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HomeMy WebLinkAboutApplication-PermitGARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 108 Eighth Street, Suite 201 Glenwood Springs, Coloradof 81601 Phone (970) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY Owner's Name ftrt~1Uo, ~Ohn l hll.lSOll Present Address Lttlqseu fQiV\C\1 bf Gw:S Permit 4334 Assessor's Parcel No. This does not constitute a building or use permit. Phone ]8 L\ -~o6 J system Location...,O~S"~lS~Y~_fu~~~X_-~fl=Cl'=tJ..,,e~J~d~1,___,,G_.G_...ff-'D~0>~Vl~C:~}Cl~\e~' _________ _ Legal Description of Assessor's Parcel No. _ __,a..,_,-'-\-'&'--'t---'~-:3~l_J_-_O_()_-_O_l_'g _______________ _ SYSTEM DESIGN ______ Septic Tank Capacity (gallon) P~~~~ ___ .Oth?f~4~ ~ ______ Percolation Rate (minutes/inch) ~ .;>.. 'l .::2 00 7 Number of Bedrooms (or other) ----- Required Absorption Area ~ See Attached Special Setback Requirements: Date _____________ Inspector ___________________________ _ FINAL SYSTEM INSPECTION AND APPROVAL (as installed) ~ ~ ~ Call for Inspection (24 hours notice) Before Covering Installation • ~ System Installer ~~ ~ '}# .d~ ~~j,~~00/ Septic Tank Capacity Septic Tank Manufacturer or Trade Name --------'~"""==--4~~=--'-=-"'""~J=--t(U,'-=='-"''--·--~---- Septic Tank Access within 8" of surface -------------------------------- Absorption Area---------------------------------------- Absorption Area Type and/or Manufacturer or Trade Name -------------------------- Adequate compliance with County and State regulations/requirements. _____________________ _ Other-------------------------------------------- Date _____________ Inspector ___________________________ _ RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE •CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con~ nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine - 6 months in jail or both). White -APPLICANT Yellow -DEPARTMENT INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER ~,,\~ \ A\\::-.ro.,, ?,,,~~\\.., ADDRESS t;\l C<.. ~h .g,.._(),c.,IA.. \-::>..-PHONE o~'{ "2-S-'r l CONTRACTOR ( .o~L w '-S\-- ADDRESS £ c?. &,\G 'fJ , (C!Ch,,,,,U C o PHONE ?CJ'{ -0 3 <-(7 r 7 PERMIT REQUEST FOR (--)NEW INSTALLATION ( ) ALTERATION ( ) REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). LOCATION OF PROPOSED FACILITY: Near what City of Town C,\.."'-._._.~ $,1"""'"3 < Size of Lot -S9, ?0 .::u:.rc."' Legal Description or Address [ .,\,. I /l, H,,....,._5k_._~ -1.'.::!>h~ osiir R:.>sfed' V4cl,9e l{J. I WASTES TYPE: (~DWELLING ( ) TRANSIENT USE CCA.fho.,_cflt: ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER-DESCRIBE ________________ _ BUILDING OR SERVICE TYPE:__,fZ-="-,,_,s:""k..,=,_\..;_,__-..._-=-\ ------------------'- Number of Bedrooms ::3. Number of Persons_~Lf ___ _ ( ~rbage Grinder (.....f'Automatic Washer ( 01}ishwasher SOURCE AND TYPE OF WATER SUPPLY: (vfWELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: ------------- Was an effort made to connect to the Community System? _.,,t/'.~J,__ ___________ _ A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: 100 feet Septic Tank to Well: 50 feet Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System (septic tank & disposal field) to Property Lines: 10 feet YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GROUND CONDITIONS: ( Depth to first Ground Water Table __ ~~f_D_1 _.f'l-1/--------------------( Percent Ground Slope b 0 -f ---~~-'+----------------------- 2 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (~ SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET( ) OTHER-DESCRIBE FINAL DISPOSAL BY: ( ) ABSORPTION TRENCH, BED OR PIT ( ) EV APOTRANSPIRA TION civJ UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER-DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE?..,.J"'"h~-­ PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes _____ per inch in hole No. I Minutes ______ .per inch in hole No. 3 Minutes per inch in hole No. 2 Minutes ______ per inch in hole No. _ Name, address and telephone ofRPE who made soil absorption tests: ..+t"-J.L,_.,P......,__,,@"""'"e""'f>""• .;,l.,,ecL."""'~---- I ) [ I Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and . additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. 3 HEPWORTH· PAWLAK GEOTECHNICAL August 31, 2007 John Pattillo P.O. Box 1343 Carbondale, CO 81623 Icfl~pwonh-.Pawbk Cicoredu1icai1 fn,;, P, (), Dn1wet t887 Si!vertlioriie, (~okfrado 80,,{98 fiho1H:: 970-461~~ f 9$9 F"'' 970--168-589! i.:nHtil: l)pgc:o4@fl)pgeotcch.curn Job No. 407 0231 Subject: As-Built Evaluation oflndividual Sewage Disposal System, Lot 18, Homestead Estates, Garfield County, Colorado. Dear Mr. Pattillo: Hepworth-Pawlak Geotechnical, Inc. has observed the installation of the Individual Sewage Disposal System (ISDS) for the three 'bedroom residence and one bedroom apartment on the project site. The ISDS components observed include: septic tank, dosing tank, automatie siphon, sewer pipe, effluent pipe, cleanouts, effluent filter, manifold pipes, distribution lateral pipes, Infiltrator chambers, inspection ports and the locations of all components. At the request of your general contractor Chuck Cole, the layout of the system was changed from our original design dated July 25, 2007, Job No. 407 023 I. The changes were made during construction of the system. The changes to the system are reflected in our revised design dated August 29, 2007. Based on our observations made during our site visit on August 14, 2007, it is our opinion that the ISDS was constructed in accordance with our revised recommendations and in accordance with the current Colorado State Board of Health's Guidelines on Individual Sewage Disposal Systems. If you have any questions feel free to contact us. Ronald J. Uhle, P.E., C.C.E. Associate cc: Chuck Cole (email only) Glenwood Springs 970-945-7988 • Pnrker 303~841-7119 • Colorado Springs 719-633-5562 HEPWORTH -PAWLAI\ GEOTECHNICAL August 29, 2007 John Pattillo P.O. Box 1343 Carbondale, CO 81623 H<:p\\'oith-Pawbk Cieotechnii.::nl, Inc, P. 0, I)rawcr l .887 Sil\'ctrhonl.(', <:nlonido 80498 Ph(lni:: 970-468-1989 FHX: 970-468-5891 ein<'lil: hpgf~o4@hpg.;ot<.:ch,coHi Job No. 407 0231 Subject: Revised Individual Sewage Disposal System Design, Proposed Residence, Lot 18, Homestead Estates, Garfield County, Colorado. Dear Mr. Pattillo: As requested, Hepworth-Pawlak Geotechnical, Inc. has redesigned an Individual Sewage Disposal System (ISDS) based on the percolation rate of the subsoils for the proposed residence. The original design dated July 25, 2007 was redesigned at the request of your general contractor Chuck Cole to combine the two mounds into one large mound. The study was conducted in accordance with our written agreement to you dated June 21, 2007. The data obtained and our ISDS design recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Site Conditions: The project site slopes gently to moderately down to the southeast and site vegetation consists of sage brush, aspen trees and grasses. The site is approximately 40 acres in si7..e. The proposed construction consists of a three bedroom residence and a garage with one additional bedroom; therefore, the ISDS was designed for a total of four bedrooms. Water service will be provided to the proposed residence by an onsite water well located northwest of the proposed garage. A site plan showing the proposed and existing site features is presented as Figure 1. Percolation Test: Percolation tests were conducted on May 9, 2007 by our Glenwood Springs Office (Job No. 107 0353). The Subsoil Study for Foundation Design and .Percolation Testing report dated May 17, 2007 is provided as an attachment to this report. The subsmface conditions encountered consisted of l to 1.5 feet of topsoil overlying basalt cobbles and boulders in a sandy clay matrix. Percolation tests performed in this Glenwood Springs 970-9{5-7988 • Parker 303-841-7119 • Colorado Springs 719-633-5562 John Pattillo August 29, 2007 Page2 material were inconsistent and indicted a very slow percolation rate; therefore, a 4 feet thick mounded sand filter is proposed for the site. ISDS Analysis: Based on the subsurface conditions encountered and the percolation test results, the tested area is suitable for an ISDS utilizing a 4 feet thick mounded sand filter for the treatment and dispersal of effluent. A site plan showing the proposed ISDS, existing water well, proposed residence and garage and the minimum horizontal setback distances of site features relative to the ISDS components is shown on Figure 1. Tue ISDS was designed for a total of four bedrooms. All materials and installation should meet the requirements of the current Colorado State Board of Health's Individual Sewage Disposal System Regulations. Septic and Dosing Tanks: A concrete 1,250 gallon, two chamber Copeland Concrete septic tank, or equivalent, will be used for primary treatment of sewage from the residence. The septic tank will be followed by a 500 gallon dose lank equipped with an automatic siphon. An effluent filter will be installed at the outlet of the second chamber of the septic lank. Sewage will gravity feed from the proposed residence and garage to the septic tank and effluent will be dosed to the mound absorption area by the automatic siphon. The automatic siphon should provide a dose of about 230 gallons per dose. At this dose volume the absorption area will be dosed about four times per day at the design flow. If the septic tank access riser lids will be installed at grade, with no backfill cover, then the lids should be insulated with foam insulation board to provide frost protection. The . sewer pipe inlet tee in the first chamber of the septic lank should. be installed beneath the access lid of the first chamber of the septic tank so that it can be reached for service should it become clogged. Tue PVC handle on the effluent filter should be extended up , to within reach of the dose chamber access riser lid. This will allow for easy access and maintenance of the filter. Approximately 2 feet of soil backfill cover should be placed over the tops of the septic and dose tanks to allow for easy access and frost protection. Job No. 407 0231 John Pattillo August 29, 2007 Page3 For maintenance reasons deep tank installations should be avoided and we should be contacted to evaluate this ISDS design should it appear that a deep tank installation involving more than 4 feet of backfill soil over the top of the septic tank may be required. Sewer and Efiluent Piping: The sewer line from the proposed residence and garage to the septic tank should not be less than the diameter of the building drain and not less than 4 inches in diameter and will service all levels of the proposed structures. Soil backfill beneath the sewer pipe must be adequately bedded and compacted to prevent settlement of the pipe. The sewer pipe should be installed in landscape areas with at least 2 feet of soil backfill covering the pipe, or the pipe should he insulated on the top and sides with 2 inch thick rigid foam insulation board for frost protection. Beneath driven surfaces we recommend that Schedule 40 PVC sewer pipe be used and the pipe be insulated if it will be installed with less than 4 feet of backfill soil cover. We recommend the use of Schedule 40 PVC pipe between the proposed residence and garage and the septic tank, though this is not required by local regulations. The portion of the sewer pipe extending from 5 feet outside the building foundation should have a slope of at least 2% except for the last 10 feet of sewer pipe immediately preceding the septic tank which should be sloped between I% and 2%. Cleanout pipe(s) should be installed in the sewer line adjacent from the building foundation, adjacent to the inlet of the septic tank, at the automatic siphon outlet from the dose chamber where the sewer pipe bends at 90 degrees or more and at least one cleanout should be installed at least every l 00 linear feet of non-pressurized sewer or effluent pipethroughout its length. We recommend that a straight section of pipe be installed between the residence foundation and the septic tank. Any required 90 degree bends in the sewer pipe should be accomplished through the use of a series of 45 degree smooth elbows or a 90 degree long sweep to help prevent clogging of the pipe. Absorption Area: The mound absorption area aggregate is designed to be approximately 1,214 square feet and will consist of an Infiltrator chamber bed over a 4 feet thick fob No. 407 0231 John Pattillo August 29, 2007 Page4 mounded sand filter. The Infiltrator bed. will each be approximately 17 feet wide by 91 feet long. Each bed will be twenty-two (22) chambers long by six (6) chambers wide. Each chamber was given 9.2 square feet of absorption area per the Colorado State Board of Health's guidelines. The absorption area was increased by 60% for use of a garbage grinder and an automatic clothes washing machine. No reduction in field size was applied for use of a dosing device or Infiltrator chambers due to the poor soil conditions and shallow bedrock at the site. A loading rate of 1.2 gallons per day per square foot for the sand filter was used to size the absorption area bed for the mound based 011 an average daily flow of 900 gallollS per day. Basal area calculatiollS were based 011 a loading rate of 0.3 gallons per day per square foot based on the Colorado State Board of Health's ISDS Guidelines for clay loam and clay soils. Based 011 this loading rate, a basal area of 3,000 square feet is required. The absorption area calculations are shown on Figure 2. The mound absorption area should be installed on a relatively flat excavated surface. Excavation cuts at the uphill side of the excavation should not exceed about 2 feet. Care must be taken during installation to ensure that the soils exposed in absorption area excavation are not compacted. 111e excavation, once completed, should be left open to allow the soils to air dry, if necessary, before the sand aggregate and distribution piping are placed. The sand filter should be installed on the existing ground surface following removal of vegetation. The ground surfaee should be scarified prior to placement of the sand filter. Care must be taken during installation to ensure that the soils exposed in absorption area excavation are not compacted. The excavation, once completed, should be left open to allow the soils to air dry, ifnecessary, before the sand aggregate and distribution piping are placed. The sand filter will be sloped at a maximum slope of2H:lV and the cover soil and topsoil cap will be graded at a maxinmm 3H:1V slope. A lined boulder wall will be constructed on the downhill side of the lower mound to minimize fill material needed to maintain the JH:IV slope. A cross section of the mound absorption area is shown on Job No. 407 0231 John Pattillo August 29, 2007 Page5 Figure 4. We recommend that the topsoil cap he re-vegetated as soon as possible with a suitable grass mix. Inspection ports should be installed at each comer of the Infiltrator chamber bed. The ports should be constructed of 4 inch diameter PVC pipe installed into the knockouts provided in the chambers. The ports should extend a minimum of 8 inches above the finished ground surface and should have ventilated removable caps. The absorption area manifold and distribution piping layout is shown on Figure 3. All materials used and installation methods should meet the requirements of the Colorado State Board of Health's Guidelines on Individual Sewage Disposal Systems. Subsurface .Drainage: No free water was encountered in the test pits excavated at the site when observed on May 9, 2007 and it is our opinion that a subsurface drain will not be required. If free water is encountered. in any excavations on the site we should be notified to re-evaluate the need for a subsurface drain to protect the absorption area. IS.DS Maintenance: The on-site ISDS will require maintenance. The level of maintenance will vary with the complexity of the system and water use habits of the users. We recommend that fats, oils, bath oils, greases, paint, solids, water softener backwash solution, water from hot tubs and other constituents that can clog and foul collection and disposal equipment are not disposed of in the residence drains. The absorption area and any areas directly up gradient of it should not be watered by lawn irrigation systems or other means as the soils may become hydraulically overloaded. Septic tanks and other treatment tanks should be pumped whenever the sludge occupies 1/3 of the liquid capacity of the first chamber of the septic tank. In addition, the effluent filter should be checked for clogging at least once per year and cleaned as necessary. We recommend that an operation and maintenance manual be developed for the ISDS. The ISDS should be operated and maintained as stipulated in the manual. If you desire our services, we can prepare the operation and. maintenance manual for the on-site ISDS. Job No. 407 023 l John Pattillo August 29, 2007 Page6 Limitations: This design has been conducted in accordance with generally accepted engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the test pits and percolation test holes excavated at the approximate locations indicated on Figure I and to the depths shown on in the attached report, the proposed type of construction, and our experience in the area. Out findings include interpolation and extrapolation of the subsurface conditions identified at the test pits and percolation test holes and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during co.nstruction appear different from those described in this report, we should be notified at once so re- evaluation of the recommendations may be made. Based on site reconnaissance, it is our opinion tliat the designed location of the ISDS does not violate any setback requirements of the current Colorado State Board of Health Guidelines on Individual Sewage Disposal Systems. We recommend that the position of the ISDS components, proposed residence and garage, existing water well and setback requirements be verified in the field by a Professional Land Surveyor licensed in the State of Colorado. This report bas been prepared for the exclusive use by our client for tlm ISDS design submittal process. We are not responsible for technical interpretations by others of our information. Garfield County requires that an As-Built evaluation of engineered ISDS designs be performed by the ISDS engineer. We should be contacted to perform the ISDS As-Built evaluation the day before you are ready for the evaluation. Prior to evaluation, all ISDS components should be installed including: sewer pipe, etlluent pipe, septic tank, effluent filter, inlet and outlet tees, automatic siphon, Infiltrator chambers and distribution piping. No components of the ISDS should be backfilled prior to our performing the ISDS As-built evaluation. Job No. 407 023 l John Pattillo August 29, 2007 Page? Please contact us for any necessary revisions or discussion after review of this report by the Garfield County Health Department. If you have any questions, or if we may be of further assistance, please let us know. Sincerely, HEPWORTH -PAWLAK GEOTECHNICAL, INC. _,---, ~"' ,,J -~"l,~ A~--- Jason Deem Project Geologist Reviewed by: Ronald J. Uhle, P.E. C.C.E. Associate Attachments: Figures I through 4 Subsoil Study for Foundation Design and Percolation Testing cc: Chuck Cole (email only) Job No. 4-07 023 I PROPOSED LINED BOULOEflWALL SEE FIGURE 4 FOR DETAIL ~ :v" ___ _, PROPOSED MQVNDABSOPTION MFA CONSISTING OF A4 FOOTTHICI( SAND FJLTEF!. DJSiRIB'JTrON lATEMLS Will BE HUNG LEVEL !NS!DE INf'lLTRATOR QUICK~ STANDARD CHAMBERS (SIX Cf-IAMBEP.S WIDE BY TWENTY-TWO CHAMBERS LONG}. ~ ~·'-._ _ _, /, PROPOSED TWO C!-1.AMBEfl 1.250GALLON COPELANd·'"~' j CONCHCJESEPTiCTANK lNSTALLANEFFLUENTFl(TERAT :.l:f6 / .. THE OUTLET OF THE SECOND CHAMBER OF THE TANK. _./· .¢' , d/!l I I I I z;,' <"S~ ,,_, / --. -··~ '"'' • ., ti! Pll2 ~' '" \ \ •./<·' ' ! "'.· ' '·; l J j,. <!ft( '//! /_.· '~-i. I 11 1 r·"" I I { ... :. / /./'·'" /~ ' " . .ir" ,,,,· / //,/ ,__,.,<-./ / / ,,.. / <?"""' r / / /, ;' r ·": ./. ,,::..., r ,,, /,,.,. .· I 'j i ' •C ""-v-_<Jf "-,/~ -/ ,.¢' ... , '/ ''" ;/<Jf> ·"P:S::-'. -........;._ v, t -~ k , , . ''" / ~· <?,~ _\ / { i 61 ,,,-.,~~' APPROXIMATE SCALE; 1 !NCH = 30 FEET w •. M' ll' w• 25•. <W• M" 1<!" ll'J.IDI tm!S ~X \"UIT. CUT kOOtlf llt>l$ LEGE NO " 5' • AOO 8 f"/, fOO ~ r.i.ct!iOO<:kl<. / 1U' DJ.Y: Ot$lCU 11.0!f "&f O\"Ut!,!"!00 10" Mt./ f)J.Y, /::,, Pf:RCOl.ATlON !ESr HOLE m EXPl.GP!HORY Pn LOT 18, HOMESTEAD ESTATES ISDS SITE PLAN ~tech 1-!EPWOfffH-PA"WLAKGlrU!ECHN!CAL 407 0231 FIGURE i 4070231 ISDS ABSORPTION AREA CALCULAT~ONS ~tech HEPWORTH-PAWLAK GEOTECHN!CAL LOT 18, HOMESTEAD ESTATES ABSORPTION AREA CALCULATIONS FIGURE2 DISTRIBUTION LATERALS CONSISTING OF 4 INCH DIAMETER PERFORATED PVC PIPE SPACED 6 !NCHES APART. TWO ROWS OF v. 1 <:.<w. WITH~ INCH DIAMETER ROUND HOLES ~c~,~~~~ PERFORATIONS PLACED SYMETRICALLY ON PEJlfa>J\11°"' BOTH SIDES OF PIPE AND BELOW THE 4' DIAMETER 4" DIAMETER PVC AIR VENT CENTER LINE OF THE PlPE IN 4" DIAMETER SOR 35 SDR 35 INST ALLEO VERTICALLY INTO ACCORDANCE WITH ASTM D-3034 '"'"'AA'o' '"'°'"i'if:"' MANIFOLD PIPE TRANSPORT KNOCKOUTS PROVIDED IN TOP SPECIFICATIONS. SEE DETAIL PIPE TO BE ""'""'"''" IMlTALLED LEVEL PIPE SLOPED OF INFILTRATOR CHAMBERS. HUNG LEVEL INSIDE CHAMBERS WITH ZIP FROM TOP OF PIPE TO BE COVERED TIES AT SPACED 4 FEET MINIMUM. DISTRIBUTION WITH REMOVABLE VENTl!JITED BOX AT 1% CAPS. TOP OF VENT PIPES __ _ __ __ _ ------1 M!N!NIMUM SHOULD BE A M!NfMUM OF 8" _ ----~ TO DRAIN TO /\BOVE FINISHED GRADE. ----------APPROXIMATE TOE OF SAND FILTER I ABSORPTION ,----I ~~OLD I r---1 ,... -, --,_ )_ --, . -r . . r-_,_ I o ,---r ·w r ---·r--I t-. -r-. --·t-. . r--r--1 ---+----~ I ~ .---r---' I ,._ ,_ f--r--t·r-1 -r r-.. ,__ I P1.ACESDUDSDR35~ND r-·· r---t-----r-_ _ _ .• .. r --r r--1-r-- CAPSONENDOFALLI e--r .. " ---to~ I D!STR!BUTJON LATERAtS -r .. r---r-_ r-.. ·r r- t---r I oe r r ·· i--j I \ ----__________ J L INF1!.I1JAl:oB =14------------- --STANDARD END PLATES INFILTRATOR QUICK 4 STANDARD CHAMBERS SIX (6) lMDE BY LOT 18, HOMESTEAD ESTATES 1WEN1Y-TWO (22) LONG. P!J\N VIEW OF ABSORPTION AREA ~tech Ht::l>\.\-'Offi)-IPAWl.AK G!i:OT E:CHNit:AL NOT TO SCALE 407 0231 I FIGURE 3 .,,, X'};')' 'Qf;,' 1NFILTRATOROUiCK4STANOARD %;1 "-.. "-.. CHAMBERS WJTH SOR 35 DRAIN Pl PE 1' MIN. GOVEA SOIL OVER INF!LTRATOR CHAMBERS GRADED TO DEFLECT SURFACE WATER AWAY FROM ABSORPTION AREA -<:-i'J: "-.. HUNG LEVEL !NS!OE CHAMBERS '""' l l 1'~;,'-.., 0''51 ' 0(,1, "-\:OVFR 8011 .__ 'b' ''it ' 'SJ<.'- -'1c(' SLOPE COVER SO!L AT 3H:1V MAX- S' tvtAX. HEIGHT AT G!-l:1V MAX. SLOPE ··---·-·- '-c.-.;., __ ~-··.-··--·· ·. ~~1 f-s·-j --.-..--::v·:~R~-::u:~~r~:r:~~~o~~ -'1 1 ···--· ---- ~ 1. AL1ER SAND SPF.:ClFICAllONS STANOARO SlEVC: SlZE 3/4" No.4 No.SO No,100 No,:2.00 ;{ PASSlNG BY \\t!GHT 100?.; 60-1007. l0-307. 0-107. 0-37. 2. TRANSPORT ANO O!SlRlBUnON PIPING TO SE SCHEOUlE 40 PVC. 3, REFER ro COLORAOO BOAAO OF HEALlH's GUlOEUNES ON lNO!vltlUAI. SEWAGE OISPOSAL SYSTEMS APPUCA.BlE SPECIFICATIONS. 4' THICK SAND FILL WITH GRADATION AS SPECIFIED BELOW 8 OZ /SQUARE YARD GEO TEXTILE OR 2 , LAYERS OF M!RAFI 140N ~-----_, 20 MIL PVC UNEH BOTTOM ROW OF BOULDERS TO BE EMBEDDED~ OF DIAMETER BOTTOM BOULDERS SHOULD HAVE A MINIMUM DIAMETER OF 5 THE HE!GHT OF BOULDER W/>J..L APPROXIMATE SCALE: 1 INCH = 5 FEET ~tech H!':PWORTH-PAwtA1'; GEOTECHNICAI.. LOT 18, HOMESTEAD ESTATES ABSORPTION AREA GROSS SECTION 407 0231 FIGURE 4 ~tech HEPWORTH· PAWLAK GEOTECHNICAL May 17,2007 Jolm Pattillo 4119 Sky Ranch Road Glenwood Springs, Colorado 81601 Hepworrh~Paw1ak Oeotechnical, Inc. 5020 County Road 15•f Glenwood Springs, Colorado 81601 Phone: 970.945. 7988 Fa" 9i0-945-8454 email! hpgeO@hpgcotech.com Job No.I 07 0353 Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed Residence and future Garage/ADU, Lo! 18, Homestead Estates, Garfield County, Colorado Dear Mr. Pattillo: As requested, Hep\vortl1"Pawlak Geotechnical, Inc. perfonned a subsoil study and percolation testing for foundation and septic disposal designs at the subject site. The study was conducted in accordance wi111 our agreement for geotechnfoal engineering services to you dated May 9, 2007. The data obtained and our recommendations based on the proposed construction ru1cl subsurface conditions encountered are presented in this report. Evaluation ofpotenliaJ geologic hazard impacts on the site are beyond the scope of tl1is study. Proposed Construction: The proposed residence will be two story strawbale and timber frame construction and located on the site as shovm on Figure I. The future garage/ADU will bea two story wood frame structure. Ground floors are proposed to be thickened edge slab-011-gradlS!. Cut depths are expected to range between about 2 to 8 feel. The residence building pad will be created by cutting up to 2 feet ru1cl filling up to 6 feet Foundation loadings for this type of construction are assumed to be relatively light and typicaJ of the proposed type of construction. ]ne septic disposaJ system is proposed to be located downhill and soutlieast of the residence. If building conditions or foundation loadings are significantly different from those described above, we sl10uld be notified to re-evaluate the recommendations presented in this report. Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 -2- Site Conditions: The property is accessed from Foster Ridge Road by an existing dirt rough cut driveway. A domestic well is located at the end of the driveway. Vegetation consists of fairly dense brush, sage brush, grass and weeds. The ground surface slo:pes down to southeast at a grade of about l 5 percent throu.gh the building area. Numerous basalt cobbles, boulders and outcrops are visible on the ground surface. Subsurface Conditions: The subsurface conditions at the site were .evaluated by observing two exploratmy pits in the building and septic disposal areas at the approximate locations shown on Figure J. Tl1e logs of the pits are presented on Figure 2. The subsoils encountered, below about l to IV, feet of topsoil, consist of basalt cobbles and boulders in a sandy clay matrix. Results of swell-consolidation testing performed on a relatfv€ly undisturbed srunple ofthe sandy clay matrix, presented on Figure:), indicate low to moderate compressibility under wel1ing and loading. Results of a gradation analysis performed on a srunple of clayey gravel (minus 6 inch fraction) obtained from the site are presented on Figure 4. The laboratory test results are summarized in Table J. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Consid.ering the subsoil conditions encoulltered in t11e exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed. for an allowable soil bearing pressure of2,000 psffor support oftl1e proposed residence and garage/ADU. The matrix soils are compressible and there could be some post-construction foundation settlement. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level witl1in the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their beanng elevations for frost protection. As an alternative sllallow thicker slab edges or footings can be frost protected by placing 2 inches of rigid foam insulation (blue board) out horizontally 2 feet from the footing and at least I foot below exterior grade. JobNo.1070353 GJi:lj)tech -3- Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent :fluid unit weight of at least 50 pcfforthe on-site soil, devoid ofoversize .rock, as backfill. Surface Drainage: Tiie following drainage precautions sl1ould be observed during construction and maintained at all limes afler the residence and garage/ ADU have been completed: I) Inundation ofthe foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% ofthe maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free-draining wall backfill if any should be capped witl1 about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the buildings should be sloped to drain away from tlie foundation in all directions. We recommend a minimum slope of 12 inches in the first l 0 feet in ru1paved areas and a minimum slope of3 inches in the first 10 feet in pavement and walkway areas. A swale may be needed uphill to direct surface runoff around tl1e residence and garage/ADU. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least I 0 feet from the building. Consideration should be given to the use ofxeriscape to limit potential wetting of spils below the building caused by irrigation. Job No.107 0353 GJ;g'tech .. -4- Percolation Testing: Percolation tests were conducied on May 9, 2007 to evaluate the feasibility of an infiltration septic disposal system at tlie site. Three percolation holes were dug and presoaked by the contractor at the locations shown on Figure 1. TI1e test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow bacld1oe pits and \Vere soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in tl1e Profile Pit .shown on Figure 2 and consist of basalt cobbles and boulders in sandy e!ay matrix. Water from the presoak was remaining in P 3 prior to the test and the subsoils in P 1 and P 2 were very moist. The percolation test results are presented in Table 2. The percolation rates in Pl and P2 were slow and 111ere was no percolation rate for P3. it is possible that other areas of the site could have faster percolation rates. A civil .engineer should design lhe on-site disposal system. Limitations: This study has been conducted in accordance witl1 generally accepted geoteclmical engineering principles and practices in tl1is area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained rrom the ex:ploratmy pits excavated at tlie locations indicated on Figure 1, 111e proposed type of construction and our experience in the area. Our services do not include detemiining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. lftlie client is concerned about MOBC, then a professional in tl:tis special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in 111is report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and fleld services during construction to review and monitor the implementation of our recommendations, and to Joh No.107 0353 ~tech -5- verify that the recommendations have been appropriately inteivreted. Significant design changes may require additional analysis or modifications to tl1e recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be oflurther assistance, please let us know. Respectfully Submitted, HEPWORTH -PAWLAK GEOTECHNJCAL, INC. Louis E. Eller Reviewed by: Daniel E. Hardin, P .E. LEE/vad attachments Figure I -Location of Exploratory Pits and Percolation Test Holes Figure 2-Logs of Exploratory Pits Figure 3 -Swell-Cortsollda!ion Test Results Figure 4-Gradation Test Results cc: Cole West Construction-Attn: Chuck Cole Greenline Architects -Attn: Steve Novy Job No.107 0353 ~tech APPROXIMATE SCALE 1· = 50' p 3 ,6. P2 ,6. p 1 ,6. EXISTING DIRT DRIVE / / / / /' PROPOSED /' 980 /' /' /' LOT18 RESIDENCE HOME,STEAD ESTATES 970 PIT2 / / ---- / I / / 980 I I 990 PROPOSED RJTUR1$-/ GARAGE/ADU /' / / PIT1 //' I 0 EXISTING WELL .i070353 . -~ l,OCATION OF EXPLORATORY PITS Flgµre 1 Ho worth-Pawfok GecleclmJcol 1il a: ' .c 15. Q) D 0 5 10 LEGEND: PIT 1 ELEV.= 990' WC=30.0 00=83 g TOPSOIL; organic sandy clay, firm, moist, blaolc PJT2 ELEV.= 976' 0 WC=32.3 DD=87 -, +4=61 -J -200=16 5 LL=58 Pl=35 10 . BASALT COBBLES AND BOULDERS (GC); in a sandy clay matrix, dense, very moist, brown, high plastic fines. ~ 2' Diameter hand driven liner sample. r -: Disturbed bulk sample. ~-J NOTES: 1. 8<ploratory pits were observed on May 9, 2007 and had been dug prior to our arrival. 2. Locations of exploratory pits we~e measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were obtained by Interpolation between contours shown on the site plan provided and checked by instrument level. 4. The exploratory pit locations and elevations should be considered accurate only to the degree lmpllecl by the method used. 5. The lines between materials shown on tl1e exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuation In water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcQ · +4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) · Pl = Plastlclty_lndex (%) 107 0$53 -~ Hepworth-Pawlak Geoteehnfccl ~(JGS OF 8,<PLQRATORY PITt:l Figure 2 Oi IE ' :E 0. Q) D Moisture Content = 32.3 percent Dry Density = 87 pcf Sample of: Sandy Clay Matrix From: Pit 2 at 3 Feet 0 ' . ,....__ .._h. ----i--// '-i-. ---i * ~ : No movement c: a. """ upon 'iii wetting "' 2 '" ~ a. '\ E 0 (.) 3 \ ' 4 ' . 0.1 1.0 ' 10 100 APPLIED PR~SSURE • ks£ i070353 ~. Hepworth-Pawlak Geo!eehnfoaJ SWEL~·CONSOLIDl.ITION TEST RESULTS . Figure 3 I HYDROMEIER ANALYSIS I SIEVE ANALYSIS I U.S. STANDARD SERIES I #100 #50 #30 #16 #B #4 41 7 H TIME READINGS I 0 *5 ~lh.1sMli>l.ooMIN19MIN.4MIN.1 MIN. #200 Cl.EAA SQUARE OPENINGS I sJB" 3/4' 1112.· a• s'G' a· 100 10 90 20 BO 30 10 50 "' ;;:; 40 U) U) -.:: a. 50 I-z 50 w ""-· "''"'' CJ ffi 40 a. 60 70 30 BO 20 90 10 100 0 .001 .002 .005 .009 .01S .037 .074 .150 .300 . .ooo 1.18 2.36 4.75 9.5 19.0 37.5 76.2 152 203 12.5 127 DIAMEIER OF PARTICLES IN MllLJMEfERS C(J.YTO&tT GfU.113.. FN$ I COt.."$ ' GRAVEL 81 % SAND 3 % SILT AND CLAY 16 % LIQUID LIMIT 58 % PLASTICITY INDEX 35 % . . . . . . ' ' SAMPLE OF: Clayey Gravel with Cobbles FROM: Pit 2 at 4 to 5 Feet i07 0353 ~1···· Hepworili-Powfok. Geolechnfc.o ::GRADATION TEST RESULTS Figure. 4 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 Job No. 107 0353 SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NAl1JRAJ.. NATURAL GRADATION PERCENT ATIERBERG llMlTS UNCONFINED MOISTURE DRY GRAVa SAND PASSING llQU!D PLASTIC COMPRESS!VE SDILDR PIT DEPTH CONTENT DENSITY NO. 200 UMIT !NOEX STRENG'fli BEDROCK TYPE (%) (%) SIEVE (~) [%) '"'"" (%) (%) (PSF) 1 3 30.0 83 Sandy Clay :2 3 32.3 87 Sandy Clay 4 to 5 81 3 16 Clayey Gravel with Cobbles ' ; -·- HOLE NO. HOLE DEPTH (1NCHE5) Pl 27 P2 35 P3 38 HEPWOR"fH:PAWLAI< GEOTECHNICAL, INC. TABLE2 PERCOLATION TEST RESULTS LENGTH OF WATER WATER INTERVAL DEPTH AT DEPTH AT (MIN) START OF END OF INTERVAL INTERVAL (INCHES) ltNCHl;Sl 15 8 71/'l 7 1/'l 7 1/4 71/4 7 7 6 3/4 6 3/4 63/4 6 3/4 6 i/'l 15 7 63/4 6 3/4 63/4 6 3/4 6 5/8 6 5/8 6 1/'l 61/2 61/2 6 i/2 63/8 15 5 5 5 5 5 5 5 5 5 5 5 5 DROP IN WATER LEVEL (INCHES) 1/'l 1/4 1/4 1/4 0 1/4 1/4 0 1/8 1/8 0 1/8 I 0 0 0 0 0 0 JOB NO. 107 0353 AVERAGE PERCOLATION RATE (MIN./INCH) 90/1 180/1 No Pere Note: Percolation test hofes were hand dug in the bottom of backhoe pits and soaked on May 8, 2007. Percolation tests were conducted on May 9, 2007. The average percolation rates were based on the last three readings of each test.