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Home My WebLink AboutVALUE PLASTICS PUD, TIMBERLINE PLAZA (LOTS 3 - 5) - PRELIMINARY / FINAL - 26-94 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTValue Plastics Terracon ELI Project No. 20945013 Field Exploration: A total of 10 test borings were drilled on February 1, 1994 to depths of 10 to 15 feet at the locations shown on the Site Plan, Figure 1. Eight borings were drilled within the footprint of the proposed building, and two borings, were drilled in the area of proposed pavement. All borings were advanced with a truck -mounted drilling rig, utilizing 4-inch diameter solid stem auger. The location of borings were positioned in the field by measurements from property lines and existing site features. Elevations were taken of the ground surface at each boring location by measurements with an engineer's level from a temporary bench mark (TBM) 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 determine each. Continuous lithologic logs of each boring were recorded by the engineering geologist during the drilling operations. At selected intervals, samples of the subsurface materials were taken by means of pushing thin -walled Shelby tubes, or by driving split -spoon barrel samplers. Representative bulk samples of subsurface materials were obtained from pavement borings. Penetration resistance measurements were taken with each sampling with the split -spoon by 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 one days after drilling. 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. 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: • Water content • Expansion • Dry density • Plasticity • Consolidation • Soluble sulfate content • Compressive strength 2 TI I � i a. I a $v 120 MEOPP-Ml i f,1o• 5 � �a. 2 —�+ c:::;Oj T3•�. r! No•7 I Tool.- ✓,=loo.o ut z Jt`o.3 *L O O o O O !— ��.Iv � I i I � JiL�b1 U i .�p�fJ�l f✓�� ao�� Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. ABased on the material passing the 3-in. (75-mm) sieve 'If field sample contained cobbles or .'rCu=D /D Cc (DJ6)2 6o ro D10 x Dio boulders, or both, add "with cobbles or boulders, or both' to group name. `Gravels with 5 to 12% fines require dual `If soil contains > 15% sand, add "with symbols: sand" to group name. GW-GM well -graded gravel with silt Glf fines classify as CL-ML, use dual symbol GW-GC well -graded gravel with clay GC -GM, or SC-SM. GP -GM poorly graded gravel with silt "If fines are organic, add "with organic fines" GP -GC poorly graded gravel with clay to group name. °Sands with 5 to 12% fines require dual 'If soil contains > 15% gravel, add "with symbols: . gravel" to group name. 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 UNIFIED SOIL CLASSIFICATION SYSTEM Sod Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Group Symbol Group Name' Coarse -Grained Gravels more than Clean Gravels Less Soils more than 50% of coarse than 5% fines` Cu > 4 and 1 < Cc <3E GW Well -graded gravel` 50% retained on fraction retained on No. 200 sieve No. 4 sieve Cu < 4 and/or 1 > Cc > 3E GP Poorly graded graveP Gravels with Fines more than 12% fines c Fines classify as ML or MH GM Silty gravel,G,H Fines classify as CL or CH GC Clayey gravel`G•" Sands 50'/9 or more Clean Sands Less Cu > 6 and 1 < Cc < 3E SW Well -graded sand' of coarse fraction than 5% fines' passes No. 4 sieve Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand' Sands with Fines Fines classify as ML or MH SM Silty sandQ"' more than 12% fines° Fines Classify as CL or CH SC Clayey sandy."' Fine -Grained Soils Silts and Clays inorganic PI > 7 and plots on or above "A line' CL Lean clay',Ll 50% or more Liquid limit less passes the than 50 PI < 4 or plots below "A" line' ML Silt`."" No. 200 sieve organic Liquid limit - oven dried Organic clay' LMA < 0.75 OL Liquid limit - not dried Organic siltK`-M-O Silts and Clays inorganic PI plots on or above "A" line CH Fat cIW-`M Liquid limit 50 or more PI lots below "A" line MH Elastic Silt"uM organic Liquid limit - oven dried Organic clay"1-1-" < 0.75 On Liquid limit - not dried Organic silt"`-"-' Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat `If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel", whichever is predominant. `If soil contains > 30% plus No. 200 predominantly sand, add "sandy" to group name. MY soil contains > 30% plus No. 200, predominantly gravel, add "gravelly" to group name. "PI > 4 and plots on or above "A" line. °PI < 4 or plots below "A' line. 'PI plots on or above "A" line. °PI plots below "A" line. rp de,wlko6en el IW-prvin,C roIb � ZVI. OM nMp RIMQ igC110,1 01 Cprye- 9nMee _ 11Eo• nlM e1R b U. 25.5;P Q13 (u. m) .J;',Ir V�� - i I l . P EWaI=. el V - im VMim O.1 6R N LL 16 10 R 7. � i Q O� % MH OR OH i 0 10 16 20 ]0 W W 60 M 60 99 Im 11c LIQUID LIMIT (LL) Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. TABLE D2 RECOMMENDED PREVENTATIVE MAINTENANCE POLICY FOR JOINTED CONCRETE PAVEMENTS Distress Distress Recommended Distress Distress Recommended Type Severity Maintenance Type Severity Maintenance Low None No Medium Full -Depth Blow-up Polished SeverityGroove Surface Concrete Patch/ Aggregate Levels or. High Slab Replacement Defined Overlay Low Seal Cracks No Medium Full -Depth Comer Break Popouts Severity None Levels High Concrete Patch Defined Low Seal Cracks No Underseal, Medium Divided Pumping Severity Seal cracks/joints Slab Slab Levels and High Replacement Defined Restore Load Transfer Low None Low Seal Cracks Durability Cracking Medium Full -Depth Patch Punchout Medium um Full -Depth p Concrete High Slab Replacement High Patch Low None Low No Medium Medium Faulting Railroad Policy Grind Crossing for this High High Project Low None Sing Low None Medium Reseal Medium Slab Replacement, Seal Map Cracking Crazing High Joints Full -depth Patch, High or Overlay Low Regrade and No Medium Lane/Shoulder Fill Shoulders Shrinkage Severity Drop-off to Match Cracks Levels None High Lane Height Defined Linear Cracking Low Clean & Low . None Longitudinal, Medium Medium Transverse and Seal all Cracks Spalling Diagonal (Comer) Partial -Depth Cracks High Full -Depth Patch High Concrete Patch Large Patching Low None Low None Medium Seal Cracks or Medium . Partial -Depth Patch and Spallin(Joint) Utility Cuts High Replace Patch p High Reconstruct Joint Low None Medium Replace Small Patching Patch Empire Laboratories, Inc. High ..... v..rvv,• vv,,,rmucO, II,V. t, TABLE D1 RECOMMENDED PREVENTATIVE MAINTENANCE POLICY FOR ASPHALT CONCRETE PAVEMENTS Distress Distress Recommended Distress Distress Recommended Type Severity Maintenance Type Severity Maintenance Low None Low None Alligator Cracking Patching & Utility Cut Patching Medium Full -Depth Asphalt Concrete Patch Medium Full -Depth Asphalt Concrete Patch High High Low None Low Bleeding Polished Aggregate None Medium Surface Sanding Medium High Shallow AC Patch High Fog Seal Low None Low Shallow AC Patch Block Cracking Medium Clean & Seal All Cracks Potholes Medium Full -Depth Asphalt Concrete Patch High High Low None Low Bumps & Sags Railroad Crossing No Policy for This Project Medium Shallow AC Patch Medium High Full -Depth Patch High Low None Low None Medium Full -Depth Medium Shallow AC Patch Corrugation Rutting Asphalt Concrete High Patch High Full -Depth Patch Low None Low None Medium Shallow AC Patch Medium Mill & Depression Shoving Shallow AC High Full -Depth Patch High Patch Low None Low, None Edge Cracking Slippage Cracking Medium Seal Cracks Medium Shallow Asphalt Concrete Patch High Full -Depth Patch High Low Clean & Low None Joint Reflection Seal All Cracks Swell Medium Medium Shallow AC Patch High Shallow AC Patch High Full -Depth Patch Low None Low Lane/Shoulder Drop -Off p Weathering &Ravelling Fog Seal Medium Regrade 9 Medium High High 9 Shoulder Low None Long-rtudinal & Transverse Medium Clean & Cracking Seal All Cracks Em ire Laboratories Inc. P � High A nivisinn of Tho i__ 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 soil. Foundation The lower part of a structure that transmits the loads to the soil or bedrock. 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. Lithofogic 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. Optnnum 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. REPORT TERMINOLOGY (Based on ASTM D653) Allowable 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 beentransported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base A layer of specified material placed on a subgrade or subbase usually beneath 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 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. Colluvium 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/o'r 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 man-made fill) Materials deposited through the action of man prior to exploration of the site. Existing Grade The ground surface at the time of field exploration. Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. LABORATORY TESTS SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE I PURPOSE California Bearing Ratio Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled materials for use in road and airfield pavements.. Pavement Thickness Design Consolidation Used to develop an estimate of both the rate and amount of both differential and total settlement of a structure. Foundation Design Direct Shear Used to determine the consolidated drained shear strength of soil or rock. Bearing Capacity, Foundation Design & Slope Stability Dry Density Used to determine the in -place density of natural, inorganic, fine- grained soils. Index Property Soil Behavior Expansion Used to measure the expansive potential of fine-grained soil and to provide a basis for swell potential classification. Foundation & Slab Design Gradation Used for the' quantitative determination of the distribution of particle sizes in soil. Soil Classification Liquid & Plastic Limit, Plasticity Index Used as an integral part of engineering classification systems to characterize the fine-grained fraction of soils, and to specify the fine-grained fraction of construction materials: Soil Classification Oxidation- Reduction Used to determine the tendency of the soil to donate or accept electrons through a, change of the oxidation state within the soil. I Corrosion Potential otential Permeability Used to determine the capacity of soil or rock to conduct a liquid or gas. Groundwater I 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 I electrical currents. Corrosion Potential Used to evaluate the potential strength of subgrade soil, subbase, Pavement R-Value and base course material, including recycled materials for use in I Thickness road and airfield pavements. Design Soluble Sulphate Used to determine the quantitative amount of soluble sulfates within a soil mass. Corrosion Potential Sulfide Content Used to determine the quantitative amounts of sulfides within a I soil mass. Corrosion Potential Unconfined Compression To obtain the approximate compressive strength of soils that possess sufficient cohesion to permit testing in the unconfined state. Bearing Capacity Analysis for Foundations Water Content Used to determine the quantitative amount of water in a soil mass. Index Property Soil Behavior Empire Laboratories, Inc.. _ A w4 TL_ T______ .. .........v... v• •.Ic leiia.V11 VVI11`1O111CJr 111u. uRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: R : Ring Barrell - 2.42" I.D., 3" O.D., unless otherwise noted S : Split Spoon - 1 %" I.D., 2" O.D., unless otherwise noted PS : Piston Sample ST : Thin -Walled Tube - 2" O.O., unless otherwise noted WS : Wash Sample PA: Power Auger FT : Fish Tail Bit HA: Hand Auger RB : Rock Bit DB : Diamond Bit = 4", N, B SS : Bulk Sample AS : Auger Sample PM : Pressure Meter HS : Hollow Stem Auger DC : Dutch Cone WB : Wash Bore Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where. noted. WATER LEVEL MEASUREMENT SYMBOLS: WL :Water Level WS : While Sampling WCI : Wet Cave in WD : While Drilling DC] : Dry Cave in SCR : 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: Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D=2487 and D-2488. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be. added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In iddition to gradation, coarse grained soils are defined on the basis of their relative in -place density and fine grained soils n the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense ISM). CONSISTENCY OF FINE-GRAINED SOILS: Unconfined Compressive Strength, Qu, psf Consistency < 500 Very Soft 500 - 1,000 Soft 1,001 - 2,000 Medium 2,001 - 4,000 Stiff 4,001 - 8,000 Very Stiff 8,001-16,000 Very Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) (of Components Also Percent of Present in Sample) Dry Weight Trace < 15 With 15 - 29 Modifier > 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) (of Components Also Percent of Present in Sample) Dry Weight Trace < 5 With 5-12 Modifier > 12 RELATIVE DENSITY OF COARSE -GRAINED SOILS: N-Blows/ft. Relative Density 0-3 Very loose 4-9 Loose 10-29 Medium Dense 30-49 Dense 50-80 Very Dense 80+ Extremely Dense GRAIN SIZE TERMINOLOGY Major Component of Sample Size Range Boulders Over 12 in. (300mm) Cobbles 12 in. to 3 in. (300mm to 75mm) Gravel 3 in, to #4 sieve (75mm to 4.75mm) Sand #4 to #200 sieve (4.75mm to 0.075mm) Silt or Clay Passing #200 Sieve (0.075mm) Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. SUMMARY OF :ST RESULTS Boring No. Depth Ft. Moisture % Dry Density (PCF) Compressive Strength (PSF) Swell Pressure (PSF) Soluble Sulfates % pH Liquid Limit %., Plasticity Index % Group Index Classification AASHTO USCS. Resistivity (OIIM-CM) Penetration Blow/In. 7 8-9 20.9 5/12 14-15 22.7 1 5/12 8 .5-1.5 15.7 13/12 3-4 17.0 97.4 4880 4-5 19.2 5/12 7-8 29.8 77.5 1230 8-9 21.5 6/12 14-15 24A 5/12 9 0-1 19.4 35.2 14.1 10.7 A-6(1); CL 18/12 1-2 19.2 19/12 4-5 11.8 6/12 9-10 11.9 5/12 10 0-1 18.9 33.9 14.7 10.0 A-6(10); CL 18/12 1-2 19.0 14/12 4-5 11.8 8/12 9-10 10.8 7/12 SUMMARY OF TEST RESULTS Boring No. Depth Ft. Moisture % Dry Density (PCF) Compressive Strength (PSF) Swell Pressure (PSF) Soluble Sulfates % pH Liquid Limit % Plasticity Index % Group Index Classification AASHTO USCS Resistivity (OHM -CM) Penetration Blow/In. 4 4-5 14.7 7/12 7-8 19.2 101.5 2620 8-9 18.4 6/12 14-15 26.4 6/12 5 .5-1.5 18.7 12/12 3-4 18.9 96.6 3950 170 .0018 4-5 20.7 6/12 7-8 25.5 80.6 1220 8-9 18.6 4/12 14-15 23.2 4/12 6 .5-1.5 16.8 10/12 3-4 17.0 96.6 . 2860 120 4-5 17.3 6/12 7-8 29.5 78.5 1110 8-9. 23.1 5/12 14-15 21.7 3/12 7 .5-1.5 14.0 20/12 3-4 17.8 86.1 4-5 17.9 4lt2 7-8 17.6 105.5 2100 SUMMARY OF '. ST RESULTS Boring No. Depth Ft. Moisture % Dry , Density (PCF) Compressive Strength (PSF) Swell Pressure (PSF) Soluble Sulfates % pH Liquid Limit % Plasticity Index % Group. Index Classification AASHTO USCS Resistivity (OHM -CM) Penetration Blow/In. 1 .5-1.5 17.8 11/12 3-4 11'6 88.5 2810 4-5 12.2 5/12 7-8 15.7 105.8 12,600 8-9 13.2 7/12 14-15 17.5 7/12 2 .5-1.5 20.0 10/12 34 12.8 87.9 2300 295 4-5 12.8 8/12 7-8 24.8 89.2 3940 8-9 21.2 5/12 14-15 20.0 5/12 3 .5-1.5 16.4 20/12 34 12.1 84.6 1110 .0023 4-5 13.2 5/12 7-8 18.4 101.2 3230 8-9 13.8 4/12 14-15 26.0 5/12 .4 .5-1.5 1 16.6 10/12 34 14.0 107.1 8670 640 c Q f7l .650 .640 .63cl 174 6 L 61:73 cl .590 SWELL - ,CONSOLIDATION TEST PRO. 20945-013 I� e.1 e.25 Li..!:) 1.0 5 10 APPLIED PRESSURE — TSF RTER RDDED U. , 1.0 APPLIED PRESSURE — TSF 5 1 e EMPIRE LHBORFITORIES INC. � -a ,a .75 .73 .71 .6tJ 9 .67 .65 .63 .6t SWELL - CONSOLIDATION TEST PRO. 20945 .013 0 BORING NO. DEPTH: 3.0 DRY DENSITY: 92.4 Pur t-11,1STURE: 11.3 % I ITT cl El 0.1 Cl. 25 0.5 5 RPPLIED PRESSURE - TS-F 8.0 w 4.0 0) 0.0 RTER RDBED .-16.0 0.1 0.25 0.5 1.0 5 RPPLIED PRESSURE - TSF EMPIRE LHBORRTORIES INC. LOG BORING No. lO Paee 1 of 1 CLIENT ARCHITECT/ENGLNEER Value Plastics The Neenan Company SITE ' NW Corner of Danfield & Timberline PROJECT Fort Collins, Colorado Proposed Building Lo O J U I DESCRIPTION H 0_ Q: LD Approx. Surface Elev.: 99.4 ft. 0.5 FILL -Lean clay with sand and gravel Town, moist 10.0 Composite sample @ 0 to 2 ft LEAN CLAY WITH SAND Brown/tan, moist, stiff BOTTOM OF J A } O H H O H 03 LL H W It >. } W z2 0: H v w z\ z W u}i W WED mma 2 W to H O zz O:HJ H W m W O 3 Ln O W WHO_ 0- - U E= 0. U HO H >-LL UMLL HS\ W W > >- W 0-J O CYU zHtn F_H-J o M z H 0: WM E oa. mcna- ¢-i-i 98.9 CL 1 SS 12" 18 18.9 2 SS 12' 14 19.0 PA 61 89.4 10- CL 1 3 1 SS 1 12" 1 8 111.8 4 1 SS 1 12"1 7 110.8 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS IWL g None W D =None A.B. Empire Laboratories WL, Incorporated WL Checked 24 hrs. A.B. Division of Terracon 34/19/15 1 BORING STARTED 2-1-94 BORING COMPLETED 2-1-94 RIG CME-S5 FOREMAN DbIL APPROVED NRS JOB H 2O945013 LOG BORING No. 9 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Value Plastics The Neenan Company STPE NW Corner of Danfield & Timberline PROJECT Fort Collins, Colorado Proposed Buildin SAMPLES TESTS J .. O H \ H O H DESCRIPTION r z z z H I= W a _ O. 2 H v) W CO W � O I Cl) 3 F O O zz �Ly—J Approx. Surface Elev.: 100.9 ft. O. o U � E z O. � U � 1--O H E >-LL ca OW 0MLL �(0aa WHO. !_=\ ¢_j_j vain 0.5 E -Lean clay with 100.4 sand and gravel CL 1 SS 12" 18 19.4 Brown, moist 2 SS 12' 12 19.2 Composite sample p 0 to 2 ft. PA 35/21/14 CL 3 SS 12" 6 11.8 LEAN CLAY WITH SAND 5 PA Brown/tan, moist Medium to stiff 4 SS 12" 5 11.9 10.0 90.9 10 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 Empire Laboratories BORING STARTED 2-1-94 WL g None WD• = None A.B. BORING Incorporated COMPLETED 2-1-9a WL Division of Tertacon RIG CME_55 FOREMAN DML W' Checked 24 hrs. A.B. APPROVED NRS JOB # 20945013 1 LOG BORING No. 8 Page 1 of 1 CT/ENGINEER CLIENT ARCHITE Value Plastics The Neenan Company SITE NW Corner of Danfield & Timberline PROJECT Fort Collins, Colorado Pro sed Building SAMPLES TESTS o 0 0 ., o J L~L E Li. W N z S DESCRIPTION } yr W W W z\ Ot M z W HH u.co H = H m O 3 O D_ U)zz W to OW cc rL U d U HO H YrL uwu_ W fA .> >- W 0_J O D:U zFIA Approx. Surface Elev.: 94.8 ft. o � z f- W tnm >_ ❑n orna rB 0.5 FILL -Lean clay with 94.3 sand amoistanel CL 1 SS 12" 13 15.7 own CL 1 2 1 ST 1 12" 1 117.0 1 97 1 4880 LEAN CLAY WITH SAND 3 1 SS 1 12" 5 19.2 Brown/tan, moist Medium to very stiff 5 1 PA -jl 4 ( ST 1 12" II f9.8 I 78 11230 5 SS 12"I1 6 21.5 PA IM 6 SS 12" 5 24.1 79.8 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 2-1-94 WL g None W.D. T None A.B. Empire Laboratories BORING COMPLETED 2_1_94 WL Incorporated RIG CME FO -55 REMAN DML WL Division of Tertacon Checked 24 hrs. A.B. APPROVED NRS JOB a 20945013 LOG BORING No. 7 CLIENT ARCHITECT/ENGINEER Value Plastics The Neenan SITE NW Comer of Danfield & Timberline PROJECT Fort Collins. Colorado DESCRIPTION Approx. Surface Elev.: 94.8 ft. FILL -Lean clay with sand and gravel 1.5 Brown, moist LEAN CLAY WITH SANT) Tan/red, moist Medium to stiff BOTTOM OF BORING U1 J g V } ~ LL m E } LL H W > N X K W Z\ � O Z W HF LL CD d OLL LU U N � m d >- U to F-O a.j H O XL) ow Z�_U) o M Z X toad E oo- =)mn. CLI 1 I SS 1 12"1 20 14.0 PA CL 2 ST 12" 17.8 86 3 SS 12" 4 17.9 5 PA l 79.8 15 ri 12"1 r.61 106 11 5 SS 12" 5 20.9 6 1 SS 1 12"1 5 122.7 1of1 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 2-1-94 WL g None WD IT None A.B. Empire Laboratories BORING COMPLETED 2-1-94 WL Incorporated RIG CME-J5 FOREMAN DML WL Division of Terracon Checked 24 hrs. A.B. APPROVED NRS 110111 20945013 LOG BORING No. 6 . Page 1 of 1 CLIENT ARCHITECT/ENGINEER Value Plastics The Neenan Company SITE NW Corner of Danfield & Timberline PROJECT Fort Collins, Colorado Proposed Building SAMPLES TESTS \ > O J L) DESCRIPTION z\ M = O- 2 N W w :> i co F— w C] H� Z Z j J fA cc H d U U m W n. O U 3 F-O to H YU. ow UM L J U) WWIL LD Approx. Surface Elev.: 96.2 ft. o � z � M uUim E oa =)U)CL u3iaa FILL Lean clay with sand CL 1 SS 12" 10 16.8 1.0 Brown, moist 95.2 PA 120 CL 2 ST 12"' 17.0 97 2860 LEAN CLAY WITH SAND 3 SS 12" 6 17.3 Tan/red, moist, medium to hard 5--PA 4 ST 12" 29.5 79 1110 5 SS 12" 5 23.1 PA 10 i 6 SS 12" 3 15.0 81.2 15 121.7 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 Empire Laboratories Incorporated BORING STARTED 2-1-94 ` L g None WD• IT None A.B. BORING COMPLETED 2-1-94 WL Division of Terracon RIG CME-SS FOREMAN DML ��'I Checked 24 hrs. A.B. APPROVED NRS JOB q 20945013 LOG BORING No. 5 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Value Plastics The Neenan Company SITE NW Corner of Danfield & Timberline PROJECT Fort Collins, Colorado Pro se,4 Building SAMPLES TESTS >- -1 F- .m l~i. H W H DESCRIPTION ., z� HLL 0: _ S N W W _> i to j w O � Z Z J to 0- 2 F- 0- to U in W a. O L) 3 F- O to H } Iy ow t, 0: IL Jto W W w W Approx. Surface Elev.: 94.6 ft. o n z F}— M WM E oo0.. �t~nCL CnnaNa 0.5 FILL -Lean clay with 94.1 sand and gravel CL 1 SS 12" 12 18.7 Brown, moist PA 170 CL 2 ST 12" 18.9 97 3950 LEAN CLAY WITH SAND 3 SS 12" 6 20.7 Brown/tan, moist Medium to stiff 5 PA 4 ST 12" 25.5 81 1220 5 SS 12" 4 18.6 PA 10 6 SS 12" 4 23.2 15.0 79.6 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 Empire Laboratories Incorporated Division of Terracon BORING STARTED 2-1-94 WL g None W.D. M BORING COMPLETED 2-1-94 6.0 D-C.I. RIG CME-J� FOREMAN DNII, wL Checked 24 hrs. A.B. APPROVED NRg JOB a 20945013 LOG BORING No. 4 Page i of 1 CLIENT ARCHITECT/ENGINEER Value Plastics The Neenan Company SITE NW Corner of Danfield & Timberline PROJECT Fort Collins, Colorado Pro sed Building p.. SAMPLES TESTS X >- U DESCRIPTION N w z\ ? z ?� CC S 2 W i N F- 0 Zz JN n. H 0-U O CO. E W D_ O U 3 HO LA H YLL ow UcrLL JN WWLL' CD Approx. Surface Elev.: 95.7 ft. 0 z M Cl) m E o f M W OL ui a s XXX xW 0.5 FILL -Lean clay with 95.2 sand and gravel CL 1 SS 12" 10 16.6 Brown; moist i I PA 640 CL 2 ST 12" 14.0 107 18670 LEAN CLAY WITH SAND 3 SS 12" 7 14.7 Brown/tan, moist Medium to hard 5 PA 4 ST 12" 119.2 102 1 2620 1 5 SS 12" 6 18.4 PA 10 4 = 6 SS 12" 6 26.4 Q 15.0 - 80.7 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 Empire Laboratories Incorporated BORING STARTED 2-1-94 WL s 14.6 W.D. i 14.2 A.B. BORING COMPLETED 2-1-94 wL Division of Terracon RIG C1yjE_55 FOREMAN DMIL WI Checked 24 hrs. A.B. APPROVED NRS IJOB # 20945013 LOG BORING No. 3 CLIENT ARCHITECT/ENGINEER Value Plastics The Neenan SITE NW Corner of Danfield & Timberline PROJECT Fort Collins: Colorado t, O J H DESCRIPTION x 0_ 0: Approx. Surface Elev.: 98.0 ft. EILL-Lean clay with 1.0 sand and gravel Brown, moist LEAN CLAY WITH SAND Brown/tan, moist Medium to stiff BOTTOM OF BORING 97.0 } i a7 OLL N W Z\ � Z HH H 0: m O O O- fA U E W a- U 3 F—O W H }LL OW umu. W o to :3 O z } W z a. —i cn ao O E K U o o- Z F_ Cn =) to o- 5 10 15 CL I I I SS 112"1 20 116.4 CL 2 ST 12" 12.1 85 1110 3 SS 12" 5 13.2 4 ST_ 12" 18.4 101 3230 5 SS 12" 4 13.8 PA 6 1 SS 1 12"1 5 126.0 1of1 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 2-1-94 WL s None a •D• Y- None A.B. Empire Laboratories BORING COMPLETED 2-1-94 Incorporated RIG CME-55 FOREMAN DNn WL Checked 24 hrs. A.B. Division of Tecracon APPROVED NRS JOB # 20945013 LOG BORING No. 2 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Value Plastics The Neenan Company SITE NW Corner of Danfield & Timberline PROJECT Fort Collins, Colorado Pro ed Building SAMPLES TESTS ►}- o O 0 o W 'J LLi Z Y W (HA Z S W >. W ?\ o: z HI-- M HDESCRIPTION N � H O ZZ _ D- = F- N W m W O I (n 3 N 0111 J(n J (n (1 U E n. V Ho H >-4. UD: LL WWLL Approx. Surface Elev.: 98.4 ft. o � z .� x vaim F oa �(~n(L (saa. 0.5 FILL -Lean clay with 97.9 sand and gravel CL I SS 12" 10 20.0 rown, moist PA. 295 CL 2 ST 12" 12.8 88 2300 LEAN CLAY WITH SAND 3 SS 12" 8 12.8 Brown/tan, moist, stiff 5 PA 4 ST 12" 24.8 89 3940 5 SS 12" 5 21.2 PA 10 6 SS 12" 5 20.0 15.0 83.4 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 Empire Laboratories Incorporated Division of Tertacon BORING STARTED 2-1-94 W- 4 None W.D.i None A.B. BORING COMPLETED 2-1-94 „L RIG CME-J5 FOREMAN DMIL WL Checked 24 hrs. A.B. APPROVED NRS JOB k 20945013 LOG BORING No. 1 Page 1 of 1 CLIENT ARCHITECTIENGINEER Value Plastics The Neenan Company SITE NW Corner of Danfield & Timberline PROJECT Fort Collins, Colorado Pro sed Building SAMPLES TESTS W W rn E z W (L w 7 o U a F- W � z I (n 3 I— O vain \ (A H r Y F- H z o YIL oa O W LL z z ow U O: W �(~na !� O J H x a 0 DESCRIPTION Approx. Surface Elev.: 99.1 ft. F- x Q. wo J O (a (n W U = 0.5 FILL Lean clay with sand 98.6 Brown, moist CL 1 SS 12" 11 17.8 PA CL 2 ST 12" I11.6 89 2810 LEAN CLAY WITH SAND 3 SS 12" 5 Tan/red, moist, medium to hard 112.2 5 PA 4 ST 12" 15.7 106 12600 5 SS 12" 7 13.2 PA 10 6 SS 12" 7 17.5 15.0 84.1 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 Empire Laboratories Incorporated Division of Ter acon BORING STARTED 2-1-94 wL g None W.D. None A.B. BORING COMPLETED 2-1-94 WL RIG CIVIE_55 FOREMAN Dru W- Checked 24 hrs. A.B. APPROVED NgS I JOB # 20945013 Value Plastics ELI Project No. 20945013 Terracon The analyses and recommendations in this report are based in part upon data obtained from the 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. 17 Value Plastics Terracon ELI Project No. 20945013 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 • 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 II 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, Chapter 4. GENERAL COMMENTS It is recommended that the Geotechnical Engineer be retained to provide a general review of final design plans and specifications in order to confirm that grading and foundation recommendations have been 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 conform that satisfactory bearing materials are present and is considered a necessary part of continuing geotechnical engineering services for the project. Construction testing, including field and laboratory evaluation of fill, backfill, pavement materials, concrete and steel, should be performed to determine whether applicable project requirements have been met. It would be logical for Empire Laboratories, Inc. to provide these additional services since we are most qualified to determine consistency of field conditions with those data used in our analyses. 16 Value Plastics ELI Project No. 20945013 Terracon It also offers an opportunity to verify the stability of the excavation slopes during construction. Drainage: • Surface Drainage: 1. Positive drainage should be provided during construction and maintained throughout the life of the proposed facility. 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 10 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. Landscaped 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 Value Plastics Terracon ELI Project No. 20945013 5. If a well defined maximum density curve cannot be generated by impact compaction in the laboratory for any fill type, engineered fill should be compacted to a minimum of 80 percent relative density by determined by ASTM D4253, D4254. 6. On -site clay soils should be compacted within a moisture content range of optimum moisture to 2 percent above optimum below building areas.. Imported granular soils and on -site clays below paved and open areas should be compacted within a moisture range of 2 percent below to 2 percent above optimum. • 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. • Excavation and Trench Construction: Excavations into the on -site soils will encounter a variety of conditions. Excavations into the clays can be expected to stand on relatively steep temporary slopes during construction. However, caving soils may also be encountered. 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. The soils to be penetrated by the proposed excavations may vary significantly across the site. The preliminary soil classifications are based solely on the materials encountered in widely spaced exploratory test borings. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. As a safety measure, it is recommended that all vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. The exposed slope face should be protected against the elements. The contractor should retain a geotechnical engineer to monitor the soils exposed in all excavations and provide engineering services for slopes. This will provide an opportunity to monitor the soil types encountered and to modify the excavation slopes as necessary. 14 Value Plastics ELI Project No. 20945013 Terracon No.4 Sieve .......................................... 50-100 No. 200 Sieve ......................... 35 (max) • Liquid Limit ......................................... 35 (max) . • Plasticity Index ..............:....................... 15 (max) • Placement and Compaction: 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: Material On -site soils: Minimum Percent Compaction (ASTM D698) Beneath foundations ......:..................... 95 Beneath slabs ................................ 95 Beneath pavements ............................ 95 Utility trenches below building & paved areas .......... 95 Utility trenches below grassed areas .................. 90 Imported fill: Beneath foundations ............................ 95 Beneath slabs 95 Beneath pavements ............................ 95 Utility trenches below building & paved areas 95 Utility trenches below grassed areas ................... 90 Aggregate base (beneath slabs) ......................... 95 Miscellaneous backfill................................ 90 13 Value Plastics ELI Project No. 20945013 Terracon 3. Slabs supporting heavy loads should be underlain by a minimum of 6 inches of crushed aggregate base course. • Pavement Subgrade Preparation: 1. The subgrade should be scarified, moistened as required, and recompacted for a minimum depth of 8 inches prior to placement of fill and pavement materials. 2. On -site clay soils may pump or become unstable or unworkable at high water contents. Workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with granular materials may be necessary. Lightweight excavation equipment may be required to reduce subgrade pumping. Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique. Laboratory evaluation is, recommended to determine the effect of chemical stabilization on subgrade soils prior to construction. • Fill Materials: 1.. Clean on -site soils or approved 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 12 Value Plastics ELI Project No. 20945013 • Site Clearing: Terracon 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. 2. If unexpected fills or underground facilities are encountered during site clearing, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. All excavations should be observed by the geotechnical engineer prior to backfill placement. 3. Stripped materials consisting of vegetation and 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. All exposed areas which will receive fill, once properly cleared and benched where necessary, should be scarified to a minimum depth of ten 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. Well points may be required for significant groundwater flow, or where excavations penetrate groundwater to a significant depth. • Slab Subarade Preparation: 1. Where existing fill and clay soils will support floor slab, the soils should be scarified, moisture -conditioned and compacted to a minimum depth of 12 inches. 2. A minimum 4-inch layer of clean -graded gravel should be placed beneath slabs 11 Terracon Value Plastics ELI Project No. 20945013 Future performance of pavements constructed on the clay soils at this site will be dependent upon several factors, including: • maintaining stable moisture content of the subgrade soils; and, • providing for a planned program of preventative maintenance. Since the clay soils on the site have shrink/swell characteristics, pavements could crack in the future primarily because of expansion of the soils when subjected to an increase in moisture content to the subgrade. The cracking, while not desirable, does not necessarily constitute structural failure of the pavement. The performance of all pavements, but in particular the recommended asphalt sections, can be enhanced by minimizing excess moisture which can reach the subgrade soils. The following recommendations should be considered at minimum: • Site grading at a minimum 2% grade away from the pavements; • Compaction of any utility trenches for lands aped areas to the same criteria as the pavement subgrade; • Sealing all landscaped areas in or adjacent to pavements to minimize or prevent moisture migration to subgrade soils; • Placing compacted backfill against the exterior side of curb and gutter; and, • Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of base course materials. Earthwork: • 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, and/or utilities, were not observed during site reconnaissance, such features might be encountered during construction. 10 Value Plastics Terracon ELI Project No. 20945013 The asphalt materials should be placed in maximum 3-inch lifts and should be compacted to a minimum of 95% Hveem density (ASTM D1561.). Plant -mixed bituminous base course should be composed of a mixture of aggregate, filler and additives if required and approved bituminous material. The bituminous base should conform to an approved mix design stating the Hveem properties, optimum asphalt content, job mix formula, and recommended mixing and placing temperatures. Aggregate used in plant -mixed bituminous base course should meet a particular gradation. Use of aggregates meeting Colorado Department of Transforation Grading G or C specifications is recommended. The. mix design should be submitted prior to construction to verify it adequacy. The asphalt material should be placed in maximum 3-inch lifts, and should be compacted to a minimum of 95% Hveem density (ASTM D1561). Where rigid pavements are used, the concrete should be obtained from an approved mix design with the following minimum properties: • Compressive Strength @ 28 days ................... 3750 psi minimum • Modulus of Rupture @ 28 days ........................ 650 minimum • Strength Requirements ................................ ASTM C94 • Minimum Cement Content ......................... 5.5 sacks/cu. yd. • Cement Type .................................... Type I Portland • Entrained Air Content 6 to 8% • Concrete Aggregate ................. ASTM C33 and CDOT Section 703 • Aggregate Size ................................. 1 inch maximum • Maximum Water Content 0.49 lb/lb of cement • Maximum Allowable Slump ............................... 4 inches Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from time the water is added to the mix. Other specifications outlined by the Colorado Department of Transportation should be followed. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation. The location and extent of joints should be based upon the final pavement geometry and should be placed (in feet), at roughly twice the slab thickness (in inches), on center in either direction. Sawed joints should be cut within 24-hours of concrete placement, and should be a minimum of 25% of slab thickness plus 1/4 inch. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. Where dowels cannot be used at joints accessible to wheel loads, pavement thickness should be increased by 25 percent at the joints and tapered to regular thickness in 5 feet. 7 Terracon Value Plastics ELI Project No. 20945013 Recommended Pavement Section, Thickness (inches) Asphalt Aggregate Plant -Mixed Portland Traffic Area Alternative Concrete Base Bituminous Cement Total Surface Course Base Concrete A 3" 6" 9^ Automobile Parking B 2„ 2 Y2 „ 4 �Y2 „ C 5.. 5" Parking and A 3" 10" 13" Driveway B 2" 4 %2 " 6 y2 ^ Areas Each alternative should be investigated with respect to current material availability and economic conditions. In view of the subgrade soil conditions and projected traffic, either full -depth asphalt or rigid concrete pavement sections should be considered in areas of main traffic corridors, drive bays or truck access. Rigid concrete pavement is recommended at the location of dumpsters where trash trucks will park and load. Aggregate base course (if used on the site) should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation Class 5 or 6 specifications is recommended. In addition, the base course material should be moisture stable. Moisture stability is determined by R-value testing which shows a maximum 12 point difference in R-values between exudation pressures of 300 psi and 100 psi. Aggregate base course material should be tested to determined compliance with these specifications prior to importation to the site. Aggregate base course should be placed in lifts not exceeding six inches and should be compacted to a minimum of 95% Standard Proctor Density (ASTM D698), within a moisture content range of 2 percent below to 2 percent above optimum. Where base course thickness exceeds 6 inches, the material should be placed and compacted in two or more lifts of equal thickness. Asphalt concrete should be obtained from an approved mix design stating the Marshall or Hveem properties, optimum asphalt content, job mix formula, and recommended mixing and placing temperatures. Aggregate used inasphalt concrete should meet a particular gradation. Use of materials meeting Colorado Department of Transportation Grading .0 or CX specification is recommended. The mix design should be submitted prior to construction to verify its adequacy. L Value Plastics Terracon ELI Project No. 20945013 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. • 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 backf ill paced beneath slabs should be compacted in accordance with recommended specifications outlined below. • In areas subjected to normal loading, a minimum 4-inch layer of clean -graded gravel should be placed beneath interior slabs. For heavy loading, 6 inches of crushed aggregate base course should be used. • If moisture sensitive floor coverings are used on interior slabs, consideration should be given to the use of barriers to minimizepotential vapor rise through the slab. • 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. Pavement Design and Construction: The required total thickness for the pavement structure is dependent primarily upon the foundation soil or subgrade and upon traffic conditions. Based on the soil conditions encountered at the site and the type and volume of traffic and using a group index of 11 as the criterion for pavement design, the following minimum pavement thicknesses are recommended: 7 Terracon Value Plastics ELI Project No. 20945013 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. Lateral Earth Pressures: For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: • Active: Cohesive soil backfill (on -site clay) .......................... 45 psf/ft L • Passive: Cohesive soil backfill (on -site clay) ......................... 340 psf/ft Where the design includes restrained elements, the following equivalent fluid pressures are recommended: • At rest: Cohesive soil backfill (on -site clay) .......................... 65 psf/ft The lateral earth pressures herein are not applicable for submerged soils. Additional recommendations may be necessary 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 movement. Floor Slab Design and Construction: Low to moderately expansive soils, natural soils or engineered fill will support the floor slab. Some differential movement of a slab -on -grade floor system is possible should the subgrade soils become elevated in moisture content. Such movements are considered within general tolerance for normal slab -on -grade construction. To reduce any potential slab movements, the subgrade soils should be prepared as outlined in the earthwork section of this report. For structural design of concrete slabs -on -grade, a modulus of subgrade reaction to 100 pounds per cubic inch (pci) may be used for floors supported on existing or engineered fill consisting of on -site soils. n Terracon Value Plastics ELI Project No. 20945013 variations in the engineering properties of the on -site soils, foundation bearing levels, structural loads, and possible final grades, the following foundation systems were evaluated for use on the site: • spread footings and/or grade beams bearing on undisturbed soils; and, • spread footings and/or grade beams bearing on engineered fill. Slab -on -grade construction is considered acceptable for use when subgrade soils consist of the on -site clays, provided that design and construction recommendations are followed. Foundation Systems: Due to the presence of low- to moderate -swelling soils on the site, spread footing and/or grade beam foundations bearing upon undisturbed subsoils and/or engineered fill are recommended for support for the proposed structure. The footings may be designed for a maximum bearing pressure of 2,000 psf. In addition, the footings should be sized to maintain a minimum dead -load pressure of 500 psf. 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 Existing fill on the site should not be used for support of foundations without removal and recompaction. Finished grade is the lowest adjacent garde forperimeter footings and floor level for. interior footings. 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 settlement resulting from the assumed structural loads are estimated to be on the order of 3/4 inch or less, provided that foundations are constructed as recommended. 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. Foundations and masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or other discontinuities in masonry walls is recommended. Terracon Value Plastics ELI Project No. 20945013 • Fill: The area tested is overlain by a Y2 to 1'/2 foot layer of fill material. The fill consists of a mixture of lean clay with sand, sandy lean clay and gravel. It is not known if the fill has been uniformly or properly compacted. The upper 6 inches of the fill has been penetrated by root growth and organic matter. • Lean Clay With Sand: This stratum underlies the fill and extends beyond the depths explored. The lean clay contains varying amounts of sand, is moist, medium to hard. Laboratory Test Results: Laboratory test results indicate that the clay subsoils vary from medium to hard in consistency and have low to moderate expansive potential and moderate bearing characteristics. Groundwater Conditions: Groundwater was not encountered in any of the test boring except Boring 4 at the time of field exploration, nor when checked one day after drilling. Groundwater was encountered in Boring 4 at a depth of 14Yz feet. When checked one day after drilling, groundwater was measured at depths of 14 feet below the surface in Boring 4. Boring 5 was caved at a depth of 6 feet when checked one day after drilling. 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. Based upon review of U.S. Geological Survey maps (ZHillier, et al, 1983), regional groundwater is expected to be encountered in unconsolidated alluvial deposits on the site, at depths ranging from 5 to 10 feet below. the existing ground surface at the project site. Fluctuations in groundwater levels can best be determined by implementation of a groundwater monitoring plan. Such a plan would include installation of groundwater monitoring wells, and periodic measurement of groundwater levels over a sufficient period of time. The possibility of groundwater fluctuations should be considered when developing design and construction plans for the project. CONCLUSIONS AND RECOMMENDATIONS Site Development Considerations: The site is suitable for the proposed construction. Potentially expansive soils will require particular attention in the design and construction. Because of 'Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table f1979) in the Boulder -Fort Collins -Greeley Area, Front Range Urban Corridor Colorado, United States Geological Survey, Map 1-855-I. 4 Value Plastics ELI Project No. 20945013 Terracon 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 tests were performed in general accordance with the applicable ASTM, local or other accepted standards. SITE CONDITIONS The site consists of a vacant area currently vegetated with grass and weeds. A few trees are growing in the southwest corner of the property. The site is relatively flat with generally poor drainage. The property is bordered on the north by Vermont, on the east by Timberline Road, on the south by Danfield Court and on the west by Eastbrook Drive. Existing office buildings are located adjacent to the site. SUBSURFACE CONDITIONS Geology: The project area 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 2,000,000 years ago),. is a broad, erosional trench which separates the Southern Rocky Mountains from the High Plains. Structurally, the site lies along the western flank of the. Denver Basin. During the Late Mesozoic and Early Cenozoic Periods (approximately 70,000,000 years ago), intense tectonic activity occurred, causing the uplifting of the Front Range and 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 Cretaceous Pierre Formation. It is estimated the Pierre shale underlies the site at depths of approximately 20 to 25 feet below existing grade. The Pierre formation is overlain by residual and alluvial soils of Pleistocene and/or Recent Age. Mapping completed by the Colorado Geological Survey ('Hart, 1972), indicates the site in an area of "Moderate Swell Potential". Potentially expansive materials mapped in this area include bedrock, weathered bedrock and colluvium (surficial units). Soil Conditions: As presented on the Logs of Boring, the subsurface soils were encountered in order of increasing .depths as follow: 'Hart, Stephen S., 1972, Potentially Swelling Sal and Rock in the Front Range Urban Corridor, Colorado, Colorado Geological Survey, Environmental Geology No. 7. . 3 GEOTECHNICAL ENGINEERING REPORT Terracon VALUE PLASTICS ADDITION NORTHWEST CORNER DANFIELD COURT & TIMBERLINE ROAD FORT COLLINS, COLORADO ELI PROJECT NO. 20945013 FEBRUARY 17, 1994 INTRODUCTION This report contains the results of our geotechnical engineering exploration for the proposed project to be located adjacent to the existing Value Plastics facility located between Eastbrook Drive and Timberline Road north of Danfield Court in east Fort Collins, Colorado. The site is located in the Southeast 1 /4 of Section 31, Township 7 North, 68 West of the 6th Principal Meridian. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • subsurface soil conditions • groundwater conditions • foundation design and construction • lateral earth pressures • floor slab design and construction • pavement design and construction • earthwork • drainage The conclusions and recommendations 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 The proposed construction as we understand it will be a 45,000 square foot single -story, slab -on - grade building. Parking areas are planned adjacent to the west and south sides of the structure. SITE EXPLORATION The scope of . the services performed for this project included site reconnaissance by an engineering geologist, a subsurface exploration program, laboratory testing and engineering analyses. Value Plastics ELI Project No. 20945013 TABLE OF CONTENTS (Cont'd) Terracon APPENDIX A Figure No. SITE PLAN 1 Logs of Borings ......................................... Al thru A10 APPENDIX B Swell -Consolidation Test ............ ......................... B1 thru B2 Summary of Test Results ......................................... B3 APPENDIX C: GENERAL NOTES Drilling & Exploration ............................................ C1 Unified Soil Classification C2 ......................................... Laboratory Testing, Significance and Purpose .......................... :.. C3 Report Terminology ............................................. C4 APPENDIX D Recommended Preventative Maintenance -Asphalt Concrete Pavements ......... D1 Recommended Preventative Maintenance -Jointed Concrete Pavements ......... D2 Value Plastics ELI Project No. 20945013 TABLE OF CONTENTS Terracon Page No. Letter of Transmittal.................................................... ii INTRODUCTION..................................................... 1 PROPOSED CONSTRUCTION ........................................... 1 SITE EXPLORATION................................................... 1 Field Exploration ............................................... 2 Laboratory Testing .............................................. 2 SITE CONDITIONS ................................................... 3 SUBSURFACE CONDITIONS ............................................ 3 Geology..................................................... 3 Soil Conditions ................................................. 3 Laboratory Test Results .......................................... 4 Groundwater Conditions .......................................... 4 CONCLUSIONS AND RECOMMENDATIONS ................................. 4 Site Development Considerations .................................... 4 Foundation Systems ............................................. 5 Lateral Earth Pressures ........................................... 6 Floor Slab Design and Construction .................................. 6 Pavement Design and Construction ................................... 7 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 Compliance ............................................. 14 Excavation and Trench Construction ............................ 14 Drainage........: ........................................... 15 SurfaceDrainage ......................................... 15. Subsurface Drainage ....................................... 15 Additional Design and Construction Considerations ...................... 16 Exterior Slab Design and Construction .......................... 16 Corrosion Protection ....................................... 16 GENERAL COMMENTS ............................................... 16 0 Value Plastics ELI Project No. 20945013 Terracon 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. Sincerely, EMPIRE LABORATORIES, INC. A Division of The Terracon Companies, Inc. Neil R. JShereba . Senior Engineering Geologist Reviewed by: Chester C. Smith, P.E. Division Manager NRS/CCS/cic 2 5 ` -._=� t ER (` _,. V, . JLr A Copies to: Addressee (2) The Neenan Company - Mr. Steve Steinbicker (1) l; Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. PO. Box 503 • 301 No. Hower Fort Collins, Colorado 80522 (303) 484-0359 FAX No. (303) 484-0454 Chester C. Smith, P.E. Neil R. Sherrod, C.PG. February 17, 1994 Value Plastics 3350 Eastbrook Drive Fort Collins, Colorado 80525 Attn: Mr. Kent Sampson Re: Geotechnical Engineering Report, Value Plastics Addition Northwest Corner Danfield Court & Timberline Road Fort Collins, Colorado ELI Project No. 20945013 Empire Laboratories, Inc. (ELI) has completed a geotechnical engineering exploration for the proposed project to be located at Danfield Court between Eastbrook Drive and Timberline Road in east Fort Collins, Colorado. This study was performed in general accordance with our proposal number.D2094031 dated January 25, 1994. . 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 subsurface exploration indicated conditions which are typical of soils commonly found in the east Fort Collins area. The subsurface soils at the site consisted of lean clay with sand. The information obtained by the results of field exploration and laboratory testing completed for this study indicates that the soils at the site have low to moderate expansive potential and moderate bearing characteristics. Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results, we recommend that the proposed building be supported on a spread footing and/or grade beam foundation system. Slab -on -grade may be utilized for the interior floor system provided that care is taken in the placement and compaction of the subgrade soil. Other design and construction details, based upon geotechnical conditions, are presented in the report. Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers Arizona: Tucson ■ Colorado: Colorado Springs, Denver, Ft. Collins. Greeley, Longmont ■ Idaho: Boise ■ Illinois: Bloomington, Chicago. Rock Island ■ Iowa: Cedar falls. Cedar Rapids. Davenport. Des Moines, Storm Lake ■ Kansas. Lenexa. Topeka. Wichita ■ Minnesota: St. Paul ■ Missouri: Kansas City ■ Nebraska: Lincoln, Omaha ■ Nevada: Las Vegas ■ Oklahoma: Oklahoma City. Tulsa ■ Texas: Dallas ■ Utah: Salt Lake City ■ Wyoming: Cheyenne QUALITY ENGINEERING SINCE 1965 S� I GEOTECHNICAL ENGINEERING REPORT VALUE PLASTICS ADDITION NORTHWEST CORNER DANFIELD COURT & TIMBERLINE ROAD FORT COLLINS, COLORADO ELI PROJECT NO. 20945013 Prepared for: VALUE PLASTICS 3350 EASTBROOK DRIVE FORT COLLINS, COLORADO 80525 ATTN: MR. KENT SAMPSON Empire Laboratories, Inc. A Division of the TerracQn Companies, Inc..