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Home My WebLink AboutTract Map 17688 Parcel 3-4 Preliminary Soils Report � • 1 • • WAC OEOTECNNICAL INC. • • • PRELIMINARY SOILS REPORT • PROJECT DATE: AUGUST 18, 2014 PROJECT NUMBER: 14-933 • PREPARED FOR: KTW INVESTMENTS, LLC MR. KEITH WHITEHEAD (951)201-4396 39252 WINCHESTER RD. SUITE 107-289 MURRIETA, CA. 92563 • VIA E-MAIL: ktwinvestments(cDverizon.net SUBJECT: SUBSURFACE SOILS ENGINEERING INVESTIGATION AND FOUNDATION EVALUATION FOR THE PROPOSED SINGLE FAMILY RESIDENTIAL STRUCTURE TO BE CONSTRUCTED ON THE PARCEL NOTED BELOW. • JOB SITE LOCATION: PAULITA ROAD TEMECULA, CA. ��IG�NAL A.P.N. : 945-180-023 LONGITUDE: -117.123893 W, LATITUDE: 33.487471 N • SITE ELEVATION: 1220 FEET ABOVE SEA LEVEL • P.O. BOX 545 • NORCO, CA 92860 OFC: (951) 354-6500 • FAX: (951) 354-8600 WAC OEOTECHNICAL ADDENDUI 40 REPORT PROJECT DATE: AUGUST 18, 2014 PROJECT NUMBER: 14-933 ADDENDUM DATE: FEBRUARY 2, 2015 PREPARED FOR: KTW INVESTMENTS, LLC MR. KEITH WHITEHEAD (951)201-4396 39252 WINCHESTER RD. SUITE 107-289 MURRIETA, CA. 92563 VIA E-MAIL: ktwinveslments(")a verizon.net SUBJECT: REVISION OF THE FOOTING REQUIREMENTS FOR THE ORIGINAL SOILS REPORT. JOB SITE LOCATION: PAULITA ROAD TEMECULA, CA. A.P.N. : 945-180-023 MR. KEITH WHITEHEAD, THE FOLLOWING MINIMUM FOOTING REQUIREMENTS ARE NOTED TO BE THE REVISED AND CORRECT MINIMUM FOOTING SIZES AND DIMENSIONS FOR THIS PROJECT. PLEASE REVISE YOUR ORIGINAL REPORT ACCORDINGLY. FOOTING DEPTH EXTERIOR - 12-INCHES BELOW LOWEST ADJACENT GRADE FOR A ONE-STORY STRUCTURE. 18-INCHES FOR A TWO-STORY STRUCTURE, ALL (IN APPROVED COMPACTED FILL MATERIALS) INTERIOR - 12-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- 12-INCHES MINIMUM FOR ONE-STORY, 18-INCHES MINIMUM FOR 2-STORY. INTERIOR - 12-INCHES MINIMUM FOR ONE-STORY, 18-INCHES MINIMUM FOR A TWO-STORY. P.O. BOX 545 • NORCO, CA 92860 OFC: (951) 354-6500 9 FAX: (951) 354-8600 •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 24-INCH ON CENTER EACH WAY. UNDER-SLAB TREATMENT 10-MIL VISQUEEN, LAPPED AND SEALED, 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 FILL/CUSHION 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. THANK YOU FOR THE OPPORTUNITY TO BE OF SERVICE ON YOUR PROJECT. SHOULD YOU HAVE ANY QUESTIONS REGARDING THIS REPORT, PLEASE CALL THE UN ERSIGNED AT YOUR CONVENIENCE. RESPECTFULLY SUBMITTED, WAC GEOTECHNICAL, INC. AV i R, PRESIDENT FOR E E. HAW ES, VICE PRESIDENT W CAL, INC RCE C034779, STATE OF CALIFORNIA LIC. EXP. 9-30-15 DATE: Z 2- THIS OFFICIAL STAMP IS IN BLUE INK, OTHERWISE A COPY QapFESSiO& Ne�o�GE E.yq�y w No.GOMM 6> �? arF OF CALIF APN: 919-240-001 2 WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 LADIES & GENTLEMEN: THE RESULTS OF OUR INVESTIGATION INDICATE THAT THE SOILS UNDERLYING THE PROPOSED BUILDING AREA ARE COMPRISED OF (S/M) OLIVE TAN SANDS, SILTY- FINE TO MEDIUM GRAINED AND DRY. BASED UPON INFORMATION SUPPLIED TO THIS OFFICE (VERBALLY AND PRELIMINARY PLANS), IT IS PROPOSED TO CONSTRUCT A TWO-STORY, WOOD FRAMED, STUCCO EXTERIOR, RESIDENTIAL STRUCTURE ON THE PROPERTY TESTED. • THE PROPERTY IS LOCATED IN A WELL DEVELOPED, NEIGHBORHOOD IN TEMECULA, CA. IT IS PROPOSED TO CONSTRUCT THE STRUCTURE AS A SINGLE FAMILY RESIDENCE. EXISTING TOPOGRAPHY IS NOTED AS FAIRLY LEVEL TO GENTLY ROLLING. CONVENTIONAL SPREAD FOOTINGS AND SLAB ON GRADE CONSTRUCTION IS PROPOSED FOR THE PROJECT. THE AREA PROGRAMMED FOR THE CONSTRUCTION OF THE BUILDING IS NOTED TO BE UNDERLAIN WITH TAN, SILTY-FINE TO MEDIUM GRAINED SANDS, IN A FIRM AND DRY STATE. 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. THE FINAL FOUNDATION PLANS AND DETAILS MUST BE REVIEWED BY THE UNDERSIGNED. THE GEOTECHNICAL ENGINEER SHALL INSPECT THE FOOTINGS PRIOR TO INSPECTION BY THE RIVERSIDE COUNTY BUILDING AND SAFETY INSPECTOR 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 2013 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, WA OTECHNICAL, INC. )A n • I RPRP ESIDENT `'`O�G�E. Hq�2�`Z GEO E A S, VICE PRESIDENT «, E T CAL, INC ,; c� ° a. RCE CO 779, STATE OF CALIFORNIA Ix* No. C034779 % LIC. EXP./9-330-15 '' ? DATE: 'f� • THIS OIv .- S_ � IN BLUE INK, O;THERNA E A COPY APN: 945-180-023 2 .l ;,�, -ram � ,�► �� r � � � -'"� Paulita Rd; Temecula, C-A 92592,,U.SA �.. .l1 . ,I ,•� b( "0 p .F '.A Goo( c r) 2014 Google ` ' � ► . 111 • Go: Address Paulita Rd Temecula, CA 92592 --- atis, -_ _� F'�•� �qa "garita,- K Perk n nk. R;1 `and otl unity ` �, �o f v flanchp California Rd oGa\\tp flanch l v�JbaPd Prr P oe Ronald Reagan PA �aqd -...'a Sports Park lee pao P a�ba{id ga�ba Rd ' I O g p < 'Ad"0, r'tar9a o Oz L to d m F . 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".m ro uw IOO9 O e O 6 0 h PM.2//6/-67 Porce/Mop 6607 " //3156.57 r /7688 P.M./4/722-23 21385 "- L Yj ASSESSORS MAP 8K.945 PG./8 RIVERSIDE COUNTY. CALIF • WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 1.0 INTRODUCTION • THE PURPOSE OF THIS STUDY IS TO EVALUATE THE NATURE AND ENGINEERING PROPERTIES OF THE SUBSURFACE SOILS, AND TO PROVIDE NECESSARY GEOTECHNICAL RECOMMENDATIONS FOR FOUNDATION DESIGN, BUILDING PAD GRADING, UTILITY TRENCH BACKFILL, AND FIELD REVIEW DURING CONSTRUCTION. THE FINDINGS AND RECOMMENDATIONS HEREIN ARE BASED ON THE 2013 CALIFORNIA BUILDING CODE, TITLE 24 AND 2013 IBC. • 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 SUPPLIED TO THIS OFFICE, IT IS PROPOSED TO CONSTRUCT A TWO-STORY, WOOD FRAME, STUCCO EXTERIOR SINGLE FAMILY RESIDENTIAL STRUCTURE ON A GRADED/PREPARED BUILDING PAD. CONVENTIONAL SPREAD FOOTINGS ARE EXPECTED FOR THE BUILDING. 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 AT _ PAULITA ROAD TEMECULA, CA. THE PARCEL FRONTS PAULITA ROAD ALONG THE WESTERLY PROPERTY LINE AT THE CUL-DE-SAC END OF THE STREET. THIS IS A WELL DEVELOPED, SEMI-RURAL, CUSTOM HOME TRACT. A GRADING PLAN AND BUILDING PLANS ARE CURRENTLY BEING PREPARED BY OTHERS. NO• ROCK OUTCROPS WERE NOTED ON THE PARCEL. TOPOGRAPHY IS NOTED AS GENTLY ROLLING. NO TREES, OUTBUILDINGS, POOLS OR SEASONAL DRAINAGES WERE NOTED ON THE PROPERTY. • 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 15 FEET BELOW THE EXISTING GRADE (SEE ATTACHED PLANS AND BORING LOGS, APPENDIX SECTION). DURING EXPLORATION, ENCOUNTERED SUBSURFACE SOILS WERE LOGGED BASED UPON VISUAL AND TACTILE METHODS WITH BULK SAMPLES AND IN-PLACE RING 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 THE ATTACHED PLANS. • • APN: 945-180-023 5 • WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 LABORATORY TESTING WAS CONDUCTED ON SELECTED BULK, REMOLDED AND IN-PLACE RING SAMPLES ACCORDING TO THE PROJECT REQUIREMENTS. THE LABORATORY TESTING • INCLUDED EVALUATIONS OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT AND SOIL SHEAR STRENGTH (BASED UPON REMOLDED BULK AND IN-SITU RING SAMPLES) UNDER ANTICIPATED STRUCTURAL LOADINGS AND EXPANSION INDEX. 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 2013 CALIFORNIA BUILDING CODE, TITLE 24 AND THE 2013 IBC. 3.0 SUBSURFACE CONDITIONS • OUR EVALUATION OF THE SITE SUBSOIL CONDITIONS IS BASED UPON SUBSURFACE SOIL EXPLORATION AND 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: • IN GENERAL, THE UPPER 2-4 FEET OF THE SITE SOILS APPEARS TO BE LOOSE, POROUS AND MAY BE COMPRESSIBLE. THE SUPPORTING SOIL, TAN SILTY-FINE TO MEDIUM GRAINED SANDS, IS GENERALLY FIRM TO VERY FIRM. THIS NATIVE SOIL IS CLASSIFIED AS SITE CLASS D, PER THE 2013 CALIFORNIA BUILDING CODE TABLE 1613.5.2. 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 I REPRESENTATIVE. LABORATORY SHEAR TESTS CONDUCTED ON THE IN-SITU RING SAMPLES INDICATE GOOD • SHEAR STRENGTHS UNDER INCREASED MOISTURE CONDITIONS. IF IMPORT SOILS ARE PROPOSED FOR THIS CONSTRUCTION AND FILL, THE MOST CONSERVATIVE TEST RESULT WILL APPLY TO DESIGNS. THE SOIL IS CONSIDERED MODERATELY CORROSIVE. THUS, ALL METAL SHOULD BE PROTECTED FROM THE SOIL. RESULTS OF THE LABORATORY SHEAR TESTS ARE PROVIDED IN THE APPENDIX SECTION. • 3.1 EXCAVATIBILITY CONSIDERING THE MINIMAL REMOVAL DEPTH AND ABSENCE OF SURFICIAL BEDROCK, 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. HOWEVER, HEAVY RIPPING AND JACK • HAMMERING COULD BE REQUIRED. 3.2 GROUND WATER GROUND WATER WAS NOT ENCOUNTERED IN OUR SUBSURFACE DRILLING EXCAVATION TO THE DEPTH OF 15.0' BELOW THE EXISTING GRADE. GROUND WATER IS NOT EXPECTED TO BE A • PROBLEM FOR PROPOSED DEVELOPMENT. • APN: 945-180-023 6 WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 3.3 SUB-SURFACE 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. LIQUEFACTION POTENTIAL IS CONSIDERED VERY LOW FOR THIS PARCEL. GROUND WATER WAS NOT ENCOUNTERED IN OUR SUBSURFACE EXPLORATION PROGRAM AND THE SOIL IS NOTED AS HAVING AN AVERAGE COHESION RATING OF 100'. THE RIVERSIDE GIS STATES THAT -THE POTENTIAL FOR LIQUEFACTION IS VERY LOW". 3.5 POTENTIAL SEISMIC HAZARDS SEISMIC.DESIGN PARAMETERS ARE BASED UPON THE 2013 CBC. THIS PROJECT IS LOCATED IN SEISMIC REGION 1. PER THE RIVERSIDE COUNTY GIS SYSTEM PAGES; THIS PARCEL IS WITHIN Y2 MILE OF A FAULT. THE SITE IS NOTED TO BE SUSCEPTIBLE TO SUBSIDENCE. PER THE CDC/DMG MAP THE SITE IS LOCATED APPROXIMATELY 5 KM .NORTHEAST OF THE ELSINORE FAULT, GLEN IVY AND WILDOMAR SEGMENTS. THIS IS A TYPE B FAULT. THE SLIP RATE IS NOTED TO BE 5 AND THE MG MAX IS 6.8. FOR CALCULATIONS, THE SEISMIC DESIGN PARAMETERS ARE PER TABLE 1613.5.2 OF THE 2013 CBC. THE SOILS UNDERLYING THE SUBJECT SITE, OLIVE-TAN, SILTY-FINE TO MEDIUM GRAINED SLIGHTLY SANDS, IN A FIRM AND DRY STATE, IS ASSIGNED THE SOIL TYPE PROFILE D. THAT SOIL IS UNDERLAIN BY TAN, FINE TO MEDIUM GRAINED SANDS, VERY FIRM TO DENSE AND DRY. FOR CALCULATIONS THE SEISMIC DESIGN PARAMETERS ARE PER USGS -DESIGN MAP" ATTACHED. THE DESIGN CRITERIA IS BASED ON SITE CLASS D SOILS AND THE 2013 CBC & 2013 IBC. THE USGS SEISMIC HAZARDS MAPPING GROUND MOTION PAGE IS ATTACHED TO THIS REPORT. A COPY OF THE CDC, DMG 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 2013 UBC 2013 IBC CRITERIA. THE DATA SHEETS ARE FOUND IN THE APPENDIX PORTION OF THIS REPORT. Ss, BSE-2N = 1.905(g) SXs, BSE-2N = 1.905 (g) S1, BSE-2N = 0.777(g) SX1, BSE-2N = 1.166(g) • APN: 945-180-023 7 • WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 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, 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 4.2, CHEMICAL TEST RESULTS INDICATE THE SOIL /S LOW TO MODERATELY CORROSIVE; THUS, ALL METAL SHOULD BE PROTECTED FROM THE CORROSIVE SOIL. • 4.1.1 SUB-GRADE PREPARATIONS FOR STRUCTURAL PADS PROGRAMMED AREAS FOR RESIDENTIAL BUILDING SUPPORT WILL REQUIRE A MINIMUM REMOVAL OF SOIL AND MATERIALS IN THE UPPER 2-4 FEET TO A COMPETENT IN-PLACE SUB- GRADE. 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. IT IS ANTICIPATED REMOVAL DEPTHS WILL AVERAGE APPROXIMATELY.3 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 • 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 I GENERAL GRADING RECOMMENDATIONS". 4.2 SPREAD FOUNDATION • FOR ADEQUATE SUPPORT, THE PROPOSED STRUCTURES MAY BE CONSTRUCTED ON CONTINUOUS AND/OR ISOLATED SPREAD FOOTINGS FOUNDED EXCLUSIVELY INTO FIELD APPROVED COMPACTED FILL MATERIALS. CONVENTIONAL SHALLOW FOUNDATION SYSTEM IS CONSIDERED SUITABLE FOR THE PLANNED COMMERCIALIINDUSTRIAL STRUCTURE. TYPE II CEMENT IS ACCEPTABLE FOR CONSTRUCTION. • ALL METAL SHOULD BE PROTECTED FROM THE CORROSIVE SOIL. • APN: 945-180-023 8 WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 FOUNDATIONS MAY BE DESIGNED BASED UPON THE FOLLOWING VALUES: ALLOWABLE BEARING: 2500 LBS./SQ. FT. LATERAL BEARING: 200 LBS./SQ. FT. PER FT. OF DEPTH TO A MAXIMUM OF 300 LBS./SQ. FT. SLIDING COEFFICIENT: 0.31 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 2013 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 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 - 18-INCHES MINIMUM FOR ONE-STORY, 18-INCHES MINIMUM FOR 2-STORY INTERIOR - 18-INCHES MINIMUM FOR ONE AND 18-INCHES FOR 2-STORY, RESPECTIVELY. • 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 24- INCH ON CENTER EACH WAY. UNDER-SLAB TREATMENT 10-MIL VISQUEEN, LAPPED AND SEALED, 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 FILUCUSHION SAND COVER SHOULD BE MOISTENED PRIOR TO PLACING CONCRETE. OPTIMUM MOISTURE CONTENT IN SUB-GRADE SOIL 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: 945-180-023 9 • WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 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 300 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 2013 CBC 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 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: 945-180-023 10 WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 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 40 �- 2:1 35 45 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, 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: 945-180-023 I I • WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 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 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 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: 945-180-023 12 • WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 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 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 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: 945-180-023 13 WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 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. APN: 945-180-023 14 • WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 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/OR 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. • • • 0 APN: 945-180-023 15 • WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 7.0 APPENDIX SECTION • BORING LOGS B-1 • 0-5' SIM OLIVE-TAN SANDS, SILTY-FINE TO MEDIUM GRAINED, LOOSE TO FIRM AND DRY 5-10' S/W TAN SANDS, FINE TO COARSE GRAINED FIRM TO VERY FIRM AND DRY • 10-15' S/W TANNISH GRAY, FINE TO COARSE GRAINED SANDS, VERY FIRM TO DENSE AND DRY. B-2 w 0-5' SIM OLIVE-TAN SANDS, SILTY-FINE TO MEDIUM GRAINED, LOOSE TO FIRM AND DRY 4-11' S/W TANNISH BROWN SANDS, FINE TO COARSE GRAINED FIRM AND DRY 11-15' S/W TANNISH GRAY, FINE TO COARSE GRAINED SANDS, VERY FIRM TO DENSE AND DRY. NO GROUNDWATER OR BEDROCK WAS ENCOUNTERED TO THE DEPTH OF 15' IN EITHER TEST • BORING. • • • • APN: 945-180-023 16 WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 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) SOILS SAMPLES WERE OBTAINED USING A SPLIT SPOON SAMPLER. BULK SAMPLES WERE ALSO RETRIEVED AND TESTED IN OUR LABORATORY MOISTURE CONTENT AND DRY DENSITY(ASTM D4643) SOILS SAMPLES WERE OBTAINED USING A SPLIT SPOON SAMPLER. BULK SAMPLES WERE ALSO RETRIEVED AND TESTED IN OUR LABORATORY. DIRECT SHEAR(ASTM D3080) DATA OBTAINED FROM THIS TEST PERFORMED AT INCREASED MOISTURE CONDITIONS ON IN- SITU 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. .EXPANSION INDEX(ASTM 04829) MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT RELATIONSHIP(ASTM D1557-91) SAMPLE LOCATION MAX. DRY DENSITY OPT. MOISTURE CONTENT B-1, 1-4' (BULK SAMPLE) 132.5 (PCF) 8.0 % r SHEAR ANGLE OF INTERNAL FRICTION B-2, 2' = 32 DEGREES COHESION (PSF) : 100.0 EXPANSION INDEX =0.0 (NO POTENTIAL FOR EXPANSION) CORROSION SERIES .PH =6.1 SOLUBLE SULFATES PPM = 95 SOLUBLE CHLORIDES PPM = 104 MIN. RESISTIVITY=8,200 SEE ATTACHED LAB TEST RESULTS: APN: 945-180-023 17 WAC GEOTECHNICAL, INC. PROJECT# 14-933 DATE: AUGUST 18, 2014 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 S 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: 945-180-023 18 • Converse Consultants Geotechnical Engineering,Environmental and Groundwater Science, Inspection and Testing Services • August 18, 2014 Mr. David E. Ballinger WAC Geotechnical, Inc. • 2900 Adams St. Suite C-35 Riverside, CA 92504 Subject: LABORATORY TEST RESULTS WAC Project No. 14-933 • Paulita Road Converse Project No. 14-81-127-17 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 August 6, 2014. The following tests were performed in accordance with the relevant standards: • One (1) Maximum Dry Density and Optimum Moisture Content (ASTM D1557) • One (1) Direct Shear Test (ASTM D3080) • One (1) Expansion Index Test (ASTM D4829) 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) 896-3104. • CONVERSE CONSULTANTS ��» • V Jordan Roper, E.I.T. Staff Engineer End: Table No. 1, Optimum Moisture-Density Relationship Test Result • Table No. 2, Direct Sheer Test Result Table No. 3, Expansion Index Test Result Drawing No. 1 Moisture-Density Relationship Results Drawing No. 2 Direct Shear Test Results • 10391 Corporate Drive,Redlands, California 92374 Telephone: (909)796-0544 • Facsimile: (909)796-7675 ♦ www.converseconsultanls.com • • Table No. 1, Moisture--Den ity Relationship Test Result • Sample Depth Maximum Optimum Location (feet) Soil Classification Dry Density Water c Content B-1 1 4 Silty Sand(SM), Fine to Coarse 132.5 8.0 Grained,Olive-Brown • Table No. 2 Direct Shear Test Results E0B2 Depth Soil Description Cohesion Friction Angle feet 2 Silt Sand(SM), Fine to Medium Grained, 100.0 32.0 Yellow-Brown • Table No. 3 6r ansion Index Test Result, Sample Soil Description Expansion Expansion Location Index Potential • &1 Silty Sand(SM), Fine to Coarse 0.0 Very Low Grained, Olive-Brown • • • • • • 150 Curw;of 100%Satui hon • 145 for SpoclOc Gravity Ec ual to: 2.80 2.70 2.60 140 • 135 130 • 125 E_ z 120 w 0 IX z 115 — 110 • 105 100 95 • 90 0 5 10 15 20 25 30 WATER CONTENT,% • ASTM OPTIMUM MA>GMUM DRY SYMBOL BORING NO. DEPTH(0) DESCRIPTION TEST METHOD WATER,% DENSITY,pd 61 1 4 BGrj'anA ISM),Fine to Coene Grelrrod,OlNa D1S57 1AeihotlA 8.0 1728 • • MOISTURE-DENSITY RELATIONSHIP RESULTS WACGeaea"wl Project No. Drawing No. �vi►� Converse Consultants W'C�°d No.14-933 14-81-127-17 1 PaWita Road • • 4,000 • 3,500 • 3,000 r. 2,500 • z w s N 2,000 N • 1,500 1,000 • 500 0 • 0 1,000 2.000 3.000 4,000 SURCHARGE PRESSURE,psi • BORING NO, B-2 DEPTH(0) 2 DESCRIPTION Silty Send(SM),Fine to Medium Grained.Yellow-Brown COHESION(psQ 100.0 FRICTION ANGLE(degrees) : 32.0 • MOISTURE CONTENT(%) 9.3 DRY DENSITY(pd) 97.5 NOTE:Ultimate SVenp. • DIRECT SHEAR TEST RESULTS WAC CiB01echnIcal Project No. Drawing No. Converse Consultants WAC ulitaR ed No,14933 1481-127-17 2 PaNiq Road Prof pID:1"1.127-17 WIC 1C-9M.GPJ;Templete:DIRECTSHIWI • • ANAHEIM TEST LAB, INC 3008 ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 • PHONE (714( 549-7267 TO: DATE: 8/I1/14 WAC GEOTECHNICAL 2900 ADAMS STREET,STE. C-35 P.O. NO: TRANSMITTAL RIVERSIDE. CA 92504 • LAB NO: B-7506 SPECIFICATION: CA-417/422/643 ATTN: DAVE BALLINGER MATERIAL: SOIL • Project#: 14-933 ApnR: 919-240-001, Location: Poulito Road Temecula, CA Client: K.W.H. Investments • 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 • 6.1 95 104 8,200 • RESPECTFULLY SUBMITTED • ,o. 1 om®mm�ana WES BRIDGER CHEMIST • • 8/19/2014 Design Maps Summary Report • ZJS Design Maps Summary Report User-Specified Input Report Title KW INVESTMENTS, LLC PAULITA RD Tue August 19, 2014 23:27:56 UTC • Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2N (which utilizes USGS hazard data available in 2008) Site Coordinates 33.487470N, 117.123890W Site Soil Classification Site Class D - "Stiff Soil" 0 Om 11 50 • � SOOOm Te-%�Pula NORT Fi • 0De 1ct ....,, ::.y� r'i 0M E R I C A mapquest o'•'-1,' ^'. 141 0MapRuert • USGS-Provided Output Ss,BSE-2N 1.905 g Sxs,e E-2N 1.905 g 51,86E-2N 0.777 g Sx1,BSE-2N 1.166 g • Horizontal Spectrum Vertical Spectrum 2.20 1.43 2.00 1.30 Leo 1.17 1.60 1.04 1.40 0.91 • pr 1.20 7F 0.79 @ 1.00 N 0.65 0.20 0.52 0.60 0.29 0.40 0.26 • 0.20 0.12 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1"60 1.00 2.00 Period, T(sec) Period, T(sec) Although this information is a product of the U.S. Geological Survey, vie provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. • http://ehpl-e "uale.er.usgs.gc4designmaps/us/sumnary.php?template=minimal&la0tude=33.487471&lorgitude=-117.123893&siterJass=3&rislcategory=-1... tl1 8/19R014 Design Maps Detailed Report ' LM Design Maps Detailed Report ASCE 41-13 Retrofit Standard, BSE-2N (33.487470N, 117.12389°W) Site Class D - "Stiff Soil" Section 2.4.1 - General Procedure for Hazard Due to Ground Shaking From Section 2.4.1.1 SS.eSE-2N = 1.905 g From Section 2.4.1.1 St,OW-,N = 0.777 g Section 2.4.1.6 - Adjustment for Site Class �. The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 2.4.1.6.1. SITE SOIL Soil shear wave Standard penetration Soil undralned shear CLASS PROFILE velocity, vs, (ft/s) resistance, N strength, s,,, (psf) NAME A Hard rock vs > 5,000 N/A N/A B Rock 2,500 < vs 5 5,000 N/A N/A C Very dense 1,200 < vs 5 2,500 IV > 50 >2,000 psf soil and soft rock D Stiff'soil 600 5 vs < 1,200 15 <-_N 5 50_ 1,000 to 2,000 psf - profile E Stiff soil vs < 600 N < 15 <1,000 psf profile E — Any profile with more than 10 ft of soil having the.characteristics: •1. Plasticity index P1 > 20, 2. Moisture content w >- 40%, and . 3. Undrained shear strength s < 500 psf F — Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H > 10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H > 25 feet with plasticity index P1 > 75) 4. Very thick soft/medium stiff clays (H > 120 feet) For SI: lft/s = 0.3048 m/s llb/ftz = 0.0479 kN/mz httpllehpl-earlhquale.cr.wg s.ga4dwig rvropsluslrepatphp7tertplate=mnimal8laUtude=37.48747181mgi Wde=-117.1238938sitedass=38risleatagory=-18ed... 114 8/1SQ014 Design Maps Detailed Report • Table 2-3. Values of F. as a Function of Site Class and Mapped Short-Period Spectral Response Acceleration S. Site Mapped Spectral Acceleration at Short-Period S, Class S550.25 Ss = 0.50 Ss = 0.75 SS = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 • B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F Site-specific geotechnical and dynamic site response analyses shall be performed Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and Ss = 1.905 g, F. = 1.000 • Table 2-4. Values of F� as a Function of Site Class and Mapped Spectral Response Acceleration at 1 s Period S, Site Mapped Spectral Acceleration at 1 s Period S, Class • S, 50.10 S, = 0.20 S, = 0.30 S, = 0.40 S, 20.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 • C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F Site-specific geotechnical and dynamic site response analyses shall be performed Note: Use straight-line interpolation for intermediate values of S, • For Site Class = D and S, = 0.777 g, F, = 1.500 • http://ehpl-earthquale.cr.usgs.gmidesigrxraps/us/reputphp?ten, late=riinirrd&latitude=33.4874718orgitude=-117.123893&sited ass=3&risWAegor)--1&ed... 214 811VM14 Design Maps Detailed Report • Equation (2-4): S,6BSE-2N = FaSs,BSE-2N = 1.000 X 1.905 g = 1.905 g Equation (2-5): Sx1,11SE-211 = FvSt,BSE-2N = 1.500 x 0.777 g = 1.166 g • Section 2.4.1.7.1 — General Horizontal Response Spectrum Figure 2-1. General Horizontal Response Spectrum • 0<T<Ta: Sxs](p� -2) ,L +0.4] � = Te< T< Ts: Ts<T: m to i i o y � 6 - Sx,/Br=1.166 ------- ------- ---- ----- N 0 • 0.45xr=0.762cc ' IL , Ta=0.122 Ts=0.612 1.000 _ .. Period,-T(set - • • • • httpJ/ehpi-earthquale.cr.usgs.gaddesignmaps/usireportphp7terroato=rrinind8laUtLde=33.487471&lo gitude=-117.123a93&siteclass=3&risicatega y=-18ed... 3/4 WlWM14 Design Maps Detailed Report Section 2.4.1.7.2 — General Vertical Response Spectrum The General Vertical Response Spectrum is determined by multiplying the General Horizontal Response Spectrum by %. 2Su/3B,= 1.270 -- a � m y � o u u O C . O.BSx,l3-0.508 cc e Ta=0.122 T5=0.612 1.000 .Period,T(sec) htlpllehpl-eartNuale.cr.mgs.goJdesig rvrapshalreporiphp'henplate=nirrimal8latitude=33.48747181ong itude=-117.1238938sitedass=38iisWAegay=-l&ed... 414 ••, `�� X � �' =��ii■:71■`■F�■l!■11��■.■!■.!■ice a� a��arr; v��r�1��.�. � ��f:��.�■��i��l�i��_=�.IA_1=�.��,;. �r � Ili �� IRON, t " ,ii, '�. �' f ► I�'�*��'■ 16111111111�.1111111/` _" il��l , ,� 1 J:Ir- if ►� E��III.:•II�M\III► a �� •y / ti�il>! m� ��;� • .�� ! !era �"1 In I G r IL�:A ' �•_ �jl .ALse•� ii_:•� ._�I1E,11►�. ��w■I.IIu.�=�.wl� �I!/! •�, �, , ,.` ^, � ��, 11, 1 � �_; ire '•• ,,,;�.;;:::�bra►♦.� °��;I■ ■II l ', WYCI�1` '`•^-t� � `'=:'�• ,.u,-a>/nt! . -.�i _ �__ i 1. �� ♦1� `� `�� '� ) .'COI. ,�i �� ' • � �Div .�w � j ` 171 • �93.0 de5de -Ro 0� 545. 4/ to PAR AG- Nt• 85 2 . 3 � J . $ o • a 0 riAR � 4 na \ a O AV ��°� � � � 0l•57 o O � \.ram H \o `n Tc s r r1 i TZ751 J v ,�%5• • Alf � J I�e2L0 L. PST L0 �7'p1,0�.FlTb2 � G�eLy • I • ♦ .d . •s ; it f � .. '. N•} - - C. .�� . Ik Y *4: :ti; �, '`mod'\-..' . - ��1 . .� ••�..` i� � MAILINU AUUKtZb (SEE OWNER) • 614 MINNESOTA AVE FALLBROOK CA. 92028 LEGAL DESCRIPTION RECORDED BOOK/PAGE: PM 113/56 SUBDIVISION NAME: PM 17688 LOT/PARCEL:4, BLOCK: NOT AVAILABLE , Por.TRACT NUMBER: NOT AVAILABLE LOT SIZE_ RECORDED LOT SIZE IS 2.53 ACRES PROPERTY CHARACTERISTICS • NO PROPERTY DESCRIPTION AVAILABLE THOMAS BROS.MAPS PAGE/GFU PAGE:979 GRID: BI CITY BOUNDARY/SPHERE 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 .SUPERVISOR14L DISTRICT(2001 BOUNDARIES) JEFF STONE,DISTRICT 3 TOWNSHIP/RANGE T8SR2W SEC 7 ELEVATION RANGE 1164/1232 FEET PREVIOUS APN NO DATA AVAILABLE PLANNING LAND USE DESIGNATIONS Consult with the city for.land use information. SANTA ROSA ESCARPMENT BOUNDARY NOT IN THE SANTA-ROSA ESCARPMENT BOUNDARY AREA PLAN(RCIP1 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 ZONING CLASSIRCATIONS (ORD.3481 See the city for more information ZONING DISTRICTS-AND ZONING AREAS NOT IN A ZONING DISTRICTIAREA ZONING OV ERLAYS 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 MULTISPECIES HABITAT CONSERVATION PLAN)CONSERVATION AREA • NOT IN A CONSERVATION AREA CVMSHCP FLUVIAL SAND TRANSPORT SPECIAL PROVISION AREAS NOT IN A FLUVIAL'SANDTRANSPORT SPECIAL PROVISION AREA WRMSHCP(W ESTERN RIVERSIDE COUNTY MU TI.SPECIES HABITAT CONSERVATION PLANT CELL GROUP • NOT IN A CELL GROUP - W RMSHCP CELL NUMBER .NOT IN A CELL ' HANS/ERP(HABrTAT ACQUISITION AND NEGOTIATION'STRATE(;YIDCPEDITED REVIEW PROCESS) NONE • VEGETATION(2005) COASTAL SAGE SCRUB DEVELOPED/DISTURBED LAND FIRE HIGH FIRE AREA(ORD.7871 NOT IN A'HIGH FIRE AREA RRE RESPONSIBLITY AREA NOT IN AFIRE RESPONSIBILITY AREA • DEVELOPMENT FEES CVMSHCP FEE AREA(ORD.8751 NOT WITHIN THE COACHELLA VALLEY MSHCP FEE AREA • WRMSHCPFEE AREA(ORD.8101 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 MRIGATION FEE ORD.673) NOT.WITHIN THE EASTERN TUMF FEE AREA W ES 1 ERN'I UINF ITRANSPORTATION UNIFORM MITIGATION FEE ORD.8241 IN OR PARTIALLY WITHIN A TUMF FEE AREA.SEE MAP FOR MORE INFORMATION.SOUTHWEST DIF(DEVELOPMENT IMPACT FEE AREA ORD.6591 SOUTHWEST AREA SKR FEE AREA(STEPHEN'S KANGAROO RAT ORD.663,1101 IN OR PARTIALLY WITHIN ANSKR 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 132 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 WITHIN A 1/2 MILE OF ELSINORE FAULT ELSINORE FAULTS WILDOMAR FAULT LIQUEFACTION POTENTIAL 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. 17.43 MILES FROM MT. PALOMAR OBSERVATORY 2010 CENSUS TRACT 043222 FARMLAND OTHER LANDS 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 UA -EASTERN MUNICIPAL WATER •ELS MURRIETA ANZA RESOURCE CONS - •ELSINORE AREA ELEM SCHOOL.FUND -FLOOD CONTROL ADM INIST RATION -FLOOD CONTROL ZONE 7 • -GENERAL -GENERAL PURPOSE -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 •T EM ECULA COM SVS -TEMECULA PUBLIC CEMETERY -TEMECULA UNIFIED •TEMECULA UNIFIED•B& I SPECIAL NOTES NO'SPECIAL NOTES BUILDING PERMITS Case p Description Status NO PLANNING PERMITS INOT APPLICABLE NOT APPLICABLE ENVIRONMENTAL HEALTH PERMITS Case# - Description Status EHS031322 IPLAN REVIEW JAPPLIED PLANNING PERMITS Case M Description Status . NO PLANNING PERMITS INOT APPLICABLE INOT APPLICABLE REPORT PRINTED 0N...Mon Aug 04 2014 17:02:50 GMT-0700(Pacific Daylight Time) Verson 131127 y i.. 4 . 1 •. .K�Jy� , . �'� t r h 1�'��' t ,,. t 'li" n iY Kd�� 1'�t"'� 1 lte 121 C�✓ tiz�" '/ S by , �gy i t:`. 4ti. r��g r.� ? w -\""..}r '. ''"''' ♦ t�,w„yt,a� ,i1r""r., �•, 1'e� °'� +fib � ��' �° '4* Z� 1.��t5 �� `-'j��i ru 'R'c!'Y'Z�yam✓ It tulsl� \ - "'�a'��_ ��r ..K. L�'R� 1F`Y �� 4!r� /r` �'.•}ir ml�a�}.�gYfrtc aY� - �:. f'_ ,.aJcS�� 1r rr y, �jy` etalye> ��!�,�e•SR�I��f ± Lr±w x �� `�, z�- � ��'' `-. r J V �4��✓..�� 1 - 1. '.. �}'s`pav! i '�.� �r! �194�i..�!)�l•l{ _ � 4 4 m �� '�' PI � I \ 4 � � ♦ L� } 4 "gip}" �' ` l �'. �` v±.•}�! �� . try � / i . ��/ ��f� � ��r s �u.X.�.P ` � � 1 �I► `ti J� ` j�a�' '!� fiT�`ak i i -: ♦ G !Ar ��n `�.L f�. aut" r4 �- �'`' < �- �� tii`'2i�u�/ ... AAWR +�. / Ft�n•,, '-[;`., a.+- /R .v55�'.`Rk `vFs l t... y ., f ✓( � �: Fri W'v ... _ ��' � .. ` C !�\.\t .. .fry � 1'�'„. r � �`.+'YI ." � v 1Aygt -r:'' ��i b ..� ��.+ .-iw�'•`+�rV' ♦ � r.. �. . �d y �f,.7r r _ � S� » 1M y11'� ?'., '• �„�`1`. "� x :�`F'�Cl'�., �T Ni ! ✓ ;, ag � 1'r � `.+-.Y'^ .k � �djc � i �,g, i� � i i:.