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Home My WebLink AboutRAFFERTY'S PUD - PRELIMINARY - 17-95 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTTABLE D2 RECOMMENDED PREVENTATIVE MAINTENANCE POLICY FOR JOINTED CONCRETE PAVEMENTS Distress Distress Recommended Distress Distress Recommended Type Severity Maintenance Type Severity Maintenance Low None No Polished Severity Groove Surface Blow-up Medium Full -Depth Concrete Patch/ Aggregate . Levels or Overlay High Slab Replacement Defined Low. Seal Cracks No Comer Popouts Severity Levels None Medium Full -Depth Break High Concrete Patch Defined Low Seal Cracks No Underseal, Divided Severity Seal cracks/joints Medium Slab Pumping Levels and Replacement Defined Restore Load Transfer High Low None Low Seal Cracks Medium Full -Depth Patch Medium Full -Depth Durability Punchout Cracking Concrete High Slab Replacement High Patch Low None Low No Faulting Railroad Crossing Policy for this Medium Medium High High Grind Project Low None Scaling Low None Medium Medium Slab Replacement, Joint Map Cracking Seal al Crazing Full -depth Patch, High Joints High or Overlay Low Regrade and No Lane/Shoulder Fill Shoulders Shrinkage Severity None Medium Drop-off to Match Cracks Levels High Lane Height Defined Linear Cracking Low Clean &y Low None Medium Longitudinal, Seal all Cracks Spelling Transverse and Medium (Comer) Partial -Depth Diagonal Concrete Patch Cracks High Full -Depth Patch High Low None Low None Large Patching Spalling Medium Medium Partial -Depth Patch and Seal Cracks or (Joint) High High Reconstruct Joint Utility Cuts Replace Patch Low None Medium Replace Small Patching Patch Empire Laboratories, Inc. High A Division of The Terracon Companies, Inc. 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 g 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 Medium Clean & Seal Medium Full -Depth Asphalt Concrete Block Cracking Potholes High All Cracks High Patch Bumps & Sags Low None Railroad Crossing Low No Policy for This Project Medium Shallow AC Patch Medium High Full -Depth Patch High Low None Low None Medium Full -Depth Asphalt Concrete Medium Shallow AC Patch Corrugation Rutting High Patch High Full -Depth Patch Low None Low None Medium Shallow AC Patch Medium Mill & Shallow AC Depression Shoving High Full -Depth Patch High Patch Low None Low None Medium Seal Cracks Medium Shallow Asphalt Concrete Edge Cracking Slippage Cracking High Full -Depth Patch High Patch Low Clean &C 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 Weathering & Ravelling Fog Seal Medium Regrade Shoulder Medium High High Low None Longitudinal & Transverse Cracking Empire Laboratories, Inc. Medium Clean & Seal High All Cracks A Division of The Terracon Companies, Inc. ,1e d • �' 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. 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. 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 been transported 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. Coluuvium 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. LABORATORY TESTS 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 Ratio road and airfield pavements. Design Consolidation Used to develop an estimate of both the rate and amount of both Foundation differential and total settlement of a structure. Design Direct Used to determine the consolidated drained shear strength of soil Bearing Capacity, Shear or rock. Foundation Design & 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 Used to determine the capacity of soil or rock to conduct a liquid Groundwater Permeability or gas. Flow Analysis Used to determine the degree of acidity or alkalinity of a soil. Corrosion pH Potential Used to indicate the relative ability of a soil medium to carry Corrosion Resist.Vity 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 Used to determine the quantitative amounts of sulfides within a Corrosion Su/fide Content soil mass. Potential To obtain the approximate compressive strength of soils that Bearing Capacity Unconfined possess sufficient cohesion to permit testing in the unconfined Analysis for Compression 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. ' 10 UNIFIED SOIL CLASSIFICATION SYSTEM Clean Gravels Less than 5% finest Cu > 4 and 1 < Cc <3E Cu < 4 and/or 1 > Cc > 3E Gravels with Fines more than 12% finesc Fines classify as ML or MH Fines classify as CL or CH Clean Sands Less Cu > 6 and 1 < Cc < 3E than 5% fines' Cu < 6 and/or 1 > Cc > 3E Sands with Fines Fines classify as ML or MH more than 12% fines° Fines Classify as CL or CH inorganic PI > 7 and plots on or above "A line PI < 4 or plots below "A" line' organic Liquid limit - oven dried < 0.75 Liquid limit - not dried inorganic PI plots on or above "A" line PI lots below "A" line organic. Liquid limit - oven dried < 0.75 Liquid limit - not dried 9 Y 9 ABased on the material passing the 3-in. (75-mm) sieve elf field sample contained cobbles or `Cu'D6o1Dto Cc • f02o)x Di0 x D60 boulders, or both, add "with cobbles or boulders, or both" to group name. cGravels 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 elf 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 au � v a i_ w P N 20 0. 10 7 4 0 Criteria for Assigning Group Symbols and Group Names Using Laboratory Teste Coarse -Grained Soils more than 50% retained on No. 200 sieve Fine -Grained Soils 50% or more passesthe No. 200 sieve Gravels more than 50% of coarse fraction retained on No. 4 sieve Sands 50% or more of coarse fraction passes No. 4 sieve Silts and Clays Liquid limit less than 50 Silts and Clays Liquid limit 50 or more Soil Classification Group) Group Names GW Well -graded gravel" GP Poorly graded gravelF GM Silty gravel,G,H GC Clayey gravel'•°" SW Well -graded sand' SM Silty sand°•"' Sc Clayey sand'"' CL Lean clay'l,L•M ML SIItK,L.M OL Organic clayKLM Organic siltK.L.M.o CH Fat clayK.L.M MH Elastic SiltK'L'M m Hi hl or anic 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. Llf soil contains > 30% plus No. 200 predominantly sand, add "sandy" to group name. s if soil contains > 30% plus No. 200, predominantly gravel, add "gravelly" to group name. "PI > 4 and plots on or above "A" line. 0PI < 4 or plots below "A" line. 'PI plots on or above "A" line. 'PI plots below "A" line. slit K.L.M.0 P"r clonll(eeHon el rine-enln�a wtlF i and ❑nrSnin"A /wolion el aeon.- �•' gmin"0 Feib �� Eeuetiw 25.5 p P 01 V -I i"a V.,,,," ' G MH OR OH -_ -".;•CL-ML"•.7". ML 0R OL i 0 10 16 20 30 40 SD 60 70 a0 W 100 IIC LIQUID LIMIT (LL) Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: R : Ring Barrell - 2.42" I.D., 3" O.D., unless otherwise noted 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 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 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 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: 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 addition to gradation, coarse grained soils are defined on the basis of their relative in -place density and fine grained soils on 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. I- ' t V O I D R A T I O 0.60 0.59 0.58 0.57 0.56 0.55 0.54 0.53 0.52 0.1 1 10 " STRESS, tsf Boring and depth (ft.) Classification DD MC% 101 2 3.0 Sandy Lean Clay 105 12 �ROJECT. Rafferty's Restaurant - NE Corner Harmony JOB NO. 20955056 I Rd. & Boardwalk Drive DATE 4/18/95 I CONSOLIDATION TEST Il Empire Laboratories, Inc. Fort Collins, Colorado LOG OF BORING No. 7 Page 1 of 1 CLIENT ARCHITECT / ENGINEER Maxwell Architects Maxwell Architects SITE NE Corner Harmony Rd. & Boardwalk Drive PROJECT Fort Collins, Colorado Raffert 's Restaurant SAMPLES TESTS 0 "J U_ CO Y W W (n Z= DESCRIPTION Z� w H N a w LL CD a.d U E a U F—O H >-L� U�LL LD Approx. Surface Elev.: 93.0 ft. o Cn z it vain . E oar na- A^"^A 0.5 6" TOPSOIL 92.5 1 SS 12" 12 13 CL 2 SS 12" 19 SANDY LEAN CLAY Tan/red, moist, very stiff to stiff 3 SS 12" 12 7 5 - - 4 SS 12" 8 16 10.0 83.0 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 BORING STARTED 4-6-95 Empire Laboratories WI- g None W.D. IT None A.B. BORING COMPLETED 4-6-95 Incorporated WL RIG CNIE-55 FOREMAN DML Division of Terrecon WL Water checked 1 day A.B. APPROVED LRS JOB N 20955056 to LOG OF BORING No. 6 Page 1 of I CLIENT ARCHITECT / ENGINEER Maxwell Architects Maxwell Architects SITE NE Corner Harmony Rd. & Boardwalk Drive PROJECT Fort Collins, Colorado Raffert 's Restaurant SAMPLES I TESTS N F_ o E Wo c3 o O � W N Z2 JH DESCRIPTION L~L >. ce Z\ W Cn H N Cr w w LLL 0 o w 2 W � I N H O ZZ HF-Z a- F W COW O 3 N OW - 7NH n. U E a. U I--O H YLL UMLL O¢LL LD Approx.SurfaceElev.:95.5 f. o�zF_M°'iizod�~a�a uii vi X """,." 0 5 6" TOPSOIL 95.0 CL 1 SS 12" 14 11 33/13/64 2 SS 12" 17 SANDY LEAN CLAY Brown/red, moist Very stiff to stiff 4.5 91.0 5 3 SS 12" 9 6 SILTY SAND Tanlred, moist Loose to medium dense SM 4 SS 12" 26 3 • 10.0 85.5 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 BORING STARTED 4-6-95 Empire Laboratories wL g None W.D. = None A.B. BORING COMPLETED 4-6-95 Incorporated V,L, RIG CME-55 FOREMAN DML Division of Tenacon WL Water checked 1 day A.B. APPROVED LRS JOB N 20955056 LOG OF BORING No. 5 page 1 of 1 CLIENT ARCHITECT / ENGINEER Maxwell Architects Maxwell Architects SITE NE Corner Harmony Rd. & Boardwalk Drive PROJECT Fort Collins, Colorado Raffert 's Restaurant SAMPLES TESTS \ >_ I— 0 ( 0 .. J 0 J U_ S > W fp ZS DESCRIPTION Z� M H N w W LL� n a E a. Cl) UMu. L0.1 c0.i �o ru. CD Approx. Surface Elev.: 95.5 ft. o z � M aim z oa �u~ia "^"^" 0.5 6" TOPSOIL 95.0 CL 1 SS 12" 13 13 2 SS 12" 23 CANDY LEAN CLAY Brown/red, dry to moist Stiff to very stiff 4.5 - 91.0 5 3 SS 12" 20 4 SILTY SAND Tan/red, dry, medium dense SM 4 SS 12" 11 5 ' 10.0 85.5 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 BORING STARTED 4-6-95 Empire Laboratories WL g None W.D. = None A.B. BORING COMPLETED 4-6-95 Incorporated WL RIG CME-55 FOREMAN DML Division of Tenacon WL Water checked 1 day A.B. APPROVED LRS JOB N 20955056 LOG OF BORING No. 4 Page 1 of 1 CLIENT ARCHITECT / ENGINEER Maxwell Architects Maxwell Architects SITE NE Corner Harmony Rd. & Boardwalk Drive PROJECT Fort Collins, Colorado Raffert 's Restaurant SAMPLES TESTS W (a E z W (L w > O U M F- Z\ L LA 3 F O (nOL m � M H (n H F � wHU) O >_ LL oa o ~Wz Z Z ow U W LL =3U)QQ.. JLA J In W W LL u3iad 0 H = 1L CD DESCRIPTION Approx. Surface Elev.: 96.5 ft. 2 F O. o o N fA U � FTT.T_-Sandy lean clay CL 1 SS 12" 17 12 Brown/red, moist 2.0 94.5 770 F. CL 2 ST 6" 11 107 3 SS 12" 21 8 SANDY LEAN CLAY Brown/red, moist, very stiff 5 6.0 90.5 SM 4 SS 12' 34 3 SILTY SAND Tan/red, dry to moist Dense to loose 10 5 SS 12" 7 8 15.0 81.5 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 4-6-95 Empire Laboratories WL g None W.D.IT None A.B. BORING COMPLETED 4-6-95 Incorporated WL RIG CME-55 FOREMAN DML Division of Terracon WL Water checked 1 day A.B. APPROVED LRS JOB N 20955056 LOG OF BORING No. 3 Page 1 of I CLIENT ARCHITECT / ENGINEER Maxwell Architects Maxwell Architects SITE NE Corner Harmony Rd. & Boardwalk Drive PROJECT Fort Collins, Colorado Raffert 's Restaurant SAMPLES TESTS F o v Jo 03 HU) DESCRIPTION LL N w z� w _ WUj H IHi = M W > I cn r a zz o:m¢ a. H W to W O 3 U) O W W=) LL. d U E o- U F-O H >-LLL uwu_ HJJ LD Approx. Surface Elev.: 97.0 ft. o M z (X u)in z oa �U~ia OM =UU)UU) "^""" 0.5 6" TOPSOIL 96.5 1 SS 12" 15 11 SANDY LEAN CLAY .0012 CL 2 SS 12" 32 7 Brown/red, moist, very stiff 5 6.0 91.0 SM 3 SS 12" 39 4 SILTY SAND Tan/red, dry to moist Dense to loose 10 6 SS 12" 10 17 15.0 82.0 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 4-6-95 Empire Laboratories WL Y None W.D. = None A.B. BORING COMPLETED 4-6-95 Incorporated WL RIG CME-55 FOREMAN DML Division of Terracon WL Water checked 1 day A.B. APPROVED LRS JOB N 20955056 LOG OF BORING No. 2 Page 1 of 1 CLIENT . ARCHITECT / ENGINEER Maxwell Architects Maxwell Architects SITE NE Corner Harmony Rd. & Boardwalk Drive PROJECT Fort Collins, Colorado' Raffert 's Restaurant SAMPLES TESTS \ > J U LL DESCRIPTION } � z\ it z HI= - a. en E a U Cn XLL L) F-o H >-LL U Approx. Surface Elev.: 97.5 ft. C3 z ►} � vain z oa via ^^^" 0.5 6" TOPSOIL 97.0 SANDY LEAN CLAY 1 SS 12" 19 9 CL 2 ST 12" 11 93 5080 Brown/Tan/red, moist, very stiff 3 SS 12" 17 8 5 6.5 91.0 SM 4 SS 12" 17 4 SILTY SAND- Tan/red, moist Medium dense to loose 10 5 SS 12" 8 13 15.0 82.5 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 4-6-95 Empire Laboratories L g None WD =None A.B. BORING COMPLETED 4-6-95 Incorporated Division of Termcon IW RIG CME-55 FOREMAN DML L Water checked 1 day A.B. APPROVED LRS JOB a 20955056 LOG OF BORING No. 1 Page 1 of 1 CLIENT _ ARCHITECT / ENGINEER Maxwell Architects Maxwell Architects SITE NE Corner Harmony Rd. & Boardwalk Drive PROJECT Fort Collins, Colorado Raffert 's Restaurant SAMPLES TESTS m E z W D- w O U W z� 3 F- O aim N M in H E >` w >_ LL oa. o� OW C.1 D= LL Minna- Din W W LL v3iad CD (L Q DESCRIPTION Approx. Surface Elev.: 98.5 ft. .. H n. Wo J N U U M ^A^^" 0.5 6" TOPSOIL 98.0 1 SS 12" 18 12 SANDY LEAN CLAY Tan/red, dry to moist Very stiff to medium stiff 440 CL 2 ST 12" 11 115 3 SS 12" 7 9 5 7.5 91.0 4 ST 12" 2 SM 5 SS 12" 10 8 SILTY SAND Red, moist 10 Medium dense to loose 6 SS 12" 8 7 15.0 83.5 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 4-6-95 Empire Laboratories WL g None W.D. = None A.B. BORING COMPLETED 4-6-95 Incorporated Division of Tercacon WL RIG CME-55 FOREMAN DML N I Water checked 1 day A.B. APPROVED LRS JOB k 20955056 ®NQ•St U.I Ij I I I I I i I FIGURE L SITE PLAN HARMONY ROAD & BOARDWALK DRIVE FORT COLLINS, COLORADO ELI. PROJECT No. 20955056 SCALE 1" = 100' Empire Laboratories, Inc. A vwision or the 'rerracon companies, Inc. Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 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 and/or grade beam 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 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 for continuing from design through construction and to determine the 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 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 re-evaluate 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. 15 Geotechnical Engineering Exploration Maxwell Architects EL Project No. 20955056 • placement of effective control joints on relatively close centers and isolation joints between slabs and other structural elements • provision for adequate drainage in areas adjoining the slabs • use of designs which allow vertical movement between the exterior slabs and adjoining structural elements In those locations where movement of exterior slabs cannot be tolerated or must be held to an absolute minimum, consideration should be given to: • Constructing slabs with a stem or key -edge, a minimum of 6 inches in width and at least 12 inches below grade; • supporting keys or stems on drilled piers; or • providing structural exterior slabs supported on foundations similar to the building. • Underground Utility Systems: All piping should be adequately bedded for proper load distribution. It is suggested that clean, graded gravel compacted to 80 percent of Relative Density ASTM D4253 be used as bedding below the pipe. Utility trenches should be excavated on safe and stable slopes in accordance with OSHA regulations as discussed above. Backfill should consist of the on -site soils. The pipe backfill should be compacted to a minimum of 95 percent of Standard Proctor Density ASTM D698. 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 1-II Portland cement is suitable for all concrete on and below grade. 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 14 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 Drainage: Surface Drainage: 1. Positive drainage should be provided during construction and maintained throughout the life of the proposed restaurant. 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. Additional Design and Construction Considerations: Exterior Slab Design and Construction: Compacted subgrade or existing clay soils will expand with increasing moisture content; therefore, exterior concrete grade slabs may heave, resulting in cracking or vertical offsets. The potential for damage would be greatest where exterior slabs are constructed adjacent to the building or other structural elements. To reduce the potential for damage, we recommend: • exterior slabs be supported on fill with no, or very low expansion potential • strict moisture -density control during placement of subgrade fills 13 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 On -site soils or approved imported fill: Beneath foundations ......................... 98 Beneath slabs .............................. 95 Beneath pavements ......................... 95 Aggregate base (beneath slabs and pavement) ........ • • . 95 Miscellaneous backfill ............................. 90 4. 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. 5. On -site clay soils placed around or beneath the proposed foundations should be compacted within a moisture content range of optimum to 2 percent above optimum. On -site clay soils beneath pavement should be compacted within a moisture content range of 2 percent below to 2 percent above optimum. Imported granular soils should be compacted within a moisture, range of 4 percent below to 2 percent above optimum. • Compliance:. Performance of 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 clay 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. 12 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 • general site grading • exterior slab areas • foundation areas • pavement areas • interior floor slab areas • foundation backfill 2. Frozen soils should not be used as fill or backfill. 3. Imported soils (if required) should conform to the following or be approved by the Project Geotechnical Engineer: Percent fines by weight Gradation (ASTM C136) 6"......................................... 100 3"....................................... 70-100 No. 4 Sieve 50-80 No. 200 Sieve .............................. 70 (max) • Liquid Limit ........................... 40 (max) • Plasticity Index ......................... 15 (max) 4. Aggregate base should conform to Colorado Department of Transportation Class 5 or 6 specifications. • 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. No fill should be placed over frozen ground. 3. Materials should be compacted to the following: Material Minimum Percent (ASTM D698) Subgrade soils beneath fill areas ..................... 95 11 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 Recommended preventative maintenance policies for asphalt and jointed concrete pavements, based upon type and severity of distress, are provided in Appendix D. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventative maintenance. Earthwork: • Site Clearing and Subgrade Preparation: 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. Fill or underground facilities encountered during site clearing 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. 4. All exposed areas which will receive fill, floor slabs and/or pavement, once properly cleared, should• be scarified to a minimum depth of eight inches, conditioned to near optimum moisture content, and compacted. 5. On -site clay soil may pump or become ustable or unworkable at high water contents. Workability may be improved by scarifying and drying. • Fill Materials: 1. Clean on -site soils or approved imported materials may be used as fill material for the following: 10 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 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 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 landscaped 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. Preventative maintenance should be planned and provided for an on -going pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventative maintenance consists of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. it Geotechnical Engineering Exploration Maxwell Architects. ELI Project No. 20955056 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 Marshall or 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 Transportation 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% Marshall or Hveem density (ASTM D1559) (ASTM D1560). Where rigid pavements are used, the concrete should be obtained from an approved mix design with the following minimum properties: • Modulus of Rupture @ 28 days ................. 650 psi minimum 0 Strength Requirements ........................... ASTM C94 • Minimum Cement Content ..................... 6.5 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 0 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. 3 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 Recommended Pavement Section Thickness (inches) Traffic Area Alter - "native Asphalt Aggregate Select: Plant Mixed i Portland Concrete :Base Subbase Bitiimmous cement Total >' surface . Course Base Concrete A 3 4 7 Automobile B 2 .. 2 %, 4'/2 Parking C 5 5 A 3 8 11 Main Traffic B 2 4 6 Corridors C 1 6 6 Each alternative should be investigated with respect to current material availability and economic conditions. 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 for base course. 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). Asphalt concrete should be obtained from an approved mix design stating the Marshall and Hveem properties, optimum asphalt content, job mix formula, and recommended mixing and placing temperatures. Aggregate used in asphalt concrete should meet a particular gradation. Use of materials meeting Colorado Department of Transportation Grading C or CX specification is recommended. The mix design should be submitted prior to construction to verify its adequacy. The asphalt materials should be placed in maximum 3-inch lifts, and should be compacted to a minimum of 95% Marshall or Hveem density (ASTM D1559) (ASTM D1560) 7 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 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. • 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. • Interior trench backfill 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 aggregate base course should be placed beneath interior slabs. For heavy loading, reevaluation of slab and/or base course thickness may be required. • Floor slabs should not be constructed on frozen subgrade. • Other design and construction considerations, as outlined in the ACI Design Manual, Section 302A 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, the type and volume of traffic and using a group index of 7 as -the criterion for pavement design, the following minimum pavement thicknesses are recommended: R Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 Exterior footings and/or grade beams 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 is the lowest adjacent grade for perimeter footings and floor level for interior footings. 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 settlement resulting from the assumed structural loads is estimated to be on the order of 3/4 inch. 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. Foundation excavations should be observed by the geotechnical engineer. If the soil conditions encountered differ from those presented in this report, supplemental recommendations may be required. 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. 16-J). Floor Slab Design and Construction: Some differential movement of a slab -on -grade floor system is possible should the expansive clay soils increase in moisture content. Use of a floor system supported structurally ilidependent of the subgrade soils is a positive means of eliminating the potentially detrimental effects of floor movement. If slab -on -grade is utilized, 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 150 pounds per cubic inch (pci) may be used for floors supported on existing soil or engineered fill consisting of on -site soils. 5 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 growth and organic matter. It is not known whether the fill has been uniformly or properly compacted. • Sandy Lean Clay: The clay layer was encountered below the topsoil and fill and extends to depths of 4% to 7%z feet or to the depth explored. The lean clay is dry to moist and contains substantial quantities of sand. • Silty Sand: The sand stratum was encountered below the clay layer in Borings 1 through 6 and extends to the depths explored. The sand contains varying quantities of silt and is dry to moist in its in situ condition. Field and Laboratory Test Results: Field test results indicate the clay soil varies from medium stiff to very stiff in consistency. The sand soil varies from dense to loose in relative density. Laboratory test results indicate the clay soil has low to moderate expansive potential. Groundwater Conditions: Groundwater was not observed in any test boring at the time of the field exploration, nor 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. CONCLUSIONS AND RECOMMENDATIONS Foundation Systems: Based on the soil conditions encountered on the site, a spread footing and/or grade beam foundation bearing upon undisturbed subsoils and/or engineered fill is recommended for support for the proposed structure. The footings and/or grade beams may be designed for a maximum bearing pressure of 2,400 psf. In addition, the footings should be sized to maintain a minimum dead -load pressure of 800 psf. The design bearing pressure applies to dead loads plus 1 /2 of design live load conditions. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. Existing fill on the site should not be used for support of foundations without removal and recompaction. 4 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 laboratory testing program was formulated to determine engineering properties of the subsurface materials. Boring logs were prepared and are presented in Appendix A. Selected soil samples were tested for the following engineering properties: • Water content • Dry density • Consolidation Compressive strength • Expansion • Liquid Limit • Plasticity Index • % Fines • Water soluble sulfate content The significance and purpose of each laboratory test is described in Appendix C. Laboratory test results are presented on the boring logs and in Appendix B, and were used for the geotechnical engineering analyses, and the development of foundation, pavement and earthwork recommendations. All laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. SITE CONDITIONS The site is a vacant lot vegetated with native grass. The property is bordered by open space to the north, Harmony Road to the south, a residential subdivision to the east and Boardwalk Drive to the west. The area exhibits slight surface drainage to the southeast. SUBSURFACE CONDITIONS Soil Conditions: The following describes the characteristics of the primary soil strata in order of increasing depths: • Topsoil: A '/:-foot layer of topsoil was encountered at the surface of Borings 1 through 3 and 5 through 7. The topsoil has been penetrated by root growth and organic matter. • Fill: A 2-foot layer of fill was encountered at the surface of Boring 4. The fill consists of sandy lean clay. The upper '/:-foot of the fill has been penetrated by root 3 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 to be constructed on the site. These include automobile parking and drive bays/truck access. 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 analysis. Field Exploration: A total of seven test borings were drilled on April 6, 1995 to depths of 10 to 15 feet at the locations shown on the Site Plan, Figure 1. Four borings were drilled within the footprint of the proposed building, and three 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 borings were located in the field by pacing from the southwest corner of the site. Elevations were taken at each boring location with an engineer's level using 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. 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 pushing thin -walled Shelby tubes, or driving split -spoon samplers. Penetration resistance measurements were obtained by driving the split -spoon into the subsurface materials with a 140-pound hammer falling 30 inches. The penetration resistance value is a useful index to the consistency or relative density of the materials encountered. . -- Groundwater was not encountered in the borings at the time of the site exploration nor when checked one day after drilling. Laboratory Testing: All samples retrieved during the field exploration were returned to the laboratory for observation 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 and an applicable 2 I ,/ GEOTECHNICAL ENGINEERING REPORT RAFFERTY'S RESTAURANT HARMONY ROAD AND BOARDWALK DRIVE FORT COLLINS, COLORADO ELI Project No. 20955056 April 17, 1995 INTRODUCTION This report contains the results of our geotechnical engineering exploration for the proposed restaurant to be located at the northeast corner of Harmony Road and Boardwalk Drive in southeast Fort Collins, Colorado. The site is located in the Southeast 1 /4 of Section 36, 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 conditions • groundwater conditions • foundation design and construction • 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 analysis, our experience with similar soil conditions and structures and our understanding of the proposed project. PROPOSED CONSTRUCTION Based on information provided concerning construction, the proposed restaurant will be a single -story, wood framed structure with slab -on -grade construction. Wall and column loads are expected to be less than 3 kips per linear foot and 30 kips, respectively. Although final site grading plans were not available prior to preparation of this report, ground floor level is anticipated to be at or near existing site grade. Other major site development will include the construction of a parking lot to the south and east of the proposed building location. Two levels of traffic are anticipated for pavements Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 TABLE OF CONTENTS (Cont'd) APPENDIX A Figure No. SitePlan ................................................. 1 Logs of Borings ..................................... Al thru A7 APPENDIX B Consolidation Test............. .............................. 131 APPENDIX C: GENERAL NOTES Drilling & Exploration ............... Cl 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 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 TABLE OF CONTENTS Page No. Letter of Transmittal ............................................... ii 1 INTRODUCTION................................................ PROPOSED CONSTRUCTION ....................................... 1 SITE EXPLORATION ............................................. 2 FieldExploration ............. I ............................ 2 Laboratory Testing ......................................... 2 SITECONDITIONS .............................................. 3 SUBSURFACE CONDITIONS ........................................ 3 Soil Conditions ............................................ 3 Field and Laboratory Test Results ............................... 4 Groundwater Conditions .................. 4 CONCLUSIONS AND RECOMMENDATIONS 4 Foundation Systems ........................................ 4 Seismic Considerations ...................................... 5 Floor Slab Design and Construction ............................. 5 Pavement Design and Construction ............................. 6 Earthwork............................................... 10 Site Clearing and Subgrade Preparation ...................... 10 FillMaterials ........................................ 10 Placement and Compaction .............................. 11 Compliance......................................... 12 Excavation and Trench Construction ........................ 12 Drainage................................................ 13 Surface Drainage ..................................... 13 Additional Design and Construction Considerations .................. 13 Exterior Slab Design and Construction ...................... 13 Underground Utility Systems ............................. 14 Corrosion Protection ................................... 14 GENERAL COMMENTS ........................................ 14 Geotechnical Engineering Exploration Maxwell Architects ELI Project No. 20955056 We appreciate being of service during the geotechnical engineering phase of this project, and are prepared to assist during the construction phase 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. Prepared By: �2N00 .��` . ••• R .. �:�,�\� Pam• SCHpF2 .23702 r- FF Qsa R. Schoenfeld, P.E. Geotechnical Engineer %,� "••.}.},..f•�'.,,.';.' Reviewed by: e Larry G. O'Dell, P.E. Office Manager LRS\LGO\cic Copies to: Addressee (3) April 17, 1995 Maxwell Architects 631 Second Avenue South, Suite 1 F Nashville, Tennessee 37210 Attn: Mr. Alan Blankenship Re: Geotechnical Engineering Report, Rafferty's Restaurant Harmony Road and Boardwalk Drive, Fort Collins, Colorado ELI Project No. 20955056 Empire Laboratories, Inc. (ELI) has completed a geotechnical engineering exploration for the proposed restaurant to be located at the northeast corner of Harmony Road and Boardwalk Drive in southeast Fort Collins, Colorado. This study was performed in general accordance with our proposal dated March 28, 1995. 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 the proposed foundation and other earth connected phases of this project are attached. The subsurface soils consisted of sandy lean clay overlying silty sand. The information obtained by the results of field exploration and laboratory testing indicates the clay soil at anticipated foundation bearing depth has low to moderate expansive potential and moderate load bearing capability. Based on the geotechnical engineering analysis, subsurface exploration and laboratory test results, we recommend 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. GEOTECHNICAL ENGINEERING REPORT RAFFERTY'S RESTAURANT HARMONY ROAD AND BOARDWALK DRIVE FORT COLLINS, COLORADO ELI PROJECT NO. 20955056 April 17, 1995 Prepared for. MAXWELL ARCHITECTS 631 SECOND AVENUE SOUTH, SUITE 1 F NASHVILLE, TENNESSEE 37210 ATTN: MR. ALAN BLANKENSHIP Prepared by. Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. 301 North Howes Street Fort Collins, Colorado 80521 Empire Laboratories, Inc. A Division of The Terracon Companies, Inc.