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Home My WebLink AboutTract Map 3883 Lot 101 Subsurface Soils Investigation I I I I I I I I I I I I I I I I I I I FEBRUARY 26, 2004 PROJECT NUMBER- 04-660 WAC GEOTECHNICAL INC. MR. KARL LOWREY (909) 721-0176 9550 HERMITAGE LANE RIVERSIDE, CA. 92503 SUBJECT: SUBSURFACE SOILS ENGINEERING INVESTIGATION FOR PROPOSED RESIDENTIAL BUILDING CONSTRUCTION AND FOUNDATION EVALUATION FOR THE PROPERTY LOCATED AT _ CARMElITA CIRCLE TEMECULA, CA. A.P.N.919-082-002 LOT # 101 OF TRACT #3883 GENTLEMEN: THE RESULTS OF OUR INVESTIGATION INDICATE THAT THE SOILS UNDERLYING THE PROPOSED BUILDING AREA ARE COMPRISED OF SILTY FINE TO COARSE-GRAINED SANDS IN A DRY TO MOIST, LOOSE TO MEDIUM DENSE TO DENSE STATE. BASED UPON INFORMATION SUPPLIED TO THIS OFFICE (PLATE 1), IT IS PROPOSED TO CONSTRUCT A RESIDENTIAL STRUCTURE ON THE SUBJECT PROPERTY. GRADING WILL CONSIST OF CUTS AND FILLS ON THE ORDER OF 12-5 FEET RESPECTIVELY. LOOSE SOILS SHALL BE REMOVED TO COMPETENT SUB-GRADE. SUCH REMOVED SOILS MAY BE USED AS NEEDED FOR FILL MATERIAL. THE EXISTING GRADE IS TO BE INCREASED ON THE ORDER OF APPROXIMATELY 5 FEET IN THE PROPOSED FILL AREA. IT IS PROPOSED TO CONSTRUCT CONVENTIONAL SPREAD FOOTINGS FOR SLAB-ON-GRADE RESIDENTIAL BUILDINGS. IT IS OUR OPINION THAT THE SITE SHOULD BE CONSIDERED SUITABLE FOR THE PLANNED DEVELOPMENT, PROVIDED THE RECOMMENDATIONS PRESENTED HEREIN ARE INCORPORATED INTO THE DESIGN AND IN CONSTRUCTION. ADEQUATELY CONSTRUCTED SPREAD FOOTINGS FOUNDED INTO COMPETENT, FIELD APPROVED DENSE COMPACTED FILL ARE EXPECTED TO PROVIDE NECESSARY SUPPORT FOR THE PLANNED RESIDENTIAL STRUCTURE. THIS REPORT HAS BEEN PREPARED IN ACCORDANCE WITH THE GENERALLY ACCEPTED ENGINEERING STANDARDS CONSIDERED NECESSARY FOR THE PROPOSED DEVELOPMENT. THANK YOU FOR THE OPPORTUNITY TO BE OF SERVICE ON YOUR PROJECT. SHOULD YOU HAVE ANY QUESTIONS REGARDING THIS REPORT, PLEASE CALL THE UNDERSIGNED AT YOUR CONVENIENCE. RESPECTFULLY SUBMITTED, WAC GEOTECHNICAL, INC. ~~ BRADLE . WORREL -::t!-z...I-f- RCE 338114 DATE 7 EXP. 6130106 ---- P.O. BOX 545 . NORCO, CA 92860 OFC: (909) 354-6500 . FAX: (909) 354-8600 '- I,' . . ~ . .', ~ -r- , I~ to ~ I~ @ @ <S: :(l ~ , @ ~ 8' t !! . k :l M ,~ I IV "I @ , ~ " hi 'u I <9 @ ~ ~ I I ~ I "" @l ~ ~ orot'l:_7 -t I 'K",,-:-o "J~ r \r,.:tIIl . '-.J" .. .. ~ @ , ... . G ~ sJof'oz, " .. f 0 ~ " G it 0 ~ I ~ ~ I ..~~ ~ !II I .. ~ '- .. .. Cl I (6,!) ~ ~ " " .. <l @ ~ 0; . ~ ).... I ~ .... '. II ~ ~ 8 t 1'> I @ fS ~ \0<:\ ~ ~ 2- Cli) ~ ~ I I rL-FfJ8 # 1 -- -- -- I APN, # 9'9-082-002 LOT 101 - TRACT 3883 LOT AREA = 0.85 ACRES (GROSS) 0lSlUR8ED AREA = +/- 0.63 ACRES -- I ---- :Ire' ~ ,/ , I _ -. I . , I . . --i----..- " --+-- \ ";. ~- " " ~ _- . ",,,,of' " ~ \ :\,;.'" \, \, ~fl~ ) ---- ~ ~ ~ I ~ ,/ ~ ~ /' / / I /' / / /' I ~ I I I' / /' I , I / / /' / / I I I I :)RECISE GRADING PLAN, I OWNER/APPLICANT ;,o'~ J2.f2' (JtJ KARL LO\lollY 1J2., I 9550 HERMITAGE LANE RIVERSIDE. CALIFORNIA 92503 . '. (909) 72'.0176 I LEGAL DESCRIPTION I EARTHWORK QUANTITIES APPROX. CUT = ????? cu YO APPROX, Fill = ????? CU YO APPROX. IMPORT = 1111? CU YO , J' 11.36.34' Tr (".37.15') FG I L I I LEGEND '-'-' ..- .. rt~ib = ~~'~~:~~~~,~~~:~=--;. "'^ ~~ .~Ot-:(' ('0/1')-0 ~/~ ~.~ PROPERTY LINE FLOW LINE -------------- I Y-LY 3 SLOPE OAYlIGHT LINE Q CUT " " I I I I I I I I I I I I I I I I I I I E 0 E E E ...... ~ -'" -'" - -'" I ~ 0 on s ~ on ~ ~ " " . ~ . 0 E ~ i . ~ . 1; " Q) . ~~ b ~ i j " ! , - ! ~ ." E . Q) C") '" >. ~ N ." " 0'; . .. ~~ . 0 . . " ~ I , E ] . III 0> . " ~ . 10 . ~ 1Il ~g I ~ 0"0 Z 'i . . . .. I . ..Q ft . 8'0 W ~. S <( [TIH I , I : '" (!) :~ I ~ .. O(!l i II "'/," 1;: I ! ~ -." W ~ . . ! . 211 .'.,: . ~ :5:a ..J . ~ c.,.. ::I H \~". S i ~= . 8~ I . <a" <ll ~: 0 c.._ "'::0 0_ <a 0 "e " 0 ~:gj n; .~ 00 tn CD C ... 0.<: cO Ni:;; :5 a CD tl u> Co) 3cO ... -~ _c:o> .., 8.!! O.5'lil en...... . lD af .. !8 <<Ill co CD S .5 Z...... -8~ _ c:m -J!l~ ::lis i <<I .!! c: I&. ~:> ES; Q) .!!~ >i!'.. .- <; ti <C "l:t C? o 4 I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26,2004 1,0 INTRODUCTION THE PURPOSE OF THIS EVALUATION IS TO DETERMINE THE NATURE AND ENGINEERING PROPERTIES OF THE SUBSURFACE SOILS, AND TO PROVIDE NECESSARY GEOTECHNICAL RECOMMENDATIONS FOR FOUNDATION DESIGN, SITE GRADING, UTILITY TRENCH BACKFILL, AND FIELD REVIEW DURING CONSTRUCTION. OUR EVALUATION INCLUDED SUBSURFACE EXPLORATION, SOIL SAMPLING, LABORATORY TESTING, ENGINEERING ANALYSES AND PREPARATION OF THIS REPORT. THE RECOMMENDATIONS CONTAINED HEREIN REFLECT OUR PROFESSIONAL OPINIONS FOR THE SUBSURFACE SOIL CONDITIONS ENCOUNTERED DURING FIELD INVESTIGATION. 1.1 PROPOSED DEVELOPMENT BASED ON THE INFORMATION,SUPPLlED TO THIS OFFICE, IT IS PROPOSED TO CONSTRUCT A TWO-STORY RESIDENTIAL BUILDING, WITH SLAB-ON-GRADE FOUNDATION FOR THE SUBJECT PROPERTY, CONVENTIONAL SPREAD FOOTINGS ARE PROPOSED FOR THE RESIDENTIAL BUILDING AREAS. IT IS THE UNDERSTANDING OF THIS OFFICE THAT THE PROPERTY Will BE SERVED BY A SUB-SURFACE SEWAGE DISPOSAL SYSTEM. IT IS OUR OPINION THAT THE SITE SHOULD BE CONSIDERED SUITABLE FOR THE PLANNED DEVELOPMENT, PROVIDED THE RECOMMENDATIONS PRESENTED HEREIN ARE INCORPORATED INTO DESIGN AND IN CONSTRUCTION. ADEQUATELY CONSTRUCTED SPREAD FOOTINGS FOUNDED INTO COMPETENT, FIELD APPROVED DENSE COMPACTED Fill ARE EXPECTED TO PROVIDE NECESSARY SUPPORT FOR THE PLANNED RESIDENTIAL STRUCTURE. 1.2 SITE DESCRIPTION THE SUBJECT PROPERTY IS LOCATED ON THE SOUTHEASTERLY SIDE OF CARMELlTA ROAD IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, CA. THE SUBJECT PROPERTY IS BORDERED BY EXISTING RESIDENTIAL CONSTRUCTION. THE SUBJECT PROPERTY IS MANTLED WITH MINOR NATIVE VEGETATION. DRAINAGE IS VIA SHEET FLOW TO THE SOUTH. 2.0 SCOPE OF WORK GEOTECHNICAL INVESTIGATION FOR THE SUBJECT SITE INCLUDED SUBSURFACE EXPLORATION UTILIZING A TRUCK MOUNTED MOBILE DRill B-34 AUGER DRILL RIG, SOIL SAMPLING, LABORATORY TESTING, ENGINEERING ANALYSES AND PREPARATION OF THIS REPORT. IN GENERAL, THE SCOPE OF WORK INCLUDED THE FOLLOWING TASKS: . TWO EXPLORATORY BORINGS WERE EXCAVATED USING A B-34 DRILL RIG, ADVANCED TO A MAXIMUM DEPTH OF 20 FEET BELOW THE EXISTING GRADE (SEE PLATE 1 AND BORING LOGS, APPENDIX SECTION). DURING EXPLORATION, ENCOUNTERED SUBSURFACE SOILS WERE LOGGED BASED UPON VISUAL AND TACTILE METHODS WITH BULK SAMPLES OBTAINED AT SUBSURFACE ZONES AT OR NEAR THE PROPOSED PAD GRADE. COLLECTED SAMPLES WERE TRANSFERRED TO A GEOTECHNICAL LABORATORY FOR TESTING AND ANALYSES. DESCRIPTIONS OF ENCOUNTERED SUBSURFACE SOILS ARE PROVIDED ON THE BORING LOGS IN THE APPENDIX SECTION. THE APPROXIMATE LOCATIONS OF THE TEST BORINGS ARE SHOWN ON PLATE 1. . LABORATORY TESTING WAS CONDUCTED ON SELECTED BULK AND REMOLDED SAMPLES ACCORDING TO THE PROJECT REQUIREMENTS. THE LABORATORY TESTING INCLUDED DETERMINATIONS OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT, SOIL SHEAR STRENGTH AND EXPANSION INDEX. DESCRIPTIONS OF THE TEST PROCEDURES USED AND TEST RESULTS ARE PROVIDED IN APPENDIX SECTION. AJP~: 919-082-002 5$ I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26,2004 . BASED ON OBTAINED DATA RESULTING FROM OUR FIELD INVESTIGATION, LABORATORY TESTING AND ENGINEERING ANALYSES, THIS REPORT PRESENTS THIS FIRMS RECOMMENDATIONS FOR FOUNDATION DESIGN, SITE PREPARATION, GRADING AND FIELD REVIEWS NECESSARY DURING SITE CONSTRUCTION. 3.0 SUBSURFACE CONDITIONS OUR EVALUATION OF THE SITE SUBSOIL CONDITIONS ARE BASED UPON SUBSURFACE SOIL EXPLORATION AND NOTED LABORATORY TESTING. FOR THE DEPTHS EXPLORED, THE ENCOUNTERED 0 - 5 FEET OF SUB-SOILS, CONSISTS OF TAN TO GRAYISH TAN SILTY TO COARSE GRAINED DECOMPOSED GRANITE AND ALLUVIUM. BASED UPON OUR FIELD INVESTIGATION, SOIL SAMPLING AND SUBSEQUENT LABORATORY AND ENGINEERING ANALYSES, THE FOLLOWING CHARACTERISTICS FOR THE' SITE SOILS ARE OBSERVED: IN GENERAL, THE UPPER 0 TO 3 FEET OF THE SITE SOILS ARE LOOSE AND COMPRESSIBLE. THESE SUB-SOILS WILL REQUIRE REMOVAL TO COMPETENT BEARING SUB-GRADE FOR FOUNDATION SUPPORT. SEE SECTION 4.1.1 FOR SPECIFIC REQUIREMENTS. THESE IN PLACE SUB-SOILS MAY BE CONSIDERED SUITABLE FOR USE AS STRUCTURAL FILLS INTENDED TO SUPPORT PROPOSED STRUCTURE OR FILL SLOPES. AT TIME OF CONSTRUCTION, ACTUAL FIELD EXPOSURES WILL DICTATE SITE SUITABILITY BASED UPON FIELD REVIEW BY THE PROJECT SOILS ENGINEERING CONSULTANT 1 REPRESENTATIVE. LABORATORY SHEAR TESTS CONDUCTED ON THE UPPER BULK SAMPLES REMOLDED TO 90 PERCENT OF THE LABORATORY DETERMINED MAXIMUM DRY DENSITY INDICATE MODERATE SHEAR STRENGTHS UNDER INCREASED MOISTURE CONDITIONS. RESULTS OF THE LABORATORY SHEAR TESTS ARE PROVIDED IN THE APPENDIX SECTION. 3.1 EXCAVATIBILlTY CONSIDERING THE STATE OF THE NON-LITHIFIED ALLUVIUM UNDERLYING CURRENT SURFACE GRADE, IT IS OUR OPINION THAT GRADING AND EXCAVATION REQUIRED FOR THE PROJECT MAY BE ACCOMPLISHED USING CONVENTIONAL CONSTRUCTION EQUIPMENT TO THE PROPOSED DESIGN GRADES AND RECOMMENDED REMOVAL DEPTHS. 3.2 GROUNDWATER GROUND WATER WAS NOT ENCOUNTERED IN OUR SUBSURFACE DRILLING EXCAVATION TO DEPTHS UP TO 20 FEET. GROUND WATER IS NOT EXPECTED TO BE A PROBLEM FOR PROPOSED GRADING AND RESIDENTIAL DEVELOPMENT. OBSERVATION OF TRENCH WALLS EXPOSED DURING SUBSURFACE SOILS INVESTIGATION DID NOT YIELD EVIDENCE OF SOIL MOTTLING WHICH WOULD SUGGEST A HIGHER GROUND WATER CONDITION FOR THE SUBJECT PROPERTY. 3.3 SUBSURFACE VARIATIONS BASED UPON THE RESULTS OF OUR SUBSURFACE INVESTIGATION AND ON PAST EXPERIENCE, IT IS THE OPINION OF THIS FIRM THAT VARIATIONS IN THE CONTINUITY, DEPTHS OF SUBSOIL DEPOSITS MAY BE EXPECTED. DUE TO THE NATURE AND CHARACTERISTICS OF THE SOILS UNDERLYING THE SUBJECT SITE, CARE SHOULD BE EXERCISED IN INTERPOLATING OR EXTRAPOLATING THE CONDITIONS AND PROPERTIES OF THE SUB-SOILS BEYOND THE BORING LOCATIONS. AJP~: 919-082-002 6 '" I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26,2004 3.4 LIQUEFACTION LIQUEFACTION IS CAUSED BY THE BUILD UP OF EXCESS HYDROSTATIC PRESSURE IN SATURATED COHESIONLESS SOILS DUE TO CYCLIC STRESS GENERATED BY GROUND SHAKING DURING AN EARTHQUAKE. THE SIGNIFICANT FACTORS ON WHICH LIQUEFACTION POTENTIAL OF A SOIL DEPOSIT DEPENDS, AMONG OTHERS INCLUDE, SOIL TYPE, RELATIVE SOIL DENSITY, INTENSITY OF EARTHQUAKE, DURATION OF GROUND SHAKING, AND DEPTH OF GROUND WATER. GROUND WATER WAS NOT ENCOUNTERED IN OUR SUBSURFACE EXPLORATION PROGRAM. UNDERLYING IN-PLACE ALLUVIAL MATERIALS CONSIST OF SILTY FINE TO COARSE I GRAINED SANDS WITH UNDERLYING GRANITE IN VARIOUS LEVELS OF DECOMPOSITION. BASED UPON AVAILABLE INFORMATION FROM THIS INVESTIGATION AND EXPERIENCE IN THIS AREA, IT IS THE OPINION OF THIS FIRM THAT THE POTENTIAL FOR LIQUEFACTION IS MINIMAL FOR THE SUBJECT PROPERTY. 3.5 POTENTIAL SEISMIC HAZARDS SEISMIC DESIGN PARAMETERS BASED UPON 1997 UBC. THE PROJECT IS LOCATED IN SEISMIC ZONE 4. THE SEISMIC DESIGN FAULT FOR THE SUBJECT PROPERTY IS THE ELSINORE FAULT, GLEN IVY SEGMENT, WHICH IS LOCATED APPROXIMATELY 4 KILOMETERS SOUTHWESTERLY OF THE SUBJECT PROPERTY. THE FAULT TYPE IS "B" THE MAXIMUM MAGNITUDE IS NOTED BY THE UBC AS 6.8 THE SLIP RATE IS 5 MMIYR. THE NEAR-SOURCE FACTOR NA, IS NOTED AS 1.3. THE NEAR-SOURCE FACTOR NV IS NOTED AS 1.6. THE SOILS UNDERLYING THE SUBJECT SITE. FINE TO COARSE-GRAINED SAND IS ASSIGNED THE SOIL TYPE PROFILE SD. THE SEISMIC ZONE FACTOR IS 0.40. THE SEISMIC COEFFICIENT, CA, IS NOTED AS 0.44 NA; THE SEISMIC COEFFICIENT, CV, IS NOTED AS 0.64 NV. 4.0 EVALUATIONS AND RECOMMENDATIONS 4.1 GENERAL EVALUATIONS BASED ON THIS FIRM'S FIELD INVESTIGATION, LABORATORY TESTING AND SUBSEQUENT ENGINEERING ANALYSIS, IT IS OUR OPINION THAT, FROM A GEOTECHNICAL VIEWPOINT, THE SITE SHOULD BE CONSIDERED SUITABLE FOR THE PLANNED DEVELOPMENT, PROVIDED THE RECOMMENDATIONS PRESENTED HEREIN, ARE INCORPORATED INTO FINAL DESIGN AND IN CONSTRUCTION. SITE PREPARATION AND GRADING SHOULD BE PERFORMED IN ACCORDANCE WITH THE ENCLOSED RECOMMENDATIONS OF SECTION 5, EARTHWORKlGENERAL GRADING RECOMMENDATIONS OF THIS REPORT, EXCEPT AS MODIFIED IN THE MAIN TEXT AND WITH THE APPLICABLE PORTIONS OF APPENDIX CHAPTER 33 OF THE CURRENT UBC OR APPLICABLE LOCAL ORDINANCE. STRUCTURAL DESIGN CONSIDERATIONS SHOULD INCLUDE THE PROBABILITY OF MODERATE TO HIGH PEAK GROUND ACCELERATIONS FROM RELATIVELY ACTIVE NEARBY EARTHQUAKE FAULTS, AS NOTED IN SECTION 3.5. 4.1.1 SUB-GRADE PREPARATIONS FOR STRUCTURAL PAD AREA PROGRAMMED AREAS FOR RESIDENTIAL BUILDING SUPPORT WILL REQUIRE REMOVAL OF LOOSE ALLUVIAL SOIL TO COMPETENT IN-PLACE, FIELD APPROVED SUB-GRADE. REMOVAL SHALL BE VERIFIED IN THE FIELD BY A REPRESENTATIVE OF WAC GEOTECHNICAL, INC. PRIOR TO REPLACING AND COMPACTING REMOVED MATERIAL. A REPRESENTATIVE OF WAC GEOTECHNICAL, INC. SHALL VERIFY THAT ALL REPLACED MATERIAL HAS BEEN COMPACTED TO AJP~: 919-082.002 7 1 I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26,2004 AT LEAST 90% RELATIVE COMPACTION PER ASTM 0-1557-91 FOR STRUCTURAL SUPPORT OF THE PROPOSED FILL AND FOUNDATIONS. IT IS ANTICIPATED REMOVAL DEPTHS WILL AVERAGE APPROXIMATELY THREE TO FOUR FEET. BASEMENT SOIL SHOULD BE SCARIFIED 6- INCHES AND MOISTURE CONDITIONED TO INSURE A UNIFORM FILL MAT FOR BUILDING SUPPORT. OVER EXCAVATION SHOULD INCLUDE THE AREA 5- FEET OUTSIDE THE BUILDING FOOTPRINT. ACTUAL DEPTH OF REMOVALS WILL BE PREDICATED ON EXPOSED FIELD CONDITIONS AND APPROVAL BY A REPRESENTATIVE OF WAC GEOTECHNICAL, INC. ALL FILLS SHALL BE PLACED IN 6 TO 8 INCH LAYERS, MOISTURE CONDITIONED TO AT LEAST OPTIMUM MOISTURE CONTENT AND COMPACTED TO 90% OF MAXIMUM DRY DENSITY PER ASTM 0-1557-91. FILL PLACEMENT SHALL BE OBSERVED BY, AND COMPACTION TESTING PERFORMED BY A REPRESENTATIVE OF THE PROJECT SOILS ENGINEERING CONSULTANT AND AS NOTED IN SECTION 5.0 "EARTH WORK I GENERAL GRADING RECOMMENDATIONS". 4.2 SPREAD FOUNDATION FOR ADEQUATE SUPPORT, THE PROPOSED STRUCTURES MAY BE CONSTRUCTED ON CONTINUOUS ANDIOR ISOLATED SPREAD FOOTINGS FOUNDED EXCLUSIVELY INTO FIELD APPROVED COMPACTED FILL MATERIALS. CONVENTIONAL SHALLOW FOUNDATION SYSTEM IS CONSIDERED SUITABLE FOR PLANNED RESIDENTIAL AND ANCILLARY STRUCTURES. TYPE II CEMENT IS ACCEPTABLE FOR CONSTRUCTION. FOUNDATIONS MAY BE DESIGNED BASED UPON THE FOLLOWING VALUES: ALLOWABLE BEARING: 1600 LBS.lSQ. FT. LATERAL BEARING: 147 LBS.lSQ. FT. PER FOOT OF DEPTH TO A MAXIMUM OF 1500 LBS.lSQ. FT. SLIDING COEFFICIENT: 0.23 ALLOWABLE BEARING MAY BE INCREASED TO 20 % OF THE ABOVE DESIGNATED VALUE FOR EACH ADDITIONAL FOOT OF DEPTH, UP TO THREE TIMES THE DESIGNATED VALUE. ADDITIONALLY, AN INCREASE OF 113 SHALL BE PERMITTED WHEN CONSIDERING LOAD COMBINATIONS, INCLUDING WIND OR EARTHQUAKE LOADS, AS PERMITTED BY 1997 U.B.C. SECTION 1612.3.2. LATERAL BEARING MAY BE INCREASED BY THE DESIGNATED VALUE FOR EACH ADDITIONAL FOOT OF DEPTH NOT TO EXCEED 1500, PSF, PER 1997 U.B.C. TABLE 16-I-A. MODIFIED. 2. OTHER DESIGN RECOMMENDATIONS . FOOTING DEPTH EXTERIOR - 12-INCHES BELOW LOWEST ADJACENT GRADE (IN APPROVED COMPACTED FILL MATERIALS) INTERIOR - 24-INCHES BELOW LOWEST ADJACENT GRADE (IN APPROVED DENSE COMPACTED FILL MATERIALS) . FOOTING WIDTH EXTERIOR -12-INCHES MINIMUM FOR ONE-STORY, 15-INCHES MINIMUM FOR 2-STORY INTERIOR - 12-INCHES MINIMUM FOR ONE AND 15-INCHES FOR 2-STORY, RESPECTIVELY. AJP~: 919.082.002 8 g I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26, 2004 . FOOTING REINFORCEMENT EXTERIOR & INTERIOR - ALL CONTINUOUS; FOUR NO.4 BARS, TWO NEAR THE TOP, TWO NEAR THE BOTTOM FOR EXTERIOR AND TWO NO.4 BARS ONE NEAR THE TOP AND ONE NEAR THE BOTTOM FOR INTERIOR. CONCRETE SLABS - SLAB THICKNESS: 4-INCHES REINFORCED WITH NO.3 BARS AT 16- INCH ON CENTER EACH WAY OR APPROVED EQUIVALENT. . UNDER-SLAB TREATMENT LIVING AREAS - 6-MIL VISQUEEN; COVER WITH AT LEAST 2 INCHES OF SAND. SUB-GRADE SOILS SHOULD BE PRESOAKED TO CONTAIN AT LEAST OPTIMUM MOISTURE CONTENT IMMEDIATELY PRIOR TO PLACING VISQUEEN AND TO BE VERIFIED BY THE SOILS ENGINEERING CONSULTANT. THE SAND COVER SHOULD BE MOISTENED PRIOR TO PLACING CONCRETE. GRADE BEAM - A GRADE BEAM REINFORCED CONTINUOUSLY WITH THE GARAGE FOOTINGS SHOULD BE CONSTRUCTED ACROSS ALL GARAGE ENTRANCES, TYING TOGETHER THE ENDS OF THE GARAGE FOOTINGS. THIS GRADE BEAM SHOULD BE EMBEDDED AT THE SAME DEPTH AS THE ADJACENT PERIMETER FOOTINGS GARAGE SLAB - OPTIMUM MOISTURE CONTENT IN SUB-GRADE SOIL VERIFIED BY THE SOILS ENGINEERING CONSULTANT. . FIREPLACE FOOTINGS - FIREPLACE FOOTINGS SHALL HAVE A MINIMUM EMBEDMENT DEPTH OF 24-INCHES MEASURED FROM THE LOWEST RECOMMENDED ADJACENT GRADE FOUNDED INTO COMPETENT SOIL AND SHOULD BE AN INTEGRAL PART OF THE BUILDING FOUNDATION SYSTEM. FIREPLACE LABS SHALL BE TREATED IN THE SAME MANNER AS THE LIVING AREA SLABS. . PRIOR TO POURING FOOTINGS, SOILS SHOULD BE PRE-MOISTENED AND FIELD APPROVED BY THE PROJECT SOILS ENGINEERING CONSULTANT OR HIS REPRESENTATIVE. THE SETTLEMENT OF PROPERLY DESIGNED AND CONSTRUCTED FOUNDATIONS SUPPORTED ON APPROVED EARTH MATERIALS, CARRYING MAXIMUM ANTICIPATED VERTICAL LOADINGS, ARE EXPECTED TO BE WITHIN TOLERABLE LIMITS. ESTIMATED TOTAL AND DIFFERENTIAL SETTLEMENTS SHOULD BE NO MORE THAN 314 AND 112-INCH, RESPECTIVELY. 4.3 RESISTANCE TO LATERAL LOADS RESISTANCE TO LATERAL LOADS CAN BE RESTRAINED BY FRICTION ACTING AT THE BASE OF FOUNDATIONS AND BY PASSIVE EARTH PRESSURE. REFER TO SECTION 4.2 FOR VALUES. THE MAXIMUM LATERAL PASSIVE EARTH PRESSURE IS RECOMMENDED NOT TO EXCEED 1500 POUNDS, FOR DESIGN, LATERAL EARTH PRESSURES OF LOCAL SOILS WHEN USED AS LEVEL BACKFILL MAY BE ESTIMATED FROM THE FOLLOWING EQUIVALENT FLUID DENSITY: ACTIVE: 48 PCF PASSIVE: 200 PCF AT REST: 69 PCF AJP~:919-082-OO2 9 '\ I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26,2004 4.5 CONSTRUCTION CONSIDERATIONS 4.5.1 UNSUPPORTED EXCAVATION TEMPORARY CONSTRUCTION EXCAVATION UP TO A MAXIMUM DEPTH OF 5 FEET MAY BE MADE WITHOUT ANY LATERAL SUPPORT. IT IS RECOMMENDED THAT NO SURCHARGE LOADS SUCH AS CONSTRUCTION EQUIPMENT, BE ALLOWED WITHIN A LINE DRAWN UPWARD AT 45 DEGREE FROM THE TOE OF EXCAVATION. USE OF SLOPING FOR DEEP EXCAVATION MAY BE APPLICABLE WHERE PLAN DIMENSIONS OF THE EXCAVATION ARE NOT CONSTRAINED BY ANY EXISTING STRUCTURE. 4.5.2 SUPPORTED EXCAVATIONS IF VERTICAL EXCAVATIONS EXCEEDING 5 FEET IN DEPTH BECOME WARRANTED, USE OF SHORING TO SUPPORT SIDE WALLS IS RECOMMENDED. 4.6 SITE PREPARATION SITE PREPARATIONS SHOULD INCLUDE CUT SUB EXCAVATIONS, IMPORT SOILS, AND PLACEMENT OF SOILS AS ENGINEERED FILL. SUCH EARTH WORK SHOULD BE IN ACCORDANCE WITH THE APPLICABLE GRADING RECOMMENDATIONS PROVIDED IN THE CURRENT UBC AND AS RECOMMENDED IN SECTION 5.0 OF THIS REPORT. THIS OFFICE SHOULD BE NOTIFIED 72 HOURS IN ADVANCE OF IMPORTING SOILS TO SITE FOR PLACEMENT AS COMPACTED FILL. IT WILL BE NECESSARY FOR THE PROJECT SOILS ENGINEERING CONSULTANT TO SAMPLE IMPORT SOILS WITH SUBSEQUENT LABORATORY TESTING TO DETERMINE SUITABILITY OF IMPORT SOILS FOR PROJECT CONSTRUCTION. IT IS STRONGLY RECOMMENDED THAT IMPORT SOILS BE SIMILAR TO SITE SOILS. THE USE OF CLAYEY SOILS FOR PAD CONSTRUCTION IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE SOILS ENGINEERING CONSULTANT. 4.7 SOIL CAVING DURING EXCAVATIONS FOR DEEP UTILITY TRENCHES, 'SOME' CAVING MAY BE EXPECTED. ALL TEMPORARY DEEP EXCAVATIONS SHOULD BE MADE AT A 2:1 (HORIZONTAL TO VERTICAL) SLOPE RATIO OR FLATTER, ANDIOR AS PER THE CONSTRUCTION GUIDELINES PROVIDED BY CAL-OSHA. 4.8 RETAINING WALL RETAINING STRUCTURES, IF PLANNED, SHOULD BE DESIGNED USING THE FOLLOWING EQUIVALENT FLUID DENSITY: SLOPE SURFACE OF RETAINED MATERIAL EQUIVALENT FLUID DENSITY (PCF) (HORIZONTAL TO VERTICAL) IMPORTED LOCAL CLEAN SAND SITE SOIL LEVEL 30 35 2:1 35 43 AJP~:919-082-OO2 10 \0 I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, me. PROJECT # 04-660 DATE: FEBRUARY 26,2004 ONLY FREE-DRAINING GRANULAR MATERIALS (SAND OR GRAVEL) ARE TO BE USED AS RETAINING WALL BACKFILL. BACK-DRAINS AND I OR OMISSION OF HEAD JOINTS @ 32" O.C. IN THE FIRST COURSE ABOVE GRADE ARE REQUIRED BEHIND ALL RETAINING WALLS. 4.9 UTILITY TRENCH BACKFILL UTILITY TRENCH BACKFILL WITHIN THE STRUCTURAL PAD AND BEYOND, SHOULD BE PLACED IN ACCORDANCE WITH THE FOLLOWING RECOMMENDATIONS: * EXTERIOR TRENCHES ALONG A FOUNDATION OR A TOE OF A SLOPE AND EXTENDING BELOW A 1:1 IMAGINARY LINE PROJECTED FROM THE OUTSIDE BOTTOM EDGE OF THE FOOTING OR TOE OF THE SLOPE, SHOULD BE COMPACTED TO A MINIMUM 90 PERCENT. * ALL EXCAVATED TRENCHES SHOULD CONFORM TO THE REQUIREMENTS AND SAFETY AS SPECIFIED BY CAL-OSHA. 4.10 PRE-CONSTRUCTION MEETING IT IS RECOMMENDED THAT NO CLEARING OF THE SITE OR ANY GRADING OPERATION BE PERFORMED WITHOUT THE PRESENCE OF A REPRESENTATIVE OF THIS OFFICE. AN ON-SITE PRE-GRADING MEETING SHOULD BE ARRANGED BETWEEN THE SOILS ENGINEERING CONSULTANT AND THE GRADING CONTRACTOR PRIOR TO ANY CONSTRUCTION. 4.11 SEASONAL LIMITATIONS NO STRUCTURAL FILL SHALL BE PLACED, SPREAD OR ROLLED DURING UNFAVORABLE WEATHER CONDITIONS. WHERE THE WORK IS INTERRUPTED BY HEAVY RAINS, FILL OPERATIONS SHALL NOT BE RESUMED UNTIL MOISTURE CONDITIONS ARE CONSIDERED FAVORABLE BY THE SOILS ENGINEERING CONSULTANT. 4.12 PLANTERS TO MINIMIZE POTENTIAL SETTLEMENT TO FOUNDATIONS DUE TO MIGRATING IRRIGATION WATER, PLANTERS REQUIRING IRRIGATION SHOULD BE RESTRICTED FROM USE IF ADJACENT TO FOOTINGS. IF UNAVOIDABLE, PLANTER BOXES WITH SEALED BOTTOMS AND DRAIN OUTLETS TO APPROVED AREAS AWAY FROM THE FOUNDATION, SHOULD BE CONSTRUCTED. 4,13 LANDSCAPE MAINTENANCE/DRAINAGE ONLY THE AMOUNT OF IRRIGATION NECESSARY TO SUSTAIN PLANT LIFE SHOULD BE PROVIDED. PAD DRAINAGE SHOULD BE DIRECTED TOWARDS STREETS AND lOR TO OTHER APPROVED AREAS AWAY FROM FOUNDATIONS. SLOPE AREAS, WHEN APPLICABLE, SHOULD BE PLANTED WITH DRAUGHT RESISTANT VEGETATION. 4.14 OBSERVATIONS AND TESTING DURING CONSTRUCTION RECOMMENDATIONS PROVIDED IN THIS REPORT ARE BASED UPON THE ASSUMPTION THAT ALL FOUNDATIONS WILL BE PLACED UPON FIELD APPROVED FILL MATERIALS FOR STRUCTURES. EXCAVATED FOOTINGS SHALL BE FIELD REVIEWED, VERIFIED AND CERTIFIED BY SOILS ENGINEERING CONSULTANT PRIOR TO FORMING, STEEL AND CONCRETE PLACEMENT TO ENSURE THEIR SUFFICIENT EMBEDMENT AND PROPER BEARING ON APPROVED DENSE COMPACTED FILL MATERIALS. ADDITIONAL FIELD REVIEWS BY SOILS ENGINEERING CONSULTANT IS RECOMMENDED TO VERIFY FOOTING EXCAVATIONS BEING FREE OF LOOSE AND DISTURBED MATERIAL. ALL STRUCTURAL BACKFILL SHALL BE PLACED AND COMPACTED UNDER DIRECT OBSERVATION AND TESTING BY THIS FACILITY. EXCESS SOILS GENERATED FROM FOOTING EXCAVATIONS SHOULD BE REMOVED FROM PAD AREAS AND SHOULD NOT BE APN: 919~82~02 11 \\ I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26, 2004 ALLOWED ON SUB GRADES AS UN-COMPACTED FILL FOR AREAS PROGRAMMED TO RECEIVE CONCRETE SLAB-ON-GRADE. 5.0 EARTH WORKlGENERAL GRADING RECOMMENDATIONS STRUCTURAL BACKFILL: DURING GRADING. EXCAVATED SITE SOILS MAY BE CONSIDERED SUITABLE FOR REUSE AS BACKFILL MATERIAL. LOOSE SOILS, FORMWORK AND DEBRIS SHOULD BE REMOVED PRIOR TO BACKFILLING THE WALLS. ON-SITE SAND BACKFILL SHOULD BE PLACED AND COMPACTED IN ACCORDANCE WITH THE RECOMMENDED SPECIFICATIONS PROVIDED BELOW. WHERE SPACE LIMITATIONS DO NOT ALLOW CONVENTIONAL BACKFILLING OPERATIONS, SPECIAL BACKFILL MATERIALS AND PROCEDURES MAY BE REQUIRED. PEA GRAVEL OR OTHER SELECT BACKFILL CAN BE USED IN LIMITED SPACE AREAS. RECOMMENDATIONS FOR PLACEMENT AND DENSIFICATION OF PEA GRAVEL OR OTHER SPECIAL BACKFILL CAN BE PROVIDED DURING CONSTRUCTION. SITE DRAINAGE: ADEQUATE POSITIVE DRAINAGE SHOULD BE PROVIDED AWAY FROM THE STRUCTURE TO PREVENT WATER FROM PONDING AND TO REDUCE PERCOLATION OF WATER INTO SUBSOIL AT FOUNDATION AREAS. A DESIRABLE SLOPE FOR SURFACE DRAINAGE SHOULD BE A MINIMUM OF 2 PERCENT IN LANDSCAPE AREAS AND 1 PERCENT IN PAVED AREAS. PLANTERS AND LANDSCAPED AREAS ADJACENT TO BUILDING PERIMETER SHOULD BE AVOIDED OR DESIGNED BY A QUALIFIED LANDSCAPE ARCHITECT UTILIZING A SEALED PLANTER BOX WITH DRAINS AWAY FROM FOOTINGS TO MINIMIZE WATER FILTRATION INTO SUB-SOILS. UTILITY TRENCHES: BURIED UTILITY CONDUITS SHOULD BE BEDDED AND BACKFILLED AROUND THE CONDUIT IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. WHERE CONDUIT UNDERLIES CONCRETE SLAB-ON-GRADE AND PAVEMENT, THE REMAINING TRENCH BACKFILL ABOVE THE PIPE SHOULD BE PLACED AND COMPACTED IN ACCORDANCE WITH THE FOLLOWING GRADING SPECIFICATIONS. GENERAL GRADING RECOMMENDATIONS: RECOMMENDED GENERAL SPECIFICATIONS FOR SURFACE PREPARATION TO RECEIVE FILL AND COMPACTION FOR STRUCTURAL AND UTILITY TRENCH BACKFILL AND OTHERS, ARE PRESENTED BELOW. 1. AREAS TO BE GRADED, BACKFILLED OR PAVED, SHALL BE GRUBBED, STRIPPED AND CLEANED OF ALL BURIED AND UNDETECTED DEBRIS, STRUCTURES, CONCRETE, VEGETATION AND OTHER DELETERIOUS MATERIALS PRIOR TO GRADING. 2. WHERE COMPACTED FILL IS TO PROVIDE VERTICAL SUPPORT FOR FOUNDATIONS, ALL LOOSE, SOFT AND OTHER INCOMPETENT SOILS SHOULD BE REMOVED TO FULL DEPTH AS APPROVED BY SOILS ENGINEERING CONSULTANT, OR AT LEAST UP TO THE DEPTH AS PREVIOUSLY DESCRIBED IN THIS REPORT. THE AREAS OF SUCH REMOVAL SHOULD EXTEND AT LEAST 5 FEET BEYOND THE PERIMETER OF EXTERIOR FOUNDATION LIMIT OR TO THE EXTENT AS APPROVED BY SOILS ENGINEERING CONSULTANT DURING GRADING. 3. THE REQUIRED COMPACTION FOR FILL TO SUPPORT FOUNDATIONS AND SLAB-ON-GRADE IS 90% OF THE MAXIMUM DRY DENSITY AT OR NEAR OPTIMUM MOISTURE CONTENT. TO MINIMIZE ANY POTENTIAL DIFFERENTIAL SETTLEMENT FOR FOUNDATIONS AND SLAB-ON-GRADE STRADDLING OVER DAYLIGHT LINES, THE CUT PORTION SHOULD BE OVER EXCAVATED A AJP~:919-o82-o02 12 \2... I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26,2004 MINIMUM OF 3 FEET AND REPLACED AS COMPACTED FILL, COMPACTED TO AT LEAST 90% OF THE MAXIMUM DRY DENSITY AS DESCRIBED IN THIS REPORT. 4. UTILITY TRENCHES WITHIN BUILDING PAD AREAS AND BEYOND, SHOULD BE BACKFILLED WITH GRANULAR MATERIAL AND SUCH SHOULD BE COMPACTED TO AT lEAST 90% OF THE MAXIMUM DENSITY FOR THE MATERIAL USED. 5. COMPACTION FOR ALL STRUCTURAL FILLS SHALL BE DETERMINED RELATIVE TO THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557-90 COMPACTION METHODS. ALL IN- SITU FIELD DENSITY OF COMPACTED FILL SHALL BE DETERMINED BY THE ASTM D1556 STANDARD METHODS OR BY OTHER APPROVED PROCEDURES. 6. ALL NEW IMPORTED SOILS, IF REQUIRED, SHALL BE CLEAN, GRANULAR, NON-EXPANSIVE MATERIAL OR AS APPROVED BY THE SOILS ENGINEERING CONSULTANT. 7. ALL FILLS SHALL BE PLACED IN 6 INCH LAYERS, MOISTURE CONDITIONED TO AT LEAST OPTIMUM MOISTURE CONTENT AND COMPACTED TO 90% OF MAXIMUM DRY DENSITY PER ASTM D 1557-91 8. NO ROCKS OVER EIGHT INCHES IN DIAMETER, SHALL BE PERMITTED IN FILL SLOPES OR WITHIN 3 FEET OF THE SURFACE WITHOUT PRIOR APPROVAL OF THE SOILS ENGINEERING CONSULTANT. 9. NO JETTING ANDIOR WATER TAMPING MAY BE CONSIDERED FOR BACKFILL COMPACTION FOR UTILITY TRENCHES WITHOUT PRIOR APPROVAL OF THE SOILS ENGINEERING CONSULTANT. FOR SUCH BACKFILL, HAND TAMPING WITH FILL LAYERS OF 8 TO 12 INCHES IN THICKNESS, OR AS APPROVED BY THE SOILS ENGINEERING CONSULTANT IS RECOMMENDED. 10. ANY AND ALL UTILITY TRENCHES AT DEPTH AS WELL AS CESSPOOL AND ABANDONED SEPTIC TANKS WITHIN BUILDING PAD AREA AND BEYOND, SHOULD EITHER BE COMPLETELY EXCAVATED AND REMOVED FROM THE SITE, OR SHOULD BE BACKFILLED WITH GRAVEL, SLURRY OR BY OTHER MATERIAL, AS APPROVED BY SOILS ENGINEERING CONSULTANT. 11. ANY AND ALL IMPORT SOILS IF REQUIRED DURING GRADING, SHALL BE EQUIVALENT TO THE SITE SOILS OR BETTER. SUCH SHOULD BE APPROVED BY THE SOILS ENGINEERING CONSULTANT PRIOR TO IMPORT. AT LEAST 72 HOURS OF ADVANCE NOTICE IS REQUIRED PRIOR TO IMPORTING SOILS FOR SITE USE TO ALLOW THE SOILS ENGINEERING CONSULTANT TIME TO SAMPLE AND ANALYZE THE IMPORT SOILS. 12. ANY AND ALL GRADING REQUIRED FOR PAVEMENT, SIDEWALK OR OTHER FACILITIES TO BE USED BY GENERAL PUBLIC, SHOULD BE CONSTRUCTED UNDER DIRECT OBSERVATION OF SOILS ENGINEERING CONSULTANT, OR AS REQUIRED BY THE LOCAL PUBLIC AGENCIES. 13. A SITE MEETING (PRE-GRADE MEETING) SHALL BE HELD BETWEEN THE GRADING CONTRACTOR AND SOILS ENGINEERING CONSULTANT PRIOR TO ACTUAL CONSTRUCTION. THREE DAYS OF PRIOR NOTICE WILL BE REQUIRED FOR SUCH MEETING. 14. ALL FILL SLOPES ARE TO BE KEYED INTO FIELD APPROVED DENSE EARTH MATERIALS AND APPROVED BY THE PROJECT SOILS CONSULTANTS. KEYWAY IS TO BE 1/2 THE SLOPE HEIGHT IN WIDTH OR 15 FEET, WHICHEVER IS GREATER. HEEL SHALL HAVE A 1-FOOT DIFFERENTIAL FROM TOE (SLOPING TO HEEL). 15. FILL OVER CUT SHALL BE BENCHED INTO APPROVED DENSE EARTH MATERIALS AND FOUNDED UPON A KEYWAY, A MINIMUM WIDTH OF 10-FEET WITH THE HEEL 1-FOOT DEEPER THAN TOE (SLOPING TO HEEL). AJPl': 919-082-002 I3 \3 I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26,2004 16. FOR GRADIENTS STEEPER THAN 5:1, FILL SHALL BE BENCHED A MINIMUM OF 4-FEET HORIZONTALLY INTO NATIVE EARTH MATERIALS FOR EVERY 4 VERTICAL FEET OF FILL PLACED. 6.0 CLOSURE THE CONCLUSIONS AND RECOMMENDATIONS CONTAINED HEREIN, ARE BASED UPON THE FINDINGS AND OBSERVATIONS MADE AT THE TIME OF THE SUBSURFACE INVESTIGATION. THE RECOMMENDATIONS PRESENTED, SHOULD BE CONSIDERED "PRELIMINARY" SINCE THEY ARE BASED ON SOIL SAMPLES ONLY. IF DURING CONSTRUCTION, THE SUBSOIL CONDITIONS APPEAR TO BE DIFFERENT FROM THOSE DISCLOSED DURING FIELD INVESTIGATION. THIS OFFICE SHOULD BE NOTIFIED TO CONSIDER ANY POSSIBLE NEED FOR MODIFICATION FOR THE GEOTECHNICAL RECOMMENDATIONS PROVIDED IN THIS REPORT. RECOMMENDATIONS PROVIDED ARE BASED ON THE ASSUMPTIONS THAT STRUCTURAL FOOTINGS WILL BE ESTABLISHED EXCLUSIVELY INTO FIELD APPROVED COMPACTED FILL. IT IS RECOMMENDED THAT FINAL PRECISE GRADING AND FOUNDATION PLANS SHOULD BE REVIEWED BY THIS OFFICE WHEN THEY BECOME AVAILABLE (IF DIFFERENT THAN NOTED PLAN REVIEW UTILIZED FOR THIS REPORT). SITE GRADING MUST BE PERFORMED UNDER REVIEW BY GEOTECHNICAL REPRESENTATIVES OF THIS OFFICE. ALL FOOTING EXCAVATIONS SHOULD BE FIELD REVIEWED (BY THIS OFFICE) PRIOR TO FORMING, STEEL AND CONCRETE PLACEMENT TO ENSURE THAT FOUNDATIONS ARE FOUNDED INTO SATISFACTORY SOILS AND EXCAVATIONS ARE FREE OF LOOSE AND DISTURBED MATERIALS. THIS REPORT HAS BEEN PREPARED EXCLUSIVELY FOR THE USE OF THE ADDRESSEE FOR THE PROJECT REFERENCED IN CONTEXT. IT SHALL NOT BE TRANSFERRED OR BE USED BY OTHER PARTIES WITHOUT WRITTEN CONSENT BY WAC GEOTECHNICAL, INC. WE CANNOT BE RESPONSIBLE FOR USE OF THIS REPORT BY OTHERS WITHOUT REVIEW OF THE GRADING OPERATION BY OUR PERSONNEL. SHOULD THE PROJECT BE DELAYED BEYOND ONE YEAR AFTER THE DATE OF THIS REPORT, THE RECOMMENDATIONS PRESENTED SHALL BE REVIEWED TO CONSIDER ANY POSSIBLE CHANGE IN SITE CONDITIONS OR CODE REQUIREMENTS. THE RECOMMENDATIONS PRESENTED ARE BASED ON THE ASSUMPTION THAT THE NECESSARY GEOTECHNICAL OBSERVATIONS AND TESTING DURING CONSTRUCTION WILL BE PERFORMED BY A REPRESENTATIVE OF THIS OFFICE. THE FIELD OBSERVATIONS ARE CONSIDERED A CONTINUATION OF THE GEOTECHNICAL INVESTIGATION PERFORMED. IF ANOTHER FIRM IS RETAINED FOR GEOTECHNICAL OBSERVATIONS AND TESTING, OUR PROFESSIONAL LIABILITY AND RESPONSIBILITY SHALL BE DEEMED TO HAVE BEEN ASSUMED BY THE FIRM REPLACING WAC GEOTECHNICAL, INC. EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF WAC GEOTECHNICAL, INC. AJPl': 919-082-002 14 \4 I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, me. PROJECT # 04-660 DATE: FEBRUARY 26,2004 7.0 APPENDIX SECTION BORING LOGS B-1 0-5' SIW (0Al) MEDIUM BROWN TO TAN BROWN SANDS, SILTY FINE TO COARSE GRAINED SANDS, FIRM TO VERY FIRM AND DRY. 5-20' SIW TANNISH- BROWN TO GRAYISH-TAN SANDS, FINE TO COARSE GRANITE SANDS, DECOMPOSED GRANITE BEDROCK, FIRM TO DENSE AND DRY B-2 0-6' SIW (OAL) MEDIUM BROWN TO TANNISH BROWN SANDS, SILTY FINE TO COARSE GRAINED SANDS, FIRM TO VERY FIRM AND DRY. 6-20' SIW TANNISH-BROWN TO GRAYISH TAN SANDS. FINE TO COARSE GRAINED SANDS, DECOMPOSED GRANITE BEDROCK. VERY FIRM TO DENSE AND DRY AJP~:919-082-OO2 15 \$" I I I I I I I I I I I I I I I I I I I WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26,2004 8.0 APPENDIX B LABORATORY TESTING LABORATORY TESTS WERE CONDUCTED ON REPRESENTATIVE SOILS FOR THE PURPOSE OF CLASSIFICATION AND FOR THE DETERMINATION OF THE PHYSICAL PROPERTIES AND ENGINEERING CHARACTERISTICS. THE NUMBER AND SELECTION OF THE TYPES OF TESTING FOR A GIVEN STUDY ARE BASED ON THE GEOTECHNICAL CONDITIONS OF THE SITE. A SUMMARY OF THE VARIOUS LABORATORY TESTS PERFORMED FOR THE PROJECT IS PRESENTED BELOW. MOISTURE CONTENT ASTM D4643 AND DRY DENSITY SOILS SAMPLES WERE OBTAINED USING A SPLIT SPOON SAMPLER. HOWEVER, RETRIEVED SAMPLED SOILS WERE DISTURBED AND NOT CONSIDERED REPRESENTATIVE OF UNDISTURBED SOIL SAMPLES. DIRECT SHEAR (ASTM D 3080) DATA OBTAINED FROM THIS TEST PERFORMED AT INCREASED MOISTURE CONDITIONS ON REMOLDED TO 90 % SOIL SAMPLES WERE USED TO EVALUATE SOIL SHEAR STRENGTHS. SAMPLES CONTAINED IN BRASS SAMPLER RINGS, PLACED DIRECTLY ON TEST APPARATUS ARE SHEARED AT A CONSTANT STRAIN RATE UNDER A NORMAL LOAD, APPROPRIATE TO REPRESENT ANTICIPATED STRUCTURAL LOADINGS. SHEARING DEFORMATIONS ARE RECORDED TO FAILURE. PEAK AND/OR RESIDUAL SHEAR STRENGTHS ARE OBTAINED FROM THE MEASURED SHEARING LOAD VERSUS DEFLECTION CURVE. TEST RESULTS, PLOTTED ON GRAPHICAL FORM, ARE PRESENTED ON PLATE A-1 OF THIS SECTION. SOIL SAMPLES ARE USUALLY UNDER LIGHT NORMAL LOAD CONDITIONS TO ACCOMMODATE SEATING OF THE APPARATUS. SAMPLES WERE TESTED AT THE FIELD MOISTURE CONDITIONS AT A PREDETERMINED NORMAL LOAD. POTENTIALLY MOISTURE SENSITIVE SOIL TYPICALLY DEMONSTRATES SIGNIFICANT VOLUME CHANGE WITH THE INTRODUCTION OF FREE WATER. THE RESULTS OF THE CONSOLIDATION TESTS ARE PRESENTED IN GRAPHICAL FORMS ON PLATES B-1. LABORATORY TEST RESULTS MAXIMUM DRY DENSITYIOPTIMUM MOISTURE CONTENT RELATIONSHIP(ASTM D1557-91) SAMPLE LOCATION MAX. DRY DENSITY OPT. MOISTURE CONTENT B-1 132.5 (MAX. PCF) 126.0 (MAX. PCF) 8.2% B-2 11.0% PJP~: 919-082-002 16 ,'- I I I I I I I I I I I I I I I I I I I . 'Da[e JiinkfeJ P/E. Inc. RGE # 402 ReE# 23023 15510 Rockfield Blvd., Suite B Irvine. California 92618 (949) 458-0498 Fax (949) 458-1918 E.mail: illNKLEPE@Aol.com Federal!./). 33-0J/7087 February 26, 2004 Mr. David Ballinger WAC, Inc. 2900 Adams Street, Suite B-4 Riverside, CA 92504 Dear Mr. Ballinger: Re: Laboratory Test Results Client: Lowrey, Karl Carmenita Circle - Temecula At your request, we have performed laboratory tests on soil samples selected by you for the aoov'eCfeferen:ced Client. Tne test-resUlfsare iittached. Alltest8 wetq,etfortrled according to the latest Riverside County and ASTM standards. The tests consisted of two Maximum Density tests, two Direct Shear tests, and one Expansion test. We hereby transmit the test results for your use. If you have any questions regarding these test \l I I I I I I 0 :!: iii 0: w I ..J ><: z s: W ..J I <( c I I :5 => " w I ::0 w '.... W ..J " I ..J'" ",- ~" ;:: >-~z Ww I "'::0 ~~ g" ;.: " I w .., 0 '" "- I I I/) .... ..J => I I/) w '" I/) .... I/) W I .... o. 0 >- ~~ I ::oW ::oal =><( 1/).... (9 ~ a: "- w'" al.... ffi~ I=~~ << ~ WZ >9 -I- ~:i wo. a:::E ,.0 o 0 >- l- N<=! v;;: i:5~ 0:)::= 0 ::E =>o. "'0 0;0 NeD X"- MN ::li ~~ Z 0 U5g, 00 'l!,,- 0 0 fB.e- "'... 0 NN 0- ~~ Z 0 o- f: '''' << ~"- 0 ::; 0 '" 0- Z '''' 0 ,,"- 0 C!U5 "'''- '" <qU5 NO. ~ ~~ u: ~ ~~ '" ~ l'!'" '" E;:i:= 0_ . 0"'5 ujr5:g u::C1- l'! ~~ ~1!2~ ...0 ::E w ~w (')(') "-,,- << ::;i': "'''' '" ,,; "'''' &r~ 06 0 w ~N 5~ chch :I: \~ I I I I I I I I I I I I I I I I I I I DALE HINKLE PoE., INC. TABLE 2 RESULTS OF EXPANSION TEST KARL LOWREY CARMENITA CIRCLE TEMECULA SAMPLE LOCATION ............................................... B-1 DEPTH (ft.) ........ ...... .......................... ..................... 0-6 INITIALMOISTURE(%) ............................................ 4.9 INITIAL DRY DENSITY (pet) .................................... 114.8 CLASSIFICATION SYMBOL ...................................... SM RELATIVE COMPACTION (%) ................................... 86.7 FINALMOISTURE(%) ............................................. 18.0 PERCENTEXPANSION(%) ....................................... 2.6 EXPANSION INDEX ................................................ 26 POTENTIAL EXPANSION ......................................... LOW \C\ I ' ) I I I I I I 0 0 u I Q :J u - I V> 1J I I I I I I I I I /Lo,,;oL- 14 OPTIMUM MOISTURE CONTENT "I. /I IiI '\ , OPTIMUN DRY DENSITY p c I I z,..!,.,O \ TESTED BY 65 I I Z/ Z-~/()'-I I I I DATE TESTED lIT I 0 I I I Ii The American Society [or Testing and I I I Materials (ASTH) has evaluated the I ill precision o( the maximum density I I I test ~ethod ASTH D1557-78) , and has , indic:lted that variations in tho , test rcsul ts enn occur. !lSTH I I defines tho occcptancc range .r two results in table , in the test " ASTH 01557 78. The range is I considered ' acceptable if the 0 I I I difference between any two results I I expressed as a percentage o( "e I. aVerag~ value or the two results il III does not cxcec;d ,.. percent. As " I , yet, ASTH has not reported precision I values for field density that I I ~ methods, but wo expect that. I varia~ions in the field density text I I I I , results could also occur. I I " I r Accordingly, the accuracy .f the p I I I I I ~ relative compaction values presented , I I I , I I , in this report is dependent on the , I I precision of the ASTIi test. method, I I , I I and therc(ore, the test results r:ay I I b. subject to variation. I I I I I ; I I I I I I I I I I I I I I , I I , 'T I I i I , I I Zero Air Void:!. Curve:!. I I I I , S,C, 2, ~O I S.C. 2.50 I , I I I I I I S.C. I 2,60 I S.C. 2,70 I 1\ S.G ) . gO , , I I , I ~ , ..,," -..."' '. , .. I 150 13 1~ 110 100 90 80 70 o 10 20 30 % Moisture 40 50 60 P"ERFORMED IN GENERAL ACCORDANCE WITH ASTM 01$57-78. MAXIMUM DRY DENSITY ,v- SCALE CHECKED BY DRAWN BY DATE PROJECT H<Y...E NO. DEPTH It SAMPlE NO. I 0-(, DALE HINKLE P.E. INC. 20 I 'Y. 51',7_ 1~'2.. S- OPTIMUM OPTIMUM TESTED BY DATE TESTED MOISTURE CONTENT DRY DENSITY p c f b~ 2/r:/o&-/ I 1 The Amcr lean' society (or Testing and Hiltcrial~ (ASTM) has evaluated the precision of the maximum density test ~ethod ASTH OlS57-78), and has indic~ted that variations in the tC5t results C<ln occur. lI.5TH de! incs the acceptance range of t....o r.esults in table J in the test. of ASTH 01557-78. The range is considel:'ed . acceptable if the difference between any two results expressed as a percentage of the average value of the t....o results does riot exceed 4.0 percent. As yet, ASTH has not reported precision values for field density that methods, but ....e expect that varia~ions in the field density text results could also occur. Accordingly. the accuracy ot the relativc: compaction valuc:s presented in this report is dependent"on the precision of the ",STH test method, and therefore, the test results may be subject to variation. 1 I 1 1 I I. Z.ro Air Void~ Curves I S.C, 2.QO S.C. 2. SO S.C. 2.60 S,C. 2.70 S . G ). gO I I I 1 80 1 I ~t~'~ 70 1 I 60 o 10 20 30 % Moisture 40 SO I (,'V".7 ~RFORMED IN GENERAL ACCORDANCE WITH A$TM 01557-78. MAXIMUM DRY a:NSITY I SCALE CHECKED BY DRAWN BY DATE PROJECT HOLE NO. DEPTH It, SAMPlE NO. 1 DALE HINKLE P.E. INC. 2.\ 1 1 1 1 1 I 1 I I I I I 1 1 1 1 1 I, 1 DALE HINKLE P .E. INC. 15510 ROCKFIELD BLVD., SUITE 8 IRVINE, CALIFORNIA 92618 LOCATION CARMENITA CIRCLE SATURATED % W JOB NAME KARL LOWREY -WAC ANGLE OF INTERNAL FRICTION 25 DEG HOLE NUMBER B-1 COHESION 0 P.S.F. HOLE DEPTH 0-5' DRY DENSITY IOC,.'S' SAMPLE TYPE: REMOLDED INITIAL FIELD MOISTURE 5".7 TESTED BY: DRK SATURATED DENSITY 1000 PSF 2000 PSF N Cl /' V /> /' V "\ V ,/ \ /' 25 17 /' V /' /' ... "' .. .. .. .. N ... en en ::c m :1>0 ::Ill en -I ::Ill m ... Z Cl C) -I ::c - ." ~ - en ... "' .. .. .. .. ~ o 5 10 15 20 NORMAL PRESSURE (PSI) 2z. I 1 1 1 I I I I I I 1 1 I 1 1 1 I 1 I DALE HINKLE P .E. INC. 15510 ROCKFIELD BLVD., SUITE B IRVINE, CALIFORNIA 92618 LOCATION CARMENIT A CIRCLE SATURATED % W JOB NAME KARL LOWREY -WAC ANGLE OF INTERNAL FRICTION 24 DEG HOLE NUMBER B-2 COHESION 0 P,S.F. HOLE DEPTH 0-5' DRY DENSITY 11>.0 SAMPLE TYPE: REMOLDED INITIAL FIELD MOISTURE 8."1 TESTED BY: DRK SATURATED DENSITY 1 DOO PSF 2DDD PSF N a V /' --'\ /' /' V 1\ /' /' 24 /, V /' /' .. .. .. .. .. .. N .... U1 en ::c m > ::1:1 en ... ::1:1 m .... Z Cl C) .... ::c - "'ll !!! - U1 .. .. .. .. .. .. ~ o 5 10 15 20 NORMAL PRESSURE (PSI) 2a I I I I I I I 1 I 1 I I I 1 1 1 I I 1 WAC GEOTECHNICAL, INC. PROJECT # 04-660 DATE: FEBRUARY 26, 2004 PROFESSIONAL LIMITATIONS OUR INVESTIGATION WAS PERFORMED USING THE DEGREE OF CARE AND SKILL ORDINARILY EXERCISED, UNDER SIMILAR CIRCUMSTANCES BY OTHER REPUTABLE SOILS ENGINEERS PRACTICING IN THESE GENERAL OR SIMILAR LOCALITIES. NO OTHER WARRANTY, EXPRESSED OR IMPLIED, IS MADE AS TO THE CONCLUSIONS AND PROFESSIONAL ADVICE INCLUDED IN THIS REPORT. THE INVESTIGATIONS ARE BASED ON SOIL SAMPLES ONLY, CONSEQUENTLY THE RECOMMENDATIONS PROVIDED SHALL BE CONSIDERED 'PRELIMINARY'. THE SAMPLES TAKEN AND USED FOR TESTING AND THE OBSERVATIONS MADE ARE BELIEVED REPRESENTATIVE OF SITE CONDITIONS; HOWEVER, SOIL AND GEOLOGIC CONDITIONS CAN VARY SIGNIFICANTLY BETWEEN TEST BORINGS. AS IN MOST MAJOR PROJECTS. CONDITIONS REVEALED BY EXCAVATIONS MAY VARY WITH PRELIMINARY FINDINGS. IF THIS OCCURS, THE CHANGED CONDITIONS MUST BE EVALUATED BY THE PROJECT SOILS ENGINEERING CONSULTANT AND DESIGNS ADJUSTED AS REQUIRED OR ALTERNATE DESIGN RECOMMENDED. THE REPORT IS ISSUED WITH THE UNDERSTANDING THAT IT IS THE RESPONSIBILITY OF THE OWNER, OR OF HIS REPRESENTATIVE, TO ENSURE THAT THE INFORMATION AND RECOMMENDATIONS CONTAINED HEREIN ARE BROUGHT TO THE ATTENTION OF THE PROJECT ARCHITECT AND ENGINEERS. APPROPRIATE RECOMMENDATIONS SHOULD BE INCORPORATED INTO STRUCTURAL PLANS. THE NECESSARY STEPS SHOULD BE TAKEN TO SEE THAT THE CONTRACTOR AND SUBCONTRACTORS CARRY OUT SUCH RECOMMENDATIONS IN THE FIELD. THE FINDINGS OF THIS REPORT ARE VALID AS OF THIS PRESENT DATE. HOWEVER. CHANGES IN THE CONDITIONS OF A PROPERTY CAN OCCUR WITH THE PASSAGE OF TIME, WHETHER THEY DUE TO NATURAL PROCESS OR THE WORKS OF MAN ON THIS OR ADJACENT PROPERTIES. IN ADDITION, CHANGES IN APPLICABLE OR APPROPRIATE STANDARDS MAY OCCUR FROM LEGISLATION OR BROADENING OF KNOWLEDGE. ACCORDINGLY, THE FINDINGS OF THIS REPORT MAY BE INVALIDATED WHOLLY OR PARTIALLY BY CHANGE OUTSIDE OF OUR CONTROL. THEREFORE, THIS REPORT IS SUBJECT TO REVIEW AND SHOULD BE UPDATED AFTER A PERIOD OF ONE YEAR. RECOMMENDED SERVICES THE REVIEW OF GRADING PLANS AND SPECIFICATIONS, FIELD OBSERVATIONS AND TESTING BY THE GEOTECHNICAL REPRESENTATIVE IS AN INTEGRAL PART OF THE CONCLUSIONS AND RECOMMENDATIONS MADE IN THIS REPORT. IF WAC GEOTECHNICAL, INC. IS NOT RETAINED FOR THESE SERVICES, THE CLIENT AGREES TO ASSUME WAC GEOTECHNICAL, INC. RESPONSIBILITY FOR ANY POTENTIAL CLAIMS THAT MAY ARISE DURING AND AFTER CONSTRUCTION, OR DURING THE LIFETIME USE OF THE STRUCTURE AND ITS APPURTENANT. THE REQUIRED TESTS, OBSERVATIONS AND CONSULTATION BY THE GEOTECHNICAL CONSULTANT DURING CONSTRUCTION INCLUDES. BUT NOT BE LIMITED TO: A. CONTINUOUS OBSERVATION AND TESTING DURING SITE PREPARATION AND GRADING, AND PLACEMENT OF ENGINEERED FILL. B. OBSERVATION AND INSPECTION OF FOOTING TRENCH PRIOR TO STEEL AND CONCRETE PLACEMENT, C. CONSULTATIONS AS REQUIRED DURING CONSTRUCTION, OR UPON YOUR REQUEST. 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