The URL can be used to link to this page

Browse Search

Home My WebLink About992644.tiff • Date: 7.19.99 343 east fourth street loveland,colorado 80537 Shed Lockman, Planner 970.663.0548 Department of Planning Services fax 970.669.2384 Weld County Administration Services 155 N. 17th Ave. Greeley, Colorado 80631 RE: S-483, Ivy Crest Minor Subdivision for 5 residential lots on 12.596 acres described as Lot A of Recorded Exemption 2151, situated in the E2 E2 of Section 21, T3N, R67W of the 6th P.M., Weld County, Colorado. Dear Ms. Lockman, Enclosed is the application and accompanying required documents and fees for step 2 (Minor Subdivision Change of Zone) for the proposed Ivy Crest Minor Subdivision. Please contact me if you have any questions or require further information or documentation. Thank you. Best regards, Catherine Scott, Architect KENNEY &ASSOCIATES kenney r associates • architects landscape architects urban designers pla ,rc EXHIBIT 992644 I `0 DEPARTMENT OF PLANNING SERVICES Weld County Administrative Offices, 1400 N. 17th Avenue, Greeley, CO 80631 Phone(970)353-6100, Ext. 3540, Fax*(970)352-6312 MINOR SUBDIVISION CHANGE OF_ZONE APPLICATION ]/PiClq App. Ch'd By: S PGt .CAS Case Number: App. Fee: //OQ— Receipt Number. 04�ypn^iQ/yq Record. Fee: I/c-" Receipt Number: Cr an (Lin 2j� Planner Assigned to Case: 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: A parcel of land being the east half(E12),of Section Twenty-0ne(21),Township Three North(T.3.N.).Range sixty- LEGAL DESCRIPTION: seven west(R.67W)of the Sixth Principal Meridian(6th P.M.),County of Weld, State of Colorado. (If additional space is required, attach an additional sheet) Property Address(if available): not avail. .. _. _. Present Zane Farming TA) Proposed Zone Estate(E) Total Acreage 14.9 acres(5 res. Lots+'outlot) Overlay Districts Of appaca le) none SURFACE FEE(PROPERTY OWNERS) OF AREA PROPOSED FOR CHANGE OF ZONE: Name: Daniel Ochsner do Denver Canadian Inc Home Telephone# Address 18905 WCR 394,La Salle,CO 80645 Bus.Telephone#: (970)330-3839 (970)396-9433 (mobile) Name: n/a Home Telephone#: Address: Bus.Telephone#: APPLICANT OR AUTHORIZED AGENT(if different than above) Name:_Kenney&Associates,Roger A. Kenney HomeTelephonet n/a Address: 343 E.Fourth St.,Loveland,Co 80537 Bus.Telephone*:_(970)(7 663-0548 ( / Signature: Owner or Authorized Agent 8 Date: 7.19.99 Sheri Lockman, Planner Department of Planning Services Weld County Administration Services 1400 N. 17th Ave. Greeley, Colorado 80631 RE: S-483, Ivy Crest Minor Subdivision for 5 residential lots on 12.596 acres described as Lot A of Recorded Exemption 2151, situated in the E2 E2 of Section 21, T3N, R67W of the 6t° P.M., Weld County, Colorado. Dear Ms. Lockman, As the agent for owner Dan Ochsner of Denver Canadian, Inc., we are requesting the vacation of Special Use Permit 388 concerning a gravel pit. Please notify us of the date/time/place of the hearing with the Board of County Commissioners which will be scheduled concerning this matter. Best regards, 2 Catherine Scott, Architect KENNEY &ASSOCIATES kenney r associates • architects landscape architects urban designers planners RESPONSE TO MINOR SUBDIVISION CHANGE OF ZONE QUESTIONAIRE (for S-483, Ivy Crest Minor Subdivision for 5 residential lots on 12.596 acres described as Lot A of Recorded Exemption 2151, situated in the E2 E2 of Section 21, TN3, R67W of the 6th P.M., Weld County, Colorado.) 1. The enclosed Minor Subdivision Land Use Map proposes five residential lots on 12.596 acres, with an average lot size of 2.522 acres. Additionally, there is a required outlot of 2.34 acres, bringing the total acreage to 14.936 acres. The lots range in size from 2.5 acres to 2.56 acres. As proposed, the lots are compatible with the intent and uses allowed in the E (Estate) Zone district as set forth in Section 36 of the Weld County Zoning Ordinance, as amended. 2. The properties adjacent to the proposed residential subdivision include farmhouses. There are adjacent farmhouses along County Road 19. There are two existing residences on the site (the Recorded Exemption lot on which the subdivision is proposed). The Weld County Right to Farm Covenant will be incorporated into the Ivy Crest Covenants. Future residents will be informed of the meaning and intent of this covenant; that agricultural uses shall not be considered nuisances as long as they are operated id conformance with the law in a non- negligent manner. The covenants will explain that activities, sights, sounds and smells of agricultural operations are common in the area. 3. The proposed sewage disposal system will be an engineered designed septic system provided per each residential lot. These systems will be installed according to the Weld County Individual Sewage Disposal Regulations. 4. Roger Kenney, Principal of Kenny &Associates, met with Glen Miller of the Platte Valley Fire Protection District, concerning the proposed subdivision. Break away fire access gates and a fire hydrant will be required by the Platte Valley Fire Protection District, and have been added to the enclosed Minor Subdivision Land Use Map. 5. The property does not have soils with moderate or severe limitations for construction. Refer to enclosed copy of the soils report, Geotechnical investigation for Dan Ochsner's Minor Subdivision in the E1/2 of Section 21, T.3.N., R.67 W of the 6"'P.M., Weld County, Colorado., for the property. Please also refer to the enclosed Soils Survey, which discusses in depth specific soils which are called out on the enclosed Minor Subdivision Land Use Map. 6. County Road 19 is the adjacent road accessing the property. Highway 66 intersects County Road 19. Both of these roads are adequate to meet the requirements of the proposed zone district. 7. Please refer to the enclosed Engineering Geology Report for Dan Ochsner's Minor Subdivision in the E1/2 of Section 21, T.3 N., R.67 W of the 6"' P.M., Weld County, Colorado. The Owner is requesting a vacation of Special Use Permit 388 for a gravel pit for this property. The Owner has no intentions for, or plans to extract mined materials from this site. 8. There is no Flood Hazard Overlay District in the proposed change of zone area. 9. There is no Geologic Hazard Overlay District in the proposed change of zone area. 10. The proposed change of zone area is not located in the AP (Airport) Overlay District. ATTACHMENT TO CHANGE OF ZONING APPLICATION FOR S-483, IVY CREST SUBDIVISION FOR 5 RESIDENTIAL LOTS ON 12.596 ACRES AS DESCRIBED AS: Lot A of Recorded Exemption 2151,situated in the E2 E2 of Section 21,TN3, R67W of the 6th P.M., Weld County, Colorado. Please note that Lots A and B of Recorded Exemption No. 1209-21-4-RE2151 for Dan Ochsner will be amended as required if the Ivy Crest Minor Subdivision is approved. The lots lines will be revised to reflect the revision to the size of the proposed subdivision resulting from the addition of an outlet requested by the County. The subdivision was modified to include the addition of an outlot required by the County. The residential lots were revised slightly to ensure that the they remained a minimum of 2.5 acres as required. The residential lots total 12.596 acres. The outlot is 2.34 acres. The total acreage including the outlot is 14.936 acres. RESPONSE TO COMMENTS FROM DEPARTMENT OF PLANNING SERVICES REGARDING STEP 1 SUBMITTAL FOR MINOR SUBDIVISION SKETCH PLAN (RE: S-483, Ivy Crest Subdivision for 5 residential lots on 12.596 acres described as Lot A of Recorded Exemption 2151, situated in the E2 E2 of Section 21, TN3, R67W of the 6th P.M., Weld County, Colorado. Note: The comments from the Department of Planning Services are not numbered; however the following responses address comments in the order they appear on the 2.22.99 document 1. The proposed lots are compatible with the intent and uses allowed in the E (Estate)zone district as set forth in the Weld County Zoning Ordinance, as amended. 2. The site is currently zoned FA (Farming) and this submittal is a part of the process required to change the zoning of the five lots to E (Estate) zoning. The proposed residential lots and are a minimum of 2.5 acres in size, and each will have an engineered designed septic system for sewage disposal. 3. The proposed residential lots will adhere to the applicable zone district requirements. 4. The Owner has requested the vacation of Special Use Permit 388, concerning a gravel pit on the property. Please refer to the letter addressed to the Department of Planning Services dated 7.19.99. 5. The proposed subdivision development is for five residential units, and therefore is defined as a non-urban scale development by the Weld County Zoning Ordinance. 6. The proposed engineered designed septic systems for each lot will be installed according to the Weld County Individual Sewage Disposal Regulations. 7. Please refer to enclosed letter from Central Weld County Water District dated 8.14.97. Please also refer to the enclosed Water Supply Information Summary. 8. The Weld County Right to Farm Covenant will be incorporated into the Ivy Crest Subdivision A' Covenants. Refer to item 2 of the enclosed Response to Minor Subdivision Chance of Zone Questionaire. 9. A bus stop/mail area has been added at the entrance to the proposed minor subdivision. Refer to the Land Use Map. 10. A minimum 150' easement is required around the existing Patina Oil and Gas Corporation gas wells on the site as a buffer from any possible drilling. The proposed subdivision development is more than 150' these gas wells. Please refer to the Land Use Map. Thus, oil and gas activities have been adequately addressed and incorporated into the site design. 11. 80' right-of-way has been provided at the entrance to the proposed subdivision. 12. Minimum street width in the proposed subdivision is 24'. The roads will have a minimum of 4" of aggregate gravel base. The proposed drive from which the residential lots will be accessed will be called "Ivy Crest Court". Refer to the Land Use Map. 13. An outlot containing a common access road for all the residential lots has been incorporated into the site plan. Fencing and landscaping running parallel to this road and County Road 19 have been added to the Land Use Map. 14. An access road to Lot 1 running north of the property has been incorporated into the subdivision plan. This, including the modification mentioned in item 13 above, has caused a slight increase in the total acreage of the subdivision. This was necessary in order to maintain minimum 2.5 acre lots. Thus, the acreage has increased to 12.596 acres from the original 12.63 acres submitted on the Sketch Plan. The outlot is 2.34 acres. The total acreage for Project including the residential lots and the outlot is 14.936 acres. 15. All access roads in the proposed subdivision are on a separate lot (the outlot mentioned in item 13 above)from the residential lots. They will be maintained by the Ivy Crest homeowners association. This requirement will be incorporated into the Ivy Crest Covenants. 16. Utility easements have been added to the residential subdivision lots as required. The building envelope for Lot 3 has been moved to avoid the existing Northern Colorado Water Conservancy District easement which crosses the parcel. 17. The Owner agrees to provide the subdivision improvements required by the Subdivision Ordinance, as amended. November 11, 1998 Weld County Planning Department 1400 North 17th Avenue . Greeley, CO 80631 Dear Planner: I, Dan Ochsner of Denver Canadian Inc. has contacted Patina Oil Inc. in regards to the propose minor subdivision known as Ivy Crest. We have determined that no potential problems exist as a result of this project. If you have any questions please contact me. • Sincerely, Daniel L. Ochsner c6 L Da LLut.) PATINA OIL &GAS CORPORATION 804 Grand Avenue Platteville,Colorado 80651 November 12, 1998 ' (303) 939-8585 Metro (070)785-0352 (303)939-8838 tax Mr. Daniel Ochsner 18905 Weld County Road 394 . • LaSalle, CO 80645 Re: Patina's Oil and Gas Operations SE1/4 Section 21,T3N,R67W Dear Mr. Ochsner: At your request, 1 have visually inspected the above referenced area for indications of activities that may interfere with your proposed subdivision of a 13 acre tract. The visual inspection shows that no wells or tank batteries exist on the 13 acre tract. Patina's wells are in the corn field west of the tract. As we discussed, there may be underground pipe lines owned by Patina or by other parties that transverse the subject lands. To get a full picture of the underground situation, it will be necessary for you to request a location from One Call. Their telephone number is (800) 922-1987. 13y contacting them, all parties who may have facilities in the tract will be contacted. • Please feel free 10 contact me if you have any questions, Very truly yours, PA H O AND GAS CO - resnahan Consulting Landman • DRAINAGE REPORT FOR OCHSNER MINOR SUBDIVISION WELD COUNTY, COLORADO Prepared for Kenney & Associates 343 East Fourth Street Loveland, Colorado 80537 October 28, 1998 Commission No.: 1772-39-01-01 Prepared By FOUNDATION ENGINEERING CONSULTING ENGINEERS, LTD. 5110 Granite Street Loveland, Colorado 8O538 FOUNDATION I Consulting ENGINEERING Engineers,Inc. October 28, 1998 Commission No.: 1772-39-01-01 Kenney & Associates 343 East Fourth Street Loveland, Colorado 80537 Gentlemen: Enclosed is the drainage report for the proposed Ochsner Minor Subdivision, Weld County, Colorado. Our calculations show that the imperviousness of the five (5) lot subdivision will not increase significantly from the existing conditions. We feel that no mitigation of runoff will be required as a result of this development. If you have any questions, please feel free to call. Respectfully, Jason E. Baker, Civil Engineer pni:nn rnnurr `40 REG4S1,'' evi wedbyr� � 'CHF 1 O '4'A 0 = '*1 3 ames A. Clkerin};;9.E. :''1' FOUNDATIC ( 141.E EltaNG;CONSULTING ENGINEERS, LTD. 1i,,rr631 f NA`ttP;t JEB/jle 5110 Granite Street, Suite D ',Loveland, Colorado 80538 .(970) 663-0138 .Fax (970) 663-1660 500 Kimbark Street, Suite 101 .Longmont, Colorado 80501 •(303) 702-0661 •Fax (303) 774-8413 INTRODUCTION This Drainage Report is being prepared for the development of the proposed Ochsner Minor Subdivision to be constructed in Weld County, Colorado. The site is situate in the East Half of Section 21, Township 3 North, Range 67 West of the Sixth Prime Meridian, Larimer County, Colorado. More specifically, the site is along the west side of Weld County Road No. 19, approximately 1/8 mile north of Highway 66. This site is currently undeveloped. Refer to the vicinity map on the subdivision plat. HISTORIC FLOWS This site is bordered by Weld County Road No. 19 on the east side, by a concrete lined ditch and corn field on the west side, by a single family residence to the south, and gravel access road to the north. Historic flow on this site is generally from east to west where the runoff flows into the existing concrete lined ditch. The existing road at the northern portion of the site provides access to this site and several other properties. PROPOSED DRAINAGE IMPROVEMENTS No drainage improvements are planned for this site. Calculations are provided showing that the imperviousness of the site will be increased from 0.20 for the undeveloped site to 0.2305 for the 1 developed site. This is calculated with approximately 3,300 square feet of rooftop for each lot (residences and outbuildings)and the two(2)gravel roadways on the west and north sides of the site. Refer to the subdivision plat for location of the roadways. The gravel roadways will not change the natural slopes and will allow drainage from east to west where runoff will flow into the existing concrete lined ditch. It is our opinion that the increase in runoff will not be significant as a result of this development and will require no mitigation. CONCLUSIONS 1. The site does not sit in a regulated flood plain and is not subject to severe flooding problems. 2. Runoff on this site will not be significantly increased as a result of this site being developed. HISTORIC INFILTRATION Total area of site = 12.7 acres Undeveloped runoff coefficient C = 0.20 DEVELOPED INFILTRATION Area of residences and outbuildings = 0.379 acres (2.98% of site) Area of proposed road = 0.69 acres (5.43% of site) Gravel road runoff coefficient C = 0.35 Developed Coefficient of Infiltration C = 0.2(0.9158) + 0.95(0.0298) + 0.35(0.0543) = 0.2305 2 EROSION CONTROL Silt fencing should be used to prevent erosion during construction. The fence should be placed along the west side of the new roadway. Native grasses should be re-seeded along the affected areas on each side of the roadway. Additional erosion control measures should be addressed for each residence to be constructed at that time. All erosion control measures should be constructed per the pre-approved standard Weld County details. 3 ENGINEERING GEOLOGY REPORT FOR DAN OSHNER'S MINOR SUBDIVISION IN THE E'r5 OF SECTION 21, T.3 N. , R. 67 W. OF THE 6 'li P.M. , WELD COUNTY, COLORADO FOR KENNEY & ASSOCIATES CDS ENGINEERING CORPORATION LOVELAND, COLORADO PROJECT NUMBER 98-9511 September 16, 1998 CDSEngineering Corporation ' September 16, 1998 Project No . 98-9511 Mr. Jim Birdsall Kenney & Associates 343 E . 4th Street Loveland, CO 80537 Dear Jim, Enclosed is the Engineering Geology Report for Dan Oshner' s Minor Subdivision in the E'34 of Section 21, T.3 N. , R. 67 W. of the 6`h P.M. , Weld County, Colorado . If you have any questions concerning the information in this report, please contact this office. Sincerely, CDS ENGINEERIN RPOTI "ii a ,~ 8s c= . Wernsman P j ct Engineer AJW/pkw Enclosures • 165 2nd Street S.W. • Loveland, CO 80537 • (970)667-8010 • Fax: (970) 667-8024 TABLE OF CONTENTS Paae Letter of Transmittal i Table of Contents ii Scope 1 Site Investigation Geology 2-4 - Regional and Local Setting 2 - Economic Geology 3 - Potential Geologic Hazards 3 , 4 Groundwater Resources 4 Sewage Disposal - _ 4 Summary, Conclusions, and Recommendations 4, 5 Site Area Geology Drawing No. 1 Symbols and Soil Properties Diagram No. 1 Log of Borings Drawing Nos . 2-1 and 2-2 ii 1 SCOPE - This report presents geologic data, interpretation, and evaluation which pertains to the development of the proposed Dan Oshner' s Minor Subdivision in Weld County, Colorado. The Dan Oshner' s Minor Subdivision is a proposed 12 . 63 acre development located west of the Town of Platteville, Weld County Colorado, just east of St . Vrain Creek. More particularly, the site is located in the E% of Section 21, Township 3 North, Range 67 West of the 6th P.M. , Weld County, Colorado. The intent of this subdivision "is to provide lots for residential development. The geologic conditions, potential radon hazard, and soil types will be discussed. SITE INVESTIGATION This investigation was carried out by means of site inspection by the author of this report, evaluation of test hole data from CDS Engineering Geotechnical Investigation No. 98-9511, and .information obtained from "Sand, Gravel, and Quarry Aggregate Resources - - Colorado Front Range Counties" , "Guidelines and Criteria for Identification and Land-Use Controls of Geologic Hazard and Mineral Resource Areas" and "Proceedings of the Fifteenth Forum on Geology of Industrial Minerals" by the Colorado Geological Survey, "Geologic Map of Colorado" , by the U.S .G. S . , "Geologic Hazard Area Map of Potential Ground Subsidence Areas in Weld County, Colorado", by the Weld County Department of Planning Services, and "Soil Survey of Weld County Area, Colorado"_,_ by the U. S .D.A. Soil_ Conservation Service. Information of economic constraints for sand and gravel mining were from verbal communications with local gravel pit operators . - 2 GEOLOGY Regional and Local Setting The site lies in the Colorado Piedmont Section of the Great Plans Physiographic Province. The Colorado Piedmont is an elongated trough in the Great Plains, adjacent to the Front Range of the Southern Rockies . The Colorado Piedmont was formed when uplift of the area in Miocene-Eocene times (20-50 million years ago) produced an increase of stream erosion resulting in scouring next to the foothills and outlying areas . The Piedmont is bordered by the Southern Rockies to the west, Great Plains escarpment to the northeast, and Palmer Divide to the south. More particularly, the site lies west of the Town of Platteville, Weld County, Colorado, just east of St . Vrain Creek. The site lies approximately five (5) miles northeast of any potential subsidence areas shown on the Geologic Hazard Area Map_ of Potential Ground Subsidence Areas in Weld County, Colorado . Radon potential was investigated by reviewing the EPA' s Map of Radon Zones in Colorado and Results of the 1987-88 EPA Supported Radon Study in Colorado. Weld County is in an area that has a predicted average indoor screening level greater than 4 pCi/L (a Zone 1 area) . Therefore, the site is in an area with a high geologic radon potential . The Weld County average from the Radon Study in Colorado is 3 . 92 pCi/L, which is below the 4 pCi/L EPA level . Therefore, the proposed site is in an area ,of possible high radon potential . It is recommended that each house be tested. - Consideration to radon mitigation should be made during house - - - construction. Structurally, the site lies on the western edge of the Denver Basin, a thick accumulation of sediments involved with downwarping in the basin area and uplift of the adjacent highland areas in late Cretaceous and early Cenozoic . Small anticlinal folds occur adjacent to the Front Range in the sedimentary rocks and are conducive to the accumulation of oil and gas deposits . The closest known faults to the site are the Thompson Canyon Fault and Milner Mountain Fault, which are approximately twenty (20) miles to the west . Both faults are believed to be inactive since no recent - 3 records of fault movement or earthquakes exist . Slopes at the site are slight with drainage : flowing to the southwest with a maximum slope of approximately -five percent (5%) . The site is not located within the 100-year or 500-year flood plain (Refer to the Flood Insurance Rate Map (FIRM) , Community-Panel Number 080266 0855C, dated September 28, 1982) . Groundwater levels are at an approximate depth of twelve feet (12 ' ) along the northwest portion of the site. Groundwater was not encountered to a depth of sixteen feet (16 ' ) during drilling operations on May 11, 1998 . Economic Geoloav Mineral resources were not encountered at the site . Although the site lies in an area of gravel deposits underlying terraces and flood plains, test hole data reveals that no gravel or pit run exist at the site. Fine sand was encountered to a depth of sixteen feet (16 ' ) . Therefore, the mineable area of the site was determined to be approximately 0 acres . "-Based on the _above data and criteria used in determining economic feasibility of local gravel operations, we feel that the site is not large enough and does not contain enough gravel to be economic for mining. Information on oil and gas deposits at the site were not available at this time; however, oil and gas wells are located near this area. Potential Geologic Hazards Geologic hazards caused by gravity, such as landslides, rock fall, mud and debris flows, and snow avalanches, are not anticipated in the present state of the site. Utility trenches may require shoring or bracing in order to create safe working conditions during construction. The SCS described the soils at the site as 1) Aquolls and Aquepts, flooded, 2) Valent sand, 0 to 3 percent slopes, . and 3 ) Vona loamy sand, 3 to 5 percent slopes . These soils are described by the SCS as having 0 to 5, percent slopes . ._ The Aquolls and Aquepts are subject to excessive surface runoff and are poorly 4 drained. Valent sand has slow surface runoff with rapid permeability. The Vona loamy sand has slow surface runoff with moderately rapid permeability. Each building site should have a complete geotechnical investigation and engineered foundation so as to minimize the effects of structures on the sandy soils.- GROUNDWATER RESOURCES Potable water is to be supplied by" the Little Thompson Water District . Shallow groundwater at the site should not be used as potable water, but may be used for irrigation water pending acceptable water tests and well permits . Pollution of the groundwater caused by individual sewage disposal systems at the site should not exist because individual septic field designed per the I . S .D. S .R. for Weld County will be used. - SEWAGE DISPOSAL Septic systems designed per the I .S .D.S.R. for Weld County will be used to handle the effluent for each of the five f5) proposed building sites . SUMMARY, CONCLUSIONS, AND RECOMMENDATIONS The site is not underlain with gravel . Oil and gas wells are located in the general region although sufficient information was not obtainable to determine the economic feasibility for oil and gas production at the site. Possible high groundwater and potential trench caving are hazards which will require attention prior to and during the construction process . Potential hazards can be minimized or eliminated by 1) a geotechnical investigation being performed for each proposed site and following the recommendations in the report and 2) by following the current construction practices and codes . 5 Based on the data mentioned in this report, we feel that the - site is suitable for the proposed Dan Oshner' s Minor Subdivision provided the recommendations in this report are met . This report does not reflect __any variations in surface and subsurface conditions either natural or man-made . • G T+t ®' Loy 5 m O.1• z iµ4 O - O V. O- 5 el-KS 5ITg AREA GEOLOGY - LOCATION OF TEST BORINGS DRAWN er:AJ' G LOCATION O� TEST HOLE DRAWING *DALE: Li_ ' T qq�,. 11`` - - GATE: rsti Qe �- Eoliah Drpc l-ts of +Ite Quar4erMty Age -1 --- r9-11S ENOINC€RING_OORP: - - - too. Ms' sI • DIAGRAM NO. 1 SOIL AND ROCK -- - SAMPLERS - - CLAY (CL,OL,Mi.CH,OH( : CALIFORNIA SILT ML DL THIN-WALLED .iii. SAND. (SW,SP,SM,SC) ,1 SPLIT BARREL GRAVEL (GW,GP,GM,GC) BAG SAMPLE - . . � .: WEATHERED ROCK . PITCHER gEg • gaff a ' SHALE & CLAYSTONE JAR SAMPLE SANDSTONE ' PENETRATION RESISTANCE FOR COIiESIONLESS SOILS ON STRENGTH CLASSIFICATIONS FOR COHESIVE SOIL BASIS OF THE STANDARD PENETRATION TEST NUMBER OF BLOWS PER. FT. , N '° RELATIVE DENSITY CONSISTENCY COHESION, KSF** 0 - 4 VERY LOOSE SOFT LESS THAN 0 .5 4 10 LOOSE FIRM 0 .5 - 1 .0 - _ . 10 - 30 MEDIUM STIFF 1 . 0 - 2.0 30 - 50 DENSE VERY STIFF 2.0 - 4 .0 OVER 50 VERY DENSE HARD GREATER THAN 4 .0 * BLOWS PER FOOT - BLOW OF 140 LE, . ** EQUIVALENT TO PP/2 AND OU/2 HAMMER DROPPED 30 IN. TO DRIVE 2- INC. SPLIT-BARREL SAMPLER ONE - - FOOT (ASTM DL586.67 ) . - - _ 4 A 1OG OF BORINGS P'..: W i •I t TF41 -T U 1 R.8 I i O wpm. 1.1115 -Thps011 G11•F WI}k m04 I . • '.•�, ;, �' 'e c0 J - L1. 6roW44 W[1 PQ '':. :.. 6 /6" �'. ;•: 5/6 " 6/4" j s 7/6 " $16" '..° :'. 10/6" �•: " •'.1•: .. 1 �`•�`y: •;_,ti 3/611 . • 7/6 .. 4: -; r; .r%' :". .. :•/,',./,‘ ....se . • . . Drillect : K-II - hig DRAWING -- 4 D•epill +0 1Grou�dwa4ev No. Z- 1 CDS ENGINEERING CORPORATION PROJECT 05- 95lf • LOG . OF BORINGS TIh4 -n4-5. 0 ea Top soil --t " ` wN+In too Jrs . F.NP Se iA -- L4. Lrowar dca� a,r + /G " �G re " g' +�'•• t 7/6 " ti • 2 :4• ' 16 /6"€• ' ►o- 7/ tI t' A , 15 y l' __ . 0..0 ' • DrflleJ: .5- Il• 9A DRAWING . - • NO. • Na GIn %%dwa+nr Ehcouk•herecf• - 22 • CDS ENGINEERING CORPORATION Irriio''ECT °,J$- 9511 GEOTECHNICAL INVESTIGATION DAN OCHSNER'S MINOR SUBDIVISION IN THE OF SECTION 21, T.3 N. , R. 67 W. OF THE 6TH P.M WELD COUNTY, COLORADO FOR RENNEY & ASSOCIATES - - - IN r N N N N CDS Engineering Corporation p on I I CDS • Engineering Corporation • May 20, 1998 Project No. 98-9511 IN Mr. Jim Birdsall ll Kenney & Associates 343 W. 4th Street Loveland, CO 80537 IN Dear Jim, INEnclosed is the report you requested of the geotechnical IN investigation for the proposed residential subdivision to be located on the E2 of Section 21, T. 3 N. , R. 67 W. of the 6th P.M. , Weld County, Colorado. The site is suitable for the construction of the proposed Iresidences, provided the design criteria and recommendations given in this report are met. IllIf you have any further questions concerning the information Illin this report, please contact this office. Respectfully, ,. `"pPE��rIN p�� 0 ••• SlF % CDS ENGI ING P` WFy.• .�O P'uli. d ;1 30318 1 Et.- •• r_ J. Wernsman, P* ::::- c AJW/pkw Enclosures 165 2nd Street S.W. . Loveland, CO 80537 • (970)667-8010 • Fax: (970) 667-8.024 z TABLE OF CONTENTS Page Letter of Transmittal i Table of Contents ii Scope 1 Site Investigation 1 Site Location and Description 2 Subsurface Conditions 2 Foundation Recommendations 2, 3-- - Continuous Spread Footing and/or Grade Beam 3 • Slab Construction 3 Concrete Reinforcement 4 - Foundation Drain System 4 Conclusions 4, 5 Location of Test Borings Drawing No. 1 Symbols and Soil Properties Diagram No. 1 Log of Borings Drawing Nos. 2-1 and 2-2 Swell-Consolidation Test Results Figure Nos. 1-1 to 1-4 Summary of Test Results Table No. 1 Post-Construction Site - Preparation and Maintenance Appendix 1 ii 1 SCOPE . This report presents the results of a geotechnical investigation for the proposed residential subdivision- to be located on the E2 of Section 21, T. 3 N. , R. 67 W. of the 6th P.M. , Weld County, Colorado. The investigation was prepared by means of test borings and laboratory testing of samples obtained from these borings. This investigation was made to determine the type and depth of foundation, allowable soil bearing pressures, groundwater conditions, percolation rates and any problems that might be encountered during or after construction due to subsurface 1=: conditions. SITE INVESTIGATION The field investigation performed on May 11, 1998 , consisted of drilling, logging, and sampling- five (5) test holes. The # Location of the Test Holes is shown on Drawing No. 1. A Log of Borings is shown on Drawing Nos. 2-1 and 2-2 . A Summary of the Swell-Consolidation Test Results is shown on Figure Nos. 1-1 to 1- 4 . A Summary of Test Results is shown on Table No. 1. The test borings were advanced with a four-inch (4") diameter auger drill. Laboratory samples were obtained by driving a two and one-half inch (2Z") California-type sampler into undisturbed soils with a 140-pound hammer falling thirty inches (30") and by taking bag samples of auger cuttings. Laboratory tests performed were - Swell-Consolidation, Natural Moisture, Natural Dry Densities, Grain-Size Analysis, Unconfined Compressive Strengths, and Atterberg Limits. • 2 , - - _ SITE LOCATION AND DESCRIPTION The site is located west of the Town of Platteville, Weld County, Colorado, just east of the St. Vrain Creek. The site is flat, and vegetation consists of various grasses and alfalfa. 11; SUBSURFACE CONDITIONS te Refer to Log of Borings, Drawing Nos. 2-1 and 2-2 . The subsurface conditions appear uniform throughout the site. -A general description of the soils and/or rock encountered are as follows: Topsoil - A layer of approximately six inches (6") of topsoil overlies the site. The topsoil should not be used as foundation bearing material; structural fill, or backfill. It is suggested that the topsoil which has been stripped be stockpiled and used for landscaped areas. -_ iri '`°° Fine Sand - Light brown, damp to moist to wet, fine sand was encountered beneath the topsoil- to a depth of sixteen feet (16/ ) , where drilling operations ceased. Groundwater. was encountered only in TI! 1 during drilling operations. qua ' FOUNDATION RECOMMENDATIONS The type of foundation best suited for a particular building site is dependant not only on the characteristics of the soil and rock but also depends on the type of structure, depth to groundwater, the proposed depth of excavation, and owner preference. The recommendations that follow are primarily based on 6 the type of soil encountered. 3 The upper soils at the site exhibit no swell pressures with a volume change as high as -2.3% when wetted. . The lower soils exhibit no swell pressures with a volume change as high as -2 . 2%. Due to the conditions mentioned above, we recommend the foundation be a continuous spread footing and/or- grade -beam foundation. r , Continuous Spread Footing and/or Grade Beam Foundations The foundation should be a continuous spread footing and/or grade beam foundation designed for 'a maximum allowable bearing capacity of 1500 pounds per square foot (dead load plus full live load) . The foundation is to bear on fine sand, and not on uncompacted fill, topsoil, or frozen ground. The bottom of all foundation components should be kept at least thirty inches (30") below finished grade for frost protection. The open excavation should not be left open for an extended period of time or exposed to adverse weather conditions. The completed open excavation should be inspected by a representative of CDS Engineering Corporation in order to verify the subsurface conditions from test hole data. SLAB CONSTRUCTION All slabs should be scored into maximum 225 square foot areas or maximum dimensions of fifteen feet (15' ) with a minimum depth of one inch (1") to localize and control any cracking due to heaving. Slabs less than thirty foot (30' ) square should be scored at least once in each direction. The minimum slab thickness should be four inches (4") , with four inches (4") of clean, washed gravel under the slab. A polyethylene moisture barrier is recommended under slabs in habitable areas to prevent moisture migration through slabs. K di ; 4 CONCRETE REINFORCEMENT ii The reinforcement listed below are recommended minimums. - Caissons should be reinforced with a minimum of two (2) No. 5 Grade 40 rebar for the full length and extending into the grade beams with a minimum of twelve inches (12") . Grade beams should be reinforced with two (2) No. 5 Grade 40 rebar top and bottom with a middle row of two (2) rebar for basement heights. Spread Footings 4 . should be reinforced with a minimum of two (2) No. 4 Grade 40 rebar. Foundation walls on footings should be reinforced the same as the Kt grade beams for caissons with the exception that No. 4 rebar may be ii used. Floating slabs should be reinforced with a minimum WWF 6 x 6 10/10. g FOUNDATION DRAIN SYSTEM A peripheral or perimeter drain system is recommended -where ' , slabs are to be placed below finished grade. The drain should flow a.. J by daylighting. If this is not possible, the drain should be E connected to the storm sewer, or provisions for a sump pump for Y f. future installation. _ ei '. CONCLUSIONS ti The soils and rock at the site shows a consolidation potential; therefore, future owners should be cautioned that there bf is a risk of future damage caused by introduction of excess water ` '' to the soils and/or rock. All future owners should be directed to those items under "Post-Construction Site Preparation and Maintenance" in Appendix I, included in this report. Our f experience has shown that damage to foundations usually results from saturation of the foundation soils caused by improper K . drainage, excessive irrigation, poorly compacted backfills, and t leaky water and sewer lines. The elimination of the potential . sources of excessive water will greatly minimize the risks of; construction at this site. b;, 5 The findings and recommendations of this report have been obtained in accordance with accepted professional engineering practices in the field of Geotechnical Engineering. There is no other warranty, either expressed or implied. This report applies only to the type of construction anticipated in the area tested. . The current technology is not at astage where a guarantee of "absolutely no damage" can be assured by design and construction practices. :•x t r f9'. 4G mid VII • J LOS �' ®Trti 2 .;y 11)-c3 r; N ® -rr3 � . ®Th4 3 � v �o-( 5 e-ms ii LOCATION OF TEST BORINGS DRAWN Br: DRAWING ARJ'AJ LOCATION OP TEST Ha LE NO. .- SCALE: It1 DATE: �- � • CbS-EN a1Ne€RING_CORP.; - mo. 08-05 I 1 J I Iv1D.L.J raoaLJ JUTE, rt-sLd Ctl I ICJ DIAGRAM NO. 1 - SOIL AND ROCK SAMPLERS • CLAY (CL.OL,MH,CH,OH) C CALIFORNIA - I - SILT (ML,OL) THIN-WALLED SAND 'SW,SP,SM,SC) 'I- SPLIT BARREL 4 . GRAVEL (GW,GP,GM,GC) BAG SAMPLE • WEATHERED ROCK PITCHER EEE SHALE & CLAYSTONE JAR SAMPLE SANDSTONE ENETRATION RESISTANCE FOR COHESIONLESS SOILS ON STRENGTH CLASSIFICATIONS FOR COHESIVE SOil BASIS OF THE STANDARD PENETRATION TEST NUMBER OF BLOWS PER FT. , N ' RELATIVE DENSITY CONSISTENCY COHESION, KSF'' 0 - 4 VERY LOOSE SOFT LESS THAN 0 .5 4 - 10 LOOSE FIRM 0 .5 - 1 .0 10 - 30 MEDIUM STIFF 1 . 0 - 2 .0 30 - 50 DENSE VERY STIFF 2 .0 - 4 . 0 OVER 50 VERY DENSE HARD GREATER THAN 4 .0 * BLOWS PER FOOT - BLOW OF 140 LB, . "' EQUIVALENT TO PP/2 AND. OU/2 HAMMER DROPPED 30 IN. TO DRIVE -- - "-" 2- INC, SPLIT-BARREL SAMPLER ONE FOOT (ASTM DL586.67 ) . l t LOG OF BORINGS l W ' O 9 1i _ TRI 'TN? 1113 _0 r !i ems T7,pAa;l 6 "± '+11 rani- .; �' `•;▪ �'- �•'..r r;AP Sow! - 1 4. Inro J i) da9 a ,Y. •.. ; 4o W e4- 516 " ; ;%. 614 ::a.▪ .. 7/6 " $/6" :''' .—L I.,, -4 • �' I0/6" ;1.14:: . . . .•,:,-.*.; ..• ...• Ill L.•• 1 1▪4 r.lei 7/6 ®="ey ••••.; 6/6" ont., l5• • : • ' , • :I:, '7- ' . .:•s; 20 Drilled ! 5-II - 9A . r-3by 1 DRAWING NO. b.P9'I•i ''lb `G wukd wu+er - • • • 2- f CDS ENGINEERING CORPORATION PROJECT �/Qg- su 4 f NO. �J l l : , =r LOG . OF BORINGS t Ni- £' V - i PI U Tot 4 -a5 Ill 0 To 0;I -- G " ± W;.4 , Y6tf4s - a� � P; Sad Li. b� du i +o III ..c:::,.... mots+ ,� 6/6 ' 6 /6 " P:Fc"• .'' 7/6 " :5 Illlo- ,-t• '. ►6 /6"t:.' ' •::'_' Y .. :`. -- l5 - ,..., 20 ()tilled: s- (VIA DRAWING NO. NO Groton,dwaifev, Eh coUk+ered• _ 2 _2 CDS ENGINEERING CORPORATION I NROOJECT g 95 (1 * A BORING NO. Tit I .k K 0 I DEPTH 4' . - � - W - \ :: 0 2 - t 1 a rs . . a 0z 3 ti iix' ' ' V a _ c 4 J 3' p \ 4. U ca °'1 1•° LOAD (KSF) '° 100 SAMPLE OF F►N1: SAO NAT. MOISTURE CONTENT ��7 ow NAT. DRY DENSITY I°3• Acrt . BORING NO. 1141 g at DEPTH al ( 3 - W q II N A z _.. P a _c 3 D 4 g z 4 o °'1 1'° LOAD (KSF) 1° 100 NAT. MOISTURE CONTENT 74 (A) *.' SAMPLE OF EWE. ShND NAT. DRY DENSITY .92.¢ PCF �a . SWELL - CONSOLIDATION TEST RESULTS - - FIGURE N0. _ 1 - I ,s' , _ __ CDS_ ENGINEERING. CORPORATION- �ovE�arorrPROJECT C9UORAOO tis i 951f IN BORING NO. TH,2 ic K 1 I DEPTH 5' W 0 3 Zei II a o 3II JIN\ . , 534 NI " 3 °'I 10 LOAD (KSF) I° 100 NI SAMPLE OF FIuE SANtJ NAT. MOISTURE CONTENT i 3 cN NAT. DRY DENSITY 5R.0 Pc.' I BORING NO. 1143 t ii 1 _ DEPTH 3 ' 0 M J 0 % . W z 0 ....\ 3 N a U °U °'I I.° LOAD (KSF) '° loo SAMPLE OF FtNF Sit Mb NAT. MOISTURE CONTENT •4 I°' NAT. DRY DENSITY 104. 2 PCF SWELL - CONSOLIDATION TEST RESULTS -- - FIGURE NO. . _ _ 1-2 II CT- ? CDS ENGINEERING: CORPORATION . , CoORAOL aDOo No.OJEcr 0)8..93-11 oR a BORING NO. TH3 at I .4 - — _ DEPTH IS I J 3 ' _ ..-1 0 - - co 1 CC as O 2 R4 ex e. o U o.I L° LOAD (KSF) '° 100 F,. SAMPLE OF FINE 5AND NAT. MOISTURE CONTENT • 1 NitNAT. DRY DENSITY 100. 1 Pcf f 5 , BORING N0. 'TF1 4 _ atI �,{ DEPTH S' J J 0 W CO I Q 2 O H Q -§: 4INII 0 3 z 4 2 O °,I ''o LOAD (KSF) 1° '00 SAMPLE OF NME SilID NAT. MOISTURE CONTENT 4.6 c°" NAT. DRY DENSITY 91. 1 PCF SWELL - CONSOLIDATION TEST RESULTS - - FIGURE NO. 1 `3 CDS_ ENGINEERING CORPORATION' - LOVEL Do PROJECT qv/- osll it BORING NO. TH5 ri S 0 DEPTH .3 ' J & f N z • 04 - 8 r- 1.N\ . 0 8 ; 14' s, o.I '° LOAD (KSF) I° a Km SAMPLE OF FINE 54AM NAT. MOISTURE CONTENT 3.6 (% NAT. DRY DENSITY 102.0 pcc . .= BORING NO. mis :: al 0. DEPTH ' % .,• Di 1 - ) 3 - , z O 0 4 , Z V - A 0 0.1 I'° LOAD (KSF ) 1° Ioo SAMPLE OF FINE SAND NAT. MOISTURE CONTENT S C% NAT. DRY DENSITY 103.1 PCF SWELL - CONSOLIDATION TEST RESULTS _ - FIGURE _N0. _ .. N a INEERING CORPORATION a - — CDS E _ LOVELAxD PROJECT JAS_ 9511 z - FOLORADO N0. 1110CC I JRCCI 1 Ur L III SUMMARY OF TEST RESULT o DATE: May 14, 1998 KEST HOLE NO. TH 1 TH 1 TH 2 TH 3 TH 3 - TH 4 EPTH (FT.) 4 9 5 3 8 5 Fine Fine Fine Fine Fine Fine �, SOIL OR- ROCK -- Sand Sand Sand Sand Sand Sand I,VATURAL MOISTURE (%) 5.7 7.4 1.3 1A 2.1 4.6 5.8 5.8 0.7 3.5 4.0 1.2 !IDRY DENSITY (PCF) 103.4 92.4 98.0 104.2 100.1 97.1 105.9 94.2 110.0 100.1 105.1 l!:ENETRATION 5/6 7/6 8/6 6/6 - 31,6 - 6/6 (3BLOWS/ IN.) 7/6 7/6 - 10/6 6/6 6/6 7/6 /o SWELL @ 500 PSF -1.6 -1.3 - -2.0 -0.6 -1.0 -1.2 SWELL PRESSURE (PSF) iUNCONFINED COMPRESSIVE TRENGTH (PSF) . /o STRAIN 4 (PPM) LIQUID LIMIT LASTICITY INDEX Non Plastic Non Plastic % PASSING #200 15.2 8.0 SC SP SP • AASHTO GROUP INDEX AXIMUM DRY DENSITY (PCF) • OPTIMUM MOISTURE CONTENT (%) . ,'BR Fir-VALUE • DS ENGINEERING CORPORATION, Loveland, CO Project No: 98 - 9511 • p SUMMARY OF TEST- RESULT1 .., - DATE: May 14, 1998 EST HOLE NO. • TH 5 TH 5 EPTH (FT.) 3 9 Fine Fine - I SOIL OR ROCK Sand Sand ATURAL MOISTURE (%) 3.6 _ 3.8 3.3 - 4.7 RY DENSITY (PCF) 102.0 , 103.2 113.4 107.6 . ENETRATION 6/6 16/6 (BLOWS/IN.) 6/6 27/6 /o SWELL @ 500 PSF -2.3 -2.2 SWELL PRESSURE (PSF) UNCONFINED to COMPRESSIVE STRENGTH (PSF) /o STRAIN W O4 (PPM) LIQUID LIMIT LASTICITY INDEX Non Plastic Non Plastic PASSING #200 18.2 14.3 SC SP SP AASHTO GROUP INDEX AXIMUM DRY DENSITY (PCF) OPTIMUM MOISTURE CONTENT (%) BR -VALUE DS ENGINEERING CORPORATION, Loveland, CO Project No: 98 - 9511 N I j., APPENDIX I - mp POST-CONSTRUCTION SITE PREPARATION AND MAINTENANCE 4c Backfill When encountering potentially expansive or consolidating soils, measures should be taken to prevent the soil from being wetted during and after construction. Generally, this can be accomplished by ensuring that the backfill placed around the foundation walls will not settle after completion of construction, and that this backfill material is relatively impervious. Water may need to be added to backfill material to allow proper compaction -- do not puddle or saturate. Backfill should be mechanically compacted to } at least 95% of Standard Proctor around all structures, and 90% of Standard Proctor elsewhere. Compaction requirements should be verified with field tests by the Engineer. �. rt Surface Drainage The final grade should have a positive slope away from the foundation walls on all sides. A minimum of twelve inches (12") in the first ten feet (10' ) is recommended. Downspouts and sill cocks should discharge into splash blocks that extend beyond the limits of the backfill. Splash blocks should slope away from the foundation walls. The use of long downspout extensions in lieu of splash blocks is advisable. Surface drainage away from the foundation should be maintained throughout the lifetime of the structure. Lawn Irrigation Do not install sprinkler systems next to foundation walls, porches, or patio slabs. If sprinkler systems are installed, the sprinkler heads should be placed so that the spray from the heads under full pressure does not fall within five feet (5' ) of foundation walls, porches, or patio slabs. Lawn irrigation must be carefully controlled. If the future owners desire to plant next to foundation walls, porches, or patio slabs, and are willing to assume the risk of structural damage, etc. , then it is advisable to plant only flowers and shrubbery (no lawn) of varieties that require very little moisture. These flowers and shrubs should be hand watered only. Landscaping with a plastic covering around the foundation area is not recommended. Check with your local landscaper for fabrics which allow evaporation when inhibiting plant growth when a plastic landscape covering is desired. — DIExperience shows that the majority of problems with' foundations due to water conditions are generally due to the owner's negligence of maintaining proper drainage of water from the foundation area. The future owners should be directed to pertinent information in this report. I I N I t • REV 06/17/85 N N - - a N • I I Hello