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HomeMy WebLinkAboutSubsoil Study for Foundation Design 03.25.16HEPWORTH-PAWLAK G EOTECHN ICAL SUBSOIL STUDY f-h:pwnrth -P,1wl il Gcurcdmica!, lnL .5020 County Road 154 Gl <.:nwtxxl Sprm i.:.~. C ol ,1r:1d,, 816(11 Phone 970 -94S -i988 F.t'( 970 .94;.845-t ~m :11!: hpgc n@hpgcorcch .com FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 30, PINYON MESA CLIFFROSE WAY GARFIELD COUNTY, COLORADO JOB N0.116 044A MARCH 25, 2016 PREPARED FOR: ROARING FORK LAND & HOME, INC. C/O JORDAN ARCHITECTURE ATTN: BRAD JORDAN POBOX1031 GLENWOOD SPRINGS, COLORADO 81602 brad iordanarchitect@gmail.com Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY ............................................................................ -1 - PROPOSED CONSTRUCTION .................................................................................... -1 - SITE CONDITIONS ........................................................... ,. .......................................... -2 - SUBSIDENCE POTENTIAL ......................................................................................... -2 - FIELD EXPLORATION ................................................................................................. -2 - SUBSURFACE CONDITIONS ...................................................................................... -3 - FOUNDATION BEARING CONDITIONS .................................................................. -4 - DESIGN RECOMMENDATIONS ................................................................................ -4 - FOUNDATIONS ........................................................................................................ -4 - FOUNDATION AND RETAINING W ALl...S ........................................................... -6 - FLOOR SLABS .......................................................................................................... -7 - UNDERDRAIN SYSTEM .......................................................................................... -8 - SURFACE DRAIN'AGE ............................................................................................. -8 - LIMIT A TIO NS ................................................................................................................ -9 - FIGURE I -LOCATION OF EXPLORATORY BORING FIGURE 2 -LOG OF EXPLORATORY BORING FIGURE 3 -LEGEND AND NOTES FIGURES 4 and 5 -SWELL-CONSOLIDATION TEST RESULTS TABLE I-SUMMARY OF LABORATORY TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot 30, Pinyon Mesa, Cliff Rose Way, Garfield County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Roaring Fork Land & Home, Inc. dated February 29, 2016. An exploratory boring was drilled to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell, and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths, and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations, and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed residence wiJI be a two story wood frame structure over a basement or crawlspace with an attached garage. The basement and garage floor will be slab-on- grade. Grading for the structure is assumed to be relatively minor with cut depths of about 3 to 10 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. Job No. 116 044A -2- SITE CONDITIONS The site was vacant at the time of our field exploration. The site slopes gently down to the west at grades of about 2 to 5%. It is bounded by developed residential lots to the north, east, and west and Cliff Rose Way to the south. Vegetation consists of scattered sagebrush, sparse grass, and weeds. The vegetation had been stripped on the southeast side of the lot. There may be minor fill due to overlot grading as part of the original subdivision development. SUBSIDENCE POTENTIAL Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the Pinyan Mesa development. These rocks are a sequence of gypsiferous shale. fine-grained sandstone and siltstone, some massive beds of gypsum, and limestone. There is a possibility that massive gypsum deposits associated with the Eagle Valley Evaporite underlie portions of the lot Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. During previous work in the area, sinkholes have been observed scattered throughout the lower Roaring Fork River Valley. Sinkholes were not observed in the immediate area of the subject lot. No evidence of cavities was encountered in the subsurface materials; however, the exploratory boring was relatively shallow, for foundation design only. Based on our present knowledge of the subsurface conditions at the site, it cannot be said for certain that sinkholes will not develop. The risk of future ground subsidence on Lot 30 throughout the service life of the proposed residence, in our opinion, is low; however, the owner should be made aware of the potential for sinkhole development. H further investigation of possible cavities in the bedrock below the site is desired, we should be contacted. FIELD EXPLORATION The field exploration for the project was conducted on March 4, 2016. An exploratory boring was drilled at the location shown on Figure I to evaluate the subsurface Job No. 116 044A -3- conditions. The boring was advanced with 4-inch diameter continuous flight augers powered by a truck-mounted CME-45B drill rig. The boring was logged by a representative of Hepworth-Pawlak Geotechnical, 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-1586. The penetration resistance values arc 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 Log of Exploratory Boring, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS A graphic log of the subsurface conditions encountered at the site is shown on Figure 2. The subsoils consist of about 15 feet of medium stiff to very stiff, slightly sandy clay and silt overlying very stiff to hard, slightly sandy silty clay, down to a depth of 30V2 feet. Underlying the clay, silty sand and gravel was encountered. down to the depth drilled of 41 feet. Laboratory testing performed on samples obtained from the boring included natural moisture content, density, and percent finer than sand size gradation analyses. Results of swell-consolidation testing performed on a relatively shallow undisturbed drive samples, presented on Figures 4 and 5, indicate low compressibility under light loading and moderate compressibility under increased loading after wetting. The sandy clay and silt sample from 5 feet showed a moderate collapse potential (settlement under constant load) when wetted. The clay sample from 20 feet deep, presented on Figure 5. showed a low swell potential when wetted. The laboratory testing is summarized in Table 1. No free water was encountered in the boring at the time of drilling and the subsoils were generally slightly moist. Job No. 116 044A -4- FOUNDATION BEARING CONDITIONS The clay and silt soils encountered at proposed foundation level tend to settle if they become wet. A shallow foundation placed on the upper silt and clay soils will have a risk of settlement if the soils become wet and care should be taken in the surface and subsurface drainage around the house to prevent the soils from becoming wet. It will be critical to the long term performance of the structure that the recommendations for surface drainage and subsurface drainage contained in this report be followed. If the bearing soils become wet, the amount of settlement will be related to the depth and extent of subsurface wetting. We expect initial settlements will be less than 1 inch. However, if wetting occurs, additional settlements of 2 inches or more could occur. Settlement in the event of subsurface wetting will likely cause building distress and some form of settlement mitigation should be used to support the house. Recommended forms of settlement mitigation include: deep compaction, a deep foundation such as piles or piers, or a heavily reinforced mat foundation. Piles or piers should extend to a depth below roughly 30 to 35 feet. A mat foundation should be heavily reinforced, on the order of 2 feet thick, and be designed by a structural engineer. If a deep foundation or mat foundation is desired, we should be contacted to provide further design recommendations. The low expansion potential measured on the clay sample from 20 feet is not typical of the upper bearing soils and should not impact the proposed shallow foundation. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory boring and the nature of the proposed construction, the building can be founded with spread footings bearing on a minimum 6 feet of compacted structura1 fill for a garage and crawlspace areas with a risk of settlement, particularly if the bearing soils become wet, accepted by the owner. Basement foundations should be placed on at least 3 feet of structural fill. Job No. 116 044A -5- Control of surface and subsurface runoff will be critical to the long-term performance of a shallow spread footing foundation system. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Crawlspace and garage footings placed on a minimum 6 feet of compacted structural fill and basement level footings placed on at least 3 feet of structural fill should be designed for an allowable bearing pressure of 1,200 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 settlement of 1 to 1 Yz inches could occur if the bearing soils become wet. A ~ increase in the allowable bearing pressure can be taken for toe pressure of eccentrically loaded footings. 2) The footings should have a minimum width of 20 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. 4) Continuous foundation walls should be heavily reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 14 feet. The foundation should be configured in a ''box like" shape to help resist differential movements. Foundation waUs 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) The topsoil and any loose or disturbed soils should be removed below the building area. The exposed soils in footing area should then be moistened and compacted. Structural fill should consist of low permeable soil compacted to at least 98% standard Proctor density within 2% of optimum moisture content. Job No. 116 044A -6- 6) 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 arc 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 ~ondition 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 fme-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 sutface 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 that retain more than 4 feet of soil. 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 io pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. Job No. 116 044A -7- 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 0.30. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 300 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on-site soils, exclusive of topsoil, can be used to support lightly loaded slab- on-grade construction with settlement risk similar to that described above in the event of wetting of the sub grade soils. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4-inch layer of relatively well graded sand and gravel such as road base should be placed beneath the garage slab to limit capillary moisture rise. This material should consist of minus 2-inch aggregate with at least 50% retained on the No. 4 sieve and less than 12% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site soils devoid of vegetation, topsoil and oversized rock. Job No. 116 044A -8- UNDERDRAIN SYSTEM Although groundwater was not encountered during our exploration, it has been our experience in local 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. Therefore, we recommend below-grade basement areas be protected from wetting by an underdrain system. The drain should also act to prevent buildup of hydrostatic pressures behind foundation walls. The underdrain system should consist of a drainpipe surrounded by free-draining granular material placed at the bottom of the wall backfill. The drain lines should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade, and sloped at a minimum 1 % grade to a suitable gravity outlet or drywell. Free-draining granular material used in the drain system 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. The drain gravel should be at least Ph feet deep. Void form below the foundation can act as a conduit for water flow. An impervious liner such as 20 mil PVC should be placed below the drain gravel in a trough shape and attached to the foundation wall above the void fonn with mastic to keep drain water from flowing beneath the wall and to other areas of the building. An underdrain should not be placed around shallow footing depth structures such as the garage and shallow crawlspace areas. SURFACE DRAINAGE It will be critical to the building perfonnance to keep the bearing soils dry. The following drainage precautions should be observed during construction and maintained at all times after the residence bas been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction . Job No. 116 044A -9- 2) Exterior backfiU should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free-draining wall backfill should be capped with at least 2 feet of the on- site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limi.ts of all backfill. 5) Landscaping which requires regular heavy irrigation should be located al 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 boring drilled at the location 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 boring and variations in the subsurface conditions may not become evident until excavation is perfonned. If conditions encountered during Job No. 116 044A -10- 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 infonnation. 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 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, HEPWORTH -PAWLAK GEOTECRNICAL, INC. Robyn C. Brown, P.E. Reviewed by: RCB/ksw Job No. 116 044A UTILITY EASEMENT --- -.. ,... ----- - - ------- - - - --- - ---- LOT29 LOT30 r------------., BUILDING SETBACK LINE BORING 1 • L------------.J APPROXIMATE SCALE 1• = 20' LOT31 -------~~~------~~-------------~----....._~--~~~- CUFFROSE WAY 116 044A ce''8ech LOCATION OF EXPLORATORY BORING Figure 1 Heoworlh-Povrlak Geotechnlcol BORING 1 0 0 8/12 WC=5 .7 00=91 -200:76 5 16/12 5 WC•5.8 0Da87 10 15/12 10 WC •7.2 00-100 ·200::90 15 18/12 15 WC::7,4 00•103 -200=91 1i ~ u. ~ 20 20 I 20/12 .r. WC•7.0 a t3 Cl) 00=101 c 25 20/12 25 WC=7.6 00•108 -200=85 30 45/12 30 35 45/12 35 40 58/12 40 NOTE: Explanation of symbols is shown on Figure 3. 116 044A LOG OF EXPLORATORY BORING Figure 2 LEGEND: CLAY AND SILT (CL-ML); slightly sandy to sandy, medium stiff to very stiff, slightly moist, light brown, slighUy calcareous. 8/12 NOTES: CLAY (CL): silty, sandy, very stiff to hard, slightly moist, light brown, slightly calcareous. SAND AND GRAVEL (SM-GM); silly, with scattered cobbles, dense, slightly moist, brown. Relatively undisturbed drive sample ; 2-lnch 1.0. California liner sample. Drive sample blow count; indicates th at a blows of a 140 pound hammer failing 30 inches were requ ired to drive the California sampler 12 inches. 1. The exploratory boring was drilled on March 4, 2016 with a 4-inch diameter continuous flight power auger. 2. The exploratory boring location was measured approximately by pacing from features shown on the site plan provided . 3. The exploratory boring elevation was not measured and the log of exploratory boring is drawn to depth _ 4. The exploratory boring location should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring log represent the approximate boundaries between material types and transitions may be gradual. 6. No free waler was encountered in the boring at the time of drilling . Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcij -200 = Percent passing the No . 200 sieve 116 044A LEGEND AND NOTES Figure 3 Moisture Content = 5.8 percent Dry Density = 87 pct Sample of: Sandy Clay and Silt From: Boring 1 at 5 Feet 0 -r--. r-~'""' 1'1 l 1 Compression l..--' 7 .... upon ~ 2 ~ ~"" "" wett ing ~ l l/ !.."" c: 0 ·c;; In 3 Q) ..... Cl. E 8 4 5 p 6 \ \ 7 1 B I\ 9 \ ' 11 10 \ \ 11 12 \ , 'b 13 0.1 1.0 10 100 APPLIED PRESSURE -ksf 116 044A G~ HEPWORn+PAWLAK GEOTECHNICAL SWELL-CONSOLIDATION TEST RESULTS Figure 4 Moisture Content = 7.2 percent Dry Density = 100 pcf 0 Sample of: Sandy Clay and Silt ' From: Boring 1 at 1 O Feet 1 \ ~ ~ 2 ' \ "' D I\ I\ No movement !'-.... r-. upon 3 r.... "wetting ?fl. c: \ 0 'ii) U) 4 ~ 0.. ~ \ (.) 5 ' iD 6 0.1 1.0 10 100 APPLIED PRESSURE -ksf Moisture Content = 7.0 percent Dry Density = 100 pcf Sample of: Sandy, Silty Clay ?fl. From: Boring 1 at 20 Feet c:: 1 .Q (~ U) c:: cu ' " 0.. 0 i.ri ~ l~ I c:: 0 [\ "ii) 1 U) Ql Expansion Ll ..... a. E upon 0 wetting (.J 2 0.1 1.0 10 100 APPLIED PRESSURE -ksf 116 044A ~ SWELL-CONSOLIDATION TEST RESULTS Figure 5 HEPWORTl+PAWLAK GEOTECHNICAI. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 Job No. 116 044A SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL NATURAL GRADATION ATTERBERG LIMITS UNCONFINED PERCENT MOISTURE DRY GRAVEL SAND PASSING LIQUID PLASTIC COMPRESSIVE SOIL OR BORING DEPTH CONTENT DENSITY N0.200 LIMIT INDEX STRENGTH BEDROCK TYPE (%) ('Ai) SIEVE (ft) 1%) (pcf) (o/o} (%) (PSF) 1 2~ 5.7 91 76 Sandy Clayey Silt 5 5.8 87 Sandy Clay and Silt 10 7.2 100 90 Sandy Clay and Silt 15 7.4 103 91 Sandy Clayey Silt 20 7.0 101 Sandy Silty Clay 25 7.6 108 85 Sandy Silty Clay :.J,., .... _.\'i...lt:-.::: , ff"1 ,~·1«'~i.,,-:, frQl ""rt<:15 !11,!J,1 0. •.;10.?i;; .. i-'~ lCT tlNI conts't:JI CJ! .1'"16••(1.11~ ·~l';3:1 . .._.,,.._ • J ':f>I}-,.,-·1, -·,~-: ,.•,f"=-._t /CJ lJt! be OJN..;..·'tM:!-f.J to1 <f\>I' 't' •1t"',·n1.·fJ•1 ..,nit ··11/i• ~} Mf 1f.'i1•1 (hr. 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