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Home My WebLink AboutGSA Map Change Request - Buffehr Creek Lot 1 - Geotechnical Investigation 2012 � KOECHLE�N CONSIILTING ENGIN�ERS, YNC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS (��//\+'�'�,��/j} Received Tnl^l^I oC�f�ll/ ByLynneCampbellat11:49am,May03,2013 UVV�V if P IL GEOTECHN�CAL INVESTIGATION I PROPOSED WELTNER RESIDENCE LOT 1 ELENI ZNEIMER SUBDIVISION VAIL, COLORADO O L/ /� a�du•��`' !' vo�f��q. �°. . � '� '� , ,. _,� � 1'�.,�7�23�IZ �a�p�► � Prepared for: Doug Weltner CoIliers International 4520 Main Street, Suite 1000 � Kansas City,MO 64111 Job No. 12-020 July 23, 2012 12364!1'est AlarlieAu Prlcwy.,st�,re rro,l.akert�ood, CO 80228(303)9�49-1223 � i 1 July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. I 7obNo.12-020 Co�asulting Geotechnicn7 Errgineers TABLE OF CONTENTS SCOPE 1 EXECUTIVE SUMMARY 2 SITE CONDITIONS 3 PROPOSED CONSTRUCTION 4 GEOLOGIC HAZARDS INVESTIGATION 5 IN VESTIGATION 5 SUBSURFACE CONDITIONS 6 RADON 7 � MOLD 8 GROUND WATER 8 EXCAVATIONS 9 SHORING 9 FOLINDATIONS 10 FLOOR SLABS 12 FOUNDATION DRAINAGE 14 LATERAL WALL LOADS 14 RETAINING WALLS 15 SURFACE DRAINAGE 16 IRRIGATION 17 COMPACTED FILL 18 LIMITATIONS 19 VICINITY MAP Fig. 1 LOCATIONS OF EXPLORATORY BORINGS Fig. 2 LOGS OF EXPLORATORY BORINGS Fig. 3 � LEGEND OF EXPLORATORY BORINGS Fig. 4 GRADATION TEST RESULTS Figs. 5 and 6 SWELL-CONSOLIDATION TEST RESULTS Fig. 7 TYPICAL WALL DRAIN DETAIL Fig. 8 SUMMARY OF LABORATORY TEST RESULTS Table I � i i i July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo.12-020 Cof:sirltirrg Geotechnical E�zgineers SCOPE This report is a revision of the report prepared for Job No. OS-166, dated October 5, 2005. The report was prepared for the previous owner of Lot 1. This report presents the results of a geotechnical investigation for the proposed residence to be located on Lot 1 in the Eleni Zneimer Subdivision in Vail, Colorado. The approximate site location is shown on the Vicinity Map, Fig. 1. The purpose of this investigation was to evaluate the subsurface conditions at the site and to provide geotechnical recoinmendations for the � proposed residence. This repoi�t includes descriptions of subsurface soil, bedrocic, and ground water conditions encountered in the exploratory borings and recommendations for foundation systems, allowable bearing capacity, and design and construction criteria. This report was prepared from data developed during our field and laboratory investigations and our experience with similar projects and subsurface conditions in the area. I The recommendations presented in this report are based on the Scott S. � Turnipseed, AIA Architectural Plans dated 5-17-12 and the Structural Plans dated 5-30- �� 12 prepared for the proposed residence. In addition, our recommendations are based on � the residence being constructed on the lot at the location indicated on the Locations of I Exploratory Borings, Fig. 2. A summary of our findings and conclusions is presented in i the following paragraphs. � i July 23,2012 ICOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Cor:sultirig Geolechnical Errgineers EXECUTIVE SUMMARY 1. The subsurface conditions encountered in the exploratory borings varied across the site. The subsurface conditions encountered in exploratory boring TH-1 consisted of very dense, gravelly, clayey sand to a depth of 18.5 feet. Underlying the gravelly, clayey sand, to the maximum depth explored of 23.0 feet, the subsurface conditions consisted of very hard � sandstone bedrocic. Practical drill rig refusal in sandstone bedrocic was encountered at a depth of 23.0 feet in boring TH-1. The subsurface conditions encountered in exploratory borings TH-2 and TH-3 consisted of approximately 1.0 foot of topsoil overlying stiff to hard, sandy, gravelly clay to a depth of 22.0 feet in boring TH-2, and the maximum depth explored of 14.0 feet in boring TH-3. Underlying the sandy, gravelly clay in boring TH-2, to the maximum depth explored of 35.0 feet, the subsurface conditions consisted of veiy dense, gravelly, clayey sand. Practical drill rig refusal on sandstone bedrocic was encountered in exploratory boring TH-3 at a depth of 14.0 feet. Laboratory test results indicate that the natural, sandy, clay has low swell potential. 2. At the time of this investigation, no free ground water was encountered in any of the exploratory borings to the maximum depth explored of 35.0 feet. 3. We anticipate that the subsurface conditions at the proposed foundation elevation will consist of gravelly, clayey sand; sandy, gravelly clay; or sandstone bedrock. In our opinion, the gravelly, clayey sand; sandy, � gravelly clay; or sandstone bedrocic will support spread footings for the proposed residence. However, if both soil and bedrocic are encountered within the foundation excavations for the residence, special precautions should be followed. Refer to the FOLJNDATIONS section of this report for more details. 4. The subsurface conditions encountered at the proposed floor slab elevations could consist of natural, gravelly, clayey sand; sandy, gravelly i clay; or sandstone. In our opinion, slabs-on-grade may be constructed on the natural, gravelly, clayey sand; sandy, gravelly clay; or sandstone with a low rislc of movement. Refer to the FLOOR SLABS section of this report for more details. � i 2 � i � July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 � Consultirtg Geotechnical Errgi�ieers 5. Open cuts and excavations require precautions as outlined in this report in order to maintain the stability of slopes and sides of excavations. Refer to the EXCAVATION section of this repoi�t for additional details. 6. Because cobbles and very hard sandstone were encountered at this site, heavy-duty excavation equipment may be required to complete the required excavations. If encountered, pockets of very hard sandstone may require blasting or chiseling in order to complete the necessary excavations. Refer to the EXCAVATIONS section of this report for additional details. 7. Due to the anticipated depth of excavation along the north side of the proposed residence, shoring of the excavation will be required. Refer to the SHORING section of this report for additional details. 8. Drainage around the residence should be designed and constructed to provide for rapid removal of surface runoff and avoid concentration of water adjacent to foundation walls. Refer to the FOIJNDATION DRAINAGE section of this report for additional details. 9. The potential for radon gas is a concern in the area. Building design should include ventilation systems for below grade areas such as crawl spaces and basements. Refer to the RADON section of this report for additional details. 10. The potential for mold is a concern. We recommend that the contractor and/or owner contact a professional Industrial Hygienist for specific � recommendations on how to prevent and/or mitigate mold. Refer to the MOLD section of this report for additional details. SITE CONDITIONS The proposed residence will be located on Lot 1 in the Eleni Zneimer Subdivision in Vail, Colorado. Access to the lot will be from the east and a new driveway that will branch off from Buffehr Creelc Road. At the time of the preparation of this repoi�t, the lot 3 i � July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Consulti�zg Geotecl�rrical Engirreers was undeveloped. Vacant land borders the site to the north and east. Bordering the site to the west is a residence on Lot 2, existing retaining walls, and the driveway used to access Lots 2 through 6 of the same subdivision. Bordering the site to the south is Buffehr Creelc Road. Topography of the lot slopes steeply down towards the south at an approximate grade of 42 percent. Vegetation on the lot consists of grasses, weeds, shrubs, and aspen trees. PROPOSED CONSTRUCTION Based on the plans prepared by Scott S. Turnipseed, AIA, a single family residence with three levels will be constructed on the lot. The finished floor elevation for the lower level will be 8282, main level will be 8295, and the upper level will be 8307. � The proposed residence will be of wood frame construction with cast-in-place concrete foundations and slab-on-grade floors. Portions of the residence will be constructed with crawl spaces. The plans indicate that a two tiered boulder retaining wall will be constructed on the north side of the proposed driveway and a single tiered boulder retaining wall will be constructed on the south side of the proposed driveway. Boulder retaining walls are also planned for the patio. In addition to the boulder retaining walls, a soil nailed retaining wall, measuring approximately 130 feet in length, is planned north of the proposed residence. The maximum height of the boulder retaining walls and soil i nailed retaining wall is 6 feet. We anticipate that excavations up to 30 feet may be ( 4 July 23,2012 ICOECHLEIN CONSULTING ENGINEERS,INC. ; JobNo. 12-020 Consarlti�rg Geotechrtical Engi�reers � required for construction of the proposed residence. In addition, cuts up to 6 feet and fills up to 6 feet may be required for the construction of the driveway. Access to the proposed residence will be from Buffehr Creek Road southeast of the proposed building site. A proposed driveway is planned to extend from Buffehr Creelc Road to the proposed residence. Maximum column and wall loads are assulned to be those normally associated with residential structures. GEOLOGIC HAZARDS INVESTIGATION A geologic hazards investigation was outside the scope of this investigation. Based on the plans Ai�t Mears,P.E., Inc evaluated geologic hazards for the Lot 1. 1NVESTIGATION Subsurface conditions at this site were investigated on September 19, 2005 by drilling three exploiatoiy borings with a four-inch diameter, continuous flight, solid stem � power auger mounted on a traciced drill rig at the approximate locations shown on the Locations of Exploratory Borings, Fig. 2. Initially, we planned to drill four exploratory I borings. However, due to the steep topography of the lot, and the presence of a large � growth of Aspen trees, access to boring locations was extremely limited. This investigation was conducted for the previous owner of Lot 1. ; I I 5 � July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Consarlting Geotechnical Engineers An engineer from our office was on the site to observe the drilling of the exploratory borings and visually classify and document the subsurface soil, bedrocic and ground water conditions. A description of the subsurface soils and bedrock observed in the exploratory borings is shown on the Logs of Exploratory Borings, Fig. 3; and on the Legend of Exploratory Borings,Fig. 4. Representative soil samples obtained from the exploratory borings were tested in our laboratory in order to determine their natural moisture content, gradation propei�ties and sweil-consolidation potential. The results of the laboratory tests are presented on the Logs of Exploratory Borings, Fig. 3; on the Gradation Test Results, Figs. 5 and 6; on the Swell-Consolidation Test Results, Fig. 7; and on the Summary of Laboratory Test Results, Table I. SUBSURFACE CONDITIONS The subsurface conditions encountered in the exploratory borings varied across � the site. The subsurface conditions encountered in exploratory boring TH-1 consisted of red-brown, dry to moist, very dense, gravelly, clayey sand with scattered cobbles to a depth of 18.5 feet. Underlying the gravelly, clayey sand with scattered cobbles to the maximum depth explored of 23A feet, the subsurface conditions consisted of red-brown, dry, very hard sandstone bedrocic. Practical drill rig refusal in sandstone bedrock was encountered at a depth of 23.0 feet in boring TH-1. The subsurface conditions ( 6 i I i I July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Coitsa�lti�zg Geotech�iical Errgineers � ( encountered in exploratory borings TH-2 and TH-3 consisted of approximately 1.0 foot of topsoil overlying red-brown, white, green, slightly moist to veiy moist, stiff to hard, sandy, gravelly clay with scattered cobbles to a depth of 22.0 feet in boring TH-2 and the maximum depth explored of 14.0 feet in boring TH-3. Practical drill rig refusal on sandstone bedrocic was encountered at a depth of 14.0 feet in boring TH-3. Underlying the sandy, gravelly clay with scattered cobbles in boring TH-2, to the maximum depth explored of 35.0 feet, the subsurface conditions consisted of the red-brown, moist, very dense gravelly, clayey sand with scattered cobbles. Laboratory test results indicated that the sandy, gravelly clay has low swell potential. I At the time of this investigation, no free ground water was encountered in any of ( the exploratory borings to the maximum depth explored of 35.0 feet. RADON � In recent yeais, radon gas has become a concern. Radon gas is a colorless, I odorless gas that is produced by the decay of minerals in soil and rock. The potential for � radon gas in the subsurface strata of mountain terrain is likely. Since excavations for lower levels in the residence are anticipated, we suggest that the building be designed with ventilation for below grade areas. � I � I i July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Consislting Ceotechnictrl Engirreers MOLD Mold tends to grow in areas that are darlc and damp, such as crawlspaces, below grade areas, or bathrooms. Recommendations for mold prevention, mitigation, or remediation are outside the scope of this investigation. We recommend that the contractor and/or owner contact a professional Industrial Hygienist to provide specific recommendations for the prevention and/or remediation of mold. GROi1ND WATER At the time of this investigation, no free ground water was encountered in any of the exploratory borings to the maximum depth explored of 35.0 feet. Therefore, we do not anticipate that ground water will affect construction of the proposed residence. However, our investigation was performed during a dry time of the year. It is possible � that ground water may be encountered during wetter times of the year. If ground water is encountered within excavations for the proposed residence, the ground water can j � typically be controlled by shallow trenches on the outside of the foundation for the � I � residence. The shallow trenches should be sloped down to a sump pit, where the water i i can be removed by pumping or to a gravity outlet. If ground water is encountered within i the excavation for the residence, we must be contacted to provide speci�c recommendations at that time. I s July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. l2-020 Coxsu/ti�ig Geotech�Jicnl Ertgineers EXCAVATIONS We anticipate that excavations up to 30 feet in depth may be required for construction of the proposed residence. Because cobbles and very hard sandstone were encountered in the exploratoiy borings, it is our opinion that heavy-duty construction equipinent may be required to complete the necessary excavations at this site. The sandstone bedrock may require chiseling or blasting to complete the necessary excavations. Care needs to be exercised during construction so that the excavation slopes remain stable. The subsurface soils, which consisted of the gravelly, clayey sand and sandy, gravelly clay, classify as Type B soils in accordance with OSHA regulations. Weathered sandstone classifies as Type A soils in accordance with OSHA regulations. Hard sandstone classifies as Stable Rock in accordance with OSHA regulations. OSHA regiilations should be followed in all excavations and cuts. SHORING Due to the anticipated depth of excavation along the noi-th side of the proposed residence, shoring of the excavation will be required. We recommend a contractor specializing in shoring be contacted for design recommendations and construction of the � shoring. 9 July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Consirlting Geotechriicnl Er:gineers FOUNDATIONS The subsurface conditions at the proposed foundation elevations may consist of the gravelly, clayey sand, sandy, gravelly clay, or sandstone bedrocic. We anticipate that sandstone bedrocic could be encountered in the north side of the excavation for the residence. Because the bedrocic is very hard and unyielding, spread footings consh�ucted on a combination of soil and bedrocic could experience differential movement of approximately 1 to 2 inches. In order to reduce the rislc of differential movement between spread footing elements, special design and construction techniques could be used. One technique that could be used to reduce the rislc of differential movement is to design the foundation using varying maximum allowable bearing pressures. Another alternative is to overexcavate the bedrocic and soils below the proposed foundation and construct a geosynthetic-reinforced structural fill below the entire building footprint. The � foundation may then be designed using a uniform maximum allowable bearing pressure. While this technique does not eliminate the risk of differential movement, it will reduce � the amount of differential movement if it occurs. If the owner is not willing to accept the rislc of differential movement between the foundation elements, then the foundation system should be constructed entirely on the sandstone bedrocic or on a deep foundation system. If the owner chooses to support the proposed residence on a deep foundation system, we should be contacted for additional recommendations. 10 I � I i i July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Cor:sirlting Geotecl7r:ical Er�gineers � If the owner is willing to accept the rislc of differential movement, then the ' foundation may be consttucted on a combination of natural soils and bedrock. We recommend the following design and construction criteria for foundations bearing on a combination of natural soils and bedrock. 1. Footings may be supported by the natural, gravelly, clayey sand; sandy, gravelly clay; sandstone bedrocl<; or properly moisture conditioned and compacted structural fill, as described below in Items 3, 4, 6, 9, and 10. 2. Spread footings constructed on the gravelly, clayey sand or sandy, gravelly clay may be designed for a maximum allowable bearing pressure of 3,000 psf. Spread footings constructed on the sandstone bedrocic may be designed for a maximum allowable bearing pressure of 6,000 psf. 3. As an alternative to constructing the foundation directly on the natural soils and bedrocic, if the owner chooses to fui�ther reduce the effect of I differential movement on the foundation elements, the natural soils and bedrocic may be overexcavated a minimum of 2.0 feet and replaced with a properly moisture conditioned and compacted structural fill with a geotextile reinforcement at the base over the entire excavation. The geotextile reinforcement may consist of Tensar BX1100, Tensar BX1200 or equivalent. Spread footings may then be constructed on the reinforced structural fill. Spread footings constructed on a uniform layer of structural fill may be designed for a maximum allowable bearing pressure of 2,000 � psf. 4. If structural fill is placed below the proposed foundation, we recommend that a uniform thickness of fill be placed beneath all foundation elements. The structural fill should be moisture treated and compacted as recommended in the COMPACTED FILL section of this report. 5. Wall footings and foundation walls should be designed to span a distance of at least 10 feet in order to account for anomalies in the soil or fill. 6. Foundation wall backfill should not be considered for support of load bearing footings. Footings should be stepped and supported by undisturbed natural soils and should not be constructed on foundation wall 11 I � i July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Consulti��g Geoteclr�:ical Eirgineers backfill. Foundation walls or grade beams should be designed to span across an excavation backfill zone and should not be constructed with footings within this zone. 7. The base of the exterior footings should be established at a minimum depth below the final exterior ground surface, as required by the local building code. We believe that the depth for frost protection in the local building code in this area is 4.0 feet. 8. Column footings should have a minimum dimension of 24 inches square and continuous wall footings should have a minimum width of 16 inches. Footing widths may be greater to accommodate structural design loads. 9. We anticipate that cobbles could be encountered at the foundation elevation. Removal of the cobbles may result in depressions and rough G bottoms in the excavation. The resulting depressions can be backfilled with compacted backfill or lean concrete. 10. Fill should be placed and compacted as outlined in the COMPACTED FILL section of this report. We recominend that a representative of a professional geotechnical engineer observe and test the placement and compaction of structural fill used in foundation construction. It has been our experience that without engineering quality control, poor construction techniques can occur which result in poor foundation performance. ll. A representative of our office must observe the completed foundation excavation. Variations from the conditions described in this report, which ( were not indicated by our borings, can occur. The representative can observe the excavation to evaluate the exposed subsurface conditions. � FLOOR SLABS We anticipate that the residence will be constructed with slabs-on-grade. The � subsurface materials at the floor slab elevations could consist of the natural, gravelly, clayey sand; sandy, gravelly clay; or sandstone. In our opinion the natural, gravelly, 12 July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Co�rsulting Geotec/rnicnl Engineers clayey sand; sandy, gravelly clay; or sandstone will support slabs-on-grade with a low rislc of movement. We recommend the following precautions for the construction of slab-on- grade floors at this site: 1. Slabs may be placed on the natural, gravelly, clayey sand; sandy, gravelly clay; sandstone; or properly moisture conditioned and compacted structural fill. Control joints should be constructed at locations where support of slabs change from soil to sandstone to reduce cracicing in the slabs due to differential movement of the slabs. 2. We anticipate that cobbles could be encountered at the floor slab elevations. The removal of cobbles or excavation of sandstone may result in depressions and rough bottoms in the excavation. A crushed rocic �11 may be placed and compacted beneath the slabs-on-grade to fill in depressions and act as a leveling course for the slabs. 3. Slabs should be separated from exterior walls and interior bearing members. Vertical movement of the slab should not be restricted. 4. Exterior slabs should be separated from the building. These slabs should be reinforced to function as independent units. Movement of these slabs should not be transmitted directly to the foundations or walls of the structures. 5. Frequent control joints should be provided in all slabs to reduce problems associated with shrinlcage of concrete. � 6. Fill beneath slabs-on-grade may consist of on-site soils free of deleterious ' material or approved fill. Crlished rocic fill should be used where slabs are supported by sandstone. Fill should be placed and compacted as recommended in the COMPACTED FILL section of this report. Placement and compaction of fill beneath slabs should be observed and tested by a representative of a professional geotechnical engineer. � 13 � � July 23,2012 KOECHLEIN CONSI7LTING ENGINEERS,INC. JobNo. 12-020 Consulting Geotechrtical Engineers I FOUNDATION DRAINAGE Surface water, especially that originating from snowmelt, tends to flow through relatively permeable backfill typically found adjacent to foundations. The water that flows through the fill collects on the surface of relatively impermeable soils or bedrocic occurring at the foundation elevation. Both this surface water and possible ground water can cause wet or moist below grade conditions after construction. We recommend the installation of a drain along the below grade foundation walls. The drain should consist of a 4-inch diameter perforated pipe encased in free draining gravel and a manufactured wall drain. The drain should be sloped so that water flows to a sump where the water can be removed by pumping, or to a positive gravity outlet. Recommended details for a typical foundation wall drain are presented in the Typical Wall Drain Detail,Fig. 8. LATERAL WALL LOADS The proposed below grade walls will reguire lateral earth pressures for design. � I Lateral earth pressures depend on the type of bacicfill and the height and type of wall. ' Walls, which are free to rotate sufficiently to mobilize the strength of the bacicfill, should be designed to resist the "active" eai�th pressure condition. Walls, which are restrained, should be designed to resist the "at rest" earth pressure condition. Below grade walls are typically restrained. The following table presents the lateral wall pressures that may be � 14 � i July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Consulting Geolec/n:ica! Errgirreers assumed for design. Earth Pressure Condition Equivalent Fluid Pressurel (pc� Active 35 At-rest 50 Passive 300 Notes: 1. Equivalent fluid pressures are for a horizontal backfill condition with no hydrostatic pressures or live loads. 2. A coefficient of friction of 0.3 may be used at the base of footings to resist lateral loads. Bacicfill placed behind or adjacent to foundation walls and retaining walis should be placed and compacted as recommended in the COMPACTED FILL section of this report. Placement and compaction of the fill must be observed and tested by a representative of a professional geotechnical engineer. I � RETAINING WALLS Based on the site plan provided by Scott S. Turnipseed, AIA, boulder retaining walls will be constructed on the north and south sides of the proposed driveway and on the south side of the patio. Also a soil nail retaining wall will conshucted north of the � i proposed residence. The retaining walls will vary in height froin approximately 2 to 6 feet. The retaining walls shown on the plans have been designed by a professional Engineer. i i � 15 July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. i JobNo. 12-020 Corrsulting Geoteclinic�rl Erigineers Foundations for retaining walls may be designed and constructed as outlined in the FOUNDATIONS section of this report. Lateral earth loads for retaining wall designs are presented in the LATERAL WALL LOADS section of this report. In order to reduce the possibility of developing hydrostatic pressures behind retaining walls, a drain should be constructed adjacent to the wall. The drain may consist of a manufactured drain i system and gravel. The gravel should have a maximum size of 1.5 inches and have a maximum of 3 percent passing the No. 200 sieve. Washed concrete aggregate or screened crushed rocic will be satisfactory for the drainage layer. The manufactured drain should extend from the bottom of the retaining wall to within 2 feet of subgrade elevation. The water can be drained by a perforated pipe with collection of the water at the bottom of the wall leading to a positive gravity outlet. � SURFACE DRAINAGE Reducing the wetting of structural soils and the potential of developing hydrostatic pressure behind below grade walls can be achieved by carefully planned and maintained surface drainage. We recommend the following precautions be observed during construction and maintained at all times after the residence is completed: 1. Wetting or drying of the open excavation should be minimized during construction. 2. All surface water should be directed away from the top and sides of the excavation during construction. 16 July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Consultirtg Geotechnical Engirreers 3. The ground surface surrounding the exterior of the residence should be sloped to drain away from the residence in all directions. We recommend a slope of at least 12 inches in the first 10 feet. 4. Hardscape (concrete and asphalt) should be sloped to drain away from the residence. We recommend a slope of at least 2 percent for all hardscape within 10 feet of the residence. 5. Roof drains should discharge at least 10 feet away from foundation walls with drainage directed away from the residence. 6. Backfill, especially around foundation walls, should be placed and compacted as recommended in the COMPACTED FILL section of this report. 7. Surface drainage for this site should be designed by a Professional Civil Engineer. IRRIGATION Irrigation systems installed next to foundation walls, retaining walls, or sidewallcs could cause consolidation of bacicfill below and adjacent to these areas. This can result in settling of exterior steps, patios and/or sidewallcs over bacicfilled areas. We recommend the following precautions be followed: 1. Do not install an irrigation system next to foundation walls or above retaining walls. The irrigation system should be at least 10 feet away from the residence or face of retaining walls. 2. Irrigation heads should be pointed away from the structure or in a manner that does not allow the spray to come within 5 feet of the residence or face of retaining walls. � 3. The landscape around the irrigation system should be sloped so that no ponding occurs at the irrigation heads. 17 i July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Corrsulting Geoteclr�rical Engineers 4. Install landscaping geotextile fabrics to inhibit growth of weeds and to allow normal moisture evaporation. We do not recommend the use of a plastic membrane to inhibit the growth of weeds. 5. Control valve boxes for automatic irrigation systems should be at least 10 feet away from the structure and periodically checked for lealcs and flooding. ( COMPACTED FII,L Structural fill for this project may consist of the on-site gravelly, clayey sand; sandy, gravelly clay; or approved imported granular fill. The imported fill may consist of non-expansive silty or clayey sands or gravels with up to 30 percent passing the No. 200 sieve and a maximum plasticity index of 10 or crushed rock. No cobbles, boulders or sandstone fragments larger than 6 inches should be placed in fill areas. Fill areas should be stripped of all vegetation and topsoil, scarified, and then compacted. Topsoil may be used in landscape areas. Fill should be placed in thin loose lifts then moisture treated and compacted as shown in the following table. The recommended compaction varies for the given use of the fill. i i � 18 � i July 23,2012 KOECHLEIN CONSULTING ENGINEERS,INC. JobNo. 12-020 Cortstt/fing Geotecltrtical Eirgirteers Recommended Compaction Percentage of the Standard Percentage of the Modified Use of Fill Proctor Maximum Dry Density Proctor Maximum Dry Density (ASTM D-698) (ASTM D-1557) Below Structure Foundations 98 95 Below Slabs-On-Grade 95 90 Retaining Wall Bacicfill 95 90 Utility Trench Bacicfill 95 90 Bacicfill (Non-Structural) 90 90 Notes: 1. For clay soils the moisture content should be 0 to+3 percent of the optimum moisture content. 2. For granular soils the moisture content should be—2 to+2 of the o timum moisture content. We recommend that a representative from our office observe and test the placeinent and compaction of each lift placed for structural fill. Fill placed below foundations, behind retaining walls, or below slabs-on-grade is considered structuraL It has been our experience that without engineering quality control, inappropriate � construction techniques can occur which result in poor foundation and slab performance. LIMITATIONS I Although the exploratory borings were located to obtain a reasonably accurate �' determination of subsurface conditions, variations in the subsurface conditions are always possible. Any variations that exist beneath the site generally become evident during excavation for the structure. Therefore, we must be contacted by the contractor and/or owner so that a representative of our office can observe the completed excavations to 19 � i � � July23,2012 KOECNLEINCONSULTINGENCrNEEl2S,INC. � JobNo. l2-020 Consrrlting Geotec/rrrrcaJ Engi►�eers confirm that the exposed subsurface coz�ditions are as indicated by the exploratary borings, and to verify our foundatian and floor slab reeommendations. Tl�e placernent and compaction of fill, as well as installation o� foundations, should also be observed and tested. The prelimiYiary design criteria and subsur�'ace data presented zn this report are valid for 3 years froin the date of this repart provrded that a representative fro� our office observes the s�te at that time and confirms that the site conditions are similar to the conditions presented iiz the SITE CONDTTTONS sectzon of this report and that the recommendations presented in this report are still applicable. We appreciate the opportunity to provide this service. If we can be of further assistanee in discussing the contents of this report or in analyses of the proposed structure from a soils and foundation viewpoint,please contact our of£'iee. KOECHLEIN CONSULTING ENGINEERS, INC. �'4'•°•' r� „��-�---, i o...• •�. � ,,: . � � , �� i _� -��23-12� ... °«.......•• Willianl H. oechlein,P.E. President (1 eleeh�onic copy sent to architect) (1 paper copy sent to architect and owner) 20 KOECHLEIN CONSULTING ENGINEERS, WC. � Consulting Geotechnical Engineers A � � ��.. �, ` ,, ��`' � �,� �_ I �� t {° �i.. � ' � . -- � ''� A :°� �- ;s �,��' �� -- °��,�� ,,� ��{�� "�'-- � t-, �� . �1cAQ a�,,;�{J`' : r�� „�� '' ��:o ,�� : �� ,,' .,.�" ;.'— — ti"�-' ,r` �; �¢��i �' �,',�� F �� : �.�.r ,�go��'�-�� q ��, ��gr� �� . �� . � �,�.� r �r�,a .�� . `� ��s � fI >y�: '�'` .. 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Consuiting Geotechnical Engineers � TH-1 ' APP.EL. 8284 8285 8285 �o,a; a°d� ��' TH-2 oaca q�� APP.EL. 8279 8280 bq°�' TH-3 8280 0 0.. •o�� 30/12 APP.EL. 8277 0 0: �:b: y,�:�': �a� �.�.�. i�t3: . . . Q•Q Y:!:!: ��y� y.y.�. 1y S�: !:C:!: . . . p.4. �;r;�; 'l:i':!: 8275 b�a �:;r:!: ��y�� 8275 �Y3:. �,r:�: 18/12 �;y.�. • D;d; i,y.i: •l:,r;i. �� 34/12 �.,,:,; r,.;,. o Y3: WC=4 �;,r;i. �::r:i,. o:a �:y::. �:r:<• 10/12 s�acz DD=115 �,y,,. �:r;;. sys�: -200=17 �;r;i. �:.r:i� ap• �,y,�. �:z:i' ba� i:z:i• i oC3_; �'y''� �:z:�• I �:r:�� 8270 o•G• i:'r:L• � 'o�a ��'�'' 18/12 �:�:�• �C3�' �:.r:i• 'r:x:�• a 38/12 �:�:'• D:CCS� %:,'l:l.' l:�:l.' CS.�j %:,(:7.' L�i3' W�i='4 I:�:l,' %:.(:!' 06� DD=126 ;:�:;: .:,�:,� 51/12 q�: i:x:�. •r.�:�• -200=14 •r.x:�• �, Pa. ,:�:�� >:.�:y� m W b�"a .:�:�• �.>:3• r .:x:z• �:>::� 8265 � � 8265 �:�:j• ,:�:�• 16/12 >:.�:�� •r:,•r:�• WC=17 i:.�:�' D ZO 50/3 %,�:�• �:�':�• ,;,:�• DD=113 %��' —� %:>:%' -200=72 Q �- r:,�:i.• Q i:i:i.' � � i:i:�' TI %:l:�'t' J '.':'`� m W 8260 ;;;:F� 19/12 8260 � �:�:;�: �:�:;�: ;�:�:;�: �,�:;�: :��>�;�� Sy i`�: bqsJ 8255 bb�• 8255 i o• 19/12 r` •oaz� o C3:� WC=7 �a� DD=125 *�� -200=31 pd� ��: bq4 8250 �� 8250 Q�: �°a y�: I �.p. O�'S�j GQ• ..p:p. 'O'`y� 8245 �Q� 8245 aa: 35/12 LOGS OF EXPLORATORY BORINGS JOB N0.12-020 FIG.3 i KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers LEG�ND: p Q:: SAND, Gravelly, Clayey, Scattered cobbles, Dry to � a°� moist,Very dense, Red-brown. SANDSTONE, Dry,Very Hard, Red-brown. � TOPSOIL '��'� CLAY, Sandy, Gravelly, Scattered cobbles, Slightly r:z:�• ��' moist to very moist, Stiff to hard, Red-brown, White, Green. T REFUSAL. indicates practical drill rig refusal in sandstone bedrock. a CALIFORNIA DRIVE SAMPLE. The symbol 30/12 indicates that 30 blows of a 140 pound hammer falling 30 inches were required to drive a 2.5 inch O.D. sampler 12 inches. I Notes: 1. Exploratory borings were drilled on September 19, 2005 using a 4-inch diameter auger mounted on a tracked drill rig. 2. No free ground water was encountered at the time of drilling in any of the exploratory borings to the maximum depth explored of 35.0 feet. 3. The Boring Logs are subject to the explanations, limitations, and conclusions as contained in this report. 4. Laboratory Test Results: WC- Indicates natural moisture (%) DD- Indicates dry density(pcfl -200- Indicates percent passing the No. 200 sieve (%) 5.Approximate elevations are based on the topographic site plan provided by the Architect. LEGEND OF EXPLORATORY ORINGS JOB N0.12-020 FIG.4 KOECHLEIN CONSULTING ENGINEERS ,� � gp 10 gp 20 70 � -p Z �1 c�n 60 40 m ¢ � � � � � z � w � 40 60 z a � �o ° 20 � 10 � p 100 � �� DIAMETER OF PARTICLE IN MM o.� o.o� o.00i COBBLES GRAVEL SAND SILT CLAY Sample of SAND,Gravelly,Clayey GRAVEL 28 % SAND 55 % Source TH-1 Sample No. EIev./Depth 10.0 feet SILT&CLAY 17 % LIQUD LIMIT % PLASTICITY INDEX % 100 � gp 10 gp 20 70 '� -p c7 m Z �1 � � � z I a --i z � � m f w --� � 40 60 z w m a � �o ° zo � 10 � p 100 200 100 10 1 0.1 0.01 0.001 DIAMEfER OF PARTICLE IN MM COBBLES GRAVEL SAND SILT CLAY Sample of SAND,Gravelly,Clayey GRAVEL 36 % SAND 50 °/a Source TH-1 Sample No. Elev./Depth 15.0 feet SILT&CLAY 14 % LIQUID LIMIT % PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 12-020 FIG.5 ' KOECHLEIN CONSULTING ENGINEERS 100 � gp 10 g� 20 70 '� '0 C7 m z � � � a° m Q z � � � � � z � � 40 60 z °- � �o ° 20 � to � Q 100 200 100 10 1 0.1 0.01 0.001 DIAMEfER OF PP,RTICLE IN MM COBBLES GRAVEL SAND SILT CLAY Sample of CLAY,Sandy GRAVEL 1 °/a SAND 27 % Source TH-2 Sample No. EIev./Depth 14A feet SILT&CLAY 72 °/a LIQUD LIMIT % PLASTICITY INDEX % �� o y� 10 � 20 70 � -p Z ,'Cm1 � � aom Q Z I a --i F- 50 5° � w � � 40 60 z w m °' � �o ° � � �o � � i o �� 200 100 10 1 0.1 0.01 0.001 DIAMEfER OF PARTICLE IN MM COBBLES GRAVEL SAND SILT CLAY Sample of SAND,Clayey GRAVEL 9 % SAND 60 % Source TH-2 Sample No. EIev.IDepth 24.0 feet SILT&CLAY 31 % LIQUID LIMIT % I PLASTICIN INDEX % I GRADATION TEST RESULTS ; Job No. 12-020 FIG.6 i KOECHLEIN CONSULTING ENGINEERS -� -3 _2 -1 0 c .� � � 1 m U N a � WATER ADDED 2 3 f � ( 4 i 5 6 .1 .2 .5 1 2 5 10 20 50 I Pressure,p,ksf Sample of CLAY,Sandy Natural Dry Unit Weight= 123.0 (pcf) Source TH-2 Sample No. EIev./Depth 9.0 feet Natural Moisture Content= 6 %a SWELL-CONSOLIDATION TEST RESULTS , � Job No. 12-020 FIG.7 I KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers � i CLAYEY BACKFILL �O - - _ � I - - - - - - - � - - - - ' ' BELOW GRADE WALL � COMPACTED BACKFILL ' EDGE OF EXCAVATION (EXCAVATE AS PER OSHA REGULATIONS) MANUFACTURED WALL DRAIN�' ' I WATERPROOFING ' OR DAMPPROOFING ' � � � FILTER FABRIC ' GRAVEL 12" `PLASTIC SHEETING I�►�12"MIN. PERFORATED PIPE NOTES: 1. DRAIN SHOULD BE AT LEAST 12 INCHES BELOW TOP OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 2. EXCAVATIONS ADJACENT TO FOOTINGS SHOULD BE CUT AT A 1 TO 1 (HORIZONTAL TO VERTICAL)OR FLATTER SLOPE FROM THE BOTTOM OF THE ( FOOTINGS. EXCAVATIONS ADJACENT TO FOOTINGS SHOULD NOT BE CUT VERTICALLY. 3. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. 4. GRAVEL SPECIFICATIONS: WASHED 1.5 INCH TO NO.4 GRAVEL WITH LESS THAN 3%PASSING THE NO.200 SIEVE. 5. THE BELOW GRADE CONCRETE FOUNDATION WALLS SHOULD BE � PROTECTED FROM MOISTURE INFILTRATION BY APPLYING A SPRAYED ON MASTIC WATERPROOFING,DAMPPROOFING,OR AN EQUIVALENT PROTECTION METHOD. TYPICAL WALL DRAIN DETAIL JOB NO.12-OZO FIG.8 I � U Z � � � � � � W U U ,�„� � Z E-� �; �; � � � U �l a� a� � � U Z � � � � � � W C� Q U U � z � Z J � � � Z O U F, �' w z z � cn w waa ., N = � � � � °+ o w a � � � � � � o � � � N o [� � N � � � O � v �--� •--� l� M � � z � I � � � � � � Wo o � � � � � � � � a O � � � � � W � w � � O � a o � � � `� a � a � � �� \O M M Vl J �.y � N N r-+ N �.. � Q ¢.i ,� ,� �--� .-� ,-� W � Q �'� � z F" [W-� o �r �r �n � r � � z �- z � ° � � � o0 000 � o a � o � � � � N W .. ,-� .-� ,� cy o � Q N � a H H � l� l� z � m � � �