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Home My WebLink About20040708 II 11 II u ENGINEERING GEOLOGY REPORT FOR RED BARON ESTATES, WELD COUNTY, COLORADO FOR RED BARON ESTATES DEVELOPMENT N I l i I I I CDS ENGINEERING CORPORATION LOVELAND, COLORADO PROJECT NO. 03-2458 FEBRUARY 13, 2003 I 2004-0708 SCOPE This report presents geological data, interpretation, and evaluation which pertains to the development of the proposed subdivision Red Baron Estates in Weld County, Colorado. The subdivision is a proposed 123.5-acre development located east of the Town of Fort Lupton in Weld County, Colorado. More particularly, the site is located in the SE''A of Section 30, and the E% of the E%z of Section 31, Township 2 North, and Range 65 West of the 6th P.M., Weld County, Colorado. The intent of this subdivision is to provide lots for residential development. I SITE INVESTIGATION This investigation was carried out by means of site inspection by the author of this report, evaluation of test hole data from High Plains Engineering Preliminary Subsurface Investigation and Foundation Recommendations (Job #02-2920), and information obtained from "Sand, Gravel, and Quarry Aggregate Resources—Colorado Front Range Counties", '1 "Guidelines and Criteria for Identification and Land Use Controls of Geologic Hazard and Mineral Resource Areas" and " Proceeding of the Fifteenth Forum on Geology of Industrial Minerals" by the Colorado Geological Survey, "Geological Map of Colorado" by the U.S.G.S. and "Soil Survey of Weld County, Colorado Southern Part", by the U.S.D.A. Soil Conservation Service. Information on economic constraints for sand and gravel mining were from verbal communications with local gravel pit operators. GEOLOGY Regional and Local Settings The site lies in the Colorado Piedmont section of the Great Plains Physiographic Province. The Colorado Piedmont is an elongated trough in the Great Plains, adjacent to the Front Range of the Southern Rocky Mountains. The Colorado Piedmont was formed when .l uplift of the area in Miocene-Eocene times (20 to 50 million years ago) produced and increase of stream erosion resulting in scouring next to the foothills and outlying areas. The r 1,' 1 Piedmont is bordered by the Southern Rockies to the west, Great Plains Enscarpment to the northeast, and Palmer Divide to the south. a More particularly, the site lies on the western edge of the Denver Basin, a thick accumulation of sediments involved with down-warping 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 conductive to the accumulation of oil and gas deposits. The closest known fault to the site is approximately 10 miles to the west, or one mile east of the Town of Frederick, Colorado. The fault is believed to be inactive since no recent records of fault movement or earthquakes exist. Slopes at the site are slight (0.5% to 4.0%) with drainage flowing to the east with a maximum slope of approximately four percent (4%). The site is not located within the 100- 1 year or 500-year floodplain. Groundwater levels are below a depth of fifteen feet (15'), which was the maximum depth obtained during drilling. a Economic Geology Mineral resources at the site do not exist. Test hole data reveals that no pit run was encountered. 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. I Potential Geologic Hazards Geologic hazards caused by gravity, such as landslides, rock falls, 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) Olney Loamy Sand (1 to 3% slopes), 2) Valent Sand (0 to 3% slopes), and 3) Valent Sand (3 to 9% slopes). These soils are described by the SCS as having 1) moderate permeability, slow surface runoff, and low erosion hazard; 2 I V 2) rapid permeability, slow surface runoff, and low erosion hazard, and 3) rapid permeability, Islow surface runoff, and low erosion hazard; respectively. The soils, which are to support foundations, are sand, sandy clays, and clays with a Islight expansion potential (less than 0.5%) or a consolidation potential (less than 2.2%). Each building site should have a complete geotechnical investigation and engineered foundation so Ias to minimize the effects of structures on the expansive soils. I GROUNDWATER RESOURCES IPotable water is to be supplied by individual wells for each lot. Shallow groundwater at the site should not be used as potable water, but may be used for irrigation water pending Iacceptable water tests and well permits. Pollution of the groundwater caused by individual sewage disposal systems at the site should not exist because each site will have its own septic Ifield designed per the I.S.D.S.R. for Weld County. I SEWAGE DISPOSAL IEach house site in the subdivision will have its own septic field designed per the I.S.D.S.R. for Weld County. ISUMMARY, CONCLUSIONS, AND RECOMMENDATIONS IThe site is not underlain with pit run, and therefore, is not economical to mine. Oil and gas wells are located in the region although sufficient information was not obtainable to Idetermine the economic feasibility for oil and gas production at the site. Soil expansion, soil consolidation, and potential trench caving are hazards which will require attention prior to Iand during the construction process. Potential hazards can be minimized or eliminated by 1) a geotechnical investigation being performed for each building site and following the recommendations in the report, and 2) following current construction codes. I 1 3 1 Jr Based on the data mentioned in this report, we feel that the site is suitable for the proposed subdivision provided the recommendations in this report are met. This report does not reflect any variations in surface and subsurface conditions either natural or manmade. i I 4 , High Plains Engineering I ;;� \II!1 II 735 Denver Avenue • fort Lupton CO 8062 I Phone 303-857-9280 • fax 303-857-9238 PRELIMINARY SUBSURFACE INVESTIGATION AND FOUNDATION RECOMMENDATIONS Prepared For: Red Barron Development Attn: Marilyn Taylor 7507 Weld County Road 39 Fort Lupton, CO 80621 Job Site Located At: Red Barron P.U.D. A part of the SE 1/4/4 of Section 30 and The E1/2 of Section 31 T2N, R65W of the 6th P.M. Weld County, CO January 7, 2003 JOB # 02-2846 %1'0.RiiG/S Todd M. Schroed r, PE v1.Sa35as ;4 PURPOSE: This report reflects a preliminary "blanket-type" soils investigation from soil borings to determine the subsurface soil identification, and to determine the physical characteristics of the soil. 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 the Red Barron Estates P.U.D., being a part of the SE1/4 of Section 30, and the E1/2 of Section 6, T2N, R65W of the 6th P.M., Weld County, CO. The site is presently vacant land. This large parcel appears to have gently rolling topography, with slopes of 0.5% to 4.0%. SUBSOIL CONDITIONS: Four, four-inch diameter holes were drilled to a depth of fifteen feet at the building site on January 28, 2003, 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 five test holes did not 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 - 16 blows for 12-inch penetration, at a depth of 4 feet and a range of 10 - 15 blows for a 12-inch penetration at a depth of 9 feet. No free water was encountered during the drilling operation. 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 0.7% to a consolidation potential of 2.2% at a depth of 4 feet and a consolidation potential of 1.2% to an expansion potential of 0.4% at a depth of 9 feet. Please review the individual hole sample data and corresponding soil boring hole location log. The soils in this report were classified using the American Society of Testing Materials (ASTM) procedures. • SUBSURFACE ANALYSIS: Based on the geotechnical engineering analysis, subsurface exploration and laboratory test results, all of the test holes represented a low consolidation potential. It appears that the majority of the lots with low-moderate consolidating soil types would be founded on spread footings with allowable soil bearing capacities of approximately 1000 psf to 1500 psf at 4 foot depths and 1250 psf to 1500 psf at 9 foot depths. 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 recommended) encased in a minimum of 8-inches deep by 12-inches of clean, %-inch to 11/2-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 and a high water alarm, or provide a free gravity outlet to the surface, 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 8 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 1/2 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. Floor slabs and footings should not be constructed on frozen subgrade. 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 'A 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. Sprinkling systems should not be installed or direct water within 10 feet of the foundation. 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.** 6. A minimum void or clear space of 11/2 inches should be provided at or near the bottom of all non-bearing partitions. In finished room areas, all drywall and paneling should be stopped approximately 1'h inches above the top of the slab. This will allow some space for upward movement of the slab before pressures are applied to the wall and upper levels of the structure. The builder should provide a '/z inch space at the bottom of all doorjambs to allow for limited movement of the floor slab. The owner is hereby notified that it is their responsibility to maintain these void spaces. 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. O /// // 1 //' /// 2 SANDY CLAY (SC) /// // 3 1 // Blowcount510/12 / 4 1/4 / // 5 / / g SILTY CLAY WITH LOW PLASTICITY (CL-ML) /./ ./ 8 Blowcounts 11/12 9 10 CLAY WITH LOW PLASTICITY (CL) 11 12 13 14 CLAY WITH MEDIUM PLASTICITY (CL) 15 SOIL PROFILE #1 0 // 2 //� /// // SANDY CLAY (SC) Blowcounts 13/12 / 4 /// 5 / ./i 6 7 8 Blowcount510/12 g CLAY WITH LOW PLASTICITY (CL) 10 11 12 13 CLAY WITH MEDIUM PLASTICITY (CL) 14 15 SOIL PROFILE #2 0 // // 1 // // 2 // 3 /7 Blowcounts 16/12 .// 4 POORLY GRADED SAND (SP) // 5 // // 6 // // 7 i 8 /// Blowcounts 13/12 //j 9 //, 10 j// SANDY CLAY (SC) 11 /// '/% 12 13 14 CLAY WITH LOW PLASTICITY (CL) 15 50IL PROFILE #3 / 1 0 // 1 // // 2 POORLY GRADED SAND (SP) // 3 Blowcounts 15/12 j( 4 2/' %% 5 �// 6 / SANDY CLAY (SC) /// 8 Blowcounts 15/12 /// 9 / % 10 //' 11 /// 12 13 CLAY WITH LOW PLASTICITY (CL) /, 14 15 50IL PROFILE #4 �. a��• High Plains Engineering Pia `: 736 Denver Avenue Fort Lupton CO 80021 WHO Phone 303-857-9280 a Fax 303-857-9238 12:L lox 3% 6% z 44 ' pePfH 2% WATER hpWEO O 2 O -2x z w -6% re a. -3% -/ox 100 600 1000 2000 3000 10000 LOAD(PSF) 1 4 24 18, 0.7 Silty Clay with Low Plasticity(CL-ML) 1 9 34 23 0.2 Clay with Low Plasticity(CL) 02-2846 2/7/03 RED BARRON P.U.D. Jason WELD COUNTY, CO High Plains Engineering Fri -r 735 Denver Avenue • Fort 3O3 6 8OO2 1 Phone 303-857-9280 • Fax 303-867-9238 12% 10% 53 6% z 4% O 0 2% (91 OFFIN 1/041,..it \ty y r4ADE0 z a O -2x -ax O -6% ir a -ax -lox 100 500 1000 2000 3000 10000 LOAD(PSF) 2 4 non-plastic -' 0.7 Sand Cla SC 2 9 35 23{ 0.4-Cla with Low Plastid CL 02-2846 2/7/03 RED BARRON P.U.D. Jason WELD COUNTY, CO ,x. High Plains Engineering r rime 736 Denver Avenue Fort Lupton CO 8OO21 aim Phone 303-867-9280 - Fax 303-867-9238 12% 19% 5% 6% z 4% 0 0 2% 4' DEPT 0 O = O 0 WATEIS -2x AD DE an -4% -6% a -s% 100 600 1000 20003000 10000 LOAD(PSF) 3 4 non-plastic 2.0 Poor! Graded Sand SP) 3 9 non-pastic 0.7 Sand Cla SC 02-2846 2!7/03 RED BARRON P.U.D. Jason WELD COUNTY, CO High Plains Engineering 736IDen' ur Avteriud - Fort Lupton CO 8OO21 Phone 3O3-867-928O • Fax 303-867-9238 12% - - 10% 6% 6x z 4% 0 ylkpt1 O 2% J O ca ryZ0 0 -2x 14/rice, V) -4x -6x a -ax -lax . , 100 600 1000 2000 300 10000 LOAD(PSF) 4 Ma non plastic -®San. CIa SC 4 9 non . :.tic -• 1.2 Sand CIa SC 02-2846 2/7/03 RED BARRON P.U.D. Jason WELD COUNTY,CO 41:\\H%' - High Plains Engineering {IN 735 Denver Avenue • Fort Lupton CO 80621 - Phone 303-857-9280 • Fax 303-857-9238 Report Terminology (Based on ASTM D653) Note: This is a list of general Geoteehakat terminology. These terms may or may sot appear within uy give.High Plains Esglmeering,lie.doesmestatioa. Allowable Soil Bearing Capacity The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Alluvium Soil,the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base Course A layer of specified materialplaced on a subgrade y p 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. Bench 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 fader relating normal stress and the corresponding shear stress at which sliding starts 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 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. --- - ec Baron Estates ---' . , . 3 . Being a part of the Southeast 1/4 of Section 30, the Fast 1/2 of Section 31, in Township 2 North, Range 65 West of the 6th P. M. , and a part of the Northeast 1/4 of Section 6, Township 1 North, Range 65 West of the 6th P. M. , __... t ....„._ County of Weld, State of Colorado . SOUTHEAST CORNER SECTION 30 . FOUND 3/4" REBAR WITH 3 1/4" ALUMINUM CAP LS 13155. �_ - 60' RADIUS TEMPORA OIL WELL WITH �' 'RED BARON ESTATES" I CUL-DE-SAC UNTIL P NJ RADIUS EASE NT NTRANCE SIGN LOCATEIDN K"CPIP• IS FULLY BUILT. :'.• .. _t_.- TJRIA9 BAS-i5 OF ------ S2''3 Iii►��1� OIL TANKS WIT 20� •'� 1 OSEG RELOCATION OF 643.2]' / �5 � DUKE. ENERGY EASEMENT RADIUS EASE ENT r _ _-_- ,ti, 52'54'54' _..__ eQ 2� .. '' .---1500T i LOT B cn 309' m LOT A �,,,� 25' X 25' FIRE CISTERN m- 195940 50. FT . (v EASEMENT 95939 50. FT . "ML"4"a cn 4 . 50 ACRES +/ 0 4 . 50 ACRES +1- m ' m 71 § j 900'00'00'W 683. 17' .'f' _ _ V v S00'00'00"N 671.63' 1O N -- rar 50' CALPINE GAS EASEME LOTr. H RECORDED MAY 21, 2003 1 _ I — - - 0cn LOT T 7 , RECEPTION NO. 3064770 0 195940 SO. FT. Q, •• / - -\\r, • 4. 50 ACRES +/ - m � 374' PILL Si m .2A - r o� 195941 SFT . cn 5% 'OIP,52 0 4. 50 ACRES +/- 502'08'47"W . 5 /' o _ S00'224'03"E 698.68' �� / VICINITY MAP L_OT 3 l'' v -- - ' m 1• =: -� . T. . --- (D LOT 6 � / " 4 . 50 ACRES +/- '41 195939 SOFT . . ►� 4 . 50 ACRES +/- / • ____ It'sca.rucrat pc ( !!I +. 09. /6, n . , \ /9505'57 1S E Cu 696 •i 1, OIL WELL WITH 150' �,• I25.6JG, 0 LOT 5 >a, rsJ_ � �G- RADIUS EASEMENT . P p2 LOT 4 s 195940 SO. FT . w Gj S.es a 195941 SO. FT .F T . 4 . 50 ACRES -17- 4. 50 ACRES +1- 'M �� 365 6.5 SOcp, 6•S2 z 709-�� 92 /i 5.09 '• >> t29.65 S Z AXS ""� SITE A BARON ESTATES P.U.D., WELDD COUNT , COLORADO HIGH PLAINS ENGINEERING • ',,,,�I • 71 !INVER Avf4E.ran LWT0,I 00.0621 ,',' ////i/,� • - PIQUE-DP aCAI( o rut-OltCT, aT_LYN ■Lv1Sip+i •� CAI( CONTACT, MARfL YN TAYLOR SCALES AS N(1TED Map DATE41-30-03 • -�_---- -. s«u JUR N❑ 02-28.6 .. Weld County Health Department 2/14/03 Percolation Test and Soils Data : - High Plains Engineering M "�.,�`''l•'§p� 735 Denver Avenue • Fort Lupton CO 80)871 Phone 303-857-9280 • Fax 303-857-9238 D NO 02-2846 PERC TEST#2 Property Ad ress RED BARRON P.U.D., PART of the SE1/4 of SEC. 30 and the E1/2 of SEC. 31, Legal Description T2N, R65W OF THE 6TH P.M., WELD COUNTY, CO Property Owner Info Name RED BARRON DEVELOPMENT, ATTN: MARILYN TAYLOR Street 7507 WELD COUNTY ROAD 39 City, State,Zip FORT LUPTON, CO 80621 Phone 303-536-0380 7 Smeared Surfaces Encowttered att GREATER THAN 8 jet' n.. . YES Sand'or Gravel- v :'"s.,;;;, YES NO tanned depth to maximum r seeserell wafertable o net Date and Time 1/28/03 date encountered in Profile: Presoak Water Added: 10:30 time Amount of Presoak Is area thieved to be subject to Water�: 15 gallons seasonal fluctuations v4 ich could Date and Time result in a Seasonal water table within Percolation Test 1/29/03 Clrft, _' . , -. Thaillit'CI: 8:00 t - :;>a.w Did Water Remain in Hole After the Overnight 1 t, Swelling Period 1 NO IQ lb, EAST r:: FLI"^ -HoleI NO ,', < k I Hole 3 NO rleou " GREATER THAN 8 140104 NO NO Estimated depth if not encountered Irn r NOS p '"i'7 ₹•. .;Ltd"— ' , �'. a ,.,:,wa,-u... !', .', a_.441a9 •.,.1r4 1.I.pots s• 1 36 27.78 of :J 38 39 20.83 37 33.33 IS bedrock fractured or v7ered? 36 27.78 38 16.67 is bedrock'believed to be perm l e Average 25.7 (pert rate<6O niin in)? Weld County Health Department 2110/03 Percolation Test and Soils Data gale Hole`1q�anigoi ,) I Note: Soils must be classified using unifiedsystem ASTM D2487 Pretfito Hole16j 0 A -- 1 - 2 POORLY GRADED SAND(SP) I — a 3 e a 4 0 G _ -5 Y A _ -6 SILT WITH LOW PLASTICITY(ML) -- _7 - 8 1' - 10 .' 1'i.' ,. . ` 4 ... , i I . ` ` ., — ', I certify that the above information is correct and complete to the best of my knowledge and that all tests were performed in the accordance with the provisions of Weld County Health Department individual sewage disposal regulations by myself or under my supervision. . �a P� tltllllplftg Signature ✓ 7, ,s hr* TLkc ,'.( 7 1 *VerAV* r 1,.f tae c' ' Ft 44006, 1_. ( 4s , 303451-2$Q Y1a�O3 �-.`; Date 4 �,.a� , I i Pec Baron Estates P . U . D . Being a part of the Southeast 1/4 of Section 30, the East 1/2 of Section 31, in Township 2 North, Range 65 West of the 6th P.M. , and a part of the Northeast 1/4 of Section 6, Township 1 North, Range 65 West of the 6th P. M. , i, c� — County of Weld, State of Colorado. �— SOUTHEAST CORNER SECTION 30. FOUND 3/4" REBAR WITH 3 1/4' ALUMINUM CAP LS 13155. 60' RADIUS TEMPORA OIL WELL WITH __ 'RED BE SIG ESTATES" - _ / MA ar ,- CUL-DE-SAC UNTIL R i V RADIUS EASE NT' NTRANCE SIGN LOCATE ION IS FULLY BUILT. s\--, .3 ��a �a,a c atasu:uw•siiii �� .a.�:3�3tii••ti4. - �.' ` Q. M. ��L4N� a ��r`6. OIL TANKS WIT- 20� ` C. 1 >ROPOSE0 RELOCATION OF1 643.21' \ RADIUS EASEMENT •j r`'� �5)' DUKE ENERGY EASEMENT mem 62'54'54-�^77/ A 63'426' - Ai OT 1 LOT 8 "' ' } 0 ' LOT A nom„„ 25' X 25' FIRE CISTERN 195940 SOFT. r`I ! EASEMENT 95939 SO. FT. ^ »<E�• ..I 4. 50 ACRES +/- I _ ��, 4. 50 ACRES +/- m S00'00'00'W 683. 17' 800'00'00'W 671.63' rto N LOT 2 - ,a, a 50' CALPINE GAS EASEMEh RECORDED MAY 21, 2003 CO w -. • 0 ' RECEPTION NO. 3064770 ""4 o - 195940 SO. FT. o LOT 7 •• j _ 4. 50 ACRES +/- N •.� .LMt3�74 ' .4B m 3 2 • A fNWTSt 0 195941 SO. FT. ►'`� ?6� 0 4. 50 ACRES +/- / .--- 802'08'47"M 0, i_� 800•24'03"E 698.68' 1/ VICINITY MAP P LOT 3 v m 1 . T. LOT 6 m 4. 50 ACRES +/- .� `✓ 195939 SO. FT. / . PPMATIM TM Atm. MAU .s S3_,4. 50 ACRES +/- ••. \� O r49 J 0 M " \ I SOS'57']1"E CuS9s OIL WELL WITH 150' 125.61 �y0 LOT 5 • ) V• ?' _ �V G• RADIUS EASEMENT Q' 41 SO. FT .LOT 4 a 195940 SO. FT . Tr Gj 5.25 415 09 ACRES +/- 0 4. 50 ACRES +/ 8V� N PRIMESec. P 92. C 92A.Be`1' 1) • 'hi s129.65 S�� /�� AINID- 0.0 P T A onovEl � ESTATES I P.U.PLAN FOR COUNTY,BAROOLORADO ,�I� TA HIGH PLAINS ENGINEERING CO PICK-q09 Wnc CO -CT. MARILYNL•SviSiONf BY ptt SLATE, A NRDN TAYLOR BRAWN aS NOTED T.RUP DATEdl-30-03 T. RUPP S.T. J08 Na 02-2846 Hello