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HomeMy WebLinkAboutSoils Report 05.19.2017H-P�KUMAR Geotechnical Engineering j Engineering Geology Materials Testing 1 Environmental 5020 County Road 154 Glenwood Springs, CO 81601 Phone: (970) 945-7988 Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com RECEIVED tO GARFIELD G LoP �K OUtrri cot��UKt Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 26, SPRINGRIDGE RESERVE SOPRIS WAY, GARFIELD COUNTY COLORADO PROJECT NO. 17-7-298 MAY 19, 2017 PREPARED FOR: DESIGN SOURCE BUILD ATTN: SLAWEK WOJCIUCH P. O.BOXD ASPEN, COLORADO 81612 slawek@designsourcebuild.com TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY - 1 - PROPOSED CONSTRUCTION - 1 SITE CONDITIONS - 1 - FIELD EXPLORATION - 2 - SUBSURFACE CONDITIONS - 2 - DESIGN RECOMMENDATIONS - 3 - FOUNDATIONS - 3 - FOUNDATION AND RETAINING WALLS - 4 - FLOOR SLABS - 5 - UNDERDRAIN SYSTEM - 6 - SURFACE DRAINAGE - 6 - LIMITATIONS - 7 - FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 AND 5 - SWELL -CONSOLIDATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS H-P3/4KUMAR Project No. 17-7-298 963- L- Ll'oNloarald look!) mg Jnowoo aq) umoqs s! XgcluaSodo) ui1siX qj 1D0.1 06E19 puu 1aaj c9C9 Inogu uaam)ag jo uopunala ur in sag am aqi lunoun s! luawdolaAap pasodoid at!) 'Spam° SNOLLIGNO3 ans .)Jodal sup u! paumuoa suoprpuatuumai aq) ainninAa-alo paupou ag molls am `2Aoqu pagposap °soy woJj (llueou!u2!s affunqo surid 2u!peJS Jo `uo!)nool `s2u!pro! 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The slope across the development area is moderate to strong down to the northeast with the upper southwest portion of the lot around 15% and the lower northeast portion of the lot around 2% to 10%. The vegetation on the site consists of native grass. FIELD EXPLORATION The field exploration for the project was conducted on May 4, 2017. Two exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. The borings were advanced with 4 -inch diameter continuous flight augers powered by a truck- mounted CME -45B drill rig. The borings were logged by a representative of FI-P/Kumar. Samples of the subsoils were taken with 1% inch 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 ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils and hardness of the bedrock. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 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 Figure 2. The subsoils, below about I foot of organic topsoil, consist of about 37 feet of reddish brown sandy silty clay overlying sandstone bedrock of the Maroon Formation. The upper 3 to 4 feet of the sandstone bedrock was weathered. A 12 -foot -thick layer of brown silt and clay with sand was encountered above the sandy silty clay in Boring 2. Laboratory testing performed on samples obtained from the borings included natural moisture content and density, and percent of material smaller than sand size gradation analysis. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the sandy clay soils, presented on Figure 4, indicate low to moderate compressibility under conditions of H-PkKUMAR Project No. 17-7-298 - 3 - loading and wetting. One sample from 5 feet in Boring 1 showed a moderate expansion potential when wetted under a constant light surcharge. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. 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. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural clay soils should be designed for an allowable bearing pressure of 1,500 psf. Based on experience, we expect settlement/heave of footings designed and constructed as discussed in this section will be about 1 inch or less. There could be some heave if the bearing soils in the lower part of the site were to become wetted. The magnitude of the heave would depend on the depth and extent of the wetting but may be on the order of 1/2 to 1 inch. We should further evaluate the subgrade clay soils at the time of construction. 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 soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below exterior grade is typically used in this area. 1-1-P%KUMAR Project No. 17-7-298 -4- 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 14 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) All existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the relatively stiff natural soils. The exposed soils in footing area should then be moistened and compacted. b) A representative of the geotechnical engineer should observe all footing excavations 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 at least 55 pcf for backfill consisting of the on-site fine-grained soils. 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 at least 45 pcf for backfill consisting of the on-site fine-grained soils. 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. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care H-PEINMAR Project No. 17-7-298 86Z -L -L . 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UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in areas where clay soils are present that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace 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 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 11/2 feet deep and be covered by filter fabric such as Mirafi 140N. 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 areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. H-PaEKUMAR Project No. 17-7-298 -7- 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 all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. Consideration should be given to use of xeriscape to reduce the potential for wetting of soils below the building caused by irrigation. 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 express 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 Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified 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 field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis H-PtKUMAR Project No, 17.7-798 -8-• 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. Respectfully Submitted, H -P KUMAR yodA Robert L. Duran, Staff Engineer Reviewed by: Daniel E. Hardin, P.E. RLD/kac 24443 Zi -TA 5-19111-r..,, 1^Ysti H-P*KUMAR Project No. 17-7-298 "N. '`, .N.,.. ..• ••. • \ ',.. •• \ . , 1 / — ----- N 1 \ \,, N \ \ \ \ \ \ \ \ •,, H \ \ \ \ \ '..\ . ,. _•.,. 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N.e \ ..,, \ .11 „ 00, Orb,06 N •:-:::4:.:4 \ N•, :.., -. ---------- ..,:...,, •:.:!:!' :., '•7:4.-----... _..."-- :••• AVM SINOdS APPROXIMATE SCALE- FEET LOCATION OF EXPLORATORY BORINGS 8 a. OZ) r••••- 1--•• •••••• • 11.1441..4.1.404C144...m., 044...S Vxt - KlAn.1,4444. • 44.,flt Z -6u SDWWO9 AlIO1VIOldlC3 JO 5001 dYWNIgtd-H ELCVATION—FLET P F 1 F 1 S @ & k 1 @ i i 01 P P De P P P PcroP OF P 4 4 W 4 4 4 M 4 4 4 4 4 4 N 4 Is A ♦ fr1.14 01 P V V OE P N 0 W 0 N 0 P 1] P 01 P C dr \ 1 1 ♦ • ♦ ♦ ♦ ♦ ♦ ♦ • m P a 4 it o I4m S ♦ l • l \ • • ♦ \ \ ♦ t • IM Ell $1Z gXre aN t . ♦ .4 -. - \ -. i • 1 • -44 ti ♦ i 1 1 ♦`� p� -w�\ is •Y Y l 4 L �i I w $t`n^N gw g "M e. A rr [It 1 L. c, c .a,.. ._3 a .1 1 1 t p a 1 LJ i ELEVATIOII—FEET LLF04w w w 01 42▪ ! n u n '0 rm 0 a mE oil f LEGEND 2,4 7 / —7 TOPSOIL; ORGANIC SANDY SILT AND CLAY, SOFT, MOIST, DARK BROWN. SILT AND CLAY (CL—ML), SANDY, VERY STIFF, SLIGHTLY MOIST TO MOIST, BROWN, CALCAREOUS. CLAY (CL), SILTY, SANDY, STIFF TO VERY STIFF, SLIGHTLY MOIST TO MOIST, REDDISH BROWN, CALCAREOUS. WEATHERED SANDSTONE, HARO, SLIGHTLY MOIST, RED. 1 SANDSTONE, HARD, SLIGHTLY MOIST, RED. RELATIVELY UNDISTURBED DRIVE SAMPLE; 2—INCH I.D. CALIFORNIA UNER SAMPLE. DRIVE SAMPLE; STANDARD PENEIRATION TEST (SPT), 1 3/5 INCH I.D. SPLIT SPOON SAMPLE, ASTM 0-1586. 111 26/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 26 BLOWS OF A 140—POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE CALIFORNIA OR SPT SAMPLER 12 INCHES. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON MAY 4, 2017 WITH A 4—INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3, THE ELEVATIONS OF THE 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 UNES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING. 7. LABORAIORY TEST RESULTS: WC = WATER CONTENT (X) (ASTM 0 2216); OD = DRY DENSITY (pci) (ASTM 0 2216); —200 = PERCENTAGE PASSING N0. 200 SIEVE (ASTM 0 1140). 17-7-298 H-Pk4KUMAR LEGEND AND NOTES Fig. 3 SAMPLE OF: Sandy Silty Clay FROM: Boring 1 0 5' WC = 8.2 %, DD = 116 pef Z 0 a MI I -L Z W F• W W > M 0 Z EXPANSION UNDER CONSTANT PRESSURE UPON WETTING ��1 I } � i I ' F � I 6 �s i ; 3 id dilit 1 0 (%) 113MS - NOI1VOI1OSNO3 a a APPLIED PRESSURE - I[Sr SAMPLE OF: Sandy Silty Clay FROM: Boring 1 0 15' WC = 11.3 %. DD = 111 pcf Z 0 a MI I -L Z W F• W W > M 0 Z ��1 I } � i I ' F � I 6 �s i ; 3 id dilit 0 (X) 113MS - NOILV I1OSNOO s 0 APPLIED PRESSURE - KSI th SWELL -CONSOLIDATION TEST RESULTS cJ O1 CV I r. &inn w re-iR+++ .0►.. ■"`iy &4C peri fKk-L14�RH` M myna. - Rex 'u S11fS38 IS31 N011d©IlOSNO0—T13MS i��d Ifl)I d -H 96Z —L—LI *01 o>; J531 310fSS3dd 0111ddY 0.1 1• P1 01 4SM - 91lf15S3L1d UM NOdf1 JNl113M 1N3013A0N! ON i_._ I . .. �p eix.-....+., >, Ir M -ripI I. '1N. pd L E l = 00 '! 9'£ E = 0M ,0z 0 z 5u1ioe :11084 ADD Pup MS APuoS :30 31dINVS rt 1 .. _ P1 01 4SM - 91lf15S3L1d UM dd0 0-1 " 1 1 ~'r 9NI113M NOdfl 1N3IN3A0W ON (•-''te [ - 1od 601 .= aa '46 e'S i = OM .01 0 z 6upo8 :NM ADD Pup $IHS APuDS :40 31dN!VS -- — 0 - £-- z- 0 NOI1V0110SN00 NOIIYOIl0SNOD H-P�KUMAR TABLE 1 SUMMARY OF LABORATORY TEST RESULTS Project No.17-7-298 SAMPLE LOCATION NATURAL NATURAL DRY DENSITY (pc) GRADATION ATTERBERG LIMITS) SOIL TYPE BORING DEPTH (ft) MOISTURE CONTENT (%) GRAVEL (%) SAND (%) — PERCENT PASSING NO. 200 SIEVE UI LIMMITIT (%) PLASTIC INDEX (%} UNCONFINED COMPRESSIVE STRENGTH (PSF) _ 1 2.5 7.9 111 Sandy Silty Clay 5 8.2 116 Sandy Silty Clay 10 10.5 119 85 Sandy Silty Clay 15 11.3 111 Sandy Silty Clay 2 5 8.0 107 Silt and Clay 10 15.8 109Sandy Silt and Clay 15 10.3 120 68 Sandy Silty Clay 20 13.6 117 Sandy Silty Clay 1 1 -