The URL can be used to link to this page

Browse Search

Home My WebLink About20070721.tiff JUL-21-06 13:40 FROM-Cola Diy„•-af Water Resources +3038663589 T-254 P.002/003 F-369 Form No. OFFICE OF T : STATE ENGINEER GWS-25 COLORADO DIVISION OF WATER RESOURCE., 818 Centennial Bldg.,1313 Sherman et,Denver,Colorado 80203 (303)888-3581 1397 ` WELL PERMIT NUMBER 289841 - - DIV. 1 WD2 DES. BASIN MD APPLICANT APPROVED WELL LOCATION WELD COUNTY NW 1/4 NW 1/4 Section 21 SHAWN SARCHET Township 3 N Range 66 W Sixth P.M. 14016 WCR 32 DISTANCES FROM SECTION LINES PLATTEVILLE, CO 80651- 240 Ft.from North Section Line 530 rt.from West Section Line (970)785-6246 UTM COORDINATES (Meters2one:13,NAD83) PERMIT TO CONSTRUCT A WELL Easting: Northing: ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT ' CONDFTIONS OF APPROVAL 1) This well shall be used in such a way as to cause no material injury to existing water rights. The Issuance of this permit does not ensure that no injury will occur to another vested water right or preclude another owner of a vested water right from seeking relief in a civil court action. 2) The construction of this well shall be in compliance with the Water Well Construction Rules 2 CCR 402-2,unless approval of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation Contractors in accordance with Rule 18. 3) Approved pursuant to CRS 37.92.602(3)(b)(1)and the policy of the State Engineer dated 4/23/86 under the following conditions. 4) The use of ground water from this well is limited to drinking and annitary facilities as described in CRS 37-92-602(1)(0), for a commercial business. Water from this well shall not be used for lawn or landscape Irrigation or for any other purpose outside the business building stricture. 5) The total depth of the well shall not exceed 515 feet,which corresponds to the bass of the Laramie Fox Hills aquifer. At a minimum,plain casing shall be installed and grouted through all unconsolidated materials and shall extend a minimum of ten feet into the bedrock formation to prevent production from other zones. 6) The depth to the top of the Laramie-Fax Hills aquifer is approximate. To ensure the exclusion of poor quality water from zones Immediately above the aquifer, plain casing and grout shall extend through the lowermost coal and/or carbonaceous shale that overlies the Laramie sand portion of the aquifer. 7) The pumping rate of this well shall not exceed 15 GPM. 8) The annual amount of ground water to be diverted by this well shall not exceed 1/3 acre-foot(108,800 gallons). 9) Approved as the only well on a tract of land of 38.00 acre(s)described as part of the NW 1/4,Section 21,Twp.3 North, Rng.88 West,8th P.M.,Weld County, reference attached exhibit"A". 10) The return flow from the use of this well must be through an Individual waste water disposal system of the non-evaporative type where the water Is returned to the same stream system in which the well is located. The maximum consumptive use of ground water shall not exceed 10 percent 11) A totalizing flow meter must be installed on this well and maintained in good working order. Permanent records of all diversions must be maintained by the well owner(recorded at least annually)and submitted to the Division Engineer upon request. 12) This well shall be constructed not more than 200 feet from the location specified on this permit. NOTE:To ensure a maximum productive Ile of this well,perforated casing should be se h gh the entire p g interval of the approved zone or aquifer indicated above. (-0/" APPROVED 26—; .17-14 e JLV A . /w State Enaineer _ I ay Receipt No.3603D50 DATE ISSUED 07-21-2006 E PIRATIOF' DAT 7-21-2008 2007-0721 JUL-21-06 13:41 FRCI1-Colo 0, of Nuu Resources +3038663589 T-254 P.003/003 F-368 Form No. OFFICE OFT : STATE ENGINEER GWS-25 COLORADO DIVISION OF WATER RESOURCES 818 Centennial Bldg.,1313 Sherman St..Denver.Colorado 80203 (303)588-3581 EXST WELL,PERMIT NUMBER 269842 - - APPLICANT DIV. 1 WO? DES. BASIN MD APPROVED WELL LOCATION WELD COUNTY NW 1/4 NW 114 Section 21 SHAWN SARCHET Township 3 N Range 66 W Sixth P.M. 14016 WCR 32 DISTANCES FROM SECTION LINES PLATTEVILLE,CO 80661- 540 Ft.from North Section Line 530 Ft.from West Section Line uTM COORDINATES(Meters2one:13.NAD631 PERMIT TO USE AN EXISTING WELL Easting: Nothing: ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT CONDITIONS OF APPROVAL 1) This well shall be used In such a way as to cause no material injury to existing water rights. The Issuance of this permit does not ensure that no injury will occur to another vested water right or preclude another owner of a vested water right from seeking relief in a civil court action. 2) The construction of this well shell be In compliance with the Water Well Constnaction Rules 2 OCR 402-2,unless approval of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation Contractors in accordance with Rule 18. 3) Approved for the change In description of acres for an existing well constructed under permit no. 195902. 4) Approved pursuant to CRS 37-92.802(3)(b)(i)(A)as the only wall on a tract of land of 38 acres)descritsed as that portion of the NW 114. Sec.21.Twp.3 North, Rng.86 West,6th P.M.,Weld County,rnore particularly described on the attached exhibit A. 5) The use of ground water from this well is limited to fire protection,ordinary household purposes inside not more than three(3)single family dwellings,the watering of poultry,domestic animals and livestock on a farm or ranch and the Irrigation of not more than one(1)acre of home gardens and lawns. 8) Production from this well Is restricted to the Laramie Fox Hills aquifer. 7) The pumping rate of this well shall not exceed 15 GPM. 8) The return flow from the use of this well must be through an individual waste water disposal system of the non-evaporative type where the water Is returned to the same stream system in which the well is located. 9) The Issuance of this permit hereby cancels permit no. 195902. 10) This well shall be constructed not more than 200 feet from the location specified on this permit. zf0�. fr APPROVED D I , e � Illnj. JLV ild State Engineer By / Receipt No.3803051 DATE ISSUED 07-21-2006 XPIRR ON DA E F R THE FARMERS RESERVOIR AND IRRIGATION COMPANY 80 South 27th Ave. • Brighton, CO 80601 Telephone: 303-659-7373 • FAX 303-659-6077 C O November 16, 1994 David and Joyce Sarchet 13344 WCR 28 Platteville, Colo. 80651 Transfer from George and Dorothy Frick to Kiowa Resources to David and Joyce Sarchet. Re : Water Stock Certificate Dear Stockholder: Enclosed is Stock Certificate No . 7194 for 14.00 shares of the capital stock of The Farmers Reservoir and Irrigation Company, issued in accordance with the assignment presented to us . Please sign and date the receipt form enclosed and return it to this office in the envelope provided. The return of this signed receipt form allows our records to indicate the completion of this stock transfer. THIS STOCK CERTIFICATE IS YOUR ONLY RECORD OF OWNERSHIP . Please keep it in a safe place . In order to transfer this stock at a later date , this original stock certificate must be presented. If there are any questions concerning this stock certificate , please call the office for information . Sincerely, S re a 3-stfa ""' THE FARMERS RESERVOIR AND IRRIGATION COMPANY Enclosures : Stock Certificate Receipt of Certificate Form Cert. Mail P 787 081 710 PLEASE NOTE: Water delivery is subject to rules and regulations . stk-rect P �.�r_ t _ �.ff } F y------------:.------/-7(:)(---..-c---.)‹.)) �. (✓��_� r �"--ivy �i 1� • '._. YF p u lall II II a'i * 'c "4,, a,0 -:O)4O1)4O- -,,., AfrA %da'"�v'"a ` yFt! a>K{"' `'�yY' 4, x'r"+;Y s�Lae....ritr,a;Ftf,Ah....�.rs,. 9w'G. ��iv..!�4.F � II 4 ,r Via" �P . . i'A pNP +Pi9 i P iASaPAP A,A'PAtl{ INCORPORATED UNDERTHE LAWS OE THE + ,.,p; „ rl � 6 s s STATE OF COLORADO ii- a ;> �. , `�, ti �" �� T?, e-t.',..- , ,, 1 IIsal a' . 1 1 S ,., f ili( •P & . , 'Wtk\, _` t "' ! . "' - _ ` a Z _ r^,,aJ•.l _ L _ n lil I1 I 1 1 - A (/c r / r L3 r I� 1 �I1 III ��I l I1 i II P II , 1 I ) I % 1 .. - r / r l ! a* A I��I�///,I� tll IIi 1-I r r '�� / i r / 1� d: fva ft tb@' A � 1 I I 1 ( ( / F 1 / , r / Vli1)0 t, t1'A 1 11 `I ` 0 �� „ A[WOLINT� , d� I r cj , by s : `- I l�1 1 1 i t -,`�`. H A ! `\ �`4 ) ��\\)`)i i l I) i 1 `I)() ) ) ) I I ' f i(/ / 1 �r� )1 1 1 � 1 'I( / // 1/J 11 r�t f/1�'.r?4 t /, �I 14W , i 4( h,1 'A� I S dill' in, n, • )I t A L u �. , d.li Et �:z ti ) D /J CL f I &1t' /i ''' �o 7� r WItS in tit fit. t> Thatuii4A1 1.1,tI yp `• �, �r-I 2 ' --4 is hCC6Wher Of i ( �� a t, ) 1 4 ; �1� Il ( II 11,'.O ( ( ( / /% 1 ( � � l ' %. i '/� % 'rIF'�Ca 'tk of �11.� � -II ) ) I() , / i l : /� 7- i ( �l� + C .N , itt V ' .- ' sue.,\V � � `I IIU ' a' Hi , (I((' ( I )lrl - . /I/ 1 it '/i�I / , �/ 4i� Y9" J 7 s � s � �� 1 I � _ rl 11 i i �I,I' L '',�'H ' THE PLAT'TEVILLE) IRR,IGATING '& MILLING'CD ! , � N 1,lht 4 I I I ( r / i y p w x ..,II ill , 'j1( il�� Il��i � � 7(c!' ' �, �xc,C.' iI�,1lI,P ! 1� ��,�� if arisferableI;oD)1ylrlatlthe dffic�/,d# t(ie/Com7tSyj�n Welct%Counfy on the . ' J '111 � } i` III 111 ,1 )1111 I II1�1 it i/�1 /f(�� j� ' , �, 't4 t, ili1t I�kl1 1 �, r1" of this) ll.ertlfE4e d�lY� 'asl gried./ �� 7/.")/ , 7,-:.22,7)--� tl: I� , �', I ll�� RIO ` �- '- >:< � � A" .. 1 II 11111)� I I I/III Ill I i ,!I I(1-/7 1%i ) � , / ., _ I 4 )1! - r ---- Ad / �a / /// i. �' x I. ( )(� l! - ° �iT' 611Lt1lCBSL I,• P//'/11/ i,H)e:'i'i'((�entian etaf �i�ve=hereunf�sub'scnbed�_ l ; �, r ,>�I r -- - r 1 111 )V n'',� 1�) I / 1/7 ;1// /, i/////.r. �. - 44 ; 1 S < �'i, I�e�l,, r _i " r theft,hamesl(al�d�,taus�11 thei$`, AAil((tif,7.”[,,bhpan �&e Affixed—or-Its offic./ this ')_-_,-I +' r ��i I Iva � , 1,1 ulnh I ,)I1 ( i (//�, l ,G� / t P giIli i )r r/ L.h,( ��7,�� . '� i' ��. A '�`Ix ,1�,„,i C ≥ -,-"7„,-w-L-_, A 13 , _ da� f,I , l4,1+ct , l„ i:_,: / t 4 , _.,-Y�� ,W ,, � iIr Vs-4 V�,vv ,vfA� i, & -f 0 ��V s illy ( / i ') r -i -��R"� � ' 1 I �� Y\'i 1 - VL �� \ Jlil�llll (' Y j /, i/i -PR"'l - '—' — �. r 4��il��ltlth�f� �y ��yy Ill(��m ° �� /ll �� '� '� ��"lilt II 11` +1`,n., , �I Q K e `AvA n s" t m '''.1.1u-:±1"1""1":" r w: -. S J. L•:.,� *. r L r t ._4 u 4 r ua r'fA Y . A� v -vs a' Y�?, v a 'ln �. 'sr�SA�' "� u' +' �■1, ��y�y�p ��j, �I(l t v s. l"° 1 n �c N r rr ' , � 44 - an ��A SaI I I iI�Y . a4 a ' ,, j ty r.. �'F' s r { 'J ' �, � , '� ti ':k y ,,uv tY Syr .'�'. / Ate .. ) ) ) Lff�� J j:_ a P ;, A ^-� /Th\ 1ü / � :_ f \ 1 7 ' '.._ . ,_sr i 'a•`#f� ,!' 'i . ; �F � ,a ,R Rare ,� rn• _ - 2 71 94 INCORPORATED UNDER THE LAWS OF COLORADO - ��¢� 1, ti No. N No. of Shares 14,QQ z'i�u , � OIn? . ttrmrru �uwruuir ttnb► Arriguttnn Tempting ,f" 'IX f Capital Stock - 10,500 Shares 'Pi -4 �`. (it - h:. (C_-c THIS IS TO CERTIFY, That David. II Sarchef..and..S.nyrs..Elaine._Saxchet t I. �`3 is the owner of Fourteen___ ad uo gitc-hvpdredths 014.09) . ,yr .; shares of the capital stock of THE FARMERS RESERVOIR AND IRRIGATION COMPANY, transferable only on the books of n"� ' �i the corporation by the owner in person or by attorney, upon surrender of this certificate properly endorsed. , ww i, Each share of said stock entitles the record holder thereof to an equal pro rata share of the water supply of this Company's t-" :) tt,a, Irrigation System available from the division of said System to which this stock is or may be allocated, not exceeding ten (10) acre .'k , up feet per annum, subject to the provisions of its articles of incorporation and by-laws and any amendments thereof, and to such rules 4 and regulations as may from time to time be adopted by its Board of Directors. D� IN WITNESS WHEREOF, THE FARMERS RESERVOIR AND IRRIGATION COMPANY has caused this certificate 4L°' 8t. to be signed by its duly authorized officers, and to be sealed with the seal of the corporation, hh% at Denver, Colorado, this 16th day of November A. D. 19 94 -, THE FARMERS RESERVOIR AND IRRIGAT ON COM/�/g NY �� Attest: ... izzmi.,4\AtPRE510lNT. iP �'^. <� d�. � �4 it'll:* ,,,e_ gi <2/L ,r ay 'o, rc ` - Y I__ / It is hereby stated that, by virtue of its By-laws (and/or its Articles of Incorporation), the right to a lien upon the share or e shares of stock represented by this certificate issued by said corporation, for any assessments levied by or any other indebtedness ,t raf g ;, that may at any time be due the corporation on account of such stock, is expressly reserved in its favor; and that there shall be no ° ��' 6 `Y- transfer and the transfer is restricted of the share or shares of stock hereby represented until all such assessments and indebtedness F,^,^ ct due at the time of said transfer are paid. ". , ,.:`? r f ' i ..A T 1 ..J c t ^i!..,Y " 4, A a i'.` {` y P t A 4 r \ pp pp eg'la� _ t �`1q� - qp 6p o r (� (-- y/ / . . �. , \:\s , v o.,, '4,F \ ➢ 4�1� 4' ✓l�1 Q GOES 353 V V MI 9-1 II Pa El a O w a in 1 w r U C 0 rn 13 czzrF c 0 y =CC ti ca," k. O Q N W C7 �� o la J _V W Z F" t Wi N. a. o h- .J C O d W a1 - -� �p Iii-- z o i'• .. . V N U an n ti UI 4 y v CI p U Oe oo ra El z WI CO" I x ) z Qp �E H - a la w e �a gtggt+ f�t1 PI En0 a anaga it �R9 ,,( FOR VALVE RECEIVED hereby sell, assign and transfer unto shares of the capital stock represented by the within certificate, and hereby irrevocably constitute and appoint to transfer the said stock on the books of the within named company, with full power of substitution in the premises WITNESS hand and seal this• day of , A. D. 19..._....... (SEAL) In the presence of WELD fQLIDTTY HEALTH DEPARTMENT 1517 16TH AVENUE COURT, GREELEY, CO 80631 (970) 353-0635 EXT 2225 FAX (970) 356-4966 Permit # : SP-9600470 Sec/Twn/Rng: Status: ICCODD� Permit Type : RNEW a-conmw:rcial, R-residential + NEW, REpair, VauLT • Applied: 08/29/1996 Parcel No: 1211 22 Issued: 10/31/1996 Finaled: 03, Rco/199(, Location: 14016 WCR 32 PLATTEVILLE 21-3-66 Legal Desc : APPLICANT SARCHET SHAWN Phone: 970-465-4983 9917 GROVEWAY #E, WESTMINSTER, CO 80634 OWNER SARCHET SHAWN Phone: 970-465-4983 9917 GROVEWAY #E, WESTMINSTER, CO 80634 Description: HOME Commercial (Y/N) : N Residential (Y/N) : Y Acres : 8 . 00 Number of Persons : 1 Basement Plumbing (Y/N) : Y Number of Bedrooms : 3 Bathrooms-> Full : 2 3/4 : 1/2 : Water Public (Y/N) : Utility Name : Water Private (Y/N) : Y Cistern (Y/N) : Well (Y/N) : Y Water Permit No: • Percolation Rate : 93 . 3 Limiting Zone: 200 ft 02 in Desc : FRACTURED DAY % Ground Slope : Dir: Soil Suitable (Y/N) : N Engineer Design Req'd (Y/N) : In 100 Yr Flood Plain (Y/N) : Minimum Installation Septic Tank: 1000 gal Absorption Trench: sq. ft. Absorption Bed: 793 sq. ft. Actual Installation Septic Tank: loot) gal Absorption Trench: sq. ft . Absorption Bed: 104 2 sq. ft . NOTICE The issuance of this imply compliance with other state, county or local regulatory or building requirements, nor permit does not shall it act to certify that the subject system will operate in compliance with applicable state, county and local regulations adopted persuant to Article 10, Title 25, CRS as amended, except for the purpose of establishing final approval of installed system for issuance of a local occupancy permit persuant to CRS 1973 25-10-111 (2) . £ This permit is nt transferable. The Weld County Health Department reserves the right to impose additional terms and conditions required to meet bur regulations on a continuing basis. Final permit approval was contingent upon the final inspection of the completed system by the Weld County Health Department. X ( eLL 267? Enviro ental Specialist Date 1 1 civric bGatti 3S- 1 ' n1 akAAsi SO /6 et Vat ��fp J , 4� \ 1 1/ill it • l^ V 4 - -- strTIC D31GN Kr2KT lot Ribbons &i, Rainbows Confe'cence Cente'c Platteville, Colotacto Landmark SEPTIC DESIGN AT NW 1/4, SECTION 21, T3N, R66 W WELD COUNTY, COLORADO Prepared For: Engels Design Associates 2521 West 4th Street Greeley, Colorado 80631 April 25, 2006 Project No. ENGELS-6B5C-01-311 Landmark Engineering Ltd. 3521 West Eisenhower Blvd. Loveland, CO 80537 7..:+4A- --- :\ _ , Landmark ENGINEERING Ltd. Engineers • Planners • Surveyors • Architects • Geotechnical April 25, 2006 Project No. ENGELS-6B5C-01-311 Engels Design Associates 2521 West 4th Street Greeley, Colorado 80531 Gentlemen: The enclosed report presents the results of a septic system design at NW 1/4, Sec. 21, T3N, R66W. of the 6th P.M., Weld County, Colorado. We have provided a design for a gravelless (infiltrator)combined,percolation/evapotranspiration bed using the monthly water balance method. Please submit two (2) copies of this report to the Weld County Health Department for its review in conjunction with your application for a septic system permit. If you have any questions or if we may be of further assistance, please feel free to contact our office. Very truly yours, Landmark Engineering Ltd.NIL LarryMiller Geo gist LA /tv Willf1/4 ��>o%p00 RE678% Enclosure r Gq�'...•p•�•Ro• e/. 29647 t i is VIVAx', eke The above has been reviewed and approved by Reid W. Bona, NIl rt. 29647. 3521 West Eisenhower____ Boulevard Loveland , Colorado 80537 Loveland (970) 667-6286 _ Fax (970} 567-6298 Metro (303) 629-7124 TABLE OF CONTENTS Page No. Letter i Table of Contents ii Individual Sewage Disposal System Design Summary Design Summary 1 _ 3 Site Plan 4 System Plan 5 System Cross Section 6 Septic Tank Cross Section 7 Percolation Test Site Plan 8 Boring Log 9 Percolation Test Results Table 1 Table of Minimum Horizontal Distances Table II Water Balance Calculations Table Ill Water Saving Devices Fact Sheet INDIVIDUAL SEWAGE DISPOSAL SYSTEM DESIGN SUMMARY SYSTEM TYPE-Unlined Combined Percolation/Evapotranspiration System Using the Monthly Water Balance Method. ll. DESIGN CRITERIA 1. Type of Establishment as Stated by Owner- Community Center (Max. 75 occupancy with food catering @ 3 gals./persons/day.) 2. Percolation Rate: 161 min./in. Reference: Attached Study Absorption Rate: 0.10 SF 3. Depth to Groundwater: > 8 Feet 4. Depth to Bedrock: 6 Feet 5. Water Conservation Package. (See Fact Sheet - Use State Mandated Low-Flush Toilets) Ill. WATER BALANCE CALCULATIONS - See Table III Information from Table III using information from II above. Number of Infiltrators Required = 48 minimum Bed Area = 1,865 s.f. minimum IV. BED SUMMARY 1. Total Required Bed Size = 1,865 s.f. .Say 42'x 49.75' = 2,089.5 s.f .7 rows of 7 Infiltrators = 49 Infiltrators 2. Septic Tank Size: 1,250 gaL IV. CONSTRUCTION NOTES 1. The upper ±3 inches of the existing clay soil in the bed area should be scarified prior to placing high capacity infiltrators or wicking sand. 2. All infiltrators shall be H-10 type (high capacity) and meet Weld County specifications. 3. A 6-inch layer of ASTM C-33 sand (concrete sand) shall be placed in the bottom of the excavation after the placement of the infiltrators has occurred. This layer of sand provides a means of effluent distribution over the entire bottom of the bed. 1 4. Wicking Material- The wicking material transfers liquid from the infiltrator storage to the vegetative cover for evaporation and plant transpiration. The - wicking material shall be clean, fine sand such as wash tailings from a gravel plant. The material should consist of approximately 15-20 percent silt. Material must be tested and approved by Engineer prior to delivery. 5. Sodding or Seeding - Transfer of liquids to the atmosphere by vegetative transpiration is an integral part of the design. The top surface of the percolation evapotranspiration field(s) must be sodded or seeded with a high water use grass. The sodded or seeded grass cover must be established prior to use of the system. (Note: Wicking material is often nutrient-deficient. Fertilization will probably be necessary.) 6. Septic Tank and Distribution Box - Shall be installed on a stable base and shall be level. Septic tanks must be 2 compartments. 7. Size of Septic Tank - 1,250 gallon tank recommended. Tank must be two (2) compartments. 8. Trees or Shrubs - Shall not be planted within ten (10) feet of the field(s) without submittal to Engineer for approval of species and location. 9. Component Grades and Elevations - The building sewer to the septic tank shall be laid with a minimum fall of 1/8 inch per foot(1/4 inch fall per foot is recommended). The grade of the percolation - evapotranspiration field laterals shall be from zero (0) to four(4) inches per 100 feet. Percolation - Evapotranspiration field laterals are higher in relative elevation than those in a conventional septic tank and soil percolation field. Allow for this when planning for component elevations, pipe slopes, and soil cover throughout the installation. 10. Drainage- The field(s) surface shall be crowned and have a one (1)percent cross-slope (maximum) to promote drainage and air flow. V. ADDITIONAL SYSTEM REQUIREMENTS 1. Vehicular Traffic or Other Heavy Loadings - Shall be prohibited over the field. 2 2. Animal Traffic and Point Loads-Hoofed animal traffic over the laterals shall be prohibited. Other point loads which would indent the field(s)surface shall be prohibited. 3. Grass Cover- The specified grass cover is essential to proper function of the system. Grazing animals, gardens, or any use which would disturb the established grass cover on the field(s) is prohibited. 4. Solvents and other strong chemicals, which may kill the bacteria in the system and inhibit decomposition of sewage, should be avoided. REVIEW AND APPROVAL Acknowledgment of Review and Approval by Client Client/Client Representative Date APPROVED: By: Weld County Health Department Date 3 15516 WELD COUNTY ROAD 3 2 cij s -- -- proposed community center �\ / septic tank 777777distribution box(es) r--i ---- 42'x49.75' P.E.T. bed f NW 1/4, Sec. 21, T3N, R66W 1. REFER TO TABLE OF MINIMUM HORIZONTAL DISTANCES (TABLE II) FOR PHYSICAL CONSTRAINTS. 2. WELL NOT SHOWN.MAINTAIN SYSTEM MINIMUM 100' FROM ANY WELL. 3. THIS DIAGRAM IS A SCHEMATIC. TANKAGE 6, FIELD MAY BE RELOCATED PROVIDING COMPONENT SIZING NOT CHANGED. 4. SYSTEM DESIGN BASED UPON 2089.5 SQ. FT. OF AREA/FIELD.HINOR CHANGES IN SHAPE CAN BE ALLOWED IF AREA IS MAINTAINED. 5. WASTE SYSTEM MUST BE INSPECTED PRIOR TO BACKFILL. 6. PREVIOUS SOILS REPORT BY: Landmark Engineering Ltd. DATED: attached Landmark TITLE. Site Plan CNOINCCi1f G/I i,CMITECT9 lT0. _ _ _... _ cw«,s,A,C,,,,IC TS,,�..„„.UOw,eNO CLIENT: Engels Design Associates 3521 West Eisenhower Blvd. SCALE: DATE: Pines Loveland. CO. 80537 (303) 6676286 111=100'* 4/26/06 ENGHLS-6B5C-01-311 (a) F;\PreJ cts\Structure\Septic.p.s{gns\SEP11C.Jngef..dd 04/262006. —12 29pm, Marked v , �� INFILTRA II OR SYSTEM PLAN aN NOTE: MAINTAIN n) 0 3 w 1/4"/FT. SLOPE ON LINES FROM • m Oll o o RESIDENCE y i —, -I TO BED. ETf 0 v -u ,O , . 0 t al T1 �1 m n 0. -1A 49:75' C) a 3 / 3 90' ELBOW (IQ W z rn �V� 0 0 -.r H -< (PVC SDR35) a N a — -< ° l',/, — REQUIRED. PIPE - • MEETING ASTM a o2STANDARD D3034 ). l c a ±- J VI f j 4' DIA. WET WELL a m ±-- I —± _____ + -[ r(IF REQ.) 0.0 'V CA P fl 14 v .41 -1-4-1----1-4-----F--l- I 1 8 • r ro4 SEPTIC rn z a TANK cm m to m Z --I-- -1 r �- fL iJ p m 41 A rn -0 < 1 (n i -� I - DISTRIBUTION BOXD Q FROM O Z N RESIDENCE 00 Q to Z 71 90' ELBOW (TYP.) m En z mn _1250 O _ GAL. RECOMMENDED ti D O.. "'t N (11 n ' • INSTALL VERTICALLY A 2'-3" LENGTH OF "HIGH CAPACITY INFILTRATOR" (H1O) TYPE UNITS. PERFORATED PLASTIC PIPE W/ INSERTED W CENTER__?_ ROWS OF _ 7 _ = _49_ INFILTRATORS OR THREADED TOP TO BE FLUSH W/ GROUND SURFACE. PIPE TO BE USED TO MONITOR SYSTEM. • Construct Berm On Upper Perimeter of 24' AT EDGE OF BED Bed to Divert Slope Sides of Berm 3:1 30' AT CENTER Runoff Water Around Bed. 1% Cross Slope (Max.) For Drainage. fir C ncrete Sand (ASTM C-33) y 31CAL T , 'TYPICAL I 's TYPICAL Wicking sand 8'+ rte. .-••, ; _•I I i-+ , Native Soil _ '_ ,_ -, 'i7=11 Na we Soil — t I IIL._...7 + , ` ;+ I It IE c is ' I+..�it1.. Final Ground ! I •;2— I ;i—_E 1„ I _—_.�I i t I 1 I I I • Surface _F-+1 - • !--_1-•� 1-NGtIV@ SOIL _ ..; - - i' i '._i l;_ of •!--1 I+- •I- k .._....!+ -.l I .._.-.l s j_.._—.!• ...E _ ,� i..-,..I Existing Groundwater/Bedrock 0 NOTES: * ABSORPTION FIELD MUST BE INSTALLED TO ACHIEVE 4' VERTICAL SEPARATION BETWEEN BOTTOM OF BED AND BEDROCK AND OR GROUNDWATER. aO * DEPTH OF BED SHALL BE NO GREATER THEN 3' BELOW FINAL GRADE. O * INSTALLATION MUST PROVIDE FOR ADEQUATE COVER ON LINES TO FIELD. * BOTTOM OF FIELD TO BE LEVEL, REMOVE ALL SHARP PROJECTIONS. * SCARIFY UPPER 3" OF NATIVE SOIL PRIOR TO PLACING INFILTRATORS OR SAND. t„ •a to CLIENT: ENGELS DESIGN ASSOCIATES L�andrnaar-,t��..� Engineering TITLE: SYSTEM PLAN 3521 West Eisenhower Blvd., Loveland,Colorado 80537 i (970) 667-6286 • Toll Free (866) 379-6252 • Fax (970) 667-6298 APRIL 26, 2006 I JOB #: ENGELS-6B5C-01-31 1 ,rww l•ndm•rkltd.cam 6 B' 0{ for in l Itecaniended For Cotter ti V ( tbc - _ 44 L ' — 'I --- c. .a�L—J 4'2ir x J L--II-4€1,.]0 ` Vi .......... 4 Oia. s I. Inlet L----- / a , —_1 O e =1---- Zit i S. OO S I No ¢°Min. Wall fhianeu, SEPTIC TANK CROSS SECTION 1,250 gat . minimum required , 1 ,250 gal . recommended r CLIENT- DATE' 4/26/06 SHEET Engels Design Assoc. I.�mlmark 6NOINEERINOLTD. TITLE' SCALE: n. t.s. OF CONSULTING ENGINEERS r PLANNERS I MIRVEYORS SEPTIC TANK CROSS SECTION APPRDV£D 7 WELD COUNTY ROAD 3 2 •B-1 P3 • •pq p2.+ • • — -deep bore PL e p6 existing residence --- al py,,,®,,ry,(t CLIENT: Engels Design Associates TITLE: Soils & Percolation Test Site Plan ENGINEERS/ARCHITECTS/PLANNERS/SURVEYORS 3521 West Eisenhower Blvd., Loveland, Colorado 80537 PROJECT NUMBER: ENGELS-6B5C-01-709 (970) 667-6286 Denver (303) 629-7124 Fax (970) 667-6298 DATE: February 8, 2006 SCALE: 1"=100'* 8 LOG OF BORING BORING • NO. CLIENT: Engels Design Associates DRILL RIG: Acker AD-II Perc. PROJECT NO: ENGELS-6B5C-01-709 ROD SIZE: AW PROJECT LOCATION: Section 21,T3N,R66W, METHOD OF DRILLING: 4" s.s. Platteville, Weld County, Colorado DRILLER: LAM DATE DRILLED: February 6,2006 ENGINEER/GEOLOGIST: LAM/LAB ELEVATION: natural grade WEATHER: uJ w r- -J w DESCRIPTION -' z Z REMARKS w o )- ¢ Q.. cU) < OO Ca U) u) D S z u •` silty sand, loose-firm, moist-wet, . . brown-dark brown - _ lean-fat day(redeposited - - -5- \ claystone)with fine gravels,med �.� stiff-stiff,brown with gray r -4 weathered silty claystone with _ sandstone lenses,very stiff-hard, no water encountered -10- moist,brown-gray with iron _ `staining -15- -20- -25- -30- -35- • -40- landmark ENGINEERING LTD. 9 i LANDMARK ENGINEERING LTD. • ) 3521 West Eisenhower Blvd., CO 80537 F )370)667-6286 @ Denver Metro (303) 629-7124 ��_ Fax: (970)667-6298 @ E-Mail: office@landmarkltd.com Date of Test:February 7, 2006 Date Holes Presoaked: February 6,2006 Location: Section 21, T3N, R66W, Weld County, Colorado PERCOLATION TEST RESULTS Percolation Hole No. 1 2 3 4 5 6 Depth of Hole (in.) 30" 30" 30" 30" 30" -, 30" Time of Reading Reading Change Reading Change Reading Change Reading Change Reading Change Reading Change (in.) (in.) (in.) in.) (in.) (in.) (in.) (in.) (in.) (in.) (in.) (in.) 8:30 18 1/2 lilt 15 18 1/8 18 1/2illil 19 5/8 11111_19_12_8_11111 9:00 18 7/8 3/8 15 1/4 1/4 18 1/2 3/8 20 1 1/2 20 3/8 19 3/4 5/8 9:30 19 1/8 1/4 15 3/8 1/8 18 3/4 1/4 21 1/8 1 1/8 20 1/2 _ 1/2 20 3/8 5/8 10:00 19 1/4 1/8 15 1/2 1/8 19 1/4 22 7/8 20 3/4 1/4 21 5/8 10:30 19 3/8 4 1/8 15 5/8 1/8 19 1/4 1/4 22 5/8 5/8 21 1/4 21 1/2 1/2 11:00 19 1/2 1/8 15 3/4 1/8 19 3/8 - 1/8 23 1/8 1/2 21 3/8 3/8 21 7/8 3/8 11:30 19 5/8 1/8 15 7/8 1/8 19 1/2 1/8 23 3/4 5/8 21 5/8 1/4 22 1/4 3/8 Percolation Rate At 240 mpi 240 mpi 240 mpi 48 mpi 120 mpi 80 mpi End of Test Average Percolation Rate: 161 Minutes Per Inch CLIENT: Engels Design Associates TABLE NO. LANDMARK ENGINEERING LTD. PROJECT NO. ENGELS-6B5C-01-709 1 TAI. )2 ) WELD COUNTY FABLE OF MINIMUM HORIZONTAL DISTANCES IN FEET BETWEEN COMPONENTS OF A SEWAGE DISPOSAL SYSTEM INSTALLED AFTER NOVEMBER 15, 1973.AND PERTINENT PHYSICAL FEATURES Spring,Wells, Potable Water Potable Water , Dwelling or Property Lines, Subsoil Lake, Pond Water Course, Dry Suction Lines Supply Supply Cistern Occupied Drains Piped or Lined Irrigation Ditch or Gulches Line Building Irrigation Ditches Stream Swales . Gully Absorption trench or bed Sand Filter, Sub-surface Dispersal (3) (4)(2) (3) (3) System 100 25 25 20 10 100 50 25 Unlined Sand Filter in Soil With a (4)(2) Percolation Rate Slower than 60 25 25 15 10 25 25 15 1 Minutes per Inch 100 Unlined or Partially Lined Evapotranspiration System ,or (4)(2) Surface Disposal System Other 100 25 25 15 10 25 25 15 than Aerosol Lined Sand Filter 60 (4)10(2) 25 15 10 25 25 10 Lined Evapotranspiration Field 60 (4)10(2) 25 15 10 25 25 10 Vault Privy 50 (4)10(2) 25 15 10 25 25 10 Septic Tanks,Treatment Plants, (2) (4)(2) (1) Dosing Tanks,Vaults 50 10 25 5 10 50 10 50 Building Sewer or (2)(4) (4)(2) (4) (2)(4) (4) (2)(4) (2)(4) Effluent Lines 50 10 25 0 10 50 _ 50 10 NOTE: The minimum distances shown above shall be maintained between the system components and the physical features described. Where soil,geological or other conditions warrant,greater distances may be required by the Board of Health or by the Water Quality Control Commission pursuant to C.R.S.25-8-206 in accordance with the authority prescribed by law and rules and regulations implemental of said section. Components which are not water tight should not extend into areas of the root system of nearby trees. For repair or upgra' 1 of existing systems where the size of lot precludes adherence to these distances, repaired facility shall not be closer to water supply components than the existing facilities. For i .1 systems,variances may be given from these distances, but shall not be closer than the CDH distances_ (1) Distance shown shall not apply to treatment plants or effluent lines where recycling is permitted. (2) Crossings or encroachments may be permitted at the points as noted above provided that the water conveyance pipe is encased for a minimum distance of ten(10)feet on each side of the crossing. A length of pipe shall be used with a minimum Schedule 40 rating of sufficient diameter to easily slide over and completely encase the water conveyance. Ridged end caps of at least Schedule 40 rating must be glued or secured in a watertight fashion to the ends of the encasement pipe. A hole of sufficient size to accommodate the pipe shall be drilled in the lowermost section of the ridged cap so that the conveyance pipe rests on the bottom of the encasement pipe. The area in which the pipe passes through the endcaps shall be sealed with an approved underground sealant compatible with the piping used. (3) Add 8 feet additional distance for each 100 gallons per day of design flow over 1000 gallons per day as specified in the table, unless it can be demonstrated by a registered Professional Engineer or Certified Professional Geologist that a mechanical or natural barrier will prevent contamination. (4) Encroachments may be permitted provided the water or wastewater conveyance pipe is encased as in(2)above,specified in the table. TABLE ) ) % LANDMARK ENGINEERING LTD. WATER BALANCE CALCULATIONS WELD COUNTY BED AREA REQUIRED 30 year mean climate design 10 year water balance Design Flow ANNUAL ABSORPTION RATES Qwaste if OF Perso. 3 GAL/DAY x 365 DAYS PERC RATE ANNUAL 'A' 75 3 365 = 82,125 gal/yr 61 - 90 MPI .20 GPD/SF Use one of these values for 91-120 MP1 .15 GPD/SF Annual 'A' input in Cell B21 Annual Precipitation 121+ MPI .10 GPD/SF P in per yr / 12 in per ft 1 13.97 P = 1.16 Annual Evaporation ET Inches per year /12 = feet per year 32.97 in /year Er 2.74 tt per year Annual Infiltration I gpd per sqft /7.48 x 365 days per year = ft per year NUMBER OF HI-CAPACITY 0.1 pd per sgtt I 4.59 ft per year INFILTRATORS NEEDED Bed Area 48 A = Qwaste = 1865 SF (ET+I)-P GRAVEL INFILTRATOR SYSTEM HI-CAP % Void BED SATURATION DEPTH CALCULATION ® 35% VOID 50% CUMULATIVE MONTHLY CUMULATIVE WATER WATER MONTH PRECIPITATION EVAPORATION INFILTRATION P-(ET+I) P-(ET+I) WASTEWATER WASTEWATER DEPTH DEPTH Inches Feet Inches Feet Feet Feet Feet Feet Feet Feet Feet Year 1 01-Jan-96 0.43 0.04 1.10 0.09 0.38 -0.44 -0.44 0.50 0.50 0.16 0.11 J - 30 Year 01-Feb-96 0.33 0.03 1.17 0.10 0.38 -0.45 -0.89 0.50 0.99 U.29 0.20 F Mean 01-Mar-96 1.09 0.09 1.92 0.16 0.38 -0.45 -1.34 0.50 1.49 0.41 0.29 M Data 01-Apr-96 1.54 0.13 2.86 0.24 0.38 -0.49 -1.83 0.50 1.98 0.42 0.30 A 01-May-96 2.56 0.21 3.72 0.31 0.38 -0.48 -2.31 0.50 2.48 0.47 0.33 M 01-Jun-96 2.03 0.17 4.48 0.37 0.38 -0.59 -2.90 0.50 2.97 0.21 0.15 J Total P 01-Jul-96 1.47 0.12 4.90 0.41 0.38 -0.67 -3.57 0.50 3.47 0.00 0.00 J 13.97 01-Aug-96 1.15 0.10 4.56 0.38 0.38 -0.66 -4.23 0.50 3.96 0.00 0.00 A 01-Sep-96 1.32 0.11 3.30 0.28 0.38 -0.55 -4.78 0.50 4.46 0.00 0.00 S Total E 01-Oct-96 0.87 0.07 2.39 0.20 0.38 -0.51 -5.29 0.50 4.96 0.00 0.00 0 32.87 01-Nov-96 0.70 0.06 1.35 0.11 0.38 -0.44 -5.72 0.50 5.45 0.00 0.00 N 01-Dec-96 0.45 0.04 1.12 0.09 0.38 -0.44 -6.16 0.50 5.95 0.00 0.00 D ) TA' ) III ) Year 2 01-Jan-96 1.12 0.09 0.86 0.07 0.38 -0.36 -6.52 0.50 6.44 0.00 0.00 J - 01-Feb-96 0.51 0.04 0.97 0.08 0.38 -0.42 -6.94 0.50 6.94 0.00 0.00 F 01-Mar96 0.72 0.06 0.40 0.03 0.38 -0.36 -7.30 0.50 7.43 0.39 0.27 M 01-Apr-96 1.65 0.14 2.20 0.18 0.38 -0.43 -7.73 0.50 7.93 0.58 0.41 A 01-May-96 1.55 0.13 1.84 0.15 0.38 -0.41 -8.13 0.50 8.42 0.83 0.58 M 01-Jun-96 2.63 0.22 4.35 0.36 0.38 -0.53 -8.66 0.50 8.92 0.75 0.52 J Total P 01-Jul-96 3.35 0.28 9.90 0.83 0.38 -0.93 -9.59 0.50 9.42 0.00 0.00 J 17.20 0I-Aug-96 2.92 0.24 5.02 0.49 0.38 -0.62 -10.21 0.50 9.91 0.00 0.00 A 01-Sep-96 1.37 0.11 3.61 0.30 0.38 -0.57 -10.78 0.50 10.41 0.00 0.00 S Total E 01-Oct-96 0.20 0.02 1.57 0.13 0.38 -0.50 -11.28 0.50 10.90 0.00 0.00 0 32.46 01-Nov-96 0.29 0.02 0.49 0.04 0.38 -0.40 -11.67 0.50 11.40 0.00 0.00 N 01-Dec-96 0.88 0.07 0.45 0.04 0.38 -0.35 -12.02 0.50 11.89 0.00 0.00 0 Year 3 01-Jan-96 0.63 0.05 0.89 0.07 0.38 -0.40 -12.42 0.50 12.39 0.00 0.00 J - Extreme 01-Feb-96 0.35 0.03 0.88 0.07 0.38 -0.43 -12.85 0.50 12.88 0.10 0.07 F Year 01-Mar-96 1.17 0.10 1.46 0.12 0.38 -0.41 -13.26 0.50 13.38 0.35 0.25 M ) 0l-Apr-96 1.92 0.16 2.40 0.20 0.38 -0.42 -13.68 0.50 13.88 0.56 0.39 A 01-May-96 2.58 0.22 3.12 0.26 0.38 -0.43 -14.11 0.50 14.37 0.76 0.53 M 01-Jun-96 2-52 0.21 3.67 0.31 0.38 -0.48 -14.58 0.50 14.87 0.81 0.56 J Total P 01-Jul-96 1.67 0.14 4.51 0.38 0.38 -0.62 -15.20 0.50 15.36 0.45 0.32 J 16.57 01-Aug-96 1.44 0.12 4.06 0.34 0.38 -0.60 -15.80 0.50 15.86 0.15 0.11 A 01-Sep-96 1.74 0.15 2.84 0.24 0.38 -0.47 -16.28 0.50 16.35 0.22 0.15 5 Total E 01-Oct-96 1.07 0.09 1.79 0.15 0.38 -0.44 -16.72 0.50 16.85 0.37 0.26 0 27.59 01-Nov-96 0.88 0.07 1.13 0.09 0.38 -0.40 -17.12 0.50 17.34 0.63 0.44 N 01-Dec-96 0.59 0.05 0.83 0.07 0.38 -0.40 -17.53 0.50 17.84 0.90 0.63 0 Year 4 01-Jan-96 0.60 0.05 0.93 0.08 0.38 -0.41 -17.94 0.50 18.34 1.14 0.80 J - 01-Feb-96 0.40 0.03 0.63 0.05 0.38 -0.40 -18.34 0.50 18.83 1.41 0.99 F 01-Mar-96 0.77 0.06 1.33 0.11 0.38 -0.43 -18.77 0.50 19.33 1.60 1.12 M 01-Apr-96 0.97 0.08 0.79 0.07 0.38 -0.37 -19.13 0.50 19.82 1.97 1.38 A 01-May-96 1.69 0.14 2.34 0.20 0.38 -0.44 -19.57 0.50 20.32 2.14 1.50 M 01-Jun-96 2.52 0.21 5.51 0.46 0.38 -0.63 -20.20 0.50 20.81 1.75 1.22 J Total P 01-Jul-96 0.79 0.07 9.36 0.78 0.38 -1.10 -21.30 0.50 21.31 0.03 0.02 J 13.20 01-Aug-96 1.50 0.12 3.03 0.25 0.38 -0.51 -21.81 0.50 21.80 0.00 0.00 A 01-Sep-96 1.09 0.09 4.19 0.35 0.38 -0.64 -22.45 0.50 22.30 0.00 0.00 S Total E 01-Oct-96 0.93 0.08 2.56 0.21 0.38 -0.52 -22.97 0.50 22.80 0.00 0.00 0 32.74 01-Nov-96 1.03 0.09 1.17 0.10 0.38 -0.39 -23.36 0.50 23.29 0.00 0.00 N 01-Dec-96 0.92 0.08 0.90 0.08 0.30 -0.38 -23.74 0.50 23.79 0.13 0.09 0 Year 5 01-Jan-96 0.50 0.04 0.72 0.06 0.38 -0.40 -24.14 0.50 24.28 0.40 0.28 J - ) 01-Feb-96 0.42 0.03 0.53 0.04 0.38 -0.39 -24.53 0.50 24.78 0.70 0.49 F 01 Mar-96 0.81 0.07 1.06 0.09 0.38 -0.40 -24.94 0.50 25.27 0.96 0.67 M 01-Apr-96 1.32 0.11 1.27 0.11 0.38 -0.38 -25.31 0.50 25.77 1.30 0.91 A 01-May-96 2.85 0.24 2.93 0.24 0.38 -0.39 -25.70 0.50 26.26 1.60 1.12 M 01-Jun-96 0.53 0.04 4.73 0.39 0.38 -0.73 -26.44 0.50 26.76 0.93 0.65 J Total P 01-Jul-96 0.35 0.03 9.17 0.76 0.38 -1.12 -27.55 0.50 27.26 0.00 , 0.00 J 11.90 01-Aug-96 0.69 0.06 2.19 0.18 0.38 -0.51 -28.06 0.50 27.75 0.00 0.00 A 01-Sep-96 1.31 0.11 3.15 0.26 0.38 -0.54 -28.59 0.50 28.25 0.00 0.00 S Total E 01-Oct-96 1.17 0.10 3.09 0.26 0.38 -0.54 -28.74 0.50 28.74 0.00 0.00 0 31.46 01-Nov-96 1.40 0.12 1.54 0.13 0.38 -0.39 -29.14 0.50 29.24 0.29 0.20 N 01-Dec-96 0.54 0-05 1.08 0.09 0.38 -0.43 -29.55 0.50 29.73 0.49 0.34 0 1-)ABLE III 7) ` Year 6 01 Jan-96 0.36 0.03 0.86 0.07 0.3B -0.42 -29.99 0.50 30.23 0.69 0.48 J - 01-Feb-96 0.21 0.02 0.57 0.05 0.38 0.41 -30.40 0.50 30.72 0-93 0.65 F 01-Mar 96 1.60 0.13 2.21 0.18 0.38 -0.43 -30.83 0.50 31.22 1.11 0.77 M 01-Apr-96 1.86 0.15 1.94 0.16 0.38 -0.39 -31.22 0.50 31.72 1.41 0.99 A 01-May-96 4.17 0.35 4.45 0-37 0.38 -0.41 -31.63 0.50 32.21 1.67 1.17 M 01-Jun-96 3.69 0.31 5.97 0.50 0.38 -0.57 -32.20 0.50 32.71 1.45 1.01 J Total P 01-Jul-96 0.50 0.04 9.25 0.77 0.38 -1.11 -33.31 0.50 33.20 0.00 0-00 J 16.15 01-Aug-96 1.77 0.15 3.20 0.27 0.38 -0.50 -33.81 0.50 33.70 0.00 0.00 A 01-Sep-96 1.72 0.14 4.45 0.37 0.38 -0.61 -34.42 0.50 34.19 0.00 0.00 S Total E 01-Oct-96 0.20 0.02 2.62 0.22 0.38 -0.58 -34.69 0.50 34.69 0.00 0.00 0 36.87 01-Nov-96 0.04 0.00 0.91 0.08 0.38 -0.45 -35.14 0.50 35.18 0.12 0.08 N 01-Dec-96 0.04 0.00 0.44 0.04 0.38 -0.42 -35.56 0.50 35.68 0.35 0.24 0 Year 7 01-Jan-96 0.19 0.02 0.47 0.04 0.38 -0.41 -35.97 0.50 36.18 0.60 0.42 J - 01-Feb-96 0.60 0.05 0.47 0.04 0.38 -0.37 -36.34 0.50 36.67 0.96 0.67 F 01-Mar-96 1.39 0-12 0.51 0.04 0.38 -0.31 -36.65 0.50 37.17 1.49 1.04 M 1 01-Apr-96 2.60 0.22 1.88 0.16 0.38 -0.32 -36.97 0.50 37.66 1.99 1.39 A /1 01-May-96 3.29 0.27 3.64 0.30 0.38 -0.41 -37.38 0.50 38.16 2.23 1.56 M 01-Jun-96 3.11 0.26 5.66 0.47 0.38 -0.59 -37.97 0.50 38.65 1.94 1.36 J Total P 01-Jul-96 1.39 0.12 9.35 0.78 0.38 -1.05 -39.02 0.50 39.15 0.37 0.26 J 16.30 01-Aug-96 0.80 0.07 2.71 0.23 0.38 -0.54 -39.56 0.50 39.64 0.24 0.17 A 01-Sep-96 1.75 0.15 4.17 0.35 0.38 -0.58 -40.14 0.50 40.14 0.00 0.00 S Total E 01-Oct-96 0.31 0.03 2.83 0.24 0.38 -0.59 -40.74 0.50 40.64 0.00 0.00 0 32.94 01-Nov-96 0.61 0.05 0.73 0.06 0.38 -0.39 -41.13 0.50 41.13 0.01 0.01 N 01-Dec-96 0.25 0.02 0.52 0.04 0.38 -0.40 -41.53 0.50 41.63 0.27 0.19 D Year 8 01-Jan-96 0.06 0.00 0.33 0.03 0.38 -0.41 -41.94 0.50 42.12 0.53 0.37 J - 01-Feb-96 0-64 0.05 0.97 0.08 0.38 -0.41 -42.35 0.50 42.62 0.77 0.54 F 01-Mar-96 1.43 0.12 1.72 0.14 0.38 0.41 -42.75 0.50 43.11 1.03 0.72 M 01-Apr-96 1.04 0.09 1.60 0.13 0.38 -0.43 -43.18 0.50 43.61 1.22 0.85 A 01 May-96 0.60 0.05 1.12 0.09 0.38 -0.43 -43.61 0.50 44.10 1.42 0.99 M 01-Jun-96 0.25 0.02 5.08 0.42 0.38 -0.78 -44.39 0.50 44.60 0.59 0.42 J Total P 01-Jul-96 0.67 0.06 8.69 0.72 0.38 -1.05 -45.44 0.50 45.10 0.00 0.00 J 8.56 01-Aug-96 1.81 0.15 3.27 0.27 0.38 -0.50 -45.95 0.50 45.59 0.00 0.00 A 01-Sep-96 1.52 0.13 4.75 0.40 0.38 -0.65 -46.60 0.50 46.09 0.00 0.00 S Total c 01-0ct-96 0.01 0.00 1.93 0.16 0.38 -0.54 -47.14 0.50 46.58 0.00 0.00 0 30.73 01-Nov-96 0.50 0.04 0.65 0.05 0.38 -0.39 -47.53 0.50 47.08 0.00 0.00 N 01-Dec-96 0.01 0.00 0.62 0.05 0.38 -0.43 -47.97 0.50 47.57 0.00 0.00 D Year 9 01-Jan-96 0.54 0.05 0.32 0.03 0-38 -0.36 -48.33 0.50 48.07 0.00 4 0.00 J - Extreme 01-Feb-96 0.40 0.03 0.25 0.02 0.38 -0.37 -48.70 0.50 48.56 0.00 0.00 F per Tri- 01-Mar-96 1.31 0.11 0.23 0.02 0.38 -0.29 -48.99 0.50 49.06 0.19 0.13 M County 01-Apr-96 1.85 0.15 0.27 0.02 0.38 -0.25 -49.24 0.50 49.56 0.89 0.62 A 99% 01-May-96 3.12 0.26 1.01 0.08 0.38 -0.21 -49.45 0.50 50.05 1.72 1.20 M Confid. 01-Jun-96 2.48 0.21 5.14 0.43 0.38 -0.60 -50.05 0.50 50.55 1.41 0.99 J Level 01-Jul-96 1.76 0.15 8.82 0.74 0.38 -0.97 -51.03 0.50 51.04 0.05 0.03 J Total P 01-Aug-96 1.43 0.12 2.58 0.22 0.38 -0.48 -51.50 0.50 51.54 0.10 0.07 A 16.87 01-Sep-96 1.56 0.13 3.98 0.33 0.38 -0.58 -52.09 0.50 52.03 0.00 0.00 S 01-Oct-96 1.11 0.09 2.25 D.19 0.38 -0.48 -52.56 0.50 52.53 0.00 0.00 0 Total E 01-Nov-96 0.88 0.07 0.63 0.05 0.38 -0.36 -52.93 0.50 53.02 0.28 0.20 N 26.81 01-Dec-96 0.54 0.05 0.55 0.05 0.38 -0.38 -53.31 0.50 53.52 0.61 0.42 D TABLF ill ) 1 Year 10 01-Jan-96 0.43 0.04 1.10 0.09' 0.38 -0.44 -53.75 0.50 54.02 0.77 0.54 J - lc 01-Feb-96 0.33 0.03 1.17 0.10 0.38 -0.45 -54.20 0.50 54.51 0.89 0.63 F 01-Mar-96 1.09 0.09 1.92 0.16 0.38 -0.45 -54.65 0.50 55.01 1.02 0.71 M 01-Apr-96 1.54 0.13 2.86 0.24 0.38 -0.49 -55.14 0.50 55.50 1.03 0.72 A 01-May-96 2.56 0.21 3.72 0.31 0.38 -0.48 -55.62 0.50 56.00 1.08 0.75 N 01-Jun-96 2.03 0.17 4.48 0.37 0.38 -0.59 -56.21 0.50 56.49 0.82 0.57 J Total P 01-Jul-96 1.47 0.12 4.90 0.41 0.38 -0.67 -56.88 0.50 56.99 0.32 0.23 J 13.97 01-Aug-96 1.18 0.10 4.56 0.38 0.38 -0.66 -57.54 0.50 57.48 0.00 0.00 A 01-Sep-96 1.32 0.11 3.30 0.28 0.38 -0.55 -58.09 0.50 57.98 0.00 0.00 S Total E 01-Oct-96 0.87 0.07 2.39 0.20 0.38 -0.51 -58.60 0.50 58.48 0.00 0.00 0 32.87 01-Nov-96 0.70 0.06 1.35 0.11 0.38 -0.44 -59.03 0.50 58.97 0.00 0.00 N 01-Dec-96 0.45 0.04 1.12 0.09 0.38 -0.44 -59.47 0.50 59.47 0.00 0.00 D )Sheet 1 / INFILTRATORS WELD COUNTY HIGH CAPACITY H-10 INFILTRATOR CHAMBERS Used in a 1000 se bed with wicking sand 16" deep 1 Hi Capacity Infiltrator Chamber is 16.3 CF (122 Gal) and assuming wicking sand storage O 274 1 Hi Cap chamber is 15.6 SF interior footprint for conversion Chamber dimensions are 3'-W x 6.25'-L x 1.333' -H A B C D E F G H I J PERCENT 8 OF HI-CAP Bed Area 1 of Void Number of Number of Number of Typical Chamber bonversion SF of Ch. Area covered HI-CAP CHAMBERS Space for chambers chambers rows - CD Bed Size Spacing on factor tox area by Chambers VOID NEEDED Storage needed to use per row Centerline Chambers required Ext. footprint SPACE FOR Feet 1865 SF 'A' REQ. 1000 0.41 16.03 18 3 - 6 26 x 38 8.60 0.25 250 32% 41% 30 1000 0.44 19.23 21 3 - 7 23 x 44 7.60 0.30 300 37% 44% 36 1000 0.47 22.44 24 4 - 6 26 x 39 6.50 0.35 350 43% 47% 42 1000 0.50 25.64 25 5 - 5 31 x 32 6.20 0.40 400 44% 50% 48 1000 0.53 28.85 30 5 - 6 26 x 38 5.20 0.45 450 531 53% 54 1000 0.56 32.05 35 5 - 7 23 x 44 4.60 0.50 500 62% 561 60 1000 0.58 35.26 36 6 - 6 26 x 38 4.33 0.55 550 64% 58% 66 1000 0.61 38.46 40 5 - 8 20 x 50 4.00 0.60 600 71% 61% 72 1000 0.64 41.67 42 6 - 7 23 x 44 3.83 0.65 650 75% 64% 78 Column B Is the void space obtained if the number of chambers in Column C are used. Column C Is the actual number of chambers needed to obtain the void space requirement in Column B. Column D Is an even number of chambers rounded up from Column C to use for bed symetry. Column H Is a conversion factor only, to find the number of chambers required for a specific void storage volume. Column I Is the SF area of chamber required for Column B void by using the conversion factor in Column H. Column J Represents the total area of the bed covered by chambers based on their 17.75 SF exterior dimension. r COG WATER CONSERVATION PROGRAM r-. • WATER SAVING DEVICES Fact Sheet FLOW CONTROL SHOWERHEADS Cost of Device: liik Water saved per day: 12% - or- 5500 gallons per household per year Homeowner energy savings: $35-40 annually with gas hot water heater 50- 75% of the water saved is HOT water $75-100 annually with electric hot water beater Use State Mandated Low Flush Toilets Reduces the flow of water from 5- 8 gallons per minute to 3-1/2 FAUCET AERATORS Cost of Device: Water saved per day: 8% / / 3,650 gallons per household per year Pays for itself in 3 hours hot water running time r tIthTChNItAL & IPIERC NI -LAT1 OS N INVSTIGATI9N Kf9KT GEOTECHNICAL AND PERCOLATION INVESTIGATION AT NW 1/4, SEC. 21, T3N, R66W, WELD COUNTY, COLORADO Jot Ribbons & Rainbows Conference Cente't Platteville, Co`otado Landmark e GEOTECHNICAL AND PERCOLATION INVESTIGATION AT NW 1/4, SEC. 21, T3N, R66W, WELD COUNTY, COLORADO Prepared For: Engels Design Associates 2521 W 4th Street Greeley, Colorado 80631 March 6, 2006 Project No. ENGELS-6B5C-01-709 LANDMARK,.ENGI LEERING LTD..._ 3521 W. EISENHOWER BLVD. LOVELAND, CO 80537 4g Landmark ENGINEERING Ltd. Engineers • Planners • Surveyors • Architects • Geotechnical March 6, 2006 Project No. ENGELS-685C-01-709 Engels Design Associates 2521 W. 4th Street Greeley, Colorado 80631 Dear Mr. Engels: The enclosed report presents the results of a geotechnical and percolation investigation for a portion of land located in the NW 1/4, Sec. 21, T3N, R66W of the 6t° P.M., Weld County, Colorado. If you have any questions or if we can be of further assistance, please contact our office as soon as possible. Sincerely, Landmark Engineering Ltd. Larry M. er Geolo 1st LAAt Enclosure :g 3 V/ . The above has been reviewed and approved under the direct supervision of ( pTih on, Colorado P.E. 35177. 3521 West Eisenhower Boulevard Loveland , Colorado 80537 Loveland (970) 667-6286 Fax (970) 667-6298 Metro (303) 629-7124 r-. TABLE OF CONTENTS Page Letter of Transmittal Table of Contents ii Scope 1 Site Location and Description 1 Field Investigation 1 Laboratory Testing 2 Subsurface Conditions 2 Foundation Recommendations 3 Floor Slabs 7 Basements 9 r Site Grading, Landscaping and Drainage 9 Percolation Test 10 General Information 10 Location of Borings Plate 1 Legend of Soils and Rock Symbols Plate 2 Boring Logs Plates 3 - 5 Consolidation - Swell Tests Drawings 1 - 3 Suggested Specifications For Placement of Compacted Earth Fills and/or Backfills Appendix A eTh SCOPE e„ The following report presents the results of a geotechnical and percolation investigation for a portion of land located in the NW 1/4, Sec. 21, T3N, R66W of the 6th P.M., Weld County, Colorado. The investigation was performed for Engels Design Associates. The purpose of this investigation was to obtain the technical information and subsurface property data necessary for the design and construction of a foundation and septic system for the proposed community center. The conclusions and recommendations presented in this report are based upon analysis of field and laboratory data and experience with similar subsurface conditions in the general vicinity. SITE DESCRIPTION The project site is located just east of County Road 29 on the south side of County Road 32. The proposed building site is presently cultivated in winter wheat. An existing residence is located at the southeast corner of the parcel. Topographically this area slopes to the south at 1 - 2 %. FIELD INVESTIGATION The field investigation consisted of 2 borings at selected locations on the site. The borings were advanced with an Acker AD-I1 drill rig utilizing 4-inch diameter continuous flight augers. As the boring operation advanced, an index of soils relative density and consistency was obtained by use of the standard penetration test, ASTM Standard Test D-1586. The penetration test results listed on the boring logs are the number of blows required to drive 1 • the 2-inch diameter split-spoon sampler 12 inches, or increments as shown, into undisturbed soil using a 140-pound hammer dropped 30 inches. Undisturbed samples for use in the laboratory were taken in 3-inch O.D. thin wall Shelby samplers, hydraulically pushed into the soil and 2.5-inch O.D. California Samplers driven into the soil. Undisturbed and disturbed samples were sealed in the field and preserved at natural moisture content until tested in the laboratory. Complete logs of the boring operation are shown on the attached plates and include visual classifications of each soil, location of subsurface changes, standard penetration test results, and subsurface water level measurements at the time of this investigation. LABORATORY TESTING Laboratory tests were performed to determine visual classification, moisture contents, dry densities, swelling and consolidation characteristics, plasticity, gradation and soluble sulfates. SUBSURFACE CONDITIONS Subsurface strata were relatively uniform consisting of silty sands and clay soils above a silty claystone bedrock of the Laramie Formation of the Cretaceous Age. A description of each in order of increasing depth follows. Silty Sand - At the surface in all borings and extending to depths near 2 feet, an eolian deposit of silty sand was found. Data suggests this sand offers low to moderate bearing capacities and consolidation potential when wetted. 2 Clays - Below the sand soils, a lean-fat clay with fine ironstone gravels was encountered. These clays are residuum and secondary deposits derived from the claystone bedrock. Based on field and laboratory data, these clays offer low to moderate bearing capacities while exhibiting low to moderately low swell potential when wetted. Silty Claystone - Below the clay soils at depths ranging from 6-1/2 to 11 feet, a weathered turning to competent silty claystone bedrock with interlayered sandstone lenses was found. Tests indicate this stratum offers moderate to high bearing capacities while possessing moderate swell potential. Groundwater-At the time of this observation, no free groundwater was noted. However, 24 hours later free groundwater was measured in boring No. 1 at a depth of 16 feet. These water levels should be anticipated to fluctuate throughout the years and, therefore, may not be indicative of high groundwater levels. Also, during periods of high precipitation or irrigation, a perched water table could develop on top of the bedrock stratum. e-- FOUNDATION RECOMMENDATIONS The selection of the foundation type for a given situation and structure is governed by 2 basic considerations. First, the foundation elements must be designed to be safe against shear failure in the underlying soils and/or bedrock; and second, differential settlement or other vertical movement of the foundation must be reduced to a reasonable level. Two basic methods are available to us in selecting the foundation type and allowable loads. These are the standard penetration test and consolidation-swell testing. Ultimately, the bearing capacity of the foundation soil depends upon the size and shape of the foundation element, the depth below the surface, and the physical characteristics of the supporting soil or bedrock. 3 Continuous Spread Footing Foundations Where the foundation will be placed on the natural undisturbed silty sands or clay soils, and at least 3 feet above the weathered claystone bedrock, the foundation could be a continuous spread footing foundation designed fora maximum allowable bearing capacity of 1750 pounds per square foot (dead load plus half live load) and a minimum dead load of 750 pounds per square foot to help counteract swelling should the subsoils become wetted. All footings should be placed a minimum of 30 inches below finished grade for frost protection. Foundation walls should be reinforced with rebar to span an unsupported length of 10 feet or as required by the Foundation Engineer. Splicing and placement should comply with ACI 318, AC1332, or as required by the Foundation Engineer. Drilled Pier(Caisson) and Grade Beam Foundations As an alternative or where the bottom of the foundation is to be placed within 3 feet of the weathered claystone, the foundation should be a drilled pier (caisson) and grade beam foundation. The piers should be designed for a maximum end bearing of 12,500 pounds per square foot(dead load plus half live load), and side shear of 1,250 pounds per square foot for that portion bearing in the firm competent claystone bedrock. Foundations should be designed and spaced such that a minimum load of 8,500 pounds is achieved on each pier to counteract uplift due to the swell pressure exerted in the zone of moisture variation. Difficulty is sometimes experienced in achieving the desired minimum load using dead load alone. Therefore, one half the side shear value given above may be used to resist uplift, provided the sides of the hole are grooved or roughened in the firm competent bedrock. This roughening should occur in the lower 8 feet of the drilled pier. In drilling the piers the following design and construction details should be observed. 4 1. Piers should be designed for the maximum end bearing pressure and side shear specified in this report. 2. All piers should be designed for the minimum dead load pressure specified in this report. 3. All piers should penetrate a minimum of 10 feet into the firm bedrock stratum, with a minimum length of 22 feet and a minimum diameter of 10 or 12 inches. 4. All piers should be reinforced for their full length to resist tension. We recommend the use of at least a quantity of 2, Grade 60, No. 5 reinforcing bars for 12-inch diameter piers. For larger piers the area of reinforcing shall be equal to or greater than 0.5 percent of the gross cross-sectional area of the pier, or as required by the foundation engineer. 5. A 6-inch minimum void space should be provided beneath all grade beams between piers to ensure the concentration of dead load pressure on the piers. 6. All piers should be carefully cleaned and dewatered before placing concrete. In our opinion, casing and/or dewatering probably may be required. Concrete and reinforcing steel should be placed in the caisson holes immediately after drilling, cleaning and dewatering. 7. Most of the bedrock at the site can be drilled with a normal heavy commercial sized pier drilling rig. Some of the bedrock is very hard especially the sandstone lenses, and problems may arise if the contractor attempts to drill the pier holes with a small drill rig. In case drilling refusal is encountered, the depth of penetration into bedrock may be reduced if design criteria are adjusted accordingly. 5 8. Pier holes should be observed during construction by a competent Soils Engineer or technician to ensure that penetration is started at the proper depth and no loose material remains in the holes. The following requirements should be followed in the design of the foundation system: 1. All footings, pads or caissons should bear on or in the same type of soil or bedrock. Foundation elements and concrete floor slabs should not be placed on frozen ground, topsoil, or inadequately compacted or unsuitable fill material. 2. All below grade habitable space should be protected by a properly installed perimeter subdrain system around the exterior of the foundation. Crawl spaces should also be protected with a subdrain system if ground water or site grading conditions warrant installation. r 3. Partition walls should not be placed directly on concrete floor slabs. They should be suspended from the floor joists or roof assembly, or other approved methods that will allow the slab to move vertically, unimpaired for a minimum vertical distance of 2-1/2 inches. Foundation elements shall be provided for all bearing walls. Bearing walls should be isolated from the remaining concrete floor slab. 4. Based on the presence of soluble sulfates, a Type I-II or Type II cement should be used for all concrete exposed to the soils or rock. 5. The bottom of all foundation components (except piers) should be placed at least 3 feet above subsurface water levels. 6 6. The completed open excavation should be observed by an experienced Soils Engineer or technician, to confirm the subsurface conditions described in this report and observe any variations which may affect construction at the site. FLOOR SLABS Below, we have provided the following table provided by the Colorado Association of Geotechnical Engineers in their December 1996 report entitled, Guidelines for Slab Performance Risk Evaluation and Residential Basement Floor Svstem Recommendations. This table can be used to evaluate potential slab risk with varying swell percentages. It should be noted that all of our swell tests were performed using a 500 p.s.f. surcharge. RECOMMENDED REPRESENTATIVE SWELL POTENTIAL DESCRIPTIONS AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Representative Representative Risk Category Percent Swell Percent Swell (500 psf Surcharge) (1000 psf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High ≥8 z 6 Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgement of the swell of the soil and bedrock profile likely to influence slab performance. 7 Based on our testing of the encountered materials, swell results fall within the low to moderate risk slab performance category. We, therefore, advise that a structural floor system with a void beneath it be utilized if movement cannot be tolerated. Another alternative would be to over-excavate 3 feet and replace the soil beneath the slab with non-expansive structural fill. This would help to minimize slab heave. However, the cost of these systems may be prohibitive. Therefore, with the owner/builder recognizing and taking responsibility for risks involved, a floating floor slab bearing on the native sand or clay soils may be a reasonable option. We do not, however, advocate slabs bearing on or near the claystone bedrock. If a floating slab option is pursued, it should be constructed to be "free-floating,"isolated from all bearing members, utilities, and partition walls, door frames, cabinets, etc., so that the slab can move unimpaired without producing architectural or structural damage. Slabs should be underlain with a 4-inch layer of washed rock to help distribute floor loads, r provide a capillary break, and provide a pathway for potential infiltrating water to be directed toward sump areas. If moisture sensitive floor coverings are used on interior slabs, consideration should be given to the use of barriers to minimize moisture rise through the slab. Positive drainage should be provided for the excavation subgrade to prevent pooling of water beneath the slab. At a minimum, concrete floor slabs should be reinforced with 6" x 6" - W1.4 x W1.4 wire fabric, or equivalent. The slabs should be jointed to a depth of at least 1/4 of the slab thickness in dimensions not to exceed 15 feet or 225 square feet and at areas of potential cracking. Exterior slabs exposed to de-icing chemicals or extreme weathering should be constructed using Type II cement with higher air contents. r 8 BASEMENTS Based on current groundwater levels, basement construction is deemed feasible at the site. We do, however, require that all below grade habitable space be protected with a perimeter drain system. SITE GRADING, LANDSCAPING & DRAINAGE Every precaution should be taken to prevent wetting of the foundation subsoils and/or bedrock and the percolation of water in the backfill zone or other areas that may reach the foundation or slab elements. Water infiltrating near the foundation may result in architectural or structural damage due to consolidating or swelling of the subsoils and/or bedrock. Backfill around the outside perimeter of the structure should be compacted at optimum moisture, or above, and to at least 90 percent of Standard Proctor Density as ,r determined by ASTM Standard Test D-698. A suggested specification for placement of backfills is included as Appendix A. Backfill material should be relatively impervious and non-swelling. The backfill should be free of frozen soil, large dried clods, and organic matter. Backfilling should only be accomplished when concrete strength and adequate support to foundation walls are applied and acceptable to the Foundation Engineer. It is our opinion that the natural soils at the site could be used for backfill material. Finished grades should be sloped away from the structure on all sides to provide positive drainage. A minimum of 6 inches fall in the first 10 feet is required. However, we recommend 12 inches of fall. The fall should be maintained throughout the life of the structure. Sprinkling systems should not be installed or direct water to within 10 feet of the structure. Downspouts with extensions are recommended and should be arranged to carry drainage from the roof at least 5 feet beyond the foundation walls and backfill zone. Should landscaping plants be located next to the structure, we recommend the installation of plants that require minimal watering. r 9 PERCOLATION TEST Percolation tests were performed on 6 test holes at the site in accordance with the standard test method described by the Weld County Health Department. An average percolation rate of 161 minutes per inch was determined from these tests. Subsurface conditions, in regard to groundwater and bedrock, were conducive to the use of a standard absorption system. However, due to the slow percolation rate the site is not suitable for supporting a standard absorption system. Based on this information the proposed septic system should be designed by a Registered Professional Engineer in the State of Colorado. At the location tested, the most feasible type of system would be a percolation/evapo- transpiration (P.E.T.) bed, as the rate of percolation indicates. It should be kept in mind that State requirements dictate a vertical separation of 4 feet between the bottom of the bed and the high ground water/bedrock elevation. Percolation rates faster than 60 min./in. are acceptable for total percolation systems, and rates slower than 60 min./in. are acceptable for combined percolation/evapo-transpiration beds. It is suggested that proven water conservation techniques be utilized in construction of the community center. These techniques include the use of low-flush toilets and faucet aerators, as well as the elimination of garbage disposal units. GENERAL INFORMATION The data presented herein were collected to help develop designs and cost estimates for this project. Professional judgements on design alternatives and criteria are presented in this report. These are based on evaluation of technical information gathered,partly on our understanding of the characteristics of the proposed 2 story community center, and partly on our experience with subsurface conditions in the area. We do not guarantee the r 10 performance of the project in any respect, only that our engineering work and judgements rendered meet the standard of care of our profession. The test holes drilled were spaced to obtain a reasonably accurate picture of subsurface conditions for design purposes. Variations from the conditions portrayed frequently occur. These variations are sometimes sufficient to necessitate modifications in design. We recommend that construction be continuously observed by a qualified soils technician, trained and experienced in the field to take advantage of all opportunities to recognize different conditions and minimize the risk of having some undetected condition which might affect the performance of the foundation & septic elements. s-� 11 t3/4„ WELD COUNTY ROAD 3 2 +B-1 I I +B-2 I n p3 . ep4 132...4L—�J • p5 AI �-------deep bore ep6 existing residence ---:-0 \ . J PLATE 1 CLIENT: Engels Design Associates l w al l l'l iMa [ gQ IERIG0NIERDIEDB613 IMO TITLE: Soils & Percolation Test Site Plan ENGINEERS/ARCHITECTS/PLANNERS/SURVEYORS 3521 West Eisenhower Blvd., Loveland, Colorado 80537 PROJECT NUMBER: ENGELS-6B5C—01-709 (970) 667-6286 Denver (303) 629-7124 Fax (970) 667-6298 DATE: February 8, 2006 SCALE: 1"=100'± LEGEND 0E-, SOIL AND ROCK --SYMBOLS L ' % Depth Below •••• FILL MATERIAL Surface . .no. i;••i o°'i GRAVELS (GW,GP,GM,GC) Pov•o,. : 4 5 SANDS(SW, Water Level \ ♦ After 24 Hours t,. , , SILTS ( ML,MH ) kCLAYS(CL,CH,OL,OH) �� ORGANICS 10 \ Shelby Thin-walled Sampler NN- • - WEATHERED BEDROCK �•• Split-spoon Sampler * zaa • CLAYSTONE & SHALE \NI California Sampler 15 \\ =a SILTSTONE •• • ARSSANDSTONE •• • .— •\ N Bag Sample • LIMESTONE 2O -.. .. IGNEOUS/ METAMORPHIC • ab y ROCKS .• SYMBOLS COMBINED * Split-spoon sample utilizes a TO REPRESENT SOIL 140 lb. hammer dropping 3d', MIXTURES Recording number of blows Example: per 12" or partial increment. N (ASTM D1586) N SILTY CLAY tai GRAVELLY CLAY t[1-91UtTLWJiETJ3 C H©omCCRAK© Lila PLATE ENGINEERS/ARCHITECTS/PLANNERS/SURVEYORS/GEOTECHNICAL NUMBER 3521 West Eisenhower Blvd., Loveland, Colorado 60537 2 (970) 667-6266 Denver (303) 629-7124 Fax (970) 667-6296 LOG OF BORING BORING NO. CLIENT: Engels Design Associates DRILL RIG: Acker AD-Ii I PROJECT NO: ENGELS-6B5C-01-709 ROD SIZE: AW PROJECT LOCATION: Section 21,T3N, R66W, METHOD OF DRILLING: 4"s.s. Platteville,Weld County, Colorado DRILLER: LAM DATE DRILLED: February 6,2006 ENGINEER/GEOLOGIST: LAM/LAB ELEVATION: natural grade WEATHER: ?JJ J DESCRIPTION -I j w w REMARKS I O CO a w � ►- o - Op X U a c}(1) vi (1) 3Q 2v o0. silty sand, loose-firm, moist-wet, - - • _—_J6rQwn-dark tmayin _ L.L.=46 - - CL 18.7 110.2 P.I.= 26 - \ 14/12 -#200=87.5% - 5- \° lean-fat clay(redeposited claystone)with fine gravels,stiff- very stiff, brown with gray - 18.7 113.0 18/12 -10- -15- -45/12 15.6 118.3 - /^ - - water @ 16' - silty claystone with sandstone - lenses,very stiff-very hard, moist, - brown-gray with iron staining& - -20- 1 50/3_ black organic layers__,-�.� 18.5 - -25- - -30- - -35- - -40- PLATE 3 eLandmarlk ENGINEERING LTD. LOG OF BORING BORING NO. CLIENT: Engels Design Associates DRILL RIG: Acker AD-II 2 PROJECT NO: ENGELS-6B5C-01-709 ROD SIZE: AW PROJECT LOCATION: Section 21,T3N;R66W, METHOD OF DRILLING: 4" s.s. Platteville,Weld County, Colorado DRILLER: LAM DATE DRILLED: February 6, 2006 ENGINEER/GEOLOGIST: LAM/LAB ELEVATION: natural grade WEATHER: ^ I J W w wL_ F/3 O w DESCRIPTION w w REMARKS m 0.. u. rj)- Cli } 3 � o 03 U) Q OO oU silty sand, loose-firm, moist-wet, ---�prown-dark brown _ 19.8 107.1 8/12 lean-fat clay(redeposited -5- \ claystone)with fine gravels,med - stiff-stiff, brown with gray _ + M^— 16.6 115.5 !24/12 - -10- a —' - -15- ..30,'12 19.3 - - silty claystone with sandstone - lenses,very stiff-hard, moist, - brown-gray with iron staining & - black organic layers _ -20- - -25- =50/10 16.7 123.0 no water encountered - -30- -35- -40- PLATE 4 (Landmark ENGINEERING LTD. LOG OF BORING BORING NO. CLIENT: Engels Design Associates DRILL RIG: Acker AD-II Perc. PROJECT NO: ENGELS-6B5C-01-709 ROD SIZE: AW PROJECT LOCATION: Section 21,T3N, R66W, METHOD OF DRILLING: 4" s.s. Platteville,Weld County, Colorado DRILLER: LAM DATE DRILLED: February 6,2006 ENGINEER/GEOLOGIST: LAM/LAB ELEVATION: natural grade WEATHER: uJ } w LL- ui DESCRIPTION -' z z REMARKS O w Dcrh LU o ._ W >- < a. CO ~¢ OO = O co v0 (1) 5 2v oa ` silty sand, loose-firm, moist-wet, • -N. .` brown-dark brown lean-fat clay(redeposited--5- claystone)with fine gravels, med stiff-stiff, brown with gray weathered silty claystone with I _ sandstone lenses,very stiff-hard, no water encountered -10- moist,brown-gray with iron staining -15- e•—• - -20- -25--30- -35- -40- PLATE 5 s )Landmark ENGINEERING LTD. ' Test Hole No.: 1 J Depth: r-. 2 1/2 ft Sample Description: leE .t clay with fine gravel lenses Moisture Content: 18.7 % Dry Density: 110.2 Ibs/ft' Swell: 0.7 % LSWELL/CONSOLIDATIONI 1.00 Addetl i I . ; I • I i i I ! I Watei l I I ' ' I I 0.00 --- _ — _. _--..-. ---1-- r� f i 1 I I f 7I-1 .. Li -1.00 I ___, i I , � I i I z -2.00 --- -j-- — — l 1 I ro o -3.00 ii —�•-- -i —— 1 jco -400 -- — ---F 1--- - - ; Oc.) 1 r i : iHrhftt I 'ft- , : , : . , 0.1 1 10 100 LOAD(KSF) Test Hole No.: 1 I Depth: 7 1/2 ft Sample Description: lean-fat clay with fine gravel lenses Moisture Content: 18.7 % 1Dry Density: 113.0 lbs/ft3 Swell: 0.8 % W IIE L UC O NSO LI DA TIO N1 2.00 . i I ; ll I j ' I i I ! I L. • J 1.00 -----Added--f--i-' 1 i- --- --_ ' I 4 1... - I --T- Water] I .{ Iiiij N 0.00 -. _J , pi - ._ _- __ �.._ ---._._ ! - I i I �_.l• -- --- -- .--I-. •l -- I-_-�.— ' ° -1.00 - 1 Oct I ill.o -2.00 3 l--! ��. • t i-----r----I..-.r-4- -3.00 - - 7 -_+_..� _�..._- -......- ...- - --- =-- j I i i I E i I � -4.00 . . . 0.1 1 10 100 LOAD(KSF) ,.......... v---_ La nd m a r!i Client: Engels Design Associates Project No.: ENGELS-6B5C-01-709 3521 W. Eisenhower Blvd. Loveland, Colorado 80537 DRAWING NO.: 970-667-6286 1 Test Hole No.: 1 I Depth: 15 ft Sample Description: silts ystone Moisture Content: 15.6 % Dry Density: 118.3 lbs/ft4 Swell: 3.9 % ISWELLICONSOUDATIONI ti 4.00 - I HI II i ; , I I i I . I 3.00 -L 11-- j— I w I I i � f �_�� i CO 2.00 ' z ! ! I I I ° 1.00 -� I --- k - a Added_ - -I ( --'i �-I- t 1 • i § 0.00 - _-_.._ i_,�.- U ' Imft\! n ± _J i -1.00 �--- � i -2.00 I i IIi Ii I I , : 0.1 1 10 100 LOAD(KSF) e Test Hole No.: 2 I Depth: 2 1/2 ft Sample Description: lean-fat clay with fine gravel lenses Moisture Content: 19.8 % 'Dry Density: 107.1 lbs/ft3 Swell: 0.7 % ISWELUCONSOLIDATIONI 1.00 - Added Wateri�I '! IL I_ ! III I I I I Jt4 I _ [ Il-- --Y� I ! iI100 l i iI 1L.._ i . , ! ! : , , z -2.00 — ------ — ...}.—.I. L..I...ry-_'''-' _..L----L—I '-L1-1-4--.—..—.._-- . —..I_-----i. .i L —3.00 I--i ' ' , —1—I-----1— a— --- — --•--�— I I I ` .I J I I I I T'It° f .; I � 'r------tELI i I J � I ! i —4.00 _._.V -- --i--,---- ----1— _ , V I s i i • i i i I I • I _L.___a_ _... .___..._4_.. ! I -5.00 -------- - ---- -�—�--� �-� !_� .�_.�_4_ .� i , i I I I i III I I I I -6.00 -, I , l . , LI 0.1 1 10 100 LOAD(KSF) 'LantImark Client: Engels Design Associates �' Project No.: ENGELS-6B5C-01-7O9 3521 W. Eisenhower Blvd. Loveland,Colorado 80537 DRAWING NO.: 970-667-6286 2 Test Hole No.: 2 Depth: . 7 1/2 ft Sample Description: wes ed silty claystone Moisture Content: 16.6 °A0 Dry Density: 115.5 Ibs/fts Swell: 0.1 % SWELUCONSOLIDATIONI 1.00 A ded ` ! I ' I I • 1 : i 'T ter' I I --it i -1.00 - -... —i�- - --�---�-� -I- i I I I I j t— ' -G- {II I--r-1-- : r oJ ILA ' — ---� -4.00 . r I ..i i I r� �: -5.00 - -- _-I--— _____ _-f\it - - --�--I-6.00 � I � I I I_ 0.1 i 10 100 LOAD(KSF) Test Hole No.: 2 I Depth: 25 ft Sample Description: silty claystone with sandstone lenses Moisture Content: 16.7 % IDry Density: 123.0 lbs/ft3 Swell: 2.4 % rSWELUCONSOLiDATLON I 3.00 l I . I ill j I iiiiH I 2.00 • -- ----t- _.t --- i ,---4- .. J -± -._-1..-! ! 1 I j ; ij ' I I I I 1.00 t- ' --i.___..._- .___..1___4.1__L _41 I _ _ _ .�- I HI lifa water! l l I , I ' ; I i ' i i J 0.00 - ►r - -_�-;. �.._... ; i._.i _...._ _. _. I - ; '1 I� a I ; o -1.00 ____._ __.�_.! ___ _ �....fi_. ._._ _.�___� _�.. ..+..r cri , I „ I . „ , , -2.00 -. I , I I I I , , I f I I . ! ' I 0.1 1 10 100 LOAD(KSF) Land Os: mak Client: Engels Design Associates Project No.: ENGELS-6B5C-01-709 3521 W. Eisenhower Blvd. Loveland, Colorado 80537 ` DRAWING NO.: 970-667-6286 3 LANDMARK ENG` EERING LTD. )-----1 ' 3521 West Eisenhower Blvd., CO 80537 Fe... 970 667-6286 @ Denver Metro(303)629-7124 Fax: (970)667-6298 @ E-Mail: office@landmarkltd.com Date of Test:February 7, 2006 Date Holes Presoaked: February 6, 2006 Location: Section 21, T3N, R66W, Weld County, Colorado PERCOLATION TEST RESULTS Percolation Hole No. 1 2 3 4 5 6 Depth of Hole (in.) 30" 30" 30" 30" 30" 30" ) Time of Reading Reading Change Reading Change Reading Change Reading Change Reading Change Reading Change (in.) (in.) (in. (in.) (in. (in.) (in.) (in.) (in.) (in.) (in.) (in.) 8:30 18 1/2 15 18 1/8 18 1/2 r 19 5/8 smili_9_1,_8iim 9:00 18 7/8 3/8 15 1/4 1/4 18 1/2 3/8 20 1 1/2 20 3/8 19 3/4 5/8 9:30 19 1/8 1/4 15 3/8 1/8 18 3/4 1/4 21 1/8 1 1/8 20 1/2 1/2 20 3/8 5/8 10:00 19 1/4 1/8 15 1/2 1/8 19 1/4 22 7/8 20 3/4 1/4 21 5/8 10:30 19 3/8 1/8 15 5/8 1/8 19 1/4 1/4 22 5/8 5/8 21 1/4 21 1/2 1/2 11:00 19 1/2 1/8 15 3/4 1/8 19 3/8 1/8 23 1/8 1/2 21 3/8 3/8 21 7/8 _ 3/8 11:30 19 5/8 1/8 15 7/8 1/8 19 1/2 1/8 23 3/4 5/8 21 5/8 1/4 22 1/4 3/8 Percolation Rate At 240 mpi 240 mpi 240 mpi 48 mpi 120 mpi 80 mpi End of Test Average Percolation Rate: 161 Minutes Per Inch CLIENT: Engels Design Associates j TABLE NO. _LANDMARK ENGINEERING LTD. PROJECT NO. ENGELS-6B5C-01-709 1 r APPENDIX A Suggested Specifications for Placement of Compacted Earth Fills and/or Backfills. GENERAL A Soils Engineer shall be the owner's representative to supervise and control all compacted fill and/or compacted backfill placed on the project. The Soils Engineer shall approve all earth materials prior to their use, the methods of placing, and the degree of compaction obtained. A certificate of approval from the Soils Engineer will be required prior to the owner's final acceptance of the filling operations. MATERIALS The soils used for compacted fill beneath interior floor slabs and backfill around foundation walls shall be relatively impervious and non-swelling. Fill materials utilized for street subgrades shall have plasticities equal to or less than and/or R-values equal to or greater than those upon which the pavement recommendations were based. The materials used should not have any rocks or lumps greater than six inches (6") and shall be free of organics, trash, frozen ground or other deleterious matter. All materials used in either compacted fill or compacted backfill shall be subject to the approval of the Soils Engineer. PREPARATION OF SUBGRADE All topsoil and vegetation shall be removed to a depth satisfactory to the Soils Engineer before beginning preparation of the subgrade. The subgrade surface of the area to be filled shall be scarified to a minimum depth of six inches (6'2, uniformly moistened or dried to within an acceptable moisture content range as determined by ASTM D 698 or as otherwise specified. The surface shall be free of ruts, ridges or other uneven surfaces which would prevent uniform compaction. The subgrade shall then be compacted to 95% or greater of ASTM D 698 or as otherwise specified. r PLACING FILL No sod, brush, frozen material or other deleterious or unsuitable material shall be placed in the fill. The select fill material shall be placed in uniform, level layers in a manner which will preclude the formation of lenses and will result in a uniformly compacted fill. The thickness of each compacted lift shall be six inches (6") or as specified, as determined by the capability of the compaction equipment. Each lift shall be compacted to the requirements described in Compaction Requirements of this Appendix or as specified otherwise. MOISTURE CONTROL The fill material in each layer, at the time of compaction, shall contain the amount of moisture required for optimum density; and the moisture shall be uniform throughout the fill. Expansive soils may need moisture above the optimum moisture content in order to pre-swell the soil as based on laboratory tests. The contractor maybe required to add and thoroughly mix moisture to the backfill material. If, in the opinion of the Soils Engineer, the material proposed for use in the compacted fill is too wet to permit adequate compaction, it shall be dried in an acceptable manner prior to placement and compaction or a suitable imported fill material may be chosen. COMPACTION METHODS When an acceptable, uniform moisture content is obtained, each layer shall be compacted by a method acceptable to the Soils Engineer and as specified in the foregoing report as determined by the Standard Proctor Test(ASTM D 698). Compaction shall be performed by rolling with approved ramping rollers, three-wheel power rollers, or other approved equipment well suited to the soil being compacted. If a sheepsfoot roller is used, it shall be provided with cleaner bars so attached as to prevent the accumulation of material between the tamper feet. COMPACTION REQUIREMENTS The following compaction requirements are based on the Standard proctor(ASTM D 698). Location Compaction Overlot Fills - Supporting Foundations, 95% Exterior Slabs, Roadways, Driveways, Curb, Gutters, Drive-over Walks Overlot Fills - Backlots Where No 90% Structures Will Be Located Utility Lines - Under Roadways, Curb/Walk, etc. 95% - Under Yards, Backlots, etc. 90% Interior Floor Slabs 95% ± 2% ** * If expansive material is used for fill, moisture content should be -1% to +3% above optimum. ** If expansive material is used for fill, moisture content should be optimum to 4% above optimum. MOISTURE - DENSITY DETERMINATION (PROCTOR) Samples of representative fill materials to be placed shall be furnished by the contractor to the Soils Engineer at least 48 hours prior to compaction testing for determination of maximum density and optimum moisture for these materials. Tests for this determination will be made using methods conforming to requirements of ASTM D 698. Copies of the results of these tests will be furnished to the contractor. These test results shall be the r basis of control for compaction effort. DENSITY TESTS The density and moisture content of each layer of compacted fill will be determined by the Soils Engineer in accordance with ASTM D 1556, D2167 or D2922, at frequencies required by municipal codes, city or county inspectors, or by the Soils Engineer. Any material found to not comply with the minimum specified density shall be recompacted and retested until the required density is obtained. The results of all density tests shall be furnished to both the owner and the contractor by the Soils Engineer. Hello