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Home My WebLink About970257.tiffDEPARTMENT OF PLANNING SERVICES Weld County Administrative Offices, 1400 N. 17th Avenue, Greeley, Colorado 80631 Phone: (970) 353-6100, Ext. 3540 Fax (970) 352-6312 PLANNED UNIT DEVELOPMENT DISTRICT CHANGE OF ZONE APPLICATION FOR PLANNING DEPARTMENT USE ONLY: Case Number Application Fee: Zoning District Receipt Number 00317'9 Date Application Checked By: Planner Assigned to Case: 1co- TO BE COMPLETED BY APPLICANT: (Print or type only except for required signatures). I (we), the undersigned, hereby request hearings before the Weld County Planning Commission and the Board of County Commissioners concerning the proposed PUD rezoning of the following described unincorporated area of Weld County, Colorado: LEGAL DESCRIPTION: - see attached - (If additional space is required, attach an additional sheet) PARCEL NUMBER:,y3_L3 _0_Q_04LL_ (12 digit number found on Tax I.D. Information or obtained at the Assessor's Office. Property Address (if available): PRESENT ZONE AGRI PROPOSED ZONE PUD W/C-3 a TO TAL ACREAGE 55 OVERLAY ZONES MUD SURFACE FEE (PROPERTY OWNERS) OF AREA PROPOSED FOR PUD REZONING: NAME: Western Dairyman Coo.perative. Inc. HOME TELEPHONE: ADDRESS: 12450 N Washington Street Thornton CI) 80241 BUS.TELEPHONE: (303) 451-0422 NAME: Greg Yanrio HOME TELEPHONE: ADDRESS: BUS.TELEPHONE: APPLICANT OR AUTHORIZED AGENT (if different than above): NAME: Pickett Fngineering Company HOME TELEPHONE: ADDRESS: 222 7th Street Suite 210 Greeley CO 20631 BUS.TELEPHONE: (970) 356-6362 OWNER(S) AND LESSEES OF MINERAL RIGHTS ON OR UNDER THE SUBJECT 6 PROPERTIES OF RECORD IN THE WELD COUNTY ASSESSOR'S OFFICE: NAME: ADDRESS: NAME: ADDRESS: Revised: 3-28-96 Weld County Planning Dept. OCT 11 1996 r acE`V E.'D 970257 EXHIBIT 970257 PLANNED UNIT DEVELOPMENT CHANGE OF ZONE APPLICATION REQUIREMENTS Left Hand Water District Off -Site Road Agreement ........... .......... —"C" SCSSoils"D" Terracon Geotech Report «D" Property Owners within 500' List Mineral Owners ccEn .... "F" 970257 PLANNED D UNIT DEVELOPMENT CHANGE OF ZONE APPLICATION REQUIREMENTS - PUD CHANGE OF ZONE 1. The PUD District Application forms and application fee. The PUD district application forms and application fee of $1,100 are attached. 2. A statement describing the proposed PUD Concept, land -uses, and architectural style of the PUD. The 52 -Acre PUD fronting the south side of Colorado State Highway 119 will consist of C-3 (Commercial) and I-1 (Industrial) uses as listed in the Weld County Zoning Ordinance. The planning projected for the area includes commercial uses along Colorado Highway 119 and industrial along the back row of lots away from the highway. The sole entrance to the site will be located at the south highway right-of-way centered on the north -south centerline of Section 10, Township 2 North, Range 68 West, and the location of Weld County Road 7 1/2. An open space greenway will be provided in the reclaimed gravel mining area which encompasses approximately 18.5 Acres. In this area, walking trails will be established to provide access to the ponds in the open space. In addition, a greenbelt buffer will be established along I-Eahway 119, constructed with berms and screening foliage to soften the visual effect of any buildings. Western Dairymen Cooperative, Inc. PUD will be governed by private convenants, which will address architectural style and design requirements, maintenance, fencing and signs will be addressed in the covenants and PUD plan application stage. In general the architectural style will provide for open space interspersed with low-rise, conventional buildings with building materials consisting mainly of brick, wood and masonry tastefully designed to be compatible with the surroundings. Open storage can be located in rear of lot areas in order to utilize building screening as well as fencing and/or trees and shrubbery. Open storage will be tastefully designed to take advantage of the topography and natural environment. A statement which demonstrates the proposed PUD rezoning is consistent with the policies of the Weld County Comprehensive Plan. The proposed land uses are consistent with the Weld County Comprehensive Plan designation for Planned Unit Developments. The site is in a Planned Unit Development Overlay District known as the I-25 Mixed Use Development Area and Activity Centers. Uses allowed within the PUI) are intended to fall within the Weld County Zoning classifications of C-3 and I-1. The existing Comprehensive Plan identifies industrial uses for this parcel, while the proposed Comprehensive 970257 Plan calls for regional commercial uses. This proposal for zoning compliments both. The zoning classifications proposed provide for the highest and best uses of the property. 4. A statement which demonstrates how the USES allowed by the proposed PUD rezoning will be compatible within the PUD district. In addition, a detailed description of how any conflicts between land uses within the PUD district are being avoided or mitigated and can comply with Section 35.3 of the Weld County Zoning Ordinance. To insure compatibility of uses within the PUD, land uses that are compatible or alike will be located adjacent to one another. Therefore, no conflicts between land uses within the PUD are anticipated. Design standards will be established through architectural convenants and will specifically address the Performance Standards outlined in Section 35.3 of the Weld County Zoning Ordinance. The uses allowed within the PUD will be limited to those allowed in the Weld County Zoning Ordinance for the C-3 and I-1 uses. 5. A statement which demonstrates haw the USES allowed by the proposed PUD rezoning will be compatible with land uses surrounding the PUD district; in addition, a detailed description of how any conflicts between land uses surrounding the PUD district are being avoided or mitigated The surrounding land uses consist of High Density Residential to the south, Mobile Home to the east, Industrial to the north and open space west. On the proposed I- 25 Mixed Use Development Plan, these areas remain compatible with the 1992 plan and the proposed site is recommended as Regional Commercial These surrounding areas are compatible with the proposes zoning of PUD with C- 3 and I-1 uses. Compatibility with surrounding land uses will be ensured by the following: a. The proposed uses are consistent with the Comprehensive Plan designations. b. Architectural covenants will be established which provide for design standards to ensure a compatible development. c. Landscaping and screening will be required in conjunction with the development. A description of each use within the PUD. A description of all building, structures, and open storage areas, including size, floor area, and height. A description of the type of residential units within the PUD, including total number of units for each type. 970257 The PUD plan application will include detailed information and covenants regulating signage, outdoor storage, and landscaping. Outdoor storage will be screened from Highway 119 and the balance of the PUT) district as required by the Weld County Zoning Regulations. Open space area will be required with low-rise, conventional buildings. No residential units are proposed with this PUD. 7. A description of the size and type of any public and private open space and semi- public uses, including parks, recreation areas, school sites, fire and sheriff facilities, and similar uses. 29 acres of private open space will be provided along Colorado Highway 119 and the west portion of the site. Maintenance will be the responsibility of the Owners Association. A description of the water source and system and a statement from the representative of the provider of the water system which demonstrates that the water supply quality and quantity is sufficient to meet the requirements of the uses within the PUD district. A PUD district with residential USES shall be served by a PUBLIC WATER system. Water services for the PUD will be provided by the Left Hand Water District (see attached statement). The internal water system will be developed consistent with the Mountain View Fire Protection District Regulations and approved by the Left Hand Water District. 9. A description of the sewage disposal facility. If the facility is a sewer system, a statement from the representative of the provider of the sewer system utility which demonstrates that the sewer system will adequately serve the uses within the PUD district. Sanitary sewer service for the PUD will be provided by the St. Vrain Sanitation District (see attached statement). The on -site system will be designed and installed consistent with the regulations of the District. 10. A description of the functional classification, width, and structural capacity of the STREET and highway facilities which provide access to the PUD district. If the street or highway facilities providing access to the PUD district are not adequate to meet the requirements of the proposed district the applicant shall supply information which demonstrates the willingness and financial capability to upgrade the STREET or highway facilities in conformance with the Transportation Section of the Weld County Comprehensive Plan. This shall be shown by submitting, with the Planned Unit Development District application, a separate off -site road improvements agreement describing the proposed road improvements and method of guaranteeing installation of said improvements in conformance with the Weld County Policy on Collateral for Improvements. The 370257 agreement shall be used for the purposes of review, evaluation, and compliance with this section. No rezoning shall be finally approved by the Board of County Commissioners until the applicant has submitted an improvements agreement or contract which sets forth the form of improvements and guarantees, and is approved by the Board of County Commissioners. As required and as development occurs, site specific traffic analyses will be performed in conjunction with each final PUD plan. Access road improvements to Colorado Highway 119 if required by the Colorado Department of Highways will be accomplished based upon the anticipated traffic impact on the highway of the uses within the final PUD phase. The separate off -site road improvements agreement will provide for detail the required improvements and the installation thereof by the land owner of the PUD. Included with the Application is a detailed traffic study performed by Gene Coppola, dated December 11, 1995. 11. A soil survey and study of the site proposed for the change of zone with a statement regarding suitability of soils to support of USES allowed in the proposed zone. If the soils survey and study indicate soils which present moderate of severe limitations to the construction of STRUCTURES or facilities on the site, the applicant shall submit information which demonstrates that the limitations can be overcome. This information will be forwarded to the Colorado Geological Survey for evaluation. The soils within the PUD are made up of two general types as defined by the Soil Conservation Service soil survey of Weld County southern part: Aqnolls and Aquepts: located along depression in smooth plains and along bottoms of natural drainageways. Not conducive to agriculture due to poor drainage. Bankard Sandy loam: deep, excessively drained soil on flood plain. It is formed by recent alluvium stratification along streams and rivers. Suitable for building sites if outside the floodplain. This application is being accompanied by Exhibit D, guideline excerpts from the published "Soils Survey of Weld County, Colorado, Southern Part", developed by the United States Department of Agriculture, Soil Conservation Services (SCS). The soils show some restrictions that will have to be addressed by site specific soil testing and report by a certified soils engineer*. These restrictions can be mitigated through detailed subsurface soils investigations, application of appropriate drainage facilities, and strict adherence to the recommendations of the soils report. *As a part of Exhibit 'D" the inclusion of a Geotechnical Report by Terracon, dated December 20, 1995. 970257 12. If according to maps and other information available to Weld County, the Department of Planning Services determines that there appears to be a sang ravel, or other mineral resources on or under the subject property, the applicant shall provide a mineral resource statement prepared by a certified geologist or other qualified expert. The statement shall indicate the estimated quality of resources and indicate the economic feasibility of recovery, now and in the future, of the resources so that the Planning Commission and Board of County Commissioners can determine whether a COMMERCIAL MINERAL DEPOSIT, as defined in Colorado Revised Statues is contained on or under the subject properties. This information will be forwarded to the Colorado Geological Survey for evaluation. Fifty four acres of the total 160 acres has been mined and reclamation has been completed and approved by Mined Land Reclamation Division, State of Colorado, see USR 627 and SUP 233, in the Weld County Records. Therefore, no commercial deposits remain on the site. This area is located in the 100 -year flood boundary of Idaho Creek and is planned to be used for water -related recreation. One of the ponds is located within the 55 -acre boundary. 13. If the proposed change of zone is located within a FLOOD HAZARD AREA, identified by maps officially adopted by Weld County, the applicant shall submit information which either documents how the Weld County supplementary regulations concerning food plains have been satisfied or document how the applicant intends to meet the requirements of the Weld County supplementary regulations concerning food plains. The FEMA maps and information for this location have been developed using USGS quadrangle topographic data, without the benefit of specific drainage investigation or studies of the area. Fortunately, however, unpublished floodplain information prepared by the US Corps of Engineers does provide floodplain elevations for the 100 -year flood boundary. These elevations are reflected on the sketch plan previously submitted. The unpublished information is available at the Colorado Water Conservation office. The completed structures will be constructed at elevations above the floodplain elevations to satisfy surface drainage and sanitary sewer needs. 14. If the proposed change of zone is located within a GEOLOGIC HAZARD AREA identified by maps officially adopted by Weld County, the applicant shall submit information which either documents haw the Weld County supplementary regulations concerning geologic hazards have been satisfied, or documents how the applicant intends to meet the requirements of the Weld County supplementary regulations concerning geologic hazards. The PUD is not located within any known geologic hazard areas as defined by the Geologic Hazard Map adopted by Weld County on April 19, 1978. 970257 15. A sign shall be posted on the property under consideration for PUD rezoning. The sign shall be posted by the applicant, who shall certify that the sign has been posted for at least ten (10) days preceding the hearing date. The sign shall be provided by the Department of Planning Services. The required sign will be posted by the applicant and the affidavit will be forwarded to the County at that time. 16. A certified list of the names, addresses and the corresponding parcel identification number assigned by the Weld County Assessor of the owners of property (the surface estate) within five hundred (500) feet of the property subject to the application. The source of such list shall be the records of the Weld County Assessor, or an ownership update from a title or abstract company or attorney, derivedfrom such records, or from the records of the Weld County Clerk and Recorder. If the list was assembled from the records of the Weld County Assessor, the applicant shall certtfy that such list was assembled within thirty (30) days of the application submission date. A certified list of property owners within 500 feet of the property was prepared by Pickett Engineering Company and is attached. 17. A certified list of the names and addresses of mineral owners and lessees of mineral owners on or under the parcel of land being considered. The source of such list shall be assembled from the records of the Weld County Clerk and Recorder, or from an ownership update derivedfrom such records of a title or abstract company or prepared by an attorney derivedfrom such records. A certified list of the names and addresses of mineral owners and leases of mineral owners on or under the parcel was prepared by Owners agent and is attached. 18. Such additional information as may be required by the Department of Planning Services, the Planning Commissioner, or the Board of County Commissioners in order to determine that the application meets the goals, policies, and standards set forth in the Weld County Zoning Ordinance and Comprehensive Plan. 970257 970257 970257 ROAD MAINTENANCE AND IMPROVEMENT AGREEMENT (OFF -SITE) THIS AGREEMENT, made and entered into this day of 19 by and between the COUNTY OF WELD, STATE OF COLORADO, hereinafter called "County", and Western Dairymen Cooperative, Inc., hereinafter called "Owner" and/or 'Developer". WIT INESSTH: W FIFREAS, Developer has applied to the County for approval for rezoning to Planned Unit Development, for C-3 and I-1 zone district in the North Half of Section 10. Township 2 North, Range 68 West of the 6th Principal Meridian Weld County, Colorado, and WFIFREAS, the Planned Unit Development will generate additional traffic on the access road and WHEREAS, a County road needs to be constructed which will provide access to the Planned Unit Development to adequately serve traffic, the approximate costs of which are attached hereto as Exhibit No. 1, and WHEREAS, Developer has offered to accept certain road improvement actions. NOW, IHLREFORE, in consideration of the mutual covenants and conditions set forth herein, the County and the Developer mutually agree as follows: 1. Primary access to the Planned Unit Development shall be via Weld County Road 7 1/2 from State Highway 119. 2. All construction and materials under this agreement shall be in accordance with the Standard Specifications for Road and Bridge Construction of the Colorado Department of Highways, with reference to the edition current at the time the project is initiated. The County shall review and approve the construction plans prior to construction and shall have the same authority as the Engineer, as defined in the specifications for the project, to inspect construction. 3. Phase I A. As improvements for Phase I of the PUD, Developer agrees to construct two lanes of Weld County Road 7 1/2 from the Planned Unit Development's north access to State Highway 119 to approximately 900 feet south of said right -of - 970257 EXHIBIT "C" access to State Highway 119 to approximately 900 feet south of said right-of- way with separate right turn and left turn lanes. Further, a paved eastbound acceleration lane will be provided on State Highway 119 to the east of this intersection, and a paved eastbound deceleration lane on State Highway 119 shall be provided to the west of this intersection. B. Developer agrees to initiate the Phase I improvements after recording of the final plat of the PUD and at such time as construction of buildings begins and to complete the Phase I improvements prior to occupancy of said buildings in said Phase I. C. If prior to or within ten years after the completion of the construction of Phase I of the off -site road improvements, Weld County issues zoning or other approval for any other residential, commercial, or industrial development, or any expansion of any agri-business, that will be using as access, or which is located adjacent to any of the portion of Weld County Road 7 1/2 or State Highway 119 paved at the expense of the Developer as identified as Phase I, the County, to the extent permitted by law, agrees to seek contributions to the cost of the road, pro rata as the projected use of the road compares to the Developer's projected use of the road. 4. Phase II A. As improvements for Phase II, Developer agrees to pave two lanes of the portion of Weld County Road 7 1/2 extending south from the south property line of the PUD to the east west centerline of Section 10, and to complete a paved westbound left turn lane on State Highway 119 east of the intersection with Weld County Road 7 1/2. B. Developer agrees to initiate the Phase II improvements at such time as construction begins in Phase II and to complete the Phase II improvements prior to occupancy. If prior to or within ten years after the completion of the construction of Phase II of the off -site road improvements, Weld County issues zoning or other approval for any other residential, commercial, or industrial development, or any expansion of any agri-business, that will be using as access, or which is located adjacent to, any of the portions of Weld County Road 7 1/2 paved at the expense of the Developer as identified in Phase II the County. to the extent permitted by law, agrees to seek contributions to the cost of the roads, pro rata as the projected use of the roads compare to the Developer's projected use of the road. 5. It is the intent of the parties that this Agreement remain in full force and effect until it terminates according to its own terms and that it be binding upon the Developer 97©257 and its successors, and assigns, and on this Board and future Boards to the fiillest extent permitted by law. Should this Agreement, or any portion thereof, be found to be void or voidable for the reason that it binds the Board of County Commissioners for more than a one year period of time, this contract shall be construed as a one year contact with automatic annual renewals. 6. It is the intent of the parties that a separate agreement regarding collateral for construction for each phase of the off -site improvements will be proposed by the Developer prior to filing of the final plat. 7. The addresses of the parties are as follows: Weld County Board of County Commissioners 915 Tenth Street (PO Box 1948) Greeley CO 80632 Western Dairymen Cooperative, Inc. 12450 N Washington Street Thornton CO 80241 It shall be the obligation of the parties to notify each other of any change of address, registered agent, or change of ownership. 970257 09/16/1996 06:27 356-6466 PICKETT ENGINEERING PAGE 05 IN WITNESS WHEREOF, the parties hereto have duly executed this Agreement the day and year first above written. ATTEST: BOARD OF COUNTY COMMISSIONERS WELD COUNTY, COLORADO Weld County Clerk and Recorder and Clerk to the Board By: Deputy Clerk ST0/900,12. 301330 2i3ANaa 4 -4 -4 - By: Chairman. Western Dairymen Cooperative, Inc. 12450 N Washington Street Thornton 80241 By /<JV ATTEST: By 9702 'I'0'Q'M 060C LL5 109 %d3 Ct 90 96/81/60 WESTERN DAIRYMEN COOPERATION, INC. WELD COUNTY, COLORADO ESTIMATE OF PROBABLE COST 10/96 ITEM QUANTITY UNITS UNTT PRICE EXTENSION * * STATE HIGHWAY 119 IMPROVEMENTS - ACCET✓DECEL LANES: Demolition & Cleaning Culverts 1 LS $5,000 $ 5,000 Full Depth Saw Cut 1,000 LF $2 $ 2,000 Deceleration & Acceleration 1,300 S.Y. $15 $19,500 Lanes - Full Depth Asphalt Grading 1,000 C.Y. $5 $ 5,000 Striping 4,000 L.F. $1 $ 4,000 Traffic Control 30 Days $15 $45 000 Subtotal: $80,500 **WELD COUNTY ROAD 71/2 FROM SOUTH BOUNDARY OFPUD TO STATE HIGHWAY 119 -TWO 12' LANES PLUS 400' X 12' LEFT TURN LANE AT STATE HIGHWAY 119 INTERSECTION: Clear and Grub 5,300 S.Y. $1.50 $ 7,950 Grading 1,800 C.Y. $5 $ 9,000 Shoulder Subgrade & Prep. 500 S.Y. $6 $ 3,000 Asphalt Surfacing (Full Depth) 1,770 S.Y. $15 $26,550 Subtotal: $46,500 EXHIBIT NO. 1 TO ROAD MAINTENANCE AND IMPROVEMENT AGREEMENT 970257 SOILS SURVEY INFORMATION AND GEOTECHNICAL REPORT 970257 r ;"- �N c ZS/ 56 • 7:r :t} 4 8: REZONE i/ 1:v '-a ; =. 970257 EXHIBIT 'D" SCALE; /" -2000' r 8 SOIL SURVEY f -L 'Is well feet. rivers. show e long and Typical brown loa and light y. about 14 inc. sand about 5 Permeabilit moderate. The - Surface runoff i This soil is u is suited to all c ing corn, sugar be and onions. An ex to 4 years of alfalf- sugar beets, small lining, and installing p water application. All methods of irriga rigation is the most corn mercial fertilizer are need Windbreaks and enviro shrubs commonly grown in suited to this soil_ Cul vegetation should be co possible following piantin have good survival are redcedar, ponderosa pi hackberry. The shrub - lilac. Siberian peas This soil can pro suitable for openly tail, and mournin_ alfalfa provide especially phe undisturbed ne dlife populatio• This Altv and recreati tures for u tial of th. permeabi tank abs substra filter Lawn Ile i 3 ne inu . Tr ocky Siberia best suite and Ameri. e habitat ele d wildlife include dove. Such crops table habitat for nt. Tree and shru. ing cover would enhan ter the leachate. Sewage lagoons require sealinr. wns, shrubs, and trees grow well. Capability subcl.-s rrigated. Altvan loam. 1 to 3 percent slopes. This is a •yep, rained soil on terraces at elevations of 4,500 to ,900 t formed in old alluvium deposited by the ajor ncluded in mapping are small areas of so. that .deuce of poor drainage. Also included a - small, arrow areas of sand and gravel deposi - the surface layer of this Altvan soil .s grayish about 10 inches thick. The subso is brown lowish- brown clay loam and san1 clay loam es thick. The substratum is cal eous loamy ches thick over gravelly san• and available water capacity are ffective rooting depth is 0 to 40 inches. medium, and the erosio• hazard is low. almost entirely for ' 'gated crops. It •s commonly grown the area, includ- , beans, alfalfa, s all grain, potatoes, .le of a suitable ropping system is 3 followed by orn, corn for silage, , or bean-. Land leveling, ditch .elines ma be needed for proper 'on ar on -c • L• suitable but furrow ir- yard manure and corn - top yields. ntal plantins of trees and the area are generally well ion to control competing d for as many years as that are best suited and ountain juniper, eastern elm, Russian -olive, and are skunkbush sumac, n plum. ents that are highly g pheasant. cotton - wheat, corn, and .penland wildlife, plantings and e openland wil- soil has fair to good pote 'al for urban al development. The chief 1i 'ling sod fea- .an development are the shrink well poten- subsoiI as it wets and dries anthe rapid y of the sand and ravel substra m. Septic rption fields function properly, but in •laces the m does not contain enough fines to •roperly he leachate. Sewage lagoons require ealing. , shrubs, and trees row well. Capability s bclass igated. Aquolls and Aquents. gravelly substratum. This ly level map unit is or. bottom lands and flood p ins of all the major streams L. the survey area. Aqu. Is, ich have a dark colored surface layer, make up abo t 0 percent of the unit. Aquents, which have a lighte c. ored surface layer. make up about 35 percent. Abou peent is Aquepts and Bankard sandy loam. •ese are deep, poorly drained soils that formein rece alluvium. No one pedon is typical. Common . the soils ve a mottled, mildly alkaline to modera -ly al- kaline oamy or clayey surface layer and un erlying material nd are underlain by sand or sand a•• gravel within 43 ' ches. In places they have a gleyed er in the underlying aterial. Most of t acreage is subject to tloodinThe water table is at or ear the surface early in sp ' : and recedes to as deep as : inches late in fall in some ears. These soils - - used for rangeland and dlife habitat. Some small are- have been reclaimed • major drainage and leveling and a e used for irrigated rops. The potential na -ve vegetation is ominated by alkali sacaton, switchgras and western eatgrass. Saltgrass, sedge, rush. and - - ' blue: - are also prominent. Potential production •.ges from .-,000 pounds per acre in favorable years to 2,) pounds ' unfavorable years. As range condition deteri. -tes, the switchgrass, alkali sacaton, and western whe t_• s decrease and saltgrass, sedge, and rush increase. Management of vegetatio should be based on taking half and leaving half of th to -1 annual production. Seed- ing is difficult and costly • -ca se numerous tillage prac- tices are required to dim' • to the saltgrass sod. Switchgrass, western heat• . , alkali sacaton, tall wheatgrass, and tall f ue are sm.-ble for seeding. They can be seeded in • a clean, f seedbed. Seedbed preparation usuall requires mor= than 1 year to eliminate the salt:- - sod. A grass a.' should be used. Seeding early in -•ring has proven mos•successful. Wetland wild • e, especially waterfowl, utilize this unit. The wetland p ; is provide nesting and • •tective cover, as well as s •me food. The nearby irri: - ted cropland, where wild ' e obtain much of their food an find protec- tive cover, akes this unit valuable to both etland and openland"Id life. Openly d wildlife, especially pheasant. use fin unit for cover - d nesting. Deer find excellent cover some areas. Th e valuable wildlife areas should be protectefrom fire :nd fenced to prevent encroachment and overu•- by liv: tock. They should not be drained. hese soils have good potential as a source of sand a d vet. Capability subclass VIw; Salt Meadow range site. 4—Aquolls and Aquepts, flooded. This nearly level map unit is in depressions in smooth plains and along the bottoms of natural drainageways throughout the survey area. Aquolls, which have a dark colored surface layer, make up about 55 percent of the unit. Aquepts, which have a lighter colored surface layer. make up about 25 percent. About 20 percent is soils that are well drained and soils that have sandstone or shale within 43 inches of the surface. 970257 WELD COUNTY, COLORADO, SOUTHERN PART 9 These are deep. poorly drained soils that formed in recent alluvium. No one peeion is typical. Commonly the soils have a mottled. mildly to moderately alkaline loamy or clayey surface layer and underlying material that ex- tends to a depth of 60 inches or more. In places they have a gleyed laver in the underlying material. Most of the acreage is subject to excessive runoff. The water table is at or near the surface in spring and during the peak of the irrigation season. These soils are used for rangeland and wildlife habitat. Some small areas are irrigated pasture. The potential native vegetation is dominated by switchgrass, prairie cordgrass, saltgrass, alkali sacaton, big bluestem, indiangrass, western wheatgrass, slender wheatgrass, sedge, and rush. Cattails and bullrush grow in the swampy spots associated with these range sites. Potential production ranges from 4,000 pounds per acre in favorable years to 3,000 pounds in unfavorable years. As range condition deteriorates, the tall and mid grasses decrease, production drops, and saltgrass, sedge, and rush increase. The farming and irrigation in adjacent areas has increased the amount of salts on much of the acreage. Management of vegetation on this soil should be based on taking half and leaving half of the total annual produc- tion. Switchgrass, big bluestem, indiangrass, western wheatgrass, pubescent wheatgrass, intermediate wheat - grass, tall wheatgrass, and tall fescue are suitable for seeding. The plants selected should met the seasonal requirements of livestock For successful seeding, a firm prepared seedbed is needed. A grass drill should be used. Seeding early in spring has proven most successful. Til- lage is needed to eliminate the undesirable vegetation. Wetland wildlife, especially waterfowl, utilize this unit. The wetland plants provide nesting and protective cover as well as some food. The nearby irrigated cropland, where wildlife obtain much of their food and find protec- tive cover, makes this unit valuable to both wetland and openland wildlife. Openland wildlife, especially pheasant, use this unit for cover and nesting. Deer fund excellent cover in some areas. These valuable wildlife areas should be protected from fire and fenced to prevent encroachment and overuse by livestock They should not be drained. Capa- bility subclass VIw; Aquolls in Salt Meadow range site, Aquepts in Wet Meadow range site. Ascalon sandy loam, 1 to 3 percent slopes. This a dee to 5,200 fe are small areas Typically the su 10 inches thick. The sup_ brown sandy clay loam a stratum to a depth I inches loam. Permeab'' high. ell drained soil on uplands at elevations o ,•00 It formed in alluvium. Included apping rock outcrop. layer is bro I is 5 sandy loam about e brown and yellowish inches thick. The sub- -alcareous fine sandy moderate. Available wit capacity is a effective rooting depth is 60 inches more. ace runoff is slow, and the erosion hazard is lo' f summer fallowed in alternate years, this soil is we sui •d to winter wheat. barley, and sorghum. Wint. whet is the principal crop. The predicted average yiel• is 33 b shels per acre. If the crop is winterkilled, sp ng whea can be seeded. Generally precipitation is to• low for be •tidal use of fertilizer. Stube mulch fanning, striperopping, and minimem til- lage are eeded to control soil blowing and water rosion. Terracin: 'so may be needed to control water erasion. The pot ntial native vegetation on this ranee site is dominated •v sand bluestem, sand reedgrass and blue grama. Nee•leandthread, switchgrass, side•=ts grama, and western wheatgrass are also promine t. Potential production ra .es from 2,200 pounds per ae in favora- ble years to 1, $0 pounds in unfavorable y . . As range condition deteri. ces. the sand bluestem, .. d reedgrass, and switchgrass . ecrence and blue gramsand dropseed, and sand sage inc Case. Annual weeds a d grasses invade the site as range c• edition becomes p.. er. Management of -getation should . based on taking half and leaving half •f the total ann al production. Seed- ing is desirable if th. range is in •oor condition. Sand bluestem, sand reeds. switch • . s, sideoats grama, blue grama, pubescent wheatgra-. , and crested wheat - grass are suitable for se ding. T e grass selected should meet the seasonal requi men . of livestock. It can be seeded into a clean, firm or_ urn stubble, or it can be drilled into a firm prepar=. seedbed. Seeding early in spring has proven most succ-.sfuL Windbreaks and environ ee tal plantings are generally suited to this soil. Soil bI• ;, the principal hazard in establishing trees and sh bs, . be concolled by cul- tivating only in the tre row . d by leaving a strip of vegetation between th rows. upplemental irrigation may be needed at th time of pl. ting and during dry periods. Trees that ar- best suited •d have good survival are Rocky Mountain ,uniper, eastern redcedar, ponderosa pine, Siberian elm Russian -alive, a hackberry. The shrubs best suited = e skunkbush sum. , lilac, and Siberi- an peashrub. Wildlife is an ' portant secondary u = of this soil. The cropland areas .rovide favorable habitat or ring-necked pheasant and • ourning dove. Many non• • e species can be attracted . establishing areas for nes°.g and escape cover. For p• easants, undisturbed nesting ever is essen- tial and sh. Id be included in plans for hab t develop- ment. Ran eland wildlife, for example, the p • ghorn an- telope, ca • be attracted by developing livestoc' watering facilities managing livestock grazing, and eseeding where Ceded. Few .reas of this Ascalon soil are in major gro urban. ed centers. The shrink -swell potential of t soil it wets and dries is the most limiting soil tha must be considered in planning homesites an d 970257 12 SOIL SURVEY is soil has good potential for urban and recreatio develo -nt. Increased population growth in the - vey area has res. -d in increased homesite cons ion. The chief limiting sou - tures for urban dev- •.ment are the shrink -swell potentia the subsd - it wets and dries and the limited ability of t •' o support a load. Septic tank absorption fields f • on . ••erly, but community sewage systems sho • .e provided i •- population den- sity increases. : use of the moderately ' .id permea- bility of t. - ubstratum, sewage lagoons must .. ealed. Law. s rubs, and trees grow well. Capability sub irrigated. 10—Bankard sandy loam, 0 to 3 percent slopes. This is a deep, somewhat excessively drained soil on flood plains at elevations of 4,450 to 5,000 feet. It formed in stratified recent alluvium along streams and rivers. In- cluded in mapping are numerous sand and gravel bars and small areas of noncalcareous soils. Typically the surface layer of this Bankard soil is brown sandy loam about 4 inches thick. The underlying material to a depth of 60 inches is pale brown calcareous sand stratified with thin lenses of sandy loam, loam, and fine gravel. Permeability is moderately rapid. Available water capacity is low. The effective rooting depth is 60 inches or more. Surface runoff is slow, and the erosion hazard is low. This soil is suited to limited cropping. It is sandy and subject to flooding. Pasture is the best use. Tall wheat - grass, tall fescue, and annual sweetclover are some of the most suitable crops. Light, frequent irrigation by furrows and flooding is best. Commercial fertilizer improves the amount and value of forage produced. The potential native vegetation is dominated by switchgrass, indiangrass, sand bluestem, sand reedgrass, sideoats grama, needleandthread, and blue grama. Much of this range site includes other soils and vegetation in such a complex pattern that it is difficult to map them separately. Potential production ranges from 2,500 pounds per acre in favorable years to 1,500 pounds in unfavorable years. As range condition deteriorates, the tall and mid grasses decrease; blue grama, sand dropseed, and forbs increase; and forage production drops. Undesirable weeds and annuals invade the site as range condition becomes poorer. Management of vegetation should be based on taking half and leaving half of the total annual production. Seed- ing is desirable only in areas large enough to interseed or to prepare a seedbed. Switchgrass, sand bluestem, sand reedgrass, sideoats grama, little bluestem, blue grama, pu- bescent wheatgrass, and intermediate wheatgrass are suitable for seeding. This soil can he seeded by using an interseeder or a firm, clean sorghum stubble. A grass drill is required. Seeding early in spring has proven most suc- cessful. This soil is generally not suited to the establishment and growth of trees and shrubs. Onsite investigation is needed to deterrn.ne feasibility and possible tree and shrds species. Wildlife is an important secondary use of this soil. The cropland areas provide favorable habitat for ring-necked pheasant and mourning dove. Many nongame species can be attracted by establishing areas for nesting and escape cover. For pheasants, undisturbed nesting cover is essen- tial and should be included in plans for habitat develop- ment, especially in areas of intensive agriculture. Range- land wildlife. for example, deer and antelope, can be at- tracted by managing livestock grazing and reseeding where needed. This soil is not suited to urban or recreational develop- ment because of the flood hazard Capability subclass IVw irrigated. VIw nonirrigated; Sandy Bottom land range site. 1—Bresser sandy loam, 0 to 1 percent slopes. This a • ep, well drained soil on terraces at elevations of 4,7 , to 4:00 feet. It formed in alluvium deposited by he South latte River. Included in mapping are small • eas of soil- that have sand and gravelly sand in the ower part of •e substratum. Typi . the surface layer is grayish brown s- dy loam about 11 i es thick. The subsoil is brown anellowish brown sand clay loam about 19 inches thi . The sub- stratum to a . epth of 60 inches is loamy sand Permeability and available water apacity are moderate. The-ffective rooting depth i- 60 inches or more. Surface . off is slow, and the - •sion hazard is low. This soil is used ost entirely for irrigated crops. It is suited to all crops ommonly gro in the area includ- ing corn, sugar beets, .eans, alfalf- mall grain, potatoes. and onions. An exampl- of a suita'. e cropping system is 3 to 4 years of alfalfa fo owed corn, corn for silage, sugar beets, small grain, o be- Few conservation prac- tices are needed to maint ' t. • yields. All methods of irrigation . - suitable, but furrow ir- rigation is the most commo•.:arnyard manure and com- mercial fertilizer are need:: fo- top yields. Windbreaks and envir. men - plantings are generally suited to this soil. Soil •lowing, e principal hazard in establishing trees and shrubs, be controlled by cul- tivating only in the -e row and -y leaving a strip of vegetation betwee the rows. Sup•lemental irrigation may be needed a the time of plant and during dry periods. Trees th are best suited and ' : ye good survival are Rocky Mo .-n juniper, eastern rea edar, ponderosa pine, Siberian elm, Russian -olive, and .ckberry. The shrubs best s . ited are skunkbush sumac, li . c, and Siberi- an peashrub Wildlife s an important secondary use . this soil. Ring -nee -d pheasant, mourning dove, and any non - game s. -des can be attracted by establishing . reas for nescin• and escape cover. For pheasants. and .curbed nesti cover is essential and should be included i plans for abitat development. especially in areas of int sive a - culture. his soil has good potential for urban and recreatio.al r cvelopment. Lawns, shrubs. and trees grow well. T 970257 48 anagement of vegetation on this soil should he base• on t king half and leaving half of the total annual prod - tion. .eeding is desirable if the range is in poor condit .n. Sand •luestem, sand reedcass, switchgrass, side ats grama, blue grama, pubescent wheatgrass, and crsted wheat -ss are suitable for seeding. The grass s- ected should m et the seasonal requirements of livestock It can be seeded "nto a clean, firm sorghum stubble, or i can be drilled int a firm prepared seedbed. Seeding early in spring has • oven most successful. Windbrea . and environmental plantings are fairly well suited to this oil. Blowing sand and low avable water capacity are t e principal hazards in esta• fishing trees and shrubs. T .-s soil is so loose that tr: -s should be planted in sh- -w furrows and vegetaton maintained between the row Supplemental irrigatio may be needed to insure survival. Trees that are best uited and have good survival ar- Rocky Mountain juniper, eastern redcedar, ponderosa sine, and Siberi- elm. The shrubs best suited are sk kbush sumac, lac, and Siberian peashrub. Wildlife is an import- t second- use of this soil. Ran- geland wildlife, for exa pie, the • onghorn antelope, can be attracted by develop g lives ock watering facilities, managing livestock grazin•. and seeding where needed. This soil has good poten - •r urban and recreational development. Once establi •e , the lawns, shrubs, and trees grow well. The prim- limiting soil feature is the rapid permeability in the bstratum, which causes a hazard of ground water co tamination from sewage lagoons. In places recreati • nal . evelopment is limited by the susceptibility to soil • owing Capability subclass VIe irrigated, VIe nonirrigat•d; Sand Plains range site. 75 —Vona sandy loa , 0 to 1 p: cent slopes. This is a deep, well drained soi' on high to -ces at elevations of 4,650 to 4,950 feet. It ormed in allu al deposits. Included in mapping are so .- leveled areas d small areas of soils that have a lo- y substratum. Typically the su ace layer of this V. na soil is grayish brown sandy loa• about 10 inches thi -. The subsoil is brown fine sans, loam about 20 inches hick. The sub- stratum to a de •th of 60 inches is sandy lo. . Permeability is moderately rapid. A lable water capacity is erate. The effective rootin• depth is 60 inches or m re. Surface runoff is slow, and the erosion hazard is lo This soi is used almost entirely for irrigate crops. It is suited all crops commonly grown in the ar: includ- ing corn sugar beets, beans, alfalfa (fig. 7), sm 1 grain, potatoe , and onions. An example of a suitable c opping syste is 3 to 4 years of alfalfa followed by corn, c• for silag sugar beets, small grain, or beans. The r •idly per •able substratum slightly restricts some crops. .I methods of irrigation are suitable, but furroir- nlion is the most common. Proper irrigation manae- -nt is essential. Barnyard manure and commercial fert - er are needed for top yiekis. SOIL SURVEY Windbreaks and environmental plantings are generally ed to this soil. Soil blowing, the principal hazard esta. shing trees and shrubs, can be controlled by cul- tivatin6 only in the tree row and by leaving a rip of vegetatio between the rows. Supplemental ' rigation may be nec :sary at the time of planting anduring the dry periods. ees that are best suited - d have good survival are Roc v Mountain juniper, tern redcedar, ponderosa pine, Si: ian elm, Russia • five, and hackber- ry. The shrubs bests ed are skun •ush sumac, lilac, and Siberian peashrub. Wildlife is an importa s- ondary use of this sod. Ring-necked pheasant. mo ng dove, and many non - game species can be att -cted establishing areas for nesting and escape c• •er. For . easants, undisturbed nesting cover is ess ial and shoul. •e included in plans for habitat devel•pment, especially in . -as of intensive agriculture. This soil h .. good potential for urban an• recreational developme- . Lawns, shrubs, and trees grow ell. The only ' ng feature is the rapid permeability in .•e sub- strat , which causes a hazard of ground wate con- s- nation from sewage lagoons. Capability subclass s gated. 76 —Vona sandy loam, 1 to 3 percent slopes. This is a deep, well drained soil on plains and high terraces at elevations of 4,600 to 5,200 feet It formed in eolian and alluvial deposits. Included in mapping are some leveled areas. Also included are small areas of soils that have a loamy substratum and areas of soils that are noncalcare- ous to a depth of 60 inches. Typically the surface layer of this Vona soil is grayish brown sandy loam about 10 inches thick. The subsoil is brown fine sandy loam about 18 inches thick. The sub- stratum to a depth of 60 inches is sandy loam. Permeability is moderately rapid. Available water capacity is moderate. The effective rooting depth is 60 inches or more. Surface runoff is slow, and the erosion hazard is low. In irrigated areas this soil is suited to all crops com- monly grown in the area, including corn, sugar beets, beans, alfalfa, small grain, and onions. An example of a suitable cropping system is 3 to 4 years of alfalfa fol- lowed by corn, corn for silage, sugar beets, small grain, or beans. Land leveling, ditch lining, and installing pipelines are needed for proper water applications. All methods of irrigation are suitable, but furrow ir- rigation is the most common. Barnyard manure and com- mercial fertilizer are needed for top yields. Windbreaks and environmental plantings are generally suited to this soil. Soil blowing, the principal hazard in establishing trees and shrubs, can be controlled by cul- tivating only in the tree row and by leaving a strip of vegetation between the rows. Supplemental irrigation may he necessary at the time of planting and during dry periods. Trees that are best suited and have good survival are Pocky Mountain juniper, eastern redcedar. ponderosa pine, Siberian elm, Russian -olive, and hackberry. The 9702,57 r WELD COUNTY, COLORADO, SOUTHERN PART 49 shrubs best suited are skunkbush sumac, lilac, and Siberi- an peashrub. Wildlife is an important secondary use of this soil. The cropland areas provide favorable habitat for ring-necked pheasant and mourning dove. Many nongame species can be attracted by establishing areas for nesting and escape cover. For pheasants, undisturbed nesting cover is essen- tial and should be included in plans for habitat develop- ment, especially in areas of intensive agriculture. Range- land wildlife, for example, the pronghorn antelope, can be attracted by developing livestock watering facilities, managing livestock grazing, and reseeding where needed. This soil has good potential for urban and recreational development. Lawns, shrubs- and trees row well. The only limiting feature is the rapid permeability in the sub- stratum, which causes a hazard of ground water con- tamination from sewage lagoons. Capability subclass lie irrigated; IVe nonirrigated; Sandy Plains range site. "7 —Vona sandy loam, 3 to 5 percent slopes. This is de ••, well drained soil on plains at elevations of 4,600 o 5,20 feet. It formed in eolian deposits. Includein mapps•g are small areas of soils that have a loamy sub- stratu and areas of soils that are noncalcareo _ to a depth o .0 inches. Typical the surface layer of this Vona soil grayish brown sanloam about S inches thick. Th- subsoil is brown fine - dy loam about 15 inches thi• The sub- stratum to a . - .th of 60 inches is sandy loa• Permeability is moderately rapid. - ailable water capacity is mod- -te. The effective r.. mg depth is 60 inches or more. S -ace runoff is medi , and the erosion hazard is low. In irrigated areas his soil is sui -d to the crops com- monly grown in the - a. Perennia grasses and alfalfa or close grown crops shout - be gro at least 50 percent of the time. Contour ditche -nd c• gations can be used in irrigating close grown cro •s - d pasture. Furrows, con- tour furrows, and cross slop uurrws are suitable for row crops. Sprinkler irrigation -Iso desirable. Keeping til- lage to a minimum and u :- crop residue help to con- trol erosion. Maintaini fert 'ty is important. Crops respond to applications .f phosphs and nitrogen. In nonirrigated arethis soil is ited to winter wheat, barley, and sorghu •. Most of the reage is planted to winter wheat. Th- predicted average yield is 25 bushels per acre. The sois summer fallowed 'n alternate years to allow moist • - accumulation. General precipitation is too low to mak- beneficial use of fertilizer. Mulch far mg, striperopping, and minim m tillage are needed to .ntrol soil blowing and water er..'on. Terrac- ing also . y be needed to control water erossio•. The p tential native vegetation on this ra e site is domina--d by sand bluestem, sand reedgrass, . d blue gram . Needleandthread, switchgrass. sideoats ama, and western wheatgrass are also prominent. Po ntial pr ' uction ranges from. 2.200 pounds per acre in fa ra- t) wears to I, 00 pounds in unfavorable years. As ra :e ondition deteriorates, the sand bluestem, sand reedgra ., .nd switchgrass decrease and blue grama, sand dropsee d sand sage increase. Annual weeds and grasses inva e site as range condition becomes poorer. anagement of vegetation on this soil should he b•sed on t. king half and leaving half of the total annual pr duc- tion. eeding is desirable if range is in poor conition. Sand bluestem, sand reedgrass, switchgrass, s deoats grama, blue grama, pubescent. wheatgrass, and crested wheat • -s are suitable for seeding. The grass selected should m -et the seasonal requirements of livest. k. It can be seed -• 'nto a clean, firm sorghum stubble, • it can be drilled anta firm prepared seedbed. Seed' g early in spring has • oven most successful. Windbrea and environmental plantings _enerally are suited to this soil. Soil blowing, the prinpal hazard in establishing trees and shrubs, can be co trolled by cul- tivating only in the tree row and by having a strip of vegetation betwen the rows. Suppl_ ental irrigation may be needed a the time of planti.g and during dry periods. Trees that : re best suited anhave good survival are Rocky Mountai uniper, eastern redcedar, ponderosa pine, Siberian elm, -ussian-olive, and hackberry. The shrubs best suited ar- skunkbush - mac, lilac and Siberi- an peashrub. Wildlife is an importert seconr ary use of this soil. The cropland areas provide .vorahle habitat for ring-necked pheasant and mourning d.ve. any nongame species can be attracted by establish in: a ears for nesting and escape cover. For pheasants, undis bed nesting cover is essen- tial and should be included . plans for habitat develop- ment, especially in areas o' i ,naive agriculture. Range- land wildlife, for example, he ronghorn antelope, can be attracted by developing live k watering facilities, managing livestock g, and seeding where needed. This soil has good •. ential fo urban and recreational development. Lawns, -hrubs, and trees grow well. The only limiting feature the rapid pe meability in the sub- stratum, which causes a hazard o ground water con- tamination from se age lagoons. Cap- bility subclass IIIe irrigated, VIe non' 'gated; Sandy Plai range site. 78 —Weld loa , 0 to 1 percent slop=-. This is a deep, well drained soil •n smooth plains at elevations of 4,850 to 5,000 feet. It ormed in eolian deposi -. Included in mapping are - all areas of soils that ha - a subsoil of loam and ligh clay loam. Also included are some leveled areas. Typically he surface layer of this Weld s is brown loam abou 10 inches thick. The subsoil is bro and pale brown h.:vy clay loam and light clay about 0 inches thick. T - substratum to a depth of 60 inches is s t loam. Perm ability is slow. Available water capacity s high. The of ective rooting depth is car/ inches or more. ' rface runof• is slow, and the erosion hazard is low. Th s soil is used almost entirely for irrigated cro.. It is s ited to all crops commonly grown in the area inc ud- in• corn, sugar beets, beans, alfalfa, small grain. potat.-s, a onions. An example of a sui••sble cropping system is t. 4 years of alfalfa followed rn• corn. corn for silag- 9/025 l 1 1 L 100 SOIL SURVEY TABLE 6. --BUILDING SITE DEVELOPMENT Some of the terms used in this table to describe restrictive soil features are defined in the Glossary. See text for definitions of "slight," "moderate," and "severe." Absence of an entry means soil was not rated] Soil name and Shallow map symbol excavations 1, 2 Altvan 3': Aquolls Aquents V': Aquolls 5 Aquepts Ascalon 6, 7 Ascalon 8, 9 Ascalon 10 Bankard 11, 12 Bresser 13 Ca scajo IV, 15 Colby 16, 17 Colby 18': Colby Severe: cutbanks cave. Severe: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Slight Slight Slight Severe: cutbanks cave, f-oods. Slight Severe: cutbanks cave, small stones. Slight Slight light Adena .Slight See footnote a: end of table. Dwellings without basements Dwellings with basements Moderate: ;Moderate: shrink -swell. ; shrink -swell. evere: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Moderate: ;Severe: ; floods, , wetness. ;Severe: ; floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Small commercial buildings Moderate: shrink -swell. Severe: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Moderate: Moderate: low strength. low strength. Moderate: low strength. Moderate: low strength. Severe: floods. Moderate: low strength. .Moderate: low strength. Severe: floods. Slight Slight Moderate: slope. Slight Slight Slight Moderate: low strength. Moderate: slope. Slight Slight el : g h t moderate: low s..ent.. low strength. Moderate: slope, low strength. Moderate: low strength. Severe: floods. Slight Severe: slope. Slight Moderate: slope. Moderate: slope. Moderate: low strength. slope. Local roads and streets Moderate: shrink -swell, frost action. Severe: floods, wetness, frost action. Severe: floods, wetness, frost action. Severe: floods, wetness, frost action. Severe: floods, wetness, frost action. Moderate: frost action, low strength. Moderate: frost action, low strength. Moderate: frost action, low strength. Severe: floods. Moderate: frost action. moderate: slope. moderate: low strength. Moderate: low strength. moderate: low strength. moderate: low strength. 970257 WELD COUNTY, COLORADO, SOUTHERN PART 103 TABLE 6. --BUILDING SITE DEVELOPMENT --Continued - Soil name and map symbol 66, 67 Ulm 68• Ustic Torriorthents 69 Valent 70 Valent 71': Valent Loup 72 Shallow excavations Moderate: too clayey. Severe: small stones, cutbanks cave. Severe: cutbanks cave. Severe: cutbanks cave. --- Severe: cutbanks cave. Vona 73, 74 Vona 75, 76 Vona 77 Vona 78, 79 Weld 80 Weld - 81•, 82`: Wiley - Colby 83•: Wiley Colby Severe: wetness, cutbanks cave. Slight Slight Slight Slight Slight Slight Slight Slight Sligh- Slight Dwellings without basements Severe: shrink -swell. Moderate: slope. Slight Slight Slight Severe: wetness, floods. Slight Slight Slight Slight Moderate: low strength, shrink -swell. Moderate: low strength, shrink -swell. Moderate: low strength, shrink -swell. Slight moderate: low strength, shrink -swell. Slight Dwellings with basements Severe: shrink -swell. Moderate: slope. Slight Slight Slight Small commercial buildings Severe: shrink -swell. Moderate- slope. Slight Severe: wetness, floods. Slight Slight Slight Slight Moderate: low strength, shrink -swell. ,Moderate: low strength, shrink -swell. Moderate: low strength, shrink -swell. Slight Moderate: low strength, shrink -swell. Slight ;Moderate: slope. Moderate: slope. Severe: wetness, floods. Slight Moderate: slope. Slight Moderate: slope. Moderate: low strength, shrink -swell. ;Moderate: low strength, slope, I shrink -swell. ;Moderate: low strength, shrink -swell. Slight Moderate: low strength, slope, shrink -swell. Moderate. slope. Local roads and streets Severe: low strength, shrink -swell. Moderate: slope. Slight. Slight. Slight. Severe: wetness. moderate: :ow strength. Moderate: Low strength. Moderate: low strength. Moderate: low strength. Moderate: low strength, shrink -swell, frost action. moderate: low strength, shrink -swell, frost action. Moderate: low strength, shrink -swell. Moderate: low strength. Moderate: low strength, shrink -swell. Moderate: low strength. See map unit description for the compositionand behavior of the map unit. 970257 1 I l t I 104 SOIL SURVEY TABLE 7. --SANITARY FACILITIES [Some of the terms used in this table to describe restrictive soil features are defined in the Glossary. text for definitions of "slight," "moderate," "good," "fair," and other terms used to rate soils Absence of an entry means soil was not rated) Soil name and map symbol 1, 2 Altvan 3': Aquolls Aquents Aquolls Aquepts 5, 6 7 Ascalon Ascalon 8, 9 Ascalon 10 Ban kard 17, 12 Bresser 13 Cascajo 74, 15, 76 Colby 17 Colby 18': Colby Septic tank absorption fields Slight Severe: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Slight Slight Slight Severe: floods. Slight Moderate: slope. Slight Slight Slight Adena ;moderate: percs slowly. 19 Colombo 20 Colombo 'Moderate: Floods. ht See footnote a: end of table. Sewage lagoon areas Severe: seepage. Severe: floods, wetness. Severe: floods, wetness. evere: floods, wetness. Severe: floods, wetness. Severe: seepage. Severe: slope, seepage. Severe: seepage. Severe: floods, seepage. Severe: seepage. Severe: slope, seepage, small stones. moderate: seepage. Severe: slope. Severe: slope. moderate: seepage, slope. Severe: floods. Moderate: slope, seepage. Trench sanitary landfill Severe: seepage. Severe: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Severe: floods, wetness. Severe: seepage. Severe: seepage. Severe: seepage. Severe: floods, seepage. Severe: seepage. Severe: seepage. Slight Slight Slight Slight florate: - ods. _gnt Area sanitary landfill Slight Severe: wetness. Severe: wetness. Severe: wetness. severe: wetness. Severe: seepage. Severe: seepage. Severe: seepage. Severe: floods. Severe: seepage. Severe: seepage. Slight ;Slight Slight Slight Moderate: floods. Slight Daily cover for landfill Fair: thin layer. Poor: wetness. Poor: wetness. Poor: wetness. Poor: wetness. Good. Good. Good. Fair: too sandy. Good. Poor: small stones. Good. Good. Good. pod. :cod. load. 970257 WELD COUNTY, COLORADO, SOUTHERN PART 107 TABLE 7. --SANITARY FACILITIES --Continued Soil name and map symbol 71': Loup 72, 73 Vona 74 Vona 75, 76, 77 Vona 78 Weld 79, 80 Weld 81': Wiley Colby 82', 83': Wiley Colby Septic tank absorption fields Severe: wetness, floods. Slight Slight Slight ;Moderate: ; percs slowly. Moderate: peres slowly. Moderate: peres slowly. Slight Moderate: peres slowly. Slight Sewage lagoon areas Severe: wetness, seepage, floods. Severe: seepage. Severe: seepage, slope. Severe: seepage. Moderate: seepage. Moderate: slope, seepage. Moderate: seepage. Moderate: seepage. Moderate: seepage, slope. Moderate: seepage. Trench sanitary landfill Severe: wetness, seepage, floods. Slight Slight Slight Slight Slight Slight light light Area sanitary landfill Severe: wetness, seepage, floods. ;Slight ;Slight ;Slight 'Slight Slight Slight Slight Slight Slight Slight Daily cover for landfill Poor: wetness. Good. cod. Good. Good. Good. Fair: too clayey. Good. Fair: too clayey. Good. • See map unit description for the composition and behavior of the map unit. 9.0257 108 SOIL SURVEY TABLE B. --CONSTRUCTION MATERIALS [Some of the terms used in this table to describe restrictive soil features are defined in the Glossary. text for definitions of "good," "fair," "poor," and "unsuited." Absence of an entry means soil was rated] See not Soil name and map symbol Road fill Sand Gravel Topsoil 1, 2 Altvan 3•: Aquolls Aquents V': Aquolls Aquepts 5, 5, 7, 8, 9 Ascalon 10 3ankard 11, 12 Bresser 13 Ca5ca jo 14, 15, 16, 17 Colby 18e: Colby Aden 19, 20 Colombo 21, 22 Dacono 23, 2n Fort Collins 25. 25 H averson 27 2, Hellt Good ;Poor: wetness, ; frost action. ;Poor: ; wetness, frost action. ;Poor: wetness, frost action. Poor: wetness, frost action. Fair: low strength, frost action, shrink -swell. Fair: low strength. Fair: frost action. Good Fair: excess fines. Good Good nsuited nsuited Poor: excess fines. Fair: excess fines. oor: excess fines. Good Fair: ;Unsuited low strength. Fair: low strength. Fair: low strength. Fair: low strength, frost action. Good Fair: low strength. "air: low strength. ?oor: shrink -swell, low strength. _._. _)ntno:. a: es, or table. Unsuited Unsuited Unsuited Good Unsuited Unsuited Unsuited Fair: excess fines. Fair: excess fines. Fair: excess fines. Unsuited Unsuited Unsuited Unsuited Unsuited Good Unsuited Unsuited Unsuited Unsuited Good Unsuited Unsuited Unsuited Fair: thin layer. Poor: wetness. Poor: wetness. ;Poor: wetness. ;Poor: wetness. Good. Poor: too sandy. Fair: small stones. ;Poor: small stones. Good. Good. Fair: too clayey. Fair: too clayey. Fair: too clayey. Good. Good. Poor: too clayey. 970257 110 SOIL SURVEY TABLE 8. --CONSTRUCTION MATERIALS --Continued Soil name and map symbol Roadfill Sand Gravel Topsoil 60': Renohill 61 Tassel 62, 63 Terry 64, 65 Thedalund 66, 67 Ulm 68' Ustic Torriorthents 69, 70 Valent TI': Valent Loup 72, 73, 74, 75, 76, 77 Vona 78, 79, 80 Weld 81', 82', 83': Wiley Colby Poor: low strength, thin layer. Poor: thin layer, area reclaim. Poor: thin area layer, reclaim. Poor: thin layer. Unsuited Unsuited Unsuited: thin layer. Unsuited Poor: Unsuited shrink -swell, low strength. Good Good Good Poor: wetness. Fair: low strength. Fair: low strength, shrink -swell, frost action. Fair: low strength, shrink -swell. Fair: low strength. ;Good ;Fair ;Fair Fair: excess fines. Poor: excess fines. Unsuited Unsuited Unsuited Unsuited Unsuited Unsuited: thin layer. Unsuited Unsuited Good Unsuited Unsuited Unsuited: excess fines. Unsuited Unsuited Unsuited ;Unsuited Poor: thin layer. Poor: area reclaim. Fair: small stones. Good. Fair: too clayey. Poor: small stones, too sandy. ;Poor: too sandy. Poor: too sandy. Poor: wetness. Good. Fair: too clayey. Fair: too clayey. Good. See map unit description for the composition and behavior of the map unit. 970257 116 SOIL SURVEY TABLE 10.--AECAEATIONAL DEVELOPMENT d in he ry. [Some the for t definitions n ofis "slight," " describmoderate,"restrictive "severe." •] Absencees ofare an entrysmeanst soil] a of wasnot rated) Soil name and map symbol Camp areas Picnic areas Playgrounds See Paths and trails 1 Altvan 2 Altvan 3•: Aquolls Aquents d': Aquolls Aquepts 5 A%calon 7 8 9 Ascalon Ascalon Ascalon 10 Bankard 11 Bresser 12 Bresser 13 Cascajo 1LL Colby 15, 16 Colby 17 Colby 18': Colby Slight Slight Severe: wetness, floods. Severe: wetness, floods. Severe: wetness, floods. Severe: wetness, floods. Slight Slight Severe: wetness, floods. Severe: wetness, floods. Severe: wetness, floods. Severe: wetness, floods. Slight Slight Slight Slight Slight Slight Slight Slight Severe: floods. Slight Slight Moderate: slope, small stones. Moderate: dusty. Moderate: dusty. Moderate: dusty. Moderate: dusty. See footnote a: ell of table. Moderate: floods, too sandy. Slight Slight Moderate: slope, small stones. Moderate: dusty. Moderate: dusty. Moderate: dusty. Moderate: dusty. Slight Moderate: slope. Severe: wetness, floods. Severe: wetness, floods. Severe: wetness, floods. Severe: wetness, floods. Moderate:. slope. Severe: slope. Slight Moderate: slope. Severe: floods. Slight Moderate: slope. Severe: slope, small stones. moderate: dusty. Moderate: slope, dusty. alone. Slight. Slight. Severe: wetness, floods. Severe: wetness, floods. Severe: wetness, floods. Severe: wetness, floods. Slight. Slight. Slight. Slight. Slight. Slight. Slight. Moderate: small stones. Moderate: dusty. Moderate: dusty. Moderate: dusty. Moderate: dusty - 970"t7.7 Kati _ 120 SOIL SURVEY TABLE 10. --RECREATIONAL DEVELOPMENT --Continued Soil name and map symbol Camp areas Picnic areas -T Playgrounds Paths and trails 75 Vona 76, 77 Vona 78 Weld 79, 80 Weld 81': Wiley Colby 82', 83': Wiley Colby Moderate: dusty. Moderate: dusty. Moderate: percs slowly. Moderate: percs slowly. Moderate: dusty. Moderate: dusty. Moderate: dusty. Moderate: dusty. Moderate: dusty. Moderate: dusty. Slight Slight Moderate: dusty. Moderate: dusty. Moderate: dusty. 'Moderate: dusty. :Moderate: dusty. ;Moderate: slope, dusty. Moderate: percs slowly. Moderate: percs slowly, slope. Moderate: dusty. Moderate: dusty. Moderate: dusty, slope. Moderate: slope, dusty. Moderate: dusty. Moderate: dusty. Slight. Slight. Moderate: dusty. Moderate: dusty. Moderate: dusty. Moderate: dusty. ' See map unit description for the composition and behavior of the map unit. 970,2 a' 124 SOIL SURVEY TABLE 12. --ENGINEERING PROPERTIES AND CLASSIFICATIONS [The symbol C means less than; > means greater than. Absence of an entry means data were not estimated] Soil name and map symbol 1, 2 Al tvan 34: Aquolls Aquents 4+; Aquolls Aquepts 5, 6, 7 Ascalon 8, 9 Ascalon 10 5ankard Dresser Deptn In 0-10 10-25 25-60 0-43 48-50 USDA texture Loam Clay loam, loam Sand and gravel Variable Sand, gravelly sand. 0-43 Variable 48-60 ; Sand and gravel 0-60; Variable 0-60 0-3 9-13 18-60 0-3 3-13 18-60 0-4 4-50 0-15 16-25 25-30 30-60 13 0-9 Cascajo 9-3' Variable Sandy loam Sandy clay loam Sandy loam, sandy clay loam, fine sandy loam. oam Sandy clay loam Sandy loam, sandy clay loam, fine sandy loam. Sandy loam Fine sand, sand, gravelly sand. Sandy loam Sandy clay loam Sandy loam, coarse sandy loam, gravelly sandy loam. Loamy coarse sand, gravelly loamy sand, very gravelly loamy sand. Gravelly sandy loam. Very gravelly sandy loam, very gravelly loamy sand, very gravelly sand. lry gravelly oamy sand, very gravelly sand, gravelly sand. gee raoc.rotC ^7 t .a_l_. Classification Unified CL -ML CL SP, SP-SM SP, SP-SM SP, SP-SM SM SC, CL SC, SM-SC, CL, CL -ML SM SC, CL SC, SM-SC, CL, CL -ML SM S7-SM, SM SM SC SC, SM-SC SP -SC CM GP -GM, CP, GM :GP. SP, : GP -GM, SP-SM. AASHTO A-4 A-6, A-7 A-1 A-1 A-1 A-2, A-4 A-6 A-4, A-6 A-2, A-4 A-6 A-4, A-6 A-2, A-4 A-2, A-3, A-1 A-1, A-2 A-2, A-6, A-7 A-2, A-1 Frag- ments > 3 inches Pc t 0 0 0 0-10 Percentage passing sieve number -- 90-100 95-100 75-95 60-90 10 40 ; 200 85-100 95-100 70-90 50-70 0-10 60-90 ;50-70 0 0 0 60-95 85-100 25-35 50-75 70-80 0-10 30-50 0-10 30-50 0-10 95 -100;90 -loo 70-95 95-100;90-100,80-100 95-100;95-100;75-95 0 95-100 0 95-100 0 95-100 0 0-5 0 0 0 90-100;70-95 90-100;80-100 95-100;75-95 95-100;90-100;60-70 70-100:60-100;40-70 95-100 75-100;35-50 95-100 75-100;50-70 90-100 60-100;30-60 -2, A-1; 0-5 ; 80-100;35-85 A-1, A-2 A-1 0-15 0-15 0-65 15-50 0-15 10-50 50-60 15-50 10-60 20-50 15-40 5-30 5-30 25-50 40-55 35-65 25-50 40-55 35-65 Liquid limit Pct 20-30 35-50 Plas- ticity index 5-10 15-25 NP NP NP 15-25 ; NP -5 20-40 10-20 20-40 5-15 15-25 NP -5 20-40 10-20 20-40 5-15 30-40 NP 5-25 NP 20-35 15-25 NP -5 30-50 30-55 10-25 20-30 25-35 5-15 5-t0 20-30 5-10 10-35 NP 0-20 NP 0-10 970257 NP RECEIVFn JAM 9 3 1996 Terracon PRELIMINARY GEOTECHNICAL ENGINEERING REPORT WESTERN DAIRYMAN COOPERATIVE, INC. (WDCI) PROPERTY SOUTH SIDE OF HIGHWAY 119 BETWEEN WCR 7 AND I-25 WELD COUNTY, COLORADO TERRACON PROJECT NO. 22955131 December 20, 1995 Prepared for: Nelson Engineers Bank One Plaza 822 7th Street Greeley, Colorado 80631 Attn: Mr. Kris A. Pickett, P.E. EXHIBIT 'V" Terracon 970257 December 20, 1995 Nelson Engineers Bank One Plaza 822 7th Street Greeley, CO 80631 Attn: Mr. Kris Pickett, P.E. 1llerracon CONSULTANTS WESTERN, INC. PO Box 1135 • 1242 Bramwced Place Longmont. Colorado 80502 t303) 776-3921 Fax 1303) 7T5.4041 Chester C. Smith. P E. Edward J. Paas. PE. Larry G. O'Cell. PE. Re: Preliminary Geotechnical Engineering Report Western Dairyman Cooperative, Inc. Property South Side of Highway 119 Between WCR 7 and 1-25 Weld County, Colorado Terracon Project No. 22955131 Terracon Consultants Western, Inc. (Terracon) has completed a geotechnical engineering exploration for the proposed Western Dairyman Cooperative, Inc. property located on the south side of Colorado State Highway 119 between Weld County Road 7 and I-25. This study was performed in general accordance with our proposal dated November 27, 1995. The results of our engineering study, including the boring location diagram, laboratory test results, test boring records, and the geotechnical recommendations needed to aid in the preliminary design and construction of foundations and other earth connected phases of this project are attached. The accompanying geotechnical report presents our findings and recommendations concerning preliminary design and construction of foundations and general site development. Further details are provided in this report. 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. Sincerely, TERRACON C Empire Divisi Prepared by Er:c 5'. Willis, P.E. LTANTS WESTERN, INC. 41.--c& Q(Ck c'S %Vj�• � •lFy� -A 27741 FJ Project Geotechnical Engineer SO AI.J-;\\w\ ES'N'EJP'pjk Copies to: Addressee 13) Reviewed by: Edward J. Paas, P.E. Associate Principal cleS ra •pg`o • i'I3 E�� 15773 Cc .bees et The Terracon Companies, Inc. . �4' J lt Geotechnical Environmental and Mate ls`tdTriEGT•••• • Arxansas IN Colorado • Idaho ■ Illinos ■ Iowa • Fansas ■ Minnesota !1 "�', - ■ Montana • Nebraska • Nevada ■ C'.laroma ■ '=i=g ■ Utah Wyoming .,��h �)��' � �•. . _ a • Yoml S '-�!'11:::!S111'•1, . QUALITY ENGINEERING SINCE 1965 9"0" Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 TABLE OF CONTENTS Terracon Letter of Transmittal Page No. ii INTRODUCTION 1 PROPOSED CONSTRUCTION 1 SITE EXPLORATION 2 Field Exploration 2 Laboratory Testing 3 SITE CONDITIONS 3 SUBSURFACE CONDITIONS 4 Geology 4 Soil and Bedrock Conditions 5 Field and Laboratory Test Results 5 Groundwater Conditions 6 CONCLUSIONS AND RECOMMENDATIONS 6 Geotechnical Considerations 7 Preliminary Foundation Systems 8 Preliminary Pavement Design and Construction 9 Earthwork 10 Site Clearing and Subgrade Preparation 10 Excavation 11 Fill Materials 11 Placement and Compaction 12 Slopes 13 Compliance 13 Excavation and Trench Construction 13 Drainage 14 Surface Drainage 14 Additional Design and Construction Considerations 15 Exterior Slab Design and Construction 15 GENERAL COMMENTS 15 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 SITE PLAN TABLE OF CONTENTS (Cont'd) Terracon Figure No. 1 APPENDIX A Lags of Borings Al thru Al2 APPENDIX B Swell -Consolidation Tests . 81 thru 82 Gradation Curves 83 thru 810 Summary of Laboratory Test Results B11 APPENDIX C: GENERAL NOTES Drilling & Exploration C1 Unified Soil Classification C2 Bedrock Classification, Sedimentary Bedrock C3 Laboratory Testing, Significance and Purpose C4 Report Terminology C5 iv 970257 PRELIMINARY GEOTECHNICAL ENGINEERING REPORT WESTERN DAIRYMAN COOPERATIVE, INC. (WDCI) PROPERTY SOUTH SIDE OF HIGHWAY 119 BETWEEN WCR 7 AND I-25 WELD COUNTY, COLORADO TERRACON PROJECT NO. 22955131 December 20, 1995 INTRODUCTION Terracon This report contains the results of our geotechnical engineering exploration for the proposed Western Dairyman Cooperative, Inc. property located on the south side of Colorado State Highway 119 between Weld County Road 7 and 1-25. The site is located in the North 1/2 of Section 10, Township 2 North, Range 68 West of the 6th Principal Meridian in Weld County, Colorado. The purpose of these services is to provide information and preliminary geotechnical engineering recommendations relative to: • subsurface soil and bedrock conditions • groundwater conditions • preliminary foundation design and construction • preliminary pavement design and construction • earthwork • drainage The conclusions and recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, and experience with similar soil conditions, structures and our understanding of the proposed project. PROPOSED CONSTRUCTION The site will be developed for a highway commercial/light-industrial subdivision, and has preliminarily been sub -divided to include a total of about 27 individual building lots varying in size from about 1 to 2 acres. Initial development will include construction of site infrastructure. Major elements of site infrastructure will include: • some mass site grading; • utility installation, including sanitary sewer and water; and • street construction 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon Design and construction of streets, with commercial/light-industrial designation, are anticipated. The final alignment for the proposed street construction is not known at this time. Final site grading plans were not available prior to the preparation of this report; however, some mass site grading is anticipated due to the presence of extensive on -site fills. Little is known about the type and size of future building construction. It is anticipated that single and two-story structures with conventional slab -on -grade construction will be prevalent. For this type of construction light to moderate foundation loads are anticipated. Preliminary information indicates that a hotel size is possible for the eastern portion of the development. SITE EXPLORATION The scope of the services performed for this project included site reconnaissance by a geotechnical engineer, a subsurface exploration program, laboratory testing and engineering analyses. Field Exploration: A total of 12 test borings were drilled on December 7, 1995 to depths of 15 to 30 feet at the locations shown on the Site Plan, Figure 1. All borings were advanced with a truck -mounted drilling rig, utilizing 4 -inch diameter solid stem auger. The borings were located in the field by pacing from property lines and/or existing site features. Elevations were taken at each boring location by interpolation from contours indicated on the site plan provided by the client. The accuracy of boring locations and elevations should only be assumed to the level implied by the methods used to determine each. Continuous lithologic logs of each boring were recorded by the geotechnical engineer during the drilling operations. At selected intervals, samples of the subsurface materials were taken by pushing thin -walled Shelby tubes, or by driving split -spoon and California barrel samplers. Penetration resistance measurements were obtained by driving the split -spoon or California barrel into the subsurface materials with a 140 -pound hammer falling 30 inches. The penetration resistance value is a useful index to the consistency, relative density or hardness of the materials encountered. 2 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 terracon Groundwater measurements were made in each boring at the time of site exploration, and 5 days after drilling. Laboratory Testing: All samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer, and were classified in accordance with the Unified Soil Classification System described in Appendix C. Samples of bedrock were classified in accordance with the general notes for Bedrock Classification. At that time, the field descriptions were confirmed or modified as necessary, 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. Selected soil and bedrock samples were tested for the following engineering properties: • Water content • Dry density • Swell -Consolidation • Grain Size • Plasticity Index The significance and purpose of each laboratory test is described in Appendix C. Laboratory test results are presented in Appendix B, and were used for the geotechnical engineering analyses, and the development of preliminary foundation and earthwork recommendations. All laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. SITE CONDITIONS The project site and the surrounding area were previously used for aggregate mining and production operations. The site has since been filled and reclaimed for commercial/industrial development considerations. Colorado State Highway 119 which forms the northern boundary of the property has been developed and paved along the entire length of the project site. Several wood -framed structures, associated outbuildings and implements are located in the northeastern quadrant of the property. These buildings are typically surrounded by a gravel surfaced parking area. Open agricultural land and some aggregate mining opera_icns are located to the north across Highway 1 1 9 and to the south and west of the projec: site. Commercial and some residential construction has been completed to the east of the property. 3 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon Topographically, the site is relatively level; review of topographic maps provided indicates approximately 3 to 4 feet of relief across the project site. Overall site drainage is considered poor and is generally directed toward Idaho Creek which traverses the site in a north to south direction through the western one-half of the site. Flowing water was noted in Idaho Creek at the time of our field exploration. The western one-half of the site is also marked by several ponds remaining from gravel mining operations in the past. Terracon understands that gravel pits were previously located in the western portion of the property, but have since been filled. Vegetation on the western portion of the site consisted of a dense growth of native weeds and grasses. The eastern portion of the site, excluding the area of the existing buildings, is a recently cultivated agricultural field. The north central portion of the site is marked by numerous fill dirt and rubble piles containing concrete and asphalt chunks and other refuse. Dumping of this construction waste appears to be an on -going occurrence. Other features of significance adjacent to the site included the Rural Ditch located to the east of the project site. SUBSURFACE CONDITIONS Geology: The project area is located within the Colorado Piedmont section of the Great Plains physiccraphic province. The Colorado Piedmont, formed during Late Tertiary and Early quaternary time (approximately two -million (2,000,000) years ago), is a broad, erosional trench which separates the Southern Rocky Mountains from the High Plains. Structurally, the site lies along the western flank of the Denver Basin. During the Late Mesozoic and Early Cenozoic Periods (approximately seventy million (70,000,000) years ago), intense tectonic activity occurred, causing the uplifting of the Front Range and associated downwarping of the Denver Basin to the east. Relatively flat uplands and broad valleys characterize the present-day topography of the Colorado Piedmont in this region. Due to the relatively flat nature of the site, geologic hazards at the site are anticipated to be low. Seismic activity in the area is anticipated to be low; and from a structural standpoint, the property should be relatively stable. With proper site grading around proposed structures, erosional problems at the site should be minimal. 4 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon Mapping completed by the Colorado Geological Survey ('Hart, 1972), indicates the site in an area of "Low Swell Potential". Potentially expansive materials mapped in this area include bedrock, weathered bedrock and colluvium (surficial units). Soil and Bedrock Conditions: As presented on the Logs of Boring, 3 to 15 feet of existing fill was encountered in Test Borings 1 through 5, 1 1 and 1 2. Most of the fill encountered in the borings consisted of sandy clays and clayey or silty sands with varying amounts of gravel. However, some slightly organic clays and fat clays were encountered in Test Borings 1 through 3. Our borings did not indicate the presence of extensive subsurface rubble or debris; however, these materials could be present on a localized basis. A thin mantle of topsoil was encountered at the surface in Test Borings 6 through 10. Near surface soils, in these borings, to depths of about 31/2 to 6 feet consisted of either sandy lean clays, clayey sands or silty sands. Poorly graded sand with sift and grave! was encountered beneath the existing fills cr natural clays and fine-grained sands in all borings at depths of about 3 to 15 feet below existing grades. Sedimentary bedrock was encountered beneath the overburden soils at depths ranging from about 17 to 29 Y feet and extended to the maximum depth of exploration. The bedrock consisted primarily of interbedded claystone and siltstone units. Field and Laboratory Test Results: Field test results indicate that the existing fill soils have variable consistency or relative density. The clay fill in Test Boring 1 varies from very soft to soft in consistency and the sand fill varies from loose to medium dense in terms of relative density. The natural clays vary from stiff to soft with the clays typically softening with depth. The fine-grained silty sands are typically loose while the poorly graded sands with silt and Gravel vary from medium dense to very dense in terms of relative density. Weathered bedrock was encountered at the contact between the overburden soils and the bedrock stratum; however, the underlying bedrock varies from hard to very hard with hardness generally increasing with depth. Laboratory test results indicate that the natural clay soils are typically non -expansive and Will compress when loaded. Results of physical property tests on portions of the clay fill soils indicate that these materials have high compressibility characteristics and could consolidate and settle dramatically when loaded. The dry density of the clays and bedrock tested varied between 113 to 1 1 7 pcf at moisture contents ranging from 13 to 15 percent. Gradation analysis tests performed on selected sand samples indicated between 5 to 32 —an S:esnen 3, ?72, Potentially Swelling Soil and Rock in the Front Range Urban Corridor, Colorado, Colorado Geeic;::e. 5 -rte.!, ?... -,nmental Geology No. 7. 5 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon percent fines (material passing the NO. 200 sieve). Swell -consolidation test results indicate that the bedrock typically has low expansive potential. Results of gradation and plasticity tests on near surface soils that we envision supporting pavement structures indicated that 4 out of the 6 samples tested classified as A-2-4 or A-1 soils according to the AASHTO classification system. The AASHTO group index of these soils was 0. The remaining two samples tested classified as A-6 soils with group indecies ranging from 4 to 8. Soil classification test results indicate that the near surface soils at the site generally have poor to good pavement support characteristics depending upon location of the site. Groundwater Conditions: Groundwater was encountered at depths of 41/2 to 12 feet in the test borings at the time of field exploration. When checked 5 days after drilling, groundwater was measured at depths of 41/z to 6'h feet in the test borings. These observations represent only current groundwater conditions, and may not be indicative of other times, or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions. Based upon review of U.S. Geological Survey maps (ZHillier, et al, 1983), regional groundwater is expected to be encountered in unconsolidated alluvial deposits on the site, at depths ranting from less than 5 feet up to 10 feet below the existing ground surface at the project site. Fluctuations in groundwater levels can best be determined by implementation of a groundwater monitoring plan. Such a plan would include installation of groundwater monitoring wells, and periodic measurement of groundwater levels over a sufficient period of time. The possibility of groundwater fluctuations should be considered when developing design and construction plans for the project. ZHlher, acra.c 5.,Schneider, Paul A., Jr., and Hutchinson, E. Carter, "13e3, Depth to Water Table (1979) in the Sou/der-Fort Co/lies-Greeley Area, Front Range Urban Corridor- Colorado, Unites States Geological Survey, Mao 1-555-i. 6 9'70257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 CONCLUSIONS AND RECOMMENDATIONS Terracon Geotechnical Considerations: Based upon geotechnical conditions encountered in the test borings, the site appears suitable for the proposed construction. Shallow groundwater, low bearing capacity clays and deep compressible fills at some locations will require particular attention in the design and during construction. Laboratory testing and field penetration measurements taken in the existing fill indicated varying density, consistency and moisture content. This data would suggest that the material was not placed as a controlled structural fill. Results of physical property tests on portions of the clay fill soils, particularly in Test Boring 1, indicate that these materials have high compressibility characteristics and could consolidate and settle dramatically when loaded. Based on the variable engineering characteristics of the existing fill, the depth of fill encountered at some locations and the proposed construction, differential foundation movements for footings supported by the existing fill could exceed acceptable limits for building construction. Therefore, we do not recommend supporting foundations on uncontrolled fill. Because of variations in the engineering properties of the natural soils, foundation bearing levels, structural loads, final grades, and the presence of deep compressible fills at some locations, the following foundation systems are considered applicable for use on the site: • conventional spread footings bearing on natural clays or sands; • conventional spread footings bearing on engineered fill extended to natural soils; • grade beams and straight shaft piers drilled into bedrock; Slab -on -grade may be utilized for interior floor systems provided that some differential movement of floor slabs can be tolerated. For compressible fill areas, heavily loaded floor slabs and where differential slab movement and settlement must be held to an absolute minimum, consideration should be given to the use of structural floor systems supported independent of the subgrade soils. Pavement elements constructed over compressible clay fill could experience settlement, cracking and premature failure. To eliminate the risk of post -construction settlement of the existing fill materials, all of the in -place fill would require removal and replacement with engineered fill. However, we do not believe that this alternative is practical for deep fill areas cf the si-a. It is our opinion that with careful observation and evaluation of the 7 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon existing fill materials in the field and with some removal and stabilization, a portion of the existing fill could be left in -place below proposed pavement areas. For deep fill areas of the site, pre -loading of both floor slab and pavement areas could also be considered to help control settlement and its effect on the proposed construction. We are available to discuss these options with you. Preliminary design and construction recommendations for foundation systems and other earth connected phases of the project are outlined below. Site specific geotechnical exploration, laboratory testing and engineering analysis will be required to develop final design parameters and construction recommendations. Preliminary Foundation Systems: • Spread Footings: Due to the presence of non -expansive soils on the site and where existing fills are relatively shallow, spread footing foundations bearing upon undisturbed subsoils and/or engineered fill could be considered for support for proposed commercial/industrial structures. Low bearing capacity natural clays and sands were also encountered at some boring locations; these conditions may require relatively large, low contact -pressure type footings to control settlement. Higher design bearing pressures could be used for footings founded on the dense natural sands and gravels or on a blanket of densely compacted engineered fill. Exterior footings should be placed below the frost line. Existing fill on the site should not be used for support of foundations without removal and recompaction. Alternately, for shallow fill areas, footings could be "stepped -down" through the fill and bear upon the undisturbed natural soils below. Shallow groundwater and difficulties associated with water seepage, dewatering and caving soils should be considered for this option. In some instances these difficulties may preclude the use of this design alternative. • Straight Shaft Piers: For unusual or high concentrated foundation loads, deep compressible fill areas and where settlement or bearing capacity considerations govern the design, the use of grade beams and drilled pier foundation systems are recommended for support of proposed structures. Straight shaft piers, drilled a minimum of 5 feet into firm or harder bedrock should be anticipated. Dri!!i•rL; 'o design depth should be possible with conventional single flight power augers on the majority of the site. Groundwater conditions indicate that temporary 8 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon steel casing will be required to properly drill and clean piers prior to concrete placement. Caving sands and gravel may present difficulties in seating the temporary casing. Groundwater should be removed from each pier hole prior to concrete placement. Pier concrete should be placed immediately after completion of drilling and cleaning. If pier concrete cannot be placed in relatively dry conditions, a tremie should be used for concrete placement. Preliminary Pavement Design and Construction: Preliminary design of pavements for the project have been based on the procedures outlined in the 1986 Guideline for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO). Traffic criteria used for preliminary pavement thickness designs include an equivalent 18 -kip single axle load IESAL's) of 75 for the commercial/light-industrial streets. For flexible pavement design, a terminal serviceability index of 2.5 was utilized along with an inherent reliability of 90%. Using a correlated design R -value, typical ESAL/day, environmental criteria and other factors, the structural numbers (SN) of the pavement sections were determined on the basis of the 1986 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 sods (K -value), the Modulus of Rupture of the concrete, and other factors. A modulus of rupture of 650 psi (working stress 488 psi) was selected for preliminary pavement design. The rigid pavement thickness was determined on the basis of the AASHTO design equation. Preliminary pavement alternatives for flexible and rigid pavements, based upon a 20 -year design period are summarized as follows: Traffic Area Alternative Preliminary Pavement Section Thickness (inches) Asphalt Concrete Surface Aggregate Base Course Portland Cement Concrete Total Industrial Streets A 7 7 8 4 10 ,_ c 6c a 970257 0125 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon Final pavement design will be required upon completion of site grading and when more accurate information regarding street alignments, classification and traffic types and volumes are available. The final design will account for variations in pavement subgrade soils which may occur in cut/fill sections required to bring the site to construction grade, and along the actual alignment of the streets within the project. Accordingly, the actual pavement thickness may vary from those outlined above. Given the shallow groundwater and soft soil conditions encountered at some locations on the site, careful consideration should be given to design subgrade elevations. Design street subgrade elevations should be established at least 3 feet above the level of groundwater. If this is not feasible, a properly sized underdrain system should be provided to reduce water infiltration to the pavement soils and associated loss of subcrade support. For estimation of construction costs, pavement materials should meet the following specifications: Colorado Department of Pavement Component Transportation Criteria Asphalt Concrete Surface Grading CX or C Aggregate Base Course Class 5 or 6 Concrete Class P Earthwork: • Site Clearing and Subqrade Preparation: 1. Strip and remove existing vegetation, debris, existing fill where indicated and other deleterious materials from proposed building and pavement areas. All exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. 2. If unexpected fills or underground facilities are encountered during site clearing, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. Ali excavations should be observed by the geotechnical engineer prior to backfill placement. 10 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon 3. Stripped materials consisting of vegetation and organic materials should be wasted from the site or used to revegetate exposed slopes after completion of grading operations. If it is necessary to dispose of organic materials on - site, they should be placed in non-structural areas and in fill sections not exceeding 5 feet in height. 4. Demolition of the existing buildings should include removal of all foundation systems within structural areas of the site. All materials derived from the demolition of existing structures and pavements should be removed from the site and not be allowed for use in any on -site fills. 5. All exposed areas which will receive fill, floor slabs and/or pavement, once properly cleared should be scarified to a minimum depth of 8 inches, moisture conditioned, and compacted. • Excavation: 1. It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. 2. Depending upon depth of excavation and seasonal conditions, groundwater may be encountered in excavations on the site. Pumping from sumps may be utilized to control water within excavations. Well points may be required for significant groundwater flow or where excavations penetrate groundwater to a significant depth. 3. On -site clay, soils in proposed pavement areas may pump or become unstable or unworkable at high water contents. Workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with granular materials may be necessary. Lightweight excavation equipment may be required to reduce subgrade pumping. Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on subgrade soils prior to construction. 11 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 • Fill Materials: Terracon 1. Clean on -site soils or approved imported materials may be used as fill material for the following: • general site grading • foundation areas • interior floor slab areas • exterior slab areas • pavement areas • foundation backfill 2. Frozen soils should not be used as fill or backfill. 3. Imported soils (if required) should conform to the following or be approved by the Project Geotechnical Engineer: Percent finer by weight Gradation (ASTM C136) 6" 100 3" 70-100 No. 4 Sieve 50-80 No. 200 Sieve 15 (max) • Liquid Limit 30 (max) • Plasticity Index 15 (max) • Placement and Compaction: 1. Place and compact fill in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. 2. No fill should be placed over frozen ground. 3. Materials should be compacted to the following: Minimum Percent Material (ASTM D698) Subgrade soils beneath fill areas 95 12 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon On -site soils or approved imported fill: Beneath foundations 98 Beneath slabs 95 Beneath pavements 95 Utilities 95 Miscellaneous backfill 90 4. Clay soils placed around or beneath foundations should be compacted within a moisture content range of optimum to 2 percent above optimum. Clay soils placed beneath pavement should be compacted within a moisture content range of 2 percent below to 2 percent above optimum. • Slopes: 1. For permanent slopes in compacted fill areas, recommended maximum slope angles of 272:1 (horizontal to vertical) for on -site materials are recommended. If steeper slopes are required for site development, stability analyses should be completed to design the grading plan. 2. The face of all slopes should be compacted to the minimum specification for fill embankments. Alternately, fill slopes can be over -built and trimmed to compacted material. 3. For permanent slopes in cut areas, the following maximum angles are recommended as follows: Maximum Slope Material Horizontal:Vertical Cohesive soils (clays) 3:1 Cohesionless soils 21/z:1 • Compliance: Performance of slabs -on -grade, foundations and pavement elements supported on compacted fills or prepared subgrade depend upon compliance with "Earthwork" recommendations. To assess compliance, observation and testing should be performed under the direction of the geotechhnical engineer. 13 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon • Excavation and Trench Construction: Excavations into the on -site soils will encounter caving soils and possibly groundwater, depending upon the final depth of excavation. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards. Due to the relatively shallow depth to groundwater throughout the project site dewatering of excavations, in excess of about 4 to 5 feet, will likely be required during construction and backfilling operations. Dewatering should continue throuch the excavation, construction and backfilling operations to ensure proper construction of utility lines and other subsurface structures. The type of dewatering system utilized during construction should be based on the depth of the excavation below the water table and the permeability rate of the subsurface materials. Based on physical properties of the subsurface soils determined in the laboratory and experience with similar soil conditions, the clay soils are considered to have low to very low relative permeabilities and the sands and gravels are considered to have medium to high relative permeabilities. Pumping from sumps may be utilized to control water within excavations. Well points may be required for significant groundwater flow or where excavations penetrate groundwater to a significant depth. All piping should be adequately bedded for proper load distribution and to prevent damage during compaction operations. The bedding should consist of clean granular material extending from the bottom of the pipe to at least the sprint line. Utility trenches should be excavated on safe and stable slopes in accordance with OSHA regulations as discussed above. 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, we recommend that we be contacted immediately to evaluate the conditions encountered. 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. 14 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Drainage: • Surface Drainage: Terracon 1. Positive drainage should be provided during construction and maintained throughout the life of the proposed project. Infiltration of water into utility or foundation excavations must be prevented during construction. Planters and other surface features which could retain water in areas adjacent to the building or pavements should be sealed or eliminated. 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 chance of the backfill. Potential movement could be reduced by: • minimizing moisture increases in the backfill • controlling moisture -density during placement of backfill • using designs which allow vertical movement between the exterior features and adjoining structural elements • placing effective control joints on relatively close centers • allowing vertical movements in utility connections GENERAL COMMENTS Supplemental geotechnical exploration and engineering analysis should be undertaken on each individual building site in order to develop final design parameters and to confirm or modify the conclusions and recommendations contained in this report. It is recommended that the Geotechnical Engineer be retained to provide a general review of final design plans and specifications in order to confirm that grading' and foundation recommendations have been interpreted and implemented. In the eventthat any changes of the proposed project are planned, the conclusions and recommendations contained in this report should be reviewed and the report modified or supplemented as necessary. The Geotechnical Engineer should also be retained to provide services during excavation, grading, foundation and construction phases of the work. Observation of pier or footing excavations should be performed prior to placement of reinforcing and concrete to confirm that satisfactory bearing materials are present and is considered a necessary par of continuing geotechnical engineering services for the project. Construction testing, including field and laboratory evaluation of fill, backfill, pavement 15 970257 Geotechnical Engineering Exploration Nelson Engineers Terracon Project No. 22955131 Terracon materials, concrete and steel should be performed to determine whether applicable project requirements have been met. It would be logical for Terracon Consultants Western, Inc. to provide these additional services for continuing from design through construction and to determine the consistency of field conditions with those data used in our analyses. The analyses and recommendations in this report are based in part upon data obtained from the field exploration. The nature and extent of variations beyond the location of test borings may not become evident until construction. If variations then appear evident, it may be necessary to re-evaluate the recommendations of this report. Our professional services were performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. No warranty, expreos or implied, is made. We prepared the report as an aid in design of the proposed project. This report is not a bidding document. Any contractor reviewing this report must draw his own conclusions regarding site conditions and specific construction techniques to be used on this project. This report is for the exclusive purpose of providing geotechnical engineering and/or testing information and recommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. 16 970257 r U a) LC C' n T ca b � tin a o x� U C b C v) nj o vn q V ♦J VI ai t- LOG OF BORING NO. TB -8 Page 1 of 1 OWNER/CLIENT Nelson Engineers ARCHITECT/ENGINEER SITE S. Side Hwy 119 Between WCR 7 and I-25 Weld County, Colorado PROJECT Western Dairyman Cooperative, Inc Property UDESCRIPTION < Approx. Surface Elev.: 48.0 ft. SAMPLES TESTS E E c i y rn t3 = rr W 3 z [ai F t= t,` <, et, 3 a m a m = h < ,, z W G C1-....: 'Z s i H— u.mr z ed O O e.Li u H o cOc D C .5•t'^ -r =' W G C N° W J u. H i ^.^ 1.0 TOPSOTI - CL SS 5 14 SS a �� %/ SANDY T FAN CLAY, silty, medium I y ST -0.3/5 5.5 brown to light brown, moist to wet, 42.5 medium j I SS 4 20 P stiff. a O :: O. 0.., '`; 0.- _ i POOR).Y GRADED SAND WITH SILT SP-SM I SS, 40 IO 1 iii H 1 — 1S SS 41 J H 20-1 H _ 25— :1 - — 2 30 7257 • AND CR AVFT, brown, wet, dense, ii3 ' a .D b; medium to coarse grained. 28.5 19.5 30.0 CLAYSTONE/SU TSTONE, blue -gray, 18.0 slightly moist. / BOTTOM OF BORLYG THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Granted Rand Penetrometer• BETHEr"N SOIL AND ROCK TYPES: IN -SITU. THE TRANSiriON MAY BE GRADUAL. WATER LEVEL OBSERVATIONS Terracon Consultants Western, Inc. Empire Division BORING STARTED 12-7-95 WL I� R'5' 12/7/95 = fi'fi" 12/12/95 BORING COMPLETED 12-7-95 WL I; Ric CME-55 FOREMAN TDK WL A2PROVED ESW IICE 4 22955131 LOG OF BORING NO. TB -9 Page 1 of 1 OWNER/CLIENT ARCHITECT/ENGINEER Nelson Engineers SITE S. Side Hwy 119 Between WCR 7 and I-25 PROJECT Weld County, Colorado Western Dairyman Cooperative, Inc. Property SAMPLES TESTS J U ca DESCRIPTION Approx. Surface EIev.: 48.0 ft. _ E c m >. u 2 IX 2 z i O < _. ig itm a z 4 i 6 z Z }a• n k al ....41 z y F=- C,MZeAv °ui'l E85 5 a Ztu ,,-- V y _.ce 3a°< ;e,(2, Wwe ,, r � "� '4,-",-:',..._.` 1.0 T9 SO1 47.0 SS 5 10 ` IS_M I SS 4 SILTY SAND, clayey, gray/brown, moist, -{ 3.5 44.5S ,• loose, fine grained. M I ST f • g 5 -1 SS 31 Q• J = 1 SS i 37 8 POORLY GRADED SAND WITH SILT ' a.: ,+VD GRAVEL, brown, moist to wet, 10-- dense to very dense, medium to coarse grained. —I - 15.0 33.0 —I I SS 150/9 BOTTOM OF BORD1G 15 I 257 THE S T RAT:r:CA T .ON Lr+ES R5 —?RESENT THE APPROXLMATE BOUNDARY LLNES CaIibrued Hand Penetrometer' BETWEEN SOD.. AND ROCK T: ?PS: 1NSrPU. THE TR .zVSMON MAY BE GRADUAL. 1 WATER LEVEL OBSERVATIONS Terracon Consultants Western, Inc. Empirc Division —BORING STARTED 12-7-95 WL I2 5'0" 1317/95 ;= 6'0" 1211:195 BORING COMPLETED 12-7-95 WL I RIG CN¢._5 FOREMAN TDK WL ' APPROVED ESW JOB 4 22955131 LOG OF BORING NO. TB -10 Page 1 of 1 OWNER/CLIENT Nelson Engineers ARCHITECT/ENGLNEER SITE S. Side Hwy 119 Between WCR 7 and I-25 Weld County, Colorado PROJECT Western Dairyman Cooperative, Inc Property SAMPLES TESTS O DESCRIPTION a. < Approx. Surface Elev.: 50.0 ft. .-, L S n ' i U a i zz wa. F C b- �y t3 a. s LiH H '2 �' GC 0 C en w>— Z 72— OaWu2t z uu H O RI =m U O P. W U C3ge et y° al72 72 Gi a co a A .... 1.0 49.0 -ISM SS 7 9 ..: \TOPSOTI c— -{ SS 4 SILTY SANT), gray/brown, moist, loose, �_ 4.0 fine grained 46.0 -! ST :. o' a' \ �— S 5 I SS 17 o -i SS 36 POORLY GRAOFD.SANT) vim,' smi AR.4V ,brown,moisttowet, 10= medium dense to very dense, medium to coarse grained. 15.0 35.0 -, SS 150/11 BOTTOM OF BORLNG IS 7 257 THE STRATIFICATION LINES REPRESENT THE .kPPROYLAATE BOUNDARY LINES Glibn¢d Hand Pacwmacr• BETWEEN SOIL AND ROCK TYPES: IN -SITU. THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS Terracon Consultants Western, Inc. Empire Division BORING STARTED 12-7-95 WL I2 5'6" 12/7/95 i S'6" 17:1395 BORING COMPLETED 12-7-95 wti I` RIG CME-55 FOREMAN TDx WL APPROVED ESW IIOB4 22955131 OWNER/CLIENT LOG OF BORING NO. TB -11 Nelson Engineers SITE S. Side Hwy 119 Between WCR 7 and I-25 Weld County, Colorado GRAPIIIC LOG DESCRIPTION Approx. Surface Elev.: 49.0 ft. ARCHITECT/ENGINEER Page 1 of 1 PROJECT Western Dairyman Cooperative, Inc. Property USCS SYMBOL SAMPLES TESTS W Cif Z z C H MOISTURE, % 0 Z Z ty OU CE CU U 1.0 GRAVEL SURF ("*.r48.0 3.0 FXTSTTNG FR r , silty sand, dark a 0 4.0 \ gray/brown, moist, medium dense to 1 dense, fine grained. FXISTING FIT 1 , organic clay seam, dark gray/black, moist, stiff. POORT Y GRADED SAND WITH 511T AND GRAVET , brown, moist to wet, dense to very dense, medium to coarse grained. 46.0 45.0 15.0 34.0 BOTTOM OF BORING 'SM SS 33 H SS 16 SOLI ST SP.SM 5 -1 H SS 9 4 SS 41 10 -Li H SS 50/10 9r7V25 THE STRATTFTCA TION LT+ES REPRESENT THE APPROXIMATE BOUNDARY LINES GLbnad Hand P:nevanekr• BETWEEN.SOIL AND ROCK TYPES: IN -SCI -U. THE TRANSrrrON MAY BE GRADUAL. WATER LEVEL OBSERVATIONS wt 3 8'0' 1217195 ;t 6'6" Dd 12112_195 WL WL Terracon Consultants Western, Inc. Empire Division BORING STARTED 12-7-95 BORING COMPLETED 12-7-95 RIG CME-55 I FOREMAN TDK APPROVED ESW JOB# 22955131 OWNER/CLIENT LOG OF BORING NO. TB -12 Nelson Engineers SITE S. Side Hwy 11.9 Between WCR 7 and I-25 Weld County, Colorado GRAPIIIC LOG a DESCRIPTION Approx. Surface Elev.: 48.0 ft. ARCHITECT/ENGINEER Page 1 of 1 2.5 FYLSTTNG Fir T , sandy lean clay, dark 45.5 3.5 \ brown, moist, medium stiff. { EXISTING, FIT T , silty sand, clayey, browny 1l moist to wet. 15.0 POORLY GRADED SAND WITHSTTT AND GR A VFI , brown, wet, very dense, medium to coarse grained. BOTTOM OF BORING z PROJECT Western Dairyman Cooperative, Inc. Property SAMPLES C USCS SYMBOL C W m z H -CLI SS 7 MOISTURE, % 23 TESTS J WWc m32 cn SS 8 —SM 5S P-SM ST SS 1) ii H ioR 1 J H 33.0 I SS 150/7 H SS 50/6 9702 i THE STRA T TICATION LMIES REPRESENT THE APPROXLMATE BOUNDARY LLNES Calibrated Hand Penetrometer* BETWF_EN 50E. AND ROCK TYPES: IN -SITU. THE TRANSrrION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS WL 7 r0. 12/7/95 t WL WL Terracon Consultants Western, Inc. Empire Division BORING STARTED 12-7-95 BORING COMPLETED 12-7-95 RIG CME-55 I FOREMAN TDK APPROVED ESQ, JOB 22955131 4 i I S W L L e C 0 N 11 0 L I D A -, I \ ` j T - I 0 N -i I -4 i i II lI 0 1 10 APPLIED PRESSURE - KIPS PER SQUARE FT Specimen Identification Classification I DD I MC% •I TB -2 24.0 ClaystoneiSiltstone; Blue -gray I 117 I 13 1 I PROJECT %V tern Dairyman Cooperative. Inc. JOB NO. 22955131 Property - S. Side HWY 119 Between WCR 7 DATE 12!18/95 and 1-25 SWELL/CONSOLIDATION TEST Terracon Consultants Western, Inc. 970257 Empire Division 4 i 2 t CilL.''''''''."..--.--..".-.'-..--.-..""in-4.'..-L S W E L 1 L C 2 O N s O L I it \. I O 4 �ID N I N I • o t APPLIED PRESSURE to - KIPS PER SQUARE FT Specimen Identification I Classification I DD I MC% III! TB -8 3.0 Sandy Lean Clay I 113 I 15 i I I I I I I PROJECT Western Dairyman Cooperative, Inc. JOB NO. 22955131 Property - S. Side HWY 119 Between WCR 7 DATE 12/18/95 and 1-25 SWELL/CONSOLIDATION TEST Terracon Consultants Western, Inc. Empire Division 970257 HYDROMETER v T F E R B Y w G L'.S. SIEVE OPENING IN NCHES I U.S. SIEVE NUMBERS 6 1 3 2 1.5 13/4 1/2 l g 3 4 6 6 1 0 1416 ,I 30 s0 SO �n 100, ;nn iwr ! I I I II = T I I! 171 11, I�j ml: I llll! 90 I I :•.! I IiIl1 l'`: - -1-_I I III!, 11 ':' ; I II I H i III i.l l l 30 Hi:I 1111111 IIIII 1!!I l l Hill I I I i :III I I ,IIIII iiiliii llill I 111111 1 1 -0 II!!�I Ililll.l _ III 1111111 I 1111111 I I �; I I I i Ii1ll1° i t II I : I I III: I full I Ii=, . I _ IIIII ll I, 1 I III ,IIIf II I III, 1 1 I 'H , I I I ,III I'' I IIIII ,III I 1111111 i 50 II 1 IIIII I IM!III I I Illi Hill I I 111111 1 1 1 I !IllI I Ililjl I Hllfl III l IIIIfII 48 ' I l II I I I ,III I I: 1 it i l l l III I I iii II I, I I I : i Iili I I Iii I '1 II I �I 'FIJI I i i 1I IIj 1 Ii =II I ! Hi li '; Il.:,: :;` ' III.;' III. is•I !: i � IZ0 ! i II: I • = • HI. . III III 10 ; I ' ! I I!II ' ILI: iiI I I II II I I I ±I`i i II. I I I i II I 0' I I � I oil : IIIII , ,�� II . l 111 HMI I I 0.01 GRAIN SIZE IN MILLIMETERS 13.001 COBBLES GRAVEL I SAND coarse I fine 'coarse I medium I fine SILT OR CLAY Sceci:nen Idencification Classifcacion I MC% LL I PL Pi I Cc Cu TB -1 4.0 Fat Clay CH 72 I 32 I 41 Soec:n:en Identification D100 ! 060 I D30 DI0 Gravel I %Sand cSilt I %Clay • TB -1 4.0 9.50 0.2 I 14.0 85.3 PQ. EC7 %N. -.tern Dait vman Cooperative. Inc. Property - S. Side HWY 119 Between WCR 7 and [-_5 JOB NO. 22955131 DATE 12/18/95 GRADATION CURVES Terracon Consultants Western, Inc. Empire DEvision 970257 HYDROMETER P R E Ta F E 5( B Y40 w E G 30 20 10 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS h s _ 2 1.5 1 3/4 1/2 3/g 3 6 g l0 1616 .11 30 l0 30 7O I001 .C -‘, 0.01 GRAIN SIZE IN MILL:METE.R5 0.001 COBBLES GRAVEL coarse j nne ?coarse I medium ? fine SAND SILT OR CLAY Seecurea Identification �+ TB -3 Classification I MC% I LL I PL PI I Cc ! Cu 1.5 I Well Graded Sand with Silt SW-SVI NP I NP ? NP 11.40 17.9 Specimen Identification I D100 ! D60 I D30 I D10 :Gravel I %Sand I oSilt i eClav M TB -3 1.5 i 4.75 I 0.93 ( 0.3911 0.1176 0.0 92.4 1 7.6 PPGIECT Western Dairyman Coo;erative. Inc. Property - S. Side H Y 119 Between WCR and 1-25 JOB NO. 22955131 DATE 12/18/95 GRADATION CURVES 970257 Terracon Consultants Western, Inc. Empire D •. ision U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER , 6 .1 1 ' 1.5 1314 112 313 3 4 6 810 1416 .t1 30 40 SO 70 100140 200 quo I I,, I i III ii'I II I 1I 1. I::1 I lItI : I IjM! Ili; I I I I! III �I�I I - 90. I I :: !, \I 1I'! I I III I I I I Ili 1 111111 .•' ! iI WI I I I I!;! ' I RII I! IIIII 1 1 sa ! I ill �'!fl f �� iIi111!I I fi I f :, ;.1111 r r:I! \• Illil l I I'iIIII !II I I IIIII E 70 I ril I I I '\jI! ! I I I i!I; j 1 !I!I 1 1 Hill ,III - E III !I ! I ' "--!!III rill I I I I ill dill N T 60 I I II..• �II I II<<l.fl II,iIIII !II I :IIIII F I I I,: i I t WIIire- IIi:Ii I I (IIIII► I I dill N :o I I it IIIIIIi\ 'II!iIII 'II III IIIIIII i ::flI I I IIIj�i �� I!li!1 y !III III :IIil I 3 Y4a� Hill I :I' l l i I `.. i l'' : I I +: .1: I � I I I :v i !1 • I. ! �I f `: ��I l 'iI I I Iii G 30.. I ; ;i; I: 1 !!' I I€ I I I E I I I T I I 1• . I I :III •i jII; \I I III ; I Il20',II ;: 10 ! I , , II: .� ., ,� i ;I s;I I F ! I I I IllI Ii:I I ! I 'I I I • I !Iii I I." I f 100 10 1 0.1 GRIN SIZE N MILLIMETERS 0.01 0.00: COBBLES GRAVEL I SAND coarse I tine !coarse ' medium tine I SILT OR CLAY Specimen Identifica::cn C.assi:lcation. I SIC% I LL I PL i PI i Cc Cu 4 TB -5 4.0 !Poorly Graded Sand with Silt and Gravel SP -Self NT j NP I NP 10.67 30.3 I I I iI I I I 1 i Specimen Ide.^.titicac:cn_ D100 D60 i D30 D 10 • %Gravel I %Sand %Silt I %Clay i 410 TB -5 4.0 73.00 4.95 I 0.731 ! 0.1606 • 40.5 ! 53.0 . 6.5 t ; i I — PROJECT We5tern Dairyman Cooperative, ins:. JOB NO. ?_955131 Property - S. Side HWY 119 Between VCR 7 DATE 12/B/95 and 1-25 GRADATION CURVES Terracon Consultants Western, Inc. 970257 Empire Division [.J S. SIEVE OPENING IN INCHES I U.S. SIEVE `UMBERS I HYDROMETER t0U 6 4 = L.5 1 3/4 1!2 - g 3 6 810 1416 210 30 30 50 70 100 140 _00 it . ,ii i t �. IT !r,' ir; l ►-�.' I I r �� I r r ilia!�, Il: :III -- l 90 I !!i.! IIfll III! ! !III I !'II I i .:,:�I I II I1' \ ':II '!!!f l 30 �� . II.,. IIIi1 I ! Ilrlil dill I �� ' I I Ill .1 II`. !Il� \!!Il! ! I .!III � ;0 i l II!.I ! I H I I! !! I I I `1 I I I ;Ili! ' E I f:. I I Ill. I l i' i: tl,:i I r ! !Hill I rb0II I • I;'!I I I!IIiII i!III'! ! fiJIl ! III'! F 1 1! it iI I E Iflilt l l•III I III I I 11!l'! I E50 i! I ` :,.• ,! it I.{I11I I II .!I I III :;Illl I I ,il 1 �1,IliI i !! MII:I I I liili l I I II•• I I 1 I III! I! i VIII B I I f Hi l I I 'III 'III I' i I I iII•II I I IIII! I I N I I I ii' III I' •I "` G,0 I I I i. I' 1;;• II I I x!,11 ! :ill i f H T ; • I I !� III Ili! I: 'i I ►; 1 '; I I I• :,i i I ��';. i II 'I ill ' I i 11 ! I III I I I II I I di 1 1 I; •I ! I I I 10 ! ;' l I H ; I I I ` I' :I I I. I i ii I I I! I I I • I I I! ,i; �;� IIf� I:: :I I ,,{� i�I ;;;III! 0 ; . • is• I: t1.:O 10 1 0.1 0...'d 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL I SAND r SILT CR CLkY coarse I tine !coarse I medium I fine Soec: e.^.Identification I Classification MC% LL ?L ' PI I Cc Cu 0 TB -6 1.0 I Sandy Lean Clay CL 28 17 11 I i I I I I Specimen Identification I D100 I D60 D30 D ! 0 %Gravel i %Sand Silt I °7e Clay M TB -6 1.0 9.30 i 0.08 j 0.1 42.3 57.5 I I I I I I PRO; ECT \,\ rern Dairyman Cooperative.Jnc. JOB NO. 229_5131 Pro Derry - S. Side HWY 119 Between WCR 7 DATE 12.18/95 _ and I-25 GRADATION CURVES Terracon Consultants Western, Inc. 970257 Empire Division I.L.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 100 6 s 3 3 S 1 3/4 1/2 3/8 3 t 6 8 10 lyl6 .6 30 ..t0 SO 70 100140 ZOO I I i l;;l� I ( t t till i o i I iIII i t l 1 ill I Mil I ~- 90 I ll 1 Ili h'I'ld Iil I Illfll I I I I Il II_ II II N,� !I'll I SO l i III:i Mill 11 it ' I. ill' II III I! I I I III II I I l I III I I\ I I III' R,o 1 f III.I, Mill iIIIII fill HI 11 E 1 ..I.' ' .:I ii; !I {I. Illllfi I NI T 64- II!I I Hi I•='I I \ • 'II IIlii F I II!! 11111, I IIII! \jl 111111 1 1 E 5 I Ili! , III iI1I II' I lIIIIII I R I!! ill: . i111l I l i I I ill I .I I Y ,0 I I !l•ll I ilfl III i' I ! llI ! II I ;!';! I li Iil I f 11 III Illl. I' X30 F; ! it i III . I ;, I I ;; l I I I; . I li T i I ! I I I.: II (. HUI I I i. i f I III • I I Hl i .'' I 2 illIl ; II I . !III I I•;�•. I; III • III bI I i III i !I;.. ;Il III 1U' iI1IlI !111111 II I !I � `Iill I I I: I Hill �. I ` II I I •iii i 0! I • .11 I I: III1 I I 'I I iii I I! �I�.�I WO It) I 0.: 0.01 0.001 GRAIN SIZE IN NULL (METERS : GRAVEL I SAND j COBBLES SILT 0RCLAY coarse I fine Icoarse I medium I fine Specimen Identification C'.assifcalion MC% I LL I PL ! PI Cc i Cu it TB -7 1.0 Sandy Lean Clay CL I 39 I 19 20 I I ! I I Specimen Identification i D100 I D60 I D30 i DI0 , %Gravel I %Sand I %Silt I %Clay M TB -7 1.0 I 12.50 0.11 I 1.2 45.2 i 53.6 I ; I I I I I • PROJECT We tern Daiwnan Cooperative. inc. JOB NO. 22955131 Property - S. Side HWY [19 Between WCR 7 DATE 12/18/95 and 1-25 GRADATION CURVES Terracon Consultants Western, Inc. 970257 Empire Division U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER 100n — 3 — t.s • 3/4 "" 318 v 8.v 141p ,t! 3u 30 3U 70 IQ" 14O _00 . I 1 llIIIIl l it IiiI111 I l 411 mil! iII 1 III ' I �' Ili I 'IIII1 0 i I 1111 iI (I I I I I Ili : lill I II 1 I I HillI I 30` I IHH 1 l IV lilt 14 I HI I II I i I I!! j 11 Hill l flit I' III 1 I 111111 E7QI`I II II I IIIII WII:I'lI II II II C !' E IIi!i I i !Ilii III iI!1 I\ II I II N I i I Ili' III l!il 11 I I IIll:I i 1 II 1 i III I F j l l III'! I Hill I ili i t III II v50III II;'I I. I I IIII I i t i 'l:I ` I I ri III . I III It a I! I III I l Iiii III IiI III \ III I I I i1 I B !' I Iiil�. I r ililll tFIII �; ill l .III w j i jii E ,Ill f, 1 ;;• \' I i l it I I :, t II , i l 1 I II :vl I ;I T30: i II I �� I ,. i.l ifs : . o •. I 2 I i ' ii i I ' I i t I I ' I ; ;I 'I I! I .i 1 Ij E • I „ 'I ij. ' I I' • '' FO' I' • 1 ' I I III II it I i I ' i l. !' ' I I I `I II 0, II:, ; .iI I I I ,H !dill 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN NUULLI.METERS COBBLES GRAVEL SAND ' SILT OR CLAY coarse ; tine !coarse ' medium I tine I Specimen Ideatif:cation 1 Classificat:or. I MC% I LL I PL i PI 1 Cc Ca 0 TB -9 1.5 Silty Sand SN1 I I NP I NP NP I I I I i I l I I I ! I I I I I I 1 Specimen Identification I D100 I O60 I D30 I D 10 , %Gravel %Sand I %Silt I %Clay IllI TB -9 1.: I 4.73 I 0.22 I 0.081 I i 0.0 I 72.0 l 33.0 I I I I I I I I i ; I . ?ROJECT Western Dairyman Cooperative. lag. JOB NO. 22955131 Property - S. Side H Y 119 Between WCR 7 DATE 12/18/95 and 1-'s GRADATION CURVES Terracon Consultants Western, Inc. 970257 Empire Division U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER fi 1 ' 2 1.5 13/4 1/2 3/3 3 4 6 810 1416 20 30 4O 50 70 100 1 ;0 200 100i li ri lam,\ Irll!lilrrIII!I Ttl (ICI II!I i~1 90!1 I I II;' Ii \I IIII ill III 1 II II I I!I;I 11 '!i i t. III i IIII so 1:. 1 IIII ..!'II ''' h iiilI I'll I `1.. I Ilk I I I Bill i I\ dill l Ilii! 1. III IIIII I E7 III Ilil11 I 1IIII . I II1!II I 1111 IIIII E III !III! I IN IIiI!Ii I II _ I I ill T� I ! II .III IIIII III! II I I 111111 F i I Ili: III I Ililli` II! II! Ij . I I IIIII. v.0il l IIIII f 111111 , IIIIIII I III I I IIIIIII� III III! !IIIII \ IIII!( I !II I iI 3i I!:'I IIIIIII\IIIII !I III• III'( W�° I ;1!:11! I 1'11111 III I.I I III II 1 ;1111 i I I ;1: 1 I 111 11 • i.a` I I: I Ii II I I III ! I I K'° I I •1.f I i,I_l , 11 }ti. I lI I ! 1 I'll III `! I 11111 i I! 1`�, 11 H•• I !!iIi I _° I 1 I I I i�l! i i l II IIIII i. .i :;I` i f � I. �I;�: I I : I ii Io 1 I1 di I • i I . 1 I`'\1 I i I I I • • ,III' I I i• 1 III :•11 11.111: , • if III • II `I !I ,11111 II 0 i 1;t111 ( •1 II 1 I~ I .1•1 � 100 10 1 0.1. 0.01 0.001 GRAIN SIZE IN MILLLMETERS GRAVEL I SAND COBBLES SILT OR CLAY • coarse I tine (coarse I medium I fine I { Specimen IdentincaI:c� I Classification I MC% I LL I PL ' PI { Cc I Cu •I TB -10 8.0 (Poorly Graded Sand with Silt and Gravel SP-SM I NP I NP NP 0.61 126.2 I I I I I I I I I I Sceciff:e . rdear.ir:cat:or. I D100 D60 I D30 DI0 . %Gravel I %Sand I %Silt I %CIay •I TB -10 8.0 I 75.00 5.04 I 0.766 I 0.1922 41.0 I 54.5 I 4.5 I I I I I• I I . I I PROJECT Western Daigman (imperative. Inc. JOB NO. 22955131 Property - S. Side HWY 119 Between VCR 7 DATE 12:13/95 and 1-25 GRADATION" CURVES Terracon Consultants Western, Inc. 970257 Empire Dw sion L•'.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6 4 3 '- 1.5 1 3/a U3 313 3 6 8 to Isla •n 3u s0 50 70 I00140 ?00 WO I � I I :IIII 1 1 ,i. 1 It'll ° 1 1♦ 1 17-rft- ,4 1 1 1 11 i 90 II .111 :Ii I HI I � III III III III MI 1 iii I I'll II' I IIIIII III III I IIIIII li• i I • ' I'llI iI I i II 1 ' ill! Ill I III R,4 !., I:11 r IIIIII:1 III III III IIII III C C II I'i:i II: 11 IC !II .VIII III I IIII fIl iI v� 1I III I F II?III 11, ' \*'II III 111H F ► I IIII I I I i > 1IIII IJ II;i 1\ lilt III 11111 I AsoII I iII.II I ,,.: IIIII lii II I Hid III II a i I Ili!, .I, ;11111 I I MI I III IIII I II Y,� I, Ii.• I 1•111111 , 1 11'11 l I 'IIIIII I I I I 'IIII W I I II ' I I lilt' 1 !I I I .1 ,1 I I I !II E G 34 i I�.. i t � iI I !' • . I I ! NI I' I I T I i I 11 '� I ,:I : fi I Ii !I .4 I I I I is I I I I_ I . i I I I • � i I: 1 I ,•I ! IIII 11 IIII •I„ I to. I H I I �.►ll, I i iI III I 1. I. I II I I ! I I I I: [ !I I I I I ;I! !• I I i ;ill I I 411 Ir f I.II :HI' I ��II II ,o0 Iu 1 '�.: .l.•:JI 0.001 GRAIN SIZE IN MIL_:.v[ETERS COBBLES GRAVEL ! SAND coarse I fine 'coarse I medium I fine SILT OR CLAY Soec:me-1 Identi nation Classification MC% LL I PL i PI Cc I Cu 0 TB -12 3.0 Silty Sand SM1 22 I 23 ! NP I I I i I I Specimen Identification I D100 D60 I D30 I D10 : %Grave: ! %Sand %Silt I %Clay I IllI TB -12 3.0 4.75 0.17 I 0.0 I 68.1 31.9 1 ' I I i I I : Pp' : E. CT ' tern Daimvman Cooperative. inc. JOB NO. 3_955131 Property - S. Side HWY 119 Between WCR 7 DATE 13:1S/95 and 1-25 GRADATION CURVES Terracon Consultants Western, Inc. 9'70257 Empire Division cm CD 1 2 62 2 c z Z O z C 1 z Z z z m a o_ ▪ Z Z N 3 It ES as ' u a O ai • 10 N 10 C) C,, ▪ m cn m C) v CC O - n r N m cm N m CO- CO ON C) C) m r m CO r m C) r Ci C CO r Ci 0 C) CO a m m m c CD a p !n m m O O a CO C C) O CD 1 U G O2. N u, u, cO 1 G QI lO U G m -J co U G O p p C 2 C C) - 2 cc, co — r w G Q w N N N - LO < in to C7 r CI c ^1 REMARKS: C O QJ rim m C C) w N _ y U — .. LL Cl • O >1 O C -. y .7.S. C y - 0 y X _1. >-O W o o a ll 75 75 Ey a 0 0 0 7 Z - y _ cc_ i J G m O y U ^N cri DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: SS : Split Spoon - 13/4" I.D.. 2" O.D., unless otherwise noted ST : Thin -Walled Tube - 2.5" I.D., unless otherwise noted RB : Ring Barrel Sampler - 2.42" I.D., 3" 0.0. unless otherwise noted PA : Power Auger HA : Hand Auger CS : Calirornia Barrel) - 1.92" I.D., 2.5" 0.0. AS : Auger Sample HS : Hollow Stem Auger PS : Piston Sample WS : Wash Sample RB : Rock Bit BS : Bulk Sample PM : Pressure Meter DC : Dutch Cone WB : Wash Bore Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch 0.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WCI : Wet Cave in DCI : Dry Cave in AB : After Boring WS : While Sampling WO : While Drilling SCR : Before Casing Removal ACR : After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION Soil Classification is based on the Unified Sail Classification system and the ASTM Designations D-2487 and 0-2488. Coarse Grained Soils have more than 50% of their dry weight retained on a 4'200 sieve: they are described as: boulders. cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a *200 sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In adoition to gradation, coarse grained soils are defined on the basis of their relative in -place density and fine grained soils on the basis of their consistency. Example: Lean ciay with sand, trace gravel. stiff (CLI; silty sand, trace gravel. medium dense ISMI. CONSISTENCY OF FINE-GRAINED SOILS Unconfined Compressive Strength, O.u, psf 500 1,001 2,001 4,001 8,001 < 500 - i3OC0 2.000 - 4,000 - 3.000 - 13.000 Consistency Very Soft Soft Medium Stiff Very Stiff Very Hard RELATIVE DENSITY OF COARSE -GRAINED SOILS: N-Blows;ft Relative Density C-3 Very Loose 4-3 Loose 10-23 Medium Dense 30-'3 Dense 50-3: Very Dense c — Extremely Dense PHYSICAL PROPERTIES OF BEDROCK DEGREE OF WEATHERING: Slight Slight decomposition of parent material on joints. May be coicr change. Moderate Some decomposition and color change throughout. High Rock highly decomposed, may be extremely broken. HARDNESS AND DEGREE OF CEMENTATION: Limestone and Dolomite: Hard Difficult to scratch with knife. Moderately Hard Soft Can be scratched easily with knife, Cannot be scratched with fingernail. Can be scratched witn fingernail. Shale. Siltstone and Claystone: Hard Can be scratched easily with knife, cannot be scratched with fingernail. Moderately Can be scratched with fingernail. Hard Soft Can be easily dented but not molded with fingers. Sandstone and Conglomerate: Well Capable of scratching a knife blade. Cemented Cemented Can be scratched with knife. Poorly Cemented Can be broken apart easily with fingers. 9'70257 lrerracon UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests` Group Symbol Group Name° Coarse -Grained Soils more than 50% retained on No. 200 sieve Fine -Grained Soils 50% or mare passes :he No. 200 sieve Gravels more than 50% of coarse fraction retained on No. a- sieve Clean Gravels Less than 5% fines° Cu > -t and 1 < Cc <3` GW Well -graded gravel' Cu < 4 and/or I > Cc > 3' GP Poorly graded gravel° Gravels with Fines more than 12%finest Fines classify as ML or MH GM Silty gravel.G,H Fines classify as CL or CH Sands 50% or more of coarse fraction passes No. 4 sieve Sifts and Clays Liquid limit less than 50 Silts and Clays Licuid limit 50 or more Clean Sands Less Cu > S and 1 C Cc < 3a than 5% fines` Cu < 6 and/or 1 > Cc > 3 Sands with Fines Fines classify as ML or MH more than 12% fines° inorganic organic inorganic Organic GC Clayey gravel`° SW Well -graded sand' SP Poorly graded sand SM Silty sand°'"'' Fines Classify as CL or CH SC Clayey sands"' PI > 7 and plots on or above "A lined CL Laan clay'u-m PI < 4 or plots below "A' lined ML Liquid limit - oven dried Organic clay`4N'" < 0.75 OL Liquid limit - not dried Organic silt" -m.° PI slots on or above "A" line CH Fat clay"-" F! lots below "A" line IH elastic Siit"-" Liquid limit - oven dried Organic clay" -"4' < 0.75 OH Liquid limit - not dried Organic siltiLL'° Highly organic soils Primarily organic matter, dark in color, and organic odor ABased on the material passing the 3 -in. 175 -mm) sieve elf field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. tGravels with 5 to 12% fines require dual symbols: GW-GM well -graded gravel with silt GW-GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay °Sands with 5 to 1 2% fines require dual symbols: SW-SM well -graded sand with silt SW -SC well -graded sand with clay SF-SM poorly graded sand with silt SP -SC poorly graded sand with clay °o (D30)a D,o x Dad '!f soil contains > 15% sand, add 'with sans" to group name. °If fines classify as CL -ML, use dual symbol GC -GM, or SC-SM. "If fines are organic. add "with organic fines" to group name. 'If soil contains > 15% gravel, add "with gravel" to group name. 'If Atterberg limits plot in shaded area, soil is a CL .ML. silty clay. PT Pear `If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel", whichever is predominant. `If soil contains > 30% plus No. 200 predominantly sand. add "sandy" to group name. 'If soil contains > 30% plus No. 200, predominantly gravel, add "gravelly" to group name. "PI > 4. and plots on or above "A" line. °PI < 4 or plots below "A" line. PPI plots on or above "A" line. °PI plots below "A" line. so vi".° .. ;oils a. nH cP OH ,/:ML aP DL 00 L'GL'IC L.. 1.1 wr lot iC 97W!57 lierracon ROCK CLASSIFICATION (Based on ASTM C-294) Sedimentary Rocks Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be composed of particles of pre-existing rocks derived by mechanical weathering, evaporation or by chemical or organic origin. The sediments are usually indurated by cementation or compaction. Chert Claystone Conglomerate Very fine-grained siliceous rock composed of micro -crystalline or crypto- crystalline quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and has a conchoidal to splintery fracture. Fine-grained rock composed of or derived by erosion of sifts and clays or any rock containing clay. Soft massive; gray, black, brown, reddish or green and may contain carbonate minerals. 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 m ateriais. Dolomite A fine-grained carbonate rock consisting of the mineral dolomite [CaMg (C03121. May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Limestone Sandstone Shale Siltstone A fine-grained carbonate rock consisting of the mineral calcite (CaCo3). May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric add (HCL). 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. Fine-grained rock composed of, or derived by erosion of sifts and clays or any rock containing clay. Shale is hard, platy, or fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale). Fine grained rock composed of, or derived by erosion of silts or rock containing sift. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones, may be gray, black, brown, reddish or green and may contain carbonate minerals. lierracon _ 970257 LABORATORY TESTS SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE I PURPOSE California Bearing Ratio Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled Pavement materials for use in road and airfield pavements. Thickness Design Consolidation Used to develop an estimate of both the rate and amount of j both differential and total settlement of a structure. Foundation Design 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, inorganic, Index Property Soil fine-grained soils. Behavior Expansion Used to measure the expansive potential of fine-grained soil iFoundation and and to provide a basis for swell potential classification. Slab Design Gradation Used for the quantitative determination of the distribution of particle sizes in soil. Soil Classification Liquid & Plastic Limit, Plasticity Index Used as an integral part of engineering classification systems to characterize the fine-grained fraction of soils, and to specify the fine-grained fraction of construction Soil Classification 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 soil. Corrosion Potential Resistivity Used to indicate the relative ability of a soil medium to carry electrical currents. Corrosion Potential R -Value Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled Pavement materials for use in road and airfield pavements. Thickness Design Soluble Sulphate Used to determine the quantitative amount of soluble sulfates within a soil mass. Corrosion Potential Unconfined Compression To obtain the approximate compressive strength of soils Bearing Capacity that possess sufficient cohesion to permit testing in the I Analysis for unconfined state. Foundations Water Content U`ed to determine the quantitative amount of water in a soil Index Property Soil mass. Behavior 970257 lierracon REPORT TERMINOLOGY (Based on ASTM D653) Allowable Soil Bearing Capacity Alluvium Aggregate Base Course Backfill Bedrock Bench Caisson (Drilled pier or Shaft) Coefficient of Friction Colluvium Compaction Concrete Slab -on -Grade Differential Movement Earth Pressure ESAL Engineered Fill Equivalent Fluid Existing Fill (or man-made fill) Existing Grade The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements. A specified material placed and compacted in a confined area. 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. A horizontal surface in a sloped deposit. A concrete foundation element cast in a circular excavation which may have an enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft. A constant proportionality factor relating normal stress and the corresponding shear stress at which sliding starts between the two surfaces. Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. The densification of a soil by means of mechanical manipulation. A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used as a floor system. Unequal settlement or heave between, or within foundation elements of a structure. The pressure or force exerted by soil on any boundary such as a foundation 'mall. Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. 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. Materials deposited through the action of man prior to exploration of the site. Tne ground surface at the time of field exploration. lierracon _ 9702-57 REPORT TERMINOLOGY (Based on ASTM D653) Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Finished Grade Footing Foundadon Frost Depth Grade Beam Groundwater Heave Lithologic Native Grade Native Soil Optimum Moisture Content Perched Water Scarify Settlement Skin Fricdon (Side Shear) Soil (Earth) Strain Stress Strip Subbase Subgrade The final grade created as a part of the project. A portion of the foundation of a structure that transmits loads directly to the soil. The lower part of a structure that transmits the loads to the soil or bedrock. The depth of which the ground becomes frozen during the winter season. A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Subsurface water found in the zone of saturation of soils, or within fractures in bedrock. Upward movement. The characteristics which describe the composition and texture of soil and rock by observation. The naturally occuring ground surface. Naturally occurring on -site soil, sometimes referred to as natural soil. The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort. Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuing stratum. To mechanically loosen soil or break down existing soil structure. Downward movement. The frictional resistance developed between soil and an element of structure such as a drilled pier or shaft. 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. The change in length per unit of length in a given direction. The force per unit area acting within a soil mass. To remove from present location. A layer of specified material in a pavement system between the subgrade and case course. The soil prepared and compacted to support a structure, slab or pavement system. 970257 lierracon LOG OF BORING NO. TB -1 Page 1 of 1 O WNER/CLIENT Nelson Engineers ARCHITECT/ENGINEER SITE S. Side Hwy 119 Between WCR 7 and I-25 Weld County, Colorado PROJECT Western Dairyman Cooperative, Inc. Property SAMPLES TESTS cs o O -W < x o DESCRIPTION Approx. ox. Surface Elev.: 49.0 ft. C m z a. m i c at = e.< — F u 73. >. el '^ ti C Lu m t � r z i- t�, -c..... 6"i3 W8 ui C h O ti Z o 5V (i zest flit— OauZi ZO, u 4, O U y fi jt h R+Up mJQ at N° mom_ CC u..., z, FXISTINC; FTT T , poorly graded sand with SRSM SS 14 H SS 25 H o. silt and gravel, slightly moist to wet, 4.5 loose to medium dense. '5 —i 0 oS 3 06 F TSTTNG FTTT CH SS 1 7.0 42.0 -I I I ^'.I. FYTSTTNG FTf.T SP SM ST J SS 4 10.0 39.0 10 — SS 4 FrrSTTNG FT T , fat clay, olive -brown to -4 — CHI SS 2 61 g gray, wet, very soft, with trace organics. 15.0 34.0 '- 2 - 1c 17.0 POORLY GRADED SAND WITH STTX 32.0 Sit I — _ A:ND OR AVFT , brown, wet, medium to� coarse grained. SS 50/6 20— 1 _ J J rLAYSTONF/STLTSTONE, blue -gray, slightly moist, hard to very hard. 25.0 24.0 25 -{ SS 50/6 14 BOTTOM OF BORING 7025 THE STRA: [CATION LLNE3 REPRESENT THE APPRO'AIATE BOUNDARY LLNES Calibrated Hand Pnevomner- BETWEEN SOIL AND ROC.< TYPES: BVSr1U. THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS Terracon Consultants Western, Inc. Ernpirc Division BORING STARTED 12-7-95 WL 1 4'5'12/7/95;1 5'r 12/12/95 BORING COMPLETED 12.7-95 .VL I RIG CAIE-55 FOREMAN TDK WL APPROVED ESW 108 x 22955131 LOG OF BORING NO. TB -2 owNER Page 1 of 1 ct>FNT Nelson Engineers SITE ARCHITECT/ENGNEER S. Side Hwy 119 Between WCR 7 and I-25 Weld County, Colorado PROJECT Western Dairyman Cooperative, Inc. Property SAMPLES TESTS O d C7 DESCRIPTION Approx. Surface Elev.: 49.0 ft. .. - L L Co ,�. N U 0 C m i = u p F <� N zo a. m 2e ui rL D < Y H Z W YC a C C>� Z rh - tiulI- Z1'O Uiw Z$ H H zu U a C ,≤N J:v 1st *- o u+u u„ i SE SM SS 25 FXTSTTNr. ;TT T SS 18 , poorly graded sand with 5 silt and gravel, clayey, brown, dry to 4.5 slightly 44.5�1_ moist, medium dense to dense, ' medium to coarse ..S 38 7 grained. 7.0 FXTSTTNG FIT T , organic clay seam, dark 42.0 gray/black, moist to wet. / S T SP -ISM SS 14 10 SS 19 O. POORLY GRADFD SAND WITH STT.T n ; AND GRAVFT brown, wet, H SS f 31 . >P . , medium dense to dense, medium to coarse H a5 I 27 s:-. grained. 17.0 32.0 15- I 20 SS 50/8 CLAYSTONF/SR TSTONF, blue -gray, slightly moist, hard to very bard. 25.0 24.0 - CB 50/4 0.9/50a BOTTOM 25 OF BORING 9 02 THE STRATIFICATION LNES REPRESENT THE APPROCLW\TE BOUNDARY LINFS Calibrated Hand BETWEEN SOIL AND ROCK 1—f7ES: IN -SITU. THE TRANSITION MAY BE GRADUAL. P,etrometer• WATER LEVEL OBSERVATIONS BORING STARTED L2-7-95 WL I2 5'0" 12/7/95 !1 5'0" 12/12/95 Terracon Consultants BORING COMPLETED 12-7-95 WL (= Western, Inc. RIG CME-55 FORalAN TDK WL Empire Division APPROVED ESW JOB A 22955131 LOG OF BORING NO. TB -3 OWNER/CLIENT Page 1 of 1 Nelson Engineers SITE ARCHITECT/ENGINEER S. Side Hwy 119 Between WCR 7 and 1-25 Weld County, Colorado PROJECT Western Dairyman Cooperative, Inc Property SAMPLES TESTS U y u DESCRIPTION Approx. Surface Elev.: 50.0 ft. t - t 2 vj `3 tL m i f P t aGy n T.m pi Cg g ° y W c 'AR Z_ N a ��FO Oat 18,t, r N zw UO Q C S≤v MUG rt y o2` , y SWrSM SS 26 H SS 35 EXISTING FTT I , well graded sand with silt, brown, dry to wet, medium dense toy 6.0 dense, Fine to medium 5 28 SS 3 grained. 44 0 - 42 ,/p 8.0 FXTSTJN(➢ FIT T organic dark HOL , clay seam, 42.0 '6:.. \ gray/black, wet. 1 / SP-.S.1Q ST a..: 10 -1 1 SS 77 SS 11 a _ POORLY GRADED SAND WITH STT T 7 I AND GRAVFJ , brown, wet, medium 15= SS . 50 dense to very dense, medium to coarse grained. 20.0 30.0 H 7 20- CJ AY.STONE/STT TST0NE, blue -gray, slightly moist. 25.0 25.0 BOTTOM OF BORING 25— 9 02 7 THE STRAT TCA11ON L WES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penctromctcr• 0E7wEE"! SOIL AND ROCK TYPES: QJSIN, THE TRANSn'1ON MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 12-7-95 WL l' 5'0. 1217195 i X Backfilled 12/12/95 Terracon Consultants BORING COMPLETED 12-7_95 wt_ H Western, Inc. RIG CME-55 FOREMAN TDK j Empire Division ,,y.L APPROVED E$W in -8 422955131 owNER/r't 1PNT LOG OF BORING NO. TB -4 Nelson Engineers SITE S. Side Hwy 119 Between WCR 7 and 1-25 Weld County, Colorado a J U a x a DESCRIPTION Approx. Surface Elev.: 47.0 ft. ARCHITECT/ENGINEER Page 1 of 1 PROJECT Western Dairyman Cooperative, Inc. Property SAMPLES L L. USCS SYMBOL Izu } F Ii! MOISTURE, % FYTSTING FIT T , sandy lean clay, dark 43 brown/medium brown, moist, stiff. 423 O a a a 223 POORI Y GRADED SAND WITH SILT AND GRA VFT , brown, wet, dense to very dense, medium to coarse grained. 4 24.5 CT AYSTONE/SILTSTONE blue -gray, slightly moist, weathered for upper 2 feet. 30.0 17.0 BOTTOM OF BORING � Cc 5$ 10 TESTS J n ;:L N � 5$ 11 5 -t 7 LB 20 SWSM SS 50 6 10 1 15 —t a 20-J 25 H 302.1 SS 41 970257 THE STRAT TCATION LINES REPRESENT THE APPROCLMATE BOUNDARY LLNES BETWEEN SOD_ AND ROCK TYPES: INSrru, THE TRANSI'RON MAY BE GRADUAL. Calibrated Hand Prnctromc¢r• WATER LEVEL OBSERVATIONS WL 12 WI. I= WL 12'0" 12/7/95 Terracon Consultants Western, Inc. Empire Division BORING STARTED 12-7-95 BORING COMPLE 1 hD 12-7-95 RIO CME-55 FOREMAN TDK APPROVED ESW 22955131 LOG OF BORING NO. TB -5 Page 1of1 OWNER/CLIENT Nelson Engineers ARCHITECT/ENGLNEER SITE S. Side Hwy 119 Between WCR 7 and I-25 Weld County, Colorado PROJECT Western Dairyman Cooperative, Inc. Property SAMPLES TESTS o U y. o DESCRIPTION Approx. Surface Elev.: 46.0 ft. _ t • o J a 5 >, U wi et t i ^j r'- o F <, O Li m be PI C 5 > h Z 4 >Cz c 2 cc+P z H^ Z F Z Vtva, Z Z65 Un C iw U �' n C. �uCl ,, N o se V.-7 J WJ z 3 v.n.,, �� =^� Pa SS 16 2 FXTSTTNG FIT T , poorly graded sand with — SS 22 silt and gravel, brown, dry, medium 43.0— ' dense, medium to coarse grained. I ^ SE Si S.S 23 —I. SS 24 POORT Y GRADED SAND WITH,STT,� SS 150/I1 AND GRAVEL, brown, slightly moist * 10 — ' to wet, medium dense to very dense, medium to coarse grained. 15.0 31.0 — 53 50/8 11 15 BOTTOM OF BORING 9 02 THE STRATis•ICATION LINES R.PRESE*IT THE APPROXIMATE BOUNDARY LTh4FS Calibrated Hand BETWFEH SOIL. AND ROCK TYPES: IN -SITU. THE TRANSRION MAY BE GRADUAL. Pencvometer• WATER LEVEL OBSERVATIONS Terracon Consultants Western, Inc. Empire Division BORING STARTED 12-7-95 WL 10'0"12/7/95' s BORING COMPLETED 12-7-95 WL }ism i RIG CME-55 FOREMAN TDK WL APPROVED JOE i 7 ESW �2..955131 O WNER/CLIENT LOG OF BORING NO. TB -6 Nelson Engineers SITE S. Side Hwy 119 Between WCR 7 and I-25 Weld County, Colorado GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 48.0 ft. ARCHITECT/ENGINEER Page 1 of 1 PROJECT Western Dairyman Cooperative, Inc. Property SAMPLES LU C USCS SYMBOL C LSI z Z H t MOISTURE, % 1.0 TOPSOTT 47.0 3.0 SANDY T FAN CI AY, medium brown, moist, medium stiff to stiff. 'SANDY ,SIT TY CLAY, brown, moist to wet, medium stiff, varies to a sandy silt. O 4.5 15.0 POORLY GRADFD SAND WITH STf I AND CORAVFT., brown, wet, dense to very dense, medium to coarse grained. BOTTOM OF BORING 45.0 43.5 —{CL SS 7 TESTS SS 10 CLIME. ST JSI 8 22 5 1 SR-SM SS 50/9 10-"; 33.0 5 SS r 44 70 '.57 THE STRATTFICA T ION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibraccd Hand P.:n :amcler" BETWEEN SOU. AND ROCK reTES: IN -STN. THE TRANSrnON MAY BE GRADUAL. WATER LEVEL OBSERVATIONS WL I2 WL 4'6" 12/7/95 .X 4'6" 12/12/95 wt.. Terracon Consultants Western, Inc. Empire Division BORING STARTED 12-7-95 BORING COMPLETED 12-7-95 RIG CME-55 FOREMAN TDK APPROVED ESW JOB# 22955131 O WNER/C T IFNT LOG OF BORING NO. TB -7 Nelson Engineers SITE S. Side Hwy 119 Between WCR 7 and I-25 Weld County, Colorado GRAPHIC LOG >:;/ a c DESCRIPTION Approx. Surface Elev.: 48.0 ft. 1.0 TOPSOTT ARCHITECT/ENGINEER Page 1 of 1 PROJECT Western Dairyman Cooperative, Inc. Property SAMPLES LU c USCS SYMBOL 47.0 HCL SANDY T AN CLAY, silty, dark brown to medium brown, moist to wet, soft to = 6.0 medium stiff. 7 15.0 POORLY GRADED SAND WITH SIT: AND GR AVET, brown, wet, dense to very dense, medium to coarse grained. BOTTOM OF BORDYG w z u SS 4 SS 5 MOISTURE, % TESTS I ST 42.0 -4 H SS 3 SRSM I SS 50 10-j 1 33.0 1— SS 44 9/Q2 7 THE STRATIFICATION LINES REPRESENT THE APPROCLMATE BOUNDARY LINES BET ES'! SOIL AND ROCK TYPES: IN -SITU. THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS Calibrate -4 Hand Pvctromctnr• WL 2 6'0" 12/7/95 S 5'B" 12/12/95 WL WL Terracon Consultants Western, Inc. Empire Division BORING STARTED 12-7-95 BORING COMPLETED 12-7-95 RIG CM'ii' -55 I FOREMAN TDK APPROVED ESW I2OBR 22955131 Hello