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Home My WebLink AboutWAFFLE HOUSE - FDP - 17-02A - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTREPORT TERMINOLOGY (Based on ASTM D653) Expansive The potential of a soil to expand (increase in volume) due to absorption of moisture. Potential 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 at 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 occurring 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 weight by a Content given compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous 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 the structure such as a Shear) drilled pier. 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. lie I 1 1 1 1 1 1 C 1 1 I L 1 i 1 1 REPORT TERMINOLOGY (Based on ASTM D653) Allowable Soil The recommended maximum contact stress developed at the interface of the foundation Bearing Capacity 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 slabs or Course pavements. Backflll 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 A concrete foundation element cast in a circular excavation which may have an enlarged Pier or Shaft) 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 shear stress Friction 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 typically used Grade as a floor system. Differential Unequal settlement or heave between, or within foundation elements of structure. Movement Earth Pressure The pressure 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 throughout the action of man prior to exploration of the site. Man -Made Fill) Existing Grade The ground surface at the time of field exploration. Irerraco I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LABORATORY TEST SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE PURPOSE California Bearing Used to evaluate the potential strength of subgrade soil, Pavement Thickness Ratio subbase, and base course material, including recycled Design materials for use in road and airfield pavements. Consolidation Used to develop an estimate of both the rate and amount Foundation Design of both differential and total settlement of a structure. Direct Shear Used to determine the consolidated drained shear strength Bearing Capacity, of soil or rock. Foundation Design, and Slope Stability Dry Density Used to determine the in -place density of natural, Index Property Soil inorganic, fine-grained soils. Behavior Expansion Used to measure the expansive potential of fine-grained Foundation and Slab soil and to provide a basis for swell potential classification. Design Gradation Used for the quantitative determination of the distribution Soil Classification of particle sizes in soil. Liquid & Plastic Limit, Used as an integral part of engineering classification Soil Classification Plasticity Index systems to characterize the fine-grained fraction of soils, and to specify the fine-grained fraction of construction materials. Permeability Used to determine the capacity of soil or rock to conduct a Groundwater Flow liquid or gas. Analysis pH Used to determine the degree of acidity or alkalinity of a Corrosion Potential soil. Resistivity Used to indicate the relative ability of a soil medium to Corrosion Potential carry electrical currents. R-Value Used to evaluate the potential strength of s:. tj ade soil, Pavement Thickness subbase, and base course material, including recycled Design materials for use in road and airfield pavements. Soluble Sulfate Used to determine the quantitative amount of soluble Corrosion Potential sulfates within a soil mass. Unconfined To obtain the approximate compressive strength of soils Bearing Capacity Compression that possess sufficient cohesion to permit testing in the Analysis for unconfined state. Foundations Water Content Used to determine the quantitative amount of water in a Index Property Soil soil mass. Behavior Irerracon I 1 C 1 1 C 1 II 1 1 I ROCK CLASSIFICATION (Based on ASTM C-294) Igneous Rocks Igneous rocks are formed by cooling from a molten rock mass (magma). Igneous rocks are divided into two classes (1) plutonic, or intrusive, that have cooled slowly within the earth; and (2) volcanic, or extrusive, that formed from quickly cooled lavas. Plutonic rocks have grain sizes greater than approximately 1 mm, and are classified as coarse- or medium -grained. Volcanic rocks have grain sizes less than approximately 1 mm, and are classified as fine-grained. Volcanic rocks frequently contain glass. Both plutonic and volcanic rocks may consist of porphyries that are characterized by the presence of large mineral grains in a fine-grained or glassy groundmass. This is the result of sharp changes in rate of cooling or other physio-chemical conditions during solidification of the melt. Granite Granite is a medium- to coarse -grained light-colored rock characterized by the presence of potassium feldspar with lesser amounts of plagioclase feldspars and quartz. The characteristic potassium feldspars are orthoclase or microcline, or both; the common plagioclase feldspars are albite and oligoclase. Feldspars are more abundant than quartz. Dark -colored mica (biotite) is usually present, and light-colored mica (muscovite) is frequently present. Other dark -colored ferromagnesian minerals, especially hornblende, may be present in amounts less than those of the light-colored constituents. Quartz-Monzonite Rocks similar to granite but contain more plagioclase feldspar than potassium and Grano -Diorite feldspar. Basalt Fine-grained extrusive equivalent of gabbro and diabase. When basalt contains natural glass, the glass is generally lower in silica content than that of the lighter - colored extrusive rocks. lie ROCK CLASSIFICATION (Based on ASTM C-294) Metamorphic Rocks Metamorphic rocks form from igneous, sedimentary, or pre-existing metamorphic rocks in response to changes in chemical and physical conditions occurring within the earth's crust after formation of the original rock. The changes may be textural, structural, or mineralogic and may be accompanied by changes in chemical composition. The rocks are dense and may be massive but are more frequently foliated (laminated or layered) and tend to break into platy particles. The mineral composition is very variable depending in part on the degree of metamorphism and in part on the composition of the original rock. Marble A recrystallized medium- to coarse -grained carbonate rock composed of calcite or dolomite, or calcite and dolomite. The original impurities are present in the form of new minerals, such as micas, amphiboles, pyroxenes, and graphite. Metaquartzite A granular rock consisting essentially of recrystallized quartz. Its strength and resistance to weathering derive from the interlocking of the quartz grains. Slate A fine-grained metamorphic rock that is distinctly laminated and tends to split into thin parallel layers. The mineral composition usually cannot be determined with the unaided eye. Schist A highly layered rock tending to split into nearly parallel planes (schistose) in which the grain is coarse enough to permit identification of the principal minerals. Schists are subdivided into varieties on the basis of the most prominent mineral present in addition to quartz or to quartz and feldspars; for instance, mica schist. Greenschist is a green schistose rock whose color is due to abundance of one or more of the green minerals, chlorite or amphibole, and is commonly derived from altered volcanic rock. Gneiss One of the most common metamorphic rocks, usually formed from igneous or 8edimentary rocks by a higher degree of metamorphism than the schlsts. It is characterized by a layered or foliated structure resulting from approximately parallel lenses and bands of platy minerals, usually micas or prisms, usually amphiboles, and of granular minerals, usually quartz and feldspars. All intermediate varieties between gneiss and schist and between gneiss and granite are often found in the same areas in which well-defined gneisses occur. I re I 1 1 1 L 1 I ROCK CLASSIFICATION (Based on ASTM C-294) Sedimentary Rocks Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be composed of particles or pre-existing rocks derived by mechanical weathering, evaporation or by chemical or organic origin. The sediments are usually indurated by cementation or compaction. Chert Very fine-grained siliceous rock composed of micro -crystalline or cryptocrystalline quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and has a conchoidal to splintery fracture. Claystone Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Soft massive and may contain carbonate minerals. Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles with or without interstitial or cementing material. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other materials. Dolomite A fine-grained carbonate rock consisting of the mineral dolomite [CaMg(CO3)21. May contain non -carbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Limestone A fine-grained carbonate rock consisting of the mineral calcite (CaCO3). May contain non -carbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Sandstone Rock consisting of particles of sand with or without interstitial and cementing materials. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other material. Shale Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Shale is hard, platy, of fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale). Siltstone Fine grained rock composed of or derived by erosion of silts or rock containing silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones and may contain carbonate minerals. I re UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests° Soil Classification Group Symbol Group Name' Coarse Grained Soils Gravels Clean Gravels Cu 2 4 and 1 5 Cc 5 3E GW Well graded gravel` More than 50% retained More than 50% of coarse Less than 5% fines` Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravel' fraction retained on on No. 200 sieve No. 4 sieve Gravels with Fines More Fines classify as ML or MH GM Silty gravelFG" than 12% fineso Fines classify as CL or CH GC Clayey gravel"," Sands Clean Sands Cu Z 6 and 1 s Cc 5 3E SW Well graded sand' 50% or more of coarse Less than 5% fineso Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand' fraction passes No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sando-"' More than 12% fineso Fines classify as CL or CH SC Clayey sandy"' Fine -Grained Soils Sifts and Clays inorganic PI > 7 and plots on or above "A" line CL Lean clayK4" 50% or more passes the Liquid limit less than 50 PI < 4 or plots below W line' ML Sift"" No. 200 sieve organic Liquid limit - oven Organic clay'"""" dried <0.75 oL Liquid limit -`lot Organic sift"h"o dried Sifts and Clays inorganic PI plots on or above "A" line CH Fat clayKt�" Liquid limit 50 or more PI plots below "A" line MH Elastic sift x4" organic Liquid limit - oven dried Organic clayK4'"" < 0.75 OH Liquid limit - not dried Organic si@K","o Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat "Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. `Gravels with 5 to 12% fines require dual symbols: GW-GM well graded gravel with sift, GW-GC well graded gravel with clay, GP -GM poorly graded gravel with sift, GP -GC poorly graded gravel with clay. °Sands with 5 to 12% fines require dual symbols: SW-SM well graded sand with silt, SW -SC well graded sand with clay, SP-SM poorly graded sand with sift, SP-SC poorly graded sand with clay a 'Cu = Da,/Dto Cc = (D'°) Dio x DN F If soil contains >_ 15% sand, add "with sand" to group name. olf fines classify as CL-ML, use dual symbol GC -GM, or SC-SM. 60 50 d X 40 w O Z I- 30 U F- 20 IL 10 7 4 0 0 10 16 20 30 40 so so 70 60 LIQUID LIMIT (LL) "If fines are organic, add "with organic fines" to group name. If soil contains 2 15% gravel, add "with gravel" to group name. If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel," whichever is predominant. t If soil contains >_ 30% plus No. 200 predominantly sand, add "sandy" to group name. "If soil contains >_ 30% plus No. 200, predominantly gravel, add "gravelly" to group name. "PI 2 4 and plots on or above "A" line. o PI < 4 or plots below "A" line. `PI plots on or above "A" line. °PI plots below "A" line. For classification of fine-grained soils and fine-grained fraction of coarse -grained soils Equation of 'A" - line 7then sJ�� +P� Horizontal ai PI-_4 to LL=25.5. PI-0.73 �O `Qx" (LL-20) Equation of "U" - line Vertical at LL-16 to PI=7. G '- Then PI=0.9 (LL-6) 1 �1r MH or OH ML or OL 90 100 110 GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 13/8,, LD., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin -Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger IRS : Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger DB: Diamond Bit Coring - 4", N, B RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18- inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". For 3" O.D. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140-pound hammer falling 30 inches, reported as "blows per foot," and is not considered equivalent to the "Standard Penetration" or"N-value". 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 Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short- term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally 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 in -place relative density and fine-grained soils on the basis of their consistency. FINE-GRAINED SOILS COARSE -GRAINED SOILS BEDROCK L1 (SS) IRS) I S) Relative IRS) (SS) Blows/Ft. Blows/Ft, Consistency Blows/Ft. Blows/Ft. Density Blows/Ft. Blows/Ft. Consistency < 3 < 2 Very Soft 0-6 < 3 Very Loose < 30 < 20 Weathered 3-4 2-3 Soft 7-18 4-9 Loose 30-49 20-29 Firm 5-9 4-6 Medium Stiff 19-58 10-29 Medium Dense 50-89 30-49 Medium Hard 10-18 7-12 Stiff 59-98 30-49 Dense 90-119 50-79 Hard 19-42 13-26 Very Stiff > 98 > 49 Very Dense > 119 > 79 Very Hard > 42 > 26 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Terms of Percent of Other Constituents Dry Weight GRAIN SIZE TERMINOLOGY Major Component of Sample Particle Size Trace < 15 Boulders Over 12 in. (300mm) With 15 — 29 Cobbles 12 in. to 3 in. (300mm to 75 mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to 0.075mm) Silt or Clay Passing #200 Sieve (0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Terms of Percent of Other Constituents Dry Weight Term Plasticity Index Trace < 5 Non -plastic 0 With 5 — 12 Low 1-10 Modifiers > 12 Medium 11-30 High 30+ I rel"IP, aconi I 1 I I 1 1 1 60 50 CL CH P L A 40 S T I C T 30 Y I N 20 D E X 10 � CL-ML(MD 0 0 20 MH 40 60 80 100 LIQUID LIMIT Specimen Identification LL PL PI %Fines Classification • 1 3.0ft 34 21 13 78 LEAN CLAY with SAND(CL) m 2 7.0ft 34 21 13 55 SANDY LEAN CLAY(CL) A 3 5.Dft 33 18 15 85 LEAN CLAY with SAND(CL) * 4 0.5ft 36 16 20 87 LEAN CLAY(CL) Ir rricon ATTERBERG LIMITS RESULTS Project: Proposed Waffle House Site: 616 College Avenue Fort Collins, Colorado Job #: 20035021 Date: 3-7-03 -4 -2 m r r 2 0 C) O z O r 0 4 D O z \ 1 6 8 10 0.1 1 10 APPLIED PRESSURE, TSF 0 0 Specimen Identification Classification Yd, pcf WC,% • 2 3.Oft SANDY LEAN CLAY 4 2 Ow 4 6 9 0 0.1 1( APPLIED PRESSURE, TSF Specimen Identification Classification I Yd, pcf WC,% • 1 8.Oft SANDY LEAN CLAY 95 1 20 Notes: CONSOLIDATION TEST Project: Proposed Waffle House Ireirraccin - Site: 616 College Avenue Fort Collins, Colorado Job #: 20035021 Date: 3-7-03 I t 1 1 1 F _ - 1 C c F LOG OF BORING NO. 4 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Waffle House Inc. SITE 616 College Avenue PROJECT Fort Collins, Colorado Proposed Waffle House SAMPLES TESTS DESCRIPTION m > WW ° ~ W U 2 r. _ K W W > Ztn Z D!'W ~ Z W~U'zo ZZ zi OF-� d U a Hp �W'Z �U� jQ,. o Approx. Surface Elev.: 99 ft o 5 z � m o 0 0. v�i zi a o 0.3 3" ASPHALT 98.5 0.5 3" AGGREGATE BASE COURSE 98.5 36/20/87 1 SS 12 7 17.4 FILL MATERIAL 1.5 Lean Clay 97.5 2 SS 12 6 Brown, tan, rust, gray, moist, trace gravel, stiff SANDY LEAN CLAY Tan, brown, rust, moist, calcareous, medium stiff to soft 5 3 �SS� 12 2 18.1 4 �SS� 12 3 7 92 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, ft Irerracon BORING STARTED 2-26-03 WL � DRY WD � Backfilled AB 2 26-03 BORING CCME WL s RIG 55EDOREMAN ASR WL lWater Level Checked on 2/27/2003 APPROVED DAR I JOB # 20035021 I LOG OF BORING NO. 3 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Waffle House Inc. SITE 616 College Avenue PROJECT Fort Collins, Colorado Proposed Waffle House SAMPLES TESTS O DESCRIPTION O g >_ , D a z X <n w z = u O-o Z o a r 0 w m w > O z n 2 =w w� zz Ow pF04 n C w co D } w a_j QO 6 z� Cig Approx. Surface Elev.: 100 ft o Z) z U) m � 3 on. Z)C/) C o 0.3 3" ASPHALT 99.5 0.5 3" AGGREGATE BASE COURSE 99.5 1 SS 12 6 15.4 FILL MATERIAL 1.5 Lean Clay with Sand 98.5 2 SS 12 8 Brown, Brown, tan, rust, gray, moist, trace gravel, LEAN CLAY with SAND Tan, brown, rust, moist, calcareous, medium stiff to stiff 5 3 SS 12 4 13.2 33/15/85 4 SS 12 5 7 93 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, ft BORING STARTED 2-26-03 WL DRY WD 1 Backfilled AB COME-55EDOREMAN 2 2 6-03 BMPLETIrerracon WL BORING ASR WL Water Level Checked on 2/27/2003 APPROVED DAR I JOB # 20035021 LOG OF BORING NO. 2 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Waffle House Inc. SITE 616 College Avenue PROJECT Fort Collins, Colorado Proposed Waffle House SAMPLES TESTS DESCRIPTION J S , p c X U r Y K W z ~ U_0 y m > z� w~ pZa. o� aL r-z 3 0 o c> �p �Q o cD Approx. Surface Elev.: 99.5 ft o D z W 05 m a 5 co EL o 0.2 2" ASPHALT 99.5 0.5 4" AGGREGATE BASE COURSE 99 FILL MATERIAL Lean Clay with Sand Brown, tan, rust, gray, moist; trace gravel, stiff 3 96.5 SANDY LEAN CLAY 1 ST 12 13.0 103 Tan, brown, rust, moist, calcareous, medium stiff to stiff 2 SS 12 4 14.5 % WATER SOLUBLE 5-SULFATES =0.0000 34/13/55 3 ST 12 16.2 94 4 SS 12 10 13.3 10 5 SS 12 10 15.5 15 84'5 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, ft 1 re rr acon BORING STARTED 2-26-03 WL Q DRY WD 1 Backfilled AB ING CCME-55EDFOREMAN 2 2ASR WL RIG WL Water Level Checked on 2/27/2003 APPROVED DAR JOB # 20035021 IU LOG OF BORING NO. 1 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Waffle House Inc. SITE 616 College Avenue PROJECT Fort Collins, Colorado Proposed Waffle House SAMPLES TESTS 0O O O a X t DESCRIPTION m y o Lu o W Z Lu ~ u. 0 Z fi 0 w Lu o Lu ¢o �� W Zm rA �g c� Approx. Surface Elev.: 100 ft o (0 M) Z > I m a� m Co 3: U o a D m S a o 0.4 4" ASPHALT 99.5 0.5 2" AGGREGATE BASE COURSE 99.5 FILL MATERIAL Lean Clay with Sand Brown, tan, rust, gray, moist, trace gravel, stiff to very stiff 34/12/78 1 ST 12 16.5 106 5730 2 SS 12 18 17.7 5 7 93 SANDY LEAN CLAY Tan, brown, rust, moist, calcareous, medium stiff to stiff 3 ST 12 18.2 95 4 SS 12 6 19.8 t0 5 SS 12 10 18.2 15 85 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, ft 1rerracon BORING STARTED 2-26-03 WL 1s DRY WD s Backfilled AB COMPLETED2 2 6-03 WL � � RIG ME-551 FOREMAN ASR WL lWater Level Checked on 2/27/2003 APPROVED DAR I JOB # 20035021 DARRAH HOUSE H O PROPERTY LINE r — J L — — — — — — — — I j EXISTING BUILDING I (TO BE REMOVED) I I S NO.1 PROPOSED WAFFLE HOUSE — 23`4's78' 9'- LEFTHAND BUILDING 40SEAT/22STATION, 1,806S.F. 2 SETS OFBUILDING SIGNS, F.F.E=4,983.0SF euanwo�rtrorrr•m;aooFoauusr NO.3 0 Liohts LEGEND APPROX. TEST BORING LOCATION, NOS. 1-4 R ---—s�------ --- COOLER • Remove E ff Siberian Elm Lights NO.4 J Ex. OHL to be buried Planting Isle DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES. I 1 1 C I 1 11 1 im cn 3 Q. X i I ' Geotechnical Engineering Exploration lllerramr Proposed Waffle House ' 616 South College Avenue Fort Collins, Colorado Project No. 20035021 ' Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations ' in the design and specifications. Terracon also should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project. ' The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the ' site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be ' immediately notified so that further evaluation and supplemental recommendations can be provided. ' The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the ' project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the ' event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered ' valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. 1 13 Geotechnical Engineering Exploration lrerracon Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Project No. 20035021 Underground Utility Systems All piping should be adequately bedded for proper load distribution. It is suggested that clean, graded gravel compacted to 75 percent of Relative Density ASTM D4253 be used as bedding. Where utilities are excavated below groundwater, temporary dewatering will be required during excavation, pipe placement and backfilling operations for proper construction. 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 or imported material approved by the geotechnical engineer. The pipe backfill should be compacted to a minimum of 95 percent of Standard Proctor Density ASTM D698. 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. Surface Drainage Positive drainage should be provided during construction and maintained throughout the life of the proposed project. In areas where sidewalks or paving do not immediately adjoin the structure, we recommend that protective slopes be provided with a minimum grade of approximately 5 percent for at least 10 feet from perimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. 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. Sprinkler systems should not be installed within 5 feet of foundation walls. Landscaped irrigation adjacent to the foundation system should be minimized or eliminated. GENERAL COMMENTS 12 Geotechnical Engineering Exploration 1rarraton Proposed Waffle House ' 616 South College Avenue Fort Collins, Colorado Project No. 20035021 On -site clay soils for backfill or grading purposes should be compacted within a moisture ' content range of 2 percent below, to 2 percent above optimum. Imported or on -site granular soils should be compacted within a moisture range of 3 percent below to 3 percent above optimum unless modified by the project geotechnical engineer. Excavation and Trench Construction Excavations into the on -site soils may encounter a variety of conditions. 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. 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 11 Geotechnical Engineering Exploration Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Project No. 20035021 lferracon An apparent abandoned concrete utility structure was encountered in Test Boring No. 1 at an approximate depth of 5-feet below site grades. Although evidence of other underground facilities such as septic tanks, cesspools, or basements were not observed during site reconnaissance, such features could be encountered during construction. If existing underground utilities conflict with the proposed construction, the relocation of these utilities should be addressed during design stages of the project. The fills or underground facilities that are present and may be encountered should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. It is anticipated that the majority of the excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Subgrade Preparation Subgrade soils beneath any fill materials, interior and exterior slabs should be scarified, moisture conditioned and compacted to a minimum depth of 12-inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. Fill Materials and Placement On -site soils free of debris or deleterious materials or approved imported materials may be used as fill material and are suitable for use as compacted fill beneath exterior slabs. Imported structural fill material for foundation bearing should conform to the following: Gradation Percent finer by weight (ASTM C136) 2............................................................................................................100 No. 4 Sieve ......................................................................................30-100 ' No. 50 Sieve......................................................................................10-60 No. 200 Sieve......................................................................................5-20 ' Liquid Limit.......................................................................30 (max) • Plasticity Index..................................................................10 (max) ' Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities ' throughout the lift. It is recommended all fill material to placed on the site be compacted to at least 95 percent of Standard Proctor Density ASTM D698. 10 Geotechnical Engineering Exploration Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Project No. 20035021 lferracon Preventative maintenance should be planned and provided for through 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. Recommended preventative maintenance policies for asphalt and jointed concrete pavements, based upon type and severity of distress, are provided. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventative maintenance. Earthwork General Considerations The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. All earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. Site Preparation Strip and remove existing landscaping, fill, debris, and other deleterious materials from proposed building areas as previously mentioned. All exposed surfaces should be free of mounds and depressions that could prevent uniform compaction. The site should be initially graded to create a relatively level surface to receive fill, and to provide for a relatively uniform thickness of fill beneath proposed building structures. All exposed areas which will receive fill, once properly cleared and benched where ' necessary, should be scarified to a minimum depth of 12-inches, conditioned to near optimum moisture content, and compacted. 9 Geotechnical Engineering Exploration Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Project No. 20035021 lrerracon 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 (CDOT) Class 5 or 6 specifications is recommended for base course. Use of materials meeting Colorado Department of Transportation Class 1 specifications is recommended for select subbase. Aggregate base course and select subbase 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 composed of a mixture of aggregate, filler and additives, if required, and approved bituminous material. The asphalt concrete should conform to approved mix designs stating the Hveem and/or Superpave properties, optimum asphalt content, job mix formula and recommended mixing and placing temperatures. Aggregate used in asphalt concrete should meet particular gradations meeting Colorado Department of Transportation Grading S, SX or SG specifications. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and should be compacted to a minimum of 92 to 96 % of Maximum Theoretical Density. Where rigid pavements are used, the concrete should be obtained from an approved mix design with the following minimum properties: • Compressive Strength @ 28 days .............................................. 3500 psi minimum • Strength Requirements...........................................................................ASTM C94 • Minimum Cement Content..............................................................6.0 sacks/cu. yd. • Cement Type.................................................................................... Type I Portland • Entrained Air Content................................................................................... 4 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 the 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. All joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer. 8 Geotechnical Engineering Exploration Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Project No. 20035021 lrerracon Traffic criteria provided for pavement thickness designs are estimated by Terracon based on similar projects and are to include single 18-kip equivalent single axle loads (ESAL's) of 51,100 for automobile parking, and 146,000 for heavy volume and/or truck access areas. Local drainage characteristics of proposed pavement areas are considered to vary from fair to good depending upon location on the site. For purposes of this design analysis, fair drainage characteristics are considered to control the design. These characteristics, coupled with the approximate duration of saturated subgrade conditions, result in a design drainage coefficient of 1.0 when applying the AASHTO criteria for design. For flexible pavement design, a terminal serviceability index of 2.0 was utilized along with an inherent reliability of 70%, and a design life of 20 years. Using an estimated design R-value of 10, appropriate ESAL/day, environmental criteria and other factors, the structural numbers (SN) of the pavement sections were determined on the basis of the 1993 AASHTO design equation. In addition to the flexible pavement design analyses, a rigid pavement design analysis was completed, based upon AASHTO design procedures. Rigid pavement design is based on an evaluation of the Modulus of Subgrade Reaction of the soils (K-value), the Modulus of Rupture of the concrete, and other factors previously outlined. The design K-value of 100 for the subgrade soil was determined by correlation to the laboratory tests results. A modulus of rupture of 650 psi (working stress 488 psi) was used for pavement concrete. The rigid pavement thicknesses for each traffic category were determined on the basis of the AASHTO design equation. Recommended Pavement Thicknesses (Inches) Asphalt Concrete Aggregate Asphalt Concrete Portland Traffic Area Alternative Surface— Base Surface— Cement Total Grading S or SX I Course I Grading S or SG I Concrete Ii Automobile A 3 6 9 Parking B 5Y2 5'/2 Main Traffic A 1Y2 6 3 10Y2 Corridors B 6 6 Each alternative should be investigated with respect to current material availability and economic conditions. Rigid concrete pavement, a minimum of 6 inches in thickness, is recommended at the location of dumpsters where trash trucks park and load. 7 II tGeotechnical Engineering Exploration 3L-rracon Proposed Waffle House ' 616 South College Avenue Fort Collins, Colorado Project No. 20035021 ' Floor Slab Design and Construction Some differential movement of a slab -on -grade floor system is possible should the subgrade soils become elevated in moisture content. To reduce 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 of 100 pounds per cubic inch (pci) may be used for floors supported on the on -site cohesive soils. A modulus of 200 pci may be used for floors supported on at least 2-feet of structural fill material. 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. • Control joints should be provided in slabs to control the location and extent of cracking. • Interior trench backfill placed 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. • 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 It is recommended a minimum of 3 feet of the existing on -site fill material be over -excavated and replaced with controlled fill material beneath all proposed pavement areas. Design of pavements for the project have been based on the procedures outlined in the 1993 Guideline for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO). Areas within proposed pavements on the site will be divided into two categories based upon anticipated traffic and usage. I ' Geotechnical Engineering Exploration lrerracon Proposed Waffle House ' 616 South College Avenue Fort Collins, Colorado Project No. 20035021 ' Foundation Systems — Conventional Type Spread Footings ' It is Terracon's understanding the existing structures are to be razed. Demolition of the existing buildings should include removal of all foundation systems within the proposed construction area. This should include removal of any loose backfill found adjacent to existing foundations. ' All materials derived from the demolition of existing structures and pavements should not be allowed for use in any on -site fills. ' Due to the potential of the subsurface soils encountered to collapse and/or consolidate under loading, spread footings bearing upon undisturbed native subsoils could be designed for a net allowable bearing pressure of 1,000 psf. Another alternative is to remove the in -situ soils to at least 3-feet below proposed foundation bearing elevations, scarify and compact at least 12- inches of the underlying soils, and compact imported structural fill material to foundation bearing ' elevations. The placement of the imported fill material should be performed as recommended in the "Earthwork" section of this report. Spread footings bearing upon 3-feet of structural fill extending to native subsoils could be designed for a net allowable bearing pressure of 2,500 ' psf Footings should be proportioned to reduce 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 1-inch ' or less. 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. To minimize the potential for additional foundation movements should water infiltrate the ' foundation soils; proper drainage should be provided in the final design and during construction. Exterior footings should be placed a minimum of 30 inches below finished grade for frost ' protection and to provide confinement for the bearing soils. Finished grade is the lowest adjacent grade for perimeter footings. 11 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 1997 Uniform Building Code. Based upon the nature of the subsurface materials, a soil profile type S,, should be used for the design of structures for the proposed project (1997 Uniform Building Code, Table No. 16-J). 5 Geotechnical Engineering Exploration Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Project No. 20035021 lferracon material, in its in -situ condition is not suitable for supporting the proposed foundations and/or slabs. Groundwater Conditions Groundwater was not encountered during the initial drilling operations. These observations represent groundwater conditions at the time of the field exploration, 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. ENGINEERING RECOMMENDATIONS Geotechnical Considerations The site appears suitable for the proposed construction from a geotechnical engineering point of view. The following foundation system was evaluated for use on the site for the proposed structure: • Conventional -type spread footings bearing on undisturbed native subsoils and/or controlled fill material extending to native subsoils. An apparent concrete utility structure was encountered in Test Boring No. 1 at an approximate ' depth of 5-feet below site grades. Also, it is not known whether the on -site fill material was properly placed or uniformly compacted, therefore, the fill material, in its in -situ condition is not suitable for supporting the proposed foundations and/or slabs. After removal of the existing ' structure and fill materials, additional exploration should be performed to determine that all fill and debris has been removed. ' Foundation 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 Terracon. If the soil conditions encountered ' differ significantly from those presented in this report, supplemental recommendations will be required. ' Slab -on -grade construction is considered acceptable for use, provided that design and construction recommendations are followed. 4 n n I I 1 1 1 Geotechnical Engineering Exploration Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Project No. 20035021 1rerracon recommendations. All laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. Selected soil samples were tested for the following engineering properties: • Water Content • Dry Density • Water Soluble Sulfates • Compressive Strength • Swell - Consolidation • Plasticity Index SITE CONDITIONS The area for the proposed Waffle House facility is situated on the eastside of South College Avenue and south of Mulberry Street. The area for the proposed structure is currently occupied by the abandoned Cluck-U-Chicken facility. South and north of the existing facility are existing retail facilities and existing residences lie to the east across the alley. South of the existing structure is asphalt paved parking and drive areas. The site exhibits overall surface drainage in the east direction. SUBURFACE CONDITIONS Soil Conditions The subsurface soils consisted of approximately 2 to 4-inches of asphalt pavement section underlain by 2 to 4-inches of base course material. Underlying the asphalt and base course was approximately 1-1/2 to 7-feet of lean clay and lean clay with sand fill material underlain by native sandy lean clay and lean clay with sand extending to the depths explored. Groundwater Conditions Groundwater was not encountered during the initial drilling operations. These observations represent groundwater conditions at the time of the field exploration, 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. Field and Laboratory Test Results Field and laboratory test results indicate clay soils are medium stiff to stiff in consistency and exhibit low to moderate bearing capabilities and low expansive potential. It is not known whether the on -site fill material was properly placed or uniformly compacted, therefore, the fill 3 0 Geotechnical Engineering Exploration Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Project No. 20035021 SITE EXPLORATION PROCEDURES lferracon ' The scope of the services performed for this project included a site reconnaissance by an engineering geologist, a subsurface exploration program, laboratory testing and engineering analyses. ' Field Exploration ' A total of 4 test borings were drilled on February 26, 2003, at the locations shown on the Site Plan, Figure 1. Two test borings were located within the footprint of the proposed structure, adjacent to the existing building, and were drilled to approximate depths of 15-feet below existing site grades. Two test borings were located within the proposed parking and drive areas and were drilled to approximate depths of 7-feet below existing site grades. The borings were advanced with a truck -mounted drilling rig, utilizing 4-inch diameter solid stem augers. The borings were located in the field by pacing from existing site features. The accuracy of ' boring locations should only be assumed to the level implied by the methods used. Lithologic logs of the borings 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 and 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 in estimating the consistency, relative density or hardness of the ' materials encountered. Groundwater conditions were evaluated in the borings at the time of site exploration. The test borings were backfilled upon completion, therefore stabilized ' groundwater measurements were not obtained. Laboratory Testing All samples retrieved during the field exploration were retumed 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 laboratory -testing program was formulated to determine engineering properties of the subsurface materials. Boring logs were prepared and are presented in Appendix A. Laboratory tests were conducted on selected soil samples. The test results were used for the ' geotechnical engineering analyses, and the development of foundation and earthwork 2 GEOTECHNICAL ENGINEERING REPORT PROPOSED WAFFLE HOUSE 616 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO TERRACON PROJECT NO. 20035021 MARCH 7, 2003 INTRODUCTION This report contains the results of our geotechnical engineering exploration for the proposed Waffle House facility along with associated parking and drive areas to be located at 616 South College Avenue in Fort Collins, Colorado. The site is located in the Northwest 1/4 of Section 13, Township 7 North, Range 69 West of the 6th Principal Meridian, Larimer County, Colorado. 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 recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, and experience with similar soil conditions, structures and our understanding of the proposed project. ' PROJECT DESCRIPTION ' The project as we understand it is to demolish and remove the existing structure and construct a single story, masonry and steel framed Waffle House facility along with associated parking and drive areas at 616 South College Avenue in Fort Collins, Colorado. Maximum anticipated ' wall and column loads, as reported to us in the RFR, are anticipated to be on the order of 1.9 to 2.5 klf, and 12 to 23 kips, respectively. Final grading plans were not provided prior to the ' subsurface exploration activities, however, it is anticipated the finished floor elevations will be at or slightly above existing site grades. 1 TABLE OF CONTENTS Page No. Letterof Transmittal -------------------------------------------------------------------------------------------- i INTRODUCTION-------------------------------------------------------------------------------------------------1 PROJECTDESCRIPTION ------------------------------------------------------------------------------------- 1 SITE EXPLORATION PROCEDURES---------------------------------------------------------------------2 FieldExploration--------------------------------------------------------------------------------------------2 LaboratoryTesting ------------------------------------------------------------------------------------------ 2 SITECONDITIONS ---------------------------------------------------------------------------------------------- 4 SoilConditions ----------------------------------------- —----------------------- ---------------------------- 3 Field and Laboratory Test Results --------------------------------------------------------------------- 3 GroundwaterConditions ---------------------------------------------------------------------------------- 4 ENGINEERING RECOMMENDATIONS-------------------------------------------------------------------4 Geotechnical Considerations -------------- — ------------------------------------------------------------ 4 Foundation Systems — Conventional Type Spread Footings ---------------------------------- 4 Seismic Considerations ----------------------------------------------------------------------------------- 5 Floor Slab Design and Construction------------------------------------------------------------------ 5 Pavement Design and Construction ------------------------------------------------------------------- 7 Earthwork------------------------------------------------------------------------------------------------------9 General Considerations ----------------------------------------- —---------------------------------------- 9 SitePreparation ---------------------------------------------------------------------------------------------- 9 Subgrade Preparation ------- — --------------------------------------------------------------------------- 10 Fill Materials and Placement --------------------------------------------------------------------------- 10 Excavation and Trench Construction---------------------------------------------------------------11 Additional Design and Construction Considerations ------------------------------------------ 11 Exterior Slab Design and Construction------------------------------------------------------------11 Underground Utility Systems -------------------------------------------------------------------------- 12 Corrosion Protection -------------------------------------------- — --------------------------------------- 12 SurfaceDrainage -------- — -------------------------------------------------------------------------------- 12 GENERALCOMMENTS -------- — --------------------------------------------------------------------------- 12 APPENDIX A Site Plan and Boring Location Diagram Logs of Borings APPENDIX B Laboratory Test Results APPENDIX C General Notes Pavement Notes Geotechnical Engineering Exploration lferracon Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Project No. 20035021 We appreciate the opportunity to be of service to you on this phase of your project. If you have any questions concerning this report, or if we may be of further service to you, please do not hesitate to contact us. David A. Rid Geotechnical Copies to: (3) Addressee 1 (3) Land Images, Inc.: Attn: Mr. Michael Chalona 1 1 1 'J 1 1 1 1 rtment Manager 1 1 1 1 March 7, 2003 1 1 1 1 1 1 1 1 Waffle House, Inc. 5986 Financial Drive Norcross, Georgia 30091-6450 Attn: Mr. Walter Barnieau Re: Geotechnical Engineering Report Proposed Waffle House 616 South College Avenue Fort Collins, Colorado Terracon Project No. 20035021 Irerracon 301 North Howes • P.O. Box 503 Fort Collins, Colorado 80521-0503 (970) 484-0359 Fax: (970) 484-0454 Terracon has completed a geotechnical engineering exploration for the proposed Waffle House facility along with associated parking and drive areas to be located at 616 South College Avenue in Fort Collins, Colorado. This study was performed in general accordance with our Proposal No. D2003065 dated February 21, 2003. 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 soils consisted of approximately 2 to 4-inches of asphalt pavement section underlain by 2 to 4-inches of base course material. Underlying the asphalt and base course was approximately 1-1/2 to 7-feet of lean clay and lean clay with sand fill material underlain by native sandy lean clay and lean clay with sand extending to the depths explored. Groundwater was not encountered during the initial drilling operations. The test borings were backfilled upon completion, therefore stabilized groundwater measurements were not obtained. Based on the subsurface conditions encountered and the type of construction proposed, it is recommended the proposed structure be supported by conventional -type spread footings bearing on undisturbed, native subsoils or controlled fill material extending to native subsoils. Slab -on -grade construction is considered feasible at the site provided the recommendations set forth in the report are followed. Arizona ■ Arkansas ■ California ■ Colorado ■ Georgia ■ Idaho ■ Illinois ■ Iowa ■ Kansas ■ Kentucky ■ Minnesota ■ Missouri Montana ■ Nebraska ■ Nevada ■ New Mexico ■ North Carolina ■ Oklahoma ■Tennessee ■Texas ■ Utah ■ Wisconsin ■ Wyoming 1 Consulting Engineers & Scientists Since 1965 www.terracon.com GEOTECHNICAL ENGINEERING REPORT PROPOSED WAFFLE HOUSE 616 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO TERRACON PROJECT NO. 20035021 MARCH 7, 2003 Prepared for: WAFFLE HOUSE, INC. 5986 FINANCIAL DRIVE NORCROSS, GEORGIA 30091-6450 ATTN: MR. WALTER BARNIEAU Prepared by: Terracon 301 North Howes Street Fort Collins, Colorado 80521 1rerraco