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HomeMy WebLinkAbout036871 y:.,;.F....-,.�..T.sv-.eyvr.,m19F; ,F,ynC • n' ('rynk7;`-Flit'r:'75T7'm�TiT°?�bTi.F:',..*A�^C°...r.,s^yT..1', q: �-a, .-rtr: F.: 01 GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT "Permit N° 3607 109 8th Street Suite 303 Assessor's Parcel No. Glenwood Springs, Colorado 81801 Phone (303) 948-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY Owner's Nan System, Loce 1 -Ao . This does not constltLte a building or use permlt. Legal Descriptlon of Assessor's Parcel No. SYSTEM DESIGN Septic Tank Capacity (gallon) / Percolation Rate (minutes/inch) I Required Absorption Area - See Attached Special Setback Requirements: Inspector Number of Bedrooms (or other) FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Cell for Inspection (24 hours notice) Before Covering Installation System Septic Tank Septic Tank Manufacturer or Trade Name 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 j Y Ii. -n L G Other Inspector RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE t a *CONDITIONS: 1. All installation must complywith all requirementsof 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 compiled with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning office shell 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 mannerwhlch involvesa knowing and material variation from the terms or specifications contained In the application of permit commits a Class 1, Petty Offense ($500.00 fine — 8 months in )ail or both). While -APPLICANT Yellow -DEPARTMENT A INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION CONTRACTOR D st5h'PS-'r-_ ADDRESS PHONE "t 't--? -- PHONE P: 2/4 PERMIT REQUEST FOR(` NEW INSTALLATION ( ) ALTERATION ( ) REPS Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soll percolation test holes, soil profiles in test holes (See page 4). Near what City Legal Description or Address WASTES TYPE: BUILDING OR SERVICE Number of Bedrooms ( ) Garbage Grinder OA DWELLING M s(�'( ) TRANSIENT USE ( )COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER -DES 0 Automatic Washer $O ga AND TYPE OF WATER SIMPLY: _( ) WELL If supplied by Community Water, give name of supplier:. DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: 3 04, 2e s Was an effort made to connect to the Community System? v Number of Persons o2_ Q() Dishwasher (X) SPRING ( ) STREAM OR CREEK A she pja is rte 're" to be submitted that indicates the fnnewtatl MINIMUM distances: Leach Field to Well: 100 feet Septic Tank to Well: SO feet Leach Field to Irrigation Ditches, Stream or Water Course: SO feet Septic System to Property Lines: ( septic tank &leach field)10 feet YOUR LNDTi'1DUAL SEwst�t+ DISP()M SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN Depth to first Ground Water Table Percent Ground Slope JUN -3-2002 11:10A FROM:BLDGPLANGARCO 9703843470 TO:9P9457202 P:3/4 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 hole No. I FINAL DISPOSAL BY: per inch in hole NO. 3 ( ) ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION ( ) UNDERGROUND DISPERSAL 9() SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER - DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE?_ „ r/ t� 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. _ address and Name, who made soil absorption for 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 Hiles and regulations made, information and reports submitted herewith and required to be submitted by the applicam 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 flrrther understand that any f Wication 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. Signed PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! / 3 102 171 r S A I I \ PROFdE \ I PIT a \ PROPOSED ^\\ APPROXIMATE I RESIDENCE \ EDGE OF BUILDING PIT 2 \ BENCH ENVELOPE \ I ` I PROPOSED I I RETAINING PIT •� I , / / LOT 26 I / ,01 A I OLDSLOPE I I FAILURE AREA I I I Ivi SV��90� i APPROXIMATE SCALE: I. o W, NOTE: SKETCH PLAN PROVIDED BY CLIENT GEOTECHNICAL, INC. I LOCATION OF EXPLORATORY PITS I Fig. RPR -0272002 .16:19 H—P GEOTECH r March 29, 2002 Hepworth Soxo CoUnty ad 15L44 chmcak-tPc .F Road 4 �:: � . • �+ Glenwood $Colorado 8Y681 thous, �a�s�`9es , Dnx:970-945-9454 bPexoOhpeeoteeb.cao Dick Ross 0023 Ponderosa Drive Glenwood Springs, Colorado 81601 Job No. 102 171 Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed Residence, Ut 26, Mountain Springs, Garfield County, Colorado Dear Mr. Ross: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil stuffy for design of foundations and infiltration septic disposal system at the subject site. The study was conducted in general accordance with our agreement for geotechnical engineering services to you dated February 19, 2002. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. A geologic hazaaWessment a beyond the scope of this study. Proposed Construction: The proposed residence will be a two-story log structure with a walkout basement level located on the site as shown on Fig. 1. Ground floor Will be slab -on -grade. Cut depths for the residence are expected to range up to about 6 feet. Foundation loadings are assumed to be relatively light and typical of the proposed type of construction. A maximum bearing pressure of 2,000 psf was assumed in the footing foundation design. A retaining wall is proposed to the west of the structure and retained height could be up to 15 felt. Driveway access improvements will include minor re -grading, placing road base and installing drain pipe along the uphill side. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site was vacant at the time of our field work and is located to the north of the abandoned subdivision road, see Fig. 1. A dump truck and small camp trailer were parked at the north end df the building site at the time of the field exploration. The proposed building area consists of a flat bench created by excavating into a steeply sloping, east facing hillside. Small piles of imported fill were ccat ong e o e n Access to the building area is along the abandoned subdivision road. We understand that the proposed drivewU crossesan old sloe Ailure area. Reconstructionof the roadway me uded some cribbing. Shale bedro- —cc w"ifl"a bedding dip down to the south was exposed in the hillside cut behind the proposed building, Clay soils and weathered shale from the cut face have collected at RPR -02-2002 1620 H -P GEOTECH P.03/09 Dick Ross March 29, 2002 Page 2 the toe. The steep, scrub oak covered hillside continues above and below the proposed building area, spnng d creek is located approximatelv�t north of the proposed building and other rings exist u out the area. Balt bens s [i approximately 3 feet in size were oca along the proposed driveway and a large " 8 basalt rock outcrop is lo!U to the west.p�L Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits near opposite corners of the building footprint and one profile pit in the proposed leach field at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsurface conditions encountered in the general building area, below a shallow fill depth at Pit 1, consist of fractured to hard claystone bedrock. Results of a swell -consolidation test performed on a relatively undisturbed sample of the claystone bedrock, presented on Fig. 3, indicates low compressibility under existing moisture conditions and light loading and a low expansion potential when wetted.' No free water was observed in the pits at the dine of excavation and the soils and bedrock were slightly moist to moist. Foundation Recommendations: Considering the subsurface conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed bedrock materials designed for a maximum allowable bearing pressure of 3,000 psf for support of the proposed residence. The bedrock has a low expansion potential when wetted and there could be some post -construction foundation movement. Footings should be a minimum width of 14 inches for continuous walls and 18 inches for columns. Loose and disturbed rock and existing fill and clay soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed bedrock materials_ Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. 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 55 pcf for the on-site clay soils and well broken claystone fragments as backfQl. Retaining Walls: The existing cut face to the west of the proposed building site appears relatively stable and consists mostly of jointed shale bedrock with a bedding dip down to the south (across the cut face). Additional unretained cuts into the hillside at the planned, location and sloped at 314 horizontal to 1 vertical should be feasible to a height of about 15 feet. Mechanical weathering and small localized failures at joints will tend to cause material to ravel and collect at the base of the cut. A retaining wall would help prevent raveling and provide long term stability. H -P GWTECH RPR -02-2002 1620 . I Dick Ross March 29, 2002 Page 3 H -P GEOTECH Cantilevered retaining walls up to about 15 feet high which can rotate and develop the active pressure condition can be designed for an equivalent fluid lateral earth pressure of 45 pcf for the on-site clay soils and well broken shale fragments as backfill. Wall backfill should not contain vegetation or oversized rock. Coefficient of friction to resist sliding at the base of the retaining wall footing can be taken as 0.45. A passive earth pressure of 350 pcf can be used for compacted on-site materials as backfill. Imported backfill materials should consist of relatively well graded sand and gravel or screened rock. An underdrain system should be provided to prevent hydrostatic pressure buildup behind the wall. Floor Slabs; The ciaystone bedrock, below the existing fill and loose soils, can be used for support of lightly loaded stab -on -grade construction. The ciaystone possesses an expansion potential when wetted and there is some risk of slab heave. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and colurmts with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended stab use. A minimum 4 -inch layer of freo-draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 -inch aggregate with less than 50`,l; passing the No. 4 sieve and less than 2 % passing the No. 200 sieve. All fill materials placed for support of floor slabs should be compacted to at least 95'% of maximum standard Proctor density at a moisture content near optimum. Required fill should consist of Imported sand and gravel, such as road base. Underdrain System: Although free water was not encountered during our exploration, it has been our experience when bedrock is shallow that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls artd basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draming granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and stoped at a minimum 146 to a suitable gravity outlet. Free-drairting granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1 th feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed. Surface H -P GEOTECH APR -02-2002 16:21 H—P GEOTECH r Dick Ross March 29, 2002 Page 4 runoff from steep slopes above the residence should be considered in the grading design 1) Inundation of the 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 % of the 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 should be capped with about 2 feet of the on-site finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the fust 10 feet in pavement and walkway areas. 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 10 feet from the building. Percolation Testing: One profile pit was dug at the location shown on Fig. 1, to evaluate the feasibility of an infiltration septic disposal system. The soils exposed m the Profile Pit shown on Fig. 2 consist of silty sandy clay. Shale bedrock was encountered in two shallow pits excavated near the Profile Pit in the proposed leach field. It appears that shale bedrock roughly underlies about half of the proposed septic disposal area. Based on the subsurface conditions encountered, the proposed area does not appear suitable for a conventional infiltration septic disposal system. A civil engineer should design the septic disposal system. Imitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this tittle. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1 and to the depths shown on Fig. 2, the proposed type of construction, and our experience in the area 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 this 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 fur design purposes. We are not responsible for technical interpretations by others of our Information. As H -P GwTEcH RPR -02-2002 16:21 H -P GEOTECH P. 06109 Dick Ross March 29, 2002 Page S the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the 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 of further assistance, please let us know. Sincerely, HEPWORTH-.PAWLAK GEOTECHNICAL, INC. Trevor L. Knell Reviewed by: Steven L. Pawlak, P.E. tLtM41"n attachments H -P GEar6G4 PPR -02-2002 16:21 H -P GEOTECH I a,�►N�srv4t i � I I I � PRORLE! I PIT 0 APPROXIMATE REg�CE� \ EDGE OF \ BENCH IBUILDING ■T 2 \ ENVELOPE 1 I � t PROPOSED ■ I I WEA NING / PIT 1 I , LOT 26 IJ., lopOLD1 SLDPE ---�) - / / FAILURE I 1 AREA I < 1 APPROXIMATE SCALE: 1..W. NOM- SKETCH PLAN PROVIDED BY CLIENT 102 171 ' GEPWORT -PAW AK I LOCATION OF EXPLORATORY PITS I Fig. 1 I APR -02-2002 1622 H -P GEOTECH PIT 1 PIT 2 PROFILE PIT 0 ' r1 YL 12- 5anO 10 LEGEND: ® FILL: sandy day with shote fragements, medium stiff, moist, dark brown. ©CLAY (CL); slightly city and sandy, shaley with depth, stiff, moist dark brown, possible weathered daystons with depth, colluvium. 10 E'�. � CLAYSTONE BEDROCK: fractured, medium hard, moist. dark brown. Monaco Sheds .ti'!N' 2" Diameter hand driven liner sample. NOTES: I. Exploratory pits were excavated on March 14, 2002 with a Hyundai 55-3 trockhoe. 2. Locations of exploratory pits were approximated from building comer stokes In the field. The profile pit was excavated at the location designated by the client. 3. Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth. 4. The exploratory pit locations should be considered accurate only to the degree implied by the method used. S. The lines between materials drown on the exploratorypit logs represent the approximate boundaries between material types and transitions may be groduol. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC - Water Content ( X ) DD a Dry Density ( pof ) 102 171 I ncrwuM Ir1—t-AwL.AK I LOGS OF EXPLORATORY PITS I Fig. 2 GEOTECHNICAL, INC. CHURCH & r_IcNz9110c]�3 -: January 6, 2003 Dick Ross 0023 Ponderosa Drive Glenwood Springs, Colorado 81601 Subject: Installation Observation, Proposed Ross Residence Mountain Springs Road Garfield County, Colorado Job No. 14793W Mr. Ross, Inc. RECEAVED jAN 0 9 ?003 GARHELD COUNTY BUILDING 8 PLANNING As requested, we observed the installation of the onsite wastewater system (OWS) for the subject site on June 5, 2002. The system was designed under our Job No. 14793W, dated May 8, 2002. The system includes the installation of one 1250 -gallon, two-compartment, precast concrete septic tank with a pump in a BiotubeTM pump vault and five gravelless chamber -trenches with four feet of imported sand filter media. Three trenches have 1 row of 6 chambers and two trenches have 1 row of 3 chambers for a total infiltrative area of 372 square feet. An as -built drawing is included as Figure 1. The pump, alarm, and BiotubeTm vault were in place at the time of our site visit. The construction foreman may activate pumping system at his discretion. The components of the OWS were installed in conformance with our plans and specifications. If there are questions or if we may be of further service, please call. Sincerely, CHURCH and Associates, Inc. Timothy R. Petz, Project Manager EOC/trp Reviewed by: } Edward O. Church, P.E. 2 copies sent Copy to Paul Gruner, 192 Ponderosa Drive, Glenwood Springs, Colorado 81601 Copy to Garfield Building and Planning, 108`s St., Suite 201, Glenwood Springs, CO 81601 Fax copy to Garfield Building and Planning, 970-384-3470 DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033 303.463.9317 Fax: 303.463.9321 ROSS RI`SIDENCE r r / SCALE MOUNTAIN SPRINGS ROAD r �" ! r r r' r f' f'j r' 1 - 30 GARFIELD COUNTY, COLORA O r'4) fit �Iltllillilliill�r tTt'�`; � j � �j jljlllf jji(�� jl Iil�j IIII TIi�1711�'. mv.�e t ! II t11 II II ! 1 SI ill it// rillrllr1111111lI1-�lyiljilil�Illl�il yyy 1 M h r jii I rltlrlll(Illrrjit �Illlllj�iii it 111 l ll i Irli l ' 11111 372 SF OF INFILTRATIVE JREA IN I 7 FIVE GRAVELLESS PRIES DISTRIBUTED i TRENCHES WITH I// / / i % % ///! 1/ 1\ `i I I I it IMPORTED SAND FILTER TERWL //� /rj/!� /rl //J 1 I I I I HIGH Al'RkLEASE VAVLE AT / / K /rir//rr�liljrrrr// r l r �i-'�/i 11 i'/i//% �/ijrlii/11111 1 � r/�rl r/✓ •.--__--'-� �•. /•,,,1i///i//,- i/i/ 1i /11111 i /r ✓r r/ OINT .. _:� i�ifi'�%/1%/1i 111 i/� �1r/ /1111 I /r /r //✓ _— "i• i//%///111/11//!�//1/ 1/�� CLEANO " !" •! //%//// / / 1 /111/ 1/ // i �� �� iii•%/!1 / l 0�[VS` _1/ 1✓/1/�1'�/11 ' i i �• ,- '. �•�/ / !.(l� 11 rr/1/1.1/ X11 it TWO-COMPARTMENT, CAST CONCRETE SEPTIC TANK PUMP IN BIOTUBE- PUMP VAULT 1�' /1 //�//i/%/•/1,1 INTHESECOND COMPARTMENT. / ,.r ��_.•'/'•//�'// 111 / S -BUILT ING ;�ABTVO: 14793W FIGURE 1