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HomeMy WebLinkAboutpitkin.eh.264333401004 (1992)ASPEN#PITKIN ENVIRC.- AMENTAL HEALTH DEPART sv ENT u43 - 33q��I-tx INDIVIDUAL SEWAGE DISPOSAL PERMIT 140.20 '/5a dace r TYPE OF PERMIT: X initial construction ( )Emergency Use ( )Repair Work,(Pievious Permit 1 0 ( )Alteration onerf an,existing system.) or installation { )Use Permit as a result of Sala ( )Others ISSUED TO: DATE OF ISSUE - Owner (rF �f�?t��y�j` Home Phone Business Phone Mailing 0" (� Address Agent Ma iL` Addre Sewage Disposal System Work to be performed by This permit valid only for premises location by the following legal d ticriptions f LOT SIZE j L " ` � . WATER SUPPLY f71�[Y!J/D� I/ Fic�7 • AVERAGE PERCOLATION This Individual Sewage Disposal Permit is granted with regard to the following uses. W%r.+ber oft Dodreoms 6_ Lofts__ Garbage Disposals j Dishwashers�� CALCULATED AVERAGE DAILY WASTE LOAD / c ` c? GALLONS. THE NATUP.E OF THE SYSTEM INCLUDE UNDER THIS PERMIT: ill/Ly A t Clothes Washers 2 y�e of Tank or Treatment Units e��f"'y/�/7p�y Tank capacity Callon Minimums �%� /V`-�T4 S Absorptiop . Area 7 `��i(1 Square Feet Minimum _thud of Final Disposals �_kc�{��,�����/`-s-- - ascription (including brand name, if any) of other equipment or appurtnancess :they Condition -d or ccificationot b—)e— STAGES REQUIRING I_SSPECTION BY THE HEALTH DEPARTMENT: � ( )Before Excavation !A Upon completion of excavation and prior to placement of gravel y+�ystem ofvabsorptionfeid distribution Prior to backfill of any component ( 10ther. Specifys Plans and specifications of the proposed sewage disposal system have been reviewed and are considered satisfactory. Permission is hereby granted to the owner or his agent to perform the work indicated above in accordance with the Pitkin County Ie her-:!of, Sewa;n Uispesal Revelations in effect on the date of issue. In addition to general provisions set forth on the reverse !:erect, this Permit is subject to the following additional terms and conditions: / F APPROVED FOR ISSUE B y ,'� r /' Y� (title) 4y A iho av-xrve individual sc'_+a,)o disposal system installed by '-✓ has been ln::pcctcd for use by .% representative Cf the Ass:cn l' ren0onsibility in case of failure or inadCquacy of this ewag DATE OF FINAL INSPECT 0 E/` (ili�'j innvlronr�•nta tic L'a t., ncp•�ztmcnt. Th.` ,�4'nur as'3`u"°o a disposal system. Complete as -built drawing attached. - TI`iLE Aspen/Pitkin Environmcr`-1 Health Officer 130 South Galena Street �% Aspen, Colorado 81611 303/520-5070 ASPEN*PITKIN • ' ENVIRONMENTAL HEALTH DEPARTMENT • 1 APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL -PERMIT Name of OWNER �� � �i'���� PHONE q -J S-c)►-f'l — Address of OWNER c 4/ s c obl, �CJ000�- 4�J-Atrk IQ Name of APPLICANT S+2 cty- L �� S� ( � PHONE la k7C, f/rr�.e �S2 - ��e.��vo tQ�lj? s� k' -1 6101 PERMIT TO BE: ( )Picked Up . ("Y' !tailed tos� TYPE OF PERMIT: New Installation ( )Repair ( jowner (�f pplicant ( )Emergency Use ( )Alteration NOT due to failure IDCATION OF PROPOSED SYSTEM: Legal Description _ Block Filing Subdivision a/ �kQPK � Ct size of Lot acres Lot TYPE OF STRUCTURE: (,)Single Family Duelling ( )Other: Do you plan any further additions to the residence? ( )YES .(—tNO No. of bedrooms J� No. of Lofts_ No. of Garbage Disposals _ No: of Automatic Dishwashers ;� No. of Automatic Clothes Washers % , !/ WATER SUPPLY: ( )Private Wall, Depth or (►')Public, Name of System ( )Spring ( )Stream or Creek TYPES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSEDs (/Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Incineration Toilet ( )Mound (')Recycling, potable use ( )Recycling, other use ( )Vault Privy ( )Other: The initial site inspection must be arranged with the Aspen/Pitkin Environmental Health Department (925-2020, 8:30-9:30 a.m.) before a permit can be issued. The individual sewage disposal permit must be issued before a building permit can be obtained. FINAL INSPECTION APPROVAL MUST HE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO BACKFILLING ANY PORTION OF THE SYSTEM. Application for an individual sewage disposal permit is hereby ubmitted. The undersigned acknowledges that the above Information is true and that false in rm on ll idate t e ap lies o and en subsequent permit. Signature of Applicant G, DATE (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 undersignreby acknowledges receipt of this individual sewage disposal perp%t application and a per t fe in the amour.+ of S S CC�Tvv , Receipt Number , Date Fee Received -7 ! 7,1 2 -- .by 2� Administrativo Officer 130 South Galena Street Aspen, Colorado 81611 303/920-5070 ASPEN40PITKIN ENVK,0NMENTAL HEALTH OEPAR i MENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL•PERMIT Name of OWNER ��'t� /�J 6 PHONE�7' Address of OWNER 59K (b 4 -0 -- Name of APPLICANT PHONEZ� PERMIT TO BE: ( Picked Up ( )Mailed tot TYPE OF PERMIT: (ANew Installation ( )Repair J/ - ( jOwner X)Applicant ( )Emergency Use ( )Alteration NOT due to failure W-ATION OF PROPOSED SYSTEMS Legal Description Lot �}' Block Filing subdivision Size of Lot acres TYPE OF STRUCTURE: PV Single Family Dwelling ( )Other: Do you plan any further additions to the residence? ( )YES ( )NO No. of bedrooms L-. No. of Lofts No. of Garbage Disposals No: of Automatic Dishwashers No, of Automatic Clothes Washers ( C40 -7)e— WATER SUPPLY: ( )Private Well, Depth or ('Public, Name of System ( )Spring ( )Stream or Creek TYPES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (.)Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Incineration Toilet ( )Mound ( )Recycling, potable use ( )Recycling, other use ( )Vault Privy ( )Other: The initial site inspection must be arranged with the Aspen/Pitkin Environmental Health Department (925-2020. 8:30-9:30 before 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 BACKFILLING ANY PORT104 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 info tion wi inval to t application and any subsequent permit. Signature of Applicant DATE (Th plication 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. S. 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 undersigned ereby acknowledges receipt of tis individual sewage disposal perms appli tion and a per U e n the amour. O! S f �/(1 , Receipt Number , Date Fee Received 'Cl Z�.by Administrative Officer 130 South Galena Street Aspen, Colorado 81611 303/920-6070 ee Ap q --- 12C 0 2t] 4A N EJ JOOO r t3 i I'�i� ,t. J � L��_ I00 x 3',X'3' -0 ver \A/ lRoo � st Pt ASPEN#PITKIN ENVIRONMENTAL HEALTH OEPARTIVIENT Legal description: - Address of Property: Name of Owner: Address: (# & St. Name of Agent: (state) (zip) Lot Area:_aaat'Water Supply:Public Utility Subdivision_ Private W611 Other Distance to Nearest Surface Water 3�60t ype Dates Observations Made: Soil Borings: z-' -2-- by Percolation Tests: by SOIL -BORING TESTS PERCOLATION TESTS Total Observed Depth Estimated Depth Character ' Depth to Groundwater to Groundwater of Soils 1 Depth of Water B-1 (left after 8 hr. presoak) ? O Imo; M, 1 mit VE - M PERCOLATION TESTS Rate P-1 10 Rate P-2 _,� K Rate P-3 AVERAGE RATE: minutes/inch Plan of the site and location of test holes on t e ack Comm?.n on S it or Site: NwIA4�� wa Date q /A 130 South Galena Street S ignature =s' •5 Aspen, Colorado 81611 303/920-5070 P-1 P- P-3 Depth ' Alm -77� Diameter Depth of Water 'IVAC�11 (left after 8 hr. presoak) ? O Rate P-1 10 Rate P-2 _,� K Rate P-3 AVERAGE RATE: minutes/inch Plan of the site and location of test holes on t e ack Comm?.n on S it or Site: NwIA4�� wa Date q /A 130 South Galena Street S ignature =s' •5 Aspen, Colorado 81611 303/920-5070 'IVAC�11 VE Imo; M, VE - M pit 646 I E 1 VAM =4 1. AM Rate P-1 10 Rate P-2 _,� K Rate P-3 AVERAGE RATE: minutes/inch Plan of the site and location of test holes on t e ack Comm?.n on S it or Site: NwIA4�� wa Date q /A 130 South Galena Street S ignature =s' •5 Aspen, Colorado 81611 303/920-5070 w Lf 9 0 90 9 C�.erttfirtttr of (Orrupaury ASPEN*PITKIN 11 REGIONAL BUILDING DEPARTMENT This Certificate issued pursuant to the requirements of Section 307 of the 1988 Edition of the Uniform Building Code. It certifies that at the date of issuance, the structure as described below was in compliance with the various resolutions and ordinances regulating building construction and use in this jurisdiction. Use Classification Single family residence Bldg Pcrmir 1-165 Legal Description Lot --4-ft-1-Creek Ranch Road Building Address 450 Owl Creek Ranch Road Owner of Building George Shifrin Owner Address 225 Varick St. New York—NY 10014 Group R-1JX-1 Type Construction Comments&Restrictions: Wood fireplace Masonry. two gas applianoa. Heat—oor 1 100E, 6111 11 Date: wldut$ Official Now. In all occupancies, except R3, this certificate must be posted in a conspicuous place near the main exit on the premises for which it is issued Any alteraiwn or use of these descn'bed premises or portion thereof without the written approval of the Building Official shall negate this C.O. and subject it to revocation. Lee Cassin,-03:19 PM 5/1/98�hifrin building permat/isds X -Sender: leec @ comdev.pi.aspen.co.us Date: Fri, 01 May 1998,15:19:41 -0600 To: betseyk@ci.aspen.co.us, jannette@ci.aspen.co.us, nancym@ci.aspen.co..us, 'tomd@ci.aspen.co.us, kareng@ci:aspen.co.us From: Lee Cassin <leec@.ci.aspen.co:us> Subject: shifrin building permit/isds Hi all - Someone will be getting calls or questions on. this one. I think it's in nancy's area and she told them to bring some more infor in, which they did & here's the deal. 9980 sq. ft. house, they want to add a bedroom &`bathroom & maybe a garage stall Their septic is 1800 sq. ft,: with bob's reductions. Under our reg, if theyget the full reduction for deep gravel or infiltrator, they would need 4324 sq. ft. (after reducing it 30%). Also, they have two 1000 gal tanks and need a total of 4550. He suggested possibly deleting the bathroom but I explained you don't go more often if you have more bathrooms.. We had a very pleasant conversation, but I .expect after he talks to Colombo they may make additional calls. I don't think they should add anything until they increase their . isds. Fortunatly, it's new, so they can add on. You may ask how this.came to be: 1 3 perc tests were done. The worst was thrown out, leaving a lower perc rate/sinal ler'system. 2. 70% of reductions were taken. 3. They actually sized it for 6 bedrooms & there are 3.disposals & 3 dishwashers, just 2 washers, - they have ,6. bedrooms plus two potential bedrooms& I would count one of the two.: Now they want to add #8. I'll put the file and my calculations in the PID file. 2643-334-01-004 Lee �rinted for, Haney mackenzie <nancym@ci.aspen.co.us> 1 http://vnvw.aspen.com/bi ... etai1s&tax.sched=RO12302 http:/ /www.aspen.com/bin/ texhbnl?form=pca.details&taxsched=RO12302 R Pitkin a� County - aspen -- pitkin county - snowmass - Assessor Tax Schedule Number 012302 Item Number 01 Number Bedrooms 6 Number Bathrooms 6.5 <::::quare ee a e 9905 ear Built 1994 Classification Code Residential la U."] El--ci of - i� tkin aol - -mailbox - -index - aspen- county= Aspen Snowmass OnLine is a subsidiary of Aspen Interactive Media, Inc. P. O. Box 10, Aspen, CO 81612, Tel. 303 920-1176. Send responses to iii.fo@asl2en.com Copyright© Aspen Interactive Media, Inc. 1997 - �a s ep �,..c. �c�eC --6 �� Sheet ��►� 4o be 1 of 1 N J 05/01/9812:43:10 r�r STRUCTURAL ASSOCIATES TEL NO.303 923-6170 Jun 25,92 1547 P.01 STRUCTURAL ASSOCIATES COMPANY TFi FPHUNIE: 03-945-0482 6876 HWY 82 GLFNWOOD SPGS, CO 81601 FAX: TO: cQ.ddri FROM: 0—u ja- 1 M �`n. FAX NO: - i DATE: - a` ` g a FA: V.Q NO. PAGES INCLUDING COVER:—' DISTRIBUTED TO: b Q 1ga c pes-InS S,p►•a,ti L - 1 00' �- ... G'ow�In �IF CHECKED, PLEASE CONFIRM RECEIPT. THANK YOU. J I KUI. I UKHL HJJUUl" 1 CJ 1r—i— IVU . JVJ yLJ—Ol f V RECEIVE -D J UI I LJ 9 7L 1 J - 40 f. U,) JUN 13 Vsl sY1%UCTUnAL ASSOCIATES CID Lrr re oa tA .� rr& g ~, � q _ Kr It �*Q r cv a ro � _�r—_w----------- _. � !I Robert F. Nelson AsperMtkin tai—_-.- — Hea fth Officer Aspen, CO 81611 T ld L)esiaAJ e,-a4-0,V1-,A-r10AJS. 5 U PT/ 0A) S AI& 57- M 40t - - K jo fig 'a Gv v tSff -73 1'-..f7Ex7 OEE ✓ /�1Sh*-zj6x- C -1-U6 ESj46-u 6e,, aSl.�M6" F?5a l 3 '/0 i 5;2-6 UAOC- , $ SF,( io JS OFAJIFPMAV?�' OF 1 F 100% recycled paper THEODORE K GUY NSSOCIATES PC ' ARCHITECTS AND STG TURAL ENGINEERS October 9, 1991 Mr. Bob Nelson Environmental Health Officer 130 South Galena Aspen, Colorado 81611 RE: Lot 4, Owl Creek Ranch, Shifrin Residence Dear Bob: We have retained Bruce Lewis of High Mountain Engineers to be our Septic System Designer. Attached is a copy of the soils report information they will be using to design the system. Percolatim tests will be performed as soon as construction starts. The lower level and Master Bedroom level fireplaces will be superior GF -4000. Sincerely yours, —4!! Theodore K. Guy, President THEODORE K. GUY ASSOCIATES PC TKG/Ik 89164 L22 Attachment 23260 STATE HIGHWAY 62 P.O. BOX 1640 BASALT, COLORAoo 81621 (3031927-3167 October 8, 1991 Pitkin County Environmental Health 130 S. Galena Aspen, CO 81611 Attn: Bob Nelson RE: I.S.D.S. - Lot 4, Owl Creek Ranch HCE Job No. 91010.018 Dear Bob: OCT - 9 1991 ENVIRONMENTAL HEALTH ASPEWPITKIN We have been retained by Ted Guy & Associates to design an individual sewage disposal system for the residence at Lot 4, Owl Creek Ranch. After discussing the site and soils report with you and Ted Guy, we believe that an individual sewage disposal system can be designed for this lot. Most likely this would be a Wisconsin Mound or evapotranspiration system. However, we will look at other options if the site-specific profile hole and percolation tests so indicate. If you have any questions or comments, please call. Sincerely, HIGH COUNTRY ENGINEERING, INC. Timo by P. Beck, P.E. Prin ipal Engineer TPB: jm cc: Ted Guy 923 Cooper Avenue Glenwood Springs, CO 81601 Telephone: 303-945-8676 303-920-3669 • FAX: 303-945-2555 Chen@—Northern, Inc. Consulting Engineers and Scientists 5080 Road 154 Glenwood Springs, Colorado 81601 303 945-7458 303 945-2363 Facsimile JAN 2 6 1990 THawa x. my t ofZS. P.C. SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 4, OWL CREEK RANCH SUBDIVISION PITKIN COUNTY, COLORADO Prepared For: George Shifrin c/o Theodore K. Guy Associates Attn: Ted Guy P.O. Box 1640 Basalt CO 81621-1640 Job No. 4 190 90 A member of the $1$ group of companies January 17, 1990 0 9 i - CONCLUSIONS PURPOSE AND SCOPE OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION RECOMMENDATIONS FOUNDATION AND RETAINING WALLS FLOOR SLABS UNDERDRAIN SYSTEM SITE GRADING SURFACE DRAINAGE LIMITATIONS TABLE OF CONTENTS FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - RESIDENCE SITE - LOGS OF EXPLORATORY BORINGS FIGURE 3 - STABLE SITE - LOGS OF EXPLORATORY BORINGS FIGURE 4 - LEGEND AND NOTES FIGURES 5 AND 6 - SWELL -CONSOLIDATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS 1 1 2 2 3 3 4 5 7 7 8 9 9 W CONCLUSIONS a The subsoils encountered at the site below topsoil consist mainly of shaley sandy clay overlying claystone bedrock. The proposed residence and stable structure should be founded with spread footings bearing on the natural subsoils and designed for an allowable soil bearing pressure of 2000 psf. The footings should bear at a depth of at least 5 feet below existing ground surface. Other design and construction criteria relating to geotechnical aspects of the proposed residence are presented in the body of the report. PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed resi- dence and stable structure to be located on Lot 4, Owl Creek Ranch Subdivi- sion, Pitkin 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 proposal for geotechnical engineering services to Theodore K. Guy Associates, dated October 25, 1989. A field exploration program consisting of exploratory borings was con- ducted 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 labora- tory 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 report. 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 -2 - discussion of geotechnical engineering considerations related to construction of the proposed residence and stable structure are included in the report. PROPOSED CONSTRUCTION The building plans were being developed at the time of our field work. The proposed residence is expected to be a fairly large one-story structure with partial basement. Ground floors in the basement area will likely be slab -on -grade. Grading for the residence is expected to be relatively minor with cut depths up to about 8 to 10 feet. Excavation and grading for the stable structure are also expected to be minor. We assume relatively light foundation loadings for both structures, typical of the proposed type 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. SITE CONDITIONS Owl Creek Ranch Subdivision is located about 2 miles east of Snowmass Village in a broad bottomed and steep sided valley. The subdivision is situ- ated between Owl Creek Road and the north valley side which is marked by a shale bluff. Lot 4 is located on a southerly facing, moderately to strongly sloping meadow. The proposed building envelopes are shown on Fig. 1. Eleva- tion difference across both the residence and stable building sites is about 50 feet but probably 15 feet or less across each of the building sites based - on the contour information provided. Slope grades are generally about 10% to 15%. Vegetation in the area consists of natural grasses, weeds and sage. The meadow may have been flood irrigated by a shallow ditch that crosses the north corner of the residence building envelope. The ditch was dry at the time of our field work. FIELD EXPLORATION The field exploration for the project was conducted on December 4, 1989. Three exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. Two borings were drilled within the building envelope and one was drilled within the stable envelope. The borings were advanced with 4 -inch diameter continuous flight augers powered by a truck -mounted CME -55 drill rig. The borings were logged by a representative of Chen -Northern, Inc. Samples of the subsoils were taken with a 2 -inch I.D. 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-1585. The penetration resistance values are an indication of the relative density or consistency of the sub- soils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figs. 2 and 3. The samples were returned to our laboratory for review by the project engineer and testing. SUBSOIL CONDITIONS The subsoil conditions encountered at the site are shown graphically on Figs. 2 and 3. The subsoils consist of about 2 feet of topsoil overlying stiff to very stiff shaley sandy clays. Very hard claystone bedrock was -4 - encountered in Borings 1 and 2 below the clays at depths of 9 and 11 feet. The claystone bedrock extended to the maximum depth explored, 21 feet, in Boring 1. Wet shaley clayey sand was encountered in Boring 3 at a depth of 18 feet. The topsoil and the upper clays to a depth on the order of 4 to 6 feet were porous and relatively low density. Laboratory testing performed on samples obtained from the borings in- cluded standard properties such as in-situ moisture content, density, grada- tion and liquid and plastic limits, and unconfined strength. Results of swell -consolidation tests, shown on Figs. 5 and 6, indicate the clays possess a low to moderate compressibililty under light surcharge load. A moderate to moderately high compressibility was measured when the samples were wetted and subjected to increased load. The laboratory testing is summarized in Table I. Free water was encountered at 18 feet in Boring 3 at the time of drill- ing. The subsoils encountered were moist in Borings 1 and 2 and moist to wet in Boring 3. FOUNDATION RECOMMENDATIONS Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend that both structures 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) Footings placed on the undisturbed natural clay soils should be designed for an allowable soil bearing pressure of 2000 psf. Based on experience, we expect initial settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. Additional -5- .W settlement up to about 1 inch is indicated due to wetting of the bearing soils. 2) The topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to stiff natural clay soils. The bearing level should be below the upper low density clays expected to be about 5 feet deep. The exposed subgrade may also need to be moistened and compacted to provide a firm bearing surface. 3) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 4) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protec- tion. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 5) 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 discussed in the "Foundation and Retaining Walls" section of this report. 6) A representative of the soil engineer should observe all footing excava- tions prior to concrete placement to evaluate bearing conditions. 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 50 pcf for backfill consisting of the on-site fine- grained soils. Cantilevered retaining structures which are separate from the MI' 1: i -6 - structure and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pres- sure computed on the basis of an equivalent fluid unit weight of 45 pcf for backfill consisting of the on-site fine-grained soils. All foundation and retaining structures should be designed for appropri- ate surcharge pressures such as adjacent buildings, 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. Back- fill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Care should be taken not to overcompact the backfill since this could cause exces- sive lateral pressure on the walls. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materi- als 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 coeffi- cient of friction of 0.3. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 250 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 occur at the ultimate strength, particu- larly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 951 of the maximum standard Proctor density at a moisture content near optimum. 1� -7- 4P FLOOR SLABS The upper natural clays tend to settle when wetted and there is a risk of slab movement and distress to the structures. Structural floors constructed above a crawl space or densification by compaction are effective means to limit floor slab movement due to subgrade settlement. To reduce the effects of some differential movement where slab -on -grade is used, the 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. We suggest joints be provided on the order of 15 feet on center. The requirements for 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 basement level slabs 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. Required fill for support of floor slabs should follow the recommenda- tions contained in the "Site Grading" section of this report. UNDERDRAIN SYSTEM Although free water was encountered during our exploration well below the lowest anticipated floor level, it has been our experience in mountainous areas and where there is shallow bedrock 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, crawl space and basement areas be protected from wetting and hydrostatic pressure buildup by an underdrain system. 9 -8- The drains should consist of drain tile placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular mate- rial. The drain should be placed at least 1 foot below lowest adjacent finish grade, at each level of excavation, 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 No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel back- fill should be at least 2 feet deep. SITE GRADING Structural fill can consist of the on-site soils or imported granular material. The fill should be free of vegetation, topsoil, debris and over- sized rock. The clay at the site may be expansive when compacted and moisture control will be needed to limit potential heave of movement sensitive areas such as floor slabs. Prior to fill placement, vegetation, topsoil and debris should be removed and the natural subgrade compacted to 90% of the maximum standard Proctor density (ASTM D-698) at optimum moisture content. The required fill should be adjusted to optimum moisture content or above and compacted to the job speci- fications. We recommend fill beneath slabs, driveway and parking areas be compacted to 95% of the maximum standard Proctor density. Care should be taken not to overcompact the wall backfill or use large equipment which could damage the wall. Overcompacting on-site clays or compacting dry of optimum moisture could increase the expansion potential. Miscellaneous landscape fill should be compacted to 90% of the maximum standard Proctor density. 1 SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after both structures have been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) The ground surface surrounding the exterior of the buildings 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. 3) 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 all backfill. Landscaping which requires regular irrigation should be located beyond the limits of building backfill. LIMITATIONS 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 Fig. 1 and the proposed 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 _10 - bearing strata and testing of structural fill by a representative of the soil engineer. 15222 b • G ^ M'y9 .,-OF�70.yD•� 1 SLP/ec Sincerely, CHEN-NORTHERN, INC. 2 � ;2�_ By Steven L. Pawlak, P.E. Reviewed By )�� �- (� -X— �- Daniel E. Hardin, P.E. APPROXIMATE SCALE I" = 500' BUILDING ENVELOPE i` - - LOT 4 LOT 3 LOT 5 LOT 2 ,ACCESS AY / BORING I / BORING 2 BUILDING ENVELOPE BORING 3 \ /STABLE / / ENVELOPE ?950 APPROXIMATE SCALE �y 9 14 190 90I ChenNorthern, Inc I LOCATION OF EXPLORATORY BORINGS I Fig. I 7990 1 i I �-- 7985 7980 7975 0 w 7970 7965 7960 Borina 1 Elev. = 7989' 9/12 WC=9.7 DD=82.6 -200=65 IVC=B. 1 DD= 111.8 100/2 30/0 Boring 2 Elev. = 7978' 20/12 WC= 12.7 DD=111.2 75/6 WC=7.0 LL=37 PI=14 Note: Explanation of symbols presented on Fig. 4. 7990 7985 7980 797S- 0 ro W 7970 796 79 Residence Site I Fig 2 1 190 90 Chen-Northern,Inc• bogs of Exploratory Borings Boring 3 Flev. = 7955' 79558/12 7955 wC=9.3 nn=76.7 -200=42 LL=30 PI=9 7950 9[12 7950 WC= 11.2 Dn=87.3 IS1v 7945 VC/16.0 7945 Dn=112.5 �- UC=5000 , 0ol0 „0,+� ro ro v 7940 7940 w 14/12 w 7935 7935 9/1-- /127930 79307930 Note: Explanation of symbols presented on Pig. 4. 4 190 90 Chen €"NO[ tt lel n, hiStable Site Fig. 3 Logs of Exploratory Borings w - _.. LEGEND: ® Topsoil; organic silty cla;,r, soft to !medium stiff, moist, brown. Sandy Clay (CL); silty with shale fragments, stiff to very stiff, slightly moist to moist, brown and gray -brown, porous mainly in upper 5 feet. QClavey Sand (SC); slightly gravelly, shaley material, stiff, fret, gray. IClaystone Redroch; very hard, moist, fractured, gray -brown. 'I Relatively undisturbed drive sample; 2 -inch I.D. California liner sample. 9/12 Drive sample blow count; indicates that 9 blows of a 140 -pound hammer falling 30 inches were required to drive the California sampler 12 inches. Free water level in boring at time of drilling. NOTES: 1. Exploratory borings were drilled on December 4, 1989 with a 4 -inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by taping from the building envelope corners staked in the field. 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. S. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. !Vater 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: IVC = Water Content ( �) DD = Dry Density (pcf) -200 = Percent passing No. 200 sieve I.I. = Liquid Limit M PI = Plasticity Index M UC = Unconfined Compressive Strength (psf) 4 190 90 1 Chen Nor there, lnc I Legend and Notes I Fig. 4 0 0 U) 0 t~ 0 4 U 6 8 0.1 1.0 10 100 APPLIED PRESSURE — ksf 0 0 1 V) a� P 2 0 U 3 4 S 6 0.1 1.0 10 100 APPLIED PRESSURE — ksf -1 190 90 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. S Moisture Content = 8.1 percent Dry Unit Weight = 111.8 pcf Sample of: sandy clay From: Boring 1 at 10 feet -- -- A W i t nal co pre sin e s d 0 0 U) 0 t~ 0 4 U 6 8 0.1 1.0 10 100 APPLIED PRESSURE — ksf 0 0 1 V) a� P 2 0 U 3 4 S 6 0.1 1.0 10 100 APPLIED PRESSURE — ksf -1 190 90 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. S Moisture Content = 8.1 percent Dry Unit Weight = 111.8 pcf Sample of: Moisture Content = 12.7 percent Dry Unit Weight = 111.2 Fcf Sample or: shaley sandy clay From: Boring 2 at 5 feet ditio e to al c etti mp g e s n In Chen -Northern, Inc. T A B L E I SUMMARY OF LABORATORY TEST RESULTS 4 190 90 SAMPLE f0CA110N NATURAL MOISTURE CONIENi NATURAL DRY DENSITY 11X=1) GFlADA110N PERCENT PASSING NO 71X1 SIEVE ATiEFl©ERG LIMITS UNCONFINED COMPRESSIVE SIRFNGIH (psi)1"�) SOIL Off DEDFiuCK TYPE fiORINA DEPTH GRAVEL SANU (°o) 1JOUID LIMIT 1,0 PLASTICITY INUfX 1`-1 1 5 9.7 82.6 65 ay, shalev 10 8.1 111.8 sandy clay 2 5 12.7 111.2 shaley sandy 10 7.0 37 14 cla,stone 3 2 9.3 76.7 42 30 9 shaley sandy clay 5 11.2 87.3 sandy cla 15 16.0 112.5 5000 sandy clay ' 1