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HomeMy WebLinkAboutpitkin.eh.264513210801 (1991)•rw ASPEiiV4P�TKIN `'t" 5 "�"$� ENVIRCGfNMENTAL HEALTH DEPARI RENT 3 t •I.NDIVIDUAL SEWAGE DISPOSAL PERMIT NO. TYPE OF PERMIT: (Initial Construction ( )Emergency Usa ( )Repair Work,(Pievious Permit 1 0 ( )Alteration of an existing system, or installation (Previous Permit 1 ) ( )Use Permit as a result of Sale ( )Others ISSUED TO: DATE OF ISSUE Ownerl�DCi#T�,C14��%A%I4IJHome Phone Business Phone �7..3 "1 "1 7,/ Mailing 0)(Address �/ Agent I Mail.ing Address Phone 11Z3 — 2--? 4/ Sewage Disposal System Work to be performed by This permit valid only for premises location by the following legal descriptions C ^� L– LOT Sit£ •-S—V WATER SUPPLY Ji &kCA AVERA:E PERCOLATION TE Al �l This Individual Sewage Disposal Permit is granted with regard to the f�ofllowing uses�E (// /'/ACL = �^► Number oft Dodrooms _- Lofts Q Garbage Disposals i✓• Dishwashers Q Clothes Washers C% CALCULATED AVERAGE DAILY WASTE LOAD GALLONS. THE NATURE OF THE SYSTEM INCLUDED UNDER THIS PERMIT: rpe of Tank or Treatment Units sCi 1 vc� _ Tank. Capacity S l / Callon Minimus _shod of Final Disposals% o1v�+�� Absorptio0_ Area square Feet Minimum A acription (including brand name, if any) of other equipment or appurtnancest ether Condition! or Specifieationst STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: �/ ( )Aefore Excavation ( )Upon completion of excavation and prior to placement of gravel a system ofvabsorptionrfBefore coering iutio eld n Prior to backfill of any component ( )Other, Specifyt Plans and specifications of the proposed sewage disposal syntem have been reviewed and are eonsi.icred satisfactory. PernissIon iK hcrehy granted to the owner or his agent to perform the work. indicated above in accordance with the Pitkin County Individual 5ewa;h Disposal Rcvulations in effect on the date of issue. In addition to general provisions set forth or, the reverse her�.Oi, this 5,ermit is subject to the following additional terms and coed' ons; Asaer&itkin Environmental u Health Officer APPROVED FOR ISSUE BY (title) The atxdve individual seWago disposal nystcn installed by has bcn cin::pcctcd scnt.t for use t,y a rcpretivc of the Aspcn llit in UnvironmCnta Hca t., Dcp•�runcnt. The f thio sewage disposal system. Complete as -built drawing attached. re: wnsibil;iy in cost of failure or cntaquacy o DATE OF FINAL INSPE T N/� �� _ Aspen/Pitkin Environmental Health Officer BY:eb �A� TITLE — 130 South Galena Street Aspen, Colorado 81611 303/820-5070 1470-� .................... ASPEN4613I'tKIN ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL•PERMIT Name of OWNER w �oc�., (sem.-�c� ' �tS �acaa ('�o. PHONE �Z eek t Address of OWNER Po fox V7 IT ( oma Name of APPLICANT PHONE ( )Picked Up ( )Mailed toe / TYPE OF PERMIT: (")New Installation ( )Repair ( jowner ( )Applicant ( )Emergency Use ( )Alteration NOT due to failure LorATION OF PROPOSED SYSTEMt Legal Description W � f7t� T �,.c�t.-.+C,rt (� SubdivisionW��nc.•�T fl•�''�'+'__Size of Lot t �� acres Lot Block Filing Ip �(:eAF Do you plan any further additions to the TYPE OF STRUCTURE: ( )Single Family pwelling ( )Other: C-+r�.v^ residence? ( )YES (')NO No. of bedrooms O No. of Lofts No, of Garbage Disposals O No: of Automatic Dishwashers �✓ r.o. of Automatic Clothes Washers t �D•�M ff�vrra �3e .+:u -s- t't�i r",GY' � 1 �i'R � � �i 5:.s� WATER SUPPLY: ( /)Private well, Depth or ( )Public, Name of System ( )Spring ( )Stream or Creek OF INDIVDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: 177ES Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Incineration Toilet ( )Hound (")Recycling, potable use ( )Recycling, other use ( )vault Privy ( )Other: ent (925-2020, 8:30-9:30 a.m.) Ph'ING e initial site inspection must be arranged with the Aspen/Pitkin Environmental Health Departm fore a permit can be issued. The individual sewage disposal permit must be issued before a building permit can be obtained. FINAL INSPECTION APPROVAL MUST BE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO BACKFILANY PORTION OF THE SYSTEM. Application for an individual sewage disposal permit is hereby submitted. The undersigned acknowledges that the above information is true and that false information wp 1 invalidate the application and any subsequent permit. DATE � ` «© � � 1 Signature of Applicant (This application becomes. invalid 12 months from the above date.) NOTE: PLOT PLAN must be filed with this application. Please locate the following items by measured distances: 1. Property lines and dimensions. 2. Proposed and existing water wells on subject property and adjacent property. 3. Domestic water service lines. 4. Proposed and existing buildings, driveways, and other structures. 5. Streams, lakes, ponds, irrigation ditches, and other water courses. 6. Proposed and existing individual sewage systems on subject property. SUBMIT A REVISED PLOT PLAN PRIOR TO CONSTRUCTION IF INSTALLATION IS TO BE CHANGED FROM ORIGINAL PLAN. The undersign hereby acknowledges Receipt Number Of 3 O — receipt of this individual sewage disposal pormi ap 1 9n/tion and a p t L�a in the amount , Date Fee Received --;7�* Administrativo officer 130 South Galena Street Aspen, Colorado 81611 303/920-8070 0 ASPEN#PITKIN ENVIRONMENTAL HEALTH DEPART MENT Legal description: ( Address of Property: Name of Owner: Address: ��'bhaf-L't' t"_ (## & s / p ,o. box) (city) (state) (zip) Name of Agent: Lot Area:ls"`fV Water Supply:Public Utility Subdivision_ Private Wel Other Distance to Nearest Surface Water T pe Dates Observations Made: Soil Borings: % by Percolation Tests: - - / by SOIL .BORING TESTS _<�::',.''�% PERCOLATION TESTS Total Observed Depth Estimated Depth Character P-3 Depth to Groundwater- to Groundwater of Soils - 1 16')V Drop CB y'L �' r' ' Time ;S PERCOLATION TESTS Rate P-1Rate P-2 AVERAGE RATE: +�� minutes/inch Plan of the site and location of test holes Comments on Soil or Site: Rate P-3 on the back Date r Signature7 130 South Galena Street Aspen, Colorado 81611 303/920-5070 A', P-1 P-2 P-1 P-2 P-3 Depth P-3 Diameter '' Depth of Water !/ (left after 8 hr. presoak) Time Rate P-1Rate P-2 AVERAGE RATE: +�� minutes/inch Plan of the site and location of test holes Comments on Soil or Site: Rate P-3 on the back Date r Signature7 130 South Galena Street Aspen, Colorado 81611 303/920-5070 A', P-1 P-2 P-2 P-3 P-3 Drop Time D p Time Drop Time Drop Time Drop Time Drop Time Rate P-1Rate P-2 AVERAGE RATE: +�� minutes/inch Plan of the site and location of test holes Comments on Soil or Site: Rate P-3 on the back Date r Signature7 130 South Galena Street Aspen, Colorado 81611 303/920-5070 A', • �� _177 F ASPEN#PITKIN ENVIRONMENTAL HEALTH DEPARTMENT FIELD TEST DATA SHEET ON PERCOLATION TEST Legal description: - Address of Property: Name of Owner:lNV(�d Address: _ (# & st P.O. Name of Agent: �I city) _. (state) (zip) • Lot Area:. Water Supply:Public Utility Subdivision_ Private W611 Other Distance to Nearest Surface Water Type Dates Observations Made: Soil Borings: Iby Percolation Tests: j6y LEK) SOIL.BORING TESTS PERCOLATION TESTS Total Depth Observed Depth to Groundwater Estimated Depth to Groundwater Character of Soils JB -1 Diameter PERCOLATION TESTS f Rate P-1 Rate P-2 Rate P-3 AVE GE RATE:�minutes inch Plan of the site and location of test holes on the back Comments on Soil or Site: Date +� Signature 130 South Galena Street Aspen, Colorado 81611 303/920-5070 ,,,,, i P-1 P-2 P-3 Depth Diameter Depth of Water (left after 8 hr. presoak) f Rate P-1 Rate P-2 Rate P-3 AVE GE RATE:�minutes inch Plan of the site and location of test holes on the back Comments on Soil or Site: Date +� Signature 130 South Galena Street Aspen, Colorado 81611 303/920-5070 ,,,,, i V Id. , f Rate P-1 Rate P-2 Rate P-3 AVE GE RATE:�minutes inch Plan of the site and location of test holes on the back Comments on Soil or Site: Date +� Signature 130 South Galena Street Aspen, Colorado 81611 303/920-5070 ,,,,, i � • f -r, s �� M TABLE OF COITrUTTS CONCLUSIONS PURPOSE AND SCOPE OF STUDY PROPOSED CONSIMCTION SITE CONDITIONS FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION RECM4ENDATIONS FOUNDATION AND RETAINING WALL' FLOOR SLABS UNDERDRAIN SYSTEM EXCAVATION CONSIDEMTIONS SITE GRADING SURFACE DRAINAGE LUUTATIONS m FIGURE 1 - VICINITY MAP FIGURE 2 - LQCIITION OF WRINGS - DOAMOUSE FIGURE 3 - LOCATION OF WRINGS - GATEHOUSE FIGURE 4 - VOCATION OF EXPLORATORY 1301ZINGS - RANCH C TIER FIGURE 5 -• LOGS OF EXPLORATORY WRINGS - POATHOUSE FIGURE 6 - LUGS OF EXPLORATORY DORINGS-GATUIOUSE FIGURE 7 - LOGS OF EXPLORATORY DORINGS - RANCH CENTER FIGURE'S - LEGEND FIGURE 9 - NOTES - 1 1 2 2 4 5 7 9 10 13 14 15 FIGURE 10 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 11 - SWEIL-CONSOLIDATION TEST RESULTS FIGURE 12 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 13 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 14 - SWELL -CONSOLIDATION TEST RES= FIGURE 15 - GRADATION TEST RESULTS FIGURE 16 - GRADATION TEST RESUITS FIGURE 17 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS to to OONCLUSIONS The proposed buildings should be founded with spread footings bearing on the natural subsoils and designed for an allowable soil bearing pressure as described in the "Foundation Recommendations" section of this report. Other design and construction criteria relating to geotechnical aspects of the proposed buildings are presented in the body of the report. ItI1901.4 is •- V • 9 This report presents the results of a subsoil study for several proposed buildings to be located within the Wildcat Ranch Development, Pitkin County, Colorado. The project sites are shown on Figs. 1-4. The three area that were evaluated include the proposed boathouse, gatehouse and ranch center. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering study letter to Wildcat Ranch, Ltd., dated July 13, 1990. Chen - Northern previously conducted a preliminary geotechnical evaluation at the Wildcat Ranch under our Job No. 1 358 84, dated April 24, 1984. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine their 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. The results of the field exploration and laboratory testing are presented in the k report. -2- This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed buildings are included in the report. At the time of our report preparation, design plans for the proposed structures were preliminary. The proposed buildings will be one to two stories of log and wood frame construction located roughly as shown on Figs. 2-4. The structures will include a boathouse on Wildcat reservoir, a gatehouse in Besancon Gulch and several barns, storage and maintenance buildings at the ranch center. Some modification of the shoreline near the dam is proposed at Wildcat Reservoir. Ground floors of the buildings will likely include slab -on -grade and crawl space. Grading for the structures is expected to be relatively mirror with cut depths up to about 10 feet. We assume relatively light to moderate foundation loadings, typical of the assumed type construction. When specific design plans including building loadings, location and grading plans are developed, we should be notified to review the plans and reevaluate the recommendations contained in this report. SITE CONDITIONS Boathouse: The proposed boathouse site is located on the eastern shore of the i -3 - existing Wildcat reservoir about 100 yards south of the eastern dam abutment. The site of the boathouse slopes moderately down to the west at grades of 10% to 20%. Vegetation at the site consists of sagebrush and weeds. A pile of old fill was observed about 100 feet west of Boring 2 near the lake shore. The near surface soils in the area of the boathouse were mapped in our 1984 geology study as Quaternary -age (recent) alluvial fan deposits. Several areas above and east of the boathouse -were identified as potential debris flow Gatehouse: The proposed gatehouse is located along the existing ranch road up Besancon Gulch at about elevation 7840. The road is on the north side of an east -west trending valley. The area of the gatehouse slopes down to the southeast at grades of 10% to 15%. The site is vegetated with sagebrush and weeds. There is about 10 feet of elevation change across the building area including the existing road cut. An existing ditch about 5 -feet deep and located above the existing road was dry at the time of our field work. The near surface soils in the gatehouse area were mapped as recent alluvial fan deposits. A large old landslide (Besancon Landslide) feature was mapped on the south side of the valley across from the proposed gatehouse. We are currently evaluating the stability of this landslide with respect to residential construction. Ranch Center: The proposed ranch center is located at about elevation 7600 in the bottom of the east -west trending Wildcat creek valley which drains into snawmass creek. The building area is relatively flat and sloped slightly down to the west at grades of about 5%. The site is vegetated with grass and 0 -4 - occasional scrub oak. The existing ranch house and barn are located about 400 feet east of the proposed ranch center. Wildcat Creek is located 200 to 300 feet north of the ranch center. The near surface soils at the site are mapped as Quaternary -age stream valley alluvium. Alluvial fan deposits may be encountered overlying the valley alluvium along the sides of the valley. The valley side above and to the southwest of the site is mapped as Quaternary -age glacial moraine. I nd $94 0 • ;..4yo' OR The field exploration for the project was conducted between July 26 and August 3, 1990. Thirteen exploratory borings were drilled at the locations shown on Figs. 2 through 4 to evaluate the subsurface conditions. The borings were advanced with 4 -inch diameter continuous flight augers powered by a track - mounted CME -45 drill rig. The borings were logged by a representative of Chen -Northern, Inc. Samples of the subsoils were taken with 1 3/8 -inch I.D. and 2 -inch I.D. spoon samplers. The samplers were 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 ASIM 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 Ings of Exploratory Borings, Figs. 5-7. The samples were returned to our laboratory for review by the project engineer and testing. -5- M Boathouse: The subsoil conditions encountered in two borings (Borings 1 and 2) drilled at t,..Le boathouse site are shown graphically on Fig. 5. The location of theme; was staked in the field and is northwest of the original location shown on Fig. 2. The subsoils consist of about 1 foot of organic topsoil overlying very stiff to hard sandy clay with shale and sandstone fragments dawn to the Maximum depth explored, 31 feet. The upper soils. in Boring 2 were coarser and consisted of dense sandy clayey gravel. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. Laboratory testing performed on samples obtained from the borings included density, dation analyses and Atterbe1g lits natural moisture content, Y. � meting. Swell -consolidation tests were performed on three clay samples obtained from Borings 1 and 2 and the results are shown on Figs. 10 and 11. The results indicate that the clays ccmpress slightly under light loading and tend to settle a minor amount when wetted under a constant light load. The upper clays compressed moderately under increased loading and the lower clays compressed only slightly. Test results of gradation analyses performed on a sample of the upper clayey sand and gravel material from Boring 2 are shown on Fig. 15. Atterberg limits testing indicates the clay portion of soils is of low plasticity. The test results are summarized in Table I. Gatehouse: The subsoil conditions encountered in the three borings (Borings 3, 4 and 5 ) drilled in the area of the proposed gatehouse are shown graphically on Fig. 6. The subsoils consist of 1 to 2 feet of topsoil overlying stiff to hand sandy silty clay with shale and sandstone fragments down to the maximum depth explored, 26 feet. The subsoils encountered in Boring 5, drilled in the proposed turn -around pavement area, are classified as A-6 based on the AASH'IIO classification system. No free water was observed in the borings at the time of drilling and the subsoils were generally slightly moist to moist. laboratory testing performed on samples obtained from the borings included natural moisture content, density, gradation analyses, and Atterberg limits testing. Swell -consolidation test results (shown on Figs. 11 and 12) indicate the clay soils are of low to moderate compressibility and may swell slightly when wetted under a constant light surcharge. Atterberg limits testing indicates the clay portion of the soils is of low plasticity. The test results are summarized in Table I. Ranch Center: The subsoil conditions encountered at the ranch center in Borings 6 to 13 are shown graphically on Fig. 7. Although somewhat variable, the subsoils generally consist of 1 to 2 feet of organic topsoil overlying up to about 5 feet of sandy clay to clayey sand with gravel. Dense clayey sand and gravel was encountered from a depth of about 2 to 7 feet to the maximum depth explored, 24 feet. Relatively dense gravelly sand was encountered below the topsoil in Boring 6 and relatively dense sandy gravel with cobbles was encountered below the topsoil in Boring 12. Drilling in the dense gravels was difficult with auger equipment and drilling refusal was encountered in Borings 6, 11 and 12. Free water was encountered in the borings at depths of 2 to 18 feet. The subsoils were slightly moist to wet. Laboratory testing performed on samples obtained from Borings 6 to 13 -7 - included natural moisture content, density, gradation analyses and Atterberg limits testing. Results of swell -consolidation tests performed on shallow clay samples (shown on Figs. 13 and 14) indicate the clays have variable compressibility when loaded and wetted depending on their natural moisture and density condition. Gradation test results performed on the coarser grained materials are shown on Figs. 15 to 17. Atterberg limit testing indicates the clay and silt portions of the subsoils are of low plasticity. The laboratory test results are stmmarized in Table I. Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we rec Rre-nd the buildings be founded with spread footings bearing on the natural subsoils. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing project documents. 1) Boathouse: Footings placed on the undisturbed subsoils below topsoil should be designed for an allowable soil bearing pressure of 2000 psf. Gatehouse• Footings placed on the undisturbed subsoils below topsoil should be designed for an allowable soil bearing pressure of 2000 psf. Due to the expansive nature of the clay soils, the footings should also be designed to impose a mininun dead load pressure of 600 psf. In order to achieve the minimum dead load in lightly loaded areas, it may be necessary to concentrate building loads such as with a pad and beam • -8- foundation system. Ranch Center: Footings placed on the upper clay soils below all topsoil should be designed for an allowable soil bearing pressure of 1500 psf. Footings placed on the dense granular soils or on conpacted structural fill should be designed for an allowable soil bearing pressure of 3000 psf. 2) Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. In the clay soil bearing areas, there could be additional differential movement (settlement or heave) up to about 1 inch due to wetting. 3) All existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to relatively undisturbed natural subsoils. soft soils and groundwater flow should be expected in the ranch center area. Dewatering and structural fill may be required to achieve suitable bearing conditions. 4) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 5) bcterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 6) continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as described in the "Foundation and Retaining Walls" section of this report. -9- -7 A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. We expect that special subgrade treatment will be required in some parts of the ranch center due to soft soils and groundwater. • �� • �� . V. • ■ F. Foundation walls and retaining structures which are laterally supported ed to undergo only a slight amount of deflection should be and can be expect earth pressure computed on the basis of an equivalent designed for a lateral fluid unit weight of 50 pcf for backfill consisting of the on-site granular soils and 40 pcf for backfill. consisting of approved imported granular materials. The plastic clay soils in the gatehouse and boathouse areas should not be used to backfill foundation or retaining walls. Cantilevered retaining structures which are separate from the buildings and car► be expected to deflect sufficiently to mobilize the full active earth pressure condition should be ted on the basis of an equivalent designed for a lateral earth Pressure compo fluid unit weight of 45 pcf for backfill consisting of the on-site granular soils and 35 pcf for backfill consisting of approved ingported granular materials.• All foundation and retaining structures �O�'d � designed for appropriate h drostatic and surcharge pressures such as adjacent buildings, traffic, Y . The pressures recommended above assume construction materials and equipment • 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 inposed on a foundation wall or retaining g -10- structure. 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 0.35 for clay bearing areas and 0.45 for gravel bearing areas. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 300 pcf for compacted structural fill. 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. occur at the ultimate strength, particularly in the case of passive resistance. compacted fill placed against the sides of the footings to resist lateral loads should be a nonexpansive granular material. Fill should be placed and compacted to at least 95% of the maximum standard Proctor density at a moisture content near optinum. We recommend relatively free -draining granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures and the backfill can be incorporated in the underdrain system. Subsurface drainage recotrnnendations are discussed in more detail in the "Underdrain Systeme sec, -tion of this report. The on-site granular soils having less than 20% passing the No. 200 sieve and a maximum size of 6 inches should be acceptable as wall backfill. Iq:)orted free -draining granular wall backfill should contain less than 50,o passing the No. 200 sieve. Foundation and retaining wall backfill should be placed in uniform lifts and conpa--ted to at least 90% of the maximum standard Proctor density at a ii -11- moisture content near optimum. Backfill in pavement areas should be compacted to 95% of the maximum standard Proctor density. Care should be take not to ove-rcampact the backfill 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 placed on the backfill. FLOOR SLABS The natural on-site soils, exclusive of topsoil, generally appear suitable to support lightly to moderately loaded -slab -on -grade construction. Some of the dry clays are potentially expansive and the wet clays will tend to settle. where possible, structurally supported floors above crawl space can be used to limit floor movement risk. To reduce the effects of some differential movement in slab -on -grade areas, 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 constructed below grade to facilitate drainage. This material should consist of minus 2 -inch aggregate with less than 50% passing 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 950 of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site granular soils devoid of LM MP.M MW vegetation, topsoil and oversized rock. The plastic clays in the gatehouse and boathouse areas should not be.used as structural fill.. Groundwater was encountered at depths of 2 to 18 feet in the Ranch Center area. Although free water was not encountered during our exploration in the boathouse and gatehouse areas, it has been our experience in -mountainous areas that local perched groundwater may develop duringtimes of heavy precipitation or seasonalrunoff. Frozen ground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls, crawl space 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 lei than 2% passing the No. 200 sieve, less than 50% passim the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep. I200M1 • •• 11 21• . 0 Prior to grading and excavation for building pads and foundations in the area of Borings 7 to 10 (Ranch center), we recommend area intercept drains be -13- installed uphill of the building area to lower the groundwater level so building excavations can be made under dry conditions. The drains should consist of placing drainpipe in the bottom of a trench, free -draining gravel backfill to above the groundwater level and filter fabric around the free -draining gravel to prevent clogging. The drains should be sloped at least 1% grade to a gravity outlet. Excavation for the trench should start at the law end to provide a drainage path for groundwater during trench construction. The invert levels of the drains should be below the proposed excavation depth. SITE GRADING Structural fill material used inside building limits should consist of a nonexpansive, granular soil. Fill should be placed and compacted to at least 95% of the maxitrnun standard Proctor density near the optimum moisture content. Fill placed below footing bearing level in the ranch center should be COMacted to at least 100% of standard proctor density. Fill should not contain concentrations of organic matter or other deleterious substances. The soil engineer should evaluate the suitability of proposed fill materials prior to placement. In proposed fill areas, the natural subgrade should be scarified to a depth of 6 inches, adjusted to a moisture content near optimum and compacted to 95% of the maximum standard proctor density. The natural clays encountered in the gatehouse area and other plastic clays in the development areas could be expansive when placed in a compacted condition. Consequently, they should not be used as fill material beneath building slab -on -grade areas. The clay soils can be used for nonstructural fill material outside building areas. �. t -14 - permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter. The risk of slope instability will be increased if seepage is encountered in cuts and latter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction. Site grading should be planned to provide positive surface drainage away from all building and parking areas. The buildings and parking areas should be placed as high as possible on the site so that positive surface drainage away from these features can be provided. Surface diversion features should be provided around parking areas to prevent surface runoff from flowing across the paved surfaces. Modifications to the shoreline near the east abutment of the Wildcat Reservoir dam are proposed as part of the boathouse development. The proposed modifications should be reviewed by a qualified civil engineer familiar with the earth embankment dams of this type. The Colorado State Engineer's office may need to also review the proposed modifications. The f:ollawing drainage precautions should be observed during construction and maintained at all times after the buildings have been completed: 1) Excessive wetting or drying of the foundation excavations and urderslab area; should be avoided during construction. Drying can increase the expansion potential of clay soils. 2) acterior backfill should be adjusted to near optimum moisture and -15 - compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 900 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 clayey soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backf ill . This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figs. 2 and 3 and the assumed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is performed.' If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. At the time of our study, the design plans were tentative. We should be Ln -16- contacted to provide review and reevaluation of the recommendations for site specific conditions when plans are better determined. Sincerely, r.. �� • •� ISPZME By Daniel E. Hardin, P.E. Reviewed By r teven L. I'awlak, P.E. DEH/ec o\\�\ ppO REG jS;'' vp� ••tc,� E E/,q • IF�Q . � 90 :D i 24443 's NAL cc: Hagman Yaw Architects, Ltd. - Attn: Doug Graybeal . -Schmueser Gordon Meyer Inc. - Attn: Jeff Simonson Design Workshop, Inc. - Attn: Bruce Hazzard r'' -.i "',•i rr ✓, r /♦, \ / ( � �, ' i I^ � r J J, /:'r^�11„,, ��4„j;p/•ti cirgu�"'g'. ... \�•i \ w •• I .Lr.- J' ori �j �� l7: \' fatJ '.\ ”"^"«`"' / ,� o:?J yam\ C rllr, / ! / \ "_� ��l'• '� ;\�yyf• '- --� _ ���_- Lt 1 \ y'��/✓.-,I�hiC iv IJ RNI, '^? �. —\.\ �/ .s•r / .J :Ir rl!11 r t. !-- �. `\;� G y V-- ' vim• % ~I ( •-' l \, i ``_`\ '`n ,`- z / ` l r+! . � r<�c.7r✓. t�� . 1._ _titit�i�:. � . w inF�N '�,.�uil�;iill`,�"•,r.. � ;�;�h�1,;11:�:i "l• �\ , o �` �J �-\ • �•,� / � �' �-,. `�'• \ ', \ � � •...fir 'i , V1. +,; �- ' •\1, 111 .�\f'' ; �'./ ! I I f Q . , .,1 .�'/ .rl.r f • f•�-"' � 't a � � •\'� � 1 ; ,\l til 11 � /�/,//�>�� /� 'ri/��' rte, 1 ' .. 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''•',,��II'hal }:` �_ ; � `\./`�, ' \ 1 I `•/' f \) R (1`'111.\ ' 1 - \'..�—\' .. \, \. i / \ 1', \: 1/ `,♦ u �.o !I�.�s t. ��-••>`\��Yl��i!�\�.li��\7 At`�''� .c� ll\ � `; \ � � f' a ` .�♦ \ 1� ' i /\ II•rq"'\ ,�, � i'1` l` �' 1 � t ` 4„�' � � � S `\V .-. •�`_ •���` \. •\.. •�` •� � �. \ �_- Y�\`11�1'.i ��� I� (� 1, 'i• 1 .�l Q �17 -/I*-- EXISTING WILDCAT RESERVOIR `�� WS 8178' BORING I BORING 11 �t lil!,%lb 6.6fwai. my,00 APPROXIMATE SCALE I-_ 1 100 / i` �/ % 4 3 /� ` i / 4 493 90 I Chen ONorthern, I nc. LOCATION OF BORINGS -BOATHOUSE Fig. �APf `XIMATE SCALE .I = 50 BORING 3BORING 4 _ N !co `' Gate IBORING 5 tL co )N OPLN -SPACI 4 4 9390 Chen0Northern,InC. LOCATION OF BORINGS — GATEHOUSE I Fig_ 3 8200 8195 C • Ni 8185 a� U- 8180 0 a, LU 8175 8170 am 3 e] Boy 9 1 Elev. = 8184' Boring 2 Elev. = 8199' 62/12 8195 WC=8 +4=30 -200=30 8190 25/6,50/4 Note: Explanation of symbols presented on Figs. 8 and 9. 4 493 90 Chen ONorthern,Inc Logs of Exploratory Borings - Boathouse Fig5 50/3 a v 25/12 WC=11 DD= 107 8180 0 Wildcat Reservoir Water Surface 56/12 a, LU 31/12 8175 35/12 WC=9 DD=130 24/112 8170 p .° 50/1"2 15/6 35/5 K= 11 DD=126 8165 -200=37 L L=26 PI=11 Note: Explanation of symbols presented on Figs. 8 and 9. 4 493 90 Chen ONorthern,Inc Logs of Exploratory Borings - Boathouse Fig5 Boring 3 Elev. 7845' 7845 r, Borin-, 4 Bo, g 5 Elev. = 7840' E-iev. = 7830' 820 --r. h 23/12 7815 Note: Explanation of synbols presented on Figs. 8 and 9. 7845 7840 7835 a, (1) U- 7830 0 4-J W 7825- 7820 82578"2_0 7815 4 493 goChen ONorthern, Inc. ILogs of Exploratory Borings - Gatehouse I Fig. 6 7840 30/12 Proposed Floor 29/12 LevelWC=10 DD=109 27/12 7835 Dp=8113 Proposed -200=50 Road Grade LL=28 P1=13 33/12 7830 23/12 17/12 � l•JC=9 39/12 DD=103 n WC=10 -200=43 DD=118 LL=29 u, -200=44 P1=13 LL=27 7825 22/12 P1=13 9/12 37/12 820 --r. h 23/12 7815 Note: Explanation of synbols presented on Figs. 8 and 9. 7845 7840 7835 a, (1) U- 7830 0 4-J W 7825- 7820 82578"2_0 7815 4 493 goChen ONorthern, Inc. ILogs of Exploratory Borings - Gatehouse I Fig. 6 Zaa3 - Uollen413 r\ O p in O `A a W m n � O N N N N N CI �A N.A�� � N •v C a3 ^^ 0 o o Q v O v Orn v\i3O� uNi O > L � my C O ro > lh o. V N L L • _ o> my .O N, m > ^�� O1I o c n W � m X K W co t W W � .A �Dt.) NOJ•-. f•13vNJd t) C ^ N.D •- N V� \ Irnp Nv \ O^ 1 • •� ` NN^O N ^ \ rn \ \ O r� q V 00 1A3Cf(VJO. �% .A in 9 rn T CJ � N O m� W o s m N ^^N N N N N ^rte^ NM^ �A �-• � r`•U�OJ•--• S d a3 :c 0 o o Q v v Orn v\i3O� uNi O > L � my V .DO Np.A N N N 0 o o Q v v Orn v\i3O� uNi ^ rn L � V ro > o. IJ .O N, m > ^�� O1I L. V N � co t W .A �Dt.) NOJ•-. f•13vNJd t) C V� C O^ 1 • •� ` NN^O N ^ \ rn \ \ O C O q V 00 1A3Cf(VJO. �% .A in 9 rn T CJ � N O u N o s rn a �. .10 v O �o,) U01IaA„1? L \ N — . � n E p N >. rn o rn o_.-• � u O O > ( C N W K iL d 0 o o Q 0 L � V ro > IJ L. o u .A �Dt.) NOJ•-. f•13vNJd Chi 1 • •� ` m > y I'1 00 O O 1 in O NO rn T CJ � N O O �o,) U01IaA„1? LEGLN0: ®Topsoil; sandy silt 'to sandy clay erith trace gravel, organics, roots, soft to stiff, slijhlty moist to moist, brown to black. Clam (CL); slightly sandy to sandy :•jith shale and sandstone fraijments, medium stiff to hard, moist to very moist, pray to dart: brown. Sand (SP -SM); gravelly, slightly silty, scattered cobbles, medium dense to dense, moist, light brown. Sand (SC); clayey, silt!, siightiv _.ravally, medium dense to dense, moist to very moist, gray to reddish brown. Gravel (GC); sand;, clayey ,rite occasional cobbles, dense to very dense, moist to wet, dray brown to reddish brown. Fam Gravel (GP -GM) sandy, slightly clayey, occasional cobbles, more cobbles with depth, possible ooulders, dense to very dense, slightly moist to wet with depth, reddish brown. Drive sample; standard penetration test (SPT), 1 3/8 -inch I.D. split spoon samale, ASTM D-1586. Relatively undisturbed drive sample; 2 -inch I.D. California liner sample. 25/12 Drive sample bloc•, count; indicates that 25 blocs of a 140 -pound hammer falling 30 niches were required to drive the SPT or California sampler 12 inches. 0,7 Free ;rater level in borinci and number of days after drilling measurement was made. --> Depth at which boring caved following drilling. Practical rig refusal. Where shown above bottom of log, indicates multiple ati;empts were made to advance the boring. 4 493 90 1 ChenONorthern,Inc. I Legend I Fig. 8 Aft NOTES: 1. Exploratory borings were drilled on July 26, 27 and August 2 and 3, 1990 �•iith a 4 -inch diameter continuous flight Dower auger. 2. Locations of exploratory borings were measured approximately by pacing from features shown on -the site plan provided. 3. Elevations of exploratory borings were obtained by interpolation between contours on the site plan provided. 4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: 11C = Water Content (%) DD = Dry Density (pcf) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (%) UC = Unconfined Compressive Strengt1i (psf) 14 493 90 1 Chen ONorthern, Inc. I Notes I Fig. 9 1 0 0 3 4 E E 7 0.1 0 0 1 Ln Ln a� C1. E 0 U 3 �rr� nn CCCI IAC 4ef Moisture Content = 11 percent Dry Unit We 107 pcf Sample of: Irdy clay From: Boring 1 !at 3 feet Moisture Content = 11 percent Dry Unit Weight = 126 pcf Sampleof: sandy clay with shale fragments From: Boring 1 at 18 feet ,Addi-ional under constant due to :f0-tting compression pressure _ In 10( 0 0 1 Ln Ln a� C1. E 0 U 3 �rr� nn CCCI IAC 4ef i 0.1 i.0 APPLIED PRESSURE — ksf 4 493 90 T Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 10 CA -1-79 Moisture Content = 11 percent Dry Unit Weight = 126 pcf Sampleof: sandy clay with shale fragments From: Boring 1 at 18 feet Additional compression under constant pressure due to wettin in 10 _ i 0.1 i.0 APPLIED PRESSURE — ksf 4 493 90 T Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 10 CA -1-79 0 N N E_= 2 0 U 3 4 0.1 I.V - APPI IFI) PRESSURE — ksf Moisture Cc -it = 9 percent Dry Unit WL . = 130 pct Sample of: sandy Clay with shale fragments From: Boring 2 at 25 feet Moisture Content = 3 percent Dry Unit Weight = 113 pct Sample of: sandy clay With shale fragments From: Boring 3 at 10 feet Additional compression under constant pressure due to letting No movement wetting upon t I t inr 0.1 I.V - APPI IFI) PRESSURE — ksf 0.1 APPLIED PRESSURE — ksf 14 493 90 I Chen -Northern, Inc. I SWELL -CONSOLIDATION TEST RESULTS I Fig. 11 I CA -1-79 Moisture Content = 3 percent Dry Unit Weight = 113 pct Sample of: sandy clay With shale fragments From: Boring 3 at 10 feet Additional compression under constant pressure due to letting 0.1 APPLIED PRESSURE — ksf 14 493 90 I Chen -Northern, Inc. I SWELL -CONSOLIDATION TEST RESULTS I Fig. 11 I CA -1-79 X 2 3 C: 0 kn C b o. X w r ae 0 r C 0 1 N Ln 4) L" E 2 O U 9 U.1 in17 Lor Moisture Content= 10 percent Dry Unit Weight = 118 pct sample o1: sandy clay with Shale fragments From: Boring 4 at 13 feet Moisture Cc it = 10 percent Dry Unit Wr. . = 109 pct Sample of: --sandy c lay with shale fragments From: Boring 4 at 3 feet Expansion under constant pressure dile to wetting in 101 Expansion constant due to 10 pressure wettin4 under 10 C: 0 kn C b o. X w r ae 0 r C 0 1 N Ln 4) L" E 2 O U 9 U.1 in17 Lor 0.1 4 493 90 CA -1-79 APPLIED PRESSURE — ksl Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 12 Moisture Content= 10 percent Dry Unit Weight = 118 pct sample o1: sandy clay with Shale fragments From: Boring 4 at 13 feet Expansion under constant pressure dile to wetting in 101 0.1 4 493 90 CA -1-79 APPLIED PRESSURE — ksl Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 12 0 3 H ZA 0 C: •2 1 V) a� E 2 O U 3 4 5 6 7 8 0.1 I.0 APPLIED PRESSURE — ksf Moisture Cr 'nt = 16 percent Dry Unit W. c = 1 1 7 pcf Sample of: sandy clay with sha, e fragments From: Borin 7 at 4 feet Moisture Content = 24 percent Dry Unit Weight = 104 pcf Sample of: sandy Clay From: Borinc�9� 3.5 feet Additional compression constant due to wetting under pressure inr 0.1 I.0 APPLIED PRESSURE — ksf 9 0.1 4 493 90 CA -1-79 Lu ,v APPLIED PRESSURE — ksf Chen -Northern, Inc. I SWELL -CONSOLIDATION TEST RESULTS I Fig. 13 Moisture Content = 24 percent Dry Unit Weight = 104 pcf Sample of: sandy Clay From: Borinc�9� 3.5 feet Additional compression under constant pressure due to wettinq 9 0.1 4 493 90 CA -1-79 Lu ,v APPLIED PRESSURE — ksf Chen -Northern, Inc. I SWELL -CONSOLIDATION TEST RESULTS I Fig. 13 0 0 C N a� E 2 0 U 4 493 90 CA -1A-79 APPLIED PRESSURE — ksf Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS I Fig. 14 C DIAMETER OF PARTICLE IN MILLIMETERS SANT) GRAVEL CO CLAY TO SILT FINE MFI)II1M C;OARSF. FINF rOARSE GRAVEL 58 % SAND 26 % SILT AND CLAY 16 % LIQUID LIMIT 17 PLASTICITY INDEX 9 SAMPLE OF clayey sandy gravel FROM Borin9 8 at 14 feet HYDROMETER ANALYSIS SIEVE ANALYSIS I IME READINGS 1) S. SI ANUAI IU SERIES CLEAR SQUARE OPENINGS • in - ---- DIAMETER OF PARTICLE IN MILLIMETERS GRAVEL E CLAY TO SILT ����A� IIM 1'OAIISF: FIN(_ COAIISF GRAVEL 41 % SAND 41 % SILT AND CLAY 18 % �0 PLASTICITY INDEX 1 2 % LIQUID LIMIT 31 ull SAMPLE OF clayey sand and gravel FROM Boringat 3 feet 4 493 90 1 C1C11ON01-01C,C11,111CF GRADATION TEST RESULTS I Fig. • 16 U) r0 L N r+C 3E C >) v (0 r0 > V) r -r L U • OF N a, >- >fll � N r0 C C N C r0 Ut N Vl i-» a--) +-Ji-J +-j +� 4- w C r 3 a) 3 N 3 a) 3 Q) 3 cyl E co E- E E E R v .-- c� p c >, >� >,a >,o M O N r0 O N r0 N r0 N r0 r0 r0 r0 r0 >>> Ln r. L VI L L L L LO U4 -U4- _ C C N CN CN CN CN C 03-- N I NV) NL ru c NL rot V) C Ln.0 U V1 N V, Ln V)V1 N N V) U) r0 L N r+C 3E C >) (0 r0 a3r0 V) r -r L U OF a, >- >fll � r0 C C N r0 ra= U) w co ZH� O LO 03-- M M M N � W i J <? d. G w U ca >-< .w. �- Op t -0N i� N Q1 N (O N N jJr N L O +� W J ~ zV W= r,>t� O O �"� U •- UD Q a 0w M M LO d O m w`ZV! Q cc � � O coLO t.0 z : O QO N d VZ a L W > i � o 00 O u. M C) LO i- n M O ! O) Q jGN' �oz� w O N O .- Z O C� L JWh ¢ D w �' CO CO O O ON LA N (V N • ,• r r iyzp� z2U lA d s M CO 11) ll) O M M N d d M O O N J< O w J Or 0 LO tD tom` ! 4- O N N Cl) rb Q_ J D U) W /' 1.r CO W LL O N r0 > a oZS -� C �� oz3 3N b C rO ro Nc v) r0 L w co rn U14 - N >,N ro C ro • rU,C N to to w w�= � v) O Ua¢ c o N U U X J rL V crJ w m Q w O J.r J M Q U N cNOy W. z a N O- — co < L N ct M Z o - 0 u W r- cc �y ct M QJ Hoz W Z J W H <6Z j.►r' t\ lD LO — Z iUVr S_ M U7 M 2 O w= o- iV O W a s < N S � j � N � M �. o m Ll I