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HomeMy WebLinkAboutTract Map 3929 Lot 84 Preliminary Soils Report Johnson ResidencePROJECT NO.: FLLE CATEGORY: PROJECT MGR.: WAC CECTECHNICAL INC, PRELIMINARY SOILS REPORT PROJECT DATE: SEPTEMBER 17, 2013 PROJECT NUMBER: 13-908 PREPARED FOR: MR. & MRS. DUNCAN JOHNSON (310) 709-0013 30702 CALLE PINA COLLADA TEMECULA, CA. 92591 C/O GARTH PACKARD GENERAL CONTRACTOR, (760) 802-5107 SUBJECT. SUBSURFACE SOILS ENGINEERING AND FOUNDATION EVALUATION INVESTIGATION FOR THE PROPOSED CUSTOM BUILT SINGLE FAMILY RESIDENTIAL STRUCTURE PROPOSED. JOB SITE LOCATION: 41060 AVENIDA VERDE TEMECULA, CA. 92591 APN: 921-152-005 LONGITUDE: -116. 862808 W, LATITUDE: 33.524561 N SITE ELEVATION: 1124' P.O. BOX 545 • NORCO, CA 92860 OFC: (951) 354-6500 • FAX: (951) 354-8600 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 GENTLEMEN: THE RESULTS OF OUR INVESTIGATION INDICATES THAT THE SOILS UNDERLYING THE PROPOSED BUILDING AREA ARE COMPRISED OF TANNISH BROWN SANDS, SILTY-FINE TO MEDIUM GRAINED OLDER ALLUVIUM DECOMPOSED GRANITIC MATERIAL, FIRM TO DENSE AND DRY STATE. BASED UPON INFORMATION SUPPLIED TO THIS OFFICE, IT IS PROPOSED TO CONSTRUCT A TWO STORY, CUSTOM BUILT, CONVENTIONAL FRAME, STUCCO EXTERIOR AND TILE ROOF, SINGLE- FAMILY, RESIDENTIAL STRUCTURE. THE PROPERTY IS LOCATED IN A WELL DEVELOPED, SEMI-RURAL, AREA, IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, CALIFORNIA. GRADING IS PROPOSED FOR THIS PROJECT. A GRADING PLAN (EXHIBIT # 1) PREPARED AND A COPY PROVIDED TO THIS OFFICE FOR REVIEW. BUILDING AND FOUNDATION PLANS HAVE BEEN PRESENTED REVIEWED BY THIS OFFICE. 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 STRUCTURES. THIS REPORT HAS BEEN PREPARED IN ACCORDANCE WITH THE GENERALLY ACCEPTED ENGINEERING STANDARDS CONSIDERED NECESSARY FOR THE PROPOSED DEVELOPMENT. DESIGN PARAMETERS AND RECOMMENDATIONS ARE BASED ON AND DERIVED FROM THE 2010 CBC/IBC. 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, W TECHNICAL, INC. I PRESIDENT nhtV FOR E. HAWES, VICE PRESIDENT HN AL, INC. CE C034779, STATE OF CALIFORNIA Np.C034719 LIC. EXP. 9-30-15 T47cOFCP DATE: THIS OFFI S IN BLUE INK, OTHERWISE A COPY APN: 921-152-005 2 41060 Avenida Verde,Temectda,CA-Google Maps Address 41060 Avenida Verde oneGetGoogleMapson® \ Temecula, CA92591 to466CCJJ pp Texttheword"GMAPSm466453 iti i Tenll Ve 2d; E Fin{i:YjProprnY'.- GjVV Ly'y GF 3 WIG' c IIry p C C' zn 41110 C e ahMrfr I Canyon SS K t. tir< v w Ay QW a. oa 0 pplFel..' U Er_°°k`a N ra 4 m n la a 6 I 1 O F1pn'le V?do—Rd h a la mJ I spa E013 Googil Vy, L:' _t'e z Mep ii@2013 oogle https://rnaps.g oogle.con,maps?f=q&source=s_q&M=en&g encode=&q=41060+Avenida+Verde,+Ternecul a,+CA&aq=0&oq=41060+AVEN IDA+VER D E&sll=3... 1/1 POR. TEMECUIM RANCHO r.a.a. 9403 FOR.. 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DESCRIPTIONS OF THE TEST PROCEDURES USED AND TEST RESULTS ARE PROVIDED IN APPENDIX SECTION. 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. CALCULATIONS ARE BASED ON THE MINIMUM RECOMMENDATIONS SET FORTH IN THE 2010 CALIFORNIA BUILDING CODE, TITLE 24 AND THE 2010 IBC/UBC. 3.0 SUBSURFACE CONDITIONS OUR EVALUATION OF THE SITE SUBSOIL CONDITIONS IS BASED UPON SUBSURFACE SOIL EXPLORATION AND THE NOTED LABORATORY TESTING. BASED UPON OUR FIELD INVESTIGATION, SOIL SAMPLING AND SUBSEQUENT LABORATORY AND ENGINEERING ANALYSES, THE FOLLOWING CHARACTERISTICS FOR THE SITE SOILS ARE OBSERVED: THE UPPER 1-3 FEET OF THE SITE SOILS APPEARS TO BE LOOSE AND COMPRESSIBLE. THE SUPPORTING SOILS ARE NOTED TO BE; TANNISH BROWN, FINE TO MEDIUM GRAINED SANDS WITH SLIGHT AMOUNTS OF SUB-ROUNDED GRAVELS, 1" TO THE LARGEST DIMENSION, FIRM TO VERY FIRM AND DRY. THIS NATIVE SOIL IS CLASSIFIED AS SITE CLASS D, PER THE 2010 CALIFORNIA BUILDING CODE TABLE 1613.5.2. DURING GRADING, OVER EXCAVATION OF THE PROPOSED HOUSE PAD AREA, TO THE DEPTHS OF A MINIMUM OF 4 FEET BELOW THE CURRENT SURFACE IS REQUIRED. DEEPER EXCAVATION MAY BE REQUIRED DEPENDING UPON OBSERVATIONS MADE DURING GRADING. ANY PLANT ROOTS, POSSIBLE LARGE ROCKS AND OTHER DELETERIOUS MATERIALS FOUND IN ANY OVER- EXCAVATION MUST BE REMOVED PRIOR TO THE PLACEMENT OF THE CLEAN EXCAVATED SOILS AS COMPACTED FILL. 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/REPRESENTATIVE. LABORATORY SHEAR TESTS CONDUCTED ON BULK AND IN-SITU SAMPLES FROM THE UPPER LAYER, REMOLDED TO 90 PERCENT OF THE LABORATORY EVALUATED MAXIMUM DRY DENSITY, INDICATE VERY GOOD SHEAR STRENGTHS UNDER INCREASED MOISTURE CONDITIONS. THE SOIL IS CONSIDERED MODERATELY CORROSIVE. ALL METAL SHOULD BE PROTECTED FROM THE SOIL. RESULTS OF THE LABORATORY SHEAR TESTS ARE PROVIDED IN THE APPENDIX SECTION. 3.1 EXCAVATABILITY CONSIDERING THE REMOVAL DEPTH AND THE ABSENCE OF BEDROCK TO AT LEAST 15' BELOW 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. APN: 921-152-005 6 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 3.2 GROUNDWATER GROUND WATER WAS NOT ENCOUNTERED IN OUR SUBSURFACE DRILLING EXCAVATION TO THE DEPTH OF 15' BELOW GRADE. A SEEPAGE PIT PERCOLATION INVESTIGATION PERFORMED BY AM/PAC ENGINEERING TO A DEPTH OF 40' DID NOT YIELD GROUNDWATER OR REFUSAL TO AN IMPERMEABLE STRATA. SITE SOILS COHESION IS HIGH. THEREFORE, GROUND WATER IS NOT EXPECTED TO BE A PROBLEM FOR PROPOSED GRADING. 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 AND 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. 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. THE LIQUEFACTION POTENTIAL MAY BE CONSIDERED VERY LOW FOR THIS PARCEL. GROUND WATER WAS NOT ENCOUNTERED IN OUR SUBSURFACE EXPLORATION PROGRAM, THE UNDERLYING IN-PLACE MATERIALS HAVE HIGHER THAN AVERAGE COHESION. PER THE RIVERSIDE COUNTY GIS; THIS SITE IS NOT LOCATED WITHIN Y2 MILE OF ANY COUNTY FAULT ZONE, THE LIQUEFACTION POTENTIAL IS NOTED AS VERY LOW AND THE SITE IS NOT SUSCEPTIBLE TO SUBSIDENCE. 3.5 POTENTIAL SEISMIC HAZARDS SEISMIC DESIGN PARAMETERS ARE BASED UPON THE 2010 CBC. THIS PROJECT IS LOCATED IN SEISMIC REGION 1. THIS PARCEL IS NOT LOCATED WITHIN '/2 MILE OF A FAULT ZONE. THIS IS A TYPE B FAULT. THE SLIP RATE IS 5, THE MG MAX IS NOTED AS 6.8. PER THE RIVERSIDE COUNTY GIS; THIS SITE IS NOT LOCATED WITHIN ''/2 MILE OF A FAULT. FOR CALCULATIONS THE SEISMIC DESIGN PARAMETERS ARE PER USGS "DESIGN MAP" ATTACHED. THE DESIGN CRITERIA IS BASED ON SITE CLASS D SOILS AND THE 2010 CBC. THE SOILS UNDERLYING THE SUBJECT SITE, MEDIUM BROWN, SILTY-FINE TO MEDIUM GRAINED SANDS WITH SLIGHT TO MODERATE AMOUNTS OF SUB-ROUNDED GRAVELS AND COBBLES, DENSE AND DRY, IS ASSIGNED THE SOIL TYPE PROFILE D. THE USGS SEISMIC HAZARDS MAPPING GROUND MOTION PAGE IS ATTACHED TO THIS REPORT. A COPY OF THE CDC, D.M.G. ACTIVE FAULT NEAR-SOURCE ZONE MAP IS ALSO ATTACHED TO THIS REPORT. THIS INFORMATION IS PROVIDED BY THE CALIFORNIA GEOLOGICAL SURVEY AND IS DESIGNED TO COMPLIMENT THE 2010 UBC/CBC CRITERIA. Ss = 1.948 (g) Sms = 1.948 (g) Sds = 1.299 (g) S1 =0.787 (g) Sm1 = 1.181 (g) Sd1 = 0.787 (g) APN: 921-152-005 7 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 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 RESIDENTIAL 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, EARTHWORK/GENERAL 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 PEAK GROUND ACCELERATIONS FROM RELATIVELY ACTIVE REGIONAL EARTHQUAKE FAULTS, AS NOTED IN SECTION 3.5. CHEMICAL TEST RESULTS INDICATE THE SOIL IS MODERATELY CORROSIVE; HOWEVER, ALL METAL SHOULD BE PROTECTED FROM THE CORROSIVE SOIL. 4.1.1 SUB-GRADE PREPARATIONS FOR STRUCTURAL PADS AND STREET AREAS PROGRAMMED AREAS FOR BUILDING SUPPORT AND 5' OUTSIDE OF THE BUILDING PERIMETER, WILL REQUIRE REMOVAL OF SOILS A MINIMUM OF 4 FEET OF THE HOUSE PAD. REMOVAL SHALL BE VERIFIED AND APPROVED 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 AT LEAST 90% RELATIVE COMPACTION PER ASTM D-1557-91 FOR STRUCTURAL SUPPORT OF THE PROPOSED FILL AND FOUNDATIONS. AFTER THE ANTICIPATED SOIL REMOVAL (APPROXIMATELY 2-4 FEET), THE EXPOSED 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 D-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/GENERAL GRADING RECOMMENDATIONS". 4.2 SPREAD FOUNDATION FOR ADEQUATE SUPPORT, THE PROPOSED STRUCTURE MAY BE CONSTRUCTED ON CONTINUOUS AND/OR ISOLATED SPREAD FOOTINGS FOUNDED EXCLUSIVELY INTO FIELD APPROVED COMPACTED FILL MATERIALS. THE OWNER/DEVELOPER INTENDS TO CONSTRUCT A POST-TENSION SLAB. CONVENTIONAL SHALLOW FOUNDATION SYSTEM IS CONSIDERED SUITABLE FOR PLANNED RESIDENTIAL AND ANCILLARY STRUCTURES. DUE TO THE MODERATE CORROSION POTENTIAL, ALL METAL SHOULD BE PROTECTED FROM THE CORROSIVE SOIL. APN: 921-152-005 8 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 FOUNDATIONS MAY BE DESIGNED BASED UPON THE FOLLOWING VALUES: ALLOWABLE BEARING: 2400 LBS./SQ. FT. LATERAL BEARING: 200 LBS./SQ. FT. PER FT. OF DEPTH TO A MAXIMUM OF 500 LBS./SQ. FT. SLIDING COEFFICIENT: 0.32 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 1/3 SHALL BE PERMITTED WHEN CONSIDERING LOAD COMBINATIONS, INCLUDING WIND OR EARTHQUAKE LOADS, AS PERMITTED BY 2010 CBC, SECTION 1613. 2. OTHER DESIGN RECOMMENDATIONS: FOOTING DEPTH EXTERIOR - 18-INCHES BELOW LOWEST ADJACENT GRADE FOR A ONE-STORY STRUCTURE 18- INCHES FOR A TWO-STORY STRUCTURE, ALL (IN APPROVED DENSE COMPACTED FILL MATERIALS) INTERIOR - 18-INCHES BELOW LOWEST ADJACENT GRADE FOR A ONE-STORY STRUCTURE 18- INCHES BELOW LOWEST ADJACENT GRADE FOR A TWO-STORY STRUCTURE, ALL (IN APPROVED DENSE COMPACTED FILL MATERIALS) FOOTING WIDTH EXTERIOR - 15-INCHES MINIMUM FOR ONE-STORY, 18-INCHES MINIMUM FOR 2-STORY INTERIOR - 15-INCHES MINIMUM FOR ONE AND 18-INCHES FOR 2-STORY, RESPECTIVELY. FOOTING REINFORCEMENT EXTERIOR & INTERIOR -ALL CONTINUOUS; TWO NO. 5 BARS, ONE NEAR THE TOP AND ONE NEAR THE BOTTOM FOR EXTERIOR AND TWO NO. 5 BARS, ONE NEAR THE TOP AND ONE NEAR THE BOTTOM FOR INTERIOR. TO BE VERIFIED BY THE SOILS ENGINEER OF RECORD DURING CONSTRUCTION. CONCRETE SLABS - SLAB THICKNESS: 4-INCHES REINFORCED WITH NO. 3 BARS AT 24-INCHES ON CENTER EACH WAY. UNDER-SLAB TREATMENT 10-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. OPTIMUM MOISTURE CONTENT IN SUB-GRADE SOIL IS TO BE VERIFIED BY THE SOILS ENGINEERING CONSULTANT. 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 3/4 AND 1/2-INCH, RESPECTIVELY. APN: 921-152-005 9 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 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 500 POUNDS. FOR DESIGN, LATERAL EARTH PRESSURES OF LOCAL SOILS WHEN USED AS LEVEL BACKFILL MAY BE ESTIMATED FROM THE FOLLOWING EQUIVALENT FLUID DENSITY: ACTIVE: 35 PCF PASSIVE: 200 PCF AT REST: 55 PCF 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 2010 CBC AND AS RECOMMENDED IN SECTION 5.0 OF THIS REPORT. THE PROPERTY IS LOCATED IN AN AREA OF FLOODING SENSITIVITY. IT MAY BE NECESSARY TO CONSTRUCT ELEVATED BUILDING PADS TO REMOVE THE PROPOSED BUILDINGS FROM THE FLOOD PLAIN ELEVATION. 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 ASSESS THE 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, AND/OR AS PER THE CONSTRUCTION GUIDELINES PROVIDED BY CAL-OSHA. APN: 921-152-005 10 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 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 40 ONLY FREE-DRAINING GRANULAR MATERIALS (SAND OR GRAVEL) ARE TO BE USED AS RETAINING WALL BACKFILL. BACK-DRAINS AND / 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, EXCAVATIONS 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. APN: 921-152-005 I 1 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 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/OR 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 APPROVED 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 ALLOWED ON SUB GRADES AS UNCOMPACTED FILL FOR AREAS PROGRAMMED TO RECEIVE CONCRETE SLAB-ON-GRADE. 5.0 EARTH WORK/GENERAL 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. APN: 921-152-005 12 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 GENERAL GRADING RECOMMENDATIONS: RECOMMENDED GENERAL SPECIFICATIONS FOR SURFACE PREPARATION TO RECEIVE FILL AND COMPACTION FOR STRUCTURAL AND UTILITY TRENCH BACKFILL AND OTHER EXCAVATIONS, 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 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. FIELD DENSITY FOR ALL STRUCTURAL FILLS SHALL BE COMPARED TO THE MAXIMUM DRY DENSITY AS EVALUATED 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 TO 8 INCH LAYERS, MOISTURE CONDITIONED TO AT LEAST OPTIMUM MOISTURE CONTENT AND THEN 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 AND/OR 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. APN: 921-152-005 13 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 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). 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. w APN: 921-152-005 14 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 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. APN: 921-152-005 15 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 7.0 APPENDIX SECTION BORING LOGS B-1 1-3' S/M MEDIUM BROWN, SILTY TO MEDIUM GRAINED, ALLUVIAL SANDS, FIRM AND DRY. 3-10' S/M TANNISH BROWN, FINE TO MEDIUM GRAINED SANDS WITH SLIGHT AMOUNTS OF SUB-ROUNDED GRAVELS, 1" TO THE LARGEST DIMENSION, FIRM TO VERY FIRM AND DRY. 10-15' S/M TAN, GRANITIC SANDS, FINE TO MEDIUM GRAINED DENSE AND DRY B-2 1-5' S/M MEDIUM BROWN, SILTY TO MEDIUM GRAINED, ALLUVIAL SANDS, FIRM AND DRY. 5-10' S/M TANNISH BROWN, FINE TO MEDIUM GRAINED SANDS WITH SLIGHT AMOUNTS OF SUB-ROUNDED GRAVELS, 1"TO THE LARGEST DIMENSION, FIRM TO VERY FIRM AND DRY. 10-15' S/M TAN, GRANITIC SANDS, FINE TO MEDIUM GRAINED DENSE AND DRY NO GROUND WATER, BEDROCK OR REFUSAL NOTED IN ANY BORING APN: 921-152-005 16 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 8.0 APPENDIX B LABORATORY TESTING LABORATORY TESTS WERE CONDUCTED ON REPRESENTATIVE SOILS FOR THE PURPOSE OF CLASSIFICATION AND FOR THE ASSESSMENT 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. MAXIMUM DENSITY OPTIMUM MOISTURE CONTENT(ASTM D1557) IN-SITU SOILS SAMPLES WERE OBTAINED USING A SPLIT SPOON SAMPLER. 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 IN THE SOILS TEST RESULTS. EXPANSION INDEX(ASTM D4829) LABORATORY TEST RESULTS; MAXIMUM DRY DENSITYIOPTIMUM MOISTURE CONTENT RELATIONSHIP(ASTM D1557-07) SAMPLE LOCATION MAX. DRY DENSITY OPT. MOISTURE CONTENT B-1, 1-5' (BULK SAMPLE)129.5 (PCF) 8.5 % SHEAR ANGLE OF INTERNAL FRICTION B-1 = 32 DEGREES, COHESION PSF = 50 EXPANSION INDEX 8 (VERY LOW POTENTIAL FOR EXPANSION) CORROSION SERIES PH =7.2 SOL. SULFATES PPM = 329 SOLUBLE CHLORIDES PPM =247 MIN. RESISTIVITY = 5,000 SEE ATTACHED LAB TEST RESULTS: APN: 921-152-005 17 WAC GEOTECHNICAL, INC. PROJECT# 13-908 DATE: SEPTEMBER 17, 2013 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. APN: 921-152-005 18 LOA Converse ConsultantsL Geotechnical Engineering, Environmental and Groundwater Science, Inspection and Testing Services September 25, 2013 Mr. David E. Ballinger WAC Geotechnical, Inc. 2900 Adams St. Suite C-35 Riverside, CA 92504 Subject: LABORATORY TEST RESULTS Mr. Duncan Johnson — 13-908 41060 Avenida Verde Temecula, CA Converse Project No. 13-81-168-08 Dear Mr. Ballinger: Enclosed are the results of the laboratory tests that you requested for the above-referenced project. We received the samples from your office on September 18, 2013. The following tests were performed in accordance with the relevant standards: One (1) Expansion Index Test (ASTM D4829) One (1) Maximum Dry Density and Optimum Moisture Content (ASTM D1557) One (1) Direct Shear Test (ASTM D3080) We appreciate the opportunity to be of continued service to WAC Geotechnical, Inc. If you should have any questions or need additional information, please feel free to contact us at (909) 796- 0544. CONVERSE CONSULTANTS it Harihar Shiwakoti, P. E. Project Engineer Encl: Table No. 1 Expansion Index Test Result Drawing No. 1, Moisture-Density Relationship Results Drawing No. 2, Direct Shear Test Results JR/HS/kvg 10391 Corporate Drive, Redlands, California 92374 Telephone: (909)796-0544 Facsimile: (909)796-7675 www.converseconsultants.com Table No. 1, Expansion Index Test Result Sample ID Boring Soil Description Expansion Expansion No. Index Potential BULK B-1 Silty Sand (SM), brown 8 Very low 150 Curves of 100%Satu anon 145 for Spec Gravity E Iual to: 2.802.70 2.60 140 i 135 130 y 125 a Z 120 w0 it 115 110 105 100 95 i 90 0 5 10 15 20 25 30 WATER CONTENT,% SYMBOL BORING NO. DEPTH(ft) DESCRIPTION ASTM OPTIMUM MAXIMUM DRY TEST METHOD WATER.% DENSITY,pcf B-1 SILTY SAND ISM),brown 01557-B 8.5 129.5 F=I I I MOISTURE-DENSITY RELATIONSHIP RESULTS Mr. Duncan Johnson- 13-908 Project No. Drawing No.gZaConverse Consultants 41060 Avenida Verde,Temecula, CA 13-81-168-08 1 qV For:WAC Geotechnical, Inc. 4,000 3,500 3,000 a 2,500 zzw 2,000 xN 1,500 1,000 500 0 0 1,000 2,000 3,000 4,000 SURCHARGE PRESSURE,psf BORING NO. B-1 DEPTH(ft) t 1-5 DESCRIPTION SILTY SAND ISM),brown COHESION(psf)50 FRICTION ANGLE(degrees): 32 MOISTURE CONTENT(%) 5.9 DRY DENSITY(pcf) 102.6 NOTE:Ultimate Strength. DIRECT SHEAR TEST RESULTS Mr. Duncan Johnson-13-908 Project No. Drawing No. Converse Consultants 41060 Avenida Verne,Temecula, CA 13 81-168 08 2 For:WAC Geotechnical, Inc. Rolect I0,1381-10649.GPJ;Tinplate:DIRECT SHEAR ANAHEIM TEST LAB, INC 3008 ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 TO: DATE: 9/18/13 WAC GEOTECHNICAL 2900 ADAMS STREET, STE. C-35 P.O. NO: TRANSMITTAL RIVERSIDE, CA 92504 LAB NO: B-6718 SPECIFICATION: CA-417/422/643 ATTN: DAVE BALLINGER MATERIAL: SOIL Project #: 13-908 Apn#: 921-152-005 Location: 41060 Avenida Verde Temecula, CA 92591 Client: Mr& Mrs Duncan Johnson ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA PH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per CA. 417 per CA. 422 per CA. 643 ppm ppm ohm-cm 7.2 329 247 5,000 RESPECTFULLY SUBMITTED WES BRIDGER CHEMIST ee F EE51pE'JCc ——i©'9.TSb Dili w L0T e3 r SITE PLAN KEY NOTESLOT20 O ` J i I U g a 9q EL1S.5u8 am W wm I R ou Z wi LOT 56 U Q jj Z m f U I F 0 VV 1 7i> SITE PLAN c-1 RIVERSIDE COUNTY GIS w ri. s 0 b yL d i m Ni Fgv+er8de County 'TLMA GIS Selected parcel(s): 921-152-005 IMPORTANT' Mapsand data are to be used for reference purposesonly.Map featuresare approximate,and are not necessarily accurate to surveying or engineering standards The County of Riverside males no warranty or guarantee as to the content(the source isoften third party),accuracy, timeliness,or completenessof any of the data provided,and assumes no legal responsibility for the information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. STANDARD REPORT APNS 921-152-005-7 OWNER NAME NOT AVAILABLE ONLINE ADDRESS 921-152-005 Annoeee AinT even Am 17 MAILING ADDRESS SEE OWNER) 30702 CALLE PINA COLADA TEMECULA CA. 92591 LEGAL DESCRIPTION RECORDED BOOK/PAGE: MB 62/67 SUBDIVISION NAME: TR 3929 8 INT IN COMMON AREAS LOT/PARCEL: 84, BLOCK: NOT AVAILABLE TRACT NUMBER: 3929 LOT SIZE RECORDED LOT SIZE IS 0.6 ACRES PROPERTY CHARACTERISTICS NO PROPERTY DESCRIPTION AVAILABLE THOMAS BROS. MAPS PAGE/GRID PAGE: 959 GRID:A3 CITY BOUNDARYISP HERE CITY OF TEMECULA NOT WITHIN A CITY SPHERE ANNEXATION DATE: NOT APPLICABLE LAFCO CASE#: NOT APPLICABLE PROPOSALS: NOT APPLICABLE MARCH JOINT POWERS AUTHORITY NOT IN THE JURISDICTION OF THE MARCH JOINT POWERS AUTHORITY INDIAN TRIBAL LAND NOT IN A TRIBAL LAND SUPERVISORIAL DISTRICT 2011 (ORD.813) JEFF STONE, DISTRICT 3 SUPERVISORIAL DISTRICT(2001 BOUNDARIES) JEFF STONE, DISTRICT 3 TOW NSHIP/RANGE T7SR3W SEC 36 ELEVATION RANGE 1116/1136 FEET PREVIOUS APN 205-215-005 PLANNING LAND USE DESIGNATIONS COnsult With the City for land use infonnatlon. 0 SANTA ROSA ESCARPMENT BOUNDARY NOT IN THE SANTA ROSA ESCARPMENT BOUNDARY AREA PLAN(RCIP) SOUTHWEST AREA COMMUNITY ADVISORY COUNCILS NOT IN A COMMUNITY ADVISORY COUNCIL AREA GENERAL PLAN POLICY OVERLAYS NOT IN A GENERAL PLAN POLICY OVERLAY AREA GENERAL PLAN POLICY AREAS NONE 0 ZONING CLASSIRCATIONS(ORD.3481 See the city for more information ZONING DISTRICTS AND ZONING AREAS NOT IN A ZONING DISTRICT/AREA ZONING OVERLAYS NOT IN A ZONING OVERLAY HISTORIC PRESERVATION DISTRICTS NOT IN AN HISTORIC PRESERVATION DISTRICT SPECIFIC PLANS NOT WITHIN A SPECIFIC PLAN AGRICULTURAL PRESERVE NOT IN AN AGRICULTURAL PRESERVE REDEVELOPMENT AREAS NOT IN A REDEVELOPMENT AREA AIRPORT INFLUENCE AREAS NOT IN AN AIRPORT INFLUENCE AREA AIRPORT COMPATIBLITYZONES NOT IN AN AIRPORT COMPATIBILTY ZONE ENVIRONMENTAL CVMSHCP(COACHELLA VALLEY MULTI-SPECIES HABITAT CONSERVATION PLANI CONSERVATION AREA NOT IN A CONSERVATION AREA CVMSHCP FLUVIAL SAND TRANSPORT SPECIAL PROVISION AREAS• NOT IN A FLUVIAL SAND TRANSPORT SPECIAL PROVISION AREA WRMSHCP(WESTERN RIVERSIDE COUNTY MULTI-SPECIES HABITAT CONSERVATION PLAN)CELL GROUP NOT IN A CELL GROUP W RMSHCP CELL NUMBER NOT IN A CELL HANS/ERP(HABITAT ACQUISITION AND NEGOTIATION STRATEGY/E)(PEDITED REVIEW PROCESS) NONE VEGETATION(2005) DEVELOPED/DISTURBED LAND GRASSLAND FIRE HIGH RRE AREA(ORD.7871 NOT IN A HIGH FIRE AREA 10 RRE RESPONSIBLITY AREA NOT IN A FIRE RESPONSIBILITY AREA DEVELOPMENTFEES CVMSHCP FEE AREA(ORD.875) NOT WITHIN THE COACHELLA VALLEY MSHCP FEE AREA W RMSHCP FEE AREA(ORD.810) IN OR PARTIALLY WITHIN THE WESTERN RIVERSIDE MSHCP FEE AREA. SEE MAP FOR MORE INFORMATION. ROAD& BRIDGE DISTRICT NOT IN A DISTRICT EASTERN TUMF(TRANSPORTATION UNIFORM MITIGATION FEE ORD.673) NOT WITHIN THE EASTERN TUMF FEE AREA WESTERN TUMF(TRANSPORTATION UNIFORM MITIGATION FEE ORD.824) IN OR PARTIALLY WITHIN A TUMF FEE AREA. SEE MAP FOR MORE I NFORMAT ION.SOUTHWEST DIF(DEVELOPMENT IMPACT FEE AREA ORD.6591 SOUTHWEST AREA SKR FEE AREA(STEPHEN'S KANGAROO RAT ORD.663.10) IN OR PARTIALLY WITHIN AN SKR FEE AREA, SEE MAP FOR MORE INFORMATION. DEVELOPMENT AGREEMENTS NOT IN A DEVELOPMENT AGREEMENT AREA TRANSPORTATION CIRCULATION ELEMENT ULTIMATE RIGHT-OFWAY NOT IN A CIRCULATION ELEMENT RIGHT-OF-WAY ROAD BOOK PAGE 128 TRANSPORTATION AGREEMENTS NOT IN A TRANSPORTATION AGREEMENT CETAP(COMMUNITY AND ENVIRONMENTAL TRANSPORTATION ACCEPTABILITY PROCESS)CORRIDORS NOT IN A CETAP CORRIDOR. HYDROLOGY FLOOD PLAIN REVIEW NOT REQUIRED WATER DISTRICT EMWD FLOOD CONTROL DISTRICT RIVERSIDE COUNTY FLOOD CONTROL DISTRICT WATERSHED SANTA MARGARITA GEOLOGIC FAULT ZONE NOT IN A FAULT ZONE FAULTS NOT WITHIN A 112 MILE OF A FAULT LIQUEFACTION POTENTIAL MODERATE VERY LOW SUBSIDENCE SUSCEPTIBLE PALEONTOLOGICAL SENSITIVITY HIGH SENSITIVITY(HIGH A). BASED ON GEOLOGIC FORMATIONS OR MAPPABLE ROCK UNITS THAT ARE ROCKS THAT CONTAIN FOSSILIZED BODY ELEMENTS, AND TRACE FOSSILS SUCH AS TRACKS, NESTS AND EGGS.THESE FOSSILS OCCUR ON OR BELOW THE SURFACE. MISCELLANEOUS SCHOOL DISTRICT TEMECULA VALLEY UNIFIED COMMUNITIES NOT IN A COMMUNITY COUNTY SERVICE AREA NOT IN A COUNTY SERVICE AREA. LIGHTING(ORD.655) ZONE B, 19.52 MILES FROM MT.PALOMAR OBSERVATORY 2000 CENSUS TRACT 043217 FARMLAND URBAN-BUILT UP LAND TAX RATE AREAS 013004 CITY OF TEMECULA CITY OF TEMECULA INC DISPUTE COUNTY FREE LIBRARY COUNTY STRUCTURE FIRE PROTECTION EASTERN MUN WATER IMP DIST B EASTERN MUN WTR IMP DIST U-8 EASTERN MUNICIPAL WATER ELS MURRIETA ANZA RESOURCE CONS ELSINORE AREA ELEM SCHOOL FUND FLOOD CONTROL ADMINISTRATION FLOOD CONTROL ZONE 7 GENERAL GENERALPURPOSE METRO WATER EAST 1301999 MT SAN JACINTO JUNIOR COLLEGE RANCHO CAL WTR R DIV DEBT SV RANCHO CALIF JT WATER RIV. CO. OFFICE OF EDUCATION TEMECULA COM SVS TEMECULA PUBLIC CEMETERY TEMECULA UNIFIED TEMECULA UNIFIED B& I SPECIAL NOTES NO SPECIAL NOTES REPORT PRINTED ON...Toe Oct 01 2013 13:19:16 GMT-0700 (Pacific Daylight Time) Version 130826 3 N^ Id.is Y.,{P l; M1 Y ! J.tw s., f Jf t J f. a l t Goo• 11 meters 1 E.v+9,anid wmrt— 7— I.E. 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