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HomeMy WebLinkAbout1505 Cordillera Wy - 210712104002INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1746-97 BP NO. 11686 OWNER: RICK BOWLER PHONE: 757-460-5335 MAILING ADDRESS: 4044 TIMBER RIDGE DRIVE, VIRGINIA BEACH, VA 23455 APPLICANT: ANITA NICKNISH PHONE: 970-926-4329 SYSTEM LOCATION: 1505 CORDILLERA WAY, EDWARDS, CO TAX PARCEL NO. 2107-121-04-002 LICENSED INSTALLER: STENSON EXCAVATING.BILL STENSON LICENSE NO. 25-97 PHONE: 926-3849 DESIGN ENGINEER: LKP ENGINEERING, LUIZA PETROVSKA PHONE NO. 970-827-9088 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1500 GALLON SEPTIC TANK 1406 SQUARE FEET OF TRENCH ABSORPTION AREA VIA 45 INFILTRATOR UNITS AS PER ENGINEER'S DESIGN SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 11/21/97. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED WITHOUT APPROVAL OF SEPTIC SYSTEM. ENVIRONMENTAL HEALTH APPROVAL: HEATHER SAVALOX DATE: DECEMBER 4, 1997 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS, CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 14Oh SQUAREFEET(VIA 45 TNFTT,TRATOR TTNTTS ) INSTALLED CONCRETE TANK: 1500 GALLONS IS LOCATED DEGREES AND FEET FROM SFF DF.STGN DATED 11/21/97 FOR T.00'.ATTON CIF RVRTFM COMMENTS: SYSTEM WAS RELOCATED SLIGHTLY. SEE ENGINEEE,19 FTNAT C RTTFTC'ATTON FOR T)FTATT S ENGINEER FINAL LETTER RFCETVF.D 1/7/99, ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL /d �� DATE:.TANIJARV 8, 1999 (Site Plan MUST be attached) ISDS Permit # V-7 APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (El Jebel) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: RiC Ic MAILING ADDRESS: 40 T- APPLICANT/CONTACT PERSON: MAILING ADDRESS: flo +RO k PHONE: (1 S1 ) `4(00 ' 5335 s N E PHONE: (6t7 b) 7S 0g5uD32. LICENSED ISDS CONTRACTOR: $ ILL SI&.15 a ,.-1 PHONE: ( )q--io • 3bLg COMPANY/DBA: 5-MMSVO C,CrAi)Ari iOM ADDRESS: 'Pa $DAiftp& O $I(o 2- �� Y�1 *************************************************************************** PERMIT APPLICATION IS FOR: (x) New Installation ( ) Alteration ( ) Repair *************************************************************************** LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # Legal Description: _(if known) I Subdivision: 91VIDS Filing: lock: Lot No.�Sa Tax Parcel Number: 1-�-� - Lot Size: Street Address: �S Lb RD-ERA pk Y *************************************************************************** BUILDING TYPE: (Check applicable category) (jA Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* TYPE OF WATER SUPPLY: (Check applicable category) (,) Well ( ) Spring ( ) Surface (4 Public Name of Supplier: Number Number Type _ of Bedrooms of Bedrooms *These systems require design by a Registered Professional Engineer SIGNATURE: ( Date: 1 a� ************************************************************************ TO BE COMPLE D_ BY THE COUNTY AMOUNT PAID: ,5v RECEIPT #: 161 34 DATE: CHECK #: %gf S CASHIER: Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO January 8, 1999 Rick Bowler 4044 Timber Ridge Drive Virginia Beach, VA 23455 Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit #1746-97, Tax Parcel #2107-121-04-002. Property location: 1505 Cordillera Way, Cordillera, Edwards, CO. Dear Mr. Bowler: This letter is to inform you that the above referenced ISDS Permit- has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. a ly, Janet Kohl Environmental Health Department Eagle County Community Development ENCL:Informational Brochure Final ISDS Permit cc: files Community Development Department (970) 328-8730 Fax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLO.RADO Date: December 4, 1997 TO: Stenson Excavating Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 FROM: Environmental Health Division RE: Issuance of Individual Sewage Disposal System Permit No. 1746-97. Tax Parcel # 2107-121-04-002. Property Location: 1505 Cordilera Way, Edwards, CO., Bowler residence. Enclosed is your ISDS Permit No. 1746-97. It is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files LKP Engineering, Luiza Petrovska Received Jan-07-99 04:42pm from CCITT G3 4 ENVIRONMENTAL HEALTH page 1 JAN-07-1999 16:32 SIGNATURE HOMES P.01 January 7, 1999 I1'ils. Anita Nicknish Signature Homes P.O. Box 599 Edwards, Co 81632 Dear Anita: RE: Inspection of Septic System Installation Lot 30, Cordillera Subdivision, Filing No's 1&2 Eagle County, Colorado Project No. 97110 - Permit No.1746-?9'7 At the request of Dan from Bill Stenson Excavating, we visited the construction site on Lot 30, Cordillera piling No's 1 &2, Eagle County, Colorado on several occasions between April 9 and 28,1998 and on January 7,1999. The purpose of our site visits was to assist in the relocation of the proposed septic system and to observe the installation of the septic system. The leachfield was moved down the hill side to preserve the wild flowers. They installed the system in overall compliance with the septic system design, Drawing No. 971108SD.DWG, dated November 21, 1997. They installed one, 1500-gallon, two compartments, a precast, concrete septic tank. F4 -five Standard Tniiltrator Chant ers were installed in Four trenches. The trenches were parallel with the grog contours. The first three trenches had 11 standard infiltrators each, and the fourdi trench. had 12, The infiltrators were connected with serial distribution. In the last infiltrator of each trench, inspection ports were installed. Horizontal distance from center to center of the trenches, was 9 feet or more. The depth of the trenches was three feet. The soil profile in the trenches was consistent with the soil described in the profile role. If you have any questions, please do not hesitate to call. Sincerely, p`';`TN' .nearing LKP Eat �-� uL iza Fetrovs a, P' PresidentSar:..... co: Ms. 3annet, Eagle County Environmental Health Division, fax: 328-7185 c,%a"tcs WPW- W?D0Cs\ar, toosmpo P,D, p= 2837, Edwards, Colorado 81632 0 (970) 926•9088 Tel • (970) 926-9089 Floc TOTAL P.01 SIGNATURE CONSTRUCTION INC. P.O. BOX 599 34215 .HIGHWAY 6 SUITE 205 EDWARDS, COLORADO 81632 ( 9 7 0 ) 9 2 6 - 4 3 2 9 (970) 926-4338 FAX FACSIMILE TRANSMITTAL SHEET TO: — FROM: MOLLY I�LINEDINST BROWN COMPANY: DATE: ENVIRONMENTAL HEALTH 8/15/02 FAX NUMBER: TOTAL NO. OF PAGES INCL COLTER: 328-8788 1 PHONE: 328-8756 RE: BOWLER REMODEL SEPTIC Laura, Per our conversation earlier, Signature Construction has resubJ.nitted drawings to the Building Department for the remodel at 1505 Cordillera Way, Lot 30 Filings 1 & 2, Edwards, CO. The revised drawings reflect a deletion of all closets in the Exercise Room, thus the home will remain at 5 bedrooms and within its septic system limits. We appreciate your attention in flagging this potential concern to us and hope this satisfies any and all concerns Environmental Health may have. Please feel free to contact nie should you have any questions. al Ir-1 c�-Pri RP TI-II 1 917 - c: PPM Tn - PDr l P r ni 1 JTV PHI J I P01 TP Pc)f:.'P - 1 1- - 11 iL • vl 14W . vv..J r . vc HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154 Glenwood Springs, CO $1601 Fax 970 945.8454 Phone 970 90-790 &wL��—CS (eej'j cf SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 30, FILINGS I & 2, DIVIDE AT CORDILLERA 1505 CORDILLERA WAY EAGLE COUNTY, COLORADO JOB NO. 197 644 NOVEMBER 20, 1997 • PREPARED FOR: SIGNATURE HOMES ATTN: ANITA NICKNISII P.O. BOX 599 EDWARDS, COLORADO 81632 J•IEPWORTH - PAWLAK GEOTECHNICAL, INC. : November 20, 1997 Signature Homes Attn: Anita Nicknish P.O. Box 599 Edwards, Colorado 81632 Job No. 197 544 Subject: Report Transmittal, Subsoil Study for Foundation Design, Proposed Residence, Lot 30, Filings 1 & 2, Divide at Cordillera, 1505 Cordillera Way, Eagle County, Colorado Dear Ms. Nicknish: As requested, we have conducted a subsoil study for the proposed residence at the subject site. Subsurface conditions encountered in the exploratory borings drilled in the proposed building area consist of about 14/7 feet of topsoil and 51A to 7'/2 feet of very stiff to hard silty clay overlying siltstone/claystone with gypsum bedrock. Groundwater was not encountered in the borings at the time of drilling or when checked 9 days later, The proposed residence can be founded on spread footings placed on the natural subsoils and designed for an allowable bearing pressure of 2,000 psf. Precautions should be taken to prevent wetting of the bearing soils and ponding of water on the property. The report which follows describes our exploration, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Jordy Z. Adamson, Jr. P.E. Rev. By: SLP JZA/ksm TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY ,,,,, , , PROPOSED CONSTRUCTION SITE CONDITIONS ........... . ............................. 2 SUBSIDENCE POTENTIAL FIELD EXPLORATION ....... . -SUBSURFACE CONDITIONS ... 3 DESIGN RECOMMENDATIONS 4 FOUNDATIONS .. • 4 FOUNDATION AND RETAINING WALLS .. , .... .. 5 FLOOR SLABS ... 6 UNDERDRAIN SYSTEM . , . , . 6 SURFACE DRAINAGE ............ .................... 7 LIMITATIONS ............................................ 7 FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS H-P GEOTECH - - - . . c-i 1 iL • VL IYV . VVJ r . V.J PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot 30, Filings I & 2, Divide at Cordillera, Eagle County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical enginecring services to Signature Homes dated October 28, 1997. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples of the subsoils and bedrock obtained during the field exploration were tested in the laboratory to determine their classification., compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed residence will be a one story wood frame structure with a loft over a walkout basement level. Basement floor will be slab -on -grade. Grading for the structure is assumed to be relatively minor with cut depths up to about 6 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the recommendations contained in this report. H-P GEOTECH 14-VJ IVU.VVJ r.Vo -2- SITE CONDITIONS The site was vacant at the time of our field work. The ground surface is relatively flat. with a strong slope down to the north-northwest at grades up to about 12 %. There is about 6 feet of elevation difference in the proposed building area. Vegetation consist of aspen and juniper trees, scruboak, grass and weeds. SUBSIDENCE POWNTIAL Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the Divide at Cordillera. These rocks are a sequence of gypsiferous shale, fine-grained sandstone and siltstone with some massive beds of gypsum and limestone. 'There is a possibility that massive gypsum deposits associated with the Eagle Valley Evaporite underlie portions of the lot. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. During previous work in the area, several sinkholes were observed scattered throughout the Cordillera Development. These sinkholes appear similar to others associated with the Eagle Valley Evaporite in areas of the Eagle Valley. Sinkholes were not observed in the immediate area of the subject lot. No evidence of cavities was encountered in the subsurface materials; however, the exploratory borings were relatively shallow, for foundation design only. Based on our present knowledge of the subsurface conditions at the site, it cannot be said for certain that sinkholes will not develop. The risk of future ground subsidence on Lot 30 throughout the service life of the proposed residence, in our opinion, is low; however, the owner should be made aware of the potential for sinkhole development. If further investigation of possible cavities in the bedrock below the site is desired, we should be contacted. H-P GEOTECH 11Uv 14•VJ rvu.wD r.1jr -3- FIELD EXPLORATION The field exploration for the project was conducted on November 3, 1997. Two exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4 inch diameter continuous flight augers powered by a truck -mounted Longyear BK-51HD drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with a 2 inch I.U. spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Fig. 2. The subsoils consist of about 1'A feet of topsoil and 5'IA to 71/z feet of very stiff silty clay overlying siltstone/claystone with gypsum bedrock. Laboratory testing performed on samples obtained from the borings included natural moisture content and density, Attcrberg limits and finer than sand size gradation analyses. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the clay soils, presented on Fig. 4, indicate low to moderate compressibility under conditions of loading and wetting. Tine laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling or when checked 9 days later. The subsoils were slightly moist to moist and the bedrock was relatively dry. H-P GEOTECH - --- -- -- --- - v 1L•vw ivu.VUJ r .uo -4- DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural subsoils or bedrock materials. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural subsoils or bedrock materials should be designed for an allowable soil bearing pressure of 2,000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be less than 1 inch. There could be some additional post construction movement if the bearing materials were to become wetted. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate sail cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) 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 also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) Topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to firm natural soils or bedrock materials. 6) A representative of tite geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. The subgrade should be evaluated for settlement/heave potential at the time of excavation. H-P GeorECH - - - - - - - - - - - - - - - - - -. .. - J . 1 G • V ,4 I Y V . V V ,J f - V 7 -5- FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 pcf for backfill consisting of the ott-site clay soils or well broken rock. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 45 pcf for backfill consisting of the on -site clay soils or well broken rock. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfrll in pavement and walkway areas should be compacted to at least 95 % of Elie maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0,40. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 300 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will H-P GEOTECH ____. _... _.___.. ____,..... .-.� ,,.,,, Y�" „�,,,T iruv Lt �1G•V� IVO.VUJ 1'.1V -6- occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a compacted to at least 95 % of the maximum standard Proctor density at a moisture content near optunum. FLOOR SLABS The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. The clay soils could settle or expand if wetted and result in minor slab movement. To reduce the'effects of some differential movement, floor slabs should be separated from all bearing walls and columns 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 slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials 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 can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in the area and where bedrock is shallow that local perched groundwater may 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 and 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 -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the H-P GEOTECH ivuv ci Jf 1L_.U0 NO.UUS V.11 -%- 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'fi feet deep. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) inundation of the foundation excavations and underslab area, 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. 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 first 10 feet in paved areas. Free -draining wall backfill should be capped with about 2 feet of the on -site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of 1 backfill. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this 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 from the exploratory borings drilled at the locations indicated on Fig. 1, 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 borings and variations in the subsurface H-P GEOTECH I « — ic.•VV wV .VVJ r .1G 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 so that 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 i'ield 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. Sincerely, .EPWO TH - YAWLAK GELNN AD, � Q 021 Jordy A ms n, Jr. P.E. ,� 29707 � 1 Revi ed F3Y F •' q 7 ,,.••'� ��_... S "••"'vim AL EN Steven L. Pawlak, P.E. JZA/ksm H-P GEOTECH ®sue APPROXIMATE SCALE 1 " 50' 7990 1 8000 i BUILDING 1 ` ��— -- -- -- -- - 7990 i f. NVELOPI. LOT ;i0 i f - 8000 8010 \ BORING 2 PROPOSLO RFSIDLNCE LOT 31 ` 1 i ORING 1 i 1 — ` -- 8010 � i 1 1 1 — — -- — — -- --- -- --- -- ` -- - - \ EXISTING SHARED DRIVEWAY J `80 8010 LOT r BOUNDARIES r 8000 - — GOR011.�-BRA WAY 19% 644 GEOIECH - F'AWI INC.LOCATION OF EXPLORATORY BORINGS fi 1 GEOi£CNNICAL, C. y• I. frGEND: TOPSOIL; slightly sandy clayey silt, organics, medium dark brown. stiff to stiff, moist to slightly moist, CLAY (CL); silty. slightly sandy, very stiff tv hard, slightly to highly calcareous. slightly moist to moist, light yellowish brown, SILTSTONE/CI AYS70NF BLDROCK; weathered to very hard, slightly moist, layers, gypsum inclusions. i_agle Valley Fvaporitc. Yellowish brown, sondstoric Relatively undisturbed drive sample; 2—inch I.D. California liner sample, 25/12 Drive sample blow count; indicates that 25 blows of a 140—pound hammer falling 30 inches were required to drive the California sampler 12 inches. NOTCS: 1. Exploratory borings wcr,-- drilled on November 3, 1997 with a 4—inch diameter continuous flight power ntigr-,r 2. 1 oCotions of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 3• Elevations of exploratory borings were obtained by interpointion between contours on the site plan provided. 4. The exploratory boring locations and elevations should be considered accurate only to the deg by the method used. ree implied S. 1he lines between materials shown an the exploratory baring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the: borings at the time of drilling or when checked 9 days later. Fluctuation in water level may occur with time. 7. Laboratory Testing Results.. WC = Water Content ( % ) DD = Dry Density ( pcf ) —200 =- Percent passing No. 200 sieve. LL = Liquid Limit ( % ) PI = Plasticity Index ( % ) 197 644 1 GEDOTECHNICAI_AVINC. LEGNI) AND NUiC:S I-ig. 3 I'luv Z-1 z1f lz--V( NO.UU5 F.14 BORING 1 BORING 2 LILEV. = 8008' I'Acv. = 9005, 0 75/12 10 WU=13 -0 200-- gh 10 U-=A3 PI-15 10 .0 77/12 70/12 0, go WC;-- 10.2 DD— 103 WC- 14.1 DO-102 10 —200-71 WC--7.8 DD= I 10 15 58/6.40/7 07/12 Wc=8 9 DD=115 70/6 25 30 35 70/6 0 10 cu 20— C'I 25 30- 35- 40 -10/3 40 Note: Explanation of symbols is shown on Fig. 3. Rottom of Hole of 41 Feet 197 1644 HLPWORTH — PAWLAK i OGS OF EXPLORA FORY BORINGS I GEO'P�CHNICAL, INC- 11tjv I.1 .71 ic•Vo NU.VVJ r.1.0 b, 0 0.1 be 0 Moisture Content - 10.2 percent Dry Density = 103 pet Sample; of. Slightly Sandy Silty Cloy From; Boring 1 at 5 1 eet Compression upon wetting WM 1.0 10 100 APPI. iE D PRFSSURC — ksi ent = 14.1 percent 102 pcf indy Silty Clay at 5 Firet 0.1 1.0 10 - - —.. • , APPLIED PRESSURF • kef 100 197 641 I TPWORTH - PAWLAK SWELI...._CONSOL ICInTEON TEST RUSULTS Fig. 4 GEOTFCI INICAI . 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