The URL can be used to link to this page

Browse Search

Home My WebLink About20201415.tiff Geotechnical Exploration and Percolation Test Report Lynn Laramore Lot A RE -4179 SW `/3 of Section 19 , Township 6 North , as, Range 65 West of the 6`h P.M . Greeley , Colorado July 28, 2008 Total Engineering Service, Inc . 1601 37th Street Evans, Colorado 80620 Geotechnical Exploration And Percolation Test Report LOT A RE -4179 Section 19 , T6N , R65W Weld County , Colorado Prepared for: Ms . Lynn Laramore Project # 08- 144 1 Prepared By : Total Engineering Service , Inc . 1601 37th Street Evans , Colorado 8a620 ( 970 ) 330 - 1071 July 28 , 2008 sol AL Total Engineering Sery Inc . ALS. 1601 37th Street • Evans , CO 8062Q • (970) 330 - 1071 • Fax ( 70LSS0- l252 ,July 28 , 2008 �-- Ms . Lynn Laramore 33533 WCR 35 Greeley, CO 80631 Re : Let A RE-4179 Section 19 , T 6 N , R 65 W Weld County , Colorado Dear Ms . Laramore : We are pleased to submit this Geotechnical Exploration and Percolation Test Report for the site referenced above , as you requested . Based on our investigation of this site and the subsurface c nditions encountered , it is our opinion the site is suitable for the proposed con traction , providing the design criteria and recommendations set forth in this r port are p g met. The enclosed report presents our findings of the subsurface condi ions and our recommendations based upon these findings . Sincerely, Total Engineering Service , Inc . ARsis?1/4?:6. P.L.26-1„/8,7ty, �� 47i• 19is/' , • " Fr. y . A 74elerbl 4- 249 s ~ fi Tom Cope , P . E . das -t,„: 4 _ • ste President � � 1_ •' 08- 144 k+.aa TABLE of CONTENTS apiat Scope 1 Site Location and Description 1 Site Exploration Laboratory Tests and Examinations 2 Subsoil and Ground Water Conditions 2 .... Recommendations and Discussion 2 Foundation Concrete Slab 4 Subsurface Drainage 4 General Recommendations 4 General Comments 5 Appendix A Test Boring Location Diagram Boring Logs Appendix B Summary of Test Results Consolidation Curves Appendix C Suggested Specifications for Placement of Structural Fill Appendix D Individual Sewage Disposal System 1 Geotechnical Exploration and Percolation Test Report SCOPE This report presents the results of a geotechnical and percolation investigation 1.1 for the proposed single family residence located on Lot A RE-4179 , SW % of Section 19 , Township 6 North , Range 65 West of the 6th P . M . Weld County , Colorado . The investigation was performed for the owner , Lynn Laramore . The investigation consisted of drilling two soil test borings , six percolation test bores , one percolation profile bore and laboratory testing of samples obtained from these borings . The objectives of this study were to ( 1 ) evaluate the subsurface conditions at the site relative to the proposed residential building construction , (2) make recommendations regarding the design of the substructures , (3) perform percolation tests to evaluate an individual sewage disposal system , and (4) ._, recommend certain precautions which should be taken because of adverse soil and /or groundwater conditions . 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 LOCATION AND DESCRIPTION The site is located approximately 0 . 6 miles west of US Highway 85 on Weld County Road 66 in part of the SVII '/a of Section 19 , Township 6 North , PE-4179 , ange 65 West of the 6th P . M . The site is more particularly known as Lot A --� Greeley , Colorado . At the time of drilling , the site consisted of an open lot with natural grass and weeds . An irrigation ditch lies to the west of the access road and a re idence is to the east of the property . Positive drainage occurs to the southwest. 1 SITE EXPLORATION The geotechnical field exploration was conducted July 1 , 2008 and co sisted of drilling two soil test borings . The test borings are shown on the Bore Location Plan enclosed in Appendix A. The locations of the test borings were d termined by stakes placed by the property owner . The borings were advanced using a four-inch (4") diameter; continu us flight auger powered by a CME truck mounted drilling rig . Samples of the su soil were obtained to determine an index of the soils relative density and consi tency by use of the standard penetration test, ASTM Standard Test D- 15 6 . The penetration test results listed on the Summary of Test Results is the umber of blows required to drive the two inch (2") outside diameter California Tye Solid Barrel sampler twelve inches , or increments as shown , into soil and/or bedrock by a 140 pound hammer dropped 30 inches . Samples for use in the laboratory were taken in two-inch (2") outside iameter samplers (California tubes) and driven into the soil by a 140-pound ammer. Samples were sealed in the field and preserved at natural moisture con ent until time of testing . Boring logs are provided in Appendix A and include visual classification of each soil , location of subsurface changes , and subsurface water level meas rements at the time of this investigation . LABORATORY TESTS AND EXAMINATIONS Samples obtained from the test borings were subjected to test ng and observation in the laboratory to provide a sound basis for determi ing the physical properties h sical of the soils encountered . Moisture contents , dry unit weights , swelling potentials , consolidation , and the Atterberg Limits were deter ined . A summary of the test results and laboratory analysis can be found in App ndix B . SUBSOIL AND GROUND WATER CONDITIONS In summary , the soils encountered contained sandy silt to the depths explored . 1 ) Upper Soils : Soils with varying levels of sandy silt were p sent to approximately fifteen feet ( 15 ') which was the end of the bore . he soils encountered exhibit a moderate bearing capacity and a low pot ntial for -, swell . 2 ) Groundwater: At the time of the investigation , free ground wate was not dal encountered to the depths explored . Water levels in this area ar subject to change due to the seasonal variations and irrigation deman s on or adjacent to the property. i RECOMMENDATIONS AND DISCUSSION Based upon the results of our investigation , we conclude that from a ge technical standpoint, the site is suitable for the proposed construction . t is our understanding proposed the construction will consist of a single family r sidential dwelling placed on a basement foundation . We do not anticipate f undation loading to be unusual for this type of construction . H 4 2 FOUNDATION in view of the bads transmitted by proposed y the structures and the soil conditions encountered at the site the structures may be supported by T continuous spread footings as g long as the following design criteria are observed : The design following desi n criteria should be observed for the site : a) All grass and soils containing grass or other organics to inc ude tree limbs , shrubbery roots , or trash should be removed rom the structural fill area . These deleterious materials must be se regated from all structural fill materials and used only as cover or o her non- structural purposes . b) Allext erior footings should be placed a minimum of thirty inches (30 ") below finished grade for frost protection . c) Footings s placed on the sandy silt may be designed for a maximum capacity allowable bearing ca acit y (dead load plus maximum live loads) of thousandpounds square foot (2000 psf _ The redacted two per settlement under the above mentioned loading is anticipat d at less than one inch ( 1 " ) , generally considered being within a ceptable tolerances . d ) Footings should be proportioned as much as pract cable to 4.1 minimize differential movement . e) continuous concrete foundation walls should be well reinf rced top and bottom . The installation of a perimeter drain around the fou dation is f) recommended but not required for the proposed structure . excavation is exposed for more than ? ays , then g ) If the foundation p al the soil should be moisturized to prevent drying out of the oil . CONCRETE SLAB --, design should also take into acc unt the The concrete slab construction and � following recommendations : a) slakes should be designed for the imposed loading . and control shrinkage cracks which may d velop in b) To minimize slabs , we suggest control be placed every fifteen f et ( 15' ) potential any areas of cracking . The total area contain d within joints should be no reater than two hundred and my-five these � square feet (225 sf) . c) The slabs should be continuously reinforced with wire esh or equivalent. d ) Positive drainage e should be provided for the excavation ubgrade to prevent pooling of water beneath the slab . .__. Exterior slabs exposed to de-icing chemicals or extreme weathering e) p should be constructed using Type II cement with higher air contents and higher compressive strengths .. SUBSURFACE DRAINAGE Shallow depth th to groundwater was not encountered on the site ; ho ever an p interior or exterior system suggested drain is su ested but not required . The syste should consist of a four inch (4") diameter perforated plastic pipe sloping to a s rnp area with minimum slope of one-eighth inch per foot ( 1 /8" ! 1 ') . The drainpi e should a g g be placed in a (8")ravel bed with a minimum height of eight inches and consistingof one and one- half inch ( 1 - 1 /2 ") clean washed gravel , thr e-quarter (3/4 ) clean washed ravel , or pea gravel . Building paper should e placed inch g above the gravel prior to backfilling . GENERAL RECOMMENDATIONS The following recommendations should be followed during constru tion and maintained at all times after the structure has been completed : a) Finished grade should be sloped away from the structu es on all sides to give positive drainage . A minimum slope of six i ches (6") for the first ten feet ( 10 ') is suggested . b ) Backfill around the exterior foundation walls in non-struct ral areas should be moistened and compacted to at least nine y percent ( 90 % ) of Standard Proctor density according to ASTM D6 8 . 4 c) It is recommended that compaction requirements in th project specifications be verified in the field with density tests p rformed under the direction of the geotechnical engineer. d ) It is recommended that a licensed professional structural ngineer design the substructures , and they should take into ac unt the findings and recommendations of this report . e) Backfill material should be free of frozen soil , large dried lods 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. GENERAL COMMENTS This report has been prepared to aid in the evaluation of the property and to assist the architect and/or engineer in the design of this project . In the event any changes in the design of the structures or their locations are planned , the conclusions and recommendations contained in this report will not be considered valid unless said changes are reviewed and conclusions of this report modified or approved. roved in writing by Total Engineering ineering Service , Inc . , the geotechnical engineer pp g of record . _ems The professional judgments expressed in this report meet the standard care of our profession . Every effort was made to provide comprehensive site coverage through careful locations of the test borings , while keeping the site investigation economically viable . Variations in soil and ground water conditions between test borings may be encountered during construction . In order to permit correlation between the reported subsurface conditions and the actual conditions and specifications as originally contemplated , it is recommended Total Engineering Service , Inc . be retained to perform continuous construction review during the excavation and foundation phases of the work . Total Engineering Service , Inc. assumes no responsibility for compliance with the recommendations included in this report unless they have been retained to perform adequate on -site construction review during the course of construction . This report was prepared for the exclusive purpose of providing geotechnical engineering and/or testing information recommendations . Environmental and g g flood plain assessments were not conducted and are not within the scope of this study . The builder and homeowners should be aware of the potential for mold or radon in this area . Means to minimize or mitigate the potential for mold or radon was not part of the scope of this report and may want to be considered . 5 •/ I 7. I. I. I • _ ' • . . . . . . is-i. . . _ •_ . . . . .• . .. . . . .. .... .. . .. . . . ar . . , . .. . . . .... . . . _ . . , . .. _..., . , . .. TEST BORING LG + ATIGN DIAGRAM/ • • i - TEST BORING LOGS • •i • • I • • 1 I , i 1 • • • 5 7 t /7" --- - ---Mal , nitS 1. 1,4 , tot:t i 7 LOT A \\\. - 7 ,..„\ i _ ri c, \ ...I hap.ka Pli— W._ ta _ 4 II 0 MN® >5 1—n t IA F sg tr p ; _ • I Y L.s _ • .. Irk " bi as w I N 't w 1 nil1-44r_J LOT A 1 . hts a ri 13r is 1 re—I' t 7"419 k .1:! in pt7 ta lin 1 tsT : w rx i4 WIT .,,,,.. �+ H Ur r1!!' W 307.2#' WS 0 s ra Y — ■ of ', ant? 1 I \\kN, .___ 1 0 R II L 0 CAT I 0 NI HAH ...,..\\ -, LOT A , Section 19 , T6N , R6 i5W awl r DATE : ---.\ ti 7 / ij08 SCALE : \ i TOTAL ENGINEERING SERVICE , INC . nark na � 1� � PROD . NO . 08 — 1 - - NTS 1601 37th STREET -- -� EVANS . COLORADO 80620 DRAWN BY: TAN SHE ] I I K.,_ (970) 33- 1071 CHECKED- BY : T . MSC . OF 1 al I 7 LOG OF TEST BORE - 1 client: Lynn Laramore Project: Lot A RE-4179 - Sites Section 19, T6N , R65W Pro e t No. : 08-144 O ' 0 . I . I- 7 Description a LL 9 C * V a C •^• I -- CI "— o CO E `' Q I a' O -J •— CO Cl. C as c� Cl) C 300 a. Powl rs. 3 U la 0 "VO §j ° r•. • ..�'•` "..,^O:5...-r, 1'r ,,,y. ,J rrr/. . r '1 r' rr rp L�r'rrry�lPz :r . r'V :rrrray 55 , ,: ,.�' .7.r r r,r a , f r i�'f r.+1 + r i`r• iiQ",W�/v jrrs ...5 ✓r.� 'r Y l .Y r, >r. , v f f e,:fl / 1,�7 lr:.:ge '�/.'lrYl J/7• . 1<•rr .h' . if ,! r ` ` '�r` fi. ,+: r .. J,r , r -^ .r •,r rj '�` . +' ,r ,°r, •.�r r 'f/ ..+.4 ".. ! •� lr.� . ✓/Y ......,4:.„. r i - r r r /.✓.• .r •.. ,.v. ✓•,+el ro',1 � ire rR�:�,. ✓ .rCr r • %.'rtY• 0 'n�♦� ±�«�✓t� +r�n�� f llfrrll U/rr..'r�'/r ri r'l{/lrrr'rx+�Lrf /ll�,I�.u�lrr� �fr. � lfr.'r�Yr'.�!r,� rf/�+ll�lr`f�7�� 1�.,� �,��,r, ��,f..r�+rlr..r�'.irrr', '•�. �r�� ".?`lx��3.�r�r��r` r - r�r� SILTY SAND-DRY 4t * ;ftinti r 1 r% r 1 1 ' 1 :ktfrettla*t4' 1 7 1 +�44+4t+, 1 1 1 ' et �* * 1 1 • . «� ~' I 1. .„...p.stee+%.-4" :„ts,74,:;++."56.04keiNtat 74-At-APIA! « CB 17 . 109 . C.T 73 meT 4 44 4 I . *� t 1 «s#ae.A a 1 eiet«• 4`}�** ,`rt 1 + 1 '}'4« *i74* I •fy#.4' 1 1 r I I at f*• +* 4 1 I 1 I I . 19 1 1 1 • «*V At1 ! 1 8 . i CB 29 3 . 5 108. 9 i f4.t4*, fir M40124,11.4X+41114 x 1 li 9 - . 7444.4.44,4a4 IN: 74-4:40:$« 4-44.44 10 t44 ; irs'We• 474 sitc+IPA a + 44 7 VE , i :,....,* I + +4t4 # wo 11 i .9.*::::Pm s a4 +4*4 . 444+24+44444 tf�, ;44+,4 4$44# 1 L • 4« s4 • «4 Wt- 13 1 %44,4044.4 4fr44 14 al .. 4 CB 20 6. 3 113 . 5 15wa END BORE 1 1 al 16 17 7 10 19 1 1 1 1 ! 1 1 1 1 1 1 1 . , L t f t The stratification lines represent the approximate boundary lines between soil anEd rock types. Insitu , the transition may be gradual . Water Observations Boring Started: 7/1 /2008 Initial WL : DryT SBoring Gomolete: 7/1 /2008 7 VEIL : Dry . Lugged By: TN Water Checked : i I 7/1 /08 Total Engineering Service , Inc. Approved By: _TMC LOG OFTESTBORE - 2 Client: Lynn Lararnore Project: Lot A RE-4179 _ Site : Section 19, 16N, R65W Project No. : O O Description n_ cu ,� a24-2 v V CO y `'' I 4+44 aCO o ,� 00 as CI Cn U? {1.3%.° o a J E1 D U) u) D F f sow i R• ru...• _ f rrf .Y :D,•ri�' ry: .%f• ,r i; /r•f.•f✓r 'r tr N S• ?"l Kr in Yf f,?7,^21'W.' ffrr �f/ rr ffy,V,'" fr f g, Ar r r •`^•. :lyr' ' o ; ,rr . : � 1�Fa" l�'r•. !/'l' ffti frf,�� ;� f /lf . � �'! 1".f� ! 'v ✓.. f r �/l'55y�,� ,y ry q r , 4y,/: flr rr -'f ,:r l yle , '4,4fH ..r ;•'. r . 4, ' v . r ..G�I.�:"�'�'✓✓!.��d • +"�iCavL�v.� J +'�17r��rTr ,"�p,y�g dl� ♦ / L�Y�'y(4,2/0,/,„.y.. r�r �^r� /. •.5v17� ! �/ ��, . 'lir:.:/� ! r �l� �f %r•i•{� i � ,,}r/r�yr��fy'l �r>f�i OVA �'�' � .�' �'r �, ��-. ,., .7L✓�YIS' , � �� ' .�.U�"lIf`"r� l r r�'r� ., �r�r .�' � �rr�l�vYf�'/iY3'.GG'.r�5^. �' ��,�'r��i.FY ,�:.��r��':C� ' 4"',7d 'T' ✓ re ...c..�.M�. .. ..�� J /' .n- env.. .,1./�,.1.�/.k�r,Flflr.:r�fnl....Jr'.'Y /�.r l.Ml.'./J....r �'l..?PIP l�.'f�.�/::r�lfr Jl:J r" rf.�r/... r r.rir r,a^✓,+v f/I l .�/r✓'. SILTY SAND-DRY #' '1+; I I I I r niz• w p r.,,,+++., 4. +.++ +. ' ..A.., sa. « 4 F Intel+42 VW4+41V1-4+4 $7444,4.4+4+44 44 +++5.w v444-444.444, ow., CB 18 3 . 9 102 . 3 ++++ 1 + + may 4 • Viato i++. +++• ++ 44Lr ti +n4W++ ea ++�'4' +a+. +•+ + ++++ io ics-414 447471744‘444 4•44.4141,4401 7 tweet . 4:447,414,444,41:4 ++x t4*+++ia++ti R + +4+4+44 1 4+114.4.(} +*+� +++• + , CB 24 5 . 1 112.2 1 22 6 59 .2 9 + A-4 4.444. �+ 1 a .-- x a+44 kill rear44+4.414.4 ice*. } 10 S+++Sit iltl WOO+++4 +++444++ 11A+' .*+, + 12. + :%,,, t ++++444.++r++a +14+14444. +4 4.4444.44 1 3 +++t+ +' ii + 4.++++tile I I I 1 a - r I 1 I + toe R I 1I 14 , t*+4a C B 16 3 . 9 102 . 0 E • +, ++15 . .;`++t. R I END BORE I I --S 16 - 17 _ 18 . I R I I 19 I 1 I I I 1 1 C 1 1 I �., I I I L 1 - t_ The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: y 7/1 /2008 Initial WL: Dry rill • E • S di Boring Complete: 7/112008 WL: Dry Logged By: TN Water Checked . ( 7/1 /08 _ Total Engineering Service , Inc. Approved By: TIC es I .. • PPNIi l� l /1 °i , 1 ' CAF TT � LT • : - . :I - • ONS LIB T1C �1 L F 1 i • • l . . Client: Lynn Laramore Project Name : Lot A RE-4179 Project No : 08- 144 SUMMARY OF TEST RESULTS Test Dry Swell Liquid Plasticity % USCS Depth Moisture CompressiveGcmpressive Pressure Limit Passing AASHTO (ft) . (%) Strength (psf) Index ( �'� . . ( Blorrus/inch) No . (pct) (psf7 ( /o) No . 200 Classification 1 3 3 . 5 109 .6 73 17/ 12" 1 8 3 . 5 108. 9 29/ 12" 1 14 6 . 3 113 . 5 20/ 12" 2 3 3 . 9 102 . 3 18/12" 2 8 5 . 1 112 . 2 22 6 59.2 A- 24/12" 2 14 3 . 9 102 . 0 16/ 12" t-� 7 Ate, n�� 1 rata ! Engineering Service , Inc . _ : :_ - r_ - ..:: . . . : . . .. : � _ASS . .. -- .: . . . 1601 37th STREET EVANS , COLORADO 80620 (970) 330 - 1071 a SWELL CONSOLIDAHON TEST al Project Name . : LYNN LARAMORE , LOT A — RE4179 ' Project No . : 08 - 144 Boring Na . : 1 Depth : 3 . 01 s y Dry Density : 108 . 73 PCF Moisture : 3 . 55 2 . 0 1 . 0 w I II 0 . 0 - i WATER I ADDED 1 . 0 - c O E 2 . 0 1 I c I E 4. 0 0 . 1 0 . 25 0 . 5 1 . 0 2 . 0 5 10 Applied Pressure — TSF i 08 - 144, Canso ' 1 - 3 • • APPENDIX ic • SUGGESTED siDECIFICATIONsFOR PL E LENT OF STRUCTURAL FILL • • • 411P- • • . .. r suggested specifications for Placement of structural Fill General geotechnical engineer shall be on-site to provide continuous o servation during filling and grading operations and shall be the owner' s representative to -�, inspect placement of all compacted fill and/or backfill on the proj ct . The geotechnical engineer shall approve all earth materials prior to their use , the methods of placing , and the degree of compaction obtained . Materials Soils used for all compacted fill and backfill shall be approve by the geotechnical engineer prior to their use . The upper two (2 ) feet of c mpacted earth backfill placed adjacent to exterior foundation walls shall be an i pervious , non -expansive material . No material , including rock, having a aximum dimension greater than six (6) inches shall be placed in any fill . Any fill containing rock should be carefully mixed to avoid nesting and creatio of voids . In no case shall frozen material be used as a fill and/or backfill material . Preparation of Subqrade All topsoil , vegetation ( including trees and brush ) , timber, debris , rub ish , and other unsuitable material shall be removed to a depth satisfacto to the geotechnical engineer and disposed of by suitable means before b eginning preparation of the subgrade . The subgrade Surface of the area to be illed shall be scarified a minimum depth of six (6) inches , moistened as neces ary, and compacted in a manner specified below for the subsequent layers of fill . Fill shall not be placed on frozen or muddy ground . Placing Fill No sod , brush , frozen or thawing material , or other unsuitable materi I shall be placed in the fill . No fill shall be placed during unfavorable weather c nditions . All clods shall be broken into small pieces , and distribution of material in the fill shall be such as to preclude the formation of lenses of material differin from the surrounding material . The materials shall be delivered to and spread on the fill surface in a manner that will result in a uniformly compacted layer. ach layer shall be thoroughly blade mixed during spreading to ensure uniformity f material and moisture in each layer. Prior to compacting , each layer sha l have a maximum thickness of eight (8) inches , and its upper surface shall be approximately horizontal . Each successive 6 " to 8" lift of fill being laced on slopes or hillsides should be benched into the existing slopes , provi ing good bond between the fill and existing ground . Moisture Control While being compacted , the fill material in each layer shall as nearly a ' practical contain the amount of moisture required for optimum compaction or as pecified , and the moisture shall be uniform throughout the fill . The contracto may be required to add necessary moisture to the fill material and to uniform ) mix the water with the fill material if, in the opinion of the geotechnical enginee , it is not possible to obtain uniform moisture content by adding water on the fill s rface . If, in the opinion of the geotechnical engineer, the material proposed for se in the compacted fill is too wet to permit adequate compaction , it shall be d ied in an acceptable manner prior to placement and compaction . Compaction when an acceptable , uniform moisture content is obtained , each laye shall be compacted by a method acceptable to the geotechnical engineer and as specified in the foregoing report as determined by applicable andards . � � p pp compaction shall be performed by rolling with approved tampin rollers , pneumatic-tired rollers , three-wheel power rollers , vibrating compactor , or other ..� approved equipment well suited to the soil being compacted . If a s. eep-foot roller is used , it shall be provided with cleaner bars attached in a mann r that will prevent the accumulation of material between the tamper feet . The roll rs should be designed so that effective weight can be increased . Moisture-Density Determination Samples of representative fill materials to be placed shall be furnish d by the contractor to the geotechnical engineer for determination of maxim u density and optimum moisture or percent of Relative Density for these materi Is . Tests for this determination will be made using methods conforming to requir rents of ASTM D 698 , ASTM D 1557 , or ASTM D 2049 . Copies of the result of these tests will be furnished to the owner, the project engineer, and the ntractor. These test results shall be the basis of control for all compaction effort . Density Tests The density and moisture content of each layer of compacted fill will be I 1 determined by the geotechnical engineer in accordance with ASTM D 1550 , ASTM D 216 , or ASTM D 2922 . Any material found not to comp ! with the minimum specified density shall be recompacted until the required ensity is obtained . Sufficient density tests shall be made and submitted to s pport the geotechnical engineer's recommendations . The results of density test will also be furnished to the owner , the project engineer , and the contract r by the geotechnical engineer. r PPE D I D INDIVIDUAL, SEWAGE DISPOSAL SYSTEM • It • v. • • • { 1 T N.. Totai Engineering SenAce, Inc E S 3-. z. 1601 37th Street a Evans , Co 80620 ' ( 970 ) 330- 1071 • Fax 970 ) 330 - 1252 ..�Sj+-T- .__ _',.__ �"��e..c•+T`___,_ .�SG :�a,.:.-�_.-- . _ �_ _. vsr.: , ____ �sti:._.�:.ae we..�sva.s wsc».:aim� eYiwt.4:_ rr' rS'ia t Aa'a �t'�'�=- _ _ -tea°1 July 28 , 2008 Ms . Lynn Laramore 33533 WCR 35 v Greeley, Co 80631 RE : I . S . C . S . Percolation Tests Lot A RE-4179 al Section 19 , T 6 NI R 65W Weld County, CO Dear Ms . Laramore : I Please find enclosed the data pertaining to percolation tests performed for an Individual Sewage Disposal System ( LS . D . S . ) for the above referenced site. A representative of Total Engineering Service, Inc . (TES ) performed percolation tests on July - , 2008 , The average percolation rate was found to be 7 . i7 minutes per inch and is summarized on al Table No . 1 . _ The average percolation rate meets Weld county regulation rates fo a standard system . No limiting zone was encountered to an approximate depth of eig t feet below existing grade . See attached Log of Profile Boring . It is our recommen ation that a standard I . S . DIS . be allowed at the above referenced site , We recommend the absorption field be constructed in the general vicinity f Test Boring Nos . 1 through 6 . It is our opinion the system can be constructed in he proposed location without endangering the public health , safety/ and well being of th public, Please contact us if you have any questions concerning this matter, 1 Sincerely, TOTAL ENGINEERING SERVICE / INC . i 0141 ." : j'r` -;:e1 -: - .--' 41"),:r4C “:;,: I al 7-- , .‘004S1A111:4:: a S-° a :ss' cii.7 -,:--- Tory cope ! Es 0 in ! : - --,, t 9 -14as:s ;Preside� 7t ., x Ey / a f L !ti. 1 1 stip/ 400 i f 08- 444- 1. ,-� .. . X4 r P y � ;lw. d v am.+ r i1 . � cam - 5 i t 1 nr.1 4 ' Total pm `-ding Service, Inc E Nps S v stfr= H.:77. _W-7 1601 37th Street a Evans , CO 80620 a ( 970 ) 330- 1071 Q Fax (970 330- 1252 1 TABU O . 1 PERCOLATION DATA SUMMARY FOR Proposed individual Sewage Disposal System Lot A E -4179 Section 19 , 16N, R65W Weld County , Colorado Percolation Percolation Bore Rate No . ( resin /inch ) 6 . 67 511 3 6 . 96 T62 4.1 7 . 62 8 . 42. I Design Percolation Rate 7 . 17 Minutes/ I ch _. .. - _ � - . ce. ! �... :m.E..Mk•`vv.. ._ E�:' w i '�T-°1•_`c7 n =ASe•�ISiT,•l+'• ! .- L � G OF PROFI .. I . _ . .. ..,,. ' • client. • Lynn■ L mo l ron . , j cct: Lot A R 41 79 • • it t� , T Project No . ; 08 -144• CD • Description P 0 x '- a f c a - O C0 CO 00 � O � .J of 0 DI CO OD CO + • !' • . . r ', r k ;'flit''.•:, i• •!'.y�..,- 'r " .yy�•,�j�, 9oti. . rJ jf - ' G f. ar �„ q'f r /lir i.'rf.,' atria' 'ar`! . �.•. .• ,1. i•l�kw f l�+,y,+�f�. i„! ' / . Y. /!!l 1, / �,y' r � 'y, 1ap / _. : . � /!•/.LvYf¢MI -lfl..r.,,A. l ..arf�l il%. •r. ..e, x/1 - �t�� K-0 A ��itl i5 d� f ! f1j • SELT SAND r+y * +t ' r+�a� e i i I rr+r _ 1 1 7. r♦ r rCtim ' ' 0174• 44144.44+249, ti f I +• 4+1.44,1:44++*+�}+ 1 I • F+, +• ++++}* i 1 44.1k6++ r 1 1 # i .44. 4 ti t:4 1 I 1. X.4+:444741.11 9 • +�+++fix '- ; 1 i r r ti* tit f 1 1 a*y+ '4++% '+t�1 F� +• }areas+4+ '4 r I r +4'4rW444 4.+44.4‘41 +i++r+ 1 1_ t.4r+ iri ++{'y 1 1 -+ k t++t 1 I 1 i.4N r,+�+�r r1:9 , i + ++ �- ' a fi'*.. 044.4.)+44-4' x+ + I 1 1 F ; t+ I 1 44+4-Se,....,,1+a' 1 r 1 } r + 4 174+ + C 1 l' .4 � O4,44+44,44.444t+41r r + h�..t• 4S• R,a&sr• *+w+-cvs#1 i'Vie 4444.144•410. r+ +r a s+ 1 1444+41.1+41, 4-41 r et • + �, -�f * ++ + # 1 i 44•+44.474+444 Virelltatli•P 4.4.0.*THA .,..t.,.. • M lai r 0 r c I 1 1 I 3 •� 1 1 I 1 h 1 II G 4 1 G 1 G G 1 1 I I e I 1 1 I 1 LIr L f r t f 1 . r 1 ► 1 e ; ' I I 1 I I 1 f 1 i I t I i. e 1 ➢ 1 f r t l G ! 1 I T 1 2 1 [ 1 t E - f 1 ! I t 1 1 ! I E r E r 1 - ? I I 1 3 1 1 t 1 I 1 I 1 �. 1 7 _ r .r :_ la. — 1.— _. _. . 14. 1 The stratification lines represent the approximate boundary lines between soil and rock types . insitu, the transition may be gradual. • • Water Observations 5orin9 Started: 711 /2006 r1 itial WL� Dry Boring Complete : 7/1 /2008 . kiNL : r ri Q 9 ES Logge • By. TB Water Checkec :: i 17 /08 •- Total Engineering Service , Inc . • . : Wapproved By' TMC 7 . M. ....„ „ ...r ‘e, y.� ;.tit y I, \ ,,,4 LOT A \ \ apr—a :it \ IrS f p 5 Fi fo----M..-' . ' \ It' r� � --i 68 ms at i .,— Mr \ ,..iii) *?.J.L..,_ — as-i z cs\ 1f1 i \ ,.., Ca i id 1 7 , 1 V Lt d I LOT A 1 iml a.,/ .,„. fe f %; /disk I `a rPrCnii di-- i " ri 1 ,,,u" E by rrit I ii cid/ tti \L xar dk rr Lal * I b I • ! F 1 I l f n 6 4 M 59" n" x 307.2+' Q I (---.---1 I CO ,t i m� 1 CO ,eel .._,..„ N Li � NPLAN LOT 7 Section 1 9 , 16N , R6 ,y,vTO TA I ENGINEERING SERV: CR , INC . 1 //I) C- I / A rt 1 --- -.,., DATE : / / i rte,., r""\-‘ � � rt...? r+1/2, rti.,, r� f-,..-4 � r•-) r� r� r-•-• r%..• r-4..i r%,...; r� PROW NO : 08 - 1 4- 4 N I S 1 1601 37th STREW I 1 & ANS, COLORADO 80620 AN n i C\ (970) 33- 1071 `_ 4 ell CHECKED BY : T M C U Hello