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H P llcpworlh- Pawlak Geotcchnical, Inc. GeOt Vl 1 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone 970- 945.7988 Fax: 970-945-8454 September 11, 2000 hpgeo©hpgeotech.com Andrew McCleery 1601 Riverside Drive Glenwood Springs, Colorado 81601 Job No. 100 657 Subject: Observation of Excavation, Proposed Residence, Lot 10, Sierra Pinon, 0378 Rio Seco Road, Garfield County, Colorado. Dear Mr. McCleery: As requested, a representative of Hepworth - Pawlak Geotechnical, Inc. observed the excavation at the subject site on August 31, 2000 to evaluate the soils exposed for foundation support. The findings of our work and recommendations for the foundation design are presented in this report. The work was done in accordance with our agreement for geotechnical engineering services to you, dated August 11, 2000. The proposed residence will consist of a single story wood frame structure over a basement level. The attached garage and basement floors will be slab -on- grade. At the tithe of our visit to the site, the foundation excavation had been cut in one level from 6 to 9 feet below the adjacent ground surface. Two pits had been excavated to the north and south of the building excavation to a depth of 3 feet. The soils exposed in the bottom of the west end of the excavation and the pits consisted of very stiff clay and sand. Weathered fine sandstone was exposed at the bottom of the remaining excavation area. About 1 foot of topsoil overlies the clay and sand. Results of swell- consolidation testing performed on a sample of the clay and sand taken from the site, shown on Fig. 1, indicate the soils have low to moderate compressibility under conditions of loading and wetting. No free water was encountered in the excavation and the soils were slightly moist. Considering the conditions exposed in the excavation and the nature of the proposed construction, spread footings placed on the undisturbed natural soil and weathered sandstone designed for an allowable soil bearing pressure of 2,000 nsf should be adequate for support of the proposed residence. There could be some post- construction settlement of the foundation if the bearing soils become wet. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils in footing areas should be removed and the bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate soil cover above their bearing elevations for frost protection. Continuous foundation walls should be reinforced top and bottom to span Local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at lest 50 pcf for on -site soil as backfill. A perimeter foundation • Andrew McCleery September 11, 2000 Page2 drain should be provided to prevent temporary buildup of hydrostatic pressure behind the walls and prevent wetting of the lower level. Structural fill placed within floor slab areas can consist of the on -site soils compacted to at least 95 % of standard Proctor density at a moisture content near optimum. Backfill placed around the structure should be compacted and the surface graded to prevent ponding within at least 10 feet of the building. The recommendations submitted in this letter are based on our observation of the soils exposed within the foundation excavation and do not include subsurface exploration to evaluate the subsurface conditions within the loaded depth of foundation influence. This study is based on the assumption that soils beneath the footings have equal or better support than those exposed. The risk of foundation movement may be greater than indicated in this report because of possible variations in the subsurface conditions. In order to reveal the nature and extent of variations in the subsurface conditions below the excavation, drilling would be required. It is possible the data obtained by subsurface exploration could change the recommendations contained in this letter. If there are any questions or if we may be of further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Jordy Z. Adam r., .E /, i ;. / • 91136 A. Rev. by: SLP t t ' ° t c a % S� ,.�' JZA /tl attachment cc: Kurtz and Associates - Attn: Brian Kurtz H -P GEOTECH 0 HEPWORTH- PAWLAK GEOTECHNICAL, INC. TABLE I PERCOLATION TEST RESULTS JOB NO. 100 657 HOLE N0. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE (INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION (MIN) INTERVAL INTERVAL LEVEL RATE (INCHES) (INCHES) (INCHES) (MIN. /INCH) P -1 36 15 8 7 1 7 6 1 1/2 6Y 5Y 1 water added 9 % 9 3/4 9 8 Y 3/4 8 7 % 1/2 7 % 7'% 1/2 30 P -2 50 15 10 8 '/a 1 1 8Y 7 1' /s 7 5% 1'% 5 Y 4 '/ 1 Y 4'/ 3 1 A 3 2 1 2 1 1 15 P -3 39 15 9 7' 1 Y 7 ' 7 3/4 7 6 y. 3/4 6'/ 5° 1/2 5 ' 5 3/4 5 4 Y 1/2 4'h 4 1/2 30 Note: Percolation test holes were dug in the bottom of backhoe pits and soaked by the client prior to our testing. Percolation testing was conducted on October 13, 2000. The average percolation rate was based on the last two readings of each test. G rand'Jtznct i on Pipe & Supply Company � 2 8681 -70 Business Loop • P.O. Box 1849 • Grand Junction, Colorado 81502 • 970 / 243 -4604 pups An E41r;i1 0ppor tuni ty Ereploysr C'arbondekl e; Misr SALE.`:: Of;05 k # ## tS4-4-I Li 2. 1 1'/ c-g 'NAY Terms: All Charge Accounts are due and payable 30 days after date of invoice. Discounts as shown in the discount column are allowed only if accounts are paid in full, by the date below, and if there is no balance past due. No discounts are allowed on sales tax or delivery charges. FINANCE CHARGE: Past due accounts are subject to INTEREST at the RATE of 1 1/2 PERCENT PER MONTH (18% PER ANNUM) applied to the principal monthly plus any costs of collection, including reasonable attorney's lees. :ONION C0N9A RUC) 1011 0318 RIO f>C0 f>((0 RD SOLD ,.p. WOX P SHIP c ;7LT (Of F" 11FY 1-101 1OW To: To: JAMES 61P -3 9/ :A 1I1 . N '�� U o \ r r i 1 ��Fir.I E . g CO 016',Q ,t.iluall.' 1:n''IEL'A )r. 1` ° ' �I �§uz€ ` 1 :, p'... ' � J a:'J. ... 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