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HomeMy WebLinkAboutINTERCHANGE BUSINESS PARK SECOND LOT 2 AIR CARE COLORADO - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -KOECHLEIN CONSULTING ENGINEERS, INC. GEOTECHNICAL AND MATERIALS ENGINEERS GEOTECHNICAL REPORT PROPOSED AIR CARE FACILITY LOT 16 — INTERCHANGE BUSINESS PARK FORT COLLINS, COLORADO Prepared for: Brian 0jala Entasis Group 12365 Huron St., Suite #40 Westminster, CO 80234 Job No. 09-050 September 2, 2009 DENVER: 12364 West Alameda Prkny., Suite 115, Lakewood, CO 80228 (303) 989-1223 GRAND JUNCTION: 529 25 I/2 Rd &Suite 201 • Grand Junction, CO 81505 (970) 241-7700 AVONISILVERTHORNE. (970) 949-6009 September 2, 2009 %OECSLEIN CONSULTING ENGINEERS, INC Job No.09-050 Geotechnical and Materials Engineers TABLE OF CONTENTS SCOPE EXECUTIVE SUMMARY SITE CONDITIONS PROPOSED CONSTRUCTION SUBSURFACE EXPLORATION SUBSURFACE CONDITIONS RADON MOLD EXISTING FILL GROUND WATER EXCAVATIONS SEISMICITY FOUNDATIONS SLABS -ON -GRADE FOUNDATION DRAINAGE LATERAL WALL LOADS SURFACE DRAINAGE IRRIGATION COMPACTED FILL LIMITATIONS VICINITY MAP LOCATIONS OF EXPLORATORY BORINGS LOGS OF EXPLORATORY BORINGS LEGEND OF EXPLORATORY BORINGS GRADATION TEST RESULTS SWELL -CONSOLIDATION TEST RESULTS FOUNDATION EXCAVATION RECOMMENDATIONS SUMMARY OF LABORATORY TEST RESULTS 1. 1 3 3 4 5 S 6 6 7 7 8 9 10 11 12 12. 13 14 15 Fig. 1 Fig. 2 Fig. 3 Fig. 4 Figs. 5 and 6 Figs. 7 and 8 Fig. 9 Table I September 2, 2009 %OECHLEIN CONSULTING ENGINEERS; INC. Job No.09-050 Geotechnical and Materials Engineers SCOPE This report presents the results of a geotechnical subsurface exploration for the proposed Air Care facility to be constructed on Lot 16 in the Interchange Business Park in Fort Collins, Colorado. The approximate site location is shown on the Vicinity Map, Fig. 1. The purpose of this report is to present our evaluation of the subsurface conditions at the site and to provide geotechnical recommendations for the proposed facility.. This report includes descriptions of subsurface soil and ground water conditions encountered in the exploratory borings, recommended floor and foundation systems, allowable soil bearing pressure; and recommended foundation design and construction criteria. This report was prepared from data developed during our subsurface exploration and our experience with similar projects and subsurface conditions in the area. The recommendations presented in this report are based on a single=story commercial building being constructed in the location shown on the Locations of Exploratory Borings, Fig. 2. We should be contacted by the contractor and/or owner to review our recommendations when final plans for the structure have been completed. A summary of our findings and conclusions is presented in the following paragraphs. EXECUTIVE SUMMARY 1. Subsurface conditions encountered in the exploratory borings were generally similar. The subsurface conditions generally consisted of 3.0 to 3.5 feet of existing fill underlain by a medium stiff, sandy clay to varying depths of 6.5 to 8.0 feet. The existing fill was characterized by a medium September 2, 2009 KOECRLEIN CONSULTING ENGINEERS, INC. Job No.09-0.50 Geotechnical and Materials Engineers stiff, sandy clay with scattered gravels. Below the sandy clay, to the maximum depth explored of 20.0 feet, the subsurface conditions consisted of a loose to medium dense, gravelly sand. Refer to the SUBSURFACE CONDITIONS section of this report for additional information. 2. At the time of drilling; ground water was encountered at a depth of 6.5 feet in exploratory boring TH-1, 6.5 feet in TH-2, and 7.0 feet in TH-3. Refer to the GROUND WATER section of this report for additional details. 3. Existing fill was encountered in all of the exploratory borings to varying depths of 3.0 to 3.5 feet. The existing fill is characterized by a dark brown, tan, mottled, slightly moist to moist, medium stiff, sandy clay with scattered gravel. We believe that the existing fill is a controlled fill; however, we recommend that the owner obtain all records regarding the placement of the existing fill in order to verify that it was. controlled during development. Refer to the EXISTING FILL section of this report for additional information. 4. We anticipate that the subsurface conditions at the foundation elevation for the proposed Air Care building will consist of the natural sandy clay or existing fill.. Due to the presence of existing fill at the foundation elevation, special considerations should be taken into account when constructing the foundation system for the proposed building. Refer to the FOUNDATIONS section of this report for more details. 5. We anticipate that the subsurface conditions at the proposed slabs -on- . grade elevation will consist of existing fill. Due to the presence of existing fill, special considerations should be taken into account when constructing slabs -on -grade -at this site. Refer to the SLABS -ON -GRADE section of this report for more details. 6. Based on the conditions encountered in the exploratory borings, we anticipate that conventional construction equipment will be capable of completing the required excavations. Refer to the EXCAVATIONS section of this report for more details. 7. Based on the subsurface - soil profile, this site has a seismic site classification of Site Class D. Refer to the SEISMICITY section of this report for additional details. 2 September 2, 2009 Job No. 09-050 KOECHLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers 8. Drainage around the facility 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 SURFACE DRAINAGE section of this report for details. 9. The potential for radon gas is a concern in the area. However, because we do not anticipate that a below grade area will be constructed for the proposed building, the risk of radon will be low. Refer to the RADON section of this report for additional details. 10. Mold has become a concern with new construction. Refer to the MOLD section of this report for additional details. SITE CONDITIONS The proposed Air Care facility will be located on Lot 16 in the Interchange Business. Park in Fort Collins, Colorado. The lot is accessed by the Southeast Frontage Road, which borders the south side of the.lot. The north side of the lot is bordered by the off ramp from I-25 to East Mulberry Street. The east side of the lot is bordered by the Mulberry Inn while the west side of the lot is bordered by a vacant lot: At the time of our subsurface exploration, Lot 16 was vacant. The lot is generally level with a slight slope down towards the south at an approximate grade of 1 to 2 percent. Vegetation on the lot consists of weeds. PROPOSED CONSTRUCTION Prior .to the start of our subsurface exploration, a site plan of the proposed Air . Care facility was provided by Entasis Group. We anticipate that the proposed Air Care 3 September 2, 2009 Job No. 09-050 KOECHLEIN CONSULTING ENGINEERS, INC. . Geotechnical and Materials Engineers facility will consist of one single -story structure with no below grade area. The proposed building will have a 20,000 square foot footprint. We anticipate that the Air Care building will be constructed of cast -in -place concrete, masonry, and structural steel construction with slabs -on -grade. We anticipate that excavations for the proposed building will be approximately 3 feet. SUBSURFACE EXPLORATION Subsurface conditions were explored at this site on August 28, 2009 by drilling three exploratory borings (TH-1 thru TH-3) with a 4-inch diameter continuous flight auger mounted on.a truck drill rig at the locations shown on the Locations of Exploratory Borings, Fig. 2. An engineer from our office was on site during the subsurface exploration to supervise the drilling of the exploratory borings and to visually classify and document the subsurface soils and ground water conditions. Graphical logs of the subsurface conditions encountered in the exploratory borings are presented on the Logs of Exploratory Borings, Fig. 3; and on the Legend of Exploratory Borings, Fig. 4. Selected samples were tested in our laboratory to determine their natural moisture content, natural dry density, gradation properties, Atterberg limits, and swell - consolidation potential. Results of the laboratory testing are presented on the Logs of Exploratory Borings, Fig. 3; on the Gradation Test Results, Figs. 5 and 6; on the Swell- 4 September 2, 2009 Job No. 09-050 OECIILEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers Consolidation Test Results,. Figs. 7 and 8; and on the Summary of Laboratory Test Results; Table I. SUBSURFACE CONDITIONS Subsurface conditions encountered in the exploratory borings were generally similar. The subsurface conditions generally consisted of 3.0 to 3.5 feet of existing fill underlain by a dark brown to brown, dry to slightly moist, medium stiff, sandy clay to varying depths of 6.5. to 8.0 feet. The existing fill was characterized by a dark brown, tan, mottled, slightly moist to moist, medium stiff, sandy clay with scattered gravel. Below the .sandy clay, to the maximum depth explored of 20.0 feet, the subsurface conditions consisted of a multi -colored, moist to wet, loose to medium dense; clayey to silty, gravelly sand. At the time of drilling, ground water was. encountered at a depth of 6.5 feet in exploratory boring TH-1, 6.5 feet in TH-2, and 7.0 feet in TH-3 RADON In recent years, radon gas has become a concern. Radon gas is a colorless, odorless gas that is produced by the decay of minerals in soil and rock. The potential for radon gas in the subsurface strata is likely. Because we do not anticipate that the building Will be constructed with a below grade, the risk of radon gas occurring in the building 5 September 2, 2009 Job No. 09-050 OECHLEINCONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers will be low. If plans change and a below grade area is constructed this area should be ventilated to prevent the buildup of radon gas. MOLD Mold has become a concern with new construction. Mold tends to develop in dark ordamp areas such as below grade levels, under floor spaces, or bathrooms. Recommendations for the prevention, remediation, and/or mitigation of mold is outside . the scope of this. report. We recommend that the owner. contact: a Professional Industrial Hygienist for recommendations for the prevention, remediation; and/or mitigation of mold. EXISTING FILL Existing fill was encountered at this site to varying depths of 3.0 to 3.5 feet. Greater depths of existing fill could be encountered across the site. The existing fill was characterized by a dark brown, tan, mottled, slightly moist to moist, medium stiff, sandy clay with scattered gravel. Laboratory testing indicated that the existing fill is non - expansive. Based on the results of our laboratory testing and on the drilling characteristics of the existing fill, we believe that the existing fill was placed in a controlled manner. We recommend that the owner contact the developer and obtain 2 September 2, 2009 Job No, 09-050 OECHLEIN CONSULTING ENGINEERS, INC. Geotechnica! and Materials Engineers records regarding the existing fill in order to verify that the existing fill was placed in it controlled manner. If the existing fill was not placed in a controlled manner, the existing fill should be removed and replaced with properly moisture treated and compacted new structural fill below the area of proposed construction. Refer to the COMPACTED FILL section of this report for additional information. In our opinion, the existing fill may be suitable for use as structural fill provided any, organics observed in the fill be removed prior to use. However, because the fill may vary acrossthe site, a representative of our office should observe the excavated fill to confirm its suitability for reuse on this project, prior to placement. GROUND WATER At the time of drilling, ground water was encountered at a depth of 6.5 feet in exploratory boring TH-1, 6.5 feet in TH-2, and 7.0 feet in TH-3. Based on the conditions encountered during drilling, we anticipate that ground water will not influence the construction of the proposed building. EXCAVATIONS Due to the presence of existing fill, we anticipate that excavations of up to 3.5 feet will be required for construction of the proposed building. Based on the subsurface 7 September 2; 2009 Job No. 09-050 SOECHLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers conditions encountered in the exploratory borings, it is our opinion that conventional construction equipment will be capable of completing the required excavations. Existing fill was encountered to a depth of 3.5 feet; however, greater depths of existing fill could be encountered across the site. Based on the results of our laboratory. . testing and on the drilling characteristics of the existingfill, we. believe that the existing fill was placed in a controlled manner. If the existing fill was not placed in a controlled manner, we recommend that the existing fill be removed and replaced with properly moisture treated and compacted fill from below the proposed Air Care building prior to construction: Care needs to be exercised during construction so that the excavation slopes remain stable. In our opinion, the existing fill and the natural clayey sand classify as Type B soils in accordance with OSHA regulations. OSHA regulations should be followed in all excavations and cuts SEISMICITY The subsurface soil conditions encountered within the exploratory borings indicate that the soil profile classifies as stiff soil in accordance with the 2006 International Building Code (IBC). Based on this classification, it is our opinion that the subject site has a seismic site classification of Site Class D. September 2, 2009 %OECSLEIN CONSULTING ENGINEERS, INC. Job No.09-050 Geotechnical and Materials Engineers FOUNDATIONS We anticipate that the subsurface conditions at the foundation elevation for the proposed building will consist of the natural sandy clay or existing fill. Although we believe the existing fill was placed in a controlled manner, it is our opinion that foundation systems constructed on the existing fill will have a moderate risk of movement. We recommend that the proposed building be supported by a spread footing foundation system bearing on the natural soils or new structural fill. A spread footing foundation system supported by the natural soils or new structural fill will have a low risk of movement. We recommend that spread footings be designed and constructed to meet the following criteria: 1. Footings should be supported by either the natural sandy clay or properly moisture conditioned and compacted new structural fill: All existing fill below foundations should be removed and replaced with a properly moisture conditioned and compacted non -expansive structural fill. 2. We recommend footings constructed on the natural clayey sand or properly moisture conditioned and compacted new fill be designed for a maximum allowable soil bearing pressure of 2,000 psf. 3. To resist external lateral loads, an earth passive equivalent fluid pressure of 250 pcf and a coefficient of friction of 0.3 between the base of the footings and the natural soils or new structural fill may be used for design: 4: Spread footings .constructed on the natural clayey sand and/or properly moisture conditioned and compacted new fill may experience up to 1 inch of differential movement between foundation elements. Because the soils are granular, we anticipate that the majority of the differential movement will occur during construction. E September 2, 2009 %OECHLEIN CONSULTING ENGINEERS, INC. Job No.09-050 Geotechnical and Materials Engineers 5. Compacted fill placed beneath spread footings should extend at a 1 to 1 Horizontal to Vertical) slope from the outside edge of the footings. Excavation recommendations beneath spread footings are shown in the Foundation Excavation Recommendations, Fig. 9. 6. Foundation systems should be designed to span a distance of at least 10.0 feet in order to account for anomalies in the soil or fill. 7. The base of the exterior footings should be established at a minimum depth below the exterior ground surface, as required by the local building code. We believe that the depth for frost protection in this area is 3 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 maybe greater to accommodate structural design loads. 9. Fill should be placed and compacted as outlined in the COMPACTED FILL section of this report. We recommend that a representative of our office observe and test the placement and compaction of structural fill used in foundation construction. It has been our experience that without engineering quality control, inappropriate construction techniques can occur which result in unsatisfactory foundation performance. 10. A representative of our office must observe the completed foundation excavations. Variations from the conditions described in this report, which were not indicated by our borings, can occur. The representative can observe the excavations to evaluate the exposed subsurface conditions and make any additional recommendations. SLABS-ON=GRADE We anticipate that the subsurface conditions at the floor slab elevations for the proposed building will consist of the existing fill. Because we believe that the existing fill was controlled during the construction of the development, it is our opinion that slabs - on -grade constructed on the existing fill will have a low to moderate risk of movement. If 10 September 2, 2009 Job No. 09-050 KOECHLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers the owner is willing to accept a low to moderate risk of movement, then slabs -on -grade may be constructed on the existing fill. If the owner would like to reduce the risk of movement to a low level, we recommend removing all of the existing fill and replacing it with properly moisture conditioned and compacted new structural fill. We recommend. the following precautions for the construction of slab -on -grade floors: 1. If the owner is willing to accept a low to moderate risk of movement, slab-. on -grade floors may be constructed on the existing fill. 2. If the owner would like to reduce the risk of slab movement, slab -on -grade floors could be constructed on properly moisture treated and compacted new structural fill. 3. Slabs may be placed on the properly scarified and moisture treated natural soils or structural fill. 4. Slabs -on -grade may be designed using a modulus of subgrade reaction of 100 psi. 5; Slabs should be separated from exterior walls and interior bearing members. Vertical movement of the slabs should not be restricted. 6. Frequent control joints should be provided in all slabs to reduce problems associated with shrinkage of the concrete.. T Fill beneath slabs -on -grade may consist of approved on -site soils or approved fill. 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 our office. FOUNDATION DRAINAGE Surface water, especially that originating from rain or snowmelt, tends to flow 11 September 2, 2009 Job No. 09-050 OECIILEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers through relatively permeable backfill typically found adjacent to foundations. The water that flows through the fill collects on the surface of relatively impermeable soils occurring at the foundation elevation. Both this surface water and possible ground water 1. can cause wet or moist below grade conditions after construction. Because the proposed building will not be constructed with a below grade area, it is our opinion that a foundation drain will not be necessary. LATERAL WALL LOADS We do not anticipa..te that below grade walls, which require lateral earth pressures, will be constructed for this project. However, if plans change, we should be contacted to provide lateral earth pressures for design of the walls. Backfill placed behind or adjacent to foundation walls should be placed and compacted as recommended in the COMPACTED FILL section of this report. Placement and compaction of the fill should be observed and tested by a representative of our office SURFACE DRAINAGE Reducing the wetting of structural soils 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 Air Care facility is completed. 1. Wetting or drying of the open excavation should be minimized during construction. 12 September 2, 2009 Job No. 09-050 gOECSLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers 2. All surface water should be directed away from the top and sides of the excavation during construction. 3. The ground surface surrounding the exterior of the building should be sloped to drain away from the building 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 building. We recommend a slope of at least 2 percent for all hardscape within 10 feet of the .building. 5. Backfill, especially around foundation walls, should be placed and compacted as recommended in the COMPACTED FILL section of this report: 6. Roof drains should discharge at least 10 feet away from foundation walls with drainage directed away from the building. 7; Surface drainage for this site should be designed by a Professional Civil Engineer. IRRIGATION Irrigation systems installed next to foundation walls or sidewalks could cause consolidation of backfill below and adjacent to these areas. This can result in settling of exterior steps, patios, and/or sidewalks constructed on these soils. We recommend the following precautions be followed: 1. Do not install an irrigation system next to foundation walls. The irrigation system should be at least 10 feet away from the Air Care building. 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 building. 13 September 2, 2009 Job No. 09.-050 OECHLEIN CONSULTING ENGINEERS, INC. Geoteehnical and Materials Engineers 3. The landscape around the irrigation system should be sloped so that no ponding occurs at the irrigation heads. 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 located at least 10 feet away from the structure and periodically checked for leaks and flooding. COMPACTED FILL Structural fill for this project may consist of approved existing fill free of deleterious materials, the natural sandy clay, or 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. No cobbles or boulders larger than 10 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. 14 September 2, 2009 Job No. 09-050 OECHLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers Recommended Compaction Percentage of the Percentage of the Use of Fill Standard Proctor Modified Proctor Maximum Dry Density Maximum Dry Density ASTM D-698) ASTM D-1557 Below Foundations 98 95 Below Slab -On -Grade Floors 95 90 Utility Trench Backfill 95 90 Backfill on -Structural 90 90 Notes: 1. The moisture content for the fill soils should be —2 to +2 percent of the optimum moisture content. We. recommend that a representative from our office observe and test the Placement and compaction of each lift placed for structural fill. Fill placed beneath foundations and slabs -on -grade is considered structural. It has been our experience .that without engineering quality control, inappropriate construction techniques can occur which result m unsatisfactory foundation and slab performance. LIMITATIONS 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 Air Care building. Therefore, we should be contacted by the contractor and/or owner so that a representative of our office can observe the completed excavation to confirm that the soils are as indicated by the exploratory borings and to verify our foundation and floor slab -on -grade recommendations. 15 September 2, 2009 Job No. 09-050 OECHLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers The placement and compaction of fill, as well as installation of foundations, should also be observed and tested. The design criteria and subsurface data presented in this report are valid for 3 years provided that a representative from our office observes the site at that time and confirms that the site conditions are similar to the conditions presented in the SITE CONDITIONS section of this report and that the recommendations presented in this report are still applicable. We recommend that final plans and specifications for proposed construction be submitted to our office for study, prior to beginning construction, to determine compliance with the recommendations presented in this report and that the recommendations presented in this report are still applicable. 16 September 2, 2009 Job No. 09-050 KOECHLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers We appreciate the opportunity to provide this service.. If we can be of further assistance in discussing the contents of this report or in analyses of the proposed structure from a geotechnical viewpoint, please contact our office. KOECHLEIN CONSULTING ENGINEERS, INC. Scott B. Myers, P.E.. Senior Engineer Reviewed by: William H. Koechlein, P.E. President 4 copies sent) 17 v.. VICINITY MAP XOECHLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers NOT TO 8CALE JOB NO.09-050 FIG. 9 KOECNLEIN CONSULTING ENGINEERS, INC. Geotechnlcal and Materials Engineers LOCATIONS OF EXPLORATORY BORINGS JOB NO.09-050 FIG. 2 105 100 95 90 F W W L- v 85 z 0 Q w w 80 75 70 65 KOECHLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers 105 TH-1 TH-2 TH-3APP.EL.100.4 APP.EL.100.2 APP.EL.100.0 WC=18 200=.78 LL=35 P1=17 11/12 11/12 7/12 i f. 11/12x c: 9/12WC=21 DD=99 Y WC=22 r is SW=0.2 x: r DD=105 r:r SW=-0.1 42/12 c 28/12 18/12 WC=1-2 WC=8 200=20 200=8 6/12 14/12 31/12 13/12 6/12 4/12 LOGS OF EXPLORATORY BORINGS 100 y i, m r 85 y O z In m m 80 75 70 65 JOB NO.09-050 FIG. 3 KOECHLEIN CONSULTING ENGINEERS, INC: Geotechnical and Materials Engineers LEGEND: FILL, Clay, Sandy, Scattered gravel, Slightly moist to moist, Medium stiff, Dark brown, Tan, Mottled. CLAYS Sandy,, Scattered gravel, Dry to slightly moist, Medium stiff, Dark brown to brown. SAND, Gravelly, Clayey, Silty, Moist to wet, Loose to medium dense, Multi -colored. WATER. Indicates depth of water encountered while drilling. BULK SAMPLE, Obtained from auger cuttings. CALIFORNIA DRIVE SAMPLE. The symbol 11/12 _ indicates that,11 blows of a.140 pound hammer falling 30 inches were required to drive a 2.5 inch O.D. sampler 12 inches. Notes: 1. Exploratory borings were drilled on August 28, 2009 using a 4-inch diameter continuous flight power auger mounted. on. a. truck drill rig. 2. Ground water was encountered during drilling at a depth of 6.5 feet in exploratory boring TH-1, 6.5 feet in TH-2, and 7..0 feet. in TH-3. 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 (pcf) 200 - Indicates percent passing the No. 200 sieve (%) LL - Indicates liquid limit {%) PI - Indicates plasticity index (%) SW - Indicates percent swell (%) 5. Approximate elevations are based on elevation differences taken using a Stanley Compulevel Elevation Measurement System; assigning TH-3 an elevation of 100.0. LEGEND OF EXPLORATORY BORINGS JOB NO.09-050 FIG. 4 KOECHLEIN CONSULTING ENGINEERS fM ll l1 111®®IIIIII® IIIIIII IIIIII®IIIIII`IIIIII IIIIII IIIIII IIIIII ellllll II III IIIIII IIIIII IIIIII IIIIII IIIIII SIIIIII IIIIII®IIIIII IIIIII IIIIII IIIIII IIIIIII IIIIII IIIIII®IIIIII IIIIII IIIIII IIIIII IIIIII.IIIIII®IIIIII IIIIII IIIIII SIIIIII IIIIII IIIIII IIIIII IIIIII IIIIII IIIIII®IIIIII., IIIIiI IIIIII IIIIII IIIIII IIIIII Sample of FILL, Clay, Sandy GRAVEL 4 % SAND 18 % Source TH-1 Sample No. ElevJDepth 0.0 - 5.0 feet SILT & CLAY 78 % LIQUID LIMIT , .35 % PLASTICITY INDEX IT, % low- ME Illlr IYIIII r llrlll IIIIII IIIIII ii lll IIIIII IIIIIII®IIIIII IIIIII IIII!IIIIII IIIIII®IIIIIII®, IIIIIII lIIIIII®IIIIII IIIIII®IIIIII IIIIIII IIIIII tlIIIIII IIIIII IIIIII IIIIII IIIIII\119III IIIIII IIIIII IIIIII IIIIII IIII`\IIIIII IIIIII IIIIII IIIIII IIIIII\`IIIIII®IIIIII IIIIII IIIIII IIIIII IIIIII IIIIII IIIIII IIIIII IIIIII IIIIII IIIIII s Sample of SAND, Gravelly, Clayey GRAVEL 29 % Source TH-2 Sample No. ElevJDepth 9.0 feet SILT & CLAY 20 % PLASTICITY INDEX GRADATION TEST RESULTS SAND 51 % LIQUID LIMIT % Job No. 09-050 FIG. 5 KOECHLEIN CONSULTING ENGINEERS II I!IIIII IIIIII r ll lll OIIIIII IIIIII!IIIII IIIIII IIIIII IIIIII IIIIII II 111 IIIIII illlll IIIIII IIIIII IIIIII.IIIIII IIIIII IIIIII®., IIIIII 111111 IIIIII.IIIIII®IIIIII Illill IIIIII IIIIII IIIIII IIIIII IIIIII IIIIII`IIIIII IIIIII SIIIIII IIIIII IIIIII elll llllll IIIIII IIIIII illllll IIIIII\IIIIII IIIIII IIIIII®IIIIII®®IIIIII®Ilrlll®IIIIII® Sample of SAND and GRAVEL, Silty GRAVEL 46 % SAND 46 . % Source TH-3 Sample No. Elev./Depth 9.0 feet SILT`& CLAY 8 % LIQUID LIMIT % PLASTICITY INDEX Sample of GRAVEL % SAND % Source Sample No. Elev./Depth SILT & CLAY % LIQUID LIMIT % PLASTICITY INDEX QO GRADATION TEST RESULTS Job No. 09-050 FIG'. 6 KOECHLEIN. CONSULTING ENGINEERS cn a Pressure, p, ksf Sample of FILL, Clay, Sandy Natural Dry Unit Weight= 98.7 (pcf) Source TH-i Sample No. ElevJDepth 4.0 feet Natural Moisture Content-- 21 % SWELL -CONSOLIDATION TEST RESULTS Job No. 09-050 FIG. 7 KOECHLEIN CONSULTING ENGINEERS Pressure, p, ksf Sample of FILL, Clay, Sandy Natural Dry Unit Weight= 105.4 (pcf) Source TH-3 Sample No. ElevJDepth 4.0 feet Natural Moisture Content-- 22 % SWELL -CONSOLIDATION TEST RESULTS Job No. 09-050 FIG. 8 EXISTING \ FILL KOECHLEIN CONSULTING ENGINEERS, INC. Geotechnical and Materials Engineers 1. 9 I I 11 COMPACTED FILL SEE REPORT FOR COMPACTION RECOMMENDATIONS) FIRM NATURAL SOIL EDGE OF EXCAVATION - EXCAVATE AS PER OSHA REGULATIONS) FOOTING kr 17EXISTING FILL FOUNDATION EXCAVATION RECOMMENDATIONS JOB NO.09-M FIG. 9 6 SUMMARY OF LABORATORY TEST RESULTS TABLE HOLE SAMPLE DEPTH A NATURAL MOISTURE CONTENT N NATURAL DRY DENSITY Pcf) ATTERBERG LIMITS _ PASSING NO, 200 SIEVE PERCENT SWELL AT 1,000 PSF N SOIL TYPELIQUID LIMIT NO PLASTICITY INDEX N TH-1 U - 5.0 18 35 17 78 FILL, Clay, Sandy TH-1 4.0 21 99 0.2 FILL, Clay, Sand TH-2 9.0 12 20 SAND, Gravelly, Clayey TH-3 4.0 22 105 0.1 FILL, Clay, Sand TH-3 9.0 8 8 SAND and GRAVEL, Silty JOB NO. 09=050 KOECHLEIN CONSULTING ENGINEERS, INC.