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HomeMy WebLinkAboutGeotechnical Investigation 05.17.24Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, Colorado 81501 Phone: 970-255-8005 krfo@huddlestonberry. com May 17,2024 Project#02819-0001 Bruce and Cindy Arbaney 486 Mesa Drive Rifle, Colorado 81650 Subject:Geotechnical Investigation 580 Mesa Drive Rifle, Colorado Dear Mr. and Mrs. Arbaney, This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing,LLC (HBET) at 580 Mesa Drive in Rifle, Colorado. The site location is shown on Figure l. The proposed construction is anticipated to consist of a new single-family residence and detached shop building. The scope of our investigation included evaluating the subsurface conditions at the site to aid in developing foundation recommendations for the proposed construction. Site Conditions At the time of the investigation, the site was open. The eastern portion of the site sloped gently down to the southwest. A steep slope down the west separated the western and eastern portions of the site. Vegetation consisted primarily of weeds and grasses. The site was bordered to the north and south by existing residences, to the west by open land, and to the east by Mesa Drive. Subsurface Investisation The subsurface investigation included five test pits as shown on Figure 2 - Site Plan. The test pits were drilled to depths of between 8.0 and 9.0 feet below the existing ground surface. Typed test pit logs are included in Appendix A. As indicated on the logs, the subsurface conditions at the site were slightly variable. However, the test pits generally encountered 0.5 to 1.0 foot of topsoil above reddish brown to tan, stiff sandy lean clay to lean clay with sand. Some gtavels were observed in the clays. Below the clay, tan, medium dense to dense sandy gravel and cobbles soils extended to the bottoms of the test pits. Groundwater was not encountered in the subsurface at the time of the investigation. Laboratorv Testins Laboratory testing was conducted on samples of the native soils encountered in the test pits. The testing included grain size analysis, Atterberg limits determination, natural moisture content determination, and maximum dry density and optimum moisture content (Proctor) determination. The laboratory testing results are included in Appendix B. 580 Mesa Drive #02819-0001 o5/t7124 rA.@ Huddleston-Berry Enqinccilns & T.slns, LLc The laboratory testing results indicated that the native clay soils are moderately plastic. In general, based upon the Atterberg limits of the material and upon our experience in the vicinity of the subject site, the native clay soils are anticipated to be slightly expansive. Foundation Recommendations Based upon the results of the subsurface investigation and nature of the proposed construction, shallow foundations are recommended. Spread footings and monolithic (turndown) structural slabs are both appropriate foundation alternatives. However, as discussed previously, the native clay soils are anticipated to be slightly expansive. Therefore, in order to provide a stable bearing stratum and limit the potential for excessive differential movements, it is recommended that the foundations be consffucted above a minimum of Z4-inches of structural fill or structural fill extending to the gravel and cobbles soils; whichever is less. Due to their plasticity, the native clay soils are not suitable for reuse as structural fill. The native gravel and cobble soils may be reused as structural fiIl; provided particles in excess of 3-inches in diameter are removed. Imported sffuctural fiIl should consist of a granular, non-expansive, non-free droinins material with greater than l0% passing the #200 sieve and Liquid Limit of less than 30. However, all proposed imported sffuctural fill materials should be approved by HBET. For spread footing foundations, the footing areas may be trenched. However, for monolithic slab foundations, the structural fill should extend across the entire building pad area to a uniform depth equal to the thickness of structural fill below the turndown edges. Structural fill should extend laterally beyond the edges of the foundation a distance equal to the thickness of sffuctural fill. A schematic is included as Figure 3. Prior to placement of structural fill, it is recommended that the bottom of the foundation excavation in clay soils be scarified to a depth of 6 to 9 inches, moisture conditioned, and compacted to a minimum of 95Yo of the standard Proctor maximum dry density, within +2Vo of the optimum moisture content as determined in accordance with ASTM D698. The bottom of the foundation excavation in gravel and cobble soils should be moisture conditioned and proofrolled to HBET's satisfaction. Structural fill should be moisture conditioned, placed in maximum 8-inch loose lifts, and compacted to a minimum of 95oh of the standard Proctor maximum dry density for fine grained soils and 9oo/o of the modified Proctor maximum dry density for coarse grained soils, within r 2o/o of the optimum moisture content as determined in accordance with ASTM D698 and D1557, respectively. Stnrctural fill should be extended to within O.I-feet of the bottom of the foundation. No more than O.I-feet of gravel should be placed below the footings or turndown edge as a leveling course. For structural fill consisting of screened native gravel soils and/or approved imported granular materials and foundation building pad preparation as recommended, a maximum allowable bearing capacity of 1,500 psf may be used. In addition, a modulus of 200 pci may be used for screened gravel soils and/or approved imported structural fill materials. Foundations subject to frost should be at least 36-inches below the finished grade. 2Z:V008 ALL PROJECTS\02819 - Bruce and Cindy Arbaney\028l9-0001 580 Mesa Drive\200 - Geo\02819-0001 LR0-51724-doc 580 Mesa Drive #02819-0001 05117/24 Any stemwalls or retaining walls should be designed to resist lateral earth pressures. For backfrll consisting of the native soils or imported granular, non-free draining, non-expansive material, we ,eco*-end that the walls be designed for an active equivalent fluid unit weight of 50 pcf in areas where no surcharge loads are present. An at-rest equivalent fluid unit weight of 70 pcf is recommended for braced walls. Lateral earth pressures should be increased as necessary to reflect any surcharge loading behind the walls. Water soluble sulfates are common to the soils in Western Colorado. Therefore, at a minimum, Type I-II sulfate resistant cement is recommended for construction at this site. Non-Structural Floor SIab and Exterior Flatwork Recommendations In order to reduce the potential for excessive differential movements, it is recommended that non-structural floating floor slabs be constructed above a minimum of 24-inches of structural fill with subgrade preparation, structural filI materials, and fill placement be in accordance with the Foundation Recommendations section of this report. It is recommended that exterior flatwork be constructed above a minimum of l2-inches of structural fill. Drainase Recommendations Grading and tlrainnse are critical for the lons-term performance of the structure and grading around the structure should be designed to carry precipitation and runoff away from the structure. It is recommended that the finished ground surface drop at least twelve inches within the first ten feet away from the structure. It is also recommended that landscaping within five feet of the structure include primarily desert plants with low water requirements. In addition, it is recommended that irrigation, including drip lines, within ten feet of foundations be minimized. HBET recofirmends that downspout extensions be used which discharge a minimum of 15 feet from the structure or beyond the backfill zone, whichever is greater. However, if subsurface downspout drains are utilized, they should be carefully constructed of solid-wall PVC and should daylight a minimum of 15 feet from the structure. In addition, an impermeable membrane is recommended below subsurface downspout drain lines. Dry wells should not be used. General Notes The recommendations included above are based upon the results of the subsurface investigation and on our local experience. These conclusions and recommendations are valid only for the proposed construction. As discussed previously, the subsurface conditions encountered in the test pits were slightly variable. However, the precise nature and extent of any subsurface variability may not become evident until construction. As a result, it is recommended that HBET provide construction materials testing and engineering oversight during the entire construction process. In addition, the builder and any subcontractors working on the project should be provided a copy of this report and informed of the issues associated with the presence of moisture sensitive subgrade materials at this site. rA.@ Huddleston-Berry EnSlnccrlng & Tc(1n8, LLC ^JZ:V008 ALL PROJECTS\02819 - Bruce and Cindy Arbaney\02819-0001 580 Mesa Drive\200 - Geo\02819-0001 LR0-51724.doc 580 Mesa Drive #02819-0001 05/17124 It is imoortant to note that the recommendstions herein are intended to red.uce the risk Qf structural movement and,/or damase, to varvins degrees. associated with volume chsnge of the -native soiis. Howeven HBET cannot pred.ict long-term chunges in subsurface moisture contlitions antl,/or the precise musnitude or extent of volume change in the native soils. lVhere significant increases in subsurface moisture occur due to poor gradine. improper stormwater mans,sement. utilitv line failure, excess irrigation, or other cause. either during constrqction -or the result of scfions of the pronertv owner. several inches of movement are possible. IJ addition. anv failure to complv with the recommentlstions in this report releases Huddleston- Berrv Eneineerine & Testing, LLC of anv liabilitv with reeard to the structure performance. We are pleased to be of service to your project. Please contact us if you have any questions or comments regarding the contents of this report. Respectfully Submitted: Huddleston-Berry Engineering and Testing' LLC Michael A. Berry, P.E. Vice President of Engineering @*,******t* 4 3 010 z/ Z:V008 ALL PROJECTS\02819 - Bruce and Cindy Arbaney\02819-0001 580 Mesa DriveV00 - Geo\02819-0001 LR051724.doc FIGURES Location Map APPENDIX A Typed Test Pit Logs US LAB.GDT 5/16/24 !7 emo otrmz z =@mv oNo (o5oo (p coo 6 o, =o \O a\ N) !41 --.1 X'-J =oDr oox*rE toEu:-td6'q=- @J"= 6 5aga ?H6 -drd FOEo;"< v ,f !.lr 6-<tF G<loi; oc ts ,_lo- E'qq Ft.o !v P mo t-oc) 6z !7oL m C) z =m Ot @o oo or -{ma{ ! {zc =TEmv { Pt -tt om o.Tt zo m Ch 5 G)om tr, mx() Ioz =m-{To tr, I I mxo I 2ooz{7t o-{ov tr, J nl ID -{mo C"{ 7{mo 5 (,r N5 o 6', = () I moxmc, E @ oo =!1-m{mo 5 q N5 ono+rr= ilHeF sHgHt 29 o7'oczu m f, Io2 0 ?o ? 8 !{ s2Nm Io DEPTH (ft) GRAPHIC LOG +m7 r-g m(,on-It -{oz SAMPLE TYPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN. (ts0 DRY UNITWT (pcO MOISTURE CoNTENT (%) I --'l =$+(D(,fnno FINES CONTENT LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX (rl b 'i."1--l-: 'l*: t\. f,) ,lorlrlol<l ol 'l<l €1 5 o (o 0, =.I -lo-o g,o5 qs--=sq+rooJo F 6't-oo =o F 5. =@ IDfo a.v o CLo. a, o o€:t o f l-f!]:i!]:i!li!l:ii]# ,lol fo- ov m I- o, fooo @ @t-m CN (o €:i o -:t 3oo_ E' 3 o-o =oo o o-o =oo (D o o 3 o oo ! !, @b oo LAB.GDT 5/16/24 !n P mo zc =@mv otrmz @ oo (t 0,JooN@ (o5oo \O A N tsT'1 oDt 6x,5e:E &E 5 6aga?; 6'd Eu50CC, *aO o-kO+rn co-<@;q i'oti oa R" F.to' !! sc F-o !1 P mo 5c) 6z 4. .ooo !1 P mo z =m Oloo oa 6ro:. o {ma{ ! {zc3 @ ran {!IN .It om oTI zo m CI' 5q6c) 83qE -{3mmc)-{ foo mxo DIoz c)oz{7t o on o 6'7 g mot7+mo 5 (Jr NA o Imoxm0 @ (D oo =! f, mc, 5 (Jr Ns o7to+rr=r3#;Xqe# sHHH| 29 o7oczo nr F j oz Iz 0 ? ma, ! 6 Nm Io DEPTH (ft) GRAPHIC LOG +mn rg m(no4!-{oz SAMPLE TYPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN. (ts0 DRY UNIT WT (pc0 MOISTURE CoNTENT (%) l --'l=msn -l@U'rrl7o FINES CONTENT LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX ,:.' 1", l-t."r*: @o =o- ot €. o (oo 2.Iq o-o CI'or oo-go r o€J o o -fo (t,ofo roo =o F o t-o 0, =o F €. a 0,ao- ov .Do =oo d o i!l:^*!]:i!l:i!]:i!l:*!]i!]i!li!l# a 0)5o- oa mt- ol5o-oo @ @rma (o{v o, -t 3oo- E 3 CLofoo oooJoo I I o 3 o do E I (.ob og GEOTECH BH COLUMNS 0281 580 MESA DRIVE.GPJ GINT !7oC-mo-{ otrmz 2c =@m7 oNo (o6oo @ coo Eofo \onlJFi -IE:-J5$x \cdu:F6- .to5.i Oa9A?;5'd cDFOE O ov{O+rn 6<tEG<;oti oq R" Fl G se FFo !zto mo 5o -{6z 4 (D bo E7toL mc) z =m (too ooo 0 o {lrta{!{zC =-E> lrl HiT -{ 9P - (., zo-{ 8 I 5 6)om tr, TD -{mo mxo DIo2 3m foc, mxo I 2ooz{7 o on c, moiu mc, ls I <.n lN) oo =! m mtr, ls l<rr It\J l" ovoczo m f, I 2 o 6'a o fmoxmc' @ @ ovo+rr= ilHgF 5gHfi| 29 g ?o ? m C" ! LNm ob DEPTH (ft) GRAPHIC LOG {m7 romaov.It -.{oz SAMPLE TYPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN. (ts0 DRY UNIT WT (pcO MOISTURE CoNTENT (%) t --'{ =s-l@amvo FINES CONTENT e/") LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX lS.. IvJ ir."t: @oJo- ot €.=o (o !! 2.o(h -lo.It aor- q'g', s.e+rooJo F oroo =o F €. =@o =o- ov do-o- ?i'5o o€ =o :]:i!]:it]:i!:,:it]#]i!]1: ,lo, IflcLl<t olnl>l<t mlrl A} =CL oo TD @r-ma, (o €:< o -f 3oo- c5 o-o =ano o o-o =oo @o o 3 o oo E ol poo oo ! ? nro otrmz zc =I!mv oN@ @5oo @ coo ct A}ao €nh.J+r-rry{=o!r 6x$x \cE u:-td6-q=i.a d"E 5 5'ega?ii 5'd ruFOE O o-ko*u'r 6..<tF;E ;'ot6 oa Frlo' ='se tr-o !zto(- ts ro C) 9 1oi !vo(- mo z =m or @o o6 or I o { lTta{!{zc =-E>mitn -{ 9T-5 zo mo 5 6)omo E -{mo mxo o2 f;-{fo tr, l I I I mxo Iozooz 7t o-{ov I ma Dn m tr, lst: l<rr lN) oo =! m mc, lot\ Ic-n lN) l" ovo Lzc, mt-m I 2 o 6'f o f moxmtr' w @ ovo+rr= ilHgf EggHt 29 o ?o ? ma ! LNm oo DEPTH (ft) GRAPHIC LOG -{m7 rg maon !Joz SAMPLE TYPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN. (ts0 DRY UNITWT (pcf) MOISTURE CoNTENT (%) I --'l =5+Gl(nmvo FINES CONTENT LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX (t .ri'.'r-'. r:.'1.- 1r-. .iS.'s- '.lx- .- , t.-. t\ . ,t.t a!t:o- ot 5" t o (oo:.o(D {otaor- o(! I+r otoo 0,oo 6' CL qsl --rlselAr(Dg o F dt-oo, =o F I @oaa 6E doo- an' =u o € =o (3 -o@ @ (l) OJ { o) { rlrlo-l'<lolnl>l<lml-lolr1d oo @ TDt-m(n (o 5 o} _5 3 (D o_ ='3 o-o =oo o o-o =oo -a fr, $ N o) @o o 3 o oo :o o @b oo Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 TEST PIT NUMBER TP.s PAGE 1 OF 1 PRO.'ECT LOCATIONPROJECT NUMBER PROJECT NAME 580 MesaCLIENTBruce Arbanev GROUNDWATER LEVELS: ATTIME OF D(CAVATION AT END OF EXCAVATION AFTER D(CAVATION --- TEST PIT SIZECOMPLETED4t15t24DATE STARTED 4t15t24 CHECKED BY MAB Drv Drv EXCAVATIO.I OONTMCTOR Client GROUND ELEVATIOT,I LOGGEDBY TEC NOTES EXCAVATION METHOD otrF 3= F0t 69 1=(L Fz uJFzooaulztr s E- EA 8slrltr oO>FlAZJ Xasoz I IJJIECir gl oo(L F =F^ =Eto tll o\E- -F 'oalJoz>oo 9r-l= J_ IIJ(L>tFul 5g(L->= a IF(L uJo o Fcc 3e(, MATERIAL DESCRIPTION Sandy CLAY with (TOPSOTL) 56I321616GB 1 with Sand (CL), some *GB-1: Lab Classified reddish brown to tan, stiff Lean CLAY to Lean 5.0 tan, medium dense toGRAVEL and Bottom of test pit at @No oz fJoo Tto IouFol!o APPENDIX B Laboratory Testing Results Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 970-255-8005 GRAIN SIZE DISTRIBUTION CUENT Bruce Arbanev PRO.'ECT MME 580 Mesa Drive PROJECT NUMBER 02819-0001 PRO.JECT LOCATION Rifle, CO U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER 4 3 21.5 13t4 3/8 3 't4 20 30 40 50 60 100140 FI(, uJ =dlt tIJz TL Fz lrJoE 1ll TL 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 10 0.1 0.00'l GRAIN SIZE IN MILLIMETERS I\ \ ( \ \tt I \ x \ COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen ldentification Classification LL PL PI Cc Cu O TP4, GBl 4124 LEAN CLAYwith SAND(CL)33 17 t6 tr TP4, GB2 4t24 A TP-s, GBl 4124 SANDY LEAN CLAY(GL)32 16 16 Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %silt o/oQlay o TP4, GBI 4124 4.75 0.0 28.8 71.2 a TP4, GB2 4t24 12.5 {.391 0.306 21.1 63.4 15.5 A TP-s, GBI 4124 2 0_091 0.0 M.3 55.7U Noz E.o Huddleston-Berry Engineering & Testing, LLC 2789 Rivenide Parkway Grand Junction, CO 81501 970-255-8005 ATTERBERG LIMITS' RESULTS CLIENT Bruce Arbanev PRO.'ECT NAME 580 Mesa Drive PRCJECT NUMBER 02819{001 PROTECT LOCATION Rifle. CO @ 50 P L A s T I c I T I N D E X 40 20 10 tro CL-ML @ @ 0 20 40 80 LIQUID LIMIT Specimen ldentification LL PL PI #200 Classification a TP4, GBI U1512024 33 17 16 7',|LEAN CLAYwith SAND(CL) tr TP-s, GBl 411512024 32 16 16 56 SANDY LEAN CLAY(CL) o@o oooo @ No zo Fo I oo Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Crrand Junction, CO 81501 970-255-8005 PROJECT LOGATION Rifle, CO MOISTU RE.DENSITY RELATIONSHI P PRO.JECT NUMBER 028194001 Prc.JECT NAME 58O Mesa l)riveCLIENT BruceArbaney rUl \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \,/ \\/ /! /\ / I \ Sample Date: Sample No.: Source of Material: Description of Material u15t20a 1 145 TP4 LEAN GLAYwith SAND(CL) Test Method (manual)ASTM D698A 140 135 TEST RESULTS Maximum Dry DensitY 105'5 PCF Optimum Water Content 18'5 % 130 125 GRADAI-|ON RESULTS (% PASSING) #200 # 314" 71 100 100 oo- Eaz LIJo tro ATTERBERG LIMITS 1 20 LL PL PI 33 17 15 115 Curves of 100% Saturation for Specific Gravity Equal to 110 2.80 2.70 2.60 105 100 95 90 5 15 WATER CONTENT, % 0 10 20 25 30 Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, Colorado 81501 Phone: 970-255-8005 Info @Jruddlestonberry. cotn Jrily 10,2024 Project#02819-0001 Bruce and Cindy Arbaney 486 Mesa Drive Rifle, Colorado 81650 Subject OWTS Design 580 Mesa Drive Rifle, Colorado Dear Mr. and Mrs. Arbaney, At your request, Huddleston-Berry Engineering & Testing, LLC completed design of an Onsite Wastewater Treatment System (OWTS) for a single-family residence at 580 Mesa Drive in Rifle, Colorado. The site location is shown on Figure I - Site Location Map. A site plan is included as Figure 2. Site Descriotion At tne tittre of tne investigation, the site was open. The eastern portion of the site sloped gently down to the southwest. A steep slope down the west separated the westem and eastern portions of the site. Site topography is shown on Figure 2. Yegetation consisted primarily of weeds and grasses. The site was bordered to the north and south by existing residences, to the west by open land, and to the east by Mesa Drive. Subsurface Investisation I" order to evaluate the subsurface conditions at the site, two test pits were excavated in the vicinity of the Soil Treatment Area (STA). Using visual-tactile classification methods, the soil profile consisted of 0.5 feet of topsoil above reddish brown to tan, sandy clay loam with a weak block sffucture (Soil Type 3) to depths of between 3.0 and 5.0 feet. The clay soils were underlain by tan sandy loam with gtavel with a moderate granular structure (Soil Type 2) to the bottoms of the excavations. Groundwater was not encountered in the subsurface at the time of the investigation. In general, based upon the results of the subsurface investigation, HBET believes that the seasonal high groundwater elevation is deeper than 9.0 feet below the existing grade at this site. The locations of the test pits are shown on Figure 2. Copies of the test pit logs are included in Appendix A. 580 Mesa Drive #02819-0001 07/t0124 ZR\ @ Huddleston-Berry Enrinc.dn* & Tc*1n8, LLC Onsite Wastewater Treatment Svstem Seepage Bed Design fhe d-sign of the absorption system generally follows the requirements of the Garfield County Board of Health as outlined in the Garfield County On-Site Wastewater Treatment System @Wf\ Regulations, adopted June 2018. The proposed consffuction at the site is anticipated to include a three-bedroom home. Based upon the visual tactile classification of the soils, a Long-Term Acceptance Rate (LTAR) of 0.35 will be utilized for the absorption field design. Infiltrator Systems Quick4 Standard Chambers are proposed. The daily flow of the sewage disposal system is calculated below and a plan and profile of the absorption system are shown on Figure 3- Average Daily Flow: (6 persons)(75 GPD/person) :450 GPD Soil Treatment Area: (450 GPD I 0.35):1,286 Square Feet Adjusted Soil Treatment Area : (1,286 SFXI.2X0-7) : 10080 Square Feet # of Quick4 Chambers: (1,080 I 12):90 Chambers; Use 96 Chambers System Installation The installation of the septic tank, plumbing lines, Infiltrators, etc. should be completed in accordance with the Garfield County On-Site Wastewater Treatmettt System Regulations and Infiltrator Systems, Inc. specifications. ln addition, the following consffuction procedures are recommended:. The septic tank and distribution box should be placed level over native soils that have been scarified to a depth of 8 to 12 inches, moisture conditioned, and recompacted to a minimum of 95%o of the standard Proctor maximum dry density, within +2%o of optimum moisture content. However, up to 3-inches of washed rock or pipe bedding pissing the l-inch sieve may be used as a leveling course under the septic tank and/or distribution box.. The bottoms of trenches and backfill around the septic tank and distribution box which will support sewer or effluent lines should be compacted to at least 90 percent of the standard Proctor maximum dry density, within +2%o of optimum moisture content. Pipe bedding should have a maximum particle size of l-inch. . Vehicular or heavy equipment traffic and placement of structures should not encroach within l0 feet of the septic tank or distribution box. Inspection Schedule Huddleston-Berry Engineering & TestingLLC should be retained to monitor the construction of the OWTS. The following schedule of observation and/or testing should be followed: . Observe the absorption bed excavation prior to placement of Infiltrator chambers. . Observe placement of the septic tank, distribution box, and all connecting sewer and effluent lines prior to backfill. Veri$r proper fall between inverts. . Observe and veri$' installation of the absorption bed prior to placement of cover and backfill. 22:\2008 ALL PROJECTS\02819 - Bruce md Cindy Arbruey\02819{fi)l 580 Mesa Driveuo0 - Gs\028194001 OWTS 0?l024.doc 580 Mesa Drive #02819-0001 07ltol24 @ Huddlestoa-Berry E ginerln!&T.itln8, LLc In conformance with Garfield County regulations, HBET will be required to provide the Garfield County Board of Health with documentation certi$ring that the OWTS was placed in conformance to the plan and profile and Garfield County regulations. General Notes The OWTS design was based upon the results of the subsurface investigation and on our local experience. The design is valid only for the proposed construction. We are pleased to be of service to your project. Please contact us if you have any questions or comments regarding the contents of this report. Respectfully Submitted: Iluddleston-Berry Engineering and Testing' LLC Michael A. Berry, P.E. Vice President of Engineering 32:\2008 ALL PROJECTS\02819 - Bmce ard Cindy Arbiley\02819-0001 580 Mes Drive\200 - Ga\028194001 OWTS 071024.doc FIGURES FIGURE 1 Location Map APPENDIX A Typed Test Pit Logs !v Pmo otrmz zc =@mn oN@ (o5oo @ c,oo uofo \O A N rr'!{H'{=olD 6x fuX vp. 3;EA- 65 d oa9A? GO AWFOE O o"{o+g'r 6-<do;q ;'ot5 gc R" Ho g. se F-o !! PEmm()c, I 6z 4. !Doo z =m Ctl @o =o6 0, I o {lrla{ 3{zc =@mv { TI 't om o-r.l zo m C" 5oom tr, I! -{mo mxo DI 2 =m Io tr, mxo DI 2 o m tt,tn m trt s Ol N5 ooz 7t o ov o 6'5 o fmoxmo E @ oo =! F m tr, E q N)s Im7 mxo t6 = I mzIo-n mxc) D 6z o .? oov7too>==-rtr'tr #EfrqsD HF'Si?l =t2l Iel'el ma ! a, Nm ob DEPTH (ft) GRAPHIC LOG {mv t-omaov-It -.{62 SAMPLE ryPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN. (tsf) DRY UNIT WT (pcf) MOISTURE CoNTENT (%) z--'l =s-{@amvo FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX N tn ':. 1-, l-= ."t*: l\ . .1, @ otfo- oo 5o 3 €. odo 2.oo -to1' CI'or a;, u, b:s -cL-{<*o a6 ii-6;(vr oo -3 do-o- an' u d€3 o A} .J 6oFg 8x o Eoc 6 (,r k) '!]i!]-*i]-*!]:i!]-*!l# F CN6sro C/)'<or:o JO.<'f 8=N+ o d o 0) -f 3oo-o d o (o dJgd @+cc'c d (r) Ctls @o o3 o ott, ! o (o b oo 7t9t24 !7' e mo zc =@mF oN@ (o5oo otrmz (p coo F!!Jo \O 'a N ra"! oFl -tsl5X vo. u: io A-q=t.a 65 d oagd?E 5'd ru -5(DEo;v<o*E-r 6-<oo;q i'oli t. oa R" Fi 6' 5'tr f4-C) !vo(- mo 5oD 6z 4. .ooo !no(- mo z =m Ol @o o6 0)g o {ma{!{zc =-tET lII HJT -{qP .N zo-{ u 5Poo 83 PE -{=mmC)-{Totr' mxo Dj 2ooz v C) oF o 6':t tr, mo ;7t m tr, s (t Ns o Imc)xmtr't! oo =! f, lnc, s (t Ns Imn mx() I6z I m2 tr,o.T mxo D 5z g: o7o>=-ro #Eqs fiFsh{ 2 g e ovoCz tr, m H DI 2 m ct, ! !2Nm ob DEPTH (ft) GRAPHIC LOG 3 +mv r-(] m U'o7 l,-{oz SAMPLE ryPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN (tsf) DRY UNIT WT (pcO MOISTURE ooNTENT (%) lr-'{ =msn +@(nmvo FINES CONTENT ('/.1 LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX N th t\-''r-. lf." ,\..t/_ @ ot fo- oF 5 0, 3 =.n odof6'o +o-taor- G.U' Els-o_-{<5ooo!glKvroql -3 do-o- in'Jq 6€:: o 0) _f €oo-g ooF o trIc. d {Ito i:]i!]:*!]:it]-*!]-^f!]-.i!]-.*!l.i!ld AAxo io (n<or-:o JO).<'l 8=N+ oil o o -f 3oo-o d o (o d:tc o, (, coc d OJors TDo o3 o (l,o ro ot (O b oor+ 580 MESA DRIVE PARCEL#ZI29Z' 1 0101 I FIGURE2-SITEPLAN Huddlestorr-Beny Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 Project No.: 02819-0001 Date: 07110124 By: MAB N SCALE: l" :30' C.I.: 2FT A TEST PIT "NoTE: TANK ANo BED LoCATlol{S APPRoXIMATE AND MAY SHIFI SoME DURING CONSTRUCTION MSEO UPON SITE TOPOGRAPHY, OWNER PREF:RENCE, AND/OR OTHER FACTORS AS LONG AS APPLICABLE S€IBACKS ARE MET. ACTUAL LOCATION OF TANK ANO BED WLL BE INOICATED ON A$BUILT ORAWINGS,- DRIVEWAY STA CREST OF SLOPE 3H:1V SLOPE TANK 1,250 AREA NEW WATER LINE NEW SHOP \ DRIVEWAY 3H:1V SLOPE 3H:1V SLOPE ACCESS 580 MESA DRIVE PARCEL#2129251 01 01 I FIGURE3-SEPTICSYSTEM DETAILS Huddleston-Berry Engineering & Testing, LLC 2789 Riverside Parkway Grand Junction, CO 81501 Project No.: 02819-0001 Date: 07 ll0l24 By: MAB DETAIL AREA SCALE: l":20' e 4-INCH DIAMETER SEWER AND EFFLUENT PIPE MEETING ASTM DI 785, SCHEDULE 40 OR SDR 35 WATER LINE INFTLTRATOR SYSTEMS QUtCK4 STANDARD CHAM SEPTIC TANK WITH MINIMUM I,250 GALLON CAPACITY INSPECTION POR DISTRIBUTION BOXES THAT ENSURE EVEN DISTRIBUTION OF EFFLUENT I INSPECTION PORTS **USE SWEEP 9O'S OR TWO 45'S AT 90 DECREE BENDS** Cc c\o c'\--p \-L C 5', NEW RESIDENCE GENERALI ZED SYSTEM PROFILE NtrT TE SCALE RESIDENTIAL STRUCTURE CLEANEUT RISERS (AS NECESSARY) SUCH THAT LIDS ARE AT ER ABEVE FINISH GRADErscH. 80 nNLYr TRATER OUICK4 STANDARD CHAMBERS *DESIGN LENGTH EXCLUDES ENN CAPST I.O FT MIN. CEVER EN EFFLUENT EST, 6.0 TE 8.0 FT EST. E,O FT 4.0 FT MAX,1.0 FT MIN. CEVER - BEXES? CUMPARTMENT SEPTIC TANK FREM CDPHE APPRBVEII TANK LIST EFFLUENT FILTER IN EUTLET TEE GENERALIZED BED PROFILE NET TE SCALE r -1 FILTER BED DIMENSIONS : TWO I2'X48' BEDS 4 ROWS OF l2 QUICK4 STANDARD TNFILTRATORS OR ENGINEERAPPROVED EQUAL PER BED L J INFILTRATOR SYSTEMS QUICK4 STANDARD CHAMBERS COVER SOIL; NATIVE SOILS OR OTHER SUITABLE TOPSOIL. GRADE TO CARRY SURFACE WATER AWAY FROM BED. NONWOVEN, NEEDLE PUNCHED, GEOTEXTILE FABRIC IMMEDIATELY ABOVE CHAMBERS MINIMUM SETBACKS (UNITS = FT) l,uttosz12 FALL iIIU 105010t0101050Et T LULN I LINES 105?o50a5t0?5e5100FISKF I IUN nFn 105550l010l01050Jgr I tu IANT PRUPERTY LINEUNOCCUPIED BUILDINCDVELLINGLAXE, STREAI,{, UNLTNEI! DITCH FLTDIIED FIELI}SLTNED DTTCH DRY GULCH, CUT BANK, ANII FILLVAIER LINEVELLS **OTHER SETBACKS NOT LISTED HERE SHOULD BE IN ACCORDANCE WITH CARFIELD COUNTY OWTS RECULATIONS