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HomeMy WebLinkAbout; Improvements to McGuire Residence; Report for Testing Compacted Fill for Building Pad; 2005-08-08CONSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA 1441 Montiel Road Suite 115 Escondido, CA 92026 (760) 746-4955 (760) 746-9806 FAX RIVERSIDE, CA 12155 Magnolia Ave. Suite 6C Riverside, CA 92503 (951) 352-6701 (951) 352-6705 FAX VENTURA, CA 1645 Pacific Ave. Suite 107 Oxnard, CA 93033 (805) 486-6475 (605) 486-9016 m. TRACY, CA 242 W. Larch Suite F Tracy, CA 95376 (209) 639-2690 (209) 839-2695 FAX SACRAMEHTO, CA 3626 Madison Ave. Suite 22 N. Higlilands, CA 95660 (916) 331-6030 (916) 331-6037 FAX N. PALM SPRINGS, CA 19020 N. Indian Ave. Suite 2-K N. Palm Springs, CA 92258 (760) 329-4677 (760) 328-4896- FAX REPORT FOR TESTING OF COMPACTED FILL FOR BUILDING PAD PROPOSED IMPROVEMENTS TO MCGUIRE RESIDENCE 5035 TIERA DEL ORO STREET CARLSBAD, CALIFORNIA GRADING PLAN NO. DWG 426-1A PREPARED FOR: LEO AND SUSAN MCGUIRE C/O: MR. JOHN PYJAR DOMINY + ASSOCIATES ARCHITECTS 2150 WEST WASHINGTON, SUITE 303 SAN DIEGO, CALIFORNIA 92110 PREPARED BY: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CALIFORNIA 92026 CTE PROJECT NO. 10-6766G AUGUST 8, 2005 GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING TABLE OF CONTENTS SECTION PAGE 1.0 PROPOSED DEVELOPMENT 1 2.0 FILL PLACEMENT 1 3.0 TESTING 1 4.0 TREATMENT OF BUILDING PADS 2 5.0 ADDITIONAL CONSTRUCTION OBSERVATION 2 6.0 CONCLUSIONS AND RECOMMENDATIONS 2 6.1 Foundations and Slab Recommendations 3 6.2 Shallow Foundations 3 6.3 Foundation Settlement 4 6.4 Foundation Setback 4 6.5 Lateral Load Resistance 4 6.6 Concrete Slab-On-Grade 5 6.7 Basement and Retaining Walls 5 7.0 LIMITATIONS 6 TABLES TABLE I COMPACTION TEST SUMMARY TABLE II LABORATORY TEST DATA FIGURES FIGURE 1 SITE INDEX MAP FIGURE 2 COMPACTION LOCATION MAP Report of Testing of Corapacted Fiil for Building Pad Page I Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, Catifornia August 8, 2005 CTE Job No. 10-6766G 1.0 PROPOSED DEVELOPMENT The site is located on the west side of Tierra Del Oro Street approximately 0.5 mile west of Interstate 5 Freeway. The site is roughly rectangular in shape and slopes down slightly to the west. The site is situated at an elevation of approximately 30 feet, overlooking the Pacific Ocean to the immediate west. The proposed development/project includes the demolition of existing improvements and the construction of a new single-story, wood frame building and associated improvements. Associated improvements may include parking and drive areas, utilities, and landscaping areas. Figure 1 is a map showing the generai site location and the previous rough topography ofthe area. 2.0 FILL PLACEMENT Compacted fill was placed during recent grading to prepare the site for the construction of the proposed improvements. Fill materiai was derived from on site sources. Fill was generally placed in uniform compacted lifts at above optimum moisture content. Grading was performed using standard heavy-duty construction equipment. 3.0 TESTING Testing was performed to supplement field observations in promoting compliance with the applicable project requirements. Field-testing of the compacted fill material was conducted in accordance with ASTM D2922 and D3017 (nuclear method). Results of the field-testing indicate that fill materials were compacted to the appropriate minimum percentage of the laboratory maximum dry density as determined by test method ASTM D-1557. Report of Testing of Compacted Fill for Building Pad Page 2 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, Califomia August 8, 2005 CTE Job No. 10-6766G Tabulated results of the field compaction testing performed are provided in the attached Table I, "Compaction Test Summary." Laboratory determination ofthe reference compaction values for the fill materials is provided in Table II, "Laboratory Test Resuhs." Figure 2 attached shows the approximate location of the compaction tests performed in the building pad areas. 4.0 TREATMENT OF BUILDING PADS Beyond the building limits, materials were overexcavated to competent materials. Materials were then recompacted as competent, moist, engineered fill. Exposed subgrades were scarified and moisture conditioned before compaction. As modified herein, proposed structure foundations Avill be deepened to bear entirely upon competent native materials. 5.0 ADDITIONAL CONSTRUCTION OBSERVATION In general, any future grading and backfllling should be observed and tested to assure conformance with recommendations presented herein and in the approved project soils report. 6.0 CONCLUSIONS AND RECOMMENDATIONS We conclude that the soil engineering and engineering geologic aspects of the grading are in compliance with the approved geotechnical report (except as noted herein) and the grading plan (Grading plan No. DWG 426 1 -A). Therefore the proposed site is considered suitable for support of the proposed improvements and the site is considered adequate for its intended use. The recommendations presented herein generally remain unchanged from the original approved soils report with the exception of the recommendations for deepened foundations. Report of Testing of Compacted Fill for Building Pad Page 3 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, California August 8, 2005 CTE Job No. 10-6766G 6.1 Foundations and Slab Recommendations The proposed project previously included the construction of building improvements upon engineered fill soils. However, proposed structure footings will now be founded entirely on competent native soils using deepened spread and continuous footings. To eliminate the potential for differential settlements of these lightly loaded stmctures, building foundations should not straddle cut/fill interfaces. 6.2 Shallow Foundations Deepened continuous and isolated spread footings are suitable for use at this site. However, footings should not straddle cut/fill interfaces. We anticipate that all building footings will be founded entirely in competent native materials. Foundation dimensions and reinforcement should be based on allowable bearing values of 2,500 pounds per square foot (psf) for minimum 24-inch deep footings founded in competent native materials. The allowable bearing value may be increased by 500 psf for each additional twelve inches of embedment, up to a maximum value of 3,500 psf The allowable bearing value may be increased by one third for short duration ioading which includes the effects of wind or seismic forces. Tiebacks are recommended to connect isolated footings. Footings should be at least 15 inches wide and deepened to the depth of competent native materials. Depths shall be approved by a CTE engineer or geologist. Footing reinforcement for continuous and isolated foundations shall be designed and placed as per the project structural engineer. As necessary, foundations may be backfilled with minimum two-sack cement/sand slurry to the design bottom of footing elevation (s). Report of Testing of Compacted Fill for Building Pad Page 4 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, California August 8, 2005 CTE Job No. 10-6766G 6.3 Foundation Settlement The maximum post-construction compression settlement is expected to be on the order of 1.0 inch. Maximum differential settlement of continuous footings is expected to be on the order of 0.55 inches. Dynamic settlements are anticipated to be less than 0.5 inches. The modified settlement estimates results from the time lapse between rough and finish grading. 6.4 Foundation Setback Footings for structures should be designed such that the minimum horizontal distance from the face of adjacent slopes to the outer edge of the footing is a minimum of 15 feet. In addition, footings should bear beneath an imaginary 1:1 plane extended up from the nearest bottom edge of adjacent trenches and/or excavations. Footings may be deepened or backfilled with a two-sack slurry in order to meet this requirement. 6.5 Lateral Load Resistance The following recommendations may be used for shallow footings on the site. Foundations placed in engineered fill materials may be designed using a coefficient of friction of 0.35 (total frictional resistance equals the coefficient of friction times the dead load). A design passive resistance value of 250 pounds per square foot per foot of depth (with a maximum value of 1,000 pounds per square foot) may be used. The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance, provided the passive resistance does not exceed two-thirds of the total allowable resistance. Report of Testing of Compacted Fill for Building Pad Page 5 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, California August 8, 2005 CTE Job No. 10-6766G 6.6 Concrete Slab-On-Grade Lightly loaded concrete slabs should be designed for the anticipated loading, but be a minimum of five inches thick. Minimum slab reinforcement should consist of #4 reinforcing bars placed on 24- inch centers, each way at mid-slab height (or equivalent). Moisture sensitive floor areas shall be underlain by a minimum 10-mil visqueen layer, with all laps sealed or taped. Slabs subjected to heavier loads may require thicker slab sections and/or increased reinforcement. 6.7 Basement and Retaining Walls For the design of walls below grade where the surface of the backfill is level, it may be assumed that the soils will exert an active lateral pressure equal to that developed by a fluid with a density of 35 pcf The active pressure should be used for walls free to yield at the top at least 0.2 percent ofthe wall height. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 55 pcf should be used, based on at-rest soil conditions. The above design active and at rest pressures shall be increased by 20 and 30 pcf, respectively, for backfill sloping up to 2:1 (horizontal: vertical). The above values assume non-expansive backfill and free draining condifions. Measures should be taken to prevent a moisture buildup behind all walls below grade. Drainage measures should include free draining backfill materials and perforated drains. Drains should discharge to an appropriate Report of Testing of Compacted Fill for Building Pad Page 6 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, California August 8, 2005 CTE Job No. 10-6766G offsite locafion. The project architect should evaluate the necessity of waterproofing or a relatively flat composite drain system along the exterior of any basement walls. We recommend that walls below grade be backfilled with soils having an expansion index of 20 or less. The backfill area should include the zone defined by a 1:1 sloping plane, extended back from the base ofthe wall. Wall backfill should be compacted to at least 90 percent relative compacfion, based on ASTM D1557-91. Backfill should not be placed unfil walls have achieved adequate structural strength. Heavy compactors, which could cause distress to walls, should not be used within three feet of the face of wall. 7.0 LIMITATIONS As limited by the scope of the services that we agreed to perform, our opinions presented herein are based on our observations, test resuhs, and understanding ofthe proposed site development. Our service was performed according to the currently accepted standard of practice and in a way that provides a reasonable measure of the compliance of the grading operafions with the job requirements. No warranty, express or implied, is given or intended with respect to the performance ofthe project in any respect. Submittal ofthis report should not be construed as relieving the grading contractor of his responsibility to comply with the project requirements. Report of Testing of Compacted Fill for Building Pad Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, California August 8, 2005 Page 7 CTE JobNo. 10-6766G The opportunity to be of service is appreciated. If you have any questions regarding testing conducted, observations made during construction or recommendations presented herein, please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. Dan T. Math, GE #2665 Principal Engineer CONSTRUCTION TESTING & ENGINEERING, INC. GFOTFCHNICAl AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTIEL ROAD. STE 115 ESCONDIDO CA 92026(760)746-4955 SITE INDEX MAP PROPOSED MC<;UIRE RESIDENCE IMPROVEMEOTS 5035 TIERRA DEL ORO CARLSBAD, CAIJFORNIA rrn JOB NO. scM.r. 10-6766G AS SHOWN FIGURt: . TIERRA SEPTIC TANK REMO^ CJ Mxr & SUMP PUMP SPEancATinfj PUMP L,-- ! HP 0 - 7 7J (JPW APPROXIMATE COMPACTION TEST LOCATION CONSTRUCTION TESTING & ENGINEERING, INC. ' GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTIEL ROAD. STE 115 ESCONDIDO CA. 92026 <760) 746-4855 COMPACTION TEST LOCATION MAP PROPOSED MCGUIRE RESIDENCE IMPROVEMENTS 5035 TIERRA DEL ORO STREET CARLSBAD, CALIFORNIA 10-6766G 'SCALE: NONE DATi mm ^ 08/05 2 TABLE I COMPACTION TEST SUMMARY Job Name: McGuire Residence Job Address: 5035 Tierra Del Oro Street, Carlsbad JobNo. 10-6766G Date: 8/8/2005 Date Test No. Location Elevation Feet Density pcf Moisture Content %Dry Weight Relative Compaction % Soil Type 6/8/2005 1 Septic Tank Removal Area Backfilling North East Portion -115.4 11.9 91% 1 6/8/2005 2 Septic Tank Removal Area Backfilling North East Portion -119.4 11.9 94% 1 6/8/2005 3 Sepfic Tank Removal Area Backfilling North East Portion -115.2 10.9 91% 1 6/14/2005 4 Subgrade Slope South West Middle Portion 29.4 109.9 10.0 90% 2 6/14/2005 5 Subgrade Slope North West Middle Portion 29.4 110.1 10.3 90% 2 6/15/2005 6 Subgrade Slope North West Middle Portion 30.9 112.0 9.3 92% 2 6/15/2005 7 Subgrade Slope South West Middle Portion 30.9 112.1 10.1 92% 2 6/15/2005 8 Subgrade Slope South West Middle Portion 31.9 114.4 9.8 94% 2 6/15/2005 9 Subgrade Slope North West Middle Portion 31.9 113.4 10.1 93% 2 6/30/2005 10 South West Limits -23.0 114.6 12.8 95% 3 6/30/2005 11 West Limits -24.0 119.3 10.7 99% 3 6/30/2005 12 North Limits at Building -24.0 112.5 10.5 93% 3 6/30/2005 13 East Limils at Slope -24.5 113.9 9.2 94% 3 7/29/2005 14 West Corner of Wall FSG 132.0 6.0 99% 2 7/29/2005 15 Central Corner of Wall FSG 126.1 4,8 98% 2 7/29/2005 16 North East of Wall FSG 127.0 5.0 98% 2 7/29/2005 17 North End of Wall FSG 129.0 5.0 99% 2 ** TEST FAILED, SEE RETEST TABLE II LABORATORY TEST DATA Job Name; McGuire Residence JobNo. 10-6766G Job Address: 5035 Tierra Del Oro Street, Carlsbad Date 8/8/2005 Maximum Optimum Sample No. Dry Density Moisture Soil pcf Content Description %wt 1 126.5 7.5 Dark brown silty SAND with organics. 2 122.0 7.5 Silty fme brown SAND. 3 121.0 II.O Medium brown cohesionless SAND. CONSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA 1441 Montiel Road Suite ns Escondido, CA 92026 (760) 746-4955 (760) 746-9806 FAX RIVERSIDE, CA 12155 Magnolia Ave. Suite 6C Riverside, CA 92503 (951) 352-6701 (951) 352-6705 BW VENTURA, CA 1645 Pacific Ave. Suite 107 Oxnard, CA 93033 (605) 486-6475 (605) 486-9016 FAX TRACY. CA 242 W. Larch Suite F Tracy, CA 95376 (209) 639-2690 (209) 639-2695 FAX SACRAMENTO, CA 3628 Madison Ave. Suite 22 N. Highlands. CA 95660 (916) 331-6030 (916) 331-6037 FAX N. PALM SPRINGS, CA 19020 N. Indian Ave. Suite 2-K N. Palm Spnngs, CA 92256 (760) 329-4677 (760) 326-4896- FAX REVISED REPORT FOR TESTING OF COMPACTED FILL FOR BUILDING PAD PROPOSED IMPROVEMENTS TO MCGUIRE RESIDENCE 5035 TIERA DEL ORO STREET CARLSBAD, CALIFORNIA GRADING PLAN NO. DWG 426-1A PREPARED FOR: LEO AND SUSAN MCGUIRE C/O: MR. JOHN PYJAR DOMINY + ASSOCIATES ARCHITECTS 2150 WEST WASHINGTON, SUITE 303 SAN DIEGO, CALIFORNIA 92110 PREPARED BY: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CALIFORNIA 92026 CTE PROJECTNO. 10-6766G AUGUST 8, 2005, REVISED AUGUST 26, 2005 GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING TABLE OF CONTENTS SECTION PAGE 1.0 PROPOSED DEVELOPMENT 1 2.0 FILL PLACEMENT 1 3.0 TESTING 1 4.0 TREATMENT OF BUILDING PADS 2 5.0 ADDITIONAL CONSTRUCTION OBSERVATION 2 6.0 CONCLUSIONS AND RECOMMENDATIONS 2 6.1 Foundations and Slab Recommendations 3 6.2 Shallow Foundations 3 6.3 Foundation Settlement 4 6.4 Foundation Setback 4 6.5 Lateral Load Resistance 4 6.6 Concrete Slab-On-Grade 5 6.7 Basement and Retaining Walls 5 7.0 LIMITATIONS 6 TABLES TABLE I COMPACTION TEST SUMMARY TABLE II LABORATORY TEST DATA FIGURES FIGURE 1 SITE INDEX MAP FIGURE 2 COMPACTION LOCATION MAP Revised Report of Testing of Compacted Fill for Building Pad Page 1 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, California August 8, 2005, Revised August 26, 2005 CTE Job No. 10-6766G 1.0 PROPOSED DEVELOPMENT The site is located on the west side of Tierra Del Oro Street approximately 0.5 mile west of Interstate 5 Freeway. The site is roughly rectangular in shape and slopes down slightly to the west. The site is situated at an elevation of approximately 30 feet, overlooking the Pacific Ocean to the immediate west. The proposed development/project includes the demolition of existing improvements and the construction of a new single-story, wood frame building and associated improvements. Associated improvements may include parking and drive areas, utilities, and landscaping areas. Figure 1 is a map showing the general site location and the previous rough topography of the area. 2.0 FILL PLACEMENT Compacted fill was placed during recent grading to prepare the site for the construction of the proposed improvements. Fill material was derived from on site sources. Fill was generally placed in uniform compacted lifts at above optimum moisture content. Grading was performed using standard heavy-duty construction equipment. 3.0 TESTING Testing was performed to supplement field observations in promoting compliance with the applicable project requirements. Field-testing of the compacted fill material was conducted in accordance with ASTM D2922 and D3017 (nuclear method). Resuhs of the field-testing indicate that fill materials were compacted to the appropriate minimum percentage of the laboratory maximum dry density as determined by test method ASTM D-1557. Revised Report of Testing of Compacted Fill for Building Pad Page 2 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, Califomia August 8, 2005, Revised August 26, 2005 CTE Job No. 10-6766G Tabulated results of the field compaction testing performed are provided in the attached Table I, "Compaction Test Summary." Laboratory determination ofthe reference compaction values forthe fill materials is provided in Table II, "Laboratory Test Results." Figure 2 attached shows the approximate location of the compaction tests performed in the building pad areas. 4.0 TREATMENT OF BUILDING PADS Beyond the building limits, materials were overexcavated to competent materials. Materials were then recompacted as competent, moist, engineered fill. Exposed subgrades were scarified and moisture conditioned before compaction. As modified herein, proposed structure foundations will be deepened to bear entirely upon competent native materials. 5.0 ADDITIONAL CONSTRUCTION OBSERVATION In general, any fixture grading and backfllling should be observed and tested to assure conformance with recommendations presented herein and in the approved project soils report. 6.0 CONCLUSIONS AND RECOMMENDATIONS We conclude that the soil engineering and engineering geologic aspects of the grading are in compliance with the approved geotechnical report (except as noted herein) and the grading plan (Grading plan No. DWG 426 1 -A). Therefore the proposed site is considered suitable for support of the proposed improvements and the site is considered adequate for its intended use. The recommendations presented herein generally remain unchanged from the original approved soils report with the exception of the recommendations for deepened foundafions. Revised Report of Testing of Compacted Fill for Building Pad Page 3 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, California August 8, 2005, Revised August 26, 2005 CTE Job No. 10-6766G 6.1 Foundafions and Slab Recommendations The proposed project previously included the construction of building improvements upon engineered fill soils. However, proposed structure foofings will now be founded entirely on competent nafive soils using deepened spread and confinuous footings. To eliminate the potenfial for differential settlements of these lightly loaded structures, building foundations should not straddle cut/fill interfaces. 6.2 Shallow Foundations Deepened continuous and isolated spread footings are suitable for use at this site. However, footings should not straddle cut/fill interfaces. We anficipate that all building foofings will be founded entirely in competent native materials. Foundation dimensions and reinforcement should be based on allowable bearing values of 2,500 pounds per square foot (psf) for minimum 24-inch deep footings founded in competent native materials. The allowable bearing value may be increased by 500 psf for each additional twelve inches of embedment, up to a maximum value of 3,500 psf The allowable bearing value may be increased by one third for short duration loading which includes the effects of wind or seismic forces. Tiebeams are recommended to connect isolated footings. Footings should be at least 15 inches wide and deepened to the depth of competent native materials. Depths shall be approved by a CTE engineer or geologist. Foofing reinforcement for confinuous and isolated foundations shall be designed and placed as per the project structural engineer. As necessary, foundations may be backfilled with minimum two-sack cement/sand slurry to the design bottom of footing elevation (s). Revised Report of Tesfing of Compacted Fill for Building Pad Page 4 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, Califomia August 8, 2005, Revised August 26, 2005 CTE Job No. 10-6766G 6.3 Foundafion Setfiement The maximum post-constmcfion compression settlement is expected to be on the order of 1.0 inch. Maximum differenfial settlement of continuous footings is expected to be on the order of 0.55 inches. Dynamic settlements are anticipated to be less than 0.5 inches. The modified settlement estimates results from the time lapse between rough and finish grading. 6.4 Foundation Setback Foofings for structures should be designed such that the minimum horizontal distance from the face of adjacent slopes to the outer edge ofthe foofing is a minimum of 15 feet. In addition, foofings should bear beneath an imaginary 1:1 plane extended up from the nearest bottom edge of adjacent trenches and/or excavafions. Footings may be deepened or backfilled with a two-sack slurry in order to meet this requirement. 6.5 Lateral Load Resistance The following recommendations may be used for shallow footings on the site. Foundations placed in engineered fill materials may be designed using a coefficient of friction of 0.35 (total frictional resistance equals the coefficient of friction times the dead load). A design passive resistance value of 250 pounds per square foot per foot of depth (with a maximum value of 1,000 pounds per square foot) may be used. The allowable lateral resistance can be taken as the sum of the fricfional resistance and the passive resistance, provided the passive resistance does not exceed two-thirds of the total allowable resistance. Revised Report of Tesfing of Compacted Fill for Building Pad Page 5 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, California August 8, 2005, Revised August 26, 2005 CTE Job No. 10-6766G 6.6 Concrete Slab-On-Grade Lightly loaded concrete slabs should be designed for the anticipated loading, but be a minimum of five inches thick. Minimum slab reinforcement should consist of #4 reinforcing bars placed on 24- inch centers, each way at mid-slab height (or equivalent). Moisture sensifive floor areas shall be underlain by a minimum 10-mil visqueen layer, with all laps sealed or taped. Slabs subjected to heavier loads may require thicker slab secfions and/or increased reinforcement. 6.7 Basement and Retaining Walls For the design of walls below grade where the surface of the backfill is level, it may be assumed that the soils will exert an acfive lateral pressure equal to that developed by a fluid with a density of 35 pcf The active pressure should be used for walls free to yield at the top at least 0.2 percent of the wall height. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 55 pcf should be used, based on at-rest soil conditions. The above design active and at rest pressures shall be increased by 20 and 30 pcf, respectively, for backfill sloping up to 2:1 (horizontal: vertical). The above values assume non-expansive backfill and free draining condifions. Measures should be taken to prevent a moisture buildup behind all walls below grade. Drainage measures should include free draining backflll materials and perforated drains. Drains should discharge to an appropriate Revised Report of Testing of Compacted Fill for Building Pad Page 6 Proposed Improvements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, California August 8, 2005, Revised August 26, 2005 CTE Job No. 10-6766G offsite location. The project architect should evaluate the necessity of waterproofing or a relafively flat composite drain system along the exterior of any basement walls. We recommend that walls below grade be backfilled with soils having an expansion index of 20 or less. The backfill area should include the zone defined by a 1:1 sloping plane, extended back from the base ofthe wall. Wall backfill should be compacted to at least 90 percent relative compacfion, based on ASTM D1557-91. Backfill should not be placed until walls have achieved adequate stmctural strength. Heavy compactors, which could cause distress to walls, should not be used within three feet of the face of wall. 7.0 LIMITATIONS As limited by the scope ofthe services that we agreed to perform, our opinions presented herein are based on our observations, test results, and understanding of the proposed site development. Our service was performed according to the currently accepted standard of pracfice and in a way that provides a reasonable measure of the compliance of the grading operations with the job requirements. No warranty, express or implied, is given or intended with respect to the performance of the project in any respect. Submittal ofthis report should not be construed as relieving the grading contractor of his responsibility to comply with the project requirements. Revised Report of Testing of Corapacted Fill for Building Pad Proposed Iraprovements to McGuire Residence 5035 Tierra Del Oro, Carlsbad, Califomia August 8, 2005, Revised August 26, 2005 Page 7 CTE JobNo. 10-6766G The opportunity to be of service is appreciated. If you have any questions regarding tesfing conducted, observafions made during construction or recommendafions presented herein, please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. fan T. Math, GE #2665 Principal Engineer .A^ CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAI, AND CONSTRUCTION ENGINEERING TESTING ANO INSPECTION 1441 MONTIEL ROAD, STE 115 ESCONDIDO CA. 92026 (760) 746-4955 SITE INDEX MAP PR()K>SED MCGUIRE RESIDENCE IMPROVEMENTS 5035 TIERRA DEL ORO CARLSBAD, CALIFORNIA 10-6766G AS SHOWN SEPTIC TANK REMO APPROXIMATE COMPACTION TEST LOCATION \^ GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION jiui^jl^^ ^^^1 MONTIEL ROAD, STE 115 ESCONDIDO CA. 92026 (760) 746-4955 COMPACTION TEST LOCATION MAP PROPOSED MCGUIRE RESIDENCE IMPROVEMENTS 5035 TIERRA DEL ORO STREET CARLSBAD, CALIFORNIA 10-6766G COMPACTION TEST LOCATION MAP PROPOSED MCGUIRE RESIDENCE IMPROVEMENTS 5035 TIERRA DEL ORO STREET CARLSBAD, CALIFORNIA NONE COMPACTION TEST LOCATION MAP PROPOSED MCGUIRE RESIDENCE IMPROVEMENTS 5035 TIERRA DEL ORO STREET CARLSBAD, CALIFORNIA DATE PlillRI!: _ 08/05 2 TABLE I COMPACTION TEST SUMMARY Job Name: McGuire Residence Job No. 10-6766G Job Address: 5035 Tierra Del Oro Street, Carlsbad Date: 8/8/2005 Date Test Location Elevation Density Moisture Relative Soil No. Feet pcf Content %Dry Weight Compaction % Type 6/8/2005 1 Septic Tank Removal Area Backfllling North East Portion -115.4 11.9 91% 1 6/8/2005 2 Septic Tank Removal Area Backfilling North East Ponion -119.4 11.9 94% 1 6/8/2005 3 Septic Tank Removal Area Backfilling North East Portion -115.2 10.9 91% 1 6/14/2005 4 Subgrade Slope South West Middle Portion 29.4 109.9 10.0 90% 2 6/14/2005 5 Subgrade Slope North West Middle Portion 29.4 110.1 10.3 90% 2 6/15/2005 6 Subgrade Slope North West Middle Portion 30.9 112.0 9.3 92% 2 6/15/2005 7 Subgrade Slope South West Middle Portion 30.9 112.1 10.1 92% 2 6/15/2005 8 Subgrade Slope South West Middle Portion 31.9 114.4 9.8 94% 2 6/15/2005 9 Subgrade Slope North West Middle Portion 31.9 113.4 10.1 93% 2 6/30/2005 10 South West Limits -23.0 114.6 12.8 95% 3 6/30/2005 11 West Limits -24.0 119.3 10.7 99% 3 6/30/2005 12 North Limits at Building -24.0 112.5 10.5 93% 3 6/30/2005 13 East Limits at Slope -24.5 113.9 9.2 94% 3 7/29/2005 14 West Corner of Wall FSG 132.0 6.0 99% 2 7/29/2005 15 Central Corner of Wall FSG 126.1 4.8 98% 2 7/29/2005 16 North East of Wall FSG 127.0 5.0 98% 2 7/29/2005 17 North End of Wall FSG 129.0 5.0 99% 2 8/24/2005 18 Slab on Grade East Portion 36.82 110.4 7.3 90% 2 8/24/2005 19 Slab on Grade West Portion 36.82 111.4 8.0 91% 2 8/24/2005 20 Slab on Grade West Lower Portion 31.82 111.7 8.3 92% 2 TEST FAILED, SEE RETEST TABLE II LABORATORY TEST DATA Job Name: McGuire Residence JobNo. 10-6766G Job Address: 5035 Tierra Del Oro Street, Carlsbad Date 8/8/2005 Maximum Optimum Sample No. Dry Density Moisture Soil pcf Content Description %wt 1 126.5 7.5 Dark brown silty SAND with organics. 2 122.0 7.5 Silty fine brown SAND. 3 121.0 11.0 Medium brown cohesionless SAND.