ -CL 4 SS 12" 4 14.7 i 10 PA • 11.5 94.0.. _ SAND WITH GRAVEL _ 413:1111: 12.5 Red, wet, medium dense 93.0 — go...... WEATHERED CLAYSTONE/ - SANDSTONE _ Olive, moist,hard 5 SS 12" 17 18.4 15.0 90.5 BOTTOM OF BORING 15 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 6-2-93 WL g 9.9) w.D. _X 9.7, A.B. Empire Laboratories BORING COMPLETED 6-2-93 wi. Incorporated RIG CME-55 FOREMAN DL WL Checked 48 hrs A A.B. Divitoon of Terracon . . . APPROVED LRS JOB# 20935109 to A CONSOLIDATION• TEST PRO. 20935L09 .570 BORING" NO. : 2 .560 DEPTH: 7.0 DRY DENSIM105 .4 PCF MOISTURE: 17.0 % .55P .540 H I-- .530 I-4 .520 0 .510 .500 .490 .480 0. 1 0. 25 0.5 1 .0 5 10 APPLIED PRESSURE — TSF 4 .0 zi-LI2 .0 co 0 .0 76: —2 .0 —4 .0 b.-681.44.446..an CO 2: —6 .0 0 —8 .0 0. 1 0.25 0. 5 1 . 0 5 10 APPLIED PRESSURE — TSF EMPIRE LABORATORIES INC. , . : . . - , 0 0 • .9 N N rt , -. -, -, v.. 1 ,1 1..4 I ,. 1.4 • ,1 •,1 •...1 o — N •-• VI rs 00 VI ..I 1.4 in tu cg I......; I, ....4 ........ ,....., > u .0 . .v. 0 . .. - - - , 0 -= o . t4 en er)U 0 . O .0 a = cil t. •..„ ...... 41.2 1. 4 = = Cin 0 _ 0 r— N M . g 8. $ VI VI 0 ..... 1., ‘,....., 7.) g 1 • ta CII Ilrl .-. C/1 C/3 (rat) .-s -- - - 0 i• gn co 8 0 0 0 0 4.> = ._. 00 0, co 00 00 nt cri io • 4 N let N — 0""• C4 U , . t*r:-• (NI s ic) in 0 er en m t.'•Mo bA". r`: ei 4 c:3 csi 4 efi \ci A 0) at., 0 o o cio n4 1..4 CZ ...../ 1 ,1 .4 il . ,1 • I 1.4 ‘...I . . 0J U. . . .r..• 70. • ,c; 00 ed, cn vi 00 o ..., a; 4 CO cr; :4_, ci co s. N 0 ... in in in In .,-, ...... In en io S C elt ' en Tr S 00 er ,A 1 in s 00 .4- -.. (NI s i-i . en • e..I C., . . _ tO °..... 1. • ••••.1 N en et o 0 00 Z , 111 • , 0 c 0 • N N N-. ti .N-s N. .N-sN-. elNN. �. N .r .r [4 .= C. x • xo o o0 U [: rii E. cn x y et TA .a .r el U Q I 7 u 00 b B°La G es r�i N a Mb Q'a M .a CA r.li4 a O D w 8t O coo) cn a u % 0 c0 In ." C4 N] 4 �. N N1 N a 0 4.H .0�, 0. 0 000 O Qa� O U a' N en Ln en QU .M-i .�-� O N al L. a v — oo VD ", N N N N 00 N N N IA •"; O og et n V'i \D oA 4 4 00 o; 4 N N 4 M N o .-I N 2 -5 In In in In in O In V1 Q Li. 00 + N ‘O �rf enao v1 C\ 4 v1 c °. a co 0v) : . . .. .• . 0 • 0 s • 0 • 4 •,_,•-. = C1/411 N N N 61 N • it -...., N .,,i. I-. . b 3 1 ,1 ...... .... ..... ....... v. 1. ...... eu 0 r-• r- 'el NI' ,,,,,,0 122 12.• • • . LI .,....e.,,.. . .: ..-. 4 > 0 4.1 r) = S4 . 1.1 U 0 ,•••• 0 .. •4. .TU. E4 r4 CA,L . ...... o ..!••'-::: 1 F.,1 14,;24 vi VD i ,1/4-.• VD . • . U . . . • < . . . - • o os •c,) co ei 0 li - • . • 1 _. .. , CI) — ),4 . 00 . . eri . . al. ..... . Cin . . . ... • . 1 . '12 .-• ' el ••••!. i , con : . 0 = . - • . ... _ . a. • 0 a.) U1 ^ S. . , • 0 7 Cn rd, 1 . ,_, 0$.• ,.., i .,:i,3 5,1.) .., •• • CO) rol 1.• C.• . • . . . fli . ._ 0 . . C 00 = .b -..... t-- • - coa.--- o U . .. .. , • . 0 . . — • kr1 CA - . a0.1 ./ .1 . CI •••••' ' . li a r, .4 t•••• 0 00 r, ..0. t's, In . , • 00 r-: t-- kiS No cid „„,••• et 00 --, 0-. . . . 6 1.4 .I .4 .4 .4 2 .. . ._._ I,. in In • "S til 0 . . tri ,_. •-6 Ot. ...; v) 00 as% •-• el- "• I i , . r7 r:- 00 •C:1 .4 . . 6 . • • 00 -e s a, E E 00 o R. o it 'CO Z U ci, C.) CI) • • -- • .. DRILLING AND EXPLORATION , DRILLING & SAMPLING SYMBOLS: .:� SS : Split Spoon - 1/" I.D., 2" O.D., unless otherwise noted PS : Piston Sample ST : Thin-Walled Tube - 2" O.D., unless otherwise noted WS : Wash Sample ,, R : Ring Barrel Sampler - 2.42" l.D., 3" O.D. unless otherwise noted. PA : Power Auger FT : Fish Tail Bit ,: HA : Hand Auger RB : Rock Bit DB : Diamond Bit = 4", N, B BS : Bulk Sample AS : Auger Sample PM : Pressure Meter 17 HS : Hollow Stem Auger DC : Dutch Cone ...; WB : Wash Bore IPenetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted. 1_ WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS : While Sampling . WCI : Wet Cave in WD : While Drilling DCI : Dry Cave in BCR : Before Casing Removal AB : After Boring ACR : After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK Soil Classification is based on the Unified Soil Classification DEGREE OF WEATHERING: system and the ASTM Designations D-2487 and D-2488. Coarse Grained Soils have more than 50% of their dry Slight Slight decomposition of parent material on weight retained on a #200 sieve; they are described as: joints. May be color change. boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50%of their dry weight retained on a#200 sieve; Moderate Some decomposition and color change they are described as: clays, if they are plastic, and silts if throughout. they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be High Rock highly decomposed,may be extremely added according to the relative proportions based on grain broken. size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place density and HARDNESS AND DEGREE OF CEMENTATION: fine grained soils on the basis of their consistency. Limestone_and Dolomite:. Example: Lean clay with sand, trace gravel, stiff(CL); silty Hard Difficult to scratch with knife. sand, trace gravel, medium dense (SM). Moderately Can be scratched easily with knife, CONSISTENCY OF FINE-GRAINED SOILS Hard Cannot be scratched with fingernail. Unconfined Compressive Soft Can be scratched with fingernail. Strength, Qu, psf Consistency Shale, Siltstone and Claystone: <. 500 Very Soft Hard Can be scratched easily with knife, cannot 500 - 1,000 Soft be scratched with fingernail. 1,001 - 2,000 Medium 2,001 - 4,000 Stiff Moderately Can be scratched with fingernail. 4,001 - 8,000 Very Stiff Hard 8,001 16,000 Very Hard Soft Can be easily dented but not molded with RELATIVE DENSITY OF COARSE-GRAINED SOILS: fingers. N-Blows/ft Relative Density 0-3 Very Loose Sandstone and Conglomerate: 4-9 Loose Well Capable of scratching a knife blade. 10-29 Medium Dense Cemented 30-49 Dense 50-80 Very Dense Cemented Can be scratched with knife. 80 + Extremely Dense Poorly Can be broken apart easily with fingers. Cemented Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. fl it o • UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Testa Group Group Name° Symbol 1 ' - - - - - - Coarse-Grained Gravels more than Clean Gravels Less - Soils more than 50%of coarse than 5%fines° Cu > 4 and 1 < Cc <3° GW Well-graded gravel` 50%retained on fraction retained on I.-1 No. 200 sieve No. 4 sieve Cu.< 4 and/or 1 > Cc > 3° GP Poorly graded gravel` 1 . Gravels with Fines c Fines classify as ML or MH GM Silty gravel,G,H more than 12%fines Fines classify as CL or CH GC Clayey gravel`." Sands 50%or more Clean Sands Less Cu > 6 and 1 < Cc < 3° SW Well-graded sand' of coarse fraction than 5%fines6 passes No. 4 sieve Cu < 6 and/or 1 > Cc > 3° SP Poorly graded sand' f ' Sands with Fines Fines classify as ML or MH SM Silty sand"' more than 12%fines° - L_ Fines Classify as CL or CH SC Clayey sand"" Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above "A line' CL Lean clayK-M 1 50% or more Liquid limit less passes the than 50 PI < 4 or plots below "A"line' ML Silt _M No. 200 sieve organic Liquid limit -oven dried Organic clayku" < 0.75 OL i Liquid limit -not dried Organic silt Silts and Clays inorganic PI plots on or above "A"line CH Fat clay'J.M Liquid limit 50 - - or more PI lots below "A" line MH Elastic SiItKLM organic Liquid limit-oven dried Organic clayk3'M.° < 0.75 OH Liquid limit -not dried Organic silt"M•° Highly organic soils Primarily organic matter,dark in color, and organic odor PT Peat -... ABased on the material passing the 3-in. "If soil contains 15 to 29% plus No. 200, add (75-mm)sieve E e (D2 "with sand" or"with gravel", whichever is °If field sample contained cobbles or �' Dto Qe x D°D predominant. boulders,or both, add "with cobbles or Lit soil contains > 30% plus No.200 boulders,or both" to group name. predominantly sand, add"sandy" to group °Gravels with 5 to 12%fines require dual `If soil contains > 15%sand,add "with name. symbols: sand" to group name. MY soil contains > 30% plus No. 200, GW-GM well-graded gravel with silt •°If fines classify as CL-ML, use dual symbol predominantly gravel, add "gravelly" to group GW-GC well-graded gravel with clay GC-GM,or SC-SM. name. GP-GM poorly graded gravel with silt "If fines are organic,add"with organic fines" "PI > 4 and plots on or above "A" line. GP-GC poorly graded gravel with clay to group name. °PI < 4 or plots below "A" line. °Sands with 5 to 12%fines require dual 'If soil contains > 15%gravel, add "with `PI plots on or above "A" line. symbols: gravel" to group name. °PI plots below"A" line. SW-SM well-graded sand with silt if Atterberg limits plot in shaded area,soil is SW-SC well-graded sand with clay a CL-ML, silty clay. SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay au I I I I i For doadaealoa of fbw-11700r4_ro41 /. e:sa and fLo-aMYrd fluke of awn— grained oosii � .EfFoOlon of*A- -Ins 60 - ad- bb � to &. thenR°`o 3 0.L.20)25s ..'I 0 J a -.Vrq LL v"-]6"o 9-7 ` KA then RI.°A LL-1 / G M _% 30 a, MH oR OH. la i .---- ate,. ML OR OL I I 0 a 10 16 20 30 40 SO 60 70 60 90 100 110 LIQUID LDQT (LL) Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. 1 ii di ,.., 6, ROCK CLASSIFICATION (Based on ASTM C-294) Sedimentary Rocks Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be composed of particles of pre-existing rocks derived by mechanical weathering, evaporation or by L chemical or organic origin. The sediments are usually indurated by cementation or compaction. 1.. Chert Very fine-grained siliceous rock composed of micro-crystalline or crypto- crystalline quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and has a conchoidal to splintery fracture. L. Claystone Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Soft massive; gray, black, brown, reddish or green and may contain carbonate minerals. Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles with or without interstitial or cementing material. The cementing or interstitial i material may be quartz, opal, calcite, dolomite, clay, iron oxides or other materials. Dolomite A fine-grained carbonate rock consisting of the mineral dolomite [CaMg (C0312]. May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter,gypsum and sulfides. Reacts with hydrochloric acid (HCL). Limestone A fine-grained carbonate rock consisting of the mineral calcite (CaCo3). May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Sandstone Rock consisting of particles of sand with or without interstitial and cementing materials. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other material. Shale Fine-grained rock composed of, or derived by erosion of silts and clays or any rock containing clay. Shale is hard, platy, or fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale). Siltstone Fine grained rock composed of, or derived by erosion of silts or rock containing silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones, may be gray, black, brown, reddish or green and may contain carbonate minerals. Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. - / 0 e J ' LABORATORY TESTS 1,4 SIGNIFICANCE AND PURPOSE '. TEST SIGNIFICANCE PURPOSE California Used to evaluate the potential strength of subgrade soil, subbase, Pavement Bearing and base course material, including recycled materials for use in Thickness 'i _Ratio road and airfield pavements. Design Used to develop an estimate of both the rate and amount of both Foundation Consolidation differential and total settlement of a structure. Design Direct Used to determine the consolidated drained shear strength of soil Bearing Capacity, L._ or rock. Foundation Design & Shear Slope Stability Dry Used to determine the in-place density of natural, inorganic, fine- Index Property -- Density grained soils. Soil Behavior Expansion Used to measure the expansive potential of fine-grained soil and to Foundation & Slab provide a basis for swell potential classification. Design Gradation Used for the quantitative determination of the distribution of Soil particle sizes in soil. Classification Liquid& Used as an integral part of engineering classification systems to Soil Plastic Limit, characterize the fine-grained fraction of soils, and to specify the Classification Plasticity Index fine-grained fraction of construction materials. . Oxidation- Used to determine the tendency of the soil to donate or accept Corrosion Reduction electrons through a change of the oxidation state within the soil. Potential Potential Permeability Used to determine the capacity of soil or rock to conduct a liquid Groundwater or gas. Flow Analysis PH Used to determine the degree of acidity or alkalinity of a soil. Corrosion Potential Resistivity Used to indicate the relative ability of a soil medium to carry Corrosion electrical currents. Potential Used to evaluate the potential strength of subgrade soil, subbase, Pavement R-Value and base course material, including recycled materials for use in Thickness road and airfield pavements. Design Soluble Used to determine the quantitative amount of soluble sulfates Corrosion Sulphate within a soil mass. Potential Su/fide Content Used to determine the quantitative amounts of sulfides within a Corrosion soil mass. Potential Unconfined To obtain the approximate compressive strength of soils that Bearing Capacity Compression possess sufficient cohesion to permit testing in the unconfined Analysis for state. Foundations Water Used to determine the quantitative amount of water in a soil mass. Index Property Content Soil Behavior Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. REPORT TERMINOLOGY Li (Based on ASTM D653) r.JAllowable Soil The recommended maximum contact stress developed at the interface of the Bearing Capacity foundation element and the supporting material. Alluvium Soil, the constituents of which have been transported in suspension by flowing _. water and subsequently deposited by sedimentation. L Aggregate Base A layer of specified material placed on a subgrade or subbase beneath 9 usually Course slabs or pavements. [ ' Backfill A specified material placed and compacted in a confined area. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of t` extraordinary force for excavation. Bench A horizontal surface in a sloped deposit. Caisson (Drilled pier A concrete foundation element cast in a circular excavation which may have an or Shaft) enlarged base. Sometimes referred to as a cast-in-place pier or drilled shaft. Coefficient of A constant proportionality factor relating normal stress and the corresponding Friction shear stress at which sliding starts between the two surfaces. Coluvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation. Concrete Slab-on- A concrete surface layer cast directly upon a base, subbase or subgrade, and Grade typically used as a floor system. Differential Unequal settlement or heave between, or within foundation elements of a Movement structure. Earth Pressure The pressure or force exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Existing Fill(or Materials deposited through the action of man prior to exploration of the site. man-made fill) Existing Grade The ground surface at the time of field exploration. Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. 0 REPORT TERMINOLOGY (Based on ASTM D653) Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Finished Grade The final grade created as a part of the project. { Footing A portion of the foundation of a structure that transmits loads directly to the i soil. Foundation The lower part of a structure that transmits the loads to the soil or bedrock. i Frost Depth The depth of which the ground becomes frozen during the winter season. Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils, or within fractures in bedrock. __ Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occuring ground surface. Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil. Optimum Moisture The water content at which a soil can be compacted to a maximum dry unit Content weight by a given compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuing stratum. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Skin Friction (Side The frictional resistance developed between soil and an element of structure Shear) such as a drilled pier or shaft. Soil(earth) Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction.. Stress The force per unit area acting within a soil mass. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Subgrade The soil prepared and compacted to support a structure, slab or pavement system. Empire Laboratories, Inc. A Division of The Terracon Companies, Inc.