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Home My WebLink About20041059.tiff DEPARTMENT OF PLANNING SERVICES 1555 N. 17th Avenue, Greeley, CO 80631 Phone(970)353-6100, Ext. 3540, Fax(970) 304-6498 CHANGE OF ZONE APPLICATION App. Ch'd By: Case Number: App. Fee: Receipt Number: Record. Fee: Receipt Number: TO BE COMPLETED BY APPLICANT. Please print or type, except for necessary signature. I (we), the undersigned, hereby request hearings before the Weld County Planning Commission and the Weld County Board of County Commissioners concerning the proposed Change of Zone for the following described unincorporated area of Weld County, Colorado: LEGAL DESCRIPTION: Pt. of the N2SW4 20-1-66 PARCEL NUMBER'S: 1471 20 000022 PROPERTY ADDRESS: 2292 Weld County Road 27 PRESENT ZONE: Agricultural (A) PROPOSED ZONE: Industrial 3 (1-3) TOTAL ACREAGE: +/-67 OVERLAY ZONES : None SURFACE FEE (PROPERTY OWNERS) OF AREA PROPOSED FOR REZONING: Name: Hunt Brothers Properties Inc. do Dan Hunt Bus. Telephone #: (303) 289-8555 Address: 7321 E. 88 Ave. Henderson, CO 80640 APPLICANT OR AUTHORIZED AGENT(if different than above). Name: LANDPROfessionals, LLC do Lauren Light Phone: (970) 535-9318 Address: 4311 Highway 66, Suite 4 Longmont, CO 80504 I hereby state that all statements, proposals or plans submitted with this application are true and correct to the best of my knowledge. Signature: Owner or Authorize gent EXHIBIT 2004-1059 October 10, 2003 Weld County Planning Department 1555 N. 17th Avenue Greeley, CO 80631 To Whom it May Concern, We have contracted with LANDPROfessionals , LLC, to process all work related to a Change of Zone application to be filed at Weld County. LANDPROfessionals, LLC, is authorized to represent Hunt Brothers Properties Inc. throughout this process. Dan Hunt is authorized to sign for Hunt Brothers Properties Inc. Sincerely, Dan Hunt December 22, 2003 Mr. Chris Gathman Weld County Planning Department 1555 N. 17th Avenue Greeley, CO 80631 RE: Case No. PZ-1052, Hunt Brothers Properties, Inc. Re-zone to Industrial Dear Chris Gathman: Due to some misinformation concerning the referenced proposed rezoning for the Hunt Brothers property (Case No. PZ-1052) located north of Brighton that is being sent to you, I feel that it is necessary to set the record straight on several issues. It appears that both the City of Fort Lupton as well as the Fort Lupton Press are assuming that Hunt Brothers Properties Inc. (Hunt Brothers) and Asphalt Specialties Co., Inc. (ASCI) are one in the same. I would like to clarify that Hunt Brothers is an entirely separate company from ASCI. Hunt Brothers Properties Inc. deals with land holdings and is not in the business of operations, such as asphalt and concrete batching and roadway construction. Hunt Brothers owns several parcels of land in Colorado that are not in any way associated with the operations of ASCI. One of these parcels is the land proposed for the referenced re-zoning. Hunt Brothers is proposing to rezone their land to I-3, as it is surrounded on two sides by I-3 zoned property and it has a rail line bisecting the property, as well as the nearby location of a major arterial transportation route (Hwy. 85), making this land more conducive for industrial uses. Fort Lupton is under the assumption that a specific use is anticipated for the site. I would like to make it clear that there is not a specific developed land use proposed for the site. It is possible that the land may be sold in the future for development by some other landowner. Fort Lupton is also concerned that once the property is rezoned,they (Fort Lupton)will lose the ability to comment on whatever developed land use is proposed for the site. As you know, a site plan review is required by Weld County for any commercial or industrial use that is located in the County. At the time that a site plan is submitted to the county for development of a parcel of land,referral agencies are notified and specific issues such as street and drainage improvements are addressed. In fact, public and/or private improvement agreements can be required, as well as financial assurances to guarantee that the improvements are completed. Please include this letter in our case file and in the packets to both the Planning Commission as well as the Board of County Commissioners. If you have any questions please call me at, (970) 535-9318. Thank you. Sincerely, 4,„„ Lauren Light Planner REZONING QUESTIONNAIRE 1. How is the proposed rezoning consistent with the policies of the Weld County Comprehensive Plan? If the proposed rezoning is not consistent with the Comprehensive Plan, explain how the proposed rezoning will correct what the applicant perceives as faulty zoning, or how the proposed rezoning will fit with what the applicant perceives as the changing conditions in the area. The Weld County Comprehensive Plan does not specifically spell-out the contemplated future land use for this area. The proposed rezoning is consistent with the Weld County Comprehensive Plan goals and policies in accordance with the following sections designated in the Weld County Code. Section 22-2-150.A.I.Goal 1 encourages conversion of agricultural land to industrial uses when adequate services are currently available or reasonably obtainable. Section 22-2-150.B.I.Goal 2 encourages the expansion and diversification of the industrial economic base. Section 22-2-150.C.I.Goal 3 promotes a well-balanced diversified industrial base in order to provide a stable tax base and to provide a variety of job opportunities for County citizens. Section 22-2-150.2.I.Policy 2.2 requires the applicant to ensure that adequate services and facilities are currently available or reasonably obtainable. The proposed rezoning will fit with the changing conditions that have occurred in the area. On June 25, 2003 a rezoning from Agricultural to Industrial 3 was approved for the JMF Cattle/Grant Brothers property,which is located north and east of and adjacent to the Hunt Brothers property. On November 5, 2003, a rezoning from Agricultural to Industrial 3 was approved for another two properties near the Hunt Brothers property. One of the properties, located south of WCR 6 and west of WCR 27 is less than'''A mile from the Hunt Brothers property. With the conversion of these properties from agricultural to industrial,and the previously existing nearby properties that are zoned industrial,services in the form of centrally located water and sewer services for the area are envisioned in the near future. The rezoning of the property will create jobs if an industrial use is located on the parcel. There are paved roads,which would be used for a transportation route,from State Highway 85 to the property. The existing rail line located on the property could provide another mode of industrial transportation to and from the site. The property currently has a valid permit to construct a commercial/industrial well that would provide adequate water supplies for an industrial use. 2. How will the uses allowed by the proposed rezoning be compatible with the surrounding land uses? Include a description of existing land uses for all properties adjacent to the subject property. The Hunt Brothers property is directly adjacent to 1-3 zoned property on the north and east boundaries. There are numerous 1-3 properties located '/: mile to the southwest as well as adjacent to State Highway 85. There is a major rail line that bisects the property on the western edge,which, although not conducive for residential use, does provide another means of transportation for industrial use. 3. Will the property use a septic system or public sewer facilities? An individual septic system will be utilized and will be constructed to Weld County Standards after the approval of a site plan review on the property. 4. Who will provide adequate water, including fire protection, to the property? There are four water wells currently permitted for the property. The allowed uses are for stock watering, domestic use, irrigation and commercial/industrial. The well permit has been issued for the commercial/industrial water well however the well has not yet been constructed. Fire protection would be provided by the Fort Lupton Fire Protection District. 5. Does the property have soils with moderate or severe limitations for construction? If yes, the applicant shall submit information which demonstrates that the limitations can be overcome. The enclosed soils report provided by High Plains Engineering does not indicate moderate or severe soil limitations for construction. 6. Is the road and/or highway facilities providing access to the property(ies) adequate to meet the requirements of the proposed zone district? If not,the applicant shall supply information demonstrating the willingness and financial capability to upgrade the road and highway facilities. The property fronts onto Weld County Road 27, which is a paved road. State Highway 85 is located approximately 1/2 mile to the west. At the time a site plan review is filed with the Weld County Department of Planning Services specific road upgrades, if necessary, will be coordinated. 7. Is there sand, gravel, or other mineral resource on or under the subject property? If so, the applicant shall provide a mineral resource statement prepared by a certified geologist or other qualified expert. The statement shall indicate the estimated quantity of resources and the economic feasibility of recovery, now and in the future, of the resource(s) so that the Planning Commission and Board of County Commissioners can determine whether a commercial mineral deposit is contained on or under the subject property(ies)as defined by Colorado Revised Statute. The enclosed mineral resource report provided by High Plains Engineering indicates that aggregate does underlay the site, however,the complete absence of cobble-sized material in the deposit(>4 in.) and the limited amount of aggregate larger than the#4 screen-size(-1/4 in.),combined with the areas of relatively thick soil overlying much of the aggregate deposit,would not make this deposit, by itself, economically feasible to mine. 8. Is the change of zone area located in a Flood Hazard Overlay District? Flood Insurance Rate Map number 080266 0983C indicates the property is located in Zone C which is not designated as a flood hazard district. 9. Is the change of zone area located in a Geologic Hazard Overlay District? No. 10. Is the change of zone area located in the AP(Airport) Overlay District? No. MEETING OF BOARD OF DIRECTORS HUNT BROTHERS PROPERTIES, INC. THE FOLLOWING OFFICERS WERE ELECTED: DANIEL W. HUNT PRESIDENT & TREASURER DAVID D. HUNT VICE PRESDIENT KEITH A. FARRAR SECRETARY MEETINGDATE: JANUARY 3RD, 2003 AT DENVER,�\s4es�cI Daniel W Hunt—f ent Keith A. Farrar- Secretary ARTICLES OF INCORPORATION OF ?4t1)1.7120 Ira.00 HUNT BROTHERS PROPERTIES, INC. Fns 1C1-n-qd The undersigned, a natural person eighteen years of age or older, hereby establishes a corporation pursuant to the Colorado Business Corporation Act as amended and adopts the following Articles of Incorporation: FIRST, The name of the corporation is Hunt Brothers Properties, Inc. SECOND: The corporation shall have and may exercise all of the rights, powers and privileges now or hereafter conferred upon corporations organized under the laws of Colorado. In addition, the corporation may do everything necessary, suitable or proper for the accomplishment of any of its corporate purposes. The corporation may conduct part or all of its business in any part of Colorado, the United States or the world and may hold, purchase, mortgage, lease and convey real and personal property in any of such places. THIRD, (a) The aggregate number of shares which the corporation shall have authority to issue is 1,000,000 shares of common stock. The shares of this class of common stock shall have unlimited voting rights and shall constitute the sole voting group of the corporation, except to the extent any additional voting group or groups may hereafter be established in accordance with the Colorado Business Corporation Act. The shares of this class shall also be entitled to receive the net assets of the corporation upon dissolution. (b) Each shareholder of record shall have one vote for each share of stock standing in his name on the books of the corporation and entitled to vote, except that in the election of directors each shareholder shall have as many votes for each share held by him as there are directors to be elected and for whose election the shareholder has a right to vote. Cumulative voting shall not be permitted in the election of directors or otherwise. (c) Unless otherwise ordered by a court of competent jurisdiction, at all meetings of shareholders a majority of the shares of a voting group entitled to vote at such meeting, represented in person or by proxy, shall constitute a quorum of that voting group. FOURTH: The number of directors of the corporation shall be fixed by the bylaws, or if the bylaws fail to fix such a number, then by resolution adopted from time to time by the board of directors, provided that the number of directors shall not be more than 5 nor less than 1. Three (3) directors shall constitute the initial board of directors. The following persons are elected to serve as the corporation's initial directors until the first annual meeting of shareholders or until their successors are duly elected and qualified: Name Address Daniel W. Hunt 6255 West 52nd Avenue Arvada, Colorado 80002 Dwayne David Hunt 6255 West 52nd Avenue Arvada, Colorado 80002 Robert L. Hunt 6255 West 52nd Avenue Arvada, Colorado 80002 FIFTH: The address of the initial registered office of the corporation is 6255 West 52nd Avenue, Arvada, Colorado 80002. The name of the initial registered agent of the corporation at such address is Daniel W. Hunt. SIXTHS The address of the initial principal office of the corporation is 6255 West 52nd Avenue, Arvada, Colorado 80002.Smanagement the followingeuainess a provisions are inserted for the the corporation, and the same are in s furtherance of conduct of e affairs of n limitation or exclusion of the powers conferred by law.and not in (a) Conflicting Interest Transactions'. As used in this paragraph, "conflicting interest transaction" means any of the following: (i) a loan or other assistance by the corporation to a director of the corporation or to an entity in which a director of the corporation is a director or officer or has a financial interest; (ii) a guaranty by the corporation of an obligation of a director of the corporation or an obligation of an entity in which a director of the corporation is a director or officer or has a financial interest; or (iii) a contract or transaction between the corporation and a director of the corporation or between the corporation and an entity in which a director of the corporation is a director or officer or has a financial interest. No conflicting interest transaction shall be void or voidable, be enjoined, be set aside, or give rise to an award of damages or other sanctions in a proceeding by a shareholder or by or in the right of the corporation, solely because the conflicting interest transaction involves a director of the corporation or an entity in which a director of the corporation is a director or office or has a financial interest, or solely because the director is present at or participates in the meeting of the corporation's board of directors or of the committee of the board of directors which authorizes, approves or ratifies a conflicting interest transaction, or solely because the director's vote is counted for such purpose if: (A) 2 the material facts as to the director's relationship or interest and as to the conflicting interest transaction are disclosed or are known to the board of directors or the committee and the board of directors or committee in good faith authorizes, approves or ratifies the conflicting interest transaction by the affirmative vote or a majority of the disinterested directors, even though the disinterested directors are less than a quorum; or (B) the material facts as to the director's relationship or interest and as to the conflicting interest transaction are disclosed or are known to the shareholders entitled to vote thereon, and the conflicting interest transaction is specifically authorized, approved or ratified in good faith by a vote of the shareholders; or (C) a conflicting interest transaction is fair as to the corporation as of the time it is authorized, approved or ratified by the board of directors, a committee thereof, or the shareholders. Common or interested directors maybe counted in determining the presence of a quorum at a meeting of the board of directors or of a committee which authorizes, approves or ratifies the conflicting interest transaction. (b) Loans and Guaranties for the Benefit of Directors. Neither the board of directors nor any committee thereof shall authorize a loan by the corporation to a director of the corporation or to an entity in which a director of the corporation is a director or officer or has a financial interest, or a guaranty by the corporation of an obligation of a director of the corporation or of an obligation of an entity in which a director of the corporation is a director or officer or has a financial interest, until at least ten days after written notice of the. proposed authorization of the loan or guaranty has been given to the shareholders who would be entitled to vote thereon if the issue of the loan or guaranty were submitted to a vote of the shareholders. The requirements of this paragraph (b) are in addition to, and not in substitution for, the provisions of paragraph (a) of Article SEVENTH. (c) Indemnification. The corporation shall indemnify, to the maximum extent permitted by law, any person who is or was a director, officer, agent, fiduciary or employee of the corporation against any claim, liability or expense arising against or incurred by such person made party to a proceeding because he is or was a director, officer, agent, fiduciary or employee of the corporation or because he is or was serving another entity ae a director, officer, partner, trustee, employee, fiduciary or agent at the corporation's request. The corporation shall further have the authority to the maximum extent permitted by law to purchase and maintain insurance providing such indemnification. (d) Limitation on Director's Liability. No director of this corporation shall have any personal liability for monetary damages to the corporation or its shareholders for breach of his fiduciary duty as a director, except that this provision shall not eliminate 3 or limit the liability of a director to the corporation or its shareholders for monetary damages for (1) any breach of the director's duty of loyalty to the corporation or its shareholders; (ii) acts or omissions not in good faith or which involve intentional misconduct or a knowing violation of law; (iii) voting for or assenting to a distribution in violation of Colorado Revised Statutes 5 7-106-401 or the articles of incorporation if it is established that the director did not perform his duties in compliance with Colorado Revised Statutes 5 7-108-401, provided that the personal liability of a director in this circumstance shall be limited to the amount of the distribution which exceeds what could have been distributed without violation of Colorado Revised Statutes 5 7-106-401 or the articles of incorporation; or (iv) any transaction from which the director directly or indirectly derives an improper personal benefit. Nothing contained herein will be construed to deprive any director of his right to all defenses ordinarily available to a director nor will anything herein be construed to deprive any director of any right he may • have for contribution from any other director or other person. (e) Negation of Equitable Interests in Shares or Rights. Unless a person is recognized as a shareholder through procedures established by the corporation pursuant to Colorado Revised Statutes 5 7-107-204 or any similar law, the corporation shall be entitled to treat the registered holder of any shares of the corporation as the owner thereof for all purposes permitted by the Colorado Business Corporation Act, including without limitation all rights deriving from such shares, and the corporation shall not be bound to recognize any equitable or other claim to, or interest in, such shares or rights deriving from such shares on the part of any other person including without limitation a purchaser, assignee or transferee of such shares, unless and until such other person becomes the registered holder of such shares or is recognized as such, whether or not the corporation shall have either actual or constructive notice of the claimed interest of such other person. By way of example and not of limitation, until such other person has become the registered holder of such shares or is recognized pursuant to Colorado Revised Statutes 5 7-107-204, or any similar applicable law, he shall not be entitled: (i) to receive notice of the meetings of the shareholders; (ii) to vote at such meetings; (iii) to examine a list of the shareholders; (iv) to be paid dividends or other distributions payable to shareholders; or (v) to own, enjoy and exercise any other rights deriving from such shares against the corporation. Nothing contained herein will be construed to deprive any beneficial shareholder, as defined in Colorado Revised Statutes 5 7-113-101(1) , of any right he may have pursuant to Article 113 of the Colorado Business Corporation Act or any subsequent law. (f) The corporation elects not to have pre-emptive rights as provided in C.R.S. 7-106-301(1) and (2) . 4 EIGHTH' The name and address of the incorporator is: Thad M. Oviatt Oviatt, Clark and Gross 4251 Kipling Street, Suite 500 Wheat Ridge, CO 80033 DATED the 1 K day of 00-f°"61/2 1994. Tha 47. Oviatt, At rney Incorporator Daniel W. Hunt hereby consents to the appointment as the initial registered agent for Hunt Brothers Properties, Inc. Daniel W. Runt Initial Registered Agent bulb'buntrtal d. 5 • _ STATE OF COLORADO DEPARTMENT OF STATE CERTIFICATE I,DONETTA DAVIDSON, Secretary of State of the State of Colorado, hereby certify that, according to the records of this office, HUNT BROTHERS PROPERTIES, INC. (Colorado CORPORATION ) File # 19941113320 was filed in this office on October 11, 1994 and has complied with the applicable provisions of the laws of the State of Colorado and on this date is in good standing and authorized and competent to transact business or to conduct its affairs within this state. Dated: September 23, 2003 For Validation: Certificate ID: 711393 To validate this certificate,visit the following web site,enter this certificate ID,then follow the instructions displayed. www.sos.state.co.usNalidateCertificate SECRETARY OF STATE High Plains Engineering m .,.... iiii,: �� N'i,1IPi1-�uy 735 Denver Avenue • fort Lupton CO 8062 I Phone 303-857-9280 • Fax 303-857-9238 r Revised: December 3, 2003 Land Professionals, LLC Attn: Lauren Light 4311 Highway 66, Suite 4 Longmont, CO 80504 Subject: Consultation -Aggregate Pit Development 80 acres south of the "Triple G Feedyard" The N '/ of the SW' of Section 20, TIN, R66W of the 6th P.M. Weld County, Colorado Job No. 03-3612 Ms. Lauren Light: On October 17, 2003, we visited the subject site to drill five (5) exploratory holes up to 22 feet deep. On October 22, 2003 we observed the drilling of six (6) exploratory holes by King Drilling, Inc. up to a depth of 50 feet. The purpose of the drilling was to evaluate the thickness of the aggregates, which underlay the site, and to obtain samples for testing. This letter summarizes the results of conditions found in exploratory test holes and our opinion regarding the viability of the property for recovery of aggregates. SITE CONDITIONS The 80 +/- acre property is located at the N 'h of the SW % of Section 20, Township 1 North, Range 66 West of the 6th P.M.,Weld County, CO. For the most part the topography is gently rolling with slopes of 0.5%— 1.0% to the West Northwest. SUBSURFACE CONDITIONS During our investigation, a total of eleven (11) exploratory borings (numbered I - 11) were excavated. The first five were drilled with the High Plains Engineering drill rig with a 4-inch diameter drill bit. The last six holes were drilled using a small commercial size caisson drilling rig using 4" diameter bits. We logged conditions found in each test hole. The site map shows the general location of these holes with the profile logs graphically presenting the conditions found. At most locations we encountered 0 to 11 feet of silty or clayey sand or clay underlain by sand, sandy silt, gravel and silty gravel. The sands and gravels are underlain by clay or shale at varying depths. The clay or shale appears to occur at a depth between 16 and 21 feet in the east portion of the site and at between 27 and 38 feet in the west part of the site. Please see the attached soil profile logs. Samples of the on site materials were obtained at most boring locations at varying depths. The gradation logs provided summarize the gradation of the "in place" materials obtained. AGGREGATE QUALITY The gradation logs provided show gradations for fine aggregate with the samples tested on Number 4, 8, 10, 20, 40, 100 and 200 sieves. There was no material larger than 1 '/ inches in diameter to be removed prior to the sieve operation. The absence of larger cobble stones would indicate that this site would be limited to fine aggregate mining. Our investigation indicates the thickness of the fine aggregate and gravel with some sandy clays and silts to vary between 3 and 38 feet. The drilling equipment used was capable of achieving depths up to 50 feet. The quality of the fine aggregate (sand and small gravel) located on this site is good and would be good aggregate to use in the manufacture of concrete for the "fine" fraction of a concrete mix. However, it is an incomplete aggregate deposit, as more coarse material would have to be imported in order to manufacture concrete. This would be a poor deposit, by itself, for the manufacture of asphalt. The large amount of overburden over the deposit and the fact that the deposit only underlies approximately 50% of the total acreage involved, the aggregate deposit by itself, is not a commercially viable deposit. LIMITATIONS The conclusions presented in this letter were developed based upon conditions disclosed in exploratory borings and our experience. Should you have any questions regarding this subsurface exploration, please call 303-857-9280. Sincerely, _•pi t ,,�,..... �h '�t/;' 54: 2 � Todd M. Schroed-r, PE ' If High Plains Engineering e y '1•Or. 735 Denver Avenue • fort Lupton CO 8062 I Phone 303-857-9280 • fax 303-857-9238 November 7, 2003 Land Professionals, LLC Attn: Lauren Light 4311 Highway 66, Suite 4 Longmont, CO 80504 Subject: Consultation -Aggregate Pit Development 80 acres south of the "Triple G Feedyard" The N�h of the SW 'A of Section 20, T1N, R66W of the 6th P.M. Weld County, Colorado Job No. 03-3612 Ms. Lauren Light: On October 17, 2003, we visited the subject site to drill five (5) exploratory holes up to 22 feet deep. On October 22, 2003 we observed the drilling of six (6) exploratory holes by King Drilling, Inc. up to a depth of 50 feet. The purpose of the drilling was to evaluate the thickness of the aggregates, which underlay the site, and to obtain samples for testing. This letter summarizes the results of conditions found in exploratory test holes and our opinion regarding the viability of the property for recovery of aggregates. SITE CONDITIONS The 80+I- acre property is located at the N�A of the SW 'A of Section 20,Township 1 North, Range 66 West of the 6th P.M., Weld County, CO. For the most part the topography is gently rolling with slopes of 0.5% — 1.0% to the West Northwest. SUBSURFACE CONDITIONS During our investigation, a total of eleven (I 1) exploratory borings (numbered 1 - 11) were excavated. The first five were drilled with the High Plains Engineering drill rig with a 4-inch diameter drill bit. The last six holes were drilled using a small commercial size caisson drilling rig using 4"diameter bits. We logged conditions found in each test hole. The site map shows the general location of these holes with the profile logs graphically presenting the conditions found. At most locations we encountered 0 to 11 feet of silty or clayey sand or clay underlain by sand, sandy silt, gravel and silty gravel. The sands and gravels are underlain by clay or shale at varying depths. The clay or shale appears to occur at a depth between 16 and 21 feet in the east portion of the site and at between 27 and 38 feet in the west part of the site. Please see the attached soil profile logs. Samples of the on site materials were obtained at most boring locations at varying depths. The gradation logs provided summarize the gradation of the "in place" materials obtained. AGGREGATE QUALITY The gradation logs provided show gradations for fine aggregate with the samples tested on Number 4, 8, 10, 20, 40, 100 and 200 sieves. There was no material larger than 1 'h inches in diameter to be removed prior to the sieve operation. The absence of larger cobble stones would indicate that this site would be limited to fine aggregate mining. Our scope did not include running physical property testing for quality on the aggregate. Our investigation indicates the thickness of the fine aggregate and gravel with some sandy clays and silts to vary between 3 and 38 feet. The drilling equipment used was capable of achieving depths up to 50 feet. LIMITATIONS The conclusions presented in this letter were developed based upon conditions disclosed in exploratory borings and our experience. Should you have any questions regarding this subsurface exploration, please call 303-857-9280. Sincerely, =Qp� • SfC '1 � ••.r 1. 1 doe/ ��'' iddiif Atilt 354: Todd M. Schr•eeer, PE s', •!�(1��••.•��% I‘fJ/�NALE��'- 1 2 3 SANDY CLAY (SC) Blowcounts 11/12 — 4 5 6 7 8 SANDY SILT (SM) Blowcounts 13/12 — 9 10 11 /� 12 i O ✓/j/� - 13 14 — C%/I /// 15 WATER TABLE %%/' ///j 16 /;/ WELL GRADED SAND (SW) %/, 17 i•/j%i 18 `//% ✓j//j 19 j%jj20 .//, � 21 CLAY WITH HIGH PLASTICITY (CH) 22 I END OF BORING 23 24 25 -- SOIL PROFILE HOLE #1 a 1 2 3 Blowcounts o counts 11/12 4 SANDY SILT (SM) 5 6 7 8 II CLAY WITH MEDIUM PLASTICITY (CL) Blowcounts 16/12 9 //j /1/4 10 10 SANDY CLAY (SC) /`/ 11 �s•I`I Ioi oi` 12 WATER TABLE ►per`* 13 14 WELL GRADED SAND (SW) II Oi 15 v`t 16 D$+Oi ' , t417 ; I, ' 18 ; CLAY WITH HIGH PLASTICITY (CH) 19 „ ' 20 SOIL PROFILE HOLE #2 / 1 / / / 2 / / / / / 3 / SANDY CLAY (SC) Blowcounts 11/12 4 5 6 7 '•'•'•'•'.' CLAY WITH MEDIUM PLASTICITY (CL) / 8 /� Blowcounts 12/12 /jj g WELL GRADED SAND (SW) 10 11 12 13 WATER TABLE O 14 WELL GRADED SILTY GRAVEL (GW-GM) Pt'.., 15 16 0I�yOi I��OI1 7 jV18 19 CLAY WITH HIGH PLASTICITY (CH) 4 20 SOIL PROFILE HOLE #3 1 SANDY CLAY (SC) 2 p❖.❖0 :':❖:':': 3 SANDY SILT (SM) .O❖.❖. Blowcounts 14/12 -- ;•'•'•'•'•' 4 /j/ /j// 5 /j// CLAY WITH LOW PLASTICITY (CL) /// 6 / / j 7 8 SANDY CLAY (SC) Blowcounts 17/12 _ ►p�ems` 10 11 C 4141 12 13 14 oip�e. WELL GRADED SILTY GRAVEL (GW-GM) 15 16 OIp�Oi 17 18 WATER TABLE O 19 20 SOIL PROFILE HOLE #4 1 SANDY CLAY (SC) 2 ❖:❖:•; CLAY WITH MEDIUM PLASTICITY (CL) Blowcounts 10/12 ;'•=•=•=•=•= 4 //// //5 5 SANDY SILT (SM) /// 6 0Ipj�Oi 8 Blowcounts 17/12 9 10 WELL GRADED SILTY GRAVEL (GW-GM) 11 12 `n. 13 14 WATER TABLE 0 15 16 17 18 CLAY WITH HIGH PLASTICITY (CH) 19 20 SOIL PROFILE HOLE #5 � 1 !!?• zs � 2 //'' 27 :iii � 3 //j 2B SANDY CLAY (Sc:)SC %%/ 4 %//% 29 %/". 44/ S /A/ 31 WELL GRADED GRAVEL (GW) 7 /,,, V/5 32 / , 9 "If 34 10 G%/ / 11 /• 38 WELL GRADED SANDY 9LT (SW-SN) ////j : ,:•:••ti 12 (j// 37 /// 38 13 :• 14 39 CLAY WITH HIGH PLASTICITY (CH) - 15 40 END OF BORING 16 41 :•:t:t : 17 42 5..."/ 18 43 /pj 19 44 //i / 2G 45 /// 21 WELL GRADED GRAVEL (GW) 46 //, //5 22 47 Q j / 23 +a Ay A/ 24 •8 // WATER TABLE "4 25 50 SOIL PROFILE HOLE #6 p 25 1 28 2 27 3 SANDY CLAY (SC) 28 4 29 5 30 WELL GRADED SILTY CRAWL (GW--GM) 31 7 WELL GRADED SAND (SW) 32 •,• . 8 33 . / �/, 9 34 . / • 10 35 /�.' 11 38 •// 12 37 / t /�/ 13 SANDY SILT (SM) 38 CLAY WITH HIGH PLASTICITY (CH) %>• 14 39 • 15 40 END OF BORING ;// t8 41 ", 17 42 • '� 18 43 19 44 �eS of 20 i•�oi 45 21 48 WELL GRADED SILTY CRAWL (GW—GM) 22 of ti 47 Sri ei 23 48 ";. i�•,�i 24 49 WATER TABLE i:�i 25 50 SOIL PROFILE HOLE #7 25 / , I CLAY WITH MEDIUM PLAS11CTY (CL) :7, 26 WELL GRADED SANDY SILT (SW-9Q 2 /' 27 3 28 4 29 5 6 30 SANDY CLAY (SC) 8 31 7 32 CLAY WITH HIGH PLASIIGTY (CH) e j 33 34 10 35 11 36 12 WELL GRADED SALTY GRAVEL (GW—GM) j 37 13 38 14 39 15 "' 40 END OF BORING 16 41 17 42 POORLY GRADED SAND (SP) 18 43 19 44 // 20 45 x21 48 // 22 47 WELL GRADED SANDY SILT (SW-SM) •';/ 23 48 WATER TABLE 14 24 49 4 25 50 - SOIL PROFILE HOLE #8 0 25 1 28 CLAY LATH MEDIUM PLASTICITY (CO 2 27 3 28 4 29 5 30 WELL GRADED GRAVEL (GW) 31 7 WELL GRADED SILTY CRAWL (GW-GM) 32 a 33 9 34 10 35 11 38 :;. 12 37 38 13 WELL GRADED SAND (SW) CLAY WITH HIGH PLASTICITY (CH) 14 39 c,c ` 15 40 END OF BORING 16 41 t7 42 15 43 19 44 20WELL GRADED GRAVEL (GW) 45 D !`* 21 48 22 47 WATER TABLE , � yT 48 24 49 25 50 SOIL PROFILE HOLE p 0 25 — 1 26 CLAY NTH MEDIUM PLASTICITY (CL) ./ 2 27 3 26 - 4 29 i•tit'' 5 30 WELL GRADED SANDY SILT (SW—SM) 6 31 7 32 6 33 • 9 WELL GRADED SILTY GRAVEL (9W--GM) 34 10 35 11 36 c...:•:.:' 12 37 13 36 CLAY Wm HIGH PLASTICITY (CH) - ::•••:•:*' 14 39 15 40 END OF BORING • 16 41 • 17 42 ;0:0 to �19 14 �� 20 45 �/ 21 SANDY CLAY (SC) 48 7 i 22 47 _ � 23 4B PATER TABLE S24 49 50 - SOIL PROFILE HOLE #10 0 25 - ',/, CLAY WITH MEDIUM PLASTICITY (CL) 1 28 2 27 3 SANDY CLAY (SC) 28 4 49 5 30 WELL GRADED SANDY SILT (SW-SM) 6 31 7 WELL GRADED SILTY GRAVEL (GW-GM) 32 8 33 9 34 10 33 11 38 SANDY SILT (SM) 12 37 13 38 14 39 %./; 15 40 / /// 16 41 //% %%/ 17 42 /ji / 1B SILTY GRAVEL (GM) 43 CLAY j 19 AY WITH HIGH PLASTICITY (CH) O 44 /0/1 ;/ 2D 45 /// // 21 48 /// AlaTABLE //' 22 47 23 48 WELL GRADED SANDY SILT (SW-94) 24 49 25 - 50 I END OF BORING SOIL PROFILE HOLE #11 i i ) Location of Project: Part of N1/2,SW1/4,Section20,T1 N,R66W I Boring No.11 1 Sample No:1 Description of Soil: Sandy Silt (SM) Depth of Sample: 9' [ Tested By:JJon I Date:110/20/03 Moisture Content Soil Sample Size (ASTM.:D1=140-54). Wet Weight: 501.5 g. ' Approximate Minimum Dry Weight: 449.4 g. Nominal Diameter of Largest Particle Weight of Sample (g.) Moisture: 10.4 g. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis-Mechanical Dry Weight: 218.5 Washed @#200 Dry Weight_] 134.4 Sieve No. Wt. Retained % Retained 1002/0 Passing 1 No. 4 0.0 0.00 100,00 No. 10 0.2 0.09 99.91 No. 20 5.5 2.52 97.39 No. 40 14.2 6.50 90.89 No. 100 68.5 31.35 59.54 No. 200 43.2 19.77 39.77 Pan 86.9 39.77 0.00 218.5 I l i 1 Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W fi Boring No.I2 I Sample No:[ Description of Soil: Sandy Silt (SM) Depth of Sample:,4' I Tested By:IJon T Date:1 10/20/03 , Moisture Content Soil Sample Size (ASTM D1140-54) Wet Weight: 502.5 g. Approximate Minimum Dry Weight: 454.2 g. Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 9.6 g. No. 10 Sieve 200 No. 4 Sieve 500 [Grain Size Analysis-Mechanical Dry Weight: 227.2 Washed @#200 Dry Weight: 151.3 Sieve No. Wt. Retained %Retained 100 %Passing I No. 4 0.7 0.31 99.69 No. 10 2.9 1.28 98.41 No. 20 17.7 7.79 90.62 No. 40 25.0 11.00 79.62 No. 100 66.5 29.27 50.35 No. 200 36.5 18.07 34.28 Pan 77.9 34.29 -0.01 227.2 Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.12 1 Sample No:1 Description of Soil: Sandy Clay (SC) Depth of Sample:. 9 I Tested;By:(Jon 1 Date:110/20/03 Moisture Content Soil Sample Size(ASTM O1140-54) Wet Weight: 505.0 g. Approximate Minimum Dry Weight: 432.7 g. Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 14.3 g. No. 10 Sieve 200 No.4 Sieve 500 Grain Size Analysis -Mechanical Dry Weight: 213.3 Washed @#200 Dry Weight: 94.1 Sieve No. Wt.Retained. %,Retained;. . 100 % Passing No. 4 0.0 0.00 100.00 No. 10 0.4 0.19 99.81 No. 20 3.4 1.59 98.22 No.40 11.8 5.53 92.69 No. 100 43.9 20.58 72.11 No. 200 31.7 14.86 57.25 Pan 122.1 57.24 0.01 213.3 i i Location of Project Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.J3 I Sample No:J Description of Soil; SW-SM Depth of Sample: 14' I Tested By:JJon J Date:I10/20/03 Moisture Content Soil Sample Size(ASTM D1140-54) Wet Weight: 252.1 p. Approximate Minimum Dry Weight: 238.5 g. Nominal Diameter of Largest Particle Weight of Sample(g.) 94 Moisture: 5.4 g. No. 10 Sieve 200 No.4 Sieve 500 Grain Size Analysis Mechanical Dry Weight: 238.5 Washed @#200 Dry Weight] 225.4 Sieve No. Wt Retained %rRetained, 100 %n Passing No. 4 52.4 21.97 78.03 No. 10 61.4 25.74. 52.29 No. 20 54.3 22.77 29.52 No.40 30.7 12.87 16.65 No. 100 21.0 8.81 7.84 No. 200 5.4 2.26 5.58 Pan 13.3 5.58 0.00 238.5 Project Name Date Moisture Content Land Pro#4 10/20/03 Wet Weight 503.1 Depth of Sample Dry Weight 412.2 4' Weight of Moisture 90.9 %Moisture 18.07 Grain Size Analysis Dry Weight Washed @#200 0 Dry Weight 0.0 0 Percent of soil washed j #DIV/0! Sieve Analysis Sieve# No.4 0 No. 10 0 No. 20 0 No.40 0 No. 100 0 No. 200 0 Pan 0 Atterberg Limit Determination Liquid Limit Determination Can No. 8 Wt. Of wet soil+can 28.4 Wt. Of dry soil+ can 25.1 Wt. Of can 15 Wt. Of dry soil 10.1 Wt. Of moisture 3.3 Water content,w% 32.67 No. of blows 15 Plastic Limit Determination Liquid Limit 30.71 Can No. 9 Plastic Limit 19.23 Wt. Of wet soil+can 21.1 Plasticity Index IP 11.48 Wt. Of dry soil+can 20.1 Wt. Of can 14.9 Classification I Wt. Of dry soil 5.2 'Soil Clay w/ Low Plasticity (CL) Wt. Of moisture 1 Water content,w%=wp 19.23 , Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No14 j Sample No:J Description of Soil: Gravelly Silt(GM) Depth of Sample: 9' I Tested By:[Jon l Date:110/20/03 Moisture Content Soil Sample Size(ASTM D1140-54) _ Wet Weight: 253.8 g. Approximate Minimum Dry Weight: 242.8 g. Nominal Diameter of Largest Particle Weight of Sample(g.) _ % Moisture: 4.3 g. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis -Mechanical Dry We_!.9ht: 242.8J Washed @#200 Dry Weight:[ 213.0 Sieve No. Wt. Retained %-Retained 100 % Passing No. 4 82.5_ 33.98 66.02 No. 10 38.8 15.98 50.04 No. 20 24.7 10.17 39.87 No. 40 19.6 8.07 31.80 , No. 100 33.0 13.59 18.21 No. 200 14.0 5.77 12.44 Pan 30.2 12.44 0.00 242.8 1 i Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.J5 I Sample No:l Description of Soil: GW-GM Depth of Sample:,9' I Tested By:PJon I Date:110/20/03 Moisture Content Soil Sample Size(ASTM O1140-54) Wet Weight: 252.7 g. Approximate Minimum Dry Weight: 246.6 g. Nominal Diameter of Largest Particle Weight of Sample(g.) %Moisture: 2.4 g. No. 10 Sieve 200 No.4 Sieve 500 Grain Size Analysis-Mechanical Dry Weight: 246.6 Washed @#200 Dry Weight: 230.4 Sieve No. Wt.Retained %Retained 100 %Passing f No. 4 86.8 35.20 64.80 No. 10 50.0 20.28 44.52 No. 20 28.9 11.72 32.80 No. 40 21.0 8.52 24.28 No. 100 34.3 13.91 10.37 No. 200 9.3 3.77 6.60 Pan 16.3 6.61 -0.01 246.6 } 4 ) Location of Project: Part of N1/2,SW1/4,Section20,T1 N,R66W I Boring No.16 TSample No:I Description of Soil: SW-SM Depth of Sample: 9' I Tested By:j Jon I Date:I10/23/03 10/23/03 Moisture Content Soil Sample Size(ASTM D1140-54) Wet Weight: 256.5. Approximate Minimum Dry Weight 248.7 g. Nominal Diameter of Largest Particle Weight of Sample (g.) %Moisture: 3.0 g. No. 10 Sieve 200 No. 4 Sieve _ 500 Grain Size Analysis-Mechanical Dry Weight: 248.7 Washed @#200 Dry Weight: 235.0 Sieve No. Wt. Retained :•'."X.Jteta€ned 100'%Pass€n$ 1 No.4 39.5 15.88 84.12 No. 10 62.8' 25.25 58.87 No. 20 56.1 22.56 36.31 No.40 38.6 15.52 20.79 No. 100 32.1 12.91 7.88 No. 200 5.8 2.33 5.55 Pan 13.8 5.55 0.00 248.7 i i i ) Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W 1 Boring No.16 ) Sample No:) Description of Soil: Well Graded Gravel (GW) Depth of Sample: 22' I Tested By:JJon I Date:110/23/03 Moisture Content Soil Sample Size (ASTM D1140-54) Wet Weight: 253.9 g. Approximate Minimum Dry Weight: 249.0 g. Nominal Diameter of Largest Particle Weight of Sample(g.) %Moisture: 1.9 g. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis -Mechanical Dry Weight: 249.0 Washed @#200 Dry Weight: 241.1 Sieve No. Wt.Retained %Retained": 100 %Passing, No.4 116.2 46.67 53.33 No. 10 62.4 25.06 28.27 No. 20 30.3 12.17 16.10 No. 40 15.9 6.39 9.71 No. 100 13.3 5.34 4.37 No. 200 3.0 1.20 3.17 Pan 7.9 3.17 0.00 249.0 I 1 1 Location of Project; Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.17 I Sample No:1 Description of Soil: Sandy Silt(SM) Depth of Sample: 9' 1 Tested By:IJon 1 Dated 10/23/03 Moisture Content Soil Sample Size(ASTMcD1140-54) Wet Weight: 266.2 g. Approximate Minimum Dry Weight: 244.4 g. Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 8.2 g. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis-Mechanical Dry Weight: 244.4 Washed cQ#200 Dry Weight: 177.1 Sieve No. Wt Retained %:Retained ;: 100%Passing No. 4 31.9 13.05 86.95 No. 10 32.3 13.22 73.73 No. 20 28.7 11.74 61.99 No. 40 29.7 12.15 49.84 No. 100 40.6 16.61 33.23 No. 200 13.6 5.56 27.67 Pan 67.6 27.66 0.01 244.4 i 7 i I Location of Project:'Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.17 f Sample No:1 Description of Soil: GW-GM Depth of Sample: 20'-25' [ Tested By:lJon l_ Date:110/23/03 Moisture Content Soil Sample Size (ASTM D1140-54) Wet Weight: 252.3 g. Approximate Minimum Dry Weight: 242.8 g. Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 3.8 g. _ No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis -Mechanical Dry Weight: 242.8 Washed @#200 Dry Weight: 218.1 Sieve No. Wt. Retained %Retained- 100 %Passinj No. 4 59.3 24.42 75.58 No. 10 52.9 21.79 53.79 No. 20 35.8 14.74 39.05 No. 40 29.2 12.03 27.02 No. 100 33.2 13.67 13.35 No. 200 7.6 3.13 10.22 Pan 24.8 10.21 0.01 242.8 1 1 i • Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.18 1 Sample No:1 Description of Soil: GW-GM Depth of Sample: 9' 1 Tested By jJon I Dater 10/23/03 Moisture Content Soil Sample Size (ASTM D1140-54) Wet Weight: 255.5 g. Approximate Minimum Dry Weight: 248.6 g. Nominal Diameter of Largest Particle Weight of Sample(g.) % Moisture: 2.7 g. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis-Mechanical Dry Weight: 248.6 Washed @#200 Dry Weight: 227.6 Sieve No. Wt.Retained %;Retained 100 % Passing No.4 63.8 25.66 74.34 No. 10 54.7 22.00 52.34 No. 20 44.4 17.86 34.48 No. 40 32.3 12.99 21..49 No. 100 25.5 10.26 11.23 No. 200 6.8 2.74 8.49 Pan 21.1 8.49 0.00 248.6 1 t 1 Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.[8 1 Sample Nod Description of Soil: SW-SM Depth of Sample: 25' I Tested By:IJon I Date:110/23/03 Moisture Content Soil Sample Size (ASTM D1140-54) , Wet Weight: 254.9 g. Approximate Minimum Dry Weight:' 244.0 g. Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 4.3 g. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis-Mechanical Dry Weight:j 244.0 Washed @#200 Dry Weight: 231.6 Sieve No. Wt. Retained %Retained 100 % Passing I No. 4 36.4j 14.92 85.08 No. 10 45.1 18.48 66.60 No. 20 48.9 20.04 46.56 No. 40 42.4 17.38 29.18 No. 100 52.2 21.39 7.79 No. 200_ 6.5 2.66 5.13 Pan 12.5 5.12 0.01 244.0 i 1 Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.j9 { Sample NodDescription of Soil:GW-GM Depth of Sample:14' I Tested By:]Jon j Date:110/23/03 Moisture Content Soil Sample Size(ASTM D1140-54) Wet Weight: 252.5 g. Approximate Minimum Dry Weight: 243.1 g. Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 3.7 g. _ No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis-Mechanical Dry Weight:f 243.1 Washed @#200 Dry Weight: 223.61 Sieve No. Wt. Retained %Retained 100 %Passing I No. 4 121.0 49.79 50.21 No. 10' 32.9 13.54 36.67 No. 20 22.4' 9.22 27.45 No. 40 21.2 8.72 18.73 No. 100 21.5 8.85 9.88 ^ No. 200 4.5 1.85 8.03 Pan 19.5 8.02 0.01 243.0 1 Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.19 1 Sample No:I _ Description of Soil: GW-GM Depth of Sample: 9' I Tested By TJon I Date:i10/23/03 _ Moisture Content Soil Sample Size (ASTM D1140-54) Wet Weight: 250.1 9. Approximate Minimum Dry Weight: 240.5 g. Nominal Diameter of Largest Particle Weight of Sample(g.) % Moisture: 3.8 g. No. 10 Sieve 200 No. 4 Sieve 500 _ LGrain Size Analysis - Mechanical Dry Weight: 240.5 Washed @#200 Dry Weight: 217.5 Sieve No. Wt. Retained % Retained 100 %Passing I No. 4 74.3 30.89 69.11 No. 10 40.2 16.72 52.39 No. 20 32.5 13.51 38.88 No.40 26.1 10.85 28.03 _ No. 100 31.7 13.18 14.85 No. 200 12.5 5.20 9.65 Pan 23.2 9.65 0.00 240.5 I Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.19 1 Sample No:I Description of Soil: Well Graded Gravel (GW) Depth of Sample: 25' } Tested By:jJon I Date:110/23/03 Moisture Content Soil Sample Size(ASTM D1140-54) Wet Weight: 263.8 g. _ Approximate Minimum Dry Weight: 252.2 g. Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 4.4 g. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis-Mechanical Dry Weight: 252.2 Washed @#200 Dry Weight: 240.3 Sieve No. Wt. Retained %Retained 100 %Passing No. 4 117.2 46.47 53.53 No. 10 54.3 21.53 32.00 No. 20 29.9 11.86 20.14 No.40 18.6 7.38 12.76 No. 100 15.8 6.26 6.50 No. 200 4.4 1.74 4.76 Pan 12.0 4.76 0.00 252.2 Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.110 ) Sample No:! Description of Soil:'GW-GM Depth of Sample: 4' [ Tested By: Jon J Date:110/23/03 10/23/03 Moisture Content' Soil Sample SizejASTM D1140-54) Wet Weight: 272.5 g. Approximate Minimum Dry Weight: 267.3 9. Nominal Diameter of Largest Particle Weight of Sample (a.) % Moisture: 1.9 - No. 10 Sieve 200 No. 4 Sieve 500 [Grain Size Analysis - Mechanical Dry Weight 267.3 Washed @#200 Dry Weight: 251.8 '^ Sieve No. Wt. Retained ' %Retahted "` 100 % Passing I No.4 180.7 67.60 32.40 No. 10 30.8 11.52 20.88 No. 20 15.6 5.84 15.04 No.40 9.9 3.70 11.34 No. 100 10.1 3.78 7.56 No. 200 4.3 1.61 5.95 Pan 15.9 5.95 0.00 267.3 1 I i Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W j Boring No.(10 j Sample No:( Description of Soil: GW-GM _ Depth of Sample:,9' 1 Tested By:(Jon L Date:(10/23/03 Moisture Content Soil Sample Size (ASTM D1140-54) Wet Weight: 255.1,g. , Approximate Minimum Dry Weight: 245.0 9. Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 4.0 g. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis -Mechanical Dry Weight: 245.0 Washed (tea #200 Dry Weight: 226.11 Sieve No. Wt. Retained %Retained 100 %Passing 1 No. 4 70.1 28.61 71.39 No. 10 45.8 18.69 52.70 No. 20 32.1 13.10_ 39,60 No. 40 22.0 8.98 30.62 No. 100 46.0 18.78 11.84 No. 20O 9.6_ 3.92 7.92 Pan 19.4' 7.92 0.00 245.0 1 Location of Pr ject: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No.110 1 Sample No:+ Description of Soil: SW-SM Depth of Sample:,28' ( Tested By:IJon i Date:{10/23/03 Moisture Content Soil Sample Size (ASTM D1140-54) Wet Weight: 260.5 g. Approximate Minimum Dry Weight: 236.4 g. . Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 9.3 g. + No. 10 Sieve 200 No. 4 Sieve 500 fGrain Size Analysis -Mechanical Dry Weight: 236.4 Washed @#200 Dry Weight: 218.0 Sieve No. Wt. Retained % Retained 100 % Passing 1 No. 4 62.9 26.61 73.39 No. 10 65.2 27.58 45.81 No. 20 39.5 16.71 29.10 No. 40 22.7 9.60 19.50 No. 100 21.3 9.01 10.49 No. 200 6.2 2.62 7.87 Pan 18.6 7.87 0.00, 236.4 Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W I Boring No111 I Sample Nod Description of Soil; Sandy Silt (SM) Depth of Sample: 10'-14' I Tested By jJon } Date:}10/23/03 Moisture Content Soil Sample Size (ASTM 01140-54) Wet Weiht: 262.9 g. Approximate Minimum Dry Weight: 255.7,g. Nominal Diameter of Largest Particle Weight of Sample (g.) % Moisture: 2.7,9. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis -Mechanical 1 Dry Weht: 255.7 Washed @#200 Dry Weight: 214.9 Sieve No. 7 Wt Retained % Retained 100,% Passing I No. 4 27.6 10.79 89.21 No. 10 47.4 18.54 70.67 No. 20 45.2 17.68 52.99 No.40 36.9 14.43 38.56 No. 100 4.4.7 17.48 21.08 No. 200 13.0 5.08 16.00 Pan 40.9 16.00 0.00 255.7 f Location of Project: Part of N1/2,SW1/4,Section20,T1 N,R66W I Boring No.I 11 J Sample No:t Description of Soil: Gravelly Silt (GM) Depth of Sam_ple: 15'-17' I Tested By:)Jon I Date:J10/23/03 Moisture Content - Soil Sample Size (ASTM D1140-54) Wet Weight: 273.1 g. Approximate Minimum Dry Weight:, 265.3 g. , Nominal Diameter of Largest Particle , Weight of Sample(g) % Moisture: 2.9 g. No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis - Mechanical Dry Weight: 265.3 Washed ©#200 Dry Weight: 227.51 Sieve No. Wt. Retained %Retained 100 % Passing I No.4 73.3 27.63 72.37 No. 10 57.3 21.60 50.77 No. 20 34.9 13.15 37.62 No. 40 23.1 8.71 28.91 No. 100 26.9, 10.14 18.77 No. 200 11.2 4.22 14.55 Pan 38.6 14.55 0.00 265.3 i Location of Project: Part of N1/2,SW1/4,Section20,T1N,R66W j Boring No.411 I Sample No:j Description of Soil: GW-GM Depth of Sample:,35' I Tested By:1Jon I Date:j10/23/03 , Moisture Content Soil Sample Size(ASTM D1140-54) Wet Weight: 259.4,. Approximate Minimum Dry Weight: 230.9 g. Nominal Diameter of Largest Particle Weight of Sample (g.) %Moisture: 11.0,x. _ No. 10 Sieve 200 No. 4 Sieve 500 Grain Size Analysis - Mechanical 1 Dry Weight: 230.9 Washed @#200 Dry Weight: 207.6 Sieve No. Wt. Retained %Retained 100 % Passing 1 No. 4 53.1 23.00 77.00 No. 10 52.2 22.61 54.39 No. 20 42.3 18.32 36.07 No. 40 30.0 12.99 23.08 No. 100 23.6' 10.22 12.86 No. 200 6.3 2.73 10.13 Pan 23.4 10.13 0.00 230.9 , N89° 22'25' E 2630.90' r.■-a a al.....•-a-•-•r...T.a■aat a Ma.-•-■r• •aaate•-s ■saw■MM.a-•s••ate•a�•-• •M.�•=MI SOMME•tI•-/I a-a•aa=•aaka-•M II MINED saw a� • • ■ s I I I I I gal I I I I I Z6 ,d51I I I I a I . ■ . ■ I I --R.R. TRfCKS I MI I I L 4I I I I05 ~ I I I I ' 3 . X10 I I �7 I W (9,3I I I Iel CUI I I Ico of I I to zl I I IN I I I I I Le I I I I I I d8 a I I I I I I----200' - 200'----J I I...IMONI 465 6429,-.—■L•a•..•ate■^•ate■.....L.• 77„,.17,,7. 'i2" 'rr a UMW a INN=■MIN.NUM■MOM■MOM 10010 •asp■IMO a MUM•NOM.il ■MEM•IIMINN•MINN UM=a 4 A SOIL BORING HOLE A PART OF THE N1/2 OF THE SW1/4 OF SECTION 20, T1N, R66W OF THE 6TH P.M. WELD COUNTY, CO 1 r High Plains Engineering - f9 D;.1., ThS xur 735 Denver Avenue • Fort Lupton CO 80621 Phone 303-857-9280 • Fax 303-857-9238 PRELIMINARY SUBSURFACE INVESTIGATION AND FOUNDATION RECOMMENDATIONS Prepared For: Land Professionals, LLC Attention: Lauren Light 4311 Highway 66, Suite 4 Longmont, CO 80504 Job Site Located At: A Part of the N'h of the SW'/ Section 20, T1N, R66W of the 6`h P.M. Weld County, CO November 11, 2003 JOB #03-3612 Todd M. Schroed r, PE 3 5* 8� '17 PURPOSE: This report reflects a "blanket-type" soils investigation from soil borings to determine the subsurface soil identification, and to determine the physical characteristics of the soil for re-zoning from agricultural to heavy indutrial. The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analysis, and experience with similar soil conditions. LOCATION AND SITE CONDITIONS: This report represents the results of the data obtained during the subsoil investigation at "A Part of the WA of the SW'% of Section 20, TIN, R66W of the 6th P.M.,Weld County, CO" The site is presently a large parcel, approximately 80 +/- acres with some farm buildings in the SW corner of the lot. This large parcel appears to have gently rolling topography, with approximately 0.5% to 1.5% slopes to the West. SUBSOIL CONDITIONS: Eleven, four-inch diameter holes were drilled to varying depths between 20 and 50 feet at the site, as shown on the attached site map. Samples of the soil were taken at two-foot intervals. These samples were analyzed in the field and laboratory to determine the characteristics of the soil for identification and foundation design. In general, the soil profiles in the eleven test holes did vary to a considerable degree, as the attached profile hole logs indicate. The Standard Penetration Test similar to ASTM D1586 showed a range of 10-14 blows for 12-inch penetration, at a depth of 4 feet and a range of 12-17 blows for a 12-inch penetration at a depth of 9 feet. Free water was encountered during the drilling operation in all of the test holes at depths between 13 and 25 feet. One-dimensional swell/consolidation tests were performed on selected samples to evaluate the expansive, compressive and collapsing nature of the soils and/or bedrock strata. These tests indicated a consolidation potential of 1.9% to an expansion potential of 2.3% at a depth of 4 feet and a consolidation potential of 1.6% to a consolidation potential of 0.4% at a depth of 9 feet. Please review the individual hole sample data and corresponding swell — consolidation graphs. The soils in this report were classified using the American Society of Testing Materials (ASTM) procedures. SUBSURFACE ANALYSIS AND RECOMMENDATIONS: Based on the geotechnical engineering analysis, subsurface exploration and laboratory test results, some of the test results indicated a low expansion- consolidation potential. The deeper test results represented moderate expansion potential possibly requiring the foundations to be founded on drilled pier foundations. It appears that some of the lots with low expansive-low consolidating soil types would be founded on spread footings with allowable soil bearing capacities between 1000 and 2000 psf** for shallow excavation depths and soil bearing capacities between 1250 and 2000 psf ** for deeper (10') type excavations. **Please note that these soil bearing capacities are for planning purposes only. Foundation designs shall be based on a final Subsurface Investigation to be performed when the specific building envelopes are determined. GROUNDWATER: Groundwater levels were recorded at the time of our field investigation; free water was encountered in all test holes. The groundwater can be expected to fluctuate throughout the year depending on variations in precipitation, surface irrigation, and runoff on the site. We recommend that the bottom of any foundation excavations be maintained at least 4 feet above the "water table elevation" noted in the soil profiles near the end of this report. The ground water levels recorded represent the free, static water levels after equalization of hydrostatic pressures in the test hole borings. It is possible that the groundwater levels recorded in the test hole borings may not be present at those levels in the excavations. Flow rates, seepage paths, hydrostatic pressures, seasonal groundwater fluctuations, water quality and other factors were not determined in this investigation. A program, which may include special well construction, test procedures, long-term monitoring program and analysis would be necessary to determine these factors. FOUNDATION DRAIN: The drainage system should be lined with a 10 mil plastic liner, which will contain a 4-inch diameter perforated drainpipe (rigid perforated PVC pipe is preferred) encased in a minimum of 12-inches deep by 12-inches of clean, %-inch to 1'h-inch river rock. The drain should extend around the lower level of the footing perimeter with the invert at the high end of the drain being placed a minimum of four-inches below the bottom of the footing. The drain should be run to a non-perforated sump pit with a lift pump or daylight well away from the foundation at a minimum slope of 1/8 inch per foot to facilitate efficient removal of water, (1/4 inch per foot is desired). The river rock should be placed a minimum of 6 inches over the pipe for the full width of the trench. The top of the gravel should be covered with Mirafi 140 N filter fabric or equivalent, to minimize clogging of the river rock and perforated pipe by backfill material. To help prevent secondary damage that could be caused by slab movement, the following construction techniques are additional recommendations for the foundation construction. SLAB ON GRADE CONSTRUCTION: 1. Where slabs-on-grade are chosen and the owners are willing to accept the risks associated with slab movement, the following recommendations should be followed: a.) Positive separations and/or isolation joints should be provided between slabs and all foundation walls, columns and utility lines. Isolation may be achieved with % inch isolation material or by sleeving. b.) Eliminate under slab plumbing where feasible. Where such plumbing is unavoidable, it should be pressure tested during construction to minimize leaks, which would result in wetting of the sub soils. c.) Place the slab directly on the undisturbed natural soils, or well compacted fill soil. Slabs should be reinforced with rebar, wire mesh or fiber mesh to help control crack separation. 2. Provide frequent scoring of the slabs to provide joints for controlled cracking of the slab. Control joints should placed to provide approximate slab areas of 150 square feet. The depth of sawed control joints should be '/ of the slab thickness. 3. Proper drainage away from the foundation walls should be provided. A minimum slope of 12 inches in the first 10 feet out from the building is recommended. Roof downspouts and sill cocks should discharge into long concrete splash blocks (5 feet long) or into metal gutter extensions to deposit runoff water beyond the limits of the backfill soil near the foundation walls. The foundation and retaining walls should be well cured, damp proofed, and well braced prior to backfilling. 4. Steel reinforcement will be required in the footings and foundation wall. This will give the walls beam strength to span or bridge over any loose or soft pockets of soil not found in our exploratory holes or that may develop during construction. This should also help prevent any differential movement of the foundation system. It is also recommended to provide lateral support to walls by the use of counterforts, as deemed necessary by foundation engineer. 5. The soils that will support the concrete slabs should be kept moist during construction by occasional sprinkling of water and especially a day or so prior to pouring of the slab. This procedure will help maintain the moisture content of the underlying soil. **Heavy watering or pooling of any kind next to the foundation or within the backfilled area is not recommended.** PRELIMINARY ENGINEERING ANALYSIS AND RECOMMENDATIONS: The preliminary recommendations presented in this report are based on the assumption that the site has variable soil conditions within the proposed site. As a result, we recommend that supplementary geotechnical engineering exploration should be performed for each of the proposed structures on this site. Supplemental geotechnical explorations will be used to confirm or modify the recommendations made in this report. CONSTRUCTION DETAILS: In any soil investigation, it is necessary to assume that the subsurface soil conditions do not vary greatly from the conditions encountered in the field and laboratory testing. The accompanying design is presented using best professional judgment based on the limits of the extent of testing commissioned by the client. Our experience has been that at times, soil conditions do change and variations do occur. These may become first apparent at the time of excavation for the foundation system. If soils conditions are encountered which appear different from the test borings as presented in this report, it is recommended that this office be called to inspect the open excavation prior to placing the footings. This inspection is not part of the report. The foundation and retaining walls should be well cured and well braced prior to backfilling. DISCLAIMER: THE PARTIES SPECIFICALLY AGREE THAT HIGH PLAINS ENGINEERING, INC. HAS NOT BEEN RETAINED NOR WILL THEY RENDER AN OPINION CONCERNING ANY ENVIRONMENTAL ISSUES, HAZARDOUS WASTE OR ANY OTHER KNOWN OR UNKNOWN CONDITIONS THAT MAY BE PRESENT ON SITE. 1 2 3 SANDY CLAY (SC) Blowcounta 11/12 — / 4 5 6 7 8 SANDY SILT (SM) Blowcounta 13/12 9 10 11 12 %/7' "— 4//0; 13 0 (/////, ///j// 14 ///� ///// 15 WATER TABLE ,//7 //j 16 j/�j' WELL GRADED SAND (SW) //j/ 17 i//// 1/0, yg)I 19 /j/ i/,//' ///O 220 %/:/j 21 CLAY WITH HIGH PLASTICITY (CH) 22 1 END OF BORING 23 24 25 SOIL PROFILE HOLE #1 1 2 3 Blowcounts 11/12 4 SANDY SILT (SM) 5 6 7 CLAY WITH MEDIUM PLASTICITY (CL) Blowcounts 16/12 9 10 SANDY CLAY (SC) /// 11 12 WATER TABLE _ 4$4 13 14 WELL GRADED SAND (SW) IIp��Oi 16 0I�yOi cVp�Oi / 18 ; CLAY NTHHIGH PLASTICITY (CH) ' 19 , 20 SOIL PROFILE HOLE #2 / 1 / 2 / 3 / SANDY CLAY (SC) Blowcounts 11/12 4 5 6 7 '•'�'�'�'�' CLAY WITH MEDIUM PLASTICITY (CL) ►•i'i'i'e'i i •.... 8 /�// Blowcounts 12/12 /jj 9 WELL GRADED SAND (SW) /// 10 $+$,' 11 10�•'�s� 12 %i 13 WATER TABLE O 14 WELL GRADED SILTY GRAVEL (GW-GM) 15 16 IIp�Pi 17 18 j19 CLAY WITH HIGH PLASTICITY (CH) 20 0 SOIL PROFILE HOLE #3 1 SANDY CLAY (SC) 2 0.00.0' �•:':❖:•: 3 SANDY SILT (SM) r•.O❖0. Blowcounts 14/12 ".•.• 4 /j/ 4/ 5 "/5, CLAY WIT}i LOW PLASTICITY (CL) 5 6 /j/ 7 / B SANDY CLAY (SC) Blowcounts 17/12 poi`�0 10 EIO�rj Oi �OI0�0 11 12 �Ipj00i 13 14 WELL GRADED SILTY 15 GRAVEL (GW-GM ) 16 0IO�Oi 17 IO0 OIL. CIOOI�� 18 OI WATER TABLE 7 �`�j 19 - 0IO1 Oi 20 SOIL PROFILE HOLE #4 1 SANDY CLAY (SC) 2 ❖:❖:•; CLAY WITH MEDIUM PLASTICITY (CL) .O❖.❖. Blowcounts 10/12 !�•-' 4 /0 j/// 5 SANDY SILT (SM) / / // / Ol�.jlli 7 II 8 I`l�ll'i Blowcounts 17/12 �IIOI` 9 �ellNo 10 WELL GRADED SILTY GRAVEL (GW-GM) Dille 11 12 13 14 WATER TABLE 7 15 16 17 18 CLAY WITH HIGH PLASTICITY (CH) 19 20 SOIL SOIL PROFILE HOLE #5 %/// 2 %%ji 27 j// 3 ///j 28 SANDY CLAY (Sc) e,// 4 ///� 29 '/• // 5 ///0:5# 30 8 %j// 31 WELL GRADED CRAWL OW) 7 /// ///yi 32 /• /i :•: 8 i%• // 33 //d :•:::•: 9 i/// 34 #/ % 10 ///� 35 11 j/%/;' 38 NE LL GRADED SANDY SILT (SW—S14)12 4/22 37 OO/ 13 c y` 36 oi, 14 et i CLAY WITH HIGH PLASTICITY (O4) 15 !��'` 40 END OF BORING 16 41 :•:;: : 17 42 // 18 43 %% 19 44 /// 20 45 0/5 21 WELL GRADED GRAM. (GW) 46 // /// 47 Q // 23 48 -- // /// 24 40 WATER TABLE / 4 25 So SOIL PROFILE HOLE #6 26 2 27 3 SANDY CLAY (SC) 28 4 29 5 30 WELL GRADED SILTY GRAVEL (GW-GM) 31 7 WELL GRADED SAND (SW) 32 8 33 ;, �� , 9 34 . ' / 10 355 // 11 38 // 4/ 72 37 '// 13 SANDY SILT (SM) 38 CLAY WITH HIGH PLASTICITY (CH) , i 14 39 •/ •// 75 40 END OF BORING %�, 19 41 . , e // 17 42 18 43 °BSI' 19 44 20 45 i�of 21 48 WELL GRADED SILTY GRAVEL (GW-GM) :<4 47 poi ti p �4% 23 49 24 49 HATER TABLE 25 50 _ SOIL PROFILE HOLE #7 D ,; 25 Xt, y; 1 may WITH MEDIUM PLASTICITY (CI_) /;, 28 WELL GRADED SANDY SILT (SW-S11) /, � 2 27 •:%; 3 28 •....• 4 29 5 30 SANDY CLAY (SC) 8 31 7 32 CLAY WITH HIGH PLASTICITY (CH) 8 33 ::• 9 10 35 11 36 12 WELL GRADED SILTY GRAVEL (GW-GM) 37 13 38 l// 14 39 15 40 END OF BORING 16 41 17 42 POORLY GRADED SAND (SP) 18 43 19 44 / . 45 /, %': 21 48 O %%. n 47 %ELL GRADED SANDY SILT (SW-SM) - ;/ 48 WATER TABLE O2 24 49 4 25 -- 50 -- SOIL PROFILE HOLE #8 0 25 1 26 CLAY WITH MEDIUM PLASTICITY (CL) 2 27 3 ' 28 .•.•.•.•. 4 29 5 30 :,:.•':% WELL GRADED GRAVEL (GW) 6 31 7 WELL GRADED SILTY GRAVEL (GW-GM) 32 a 33 9 34 10 35 11 36 12 37 ,'/ 13 38 WELL GRADED SAND (SW) CLAY MATH HIGH PLASTICITY (CH) '• 14 39 15 40 END OF BORING 16 41 17 42 4<'t 18 43 •ice•�o 19 44 20 ..t WE U. GRADED GRAVEL (GW) 45 V `Qi. 21 48 22 47 'WATER TABLE t � 23 48 ei of 24 49 c oio� 25 1 50 SOIL PROFILE HOLE #9 — j 0 25 1 28 CLAY 1N111 MEDIUM PLASTIdTY (CL) 2 27 • -.1 3 28 4 29 • 5 30 %%ELL GRADED SANDY SILT (SW-SM) 6 31 ZS 7 32 8 33 9 YAM. GRADED sure °Ram. (GW-GM) 34 10 35 11 36 • 12 37 13 38 CLAY 1911H HIGH H PLASTICITY (CH) 14 39 15 40 END OF BORING 16 41 17 42 q�f� 18 43 � 10 44 45 0j: SANDY CLAY (SC) 48 O 22 47 in 48 MATER TABLE a 24 49 50 - SOIL PROFILE HOLE #10 ,/,/ 25 % CLAY MATH MEDIUM PLAS1IOTY (CL) 26 2 27 3 SANDY CLAY (SC) 28 4 29 5 -- 30 MEL- GRADED SANDY SILT (SW-S{Q 6 31 7 WELL GRADED SILTY GRAVEL (GW-GM) 32 0 33 f1 34 10 35 11 36 SANDY SILT (SM) 12 37 13 38 ,/, 14 39 %% 15 40 i /// t8 41 //% /// 17 42 /// 15 SOY GRAVEL (CM) 43 /O 19 CLAY YNTH HIGH PLASTICITY (Cu) 44 V /%/� 20 45 //// %/j 21 46 IA1ER TABLE / 22 i 47 23 48 %ELL GRADED SANDY SILT (SW-SM) 24 4RR 25 -_L_ 50 END OF BORING SOIL PROFILE HOLE p1 '�Y.. High Plains Engineering t4)---N\ 736 Durivar Avenue • Fort Lupton CO 8OO21 Phone 3O3-867-928O • Fax 3O3.857-9238 12 x 10% sx 6% z 4% 17- o qf� c 2% ntpt•L J O z O -2% /1 0 -4x L z w O -6% w a -sx -lax -too 600 i000 20W SWO 19000 LOAD(PSF) 41,e; ..fin s, kr e PA :: 1 9 non-plastic �� '. 1.6 Sandy Silt(SM) v, 03-3612 4 #€, k $ :� , �� 11/7/03 w�t�:. �,a� . _ � r..:, r .�� +. Part of N1/2, SW1/4, Section 20, TIN, R66W . , Jon Weld County, CO - ,y,� High Plains Engineering {,_'tr 735 Denver Avenue • Fcx-t Lupton CO 8OO21 Phone 303-857-9280 • Fax 303-857_9238 12A 10x sx 6% 4-% O f- 0 2% z Q QtpfG. o U -2% J co -4% A idcd -6% w a -8% 100 500 1000 2000ZO ° lac co LOAD(PSF) •a,. . i' . r '' • ..�-. riY;+ �! '` `?n �k .�.ai n'a{ a..'.. �₹`� ]-"t'��' !Y TTY" r: ' Q... J Sd�R F r� "t"• , 2 4 non-plastic 2.3 Sandy Silt (SM) 03-3612r i r „rVitn.. h. 4M,}. •i3Tt..',;.fi t`a' ,,,:: ,',:11/7/03 Part of N1/2, SW1/4, Section 20,T1N, R66W Jon taVt.�,.{ V Weld County, CO • High Plains Engineering E;; --..{ \p^'h 736 Oerrver Avenue • Fort Lupton CO 80021 ` IR Phone 303-857-9280 • Fax 303-857-9235 126 7076 ES% 6% z 4% Hf+ 0 27L Dep4H, J lO _yam Nzo 0 -a% i}ddea z w -6% w a. -S% -lox 700 500 WO 20003000 -moo LOAD(PSF) {I Ar,a ke 3�h' } Oil ;st'B. i751 § y b' 17747077713 Z':" rr ' 1 . f€,�7 L rc ��' S �J E . '�� s" v � �F1W7i7st 75 71 4 4 30.7 19.2 t: o- s 1,0-Cla with Low Plastici (CL) alma 03-3612 sist, 3�s`.r;sc 11/7/03 1 0�TIN, Part of N1/2, SW1/4, Section 20, T1N, R66W # a 4 ;041 Jon Weld County, Co `C c High Plains Engineering -r n'ri'� -S.-11Nt-,. 73c 'Denver ...Avenue • Fort Lupton CO 80021 Phone 3O3-867-928O • Fax 303-887-9238 12%, __ 10% sx 6% O 4% 0 14} O 2% p �� O 0 z - 7 -2% I- -4% Itdbc� z w U - w a -a% -10% 100 500 1000 2000 3.CXX) 10000 LOAD (PSF) ,iE..i'�� •—rY i'•.,� }fie�� d 3 r_� �3 3 4 Y-w � -t. ,jK .'. i '._� �,;. � 1. _.- _ U.,•� ; r�� t Fr:.�� '�Y? .' • 3• V 8 4 non-plastic 0.6 Sandy Clay(SC) 43-3612 . { r h iv t ; � +, } :ivM -' tit . 11/11/03 Part of N1/2, SW1/4, Section 20, TIN, R66W hb{ :z" ` Jon Weld County, CO High Plains Engineering ---- -, l36 C)rinvt r rote-a to • Fort Lupton CO 8O©2 1 Phone 303-857-8280 • Fax 3O3-857-9238 10% . S% 6% z 4% 0 254+ O -2% I- -4% 4.144,1. z w -6% w a_ -S7L -19% 1a0 sac, 1DGo 2OOO 300 T LOAD(PSF) 8 25 non plastic 0.7 Well Graded Sandy Silt (SW-SM) tit 03-3612 11/11/03 Part of N1/2, SW1/4, Section 20,T1N R66W Jon Weld County, CO ear - High Plains Engineering 735 CDertiver Avenue • Fort Lupton CO 80521 Phone 303-857-9280 • Fax 303-857-9238 10x - sx 6% z 41 O O 9f} 0 2% - D4p4L. - O a ' O -2x Nz 0 co -4% )odd e.A I z w -6% w 4 -Sx -10% 100 600 1000 2000 3000 10000 LOAD(PSF) X74 ��i � �irfz' ef3riew�"lAkcr� ' �3 s ` r$ {f: r 4- S 3 * 9 9 non-plastic 0.9 Welt Graded Silty Gravel (GW-GM) 03-3612 0?f0 !!CW.! . T �'� 3,�N".�A��?�r�%�`�f.� x+r�5n�L�'a�� x ` & 11/11/03 Part of N1/2, SW1/4, Section 20, Ti N, R66W ;G ? 1. Jon Weld County, CO •w High Plains Engineering To.„ 736 Denver Avenue • Fort Lupton CO 80021 Phone 303-867-9280 • Fax 303-857-9238 12% lax sx 6% z a-% O .Fit- 2% nfk O CP 0 -2x N_° /.Z7 x hidGel w 0 -6% 0. -max -10% 1e 6Oa 'OW 2Qa10WOO 1par�a `` g LOAD(PSF) 6 r ..:5j LI ,yam �°4'S"z } u ry.qn r—, .,,�"r i irf 3.�Y`r 2°gi t- i x ,a.; .-7qs' .f ?� r ?i 1 t �L 'c �.t iG2 <74'3 J 6 1n ��f i `C2 �'�t�. 4 MA L= �a`:�e`.n�7tr' r6.��s-}'�.₹ �: t SL�r i_D's H .� ��1 i�ekJ: e�F�ealtr� rt ni r _ ,�,c : m aal + .i 11 4 non-plastic '"'"'t�"3 1.4 Sandy 3' ._ , ��-�w�,s:- Cla (SC • L .iO3-3612 •� �kra�t�Qlla t+e.Tv=b, � 9►c, �.ewc_�r,e"! 11/11/03 Part of N1/2, SW1/4, Section 20, T1N, R66W Jon Weld County, CO S j - High Plains Engineering ANN -�~ 736 OarIver Rvaryuu • Fort Lupton CO 80©21 Phone 3O3-867-928O - Fax 3O3-867-9238 1216 10% E5% 6% .. z 4% O /5'47-F4 a 2% tv (,� O O -2x //L O -4% - z U -6% r w a -sx -197. 100 600 1000 2000 SOp0 10000 LOAD(PSF) + 11 15-17 �Iyr �NM non-plastic °' " s ' 1.6 Silty Grave! GM 4 T 'O.03-3612 a te ^,K r t,r '{ , 1/ Part of N1/2, SW1/4, Section 20, T1 N, R66W Jon We'd C" " y" ounty, CO .S. ih . \ High Plains Engineering eitNi 735 Denver Avenue • Fort Lupton CO 8062 I Phone 303-857-9280 • fax 303-857-9238 WELL SLOPED— 12" PER BRACE WALLS, TOP do JOEL MIN. BOTTOM PRIOR TO BACKFIWNG —DAMP PROOFING FOUNDATION WALL L BACKFILL AREA 7 IRAFl 140N SLAB OR CRAWLSPACE LEVEL ILTER FABRIC EOUIVALEN , pip n� GL ep T yy GRADE --- . . A� OMft-iENOS ALONGU gOTTOOM ALL OF EXCAVATION TO A MINIMUM � OF 6 INCHES ABOVE BOTTOM z OF PIPE ALONG EXTERIOR r' OF EXCAVATION CONCRETE FOOTER EpTH OF 3/4 TO 1-1/2 CLEAN RIVER ROCK 1 4" DIA. PERFORATED PLASTIC PIPE *RIGID PERFORATED PVC PIPE IS RECOMMENDED* Details of Peripheral Drain System (OUTSIDE) SLOPE TO DRAIN INTO SUITABLE OUTLET, 1/8" PER FOOT MINIMUM - High Plains Engineering rivw .n.1/4 735 Denver Avenue • Fort Lupton CO 50G2 I Phone 303-557-9250 • fax 303-557-9235 • FOUNDATION GRADING DETAIL 4' MIN. ♦s- ' DECORATIVE CRAWL OR DARK AREA GRADE • �� i)ril C 6 }rEIG. GLUE POLY. TO FOUNDATION WALL • METAL OR WOOD EDGE FOUNDATION WALL W/ 1/2' SPAM AT • BOTTOM TO ALLOW FOR THE RELEASE OF WATER 6 MIL POLYETHYLENE SLOPED AWAY FROM NOT FOUNDATION 1. PROVIDE A MINIMUM OF 12" IN THE FIRST 10'-0"-FROM HOUSE (10x) 2. DOWNSPOUTS AND EXTENSIONS SHOULD EXTEND BEYOND THE GRAVEL OR BARK AREA High Plains Engineering N-{'4.'tRo� 735 Denver Avenue • Fort Lupton CO 80621 Phone 303-867-9280 • Fax 303-867-9238 General Notes DRILLING&SAMPLING SYMBOLS SS: Split Spoon—1 3/81.D.,2"O.D.unless otherwise noted HS: Hollow Stem Auger ST: Thin-walled Tube—2"O.D.,unless otherwise noted PA: Power Auger RS: Ring Sampler-2.42"I.D.,3"O.D.unless otherwise noted HA: Hand Auger ' DB: Diamond Bit Coring—4",N.B. RB: Rock Bit BS: Bulk Sampler or Auger Sample WB: Wash Boring The number of blows required to advance a standard 2-inch O.D.split spoon sampler(SS)the last 12 inches of the total 18—inch penetration with a 140-pond hammer filling 30 inches in considered the"Standard Penetration"of"N-Value". For 3"O.D.ring samplers(RS)the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140 pound hammer falling 30 inches,reported as"blows pa foot"and is not considered equivalent to the"Standard Penetration"of"N-Value". Water Level Measurement Symbols: WL: Water Level WS: While Sampling WCI: Water Cave In WD: While Drilling DCI: Dry Cave In BCR: Before Casing AB: After boring Removal ACR: Alter Casing Removal Water levels indicated on the boring logs are die levels measured in the borings at the times indicated. Groundwater levels at other tines and other locations across the site could vary. In pervious soils,the indicated levels may reflect the location of groundwater. In low permeability soils,the accurate determination of groundwater levels may not be possible with only short-term observations. Descriptive Soil Classification: Soil classification is based on the Unified Classification System. Coarse Coined Soils have more than 50%of their dry weight retained on a#200 sieve;their principal descriptors are:boulders,cobbles,gravel or sand. Fine Grained Soils have less than 50%of their dry weight retained an a#200 sieve;they are principally described as clays if they are plastic,and silts if they are slightly plastic ofnon-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation,coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis ofifneir consistency. FINE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK IRS) (SS) (RS) (SS) Relative (RS) (SS) Blows/Ft. Blows/Ft. Consistency Blows/Ft. Blows/Ft. Density Blows/FL Blows/Ft. Consistency <3 <2 Very Solt 0-6 <3 Very Loose <30 <30 Weathered 3-4 2-3 Soft 7-18 4-9 Loose 30-49 20-29 Finn 5-9 4-6 Medium Stiff 19-58 10-29 Medium Dense 50-89 30-49 Medium Hand 10-IS 7-12 Stiff 59-98 30-49 Dense 90-119 50-79 Hard 19-42 13-26 Very Stiff >98 >49 Very Dense >119 >79 Very Hard >42 >26 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Terms of Major Component Other Constituents Percent of Dry Weight of Sample Particle Size Trace <I5 Boulders Over 12 in.(300mm) With 15-29 Cobbles 121n.to 3 in.(300nun to 75mm) Modifier >30 Gravel 3 in.to#4 sieve(75mm to 4.75mm) Sand #4 to#200 sieve(4.75mm to 0.075mm) Silt of Clay Passing#200 sieve(0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Terms of Other Constituents Percent of Dry Weight Term Plasticity Index Trace <5 Non-plastic 0 With 5-12 Low 1-15 Modifiers >12 Medium 15-25 High 30+ ' y;. High Plains Engineering t\--;) { Ny. 735 Denver Avenue • Fort Lupton CO 80821 Phone 303-857-9280 • Fax 303-857-9238 Report Terminology (Based on ASTM 1)653) Note: This is a list of general Geotechuical terminology. These terms mayor may not appear within any given High Plains Engineering,Inc.documentation. Allowable Soil Bearing Capacity The recommended maximum contact stress developed at the interface of the foundation element and the material. supporting Alluvium Soil,the constituents of which have been trans ported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base Course A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging,blasting or other methods of extraordinary force for excavation. Beach A horizontal surface in a sloped deposit. Caisson A concrete foundation element cast in a circular excavation that may have an enlarged base. Sometimes referred to as a cast-in-place pier or drilled shaft. Coefficient of Friction A constant proportionality factor relating normal stress and the corresponding shear stress at which sliding stalls between the two surfaces. Colluvium Soil,the constituents of which have been deposited chiefly by gravity such as the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation. Concrete Slab-on-Grade A concrete surface layer cast directly upon a base,subbase or subgrade,and typically used as a floor system. Differential Movement Unequal settlement or heave between,or within,foundation elements of structure. Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load,a criteria used to convert traffic to a uniform standard. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Existing or Man-made Fill Materials deposited throughout the action of man prior to exploration of the site. Existing Grade The ground surface at the time of field exploration. Expansive Potential The potential of a soil to expand due to absorption of moisture. Finished Grade The final grade created as part of a project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Foundation The lower part a structure that transmits the loads to the soil or bedrock. Frost Depth The depth at which the eP ground becomes frozen. Grade Beam A foundation element or wall,typically constructed of reinforced concrete,used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock. Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occurring ground surface. Native Soil Naturally occurring on-site soil. Optimum Moisture Content The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort. Perched Water Groundwater. Scarify To mechanically loosed soil or break down existing soil structure. Settlement Downward movement of soil. Skin Friction or Side Shear The frictional resistance developed between soil and an element of the structure such as a drilled pier. Soil Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Structural Fill Specified material placed and compacted to a specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and have course. Subgrade The soil prepared and compacted to support a structure,slab or pavement system. Plains Engineering High { ' 735 Denver Avenue • Fort Lupton CO 80621 Phone 303-857-9280 • Fax 303-857-9238 Laboratory Test Significance and Purpose Note: This list is for informational and general purposes only. California Bearing Ratio Used to evaluate the potential strength soil,subbase and base course material,including f subgrade recycled material for use in road and airfield pavements.Purpose:Pavement Thickness Design Consolidation Used to develop an estimate of both the rate and amount of both differential and total settlement of a structure. Purpose: Foundation Design. Direct Shear Used to determine the consolidated drained shear strength of soil or rock. Purpose: Bearing capacity, foundation design and slope stability. Dry Density Used to determine the in-place density of natural, inorganic fine soils. Purpose: Index property soil behavior. Expansion Used to measure the expansive xp potential of fine- grained soil and to provide a basis for swell potential. Purpose: Foundation and Slab Design. Gradation Used for quantitative determination of the distribution of particle sizes in soil. Purpose: Soil Classification. Liquid&Plastic Limit/Plasticity Index Used as an integral part of engineering classification systems to characterize the fine-grained fraction of soils,and to specify the fine-grained fraction of construction materials. Purpose: Soils Classification Permeability Used to determine the capacity of soil or rock to conduct a liquid or gas. Purpose: Groundwater Flow Analysis. pH Used to determine the degree of acidity or alkalinity Qf a soil. Purpose: Corrosion potential Resistivity Used to indicate the relative ability of a soil medium to carry electrical currents. Purpose: Corrosion potential. __ _ N89° 22'25" E 2630.90' raiiMmemomlowimismoseamme•mmoirg•mmemmoillall8MEMOOMOINIIIIIrlallillMOMIIIIII•MIIIIMRIIIIIMIB•MIMI•MINIIIIIIIIIIIIINIIIIVIIIIIM•11IND•110111111111110111111111111111•118111111111MOINIMIPIIMIIMMENIBMIIIIIIIIIIIIINO•IMINISIOIMIII•IMINI•11111MOIMIll I I I I I L?!(11 I I 1 I i Z I I I a 1 I I ---R.R. TRtCKS I h. co I 1 1 - 1 Cu ial co ! I I or CU ~ I 1 I I ( is 3 I /�/10 I I 7 I W Z C° 1 I I to I Crl ! U • I I co SITE PLAN - . ■ . ° I .__) I 1 I ' p W O ■ • • • p Z I I I " I I I d9 I I I I I I 3 1 I I I I I I---200' 200'-I L._,WWII46•5 6a Min429•"_._■L._._.�.�._.�.-JLS r117711317,111 Sr• n'b3C:`# rIll II IIIIIIIII II MN,II MIR a MOM•SIMI'II MIMI a MIMI a MIS a 11•INIM a=I=•=NIP•Mi.._.....�._■J L SOIL BORING HOLE A PART OF THE N1/2 OF THE SW1/4 I OF SECTION 20, T1N, R66W OF THE 6TH P.M. I WELD COUNTY, CO I i t Hello