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Home My WebLink AboutVALLEY STEEL ADDITION PDP - TYPE 1 - 34-05 - REPORTS - (3)UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) Coarse -Grained Grovels more than Clean Gravels Less Soils more than 50X of coarse than 5% fines Cu14 and <Oc431 GW Well -graded grmef' 50X retained on froct;on retained No. 200 sieve , on No. 4 sieve Cu<4 and/or L>Cc>3` CP Poorly -graded grovel' Gravels with Fines Fines classify as YL air MH GM Silty gravel. G.H more Then 12X fines Fines classify as CL or CH GC Cloyoy Gravet'A' Sands 5OX or Clean Sands Less Cum and ICUe,,S` SW Well -graded send' more coarse froction passes than 5% fines Cu<8 and/or I>Cc>3` SP Poorly -graded sand' No. 4 sieve Sands with Fines Fines classify os ML or MH SM Stilly send — more than 12X fines Fines classify as CL or CH SC Clayey sand`"' Fine-Crolned Sills and Clays inorganic PI>7 and plots on or above 'A -Line' CL Leon clay Soils 509 or Liquid Limit less more passes the than 50 PI<4 or plots below 'A'Lina' ML Sill"' No. 200 sieve organic Liquid Limit - oven dried Organic cloy-" <0.75 OL Liquid Limit not dried Organic sill Silts and Cloys inorganic PI plots on or above "A'lina CH Fat clay''"' Liquid Limit 50 or more PI plots below -A'Lne YH Elastic Silt" organic Liquid Limit - oven dried Organic clay— <0.75 OH Liquid limit - not dried Organic silt"^' Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peal '9odad as ew inel del p.-bV Ih. 3-b.. (75- 'Cu-0s./0 Cc- -1 a all son cant ar is to I.xe. yea,dwd.. '.IIh Wad'r. ..nkha.v .a tedolninc �1 IkId —pl. eonlainad mbbtra or bduldtls. pr st. w both, add salt. cwbbl.. a baNdarr, air bath- 1. moos. 'it If ..1 eonlaina 3 3a' S.. Na 200 p•edorab.anay tend, add '.wady 10 polo W- `Govslr with 5 1. 12m I"....tluMad dual ma comet.. 2155 . li edds.1th' a and'lo nano• alf .ymbda: GIN-01 wall graded gravel with *At C lips. abs.11y as CL-ML, u.r dual .vahOd cC-CM, or sc-sm. .oil contains a ]0 i plus Nor 700 pradprnlnoady grovel. add Wowly- to Wow ore-ac well-groded gro.d with day t�-GM poorly-podad groM with Ot nil an" ora organic add'.dlh argpnlc Mae to mama. •DIN and Bola on a obova -A' dn.. aP-0C paddy-grodtd gIOM �+Itn tley `Sands .kh 5 10 12X ilr..d r.guba Area q� aa� al roe .-WAS ).L3 oast, odrf.eh I' groom oD1L4 a plot. below As Una. 1, plot. on or oba.a sA' IY.a 7^' bail.: to greuD Iwma. 41 Alleroerg Iona. Viol. had" oroo. ..A Ia o OR plots bob. sA' one. SW -SW wen-Wbded .dad pan dal Ser-SC wss-gradetl wand .orb dalsSM paddy Weisel send .h -•-SC CL-ML. ally clay. I Sp poorly Waded .md .011b day n 9 Z a I far cia..ahMMw .1 nr.-vsMa W. V-0,w d aw.r a root%../ W.M. •___ "Wt-W .1 A-- I. LL-111,1 awa h-073 ttL-tor) 1 y a- .1 LL-lr 1. pawl, A.. r1.Ad (wait •, G, 1 �G �OH -I --- H ML OL LIOUID LIMIT (LL)-.- Fine Grained Soils Qu (sf) Consistency Coarse Grained Soils Blows/ft Relative Densi Bedrock Blows/ft weathwing 'S00 Very Soft 0-4 Very Loose 0-50 Weathered 500.1000 Soft 5-8 Loose 50. Competent 1001-2000 Mccouln Stiff 9-12 Slightly beast Degree of Weathering 2001.4000 Stiff 13-30 Medium Dense Slight: Slight decomposition, possible color change 4001.8000 Very Stiff 31-50 Dense Moderate: Some decomposition and color change throughout 6001-16000 Very Hord 50• V Dense I F(i h: Rock highly deemposed. may be extremely broken 14 • VALLEY STEEL AND WIRE FACILITY FORT COLLINS, COLORADO Project # 05-1008 July 2005 SWELLICONSOLIDATION TEST SUMMARY 10 100 1000 10000 100000 Applied Load (psf) Sample ID: B-4, S-1 @ 2- Sample Description: Dark Brown Lean Clay Initial Moisture 22.9% Liquid Limit 38 Final Moisture 23.2% Plasticity Index_ 22 % Swell @ 500 psf None % -200 94.1 Swell Pressure <500 psf _ Dry Density 101.7 pcf VALLEY STEEL AND WIRE FACILITY FORT COLLINS, COLORADO Project # 05-1008 July 2005 SWELL/CONSOLIDATION TEST SUMMARY 12- 10 - 8 - di 6- aR 4- 2- 0 - -2- WatOr MdOd cc -8 - -10 -12 10 100 1000 10000 100000 Applied Load (psf) Sample ID: B-2, S-1 @ 2' Sample Description: Dark Brown Lean Clay Initial Moisture 18.0% Liquid Limit 36 Final Moisture 22.1% Plasticity Index 22 % swell @ 500 psf 0.3% %-200 92.1 Swell Pressure 1000 psf Dry Density 91.4 pcf Wiuoasc VALLEY STEEL AND WIRE FACILITY si-- LOG OF BORING B-5 FORT COLLINS, COLORADO Project # OS-1008 July 2005 Sheet 'I/1 IlDrilling Rig: CME 45 11 Water Depth Information Start Date 7/8/2005 JKuger Type: 4" CFA IDuring Drilling 5.5' Finish Date 7/8/2005 HHarrimer T Automatic HAfter Drilling 4.9' Surface Elev. - HField Personnel: VWC 1124 Hours After Drilling - a N SOIL DESCRIPTION Depth tn) W y "N" MC M DD (Pcf) q„ (vsr) °k Swell @ 500 psf Swell Pressure Atterberg Limits % Passing S 200 Sieve (x) LL PI 5" AGGREGATE BASE COURSE 1 CL LEAN CLAY 2 - brown to dark brown SS 5 15.6 2500 medium sW 3 silty 4 5 SS 8 19.6 Na 6 SP/GP SAND AND GRAVEL 7 reddish brown medium dense to dense 8 with cobbles 9 10 SS 21 11.1 nra BOTTOM OF BORING 10.5' 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 VALLEY STEEL AND WIRE FACILITY LOG OF BORING B-4 FORT COLLINS, COLORADO S-Ot Project # 05-1008 July 2005 Sheet 1/1 JDrilling Mg: CME 45 Water De th Information Start Date 7/8/2005 16uner T 4" CFA rin Dritli 6.5' Finish Date 7/8/2005 Hammer T Automatic er Drillin 5.8' k24 Surface Elev. - Field Personnel: WVC Hours After Drilling - N y SOIL DESCRIPTION Depth W "N" MC (%) DD (Pcf) q„ (Psf) %Swell 600 psi Swell Pressure Atterberg Limits % Passing # 200 Sieve (%) LL PI 5" AGGREGATE BASE COURSE t CL LEAN CLAY 2 brown to de* brown CS 9 24.1 101.7 6800 Norte <500 Pat 38 22 94.1% medium stiff 3 - silty 4 6 SS 11 19.7 3500 6 SP/GP SAND AND GRAVEL 7 reddish brown - medium dense to dense 8 whh cobbles - 9 10 SS 18 10.1 nra BOTTOM OF BORING 10.5' 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 l- i VALLEY STEEL AND WIRE FACILITY LOG OF BORING B-3 FORT COLLINS, COLORADO Project # 06-1008 July 2005 Sheet 1/1 Drilling Rig: CME 45 Water Depth Information Start Date 7/8/2005 uner T 4" CFA During Drilling 8' Finish Date 7/8/2005 Hammer Type: Automatic After Drilling 6.9' Surface Elev. - 1Fleld Personnel: WVC 24 Hours After Drills - m y 3 SOIL DESCRIPTION Depth lft1 w "N" MC M DD (Pc1) q" (Pat) % Swell @ 600 psi Swell Pressure Atterberg Limits % Passing 200 Sieve Ix) LL PI TOPSOIL AND VEGETATION 1 CL LEAN CLAY 2 brown to dark brown - medium stilt 3 silty 4 6 SS 18 2.1 n1a SPIGP SAND AND GRAVEL 6 reMah brown median dense to dense 7 with cobbles - B 9 10 SS 39 6.8 Na 11 12 13 14 16 SS 42 16.8 tda BOTTOM OF BORING 15.5' 16 17 18 19 20 21 22 23 24 25 VALLEY STEEL AND WIRE FACILITY LOG OF BORING B-2 FORT COLONS, COLORADO Sol Project # 05-1008 July 2005 Sheet 1/1 IlDrilling Rig: CME 45 1 Water Depth Information Start Date 7/8/2005 16uger T 4" CFA During Drilling 7.5' Finish Date 7/8/2005 Hammer T Automatic After Drilling 6.4' Surface Elev. - fiField Personnel: WvC 24 Hours After Drilling - a w SOIL DESCRIPTION Depth (BI W y "N" MC l%1 DD (Pcf) q„ (Psfl % Swell @ 5OO psf Swell Pressure Atterborg Limits % Passing S 200 Sieve (%) LL PI TOPSOIL AND VEGETATION 1 CL LEAN CLAY 2 Drown to dark brown CS 8 18.6 91.4 6500 0.3% 1000 Psf 36 22 92.1% medium stiff 3 - silty 4 5 r6 SS 8 22.8 3000 7 8 9 SPIGP SAND AND GRAVEL SS 20 12.4 nfa reddish brawn 10 median dense to dense 11 with cobbles 12 13 14 15 SS 42 9.9 n1a BOTTOM OF BORING 15.5' 16 17 18 19 20 21 22 23 24 25 L I VALLEY STEEL AND WIRE FACILITY , LOG OF BORING B-1 FORT COLLINS, COLORADO Project S 05-1008 July 2005 Sheet 1/1 IlDrilling RI :_ CME 45 Water Depth Information Start Date 7/6/2005 Auger T 4" CFA During Drilling 7.5' Finish Date 7/8/2005 Hammer T Automatic HAfter Drilling 6.7' Surface Elev. - Field Personnel: WVC 1124 Hours After Dell' - y uvi 3 SOIL DESCRIPTION Depth (m W N "N" MC (X) DO (PCI) q„ (Psq %Swell (� 500 psf Swell Pressure Atterberg Limits % Passing # 200 Sieve M LL PI TOPSOIL AND VEGETATION 1 CL LEAN CLAY 2 brown 10 dark brown - med'ium stiff 3 silty - 4 a CS 10 15.2 45W 6 7 SPIGP SAND AND GRAVEL 8 reddish brown medium dense to dense 9 - with cobbles SS 23 11.e n1a 10 11 12 13 14 1e SS 30 12.0 rda BOTTOM OF BORING 15.5' 16 17 18 19 20 21 22 23 24 25 c U � 3 m i Y--- z N O x .X il W J M6 O C c a Q > � U F- m w v 0 Z a c CD � w O _x O U Y 0 U J O N Z Z_ Q Z 0� J J O w O m w U n� � F- m� m elf cn c O J LL m Q v > 0 a 0 a r i 00 �m O O_ Ln I O � O O N J � D F- � U L enuQ paned O t- 1 Valley Steel and Wire Facility Soilogic # 05-1008 11 The geotechnical engineer should be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. The geotechnical engineer should also be retained to provide testing and observation services during construction to help determine that the design requirements are fulfilled. 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 the generally accepted standard of care for the profession. No warranties express or implied, are made. The conclusions and recommendations contained in this report should not be considered valid in the event that any changes in the nature, design or location of the project as outlined in this report are planned, unless those changes are reviewed and the conclusions of this report modified and verified in writing by the geotechnical engineer. Valley Steel and Wire Facility Soilogic # 05-1008 10 drainage system to eliminate the potential for hydrostatic loading should be considered. Drainage Positive drainage is imperative for long term performance of the proposed facility and associated site improvements. We recommend positive drainage be developed away from the structure with a minimum slope of 1 inch per foot for the first 10 feet away from the building and pavement areas during construction and throughout the life of the site improvements. Shallower slopes could be considered in hardscape areas. Care should be taken in the planning of landscaping to avoid features which could result in the fluctuation of the moisture content of the foundation bearing and/or flatwork and pavement subgrade soils. We recommend watering systems be placed a minimum of 5 feet away from the perimeter of the site structure and be designed to discharge away from the site improvements. Gutter systems should be considered to help reduce the potential for water ponding adjacent to the structure with the gutter downspouts, roof drains or scuppers extended to discharge a minimum of 5 feet away from structural, flatwork and pavement elements. Water which is allowed to pond adjacent to the site improvements can result in unacceptable performance of those improvements over time. LIMITATIONS This report was prepared based upon the data obtained from the completed site exploration, laboratory testing, engineering analysis and any other information discussed. The completed borings provide an indication of subsurface conditions at the boring locations only. Variations in subsurface conditions can occur in relatively short distanced away from the borings. This report does not reflect any variations which may occur across the site or away from the borings. If variations in the subsurface conditions anticipated become evident, the geotechnical engineer should be notified immediately 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 biological or environmental assessment of the site or identification or prevention of pollutants or hazardous materials or conditions. Other studies should be completed if concerns over the potential of such contamination or pollution exist. L. Valley Steel and Wire Facility Soilogic # 05-1008 9 Dock -High Loading and Rama Areas We understand a dock -high loading configuration may be constructed at the north end of the building to facilitate the unloading of railroad cars. The retained soils beneath the building floor slab would exert outward lateral earth pressures onto the foundation stem wall in that area. For design of the foundation stem wall where soil retention is required, we recommend using an equivalent fluid pressure of 60 pounds per cubic foot in addition to any surcharge loads imposed by loaded floor slabs. The recommended design equivalent fluid pressure is based on an at -rest condition which assumes the foundation stem wall in the area of retained soil is restrained from lateral movement. Loaded floor slabs can result in additionally imposed lateral earth pressures on the stem wall. We recommend the walls be designed to withstand some additional loading from adjacently loaded floor slabs. In the truck ramp areas, wing walls may be constructed to help retain soils in those areas. The soils retained by the wing walls will exert lateral earth pressures onto the retaining wing walls with the movement of those walls resisted by passive earth pressures and friction between the wing wall footing and bearing soils. For design of the wing walls, we recommend using an active equivalent fluid pressure of 40 pounds per cubic foot in addition to any surcharge loads. Surcharge loads would be expected from heavy trucks utilizing the access ramps if those ramps are located adjacent to the wing walls. Some rotation of the wing wall must occur to develop the active earth pressure state. That rotation will result in some deflection of the top of the wall and can result in cracking of the wing walls typically in between restrained points. The amount of deflection of the top of the wall can be estimated at 0.5% times the height of the wall. We recommend using a passive equivalent fluid pressure of 250 pcf for design of the wing walls to resist movement. The top 30 inches of subgrade could be considered a surcharge load for the underlying soils but should not be included in the passive resistance calculations. We recommend using a coefficient of friction of 0.25 between the footings and bearing soils to resist sliding. The recommended equivalent fluid pressures do not include a factor of safety nor an allowance for hydrostatic loads. Surcharge loads from the adjacent ramps and floor slabs or point loads placed in the wall backfill could add to the lateral forces on the walls. A t Valley Steel and Wire Facility Soilogic # 05-1008 8 per day are anticipated to utilize the heavy duty pavement areas. The equivalent 18-kip single axle load (ESAL's) used in the heavy duty pavement design was derived from the provided truck configuration and traffic volume. The equivalent 18-kip single axle load (ESAL's) used for the light duty pavement areas was estimated. TABLE 1 — PAVEMENT SECTION RECOMMENDATIONS Standard Duty Heavy Duty Option A — Composite Surface Asphalt (Grading S) 4" 5" Aggregate Base (Class 5 or 6) 6" 10" Option B — Composite on Stabilized Subgrade Surface Asphalt (Grading S) 3" 4" Aggregate Base (Class 5 or 6) 4" 6" Stabilized Subgrade 12" 12" Alternative C - Portland Cement Concrete Pavement 5" 7" Asphaltic concrete should consist of a bituminous plant mix composed of a mixture of aggregate, filler, binders and additives if required meeting the design requirements of the governing municipality. Aggregate used in the asphaltic concrete should meet specific gradation requirements. We recommend Colorado Department of Transportation (CDOT) grading S (3/4 inch minus) materials be used in heavy duty pavement areas. Grading SX (1/2 inch minus) materials could be considered in light duty pavement areas. Aggregate base should be consistent with CDOT requirements for Class 5 or Class 6 aggregate base. For areas subjected to truck turning movements and/or concentrated and repetitive wheel loads such as heavy delivery truck access and loading areas, asphaltic concrete pavements would likely not perform as well as the Portland Cement Concrete Pavement (PCCP) alternative. We recommend a minimum 7-inch thick concrete pavement section be considered in those areas. The concrete used for site pavements should be air entrained and have a minimum 28-day compressive strength of 3,500 psi. The recommended pavement sections are minimums and periodic maintenance efforts should be expected. A preventative maintenance program can help increase the service life of site pavements. Valley Steel and Wire Facility Soilogic # 05-1008 7 inches thick, adjusted in moisture content and compacted as recommended for the scarified materials above. Care should be taken to avoid disturbing pavement and exterior flatwork subgrades prior to placement of the overlying improvements. Subgrade soils expected to receive flatwork concrete or site pavements should be evaluated closely prior to surfacing. Pavements Based on the materials encountered in the field borings, we expect the pavement subgrade will consist of lean clay. Depending on finish site grading, the time of year when construction occurs and other environmental conditions, it may be necessary to stabilize the subgrade soils to develop a suitable paving platform. With the increase in support strength developed by the stabilization procedures, it is our opinion the zone of stabilized subgrade could be included as part of the pavement section design reducing the required thickness of asphaltic concrete and aggregate base course. A pavement section design option incorporating structural credit for the stabilized subgrade soils is outlined below. If subgrade stabilization will be completed, we recommend the addition of 12% class C fly ash based on component dry unit weights. A 12-inch thick stabilization zone should be constructed by thoroughly blending the fly ash with the in -place subgrade soils. Some "fluffing" of the finish subgrade level should be expected with the stabilization procedures. The blended materials should be adjusted in moisture content to be within the range of f2% of standard Proctor optimum moisture content and compacted to at least 95% of the material's standard Proctor maximum dry density within two (2) hours of fly ash addition. The lean clay subgrade soils would exhibit low remolded strength. An R-value of 5 was estimated for the site lean clay. Two (2) general pavement design classifications are outlined below in Table I. Standard duty pavements could be considered in automobile parking areas. Heavy duty pavement areas should be considered for access drives and areas expected to receive delivery and trash trucks. Based on discussions with Valley Steel and Wire personnel, we understand an average of three (3) fully loaded semi trucks 1 Valley Steel and Wire Facility Soilogic # 05-1008 6 Seismic Based on our review of the International Building Code (2003), a soil profile type D could be used for the site strata. Based on our review of United States Geologic Survey (USGS) mapped information, design spectral response acceleration values of Sps = .219 (21.9%) and SDI _ .093 (9.3%) could be used. Building Floor Slab The building floor slab could be supported directly on the suitable structural fill soils placed and compacted as outlined above. For design of the facility floor slab supported on a minimum of two (2) feet of CDOT class 7 or similar soils, a modulus of subgrade reaction (k) of 250 pci could be used. Care should be taken to avoid disturbing floor slab subgrades prior to concrete placement. If areas of disturbed subgrade soils develop during construction, those materials should be removed and replaced or reworked in place prior to placement of the overlying improvements. Pavement and Exterior Flatwork Subgrades All existing topsoil and vegetation should be removed from pavement and exterior flatwork areas. After stripping and completing all cuts and prior to the placement of any fill, flatwork concrete or site pavements, we recommend the exposed subgrade soils be scarified to a depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. The moisture content of the reconditioned subgrade soils should be adjusted to be within the range of f2% of standard Proctor optimum moisture content at the time of compaction. Fill soils required to develop pavement and exterior flatwork subgrades should consist of approved low volume change soils free from organic matter, debris and other objectionable materials. Based on the results of the completed laboratory testing, it is our opinion the site lean clay could be used as fill beneath site pavements and exterior flatwork. We recommend suitable fill materials be placed in loose lifts not to exceed 9 Valley Steel and Wire Facility Soilogic # 05-1008 5 Slopes constructed at 3(H) to 1(V) or shallower would be expected to remain stable for extended periods. Shallower slopes constructed at 4(H) to 1(V) or less could also be considered and would be easier to maintain. Foundations Based on the materials encountered in the completed site borings and results of the completed laboratory testing, it is our opinion the proposed lightly loaded structure could be supported by continuous spread footings and isolated pad foundations bearing on the undisturbed near surface lean clay soils or suitable structural fill soils placed and compacted as outlined above. All foundations should bear on like materials. For design of footing foundations bearing on the undisturbed site lean clay or suitable structural fill soils placed and compacted as outlined above, we recommend using a maximum net allowable soil bearing pressure of 1500 psf. The allowable pressure could be increased by 33 percent for short term transient loads such as wind or seismic loads. Exterior footings should be placed a minimum of 30 inches below finished adjacent exterior grade to provide frost protection. We recommend formed strip footings have a minimum width of 12 inches and isolated pad foundations have a minimum width of 24 inches. Actual footing widths should be designed by a structural engineer. Care should be taken at the time of excavation to avoid disturbing the foundation bearing soils. The essentially cohesive site soils would he easily disturbed by the construction activities. Disturbed soils or soils which become wetted or dried prior to foundation construction should be removed and replaced or reworked in place prior to concrete placement. We estimate settlement of footing foundations designed and constructed as outlined above would be less than 1 inch. 1? 1 Valley Steel and Wire Facility Soilogic # 05-1008 4 on weather conditions, site development, irrigation practices and other hydrologic conditions. Perched groundwater conditions may also be encountered at times throughout the year. Perched water is commonly encountered in soils overlying less permeable bedrock. The location and amount of perched water can also vary over time. ANALYSIS AND RECOMMENDATIONS General Site Development We understand approximately 3 to 4 feet of fill will be required to develop finish floor slab subgrades for the building. It is our understanding that fill materials will need to be imported to the site to develop the building pad. With the type of fork lift and truck traffic anticipated to operate within the building and results of the completed laboratory testing, we recommend consideration be given to the use of an essentially granular structural fill to develop the building pad. Soils similar to Colorado Department of Transportation (CDOT) class 7 specifications could be considered. Imported materials should be approved prior to use as fill. All existing topsoil and vegetation should be removed from the building area. After stripping, we recommend the exposed subgrade soils be scarified to a depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. The moisture content of the scarified materials should be adjusted to be within the range of t2% of standard Proctor optimum moisture content at the time of compaction. Approved fill soils should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted as recommended for the scarified materials above. The silty clay subgrade .soils would be easily disturbed by the construction activities. Care should be taken after reconditioning and prior to fill placement to avoid disturbing the subgrade soils. Subgrade soils which become rutted, dried out or wet and softened should be removed and replaced or reworked in place prior to fill placement. a Valley Steel and Wire Facility Soilogic # 05-1008 3 Laboratory Testing The samples collected were tested for moisture content and visually classified in accordance with the Unified Soil Classification System (USCS). The USCS group symbols are indicated on the attached boring logs. An outline of the USCS classification system is included with this report. As part of the laboratory testing, the unconfined compressive strength of essentially cohesive specimens was estimated using a calibrated hand penetrometer. Dry density, Atterberg limits, -200 wash and swell/consolidation tests were completed on selected samples. The results of the completed laboratory tests are outlined on the attached boring logs and swell/consolidation summary sheets. SUBSURFACE CONDITIONS The subsurface materials encountered in the completed site borings can be summarized as follows. Approximately 4 to 6 inches of topsoil and vegetation was encountered at the surface at boring locations B-1 through B-3. Approximately 5 inches of aggregate base course was encountered at the surface at boring locations B-4 and B-5 completed within the existing gravel surfaced parking area. The topsoil/vegetation and aggregate base materials were underlain by brown to dark brown silty lean clay. The lean clay was generally medium stiff and showed low swell potential at current moisture and density conditions. The lean clay extended to depths ranging from approximately 4'/s to 7'/2 feet below ground surface and was underlain by reddish brown sand and gravel with cobbles. The essentially granular soils were medium dense to dense and extended to the bottom of boring at depths ranging from approximately 10 to 15 feet below present site grades The stratigraphy indicated on the included boring logs represents the approximate location of changes in soil types. Actual changes may be more gradual than those indicated. Groundwater was encountered in each of the completed site borings at the time of drilling. Groundwater level measurements were completed in the open boreholes approximately '/2 hour after the completion of boring. At that time, groundwater was measured at depths of 6.7, 6.4, 6.9, 5.8 and 4.9 feet below ground surface in borings B-1 through B-5 respectively. Groundwater levels will vary seasonally and over time based 1[ 1 Valley Steel and Wire Facility Soilogic # 05-1008 2 of the site was vegetated and relatively flat. A gravel surfaced parking area occupied the eastern portion the site., We estimate the maximum difference in ground surface elevation across the approximate building and parking area to be less than 2 feet. Two berms approximately 3 to 4 feet in height were observed on the development site. One of the berms extended cast/west along the north portion of the lot. A second berm was observed to be running north/south west of the existing gravel surfaced parking area. Based on discussions with Valley Steel and Wire personnel, we understand the site berms consist of topsoil generated during construction of the railroad and gravel surfaced parking area. SITE EXPLORATION Field Exploration To develop subsurface information across the site, three (3) soil borings were extended to a depth of approximately 15 feet below present site grades within the approximate building footprint. Two (2) additional borings were advanced to a depth of approximately 10 feet below ground surface in the proposed pavement area. The boring locations were established in the field by Soilogic personnel by estimating angles and distances from identifiable site references. A diagram indicating the approximate boring locations is included with this report. The test holes were advanced using 4-inch diameter continuous flight auger powered by a truck -mounted CME-45 drill rig. Samples of the subsurface materials were obtained at frequent intervals using California and split -barrel sampling procedures in general accordance with ASTM specification D-1586. As part of the D-1586 sampling procedure, standard sampling barrels are driven into the substrata using a 140 pound hammer falling a distance of 30 inches. The number of blows required to advance the samplers a distance of 12 inches is recorded and helpful in estimating the consistency, relative density or hardness of the soils or bedrock encountered. In the California barrel sampling procedure, relatively undisturbed samples are obtained in removable brass liners. Samples of the subsurface materials obtained in the field were sealed and returned to the laboratory for further evaluation. I GEOTECHNICAL EXPLORATION REPORT VALLEY STEEL AND WIRE FACILITY FORT COLLINS, COLORADO SOILOGIC # 05-1008 July 15, 2005 INTRODUCTION This report contains the results of the completed geotechnical subsurface exploration for the Valley Steel and Wire Facility to be constructed at 210 Hickory Street in north Fort Collins, Colorado. The purpose of our investigation was to describe the subsurface conditions encountered in the completed site borings and develop the test data necessary to provide recommendations concerning design and construction of the facility foundations and support of floor slabs, site pavements and exterior flatwork. Pavement section design options are also included. The conclusions and recommendations outlined in this report are based on the results of the completed field and laboratory testing and our experience with subsurface conditions in this area. PROPOSED CONSTRUCTION Based on the provided plan, we understand the proposed Valley Steel and Wire Facility will have a plan area of approximately 16,000 square feet. We understand the building will be a single -story, non -basement steel frame structure. Foundations loads for the structure are expected to be light with continuous wall loads less than 3 kips per lineal foot and individual column loads less than 75 kips. A dock -high platform may be constructed at the north end of the building to facilitate the unloading of railroad cars. Several ramps will be constructed adjacent to the building to enable a drive-in/drive-out unloading procedure for material delivery trucks. Paved drive and parking areas are anticipated adjacent to the building as part of the proposed site improvements. We understand approximately 3 to 4 feet of fill will be required to develop finish site grades in the building area. Small grade changes are anticipated in the pavement areas. SITE DESCRIPTION The development site is located at 210 Hickory Street in north Fort Collins, Colorado immediately west of the existing facility. At the time of our site exploration, a majority I Valley Steel and Wire Facility Soilogic # 05-1008 2 We appreciate the opportunity to be of service to you on this project. If we can be of further service to in any way or if you have any questions concerning the enclosed information, please do not hesitate to contact us. Very Truly Yours, Soilogic, Inc. p0 RE�� OvO -' vON Tl� V .... _J Wolf von Carlowitz,"P.E. Principal Engineer ,J. I S03- JoGie July 15, 2005 Valley Steel and Wire Company 200 Hickory Street Fort Collins, Colorado 80522 Attn: Mr. David Wasson Re: Geotechnical Subsurface Exploration Report Proposed Valley Steel and Wire Facility 210 Hickory Street - Fort Collins, Colorado Soilogic Project # 05-1008 Mr. Wasson: Included with this report are the results of our completed geotechnical subsurface exploration for the proposed Valley Steel and Wire Facility to be constructed at 210 Hickory Street in north Fort Collins, Colorado. The results of our subsurface exploration and pertinent geotechnical engineering recommendations are included with this report. The subsurface conditions encountered in the completed test borings consisted of topsoil/vegetation and aggregate base course underlain by lean clay with low swell potential. Coarse sand and gravel with cobbles was encountered underlying the site lean clay at depths ranging from approximately 4 %z to 7'/z feet below ground surface. Groundwater was encountered in the completed site borings during drilling and measured at depths ranging from approximately 4.9 to 6.9 feet below present site grades approximately %s hour after the completion of drilling. Based on the subsurface conditions encountered and the type of construction proposed, it is our opinion the proposed structure could be supported on conventional footing foundations bearing on the undisturbed medium stiff site lean clay. Properly placed and compacted fill soils could be used for direct support of the facility floor slab. Other opinions and recommendations concerning design criteria and construction details for exterior flatwork, site pavements, lateral earth loads and drainage are included with this report. Soilogic, Inc. 1435 Hilltop Circle • Windsor, CO 80550 • (970)674-3430