The URL can be used to link to this page

1995-4289 FM/G/PE ----_Street Address Category Serial # Name Description 4 V ~,K) G/N /7 46 64- U V, JUN 06 '95 10=24 FR *IN DIEGO 619 4551170 TD SW P.02/05 Y 0% Am Arl Professional Service Industs=lr~. JUN 1995 Alesco Development June 6, 1995 4300 Corbin Avenue Project No.: 062-55027 Tarzana, CA 91356 Attention.. Mr. Alan Young Subject: Geolechnical Report Update From PSI Job No.: 062-1-5-055, 062-25069 do AEI, job No. 1-1-257 September 13, 1991, December 22, 1992 and September 19, 1989 (References No. 1, 2, and 3) Project- San Dieguilo Financial Center 344 Encinitas Blvd. Encinitas, California Gentlemen: On May 30, 1995, Professional Service Industries, (PSI) received updated plans from San Diego Land Surveying and began the review of the above reports for the purpose nfdetermining the need for an investigation- Based upon this review Vve have concluded that arr additional soil: investigation is not necessary. Enclosed tyre PSI recommendations for developing the site as well as a discussion of what site conditions the current project now exist. A site visit on May 30, and June 2, 1995 reveals that shallow fills were placed for erosion control as well as varing degrees of acceptable cohesive soil stockpiled at the site cif the proposed building pads located in previously excavated areas-. Other changes'PS1 noted from the original three reports and a review of the plans include the following: A planned parking; lot as, shown on Plate 1 of Reference No. 1 has been changed 10'a building on the north end of the subject site. Reference report no. 3 paragraph 4.0 - Two-story ground level with one or two levels of subterranean parking (This appears to have not been deleted). Reference report no. 3 paragraph 8.2.1 - From zero (0) to nine (9) feet o,J'undocumenled fll and alluvium are potentially subject to settlement. The alluviun and the undocumented fill have now 6867 Nancy Ridge Dr., Sufte E 0 San Diego. CA 92121 Phone: 619/455-o544 • Fax: 619/455-1170 JUN 06 '95 10:25 FR PSI 0 D I EGO 619 4551170 TO 56549 P.03/05 been eliminated as a result of construction activity documented in referenced report no.2.- Reference report no. 3 paragraph 10.2.1- For the treatment of compressible soil, the existing soil was to have been removed due to the elevation of the lowest underground parking level. Reference report no. 2 paragraph 60 - Conclusions: The grading and compaction were performed in general accordance with recommendation(see references no. 1 and 3). ,Recommendations: Obviously a very limited investigation may be necessary since all soils stockpiled must be removed from the pad area and stockpiled else where prior to begining the fill placement. The eight (8) photographs that are attached show that the quality of the stockpiled soil is suspect and some of the soil such as organic clay and silt must be removed and not used in the fill under any circumstances By removal of the stockpile the soil may be segregated so no unacceptable soil in the existing stockpile ends up in the fill planned for these areas. This extra handling may also allow the soll to dry since some areas appear much wetter than other areas. The photographs also show wheel tracks left in the surface of the fill by the trucks where unloading of the trucks caused ruts. The proposed parking lot and building pads should be excavated an additional one-half (0.5) to one and one-ha1f7.5) feet deep. This will deliniate any pumping soils in the existing soil which may have been placed without compaction control. In our limited site investigation with a hand probe, only small areas in the wheel tracks were penetrated more than a few inches giving us the impression that most of the soil is compacted on the surface. Some improvement of the compaction of the surface of the north slope face on the existing ramp will be required. Recompaction of the surface must be witnessed by a represenalive of the geotechnical engineer as outlined in our report section 10.2 & 10.3 dated September 19, 1989 and section 2.0 dated December 22, 1992(references 3 and 2 respectively) and the "Grading Notes" section I through 3 on the Grading and Erosion Control Plan, undated The pad elevations as provided in our December 22, 1992 report (as compared to the current plan) show that on the lower pad an existing elevation of 138 has been increased to about elevation of 145 (average of seven (7) feet to be adde)and on the upper pad an existing elevation of 144.0 has been increased to elevation 160, (average of removal of sixteen (I 6) , jeer. See reference no. 2. Should these elevations be incorrect we would like to be advised and will alter our recommendations. .4 copy of our field report is attached ~ssns~ JUN 06 '95 10:25 FR *S141 DIEGO 619 4551170 TO FW4 P.04i0' Thankyou for this opportunity to offer our services We look forti.-ard to your f ivorable response Respec fully submitted, Profassional Service Industries.. Inc. David J.. an, RG, Jerry Bell, District Manager Staff Geologist Attachment cc. San Diego Land Surveying and Engineering / Mike Smith JUN 06 '95 10 a 26 FR PS V D I EGO 619 4551170 TO 5650 P.0Si05 LIST OF ILLUSTRATIONS Figure.1 Photo A - View looking north from center of fill stockpile, notice three (3) different soil typms. The soil in the bottom right corner of picture is a silty slay with organic materials Photo B - View looking north from the south end of stockpile, notice probe in wheel tracks on crust of the surface of compacted fill of unknown composition and compaction. Figure 2 Photo.A - View looking east from the top of upper building pack notice the relative area covered by stockpiled soil. Photo B - View looking southeast from exit ramp, notice that the slope to the south of exit ramp appears to be poorly compacted Figure 3 Photo A - View looking south from the north end of the soil stockpile, notice trash in soil at the center of the picture. Photo B - View looking south from top of the exit ramp, notice the changes in color of the stockpiled soils, also please note slope on 'the right of picture which was reported as soft upon probing. .Figure 4 Photo A - View looking west from the eastern side of soils stockpile, notice the probe in fire track Pumping offrll soil suggest high moisture content and poor compaction. Photo 8 - This picture shows cobble of organic silt and clay, which is unsuitable as fill material, that has been coated with better soil by reworking with earth moving equipment. k TOTAL PAGE. 05 e • • HYDROLOGY STUDY ENCINITAS CORPORATE CENTER JULY 4, CITY NO. TM 94. THE SITE DRAINS PRIMARILY TO ENCINITAS BLVD. GUTTER AND FURTHEF TWIN 36" RCP'S UNDER ENCINITAS BLVD AT SAXONY ROAD. (ZONES 1 TO THE CITY HAS PROPOSED THE EXTENSION OF THE STORM DRAIN SYSTEM, THE INTERSECTION OF ENCINITAS AND SAXONY TO THE PROJECT BOUND) AND IS TO BE INCLUDED IN THE ENCINITAS BLVD WIDENING NOW IN DESI A SMALL AREA OF ON SITE WATER FLOWS TO SAXONY ROAD VIA THE PRI, DRIVE ON THE NORTH PROPERTY LINE. (ZONE SAXONY) THIS WATER JOID LARGER DRAINAGE AREA NORTH OF THE PROJECT AND ENTERS SAXONY ROAD AT THE NORTH WEST CORNER OF THE PROJECT. (ZONE A) SEE DRAINAGE MAP ATTACHED. Q100=CIA C = .85 (COMMERCIAL DEVELOPMENT) 1100 = INTENSITY A = DRAINAGE AREA TIME OF CONCENTRATION FOR ZONE 1 = 7.5 MINS (SEE APPENDIX A) HIGH ELEV. = 167.50 LOW ELEV. = 153.30 LENGTH = 420' DROP = 14.2' GRADE = 3.38% USE THIS TIME OF CONCENTRATION FOR ALL ZONES INTENSITY = 5.27 (SEE APPENDIX B) ZONE AREA Q100 1 2.2736 ac 10.18 cfs 2 0.5326 ac 2.34 cfs 3 0.4082 ac 1.83 cfs 4 0.1177 ac 0.53 cfs TOTAL 3.3321 ac 14.88 cfs SAXONY 0.2494 ac 1.18 cfs A (OFFSITE) 16.87 ac 57.4 cfs (use an intensity of 4.00) JUL 0 1995 • page 2 ZONE 1 (LOTS 1 THRU 7) Q= 10.18 cfs WATER FLOWS OVERLAND TO A TYPE G-2 CATCH BASIN GRADE SIZE = 4' X 3' FROM APPENDIX C, HEAD REQUIRED = 0.39' HEAD PROVIDED = 0.40' SEE GRADING PLAN USE 12" PVC STORM DRAIN AT BOX N =.010 S = .0420 Q=10.18 cfs Dn=11.01" V= 13.49 ft/s ZONE 2 (LOTS 8) Q= 2.34 cfs WATER FLOWS OVERLAND TO A TYPE B CURB INLET FOR CAPACITY OF INLET PER LF SEE APPENDIX D = 0.6 cfs L =2.34 cfs / 0.6 =3.9 LF USE 4' OPENING USE 12" PVC STORM DRAIN AT BOX N =.010 S = .1588 Dn = 7.25" Q =12.52 cfs V = 25.26 ft/s ZONE 3 (LOTS 9) Q= 1.83 cfs WATER FLOWS OVERLAND TO A 10' TYPE B-1 CURB INLET FOR DEPTH OF FLOW IN GUTTER SEE APPENDIX E = 0.20' FOR CAPACITY OF CURB INLET USE Q(REQ) 1.83 CFS < 0.7 (10') (0.33' + .20' /2 (A+Y) 3/2 2.70 CFS OK USE 12" PVC STORM DRAIN AT BOX N=.010 S=.0976 Dn = 9.75" Q =14.35 cfs V = 21.00 ft/s ZONE 4 (DRIVEWAY) Q = 0.53 cfs WATER FLOWS OVERLAND TO A 4' TYPE B CURB INLET FOR DEPTH OF FLOW IN GUTTER SEE APPENDIX F = 0.10' FOR CAPACITY OF CURB INLET USE Q(REQ) 0.53 CFS < 0.7 (41) (0.33' + .10') 3//2 L 0.79 CFS/ OK USE 18" RCP STORM DRAIN AT BOX N = .013 S = .0200 Q =14.88 cfs Dn 11.85" V = 12.00 ft/s THIS PIPE WILL BE EXTENDED DURING THE ENCINITAS BLVD. IMPRO TO BE COMPLETED BY THE CITY OF ENCINITAS. VEMENTS i ZONE A Page 3 (WATER FLOWING TO SAXONY ROAD) Q=57.4 cfs THIS WATER FLOWS NORTH OF THE SITE AND VERY NORTHWESTERLY CORNER OF THE PROJECTERS SAXONY ROAD AT 7 ZONE "SAXONY" (ON SITE WATER) BEFORE CONSTRUCTION OF TH WAS AN UNPAVED DRIVEWAY, E PROJE( Q = CIA = 0.2494 X 5.27 X .45 = 0.59 cfs TOTAL Q AT SAXONY R/W LINE = 57.4 + 0.59 = 58.0 cfs POST PROJECT CONDITION TOTAL Q AT SAXONY R/W LINE = 57.4 + 1.18 = 58.6 cfs A ONE PER INCREASE IN WATER. THEREFOR NO STORM DRAIN IMPROVEME CENT PROPOSED AS A PART OF THIS PROJECT.'S ARE TO PREVENT FLOODING TO THE PROPERTY ADJACENT TO AND SO PRIVATE DRIVEWAY, AN 8" PCC CURB WILL BE INSTALLED INSTE UTH OF TI NORMAL 6" PCC CURB AD OF THE CAPACITY OF THE 8" CURB: CROSS FALL 3.13 DRIVEWAY GRADE 2.78 % AT SAXONY WETTED PER. = 265", AREA = 7.17 SQ FT. CAPACITY = 83,9 cfs, V = 11.71 f/s ENGINEER OF WORT{ SAN DIEGO LAND SURVEYING AND ENGINEERING MICHAEL L. SMITH, R.C.E. 35471 s~qr crn~ F pF ~A! ~F%3 • • .9•PE.~S OvE,pL.~N~ T- Alf- OF FL- ,0W CU,QYES SQ'! , T i00 • s So 240 _ EXOA7p/~ . Cacf~.~/~.arf a►f zym e l C - _ SO .Pearl =Q~c~,(aevrfr ~wtv,Rr •/9 .~ii~~.fos SAN DIEGO COUNTY ' DEFAMENT' OF SPECIAL DtSTMCT SERVICES AREAS OVERLAND TIME URSAN DESIGN MA N UkL . OF- FLOW q- AtvES- APPROVED DATE L , APOEMX X-+ t C' 4.0 C; 4-j 04 Cu S- O C y 0 O C ? 0, O 4- fa S- V -0 -0 ~Ln C Z7 p d qr r O S VV R i L O O W 0 U Q~ C - r p a 4- O r w U') r O It t7: S- ',-'a U y C 'cY R7 r N cr C 4-3 v , 4-3 +.a O ra 4- t+- O tl ,C ICL l11 UL E^ ~O~ 4J k i 4-) 4J QJ C Z7 O C f- C C C O 1 i y W CCS C: 4-3 y CC! 4J S- p C r O O b .C d C 1q r (U yr- ~/SJ O L 4-3 4-- ~ O r L J 4-3 4J o C ~ ) 4-J rtf C S_ r s" C14-) 4.r 4j L 4-J r0 O It T] O r .r C L r U O t0 Q C V [1 C C t7) a N C L L r .r C1 e0 y U S- C U U O rv C C U O. 1 Q7 C O 1-24-0 p O L. L 4J -0 Q! Si Q.1 i L'1 .r L O " r- a~ to a z. 3 L a. I- a 4-i aa) y C Cr Cz R CL r Q t. 'r 0 to O TJ L y S•' CJ C -r- p ( (u CL O U E CL C r S- 4-J 4 b rp to L S- L U r• d 4J LL- LL * C~z 4J us 4.3 w _ C b C d S_ ry to Q) 4-3 r y to p A d ^ U C N O k O EL y ~r y N O L 4J O O 4) 4J p a) C y 'r7 =5 4-D go C1 ° +J 3 iJ y - r 4-2 aj V y C) CO 0 C) :3 S- 4-J . li N FL- O C 44-3 4-P 4J CL o fj U to C %0 Q 4JU fr C l C1 N ^ n ^ M cf to Q O ^ ^ N M cr 6-Hour Precipitation (inches) OLnc) wOu, O 0... to C) to IrLO Cli 4J td 4J k 101. 1r: A. y I- LI 'r 4- cis, IV 4J A ►-t to a - - F~ ►1 NO C O tp - - _ W - tvn _ ' 1 T-- t-'~ t t 1 t t t i ~ t ( t I ~ ~ 1 i i ;ill + t t l i 1 t m a d e•e f f I i t : l i i: l l I i I I ilr'i' itllll; 1 ( I r ~ p~ i N N r~ N OnotJ jsayoui) 'fZisua2uT • F M C-D CID o ! LM "Lrl vow v - 1, LAJ C:) - LM Ltl si O ° Q ° o JC " • ~i ~ ~ J C . _ - W ^ 1 ua a 97 CVJ O N a z F_ O A. o < r < 3 W F < <p V V ~ 2 p Z Z a b M vii W < Z z H p _U r n U zo I C" W < a ; LA- a c o O IOC e a < cn M Iw C^ ? wQ U ~ o z v O L o cc ui O U (p z i W J i y a Q U.- O O F w z F U I ~ a M APPENDIX X i • 44, 7 / ~ tom' / O 72 i r L•. C ~~s~~ co--- - o C C~ 1 Como da- _lw E5 ~2 co. v J v 7,7 b CIN m I try o r °La W x a N U - U > C 5 ►y I ' I I Yt. ~ J .0 0 0 0 - S 2 O o Lz~ o _ . 6~ C1 ~ V <O O C V = M j G 0 a V) O; J W ~ M < J a it. M 2 C - n F ~ < 2 N V C ADDCAMrv • N L 1 GiaP, ~tv vY„~ p ~3y~41' Ip , 10 i M-.. - w b - I p -~J r' r t_ l: i P 2 (0 + b) , I . r- >r A•60w ` ~I 1 ° IT o.l ~ ~ I I ~ I I I I I ~I HE AhS U o I i I c ' O OU VE HE AQ. .F?a;Ee I N E: ,S T:lELrj '-IFS I ` TION I J f - t'1.f IN1TE, c Z OISCWAR%- PgR F0 , _ _ I 04 Of p is s IS T H f?C?E PE . d 0 o I o IT ( ~EAI BUREAU OF PUBLIC ROADS CA PACIT Y ° 4 ° s T ° o to C,vlSlpy ~W0 wASH,, D. C. @r}-3 WATER OF GRATE INSET IN SU, ER PONOEp ON GRATE _ 0 2 CHART I-103.6C 1 . (0 .9 S 8 10 Q 4 9 0 6 S 3 V 4 .7 = 8 - 3 2 J 6 2 I.S 7 W z W ~ z a c tD r z r c s / a 1.0 z Z 6 9 z S Z 2 3 O W W CL 9L O O W 8 J 4 t7 , W W /S W U. z 7 L W S W / 0 2 6 c W W a ~ S r / ~2 u .08 ~ a a .4 a W a c u .06 .05 W c 2 .04 Z O CL 3 .03 2 r------~ w+~nr •t errs. - s■►IfC~ 01 .2 _ ~~MN fffr t Lflf~ Nfrffare (Ql ELEVATION SEC. ION - .13 REV. CITY OF SAN DIEGO - DESIGN GUIDE SNT. NC NOMOGRAM -CAPACITY CURB INLET - AT SAG 15 • • CHART I-104.12 F-- cs- L ~~.ofs ••.ars aw s" Lowy 20 ' Vim. I II , I I I( I < I ; ..~J W ► ! I , f ' I f r I W ~ I t I I I ~ c~ I I• I f ~l t~ - C LfA IA o I , + a, t I I 4 cis nJ I I I I I OL I I I I : 47 I I r 119- r oa- 04 Ilif l , I 2 3 . 20 30 do F S) EXAMPLE: ONE SIDE Givln: p s C-1 Charf f0 s ~ ZS% 9'v ts: Oepfn : tZ4, Veiotify s 4.4 fAi REV ( CITY OF SAN DIEGO - DESIGN GUI ( DE ; GUTTER AND ROADWAY DISCHARGE - VELLOCITY CHART 70A CHART 1-(04,12 L e~.o,s ~ e•.d7! ~CU3 RtsioE~rT,et s~ M ~ N t _ a+c WE o,~r t I I I ( ~ i i t 11 ( I ( ~ t I ~ N r- r 4 W I I I I f I W 3 I I j cr I 1 H I rj ~ ~ I c rs I I i ~ c ~ r,r I I I c} o I t2 I I ! + ,o I I V I ~4 I ?s , ; ~ . o' ~ I QJ I CL? I I I I C I I , Q6 - 04 I I I I III 3 I i S t 1 b O,SCrGRC,- (C F S.) 20 30 eQ 30 EXAMPLE: ONE SIDE G;.en: G s rp s s ?_5% Chorr gees: Oeptn s Q4, Velw* s 4.4 (AL REV ( CITY OF SAN DIEGO - OESIGN GUIDE SH GUTTER AND ROADWAY DISCHARGE -VELOCITY CHART 70A CHART 1-f04.12 L •~.ofs .•.a~ O.oO% ONE S rr7,ai =Tr~~ ONE stDE 0w7 20 12 ,0 I ~ ' r I ► I 7~ ~ I I II I < ~ ~ I I r l I sn ~ ~ I I I I I I' ~i La ' IA ' I I ► a I I G ' I t0 I I as I I I +?s W ( I I I I ( Q` Q7 I I I I I► r C Q[ . ..........I ;~N I J I - CO I I I I I o. I I ~ I ~I I I ~ 2 f s fr, 7 ~i i s OfSCaRCE (GFS.) zo I 1 1 30 •0 X EXAMPLE: ONE SIDE Given: p s to S • ZS Crorf ~vtf: Otpfn t Q4 REV CITY OF SAN DIEGO DESIGN GUIDE g GUTTER AND ROADWAY DISCHARGE -VELOCITY CHART 7 0A 49 'Jor t, TT . 4 ~.~r-• ~~t~~~'~.°s l \ 14+j NNjj t° A 114,l 1-. -f qo 1 , V#A 4- Ilt. j son '05A - +S r ,yr. • J. t~}~j ~ t ~ ~ , ~ y j r r, - ? ~ tom' Ilk e` - * ~ ri 1 Ott .s• ~ ri aR ~~~}ti''~~! T++E ~'~~d • r ~ ! f .~1 ~ ~r.~-`' T ,r-•+]~i t ~~-~_j„+~tK~.~x~~~ r /'t 'Ica a. '7th 11~ { ~ ~ ^ i r ~ ems, ~ i ~ • ~.§t1 ~ ~ ~ ~r ` ri 7' qty!' 14 s ear awl ' , c~ } s 1 F"t ~i •S G^. -s i .l 6~~~"' 41 _ ~ pia ~ a -4 ..p r F f 4' r ~F ~ ~i - S f~•~ 'rr`1` rs sr,° + y+~ 1!e g F~~ ; jI. 4~t, Pt I kip t American Engineering Laboratories Inc. GEOTECIiNICAL II4VES'I'TGATIO?\T PROPOSED EP4CINITAS OFFICE BUILDING ENCT_NITAS BOULEVARD ENCINI`!'A S , CALIFORNIA PRE PA.t E D FOR : ALESCO DEVEL0-.1ENT CO:MP''h' Y 4800 CORBIN AVENUE TARZANA, CALFORNIA 91356 San Col Moc JOB 140..- 1-1-257 Yucca SEPTEMBER 19, 1989 Apple O`.tNDEYENpE tir s O - C J t "v ~ American Engineering Laboratories, Inc. Corporate Office: 7940 Arjons Dr., Suite A, San Diego, CA 92126 (619) 695-3730 350 South Maple St., Unit K, Corona, CA 91720 (714) 23 515 Galaxy Way. Modesto, CA 95356 (209) 576-0813 58945 Business Center Dr., Unit A, Yucca Valley, CA 92284 (619) - John Glenn Rd., Suite C, Apple Valley, CA 92307 (619) 247-84458 1754 Y American Engineering Laboratories, Inc. ALESCO DEVELOPMENT COMPANY 4800 Corbin Avenue SEPTEMBER 19, 1989 Tarzana, California 91356 Job No.: 1-1-257 ATTENTION: Mr. Alan Young SUBJECT: GEOTECHNICAL INVESTIGATION PROPOSED ENCINITAS OFFICE BUILDING ENCINITAS BOULEVARD ENCINITAS, CALIFORNIA Dear Mr. Young: In accordance with your request, we have performed a geotech. nical investigation at the subject site. attached orl discusses the soils engineering aspects ofe the project pan( provides conclusions and recommendations for site develop- ment. Our geotechnical investigation found that the site consists of undocumented fill and alluvial soils to depths of 4 to 9 feet below existing grade within the limits of the structure. Underlying these loose to medium dense proposed soils are very dense bedrock materials, urfioils sal generally consist of silty sands, silty sands with clay, soils well-graded sand with silt and clay a and low expansion potential and moderate strength and compressibility characteristics. From our investigation, testing and analysis of the subsur- face soils, we conclude that the proposed can be constructed if recommendations contained he einctare implemented during construction. The opportunity to be of service is a should have any questions or PPreciated. If you please do not hesitate to contact e hisr office further assistance, Sincerely, AMERICAN ENGINEERING LABORATORIES, INC. .T. P. - Stephen N. Bradley, RG46J4 ~ Geotechnical Department Manager 7940 Ar)ons Dr., Suite A. San Diego, CA 92126 (619) 695-3730 515 Galaxy Way, Modesto, CA 95356 (209) 576-0813 1490 Rincon St., Unit Z. Corona, CA 91720 (714) 272-4230 58945 Business Center Dr. Unit A. Yucca Valley, CA 92284 (619) 228-1754 r v • TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION 1 2.0 SCOPE OF SERVICES 1 3.0 SITE DESCRIPTION 1 4.0 PROPOSED DEVELOPMENT 2 5.0 SITE INVESTIGATION 2 6.0 LABORATORY TESTING PROGRAM 2 7.0 GEOLOGY _ 3 7.1 Geologic Setting 3 7.2 Geologic Units . . . . . . 3 7.2.1 Undocumented Fill . . . . . . . 3 7.2.2 Alluvium 3 7.2.3 Torrey Sandstone 3 7.3 Geologic Structure........ 3 7.4 Groundwater 4 8-0 SEISMICITY • _ 4 8.1 Regional Seismicity 4 8.2 Earthquake Effects 5 8.2.1 Seismically Induced Settlement of Soils . . • 5 8.2.2 Liquefaction 5 8.2.3 Lurching and Shallow Ground Rupture 5 8.2.4 Tsunamis and Seiches 5 8.2.5 Landsliding . 5 8.2.6 Earthquake Accelerations.. 6 9.0 GEOTECHNICAL EVALUATION 6 9.1 Compressible Soils 6 9.2 Expansive Soils 6 9.3 Groundwater 6 10.0 CONCLUSIONS AND RECOMMENDATIONS 7 10.1 General .....7 10.2 Grading and Earthwork~ 7 10.2.1 Treatment of Compressible Soils 7 - r r TABLE OF CONTENTS CONTINUED: SECTION PAGE 10.2.2 Preparation of Subgrade Soils. • 7 10.2.3 Compaction and Method of•• Filling 7 10.2.4 Transition Between Cut••••~ and Fill . . . . . . . 8 10.3 Cut/Fill Slopes..... 8 10.4 Surface and Subsurface....- Drainage 8 10.5 Preliminary structure•~~~ Foundation and Slab Recommendations 8 10.5.1 General . 8 10.5.2 Structure Foundations..... 9 10.5.3 Structural Floor System.... 9 10.5.4 Lateral Load Resistance.... 9 10.5.5 Pavements.... 10.6 Retaining Walls~..........• 10 10 10.7 Trench Bachfi~il , . . . . . 11 10.8 Plan .(review 10.9 11 Geotechnica± Observation'. it 10.10 Foundation Observation 11.0 LIMITATIONS OF INVESTIGATION 12 APPENDIX A - REFERENCES APPENDIX B - TEST RESULTS FIGURE 1 SITE LOCATION MAP FIGURE 2 GEO`iECHNICAL MAP • 1.0 INTRODUCTION This report presents the results of our Geotechnical Investigation of the Encinitas Office Building in Encinitas, California. The purpose of our investigation was to evaluate the surface and subsurface soil conditions at the site. 2.0 SCOPE OF SERVICES The scope of services provided in this Geotechnical Investigation included: 2.1 Review of previous geologic and seismological reports and maps pertinent to the project area; 2.2 Geologic evaluation of existing exposures; 2.3 Subsurface exploration consisting of 7 borings ranging in depth from 7.4 to 26.0 feet; 2.4 Logging of soils observed in the borings and collection of samples for laboratory testing; 2.5 Laboratory testing of samples representative of those-obtained during the field investigation; 2.6 Geologic and soils engineering analysis of field and laboratory data, which provide the basis for our conclusions and recommendations; 2.7 Preparation of this report presenting our findings, conclusions and recommendations.. 3.0 SITE DESCRIPTION The subject site is located on the north side of Encinitas Boulevard, east of Saxony Road in Encinitas, California (see Figure 1). The site is trapezoidal in shape and slopes at an average of 23 percent to the south. At the time of the investigation, a single-story house and garage were located on the north end of the site, on top of the existing mesa. The central-western portion of the site is within the existing limits of the parking area of the adjacent bank. The remainder of the site is undeveloped and sparsely vegetated with grasses, shrubs and small trees. The house and garage are to be removed prior to commencement of grading operations. The materials underlying the proposed structure consist of loose to medium dense, undocumented fill and alluvium underlain by dense to very dense bedrock soils. I GEOTECHNICAL INVESTIGATION PAGE 2 ENCINITAS OFFICE BUILDING JOB NO.: 1-1-257 ENCINITAS, CALIFORNIA SEPTEMBER 19, 1989 4.0 PROPOSED DEVELOPMENT It is our understanding that the proposed site development i to consist of a two-story ground level structure with one tt two levels of subterranean parking. Excavation from 10 to 4 feet below existing grade will be required. Adjacent asphal- parking and driveway areas also are proposed. 5.0 SITE INVESTIGATION The site investigation, consisting of surficial reconnais- sance and subsurface exploration, was conducted on Septembel 5, 1989. Subsurface exploration was conducted with an 8' hollow stem auger drilling rig. A maximum exploration deptt of 26.0 feet was attained in Boring 7. Boring 2 was excavated to 7.4 feet, Boring 1 to 22.2 feet and Boring 3 through 5 were completed to depths of approximately 12.C feet. The borings were located within the building limits of the proposed project to evaluate the soil conditions tc depths that may be influenced by the structure and adjacent improvements (see attached Geotechnical Map, Plate 1). Figures B2 through B8 in Appendix B contain geologic logs of the borings. Relatively undisturbed samples were collected using a modified California sampler with an outside diameter of 3.0 inches and an inside diameter of 2:38 inches. A standard splitspoon sampler with an outside diameter of 2.0 inches and inner diameter of 1.5 inches was used to obtain disturbed samples. The samplers were advanced into the native soil by a 140-pound hammer dropping 30 inches. For each sample, the number of blows needed to drive the sampler 6, 12 and 18 inches was recorded (see attached boring logs). Bulk repre- sentative samples of the various soil types encountered were taken for laboratory testing and are included in Appendix C. 6.0 LABORATORY TESTING PROGRAM Samples typical of the soil types found during our field exploration were taken to our laboratory for testing. The testing program included in-place density and moisture con- tent, maximum density, particle size analysis, consolidation and direct shear analysis. Appendix C contains descriptions of the test methods and summaries of the results. r GEOTECHNICAL INVESTIGATION PAGE 3 ENCINITAS OFFICE BUILDING JOB NO.: 1-1-257 ENCINITAS, CALIFORNIA SEPTEMBER 19, 1989 7.0 GEOLOGY 7.1 Geologic Setting The geologic units underlying the subject site are undocu- mented fill, alluvium and Torrey sandstone. The loose to medium dense surficial soils were logged to depths ranging from 4 to 9 feet below existing ground surface, as shown on our Boring Logs (Appendix B). Asphaltic concrete paving and. two existing single-story structures were present on the subject site at the time of our investigation. 7.2 Geologic Units 7.2.1 Undocumented Fill (Map Symbol Ouf) Undocumented fill was found to overlie much of the south- eastern portion of the subject area. These soils consist of silty sands exhibiting moderate density characteristics. The maximum depth of undocumented fill observed was approximately 6 feet below existing grade. This may vary considerably due to original surface topography prior_ to initial :site grading. 7.2.2 Alluvium (Map Symbol Oal~ Alluvium was encountered overlying the bedrock unit in the eastern-central portion of the subject site. Alluvial brown, brownish-red to tan materials generally consist of orange to brown silty sands and silty sand with clays, which are moist and loose to medium dense in consistency. Maximum thickness of the alluvium unit encountered in our borings was approximately 4 feet. 7.2.3 Torrey Sandstone (Map Symbol Tt) Eocene age Torrey Sandstone was found to be the underlying bedrock unit. Where encountered, the sandstone was red-brown to tannish-white in color, damp and massive to indistinctly cross-bedded. The material was very dense, as indicated by the blow counts shown on the boring logs. 7.3 Geologic Structure No evidence of "active" faulting or faulting within the last 11,000 years was observed at the subject site during the investigation by our geologist. I r GEOTECHNICAL INVESTIGATION PAGE 4 ENCINITAS OFFICE BUILDING ENCINITAS, CALIFORNIA JOB NO.: 1-1-257 SEPTEMBER 19, 1989 7.4 Groundwater Groundwater was not encountered to the depths explored in th investigation. 8.0 SEISMICITY 8.1 Regional Seismicity The site can be considered a seismically active area, as cai all of southern California. There are, however, no knows active faults on or adjacent to the site. Seismic risk is considered low to moderate relative to other areas o~ southern California because of the type of soils underlyinc the site and the distances to known active faults. Seismic hazards within the site can be attributed to groundshakinc resulting from events on the distant active faults. Lister on Table I are the active and potentially active faults it the area which can effect the site. TABLE I SEISMICITY FOR MAJOR FAULTS ESTIMATED ESTIMATED(1) PEAK(2) REPEATAB DISTANCE PROBABLE , BEDROCK FAULT FROM SITE EARTHQUAKE ACCELERATION AHIGH BE. CCELER, Elsinore 26 mi NE 7.5 San Jacinto 52 mi NE O'22g 0.2: San Andreas 74 mi NE 87.5 0.098 0.W San Clemente '0 0.09g 0. 51 mi SW 7.3 0.10 La Nacion * 22 mi SW 6.75 g 0.1( Rose Canyon * 49 mi SW 7.0 0.18g 0.14 0.53g 0.39 1. Seismic Safety Study, City of San Diego (1974) & Bonilla (1 2. Seed and Idriss (1983) 3. Ploessel and Slosson (1974) * = Potentially active t GEOTECMICAL INVESTIGATION PAGE 5 ENCINITAS OFFICE BUILDING ENCINITAS, CALIFORNIA JOB NO.: 1 SEPTEMBER 19 19, , 19 1989 8.2 Earthquake Effects 8.2.1 Seismically Induced Settlement of Soils The soils underlying the site consist primarily of loose tc medium dense fill and alluvium'to depths of 0 to 9 feet beloi existing grade. Due to low to moderate in-place densities, topsoil, undocumented fill and alluvium are potentially subject to seismically induced settlement. Measures foe controlling unconsolidated conditions are provided in the following Section 10.2.1, Treatment of Compressible Soils. 8.2.2 Liquefaction The soils underlying the site have a very low potential for liquefaction due to the dense nature of the existing bedrock soils and the absence of shallow groundwater. 8. 2.3 - Lurching 9q d~'ballow GrQUnd I« Loture Breaking of the ground because of active likely on the site due t:; the able f any f.~~1,.~_ings. yn.ot faults. Cracking, dice to shaking front distant events,, is `nut considered a significant hazard, although it is a possibility at any site. 8.2.4 Tsunamis and Seiches The site is not subject to inundation by tsunamis (seismic or "tidal waves") due to its distance from the coast and eleva- tion above sea level. There are no nearby contained bodies of water that could produce seiches ("tidal waves" in confined bodies of water) which may affect the site. 8.2 . 5 Landsl id ing seismically induced landsliding is not considered a signifi- cant hazard on or adjacent to the site. The proposed development should not create natural fill slopes and should not be susceptible to shallow earthquake induced landsliding. GEOTECHNICAL INVESTIGATION PAGE 6 ENCINITAS OFFICE BUILDING JOB NO.: 1-1-257 ENCINITAS, CALIFORNIA SEPTEMBER 19, 1989 8.2.6 Earthquake Accelerations We have analyzed the possible bedrock accelerations at 1 site. For the intended use, it is our opinion that the m< significant seismic event is a 7.5 magnitude earthquake the "active" Elsinore Fault Zone, approximately 26 miles the northeast of the site. This event could produce an estimated 0.22g peak bedrock acceleration and a 0.; repeatable high bedrock acceleration at the site. Design structures should comply with the requirements of the gove2 ing jurisdiction's building codes and standard practices the Association of Structural Engineers of California. 9.0 GEOTECHNICAL EVALUATION On the basis of our field exploration and our review available geotechnical information, a discussion constraints and mitigative measures to develop the site a as follows. 9.1 Cog~pressible Soils Undocumented fill, alluviun, and bedrock materials of t Torrey Pines Formation were found to u:,aariia the struct'Jr limits of the proposed building. The formational material dense to very dense and is not susceptible to settlement up loading. Fill and alluvial soils are generally loose medium dense and are susceptible to settlement. Howeve. their presence in the area will not affect structure inst, bility as the pad elevation is to be established within t; formational soil. 9.2 Expansive Soils The on-site materials, consisting predominantly of sill sands, will generally exhibit a low expansion potertia: Therefore, the on-site soils may be used as structural fi: and support for foundation. 9.3 Groundwater Groundwater was not encountered at the time of of investigation. It is possible however, that over-saturate ground conditions in proposed cut slopes may develop at later date due to periods of heavy precipitation c irrigation. Mitigative measures regarding oversaturatic resulting from improper surface drainage are discussed i Section 10.8. ~ I } GEOTECI-iNICAL INVES'I'ICATION PAGE 7 ENCINITAS OFFICE BUILDING JOB NO.: 1-1-257 ENCINITAS, CALIFORNIA SEPTEMBER 19, 1989 10.0 CONCLUSIONS AND RFCOMMENrJATI__ 10.1 General Based on a review of -geotechnical data collected during oux investigation, we conclude that the proposed structure may be constructed from a geotechnical standpoint. The conclusionE contained below are based on the geotechnical investigatior performed and should be verified during construction by our geotechnical field representative. 10.2 Gradina and Eartbwork 10.2.1 Treatment of Compressible Soils Information obtained during exploratory borings indicate that the loose to medium dense surficial soils present to depths ranging from 0 to 9 feet below existing grade are susceptible to settlement upon l.oadinq. However, based on the proposed pad elevai.ion., treatment of these er;i :ring loose surfi~ial soils. will not r•e nc.ces;~ai-y . Based on information available at this timc, it ar-pears that the proposed structure will be fo-,_:.nde-,. entirely in dense 1-o ve'ry dcet ns..ormational. from 10 to 40 feet bela;a existing grade. 10.2.2 Preparation of_Subcrade Soils Following site stripping or subgra.de excavation, we recommend that all areas to receive fill or to be used for the future support of structural loads be proof-rolled with a rubber- tire loader or other heavy equipment to locate any soft or loose zones. All observed ICOSL or soft zones should be compacted in-place or excavated and replaced with properly compacted :backfill. Upon completion of proof-rolling and anv required overexcavation, backfill may ba placed in accordance with the recommendations presentee; in the following section. 10.2.3 Compaction and_I.rlethod_of Fillizn Backfill should be placed in loose lifts not exceeding 8 inches in thickness, brought to near-optimum moisture content- in-place, and compacted using mechanical means. Backfills should be placed to at least 90 percent of the maximum dry density, per ASTM D-1.557. • ,r • GEOTECHNICAL INVESTIGATION ENCINITAS OFFICE BUILDING YALE 8 ENCINITAS, CALIFORNIA JOB NO.: 1-1-257 SEPTEMBEp, 19, 1989 Any fill and backfill soils should be less than 6 inches in an Predominantly granula inorganic debris, any dimension and free of organic a the Torre Excavated on-site soils, the silty sand y Pines formation, may be used in engineered fil and backfills. 10.2.4 Transition Between Cut and Fill Based on information available at this time, it appears the proposed structure should be founded entirely th< tional soil. We recommend that the finish grade in cut foreE be evaluated by the Geotechnical Consultantduring in excavatic to assure that a uniform bearing condition exists. 10.3 Cut/Fill Slopes Temporary excavations in surficial soil and bedrock withou surcharge loads or groundwater seepage should be constructe no steeper than 0.75:1.0 (horizontal: vertical to a height of' 5 feet. Slopes laid back f at a l , c? • T . exceeding this height should mb , erman- Any p back eiit cut slo,~r (horizontal:vertical) slope ratio ratio of 4:1 or flatter, JhoulCutdslo ,constr,~cted with a slop( only within the bedrock material. P s slh~u].d be co;~structec 10.4 Surface and Subsurface Draina A Pad drainage should he designed to collect and direc waters away from the proposed structure to a t surface facilities. For earth areas PProved drainage should be maintained and drainage nshouldr be directed town approved swales or drainage facilities, rd approved at the time of fine Drainage patterns throughout the life of the grading should be maintained proposed structure. 10.5 Preliminary Structure Foundation and slab Ke~commendations 10.5_1 general The footing configurations and reinforcement recommendations herein do not preclude more restrictive criteria b governing agencies or structural considerations. y the Engineer should evaluate foundation configurations and rein- forcement requirements A Structural and temperature stresses for structural loadings, shrinkage, t GEOTECHNICAL INVESTIGATION PAGE 9 ENCINITAS OFFICE BUILDING JOB NO.: 1-1-257 ENCINITAS, CALIFORNIA SEPTEMBER 19, 1989 10.5.2 Structure Foundations continuous or isolated footings may be used for support o the proposed structure. Spread footings should be placed minimum of 2 feet below the lowest final adjacent grade. Th, footings should be designed for an allowable bearing pressur of 3,500 pounds per square foot (psf) for footings founder entirely into the dense formational soil. Allowable bearinc pressures will vary with footing embedment and width. Thr minimum allowable bearing pressure may be increased by 501 psf for each additional foot of embedment, up to a maximui allowable bearing value of 6,000 psf, provided anticipate( settlements are at or below acceptable limits. The allowable bearing pressure is a net value. Therefore, the weight of the foundation and the backfill over the foundation may be neglected when computing dead loads. The bearing pressure applies to dead plus live load and include: a calculated factor of safety of approximately 3. The allow- able pressure may be increased by 30 percent for short--tern loading due to wind or seismic forces. 10.5.3 Structural Floor-.System A moisture barrier is recommended under all floor slabs ir, areas to be covered with moisture-sensitive floor coverings. A plastic or vinyl membrane at least 6-mil thickness should be placed between two layers of moist, clean sand, each at least 2 inches thick. For design of slabs and estimating slab deflections, a modulus of subgrade reaction (k) of 400 kcf may be used. Settlement of the slab under the uniform design load is anticipated to be less than 1/8 inch. 10.5.4 Lateral Load Resistance Resistance to lateral loads may be provided by frictional resistance between the bottom of concrete foundation and the underlying soils, and by passive soil pressures against the sides of the foundation. The coefficient of friction between poured-in-place concrete foundations and the underlying soils may be taken as 0.40. Passive pressure available in compact- ed backfill or undisturbed natural soils may be taken as equivalent to the pressure exerted by a fluid weighing 400 pounds per cubic foot. GEOTECHNICAL INVESTIGATION PAGE 10 ENCINITAS OFFICE BUILDING JOB NO.: 1-1-257 ENCINITAS, CALIFORNIA SEPTEMBER 19, 1989 10.5.5 Pavements R-value testing was performed on a soil sample believed to representative of road subgrade material. The test resu showed an R-value of approximately 79. Based on this val and an assumed traffic index of 5.05, a pavement secti consisting of 2.5 inches of asphalt concrete overlying inches of well-compacted Class II Base material, is adequa for the proposed traffic conditions. We recommend that the natural subgrade soils under paveme. be compacted to 95 percent of the maximum dry density, p ASTM D-1557, for a minimum of 12 inches. 10.G Retaining [~Talis Restrained and cantile%,ered retaining walls may be design( in accordance with the following design criteria: JIL PPESS_J%'_v,__LQ,rri`,AI,I N;' F:LT,JIIJt~~F.SSTTE2C=C.l RrE'S 1C F,A I2-1 ED CAP4'10 I'.,F.V ER4_. U BACK) l1,L LE EL S 1_,0.FPII:G L,EVF:I, SLI 1111 C SOIL TYPE BACKFI LL 2:1 BACKFILL 2:1 On-site Sandy Soils 42 54 40 50 import Select Sands 37 50 32 45 (sand equivalent greater than 30) Walls subject to uniforr, surcharge loads should be designe for an additional uniform lateral pressure equal to one-thir the anticipated surcharge pressure in the case of cantiiev ered walls, and one-half the anticipated surcharge in th case of restrained walls. Retaining wall footings should be founded at a minimum dept: of 18 inches below lowest adjacent grade. Footings should b reinforced, as recomm-andcd by the structural engineer. Flooding or jetting of backfill should not be permitted Backfill placed behind they ~Walls should be compacted to :minimum relative compactiorr of 90 percent, as determined b, ASTM Test "Method D-1557. S GEOTECHNICAL INVESTIGATION PAGE 11 ENCINITAS OFFICE BUILDING JOB NO.: 1-1-257 ENCINITAS, CALIFORNIA SEPTEMBER 19, 1989 It should be noted that the use of heavy compaction equipment in close proximity to retaining structures can result it excess wall movement (i.e., strains greater than those norm- ally associated with the development of active conditions), and wall pressures exceeding design values. In this regard, the contractor should take appropriate precautions during the backfill placement. If granular backfill is used, it should be capped with 2 feet of relatively impervious fill to seal the backfill and prevent saturation run-off as recommended by the Structural Engineer. Appropriate back drainage should be designed by the Project Civil Engineer to avoid excessive hydrostatic wall pressures. 10.7 Trench Backfill Utility trench backfill below proposed structures consisting of the on-site material type should be placed by mechanical compaction' to a minimum of 90 percent of the laboratory maximum density (ASTM D-1557), or the minimum requirements of the government., whichever is greater. 10.3 Plan Review When foundation plans for the proposed development are completed, they should be reviewed by the Geotechnical Consultant to evaluate compliance with the recommendations presented herein. 10.9 Geotechnical Observation Continuous observation by the Geotechnical Consultant is essential during grading to confirm conditions anticipated by the preliminary investigation, to adjust designs to actual field conditions, and to determine that grading proceeds in general accordance with the recommendations contained herein. 10.10 Foundation Observation All foundation excavations should be observed by the Soils Engineer prior to the placement of forms, reinforcement, or concrete for determination of conformance with the intent of the recommendations herein. All excavations should be trimmed neat, level and square. All loose or unsuitable material should be removed prior to the placement of concrete. I I GEOTECHNICAL INVESTIGATION PAGE 12 ENCINITAS OFFICE BUILDING JOB NO.: 1-1-257 ENCINITAS, CALIFORNIA SEPTEMBER 19, 1989 Materials from footing excavations should not be spread slab-on-grade areas unless compacted. Presaturation, required, should be verified prior to the placement concrete. 11.0 LIMITATIONS OF INVESTIGATION Our investigation was performed using the degree of care a: skill ordinarily exercised, under similar circumstances, reputable Soils Engineers and Geologists practicing in th. or similar localities. No other warranty, expressed implied, is made as to the conclusions and profession; advice included in this report. The samples taken and used for testing and the observatioi made are believed representative of site conditions; however soil and geologic conditions can vary significantly betwe( borings, test pits, and surface outcrops. As in most major projects, conditions revealed by excavatic may vary with preliminary findings. If this occurs, ti changed conditions must be evaluated by the Project Soil Engineer and Geologist and designs adjusted as required c alternate designs recommended. This report is issued with the understanding that it is th responsibility of the owner, or of his representative, t ensure that the information and recommendations containe herein are brought to the attention of the project architec and engineer. Appropriate recommendations should be incorporated into th structural plans. The necessary steps should be taken to se that the contractor and subcontractors carry out suc recommendations in the field. The findings of this report are valid as of the present date However, changes in the conditions of a property can occu with the passage of time, whether they be due to natura processes or the works of man on this or adjacent properties In addition, changes in applicable or appropriate standard; may occur from legislation or the broadening of knowledge. GEOTECHNICAL INVESTIGATION PAGE 13 ENCINITAS OFFICE BUILDING JOB NO.: 1-1-257 ENCINITAS, CALIFORNIA SEPTEMBER 19, 1989 Accordingly, the findings of this report may be invalidates wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of three years. AMERICAN ENGINEERING LABORATORIES, INC. Steven N. Bradley K athleen Harrison Geotechnical DepaJ Manager Project Geologist / ESS Ch arles Randle, PE RCE 22096 Vice President - Enviroi fences Q°C'-9 `I Ci 111- SNB/KFi/CR/vr/R8 ~ °F,CAL u~ lf' American Engineering Laboratories 1 ~z H1l pp a~ gHCAE In.h' D D C Im / II dRCO OE VER GAOO £ oa 1 4` p fs IIy v I e 3 Cl CO DEL PA SA pPO 3~~_`Et`aoP n a O~1M v ID _2 1 i PSEO PRIMA P V m v 400 A S NRI H OEl C a t GIA Z S7 US. N-1 IN H ~UPLtER is o S` o o C j /o Y ; D LEN ~.J D aPlL f PA JASON. ~1: O SZ~ Z MUCUS c C- PND~BE ml~ vL 52 G 5~ ^ ( ! e s. Y,P' w RIT"TANY P C". N ~L v~ a NASSO v <i AV 4o a CS.N y NN w o ° o i _ S 0 r ' - cao~ < o PA EUCA IA 1.-._.-._ I' aA 9 5 < + - - RpPA o IAP` ¢ Q ° p o m A. S£a c~ L R Q ¢ °C Z - ST PUEBLA }T V S O 0 8 D 10 N1A OAPN o ^JS c~PtiJs 5 ueetA 'i '3' 9 C'j 1T' INSE MA ARK t SE ETU ~ ~ ' PPARK S r 22 NIO EZEE S7 fNCINITAS BEACH G~ ST M UNION ' COUNTY PARK - ST NIO ! i AISYON y 1 S - / i vat I y ~ T m i o ~G _!S QUAIL - - - `SFJLSIOE"L'1ROFAS F+ N 1> - - MrANICAU : COUNTY PARK S L O GARDENS g AIL 5. HES A SZ n u ; I i a O eAA', SA ToRi~ y _ L 2 ' a F 2 ~OSE 'LOLfTA S v 3 < o.«c~nw~l5 400 a W $ ' ¢ I. S~~V1A 1 ST '8y 'o o : r.. i - CIA = ~¢o =;SITE . oRAL;ZS `TEABELrR 300 _ t, ° S9 EN d o gU~O . ( MOONLIGHT o ST 1 1 STATE 8F4CH -t; t 1 \ A OI~ n O IN f5 o [n D N+ T E Q 5 ' suMRg t 1 17) CNEIL AV a ~CONTHS: T R 660 i 1 ¢ J JI G cc ST o o i W o ¢ U) ul Q ¢ Nv H --L -4 S< o v Q ( HEROE RI w n. S1 l T V SAN Lea o LUIS 2 0 s REY ¢ I~ N ¢ x NOSP ¢ z ¢ T zz = o a I< < O SCR/PPS OO K I m M fM HOSP t07 o IU < O ENCINITAS (x w 1 &A V 174 V 1 ~ , v SITE LOCATION t OB NO. D 1-1-257 SEPT 1989 r Q w z Q z W : i'•R '1; ' p'' ,~'vt',:•:':,~ o Z to F•• K Fa- J Fr..-1 .1. ~mw Q°w z ` ti ~'''lr' •1 Z J o 0 z o. cr z w OF a m ~O F cal U w w w z of C.) 0: cc cr w g °Z 33 ° ~ W -1 i a a z ❑ O ❑ a cc w -j CL a X= o w w= w w Z J ac v) ,LN ` 1D Z N 4- C4 m co r.• 1 N r ` co , I my ' ~.If L 41 M ! 's:,tr- it \ , r, ' oll G. _ r W , f/ ~ ,ul N LL - ` _ Cl) I -A- •p •y•I~ I I \ 1\ 1 1, r•, •,a .r, 1~ 'IOC~ 'w ~ ~ ~ ~ ♦ ` N - t ~yi;: I ! !'r ~ -7 H ~n• e•It ~•~n I 1.".~ I 1 \I ' ~ %I I - ~ •~.i • :I ~ I 1 ~n+~' -J ~ _I .1s n~lvd •lLtilri ll l 7 r~. !,t... • 1 • APPENDIX A REFERENCES 1. Bonilla, M.G., 1970, Surface Faulting and Related Efects, in Wiegel, R. L., ed., Earthquake Engineering: Englewood Cliffs, NJ, Prentic Hall, p. 47-74. 2• Hart, E.W., 1980, Fault-rupture.-Hazard Zones in California (with supplements): California Division of Mines and Geology Special Publication 42, 25 p. 3. Kennedy, M.P., and Peterson, G. L., 1975. "Geolog, of the San Diego Metropolitan Area, California," California Division of Mines an( Geology, Bulletin 200, 56 p. 4. MV Engineering, Inc., 1985, Preliminary Soil Investigation Proposed Encinitas Office Building Encinitas Boulevard Easterly of Saxony Road Encinitas California, ur published report, dated December 18, 1985, 23 p. 5. Ploessel, M.R., and Slosson', J.E., 1974, Repeatabl High Ground Accelerations for Earthquakes: California Geology, v. 27, no. 9, p. 195-199. 6. Seed, H.B. and Idriss, I.M., 1982, ground Motion and Soil Li uefaction Burin Earthquakes: Berkeley, CA; Earthquake Engineering Research Institute, 134 p. APPENDIX B • LABORATORY TESTING Laboratory Testing Program Laboratory tests were performed on representative so samples to determine their relative engineering propertie. Tests were performed in accordance with test methods of t: American Society for Testing Materials or other accept standards. The following presents a brief description of tl various test methods used. Classification Soils were classified visually according to the Unified So Classification System. Visual classifications were supplE mented by laboratory testing of selected samples in accorc ance with ASTM D-2487. The soil classifications are shown c the Exploration Boring Logs, Figures B-2 through B-8. Particle size Analysis Particle Size Analyses were perfomred on selected representa tive samples in accordance with ASTM D-422. The results ar shown on Figures C-5 through C-13. moisture-Density Relationship Laboratory compaction tests were performed in accordanc with ASTM D-1557, Method A. A mechanically operated ramme was used during the compaction process. Test results ar presented on Figure C-2, Table 1. In-Situ Moisture/Density The in-place moisture content and dry unit weight of selectec samples were determined using relatively undisturbed sample! from the liner rings of a 2.5 inch ID Modified Californiz Sampler. The dry unit weight and moisture content are showr on the attached Boring Logs, Figures B-2 through B-8. Direct Shear Tests A consolidated, drained, direct shear test was performed on an undisturbed sample in accordance with ASTM D-3080. The undisturbed sample was tested in a saturated condition using normal loads of 1 ksf, 2 ksf, and 4 ksf. The result of the test is presented in the attached Figure C-1. Consolidation Test The gradual reduction in volume of a soil mass resulting from an increase in compressive stress was measured to determine the consolidation properties of a selected sample. The specimen is laterally confined in a ring in accordance with ASTM D-4186. The result of the Consolidation Test is presented in Figures C-3 and C-4. DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS CLEAN GRAVELS GRAVELS C GW Ilnee graded gravels, gravel-sand mixtures, J Cr o MORE THAN (LESS THAN HALF OF GP Poorly graded gravels or gravel-sand mixtt o N 5% FINES) a COARSE no fines. O FRACTION IS GM Silly gravels, gravel-send-silt mixtures, nor o Z N LARGER THAN WITH AF FINES lines. Z ¢ (n NO. 4 SIEVE GC Clayey gravels, gravel-send-clay mixtures, LA_ Q = w tines. F- _j CLEAN = Q W SANDS SANDS ease SW Well graded sands, gravelly sands, little or z L MORE THAN (LESS THAN u i ¢ HALF OF 5% FINES) $P Poorly graded sands or gravelly sends, little C r- J COARSE Q w N FRACTION IS SANDS SM Silty sands, sand-silt mixtures, non-piaatlc ¢O - SMALLER THAN WITH FINES M NO. 4 SIEVE SC Clayey sands, sand-clay mixtures, plastic 1 U) ul u Cr N ML Inorganic silts and very fine sands, rock f O w V) SILTS AND CLAYS clayey tine sands or clayey slits with sllgh Cn J a ; LIQUID LIMIT IS CL Inorganic clays of low to medium plastics clays, sandy clays, lean clays. a w LESS THAN 50% LU LO OL Organic silts and organic silty clays of lo, z z V) o d = -i MH Inorganic silts, micaceous or diatomaceous C ~ ¢ O SILTS AND CLAYS or silty soils, elastic silts. lU ¢ w z LIQUID LIMIT IS CH Inorganic clays of high plasticity, (at clays z O Q Q GREATER THAN 50% LL M _ OH Organic clays of medium to high plasticity Tslits. HIGHLY ORGANIC SOILS P t. I Peat and other highly organic soils. GRAIN SIZES SILTS AND CLAYS SAND GRAVEL FINE MEDIUM COARSE FINE COARSE COBBLES E 200 40 10 4 3/4' 3' 12' U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPEN[ GROUND WATER LEVEL OR GROUND WATER SEEPAGE. LOCATION OF SAMPLE TAKEN USING A STANDARD SPLIT TUBE SAMPLER 2-INCH O.D., 1-3/8-INCH I.D. DRIVEN WITH A 140 POUND HAMMER FALL 30-INCHES. LOCATION OF SAMPLE TAKEN USING A MODIFIED CALIFORNIA SAMPLER. 3-1/8-INCH O.D., WITH 2-1/2-INCH I.D. LINER RINGS. DRIVEN USING TH WEIGHT OF KELLY BAR (LARGE DIAMETER BORINGS) OR USING A 140 PC HAMMER FALLING 30-INCHES (SMALL DIAMETER BORING). ® LOCATION OF SAMPLE TAKEN USING A 3-INCH O.D. THIN-WALLED TUBE SA (SHELBY TUBE) HYDRAULICALLY PUSHED. z LOCATION OF BULK SAMPLE TAKEN FROM AUGER CUTTINGS. KEY TO LOGS - UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-241 JOB NO.: DATE: FIGURE: 1-1-257 Se tember 1989 B AMEROAN ENGINEERING LABORATSES DATE OBSERVED: 9-5-89 METHOO OF DRILLING: Ro 1 e 6-61 rl - LOGGED BY: KH GROUND ELEVATION: 14_0± _ LOCATION: See Geotec nlca dp o Us U. ¢r ¢ oa w o qw = c r BORING NO. B-I ~ N 1- N 1- V } 1- L1 j < Y r. < so a to O p h O, ..r N a U o~ o U z o DESCRIPTION J UNDOCUMENTED FILL: Light-brown SILTY SAND, dry, medium dense SM 37 3.9 107, APRur Consoli Maximum s gH ALLUVIUM: Brownish-red SILTY SAND, Density dry to slightly damp, medium dense 59 TORREY SANDSTONE: @ 7 • 1/2 Whitish-tan SILTY SAND, 10 slightly moist, dense SM 50@ 5.3 111. Mottled white and reddish-brown SILTY SAND, moist, very dense ~s 50@ 4' 20- 50@ ' 2s TOTAL DEPTH: 22'3" Backfilled: 9-5-89- 30 Js .a .,Od NO: 1-1-257 LOG OF BORING FIGua AMET(CAN ENGINEERING LABORA RI ES DATE OBSERVED: 9-5-89 METHOD OF DRILLING: Mobi le B-61 Dri 11 _8" Hollow Stem AUQE LOGGED 8Y: KH GROUND ELEVATION: LOCATION: See Geotechnica1 P O W J .l W < o °w oa BORING No. B-2 w W r a in O DN 0 o U a __3 © u zq DESCRIPTION TOPSOIL: Brown SILTY SAND, dry, loose, SM minor, or anics 80 TORREY SANDSTONE: Red-brown, slightly Sie moist, very dense, poorly graded SAND with silt s 503 4" Maxim) TOTAL DEPTH: 7'4" io BACKFILLED: 9/15/89 is- 20- 25 00 ~s ap ioa rio- 1-1-257 LOG OF BORING FIG AMERIGN ENGINEERING LABORATC&S DATE ODSE,RVED: METHOD OF DRILLING: Mobi le B-61 Dri 11 _8 o ow tem uQer LOGGED BY: KH GROUND ELEVATION: LOCATION:_ See Geotechnical Map p O W } U. O W -1 w 0 pW a cc Da BORING NO.- R-3_ _ N W U U_ Ln I.- (n SOIL IL gn 0 O N _j O= 66 W < .j =0 aZ DESCRIPTION U p p 2 4 SM I UNDOCUMENTED FILL: Tan-brown SILTY Moistur SAND, dry, loose to medium dense, Sieve pieces of asphalt, gravel, minor 3.0 104. organics s SM ALLUVIUM: Brown, SILTY SAND, slightly 53 moist, dense SP TORREY SANDSTONE: Red-brown, poorly 10 graded SAND with silt, moist, dense 50@ . ' 6.5 104.3 whitish-tan SILTY SAND, moist, very Moisture dense Sieve is TOTAL DEPTH: 12'2 112" BACKFILLED: 9-5-89 20- 25- 30 :'s as JOB . NO- 1-1-257 LOG OF BORING FIGUAl AMAAN ENGINEERING LABORA&ES DATE OBSERVED 9/5/89 METHOD OF DRILLING: Mobile B-61 Dri 11 8 Ho low Stem uge LOGGED BY: KH GROUND ELEVATION:LOCATION: See Geotechnical Ma ~ O W _j -4 QU F_ p W QL °w a BORING NO. B-4 _ V a o a < w " a fin O o_ u) X O = -J u► o _j o o u z4 DESCRIPTION J SM UNDOCUMENTED FILL: Light tan-brown, SILTY SAND, dry, loose to medium dense 20 s ALLUVIUM: Tan SILTY SAND with CLAY, Moist L moss oose to medium dense 10.9 115.3 io SM TORREY SANDSTONE: Whitish-tan, SILTY Sieve SAND, moist, very dense .5" TOTAL DEPTH: 12' 4 112" 's BACKFILLED: 9/5/89 20- 25 3o as 40 jO9 1104 1-1-257 LOG OF BORING FIc AMER,AN ENGINEERING UBORATISES DATE OOSEAVED:_ 9/5/89 METHOD OF DRILLING: Mobile B-777,77- 8 0 ow em uger LOGGED ©Y: KH GROUNO ELEVATION: LOCATION: See e0 eC n1Cd dF O to ^ U. w o aW = o~ BORING NO. B-5 ~a < to U. N 1- 14 NW U~ H ~7 r< Y - ~ Sol a in O 0 u7 O'_ ~N _j 1% W < J ' 3 -0 aZ DESCRIPTION u U Q D o u znw SM TOPSOIL: Tan-brown, SILTY SAND dr SW loos?, minor organics 5.6 106.7 ALLUVIUM: Red-brown, well-graded, Moistu slightly moist, medium dense, SAND with SILT and CLAY Sieve s S M/ SANDSTONE: Tan clayey SILTY SAND, moist, very dense 50@ 5 " to 4.5 " 8.1 103.9 Consolic TOTAL DEPTH: 12'4 112" 15 BACKFILLED: 9/5/89 20 25 10 ]5 a0 SOB N0= 1-1-257 LOG OF BORING FIGu: AMEWAN ENGINEERING LABORA&ES DATE OBSERVED: METHOD OF DRILLING: O e 13- rl 6 H01 10 LOGGED BY: KH GROUNO ELEVATION:LOCATION- See Geotechnical Ma lo LU U. W c o qw 2: ¢ ' 04 BORING N0. B=6 :1 CL < 44 N ► U } w L r SC a h < Y O, -J N O 00 o ~ a o ~u Z. DESCRIPTION u 'M I TOPSOIL: Tan, SILTY SAND, dry, loose, SM 4.5 minor organics TORREY SANDSTONE: Red-brown SILTY SAND moist, very dense 5- 50@ 9.7 116.0 Moist 3" 10- 63 15 5M 8.8 109.5 Moistu 6 TOTAL DEPTH: 16' 5" BACKFILLED: 9/5/89 20 25 ]0 35 J" t4O_ 1-1-257 LOG OF SORlNG FIGU AMERION ENGINEERING LABORATC&S DATE OBSERVED: 9 5/89 METHOD OF DRILLING: MO i e B-61 Drill LoccEO eY: KH o ow em u er GROUND ELEVATION: LOCATION: See Geotechnica ap p p 0 LU U. W { o °W W0a BORING NO. B-7 W soil a ~n 0 Q(4 O_ C6 v~ o o o u zQ DESCRIPTION 0 Sio. 3" Asphalt ORREY SANDSTONE: Tannish-white, SILTY SAND, slightly moist, very dense 2.5' s 74 Reddish-brown and gray mottled, SILTY SAND, moist, very dense 15- 20- 53@ 8.3 107.6 Moi stur 6" Sieve 25Refusal, very difficult drilling TOTAL DEPTH: 26.0' BACKFILLED: 9/5/89 30 ]5 4Q JOB "O= 1-1-257 LOG OF BORING FIGu7 SHEAR TEST RESULTS 0 = 36 C= o 4 Y IUD - - - - - - - - - - - - - z 2 I- a _ - = 1 U) H-Effluf lilt 2 3 4 NORMAL PRESSURE (ksf) SOIL DESCRIPTION: SILTY SAND JOB NO: 1-1-257 BORING N0: 134 . DEPTH: 7' PLATE TABLE 1 RESULTS OF OPTIMUM MOISTURE/HAXIMUH DENSITY DETERMINATIC (ASTH: D-1557) TEST MAXIMUM DRY OPTIMUM LOCATION DENSITY (pcf) MOISTURE CONTE B1 @ 2' 130.5 7.5 B2 @ 7' 118.2 7.8 B3 @ 2' 119.3 11.5 JOB NO. 1_1_257 DATE: September 1989 F BORING NO. DEPTH (FEET) SYMBOL EXPLANATION FIELD MOISTUF SAMPLE SATUR REBOUND 3.0 Z O to 2.0 Z a x w 1.0 0 I 1.0 at r a d d 2.0 3.0 aR 4.0 Z O t- p 5.0 J O cn z 0 6.0 U 7.0 8.0 8.0 10:0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ° 0 0 0 a c-, .r 0 0 0 0 0 0 0 0° o° N r O O O O O ^O O O O O N ~ ~ h NORMAL LOAD (PSF) JOB NO.: 1-1-257 LOAD CONSOLIDATION TEST Flcua Ak/lER1CAN ENGINEERING LA@C.r4 Adikk BORING NO. DEPTH (FEET) SYMBOL EXPLANATION 65 @ 12' FIELD MOISTURE SAMPLE SATURATE REBOUND 3.0 z 0 V) 2.0 z a a X w 1.0 Wat r dd d 1.0 2.0 " 3.0 z O p 5.0 J O N z 6.0 O U 7.0 8.0 8.0 10:0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N cv v~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N M ♦ h O O O O O N (7 ♦ to NORMAL LOAD (PSF) JOB NO.: 1-1-257 LOAD CONSOLIDATION TEST FIGURE AMERICAN ENGINEERING LABORAT PERCENT PASSING 0 0 0 O O co m N Ov cOi N O O " ~ O J U I F- J p N O Q ~ O o w Z o N - ui N I J N O J O O ~ W I i Z In W LL w N N uJ ~ W W > U W F. pJ O Q O ~ Q z a cl) ~ o N - - W I ~ I O O I w N Q 0 U v J ~ r W > Q I r O C7 ` I O ` I I I M O Cl co ~ w W) ~ (07 N O O PERCENT PASSING JOB NO.: PARTICLE SIZE. ANALYSIS FIGURE AIUERIGAN ENGINEERING LABORATI • PERCENT PASSING 0 o 00 0 0 0 0 0 0 m to v c) N 0 0 O J U I J N O ~ a < W 00 Z W < N 2 O J j p W 1 0 0 W z co _N U. N O O W J W U W N 0 < o a z co O Q N p W ERE O I W N O U v J =F I= W I I > i < i O O C7 N I ff I "t - tti L V) O O O O O O O O O 0 co r. co %n ~ V) N 0 O PERCENT PASSING JOB NO.:1_1 _257 PARTICLE SIZE ANALYSIS FIGURE AMERICAN ENGINEERING LABORAT~ PERCENT PASSING 0 0 0 0 0 0 O co A b h Oj ~ N ^O O G C J U 1- J O 07 ' O Q N 00 W z0 ~ < N W h N ~ J O O W I I 2 to w LL W N N N N W W J > U_ w ~ No O " < z a 2 o N W ~ O O r W N O U v W [t ~ ~ O C7 N O ~ I O O O O O p co ^ `O N O O PERCENT PASSING J08 NO.: 1-1-257 PARTICLE SIZE ANALYSIS FIGURE ANERI EN I EERi LAW AT PERCENT PASSING ° 0 0 0 O o 0 0 0 co m N 0 U - v O N O O O } < J U i i i J ~ N 1 O co [C m < W 00 F- Z o w N L O ! L O _J N O ' W1 , w O - Z N N F LL w N ~ W h J G W U_ > h' t w Cc 0 a h O a z < ~ o o N C w o o ~ w ¢ f a L O e U L h C L w I > C < Q O C7 N C C O O o O O O O o O O O O 0 co P. 0 to ~ 0 N PERCENT PASSING J08 NO.: PARTICLE SIZE ANALYSIS 1-1-257 FIGURE: AMERICAN ENGINEERING LABORATt ' PERCENT PASSING ° 0 0 0 co co p m v w a o o^ J U I _J p co O Q N Q O O W Z p Q N W 2 1 ^ J !n O O Z co W LL W N N p W W J ~ U W ~ Q co O o Q z a Q 2 p 0 N W O O I W Cr Q O U W)) U v v > Q ~ Q 1 O C7 N I I O I I ~ ~ I I ` O O p p O O m m ti m h ch N O O PERCENT PASSING JOB NO.: _ -257 PARTICLE SIZE ANALYSIS FIGURE; AMERICAN ENGINEERING LABORAT( • 0 PERCENT PASSING 0 0 0 0 0 0 0 0 0 CD ao N m N v c7 N ~ p 0 D } J U I F- p _J N O m a < W f- 00 Z O W ~ N L ~ ~ r J O 'J N ~ w 1 W z (n N U. w N N ~ W J w U > f- W m Ov < ~ a z Q CO ~ o O (V W O O W r N < 0 U v v J 'W ~ I Q ~ , O ~ C C7 N \ I I i T ~ to O O O O O O O O O O O O Ql W I~ m h Y C7 N r r PERCENT PASSING 8 IO8 No: 1-1-257 PARTICLE SIZE ANALYSIS FIGURE; AMERICAN ENGINEERING LABO. PERCENT PASSING ° 0 0 0 0 0 0 0 0 _ co m in o t7 N O O O } J U I J O 4-4 ~ O O fn tY W a W 00 f- Z N W < 2 y C J W ~ W. _Z O _N W N to (q W J W W [L O O < 0 z /IF < co _2 O O N W O O W U Q U V v J ~ W I I O C7 N '-t it I O O M a°D ~ C°D b '°v V) N O O PERCENT PASSING JOB NO.. 1-1-257 PARTICLE SIZE ANALYSIS FIGUF AMERICAN ENGINEERING DUO-RA PERCENT PASSING ° O O o 0 0 0 0 0 0 CJ w ~n v 0 N O O O } J U 1 J O 1 Q ~ UJ co H Z0 W 2 N i J t p C f!J ~ O ~ W Z to N M U- W uJ N ~ w t J G W U < > f. W ¢ ~ m~ a F 0 z N c ~ o - 0 N W O 71 O ~ ( w N m F u o u U U f 0 ~ U i c w I I > Q i O a N I ~ C 0 ` I I I I I Q O O O O O O O O O O O O Of CD w W) It m N PERCENT PASSING JOB No.: 1_1_257 PARTICLE SIZE ANALYSIS FIGURE: AMERICAN ENGINEERING LABORATC PERCENT PASSING 00 0 0 o+ ao ° m 0 0 0 N N 0- C! J U h- J ~ VJ O O W z ~ < N w f- N • ~ J h O 'J O W =1 ~ ~ Z N _ W w ~ W W U W ~ N O D < Z a N ~ ~ O Q N W O r O r W N z a U r W ~ O U N O ~ I O O O O O O O O O w r V) N O O PERCENT PASSING JOB NO.: 1-1-257 PARTICLE SIZE ANALYSIS ~FIGUFI AFI CAN Et~gd ff- N ATI SOIL COMPACTION REPORT SAN DIEGUITO FINANCIAL CENTER 344 ENCINITAS BLVD ' ENCINITAS, CALIFORNIA t N~~ Professional Service Industries, Inc. N September 13, 1995 ' Alesco Development ' 4800 Corbin Avenue Tarzana, California 91356 Attention: Mr. Alan Young Re: SOIL COMPACTION REPORT t San Dieguito Financial Center 344 Encinitas Blvd. ' Encinitas, California PSI Project Number: 062-55027 ' Dear Mr. Young: ' In compliance with your instructions, Professional Service Industries, Inc. (PSI), has cond observation and testing services during rough grading of the referenced project. Based on the results of our observation and testing performed between May 1 and Augu: ' 1995, it is our opinion that the described earthwork has been completed in general accordance wil intentions and recommendations of the geotechnical report, and that this earthwork has not adv( affected the stability or suitability of the site. The results of our findings, together with our test results and recommendations, are to be in the accompanying report, three (3) copies of which are being transmitted herewith. ' PSI appreciates the opportunity to provide observation and testing services for this imps project. Should you have any questions regarding the information herein, or would like to discuss upcoming projects, please do not hesitate to contact PSI. ' Respectfully Submitted, fessional Service Industries, Inc. OQRpVESS1 0l~q~ J. r c~ No. C 04966 David J. Ryan, RCE 49661 EXP. 09-30-9( District Manager OF Ch ' Jer A. Bell Staff Geologist JP6@O- Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455-0544 Fax: 619/455. ' SOIL COMPACTION REPORT ' FOR THE PROPOSED ' SAN DIEGUITO FINANCIAL CENTER ENCINITAS, CALIFORNIA PREPARED FOR ALESCO DEVELOPMENT 4800 CORBIN AVENUE TARZANA, CALIFORNIA 91356 ' BY Professional Service Industries, Inc. PSI Project Number 062-55027 1 TABLE OF CONTENTS INTRODUCTION 1 ' DESCRIPTION OF SITE 2 FIELD OBSERVATION AND TESTING 2 ' LABORATORY TESTING....'..,...'......'.....'.'...'... ........3 CONCLUSIONS 3 RECOMMENDATIONS ............................................4 ' ADDITIONAL OBSERVATION AND TESTING 5 FIGURES ' Figure 1: Site Location Map Figure 2: Field Test Location Map ' APPENDICES Appendix A: References ' Appendix B: Summary of Density Test Results Appendix C: Summary of Laboratory Test Results 1 r r ' SOIL COMPACTION REPORT INTRODUCTION ' Authorization ' This report presents the results of our observation and testing during earthwork grading i San Dieguito Financial Center, Encinitas, California. The work for this project was performed in accordance with our Proposal No. 95-023 date 11, 1995. The proposal included the scope-of-work, estimated cost, unit rates, and PST's G Conditions. Authorization to perform the observation and testing services was in the form of the o proposal, signed by Mr. Alan Young. Purpose and Scope ' The purpose of this report is to describe the results of our periodic observation and t conducted during earthwork grading at the referenced site. Grading as described in this report pri consisted of cutting natural soils and filling depressions to create relatively level building pads f proposed commercial construction. Reference is made to the reports listed in Appendix A. The scope of our work included a review of pertinent available reports and maps, pE observations and field testing during grading, laboratory testing, engineering evaluation of the test rE ' and preparation of this report which presents our findings, conclusions and recommendations. The scope of services did not include any environmental assessment for the presence or ab ' of hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below or arour site. Any statement regarding colors, suspicious items, or unusual conditions are strictly f( information of the client. Reports by Others The preliminary geotechnical report by American Engineering Laboratories, Inc., referent ' Appendix A, indicated that fill previously placed at the site was not suitable for the intended use and be mixed with the native Torrey Sandstone. The referenced report is therefore used as a basis i recommendations presented in this report. It is not within our scope of work to reevaluate the prelir ' geotechnical data or site earthwork performed prior to our involvement with grading of this project function during grading, as defined by our client, was limited to observation and testing of eart conducted between May 1 and August 30, 1995, as described herein. General It is our opinion that, within the scope of work defined for us by our client, we have exerc ' degree of care which equals or exceeds that presently maintained by other professionals in the f geotechnical engineering and, to the best of our ability, have performed sufficient observations and t to provide a rational basis for our opinion that the grading was performed in general accordance w ' geotechnical recommendations and provisions of the project specifications. No other warranties are it or expressed. In reviewing the data, opinions, conclusions and recommendations presented in this rel ' should be recognized that our work does not constitute a guarantee that the grading contract( performed his work in accordance with the project specifications. In addition, no representations are ' as to the quality or extent of materials not observed, for any subsequent change to this site, or fai others to properly repair damages by the uncontrolled actions of water. ' This report has been prepared for the exclusive use of Alesco Development for the s application to the San Dieguito Financial Center in Encinitas, California. The report should be cons subject to review by the local governmental agency with jurisdiction over this project. ' DESCRIPTION OF SITE ' Site Location The project site is located northeast of the intersection of Encinitas Avenue and Saxony, in tl ' of Encinitas, California. Site access is currently off of Saxony. Area topography is sloping ul towards the north. Figure 1, at the back of this report, presents the Site Location Map. Project Description It is our understanding that the proposed development will include the construction of a n one and two story office buildings with associated appurtenances and pavements. FIELD OBSERVATION AND TESTING General Grading and related compaction services were performed by Jim Flippen Engineering, Inc., ' Diego, California. Observation and testing during fill compaction and slope construction as described in this ' was conducted between May 1, 1995 and August 30, 1995. The field density test results are tat in Appendix B of this report. Approximate locations where the field density tests where taken are indicated on the Test Lc ' Map, Figure 2 at the back of this report. The elevations and test locations presented in Figure 2 are on the Grading Plan provided to us (referenced in Appendix A), and should be considered approx ' Site Preparation and Overexcavation In 1992 the site was prepared for a now abandoned project. The following was recordec ' PSI compaction report of 1992. "In the northern portion of the site, an existing residence was demolished/removed, and a! as forty (40) feet of cut material was exported off-site from the proposed building area. ' All vegetation and debris resulting from demolition at the site were then removed from the site so as not to interfere with the mass grading operations. All loose to medium dense undocumented fill and alluvial soils at the south to central po the site were then removed from the areas of the proposed development. Exc, ' (approximately 5'-6') in this area was conducted to the contact with dense competent forn- material (Torrey Sandstone). ' -2- ' Prior to the placement of fill, the exposed formational material was scarified to a depth of inches, moisture conditioned, and recompacted to at least 90 percent of the maximum dry d as determined by ASTM D-1557." ' Fill Materials and Compaction t Prior to the May 1, 1995 import fill was deposited on site. This soil was not suitable for L fill. It was determined that a blend of 50 percent import and 50 percent native would be acceptable f The original soils on-site consist of Red-brown Silty Clayey SAND. ' Undocumented Fill ' On-site undocumented fill consisting of light-brown, silty sand, and debris was removed frc southern portion of the subject site along with the cleared vegetation and other demolition debris. ' Alluvium Alluvial soils consist of light-brown to reddish-brown, silty sand, with some clay were encou at the site. These soils were removed during excavation operations, and subsequently replac ' properly compacted fill. Some of the alluvial soil was exported off-site. Torrey-Sandstone ' Light-tan to reddish-brown formation sandstone was exposed in cuts in the proposed str area. It is anticipated that the structure will be founded in this material. Where fill was planne formational soil was excavated to the specified subgrade elevations, scarified, moisture conditione then compacted before receiving fill. ' Import Soil and Rubble In order to create elevated pads, import soil was utilized. The import soil was clayey and r to be mixed with the native in a 50:50 ratio in order to be suitable. ' PSI observed the placement of concrete footing and slab from a stucco house at the northez of the project. This rubble was reduced to 18 inches and placed at elevation of 147.6 feet in th ' side of lots #5 and #6. These pieces were separated by at least one (1) foot horizontally so as tc saturated soil to fill in voids. This area was wheel rolled with a rubber tired dozer. This layer of is 13 feet below proposed finish grade. Prior to placement and compaction, the soil materials were moisture conditioned to near-of moisture content as specified. The fill was placed in six (6) to eight (8) inch loose lifts and mechz compacted to at least 90 percent relative compaction in accordance with ASTM D1557 method o' ' Compaction Test Procedure During the placement of fill, test procedures ASTM D1556 (sand cone) and ASTM D2922, (nuclear) were used for field testing of the soil density and moisture content. Compacted fill was as required approximately every one thousand (1,000) cubic yards, one test for every two (2) vertu of fill placed. The field density tests were conducted within the fill as construction progressed, and rough grade elevations. The approximate extent of the compacted fill and location/elevation performed density tests described in this report are indicated on Figure 2. Appendix B provic summary of density test results. ' -3- ' The results of the field density tests were compared to the Maximum Dry Density and Opi Moisture Content determined by ASTM test procedure D1557 (see Laboratory Testing Program b ' The test results indicate an overall relative compaction greater than 90 percent. Slope Construction ' Where grading was conducted on topography steeper than 5:1 (horizontal: vertical), the fi benched into competent natural ground in accordance with the project specifications and/or the c standard-of-practice. The face of slopes were proof-rolled (or over-built and cut back) to provide ' compacted surface. Field density tests were conducted within the fill as the slope construction progrE and at final rough grades. ' LABORATORY TESTING PROGRAM Overview A supplemental laboratory test program was conducted to provide a basis for compariso evaluation of the field density test results. All phases of the laboratory program were conducted in gi ' accordance with applicable ASTM Specifications or other accepted test method(s) as indicated. The laboratory test program included determination of the Maximum Dry Density and Opi ' Moisture Content of the soil(s) utilized as fill. These tests were preformed in accordance with D1557 test procedure, Method A, five (5) lifts, utilizing a 10-pound drop hammer for twenty-five (25) per lift (modified Proctor test). The results of these tests are summarized in Appendix C of this re ' CONCLUSIONS ' General Based on the information presented in the referenced reports and on the observation and t conducted by PSI as described herein, it is our opinion that the earthwork grading as described i ' report has been completed in general accordance with the intentions and recommendations geotechnical report, and that the earthwork has not adversely affected the stability or suitability of th ' In addition, it is our opinion, based on the available information, that the site is suitable f intended use provided the recommendations of this and the referenced reports are considered fo planning and structural design, and implemented during construction. ' Expansion Potential ' Based on our observations during grading, the soils utilized as fill generally exhibit a expansion potential. Following the excavation of footing trenches, the bearing soils (bottom-of-trer should be observed by PSI to verify low expansion soil conditions. RECOMMENDATIONS General The recommendations presented in the referenced geotechnical reports are considered to r ' in effect, except where superseded by the project designer or jurisdictional agencies, or as speci ' -4- ' recommended herein. The referenced report(s) should be considered a part of the project plan: specifications. Foundations Continuous spread footings are suitable for support of the proposed structures. It i ' understanding that the recommendations and soil design criteria contained in the project geotecl reports will be implemented. ' Concrete Slabs Pre-soaking the subgrade prior to concrete placement is not required. However, near-surfac ' in areas to receive concrete should be moist prior to concrete placement. Trench Backfill Except where extending under proposed foundations, utility trenches should be constructed oi a 1:1 projection extending downward from the base-of-footings. Trench excavations for utility lines extend under structural areas should be properly backfilled and compacted. ' Utilities should be bedded and backfilled with clean sand or approved granular soil to a de at least 1 foot over the pipe. This backfill shall be uniformly watered and compacted to a firm cor ' for pipe support. The remainder of the backfill shall be typical on-site soil, or imported soil, which be placed in lifts not exceeding 8 inches in thickness, watered or aerated to optimum moisture co and mechanically compacted to at least 90 percent of maximum dry density. ' Slopes Newly constructed slopes or existing slopes where vegetation is not sufficient, should be pl ' as soon as possible in order to minimize erosion potential. Slope surfaces should be maintair relatively constant moisture conditions required to maintain plant vigor. Overwatering of slopes sho avoided and burrowing animals should be actively discouraged. Periodic review of slope conditions ' be made to correct potential surficial instability. Drainage ' Drainage should be designed to collect and direct surface waters away from proposed stru to approved drainage areas. Downspouts, berms, positive surface gradings and other drainage cc should be included in the construction considerations to minimize discharging or ponding of water ne ' foundation line. For earth areas, a minimum finish gradient of one (1) percent should be maintained, and drr ' should be directed toward approved swales or drainage facilities. Positive drainage with a mir gradient of two (2) percent away from all structures should be provided and maintained within at lea (5) feet from the structure to prevent any runoff from infiltrating below the structural foundation. 1 Maintenance Some routine maintenance should be anticipated at intervals during the life of this project. ' may include maintaining grades by restoring soil removed from foundation areas by wind, animal ai uncontrolled action of water, or other cause. Drainage patterns approved at the completion of construction should be maintained throe ' the life of the project. Proper functioning of the surface drainage facilities (including brow ditches, t ' -5- ' drains, areas drains and down drains) requires that they be maintained and cleaned often. Particula should be taken to prevent the clogging of drainage facilities by debris or vegetation. ADDITIONAL OBSERVATION AND TESTING t It is recommended that the services of PSI be engaged and evaluate footing excavations p placement of concrete in order to verify that the bearing soils are consistent with the recommend of the geotechnical report. Monitoring and testing should also be performed to verify that st ' materials are used for storm drain, utility trenches and miscellaneous excavations, and that thf properly placed and compacted. ' All sheeting, shoring, and bracing of any trenches or other excavations, should be mac responsibility of the contractor and should comply with all current and applicable local, state and f safety codes, regulations and practices, including the Occupational Safety and Health Adminis ' (OSHA). ~ FIGURE t ' FIGURE 1: SITE LOCATION MAP 1 1 i :L .uwrl t a s{ c~! ;r M;o 1t = `3t° ~ ~~citil L~~~ i yllr~C ,~{°j g ~ Lt• ~ I' ~ . 1 :o~m'w..~..a. ' ~ rf . l 7 { 3 t t o ~ ' - "sr = SUBJECT S17 -;,lhx \ ` \ IYICYb J a - mitts=• ~ ;~b// '.....ol^ ~ ~ , 5. ; .jam of I _yw{aty _ sip I J 1 • i ~ T X11 L.Z I sr.n ~uu~ •.V~ ~r L-::. M S~:{ 't J L ilo:a NsL•LI. u.m+r ua• =y ~ y "'L..:.. we z ai Z:l AZ- live .;a q PACJEC- NAME FIGURE 1 ' SAN DIEGUITO FINANCIAL CENTER SITE LOCATION MAP ENCINITAS, CALIFORNIA P°cjE'=- Na. ( CATE 1 062-55027 ! 9-12-1c 1 FIGURE 2: FIELD TEST LOCATION MAP r~ r i r r r r r r r r r r r r r r r- .,I 1 A.P.N. 258-111-25 114. A 87.53'x8 6 76.40' 11-3.00' u~ r.c. 159.00- r --'I- - ,_1!- _ O I r 97.90' Ti T I, i U. a' 1- c LOT 1 `II n f' - C" • - U~ TOTw LOT`03 ~r~ pig Or._ - L O BI ri :1 Iro r . ra 0~ , N, co y.. 2.J1 0 Z - '49 5 - I _N v i 1 I II J - o ` r W a~ - 10E.33' I W nl LOT 7 41 - 1 s~i 8 T5 3'18 ni 87'53'is" E 1 , -3125.-30' cD 117.32• ' ~ . T 4 ° co .4 _ti, i1 0 CO M,~ I LETo co 100.0C'I ,I _cW 1-12 TAO • F~~ - i , .r N• LOTS COD 4 i LOT 9 it • ' / ' Ll h , V tD 1 r m c.' Jb.t:u • n D Z Z • -1 m - :f31.1- Cf) ~ C v D r O N p . Om -I C Z r 1 c~ Z m D 0 D Z n n > Cr ~ Z` n m 9 - m o Z rn N 1 Z CTt ; Ut D m J m m 1 1.•. r APPENDICES. APPENDIX A ' REFERENCES 1) American Engineering Laboratories Inc 1989, "Geotechnical Investigation, Proposed Encinitas Office Building, Encinitas ' Boulevard, Encinitas, California," unpublished report, Job No. 1-1-257, dated September 19, 1989. ' 2) Professional Service Industries. Inc 1992 "Soils Compaction Report, proposed San Dieguito Financial Center, Encinitas Boulevard, Encinitas, California," unpublished report, Job No. ' 062-25069, dated December 22, 1992. 3) San Diego Land Surveying and Engineering, Inc May 26 1995, ' Grading plans for the San Dieguito Financial Center, Drawing No. 4289-G, 4 sheets. 1 ' APPENDIX B SUMMARY OF FIELD DENSITY TEST RESULTS N W W W ' N m m Q ¢ ¢ I I I E i I I I I ¢ ¢ ¢ U E z I I I 0 U ¢ d z U_ O U- U Q w p U Z a z O O = w W Q _ O U U (VC (n 00 N m co co (o O 3 a w , r Z F- O U O. (0 O N M O O O O N (n w E O 00 0) rn O) co O) 0) ~ z (n a F- 0 w U) O O U O W Q U ' U > 0- U LU w f- o H. z w W 0 W W Q w COI N O N N w Z a m cr t W UI 0 O 0 O COI V In 2 U= w U) ~5 OJ O O O O 0 (j O O O O= F H IL m w wa w Q CO U a LLI Y J c co o 0 0 0 1 I W LI ~ O N O N C\j tJ O J O Q U F- w 2 ¢ Z ' 0.0 = ~ cq O O O O O O = W g fn 'n LL Z C U N U) LO N (O (O (O (O o CO < ti O Q CWJ = U d Y W m W Q o 0 O o m U<m m m U (n O ' a N M R ~ f0 Q o a~ a(Di (n U') IT j ~ ov v c w ~ w `n o U ' o U ro a ~ c 3 3 i I L T O O Cl) 0 Co U)i O M d z ' r 3 U E C o o 'n -6 ' c o c w - - E fin O ro t ~ N (D cc 15 3: C, 0 0) H 0 O N O N o y E U ' c a .2 0 E o ° U c p CO U Q w y O_ a"i tf t ro W s c O o 0 (n d N -C W Z d o a c aroi c of o o m ' to (17 O O ao co cnn w W (n O U p 0 0 0 0 o o 0 0 (n W U -o m J J J J a J J m z Z (A Z F" Q W W Q W ' f- a 3 a y O N M IT (n (O fl- ao rn O F- ~ Z O Z N ~ U i a a a a a¢ I¢ E m I I I i I I ¢ I W E z o I I p m U c g z ' U p O W ~ U Z o tL O C Z z W ~ O F- (j) V ri) ' N n• CO C7 N m 00 O N Z FW- O U fn W 0) 0 co N n' co O) O) O) m O) O) O) d) O Z O v U I U Q O O U E WW5 ZWU l O O D W U LL W w Q _ ~ N C'7 N CO u) O N O W Z a 0 W 'a c 0 0 0 0 of o r N v Q W U 2 W c~n ~ w W ~ ~ p O LL Q tW- a ~ m U ui ' N 'a 7 W W O) O) I~ M O O) ° LL U) C0 m 6 2 O O O 0 'o O J NW ~ I Q Z 2 0= w w ° Q : O O O O O O N N O w O W p ' LL Z U) C U (O (O CO c0 c0 t0 m m N i U Q V¢ LL I c Q v ! J U U) MM = O LL LL m m 0 0 0 m m U U O Q o m CU CC Y N V U? Z ~ O ' N N a o O co ' w O n o o * Cl) o ' o = z C Q Q) c v C N N o($ 7 N (1) y 2 3 ca r_ o~ t y O y U H CO 3 3 "cm o rn a 0 cm N O C O 7 N ca 4, w 3' 0 -6 Ea- a~i aci in o o ~ m ~ c A m y n ca oz ao co co co C 0 w d o 4~ N cn 7 a a V N zT p 0 0 0 0 0 3 3 v w w12L ° ~ o cu co cc$ ca ca Cl) 3 0 p o ' v) 3 3 3 3 3 OCT co co CC co O H .N p Z CC Y Y Y Y Y ° O a T) F U v N J J co z Q a N p N C7 V In (D n m 0 O W I"- Z N z N ' a> Q Q Q ¢ ¢ Q Q Q Q Q E I I I I I I I m E Z , 0 U o a2 Z 0 ' w U Q U a Z oz c co ~ U F= = w W O _ _ F- O W U U U r- co N rl (D v M v O O 3 w W LL CL O O N N N N O } (A N p W E m m m m m m m m m m 0 D u N O p U O w U Q > U 0 U 2 m w o O a z w o I 0Uw0Q CL Q` w v LO Cl) (D r ti m r w z a p T n 4 ui co v c vii Q LU 0~ Q v (L w w p 0 L F a ¢ 2 2 Q aD U D ui m M co N N M Z Na) N ~p O N N N m Li c if •O I Cl) co M Lo L R w I N W ¢ m z ' O QO O O O O T(c)(0 (D (D (D J p W Ul LL Z U Ln to ~n to ~n to Ln to to to W ¢ li Q v U x vQJ N N N N N N N N N N Y m J W LL a, Q J p < m = O IL- m m (a U 0 N M In (6 Q Q ~ .2 LQ U? tD (D (D c0 (D (0 M M Z > m m O O ' C OI O M M O m C > Q) V ~ V Q' In In (n W ~ U co n M 1 v ly cg N O - O rn E i6 ' y U O J N U 3 C C C _ y `y O m E (6 N Q a c w '0 -0 Lu 6 (u N Q. M, O O a t= v w O (1) in U U Q w Z a E m a~ = w ' 3 3 I I I LL o 0 !E o 0 0 co co N N N in In (D (D (D W N O U p = d H ¢ z r-= O O O O O O O O O O F co w U o y J J J J J J J J J J (A Z Q Q ' ~ o 3. a N LO (D rl- co 0) 0 Z N N N N N N N N N cr) ~ 0 z 1 N ' Q Q Q Q Q Q Q Q Q Q E i I i i i i i i i i z E r o } U a a ' O o z o O w U Q a ° U Z ti U) Z ° U C 2 W T Q O 3 0 ~ N a ao r v (n (o r ro o (n (o } Z tw- O U a 0) 0) a) rn rn rn rn rn m rn J° 2 z (n w a CL EE O ° O w U ' ~ I U I I . v7 12L U Q w w J O a z m T ° U W w w w O Q w O V r 0) O V r I- r 1c, W Z a O ' a 'D C U 4 c6 c0 v In V V to to T ¢ w O 4) ~w ~ 0 W 7 7 w w w 0 0 0- cc 2 2 } Q m d o ui ' a) Z e~ r 0) Cl) m c. 0) r- Co N N * O 6 O 6 N ti 6 O ' Q N ~ r W U) LL o C\j J U ° ¢ z ' 11W 0 Q (O (0 (O <O (O CO (O 00 CD 00 W ~ W LL z U) C U I (n In In In In In lf) l!') (n In a lL U Q ¢ U X CL N N N N N N C\j N N N 2 Y W m° W 0 01~ ~mm~°a r Q O ~ Cl) CO C7 CO IT 'IT r- r- rl~ z CL (a O N N N m m Cl) w > 0 Lo LO Lr) U') U') U') LO LO LO LO w .r w O ~ U In N N c7 3 3 3 ~ co o~S otS a~S is (o co (o co (ri (ri cri ° 0 o O ~ ~ c N N aa)i E ~..0 3 3 3 t v FU) fa a) a) a) a O _m N w N U rn 3 o Q II v c J Q. Q D O O O V7 N N O O R m E - fn O CL c 1 O o o a z H v v v w a O o a`6i ai a1IIi a a U (a cu (a °w Z a N 2 N 2° w 9 E a1 a) a) 6 _ !E O o c (D (n t!) LO (7 (O V7 C) m O) LL. O U Q .S s S; Y Y W U Z It '4: 4k Y N F Z c CL ¢ w CD 0 (`a c`u `N (n w v N J J J J J J J w m a v~i Z< W 0 3 Q a ri) 0 ch cN rOi M (N'7 aa)i c9 co rOi v H O z N a~ ' CD Q Q Q Q Q Q Q Q Q Q E i i i i i i i i i i N E o r J 0 CL U v o ' LL O o a w 0 U Z LLi z V O O = w a a O ' F- H N U v 3 0 w LL m v v o o rn c n rn r z f- O v de a N o m o r co o o Z 0 a ~-E 0) 0) co rn 0) 0) m cm m m oz mwm U ' U o aoa x O J a z m O O U W LL w w LL ¢ ¢ I~ Q co n O LO O CD C7 I W I Ch co Z O D a. C U CO I Cf) C7 v LO V to V v ¢ U 2 W U) ' uJ o a) r¢ F f- 0 0 7 LU a. cr Q m U a LLi n 7 Ln CO f0 T Cj V) W O LL. p cc) O O N j O O Lnl r Lnl J 0 I Z- LLJ ¢ w LL Z OI Q ao co co co CO CO CO w j m w J o w, U) C;= ' I c U LO LO LO U) LO LI) Lo LO I 0) 1 Lo Q E: U < w U X O N N N N N N N I N N I Y W m V W O o Q r LL m m 05 O n' r N C7 ~f ~ (p Q c n n n 0 0 0 0 O o 0) ~ m a) ri 6 C6 ui 6 L6 6 vi U), Ln z > Q) LO LO In Ln Ln Ln Lo LO LO Ln w a) W O U 3 3 3 co n n n co ' Cd 06 0 ~ n Lri Lri vi O O O ~ - - C N fn Q) O7 QI Q C a) a) Q) C C C 3 3 3 Y Y s Y W X 4) N tp ca LA c0 N O m W N Q 2 ~ Q N w y c O a) O (D J Q L1 d i i V) N N N O Z v d 0 o O W 3 3 3 3 u°" a cn v~ N 3 3 r o ro n n n n n n_ m `w m O O O 06 06 06 06 ¢ m w z n I ca ca ca w c0 (O (D (O ( a J d 0 c (Dc a Lri Lri Lri L6 Lri to o a c ca ca O O O O o o mw o Z. am ' co LO a) c c c c c c (=n O c c 0) rn 0) a) N a) Q) a) N Ln LL v, O U z❑ c C c (D a) a) a) a) ¢ w U Y Y s _3 3 _3 3 3 3 w z=- c0 4) (Q 4) a) a) a) a) a) o N W U w Ll. CL a- m m CO m m m J W W Q W 1 t•-• 0 3 a a) H Z N M It LO (O n CO CA O O V Nr C V 'R R R T LO z ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ E z} O J U o CL z v 0 FL U w p U Z' o z a U ~ O W a O F- cn U v 3 0 W u CO r~ O co ap v LO LL rn r z O v a rn rn rn rn rn rn~ rn rn rn rn O Z w F" ~ U U a U W w 0 (n O 0¢ F O U O U U o W w a (r Q m IT (D N (D CO O f~ V W Z O ¢ ' U V In V .Q7- T I In tr> (ri ¢ w 7 a ' w w N o o T cc Q m U a w ^j z O I Q7 r C7 N T I Q) NII O cn aE N N O O O Ln~ C\l i O' w F W a ¢ w ' OI Q :L- w CO OD co CO CO O (O W (O (O F- Q Zj C U ~A Ln ~A to to W L6 Q U Q W Ui X OJ N N N N N N N N N N y W m U W O Q J LL m m 0 0 O N ai v iri f0 F 2 ("o ~j w N (n (n (O Lo LO LO LO LO Ln U') ~ W O rn co i n 0 co 0 2 r N ~ n r• r~ i. a (n (O (O CO (D (O c O ,m u v (n (n to N o 0 cn fn cn (n En N V 3 O C O O O O O 0 o y d U y CL C C C C C w O m E N N N N N 15 CL c o. ' 3 3 3 3 N N N N N a J m U O ac°i a`°i aasi a`ai a`rii w 0 Z IL m m w 2 a E (n `m (`a (`a cu ~Z 0 o 'c (n in (o co (o C;) m 0) 0) 0) ¢ (n O V a N y Y Y Y Y a~ cc w d o c4 (`a cis c`a 0 F- 0 W U M H J J J J J IL CL m m CL 0 z a ' o a cm co Z (n Lf) Lr) ~ U) ~ ~ co U) (D H O z N ' O ¢ Q ¢ Q ¢ ¢ ¢ ¢ ¢ ¢ E - - t - - - - - - - o r O a ' U 2 o z p W U ~Q W p U Z CL z p co r T- W O w w ¢ ' p ~ N U U) LL LL U O co O O r R N u1 0) (O 3 z w O U M (o N v N N O O O O N N (1) d O O O O O O O 0) O 0) zp p N N p U Ow O _ U N U 2 W W p u m z w U U U- w w O N F- W O cc cc Q r= W r N v O O m M O W z N F- 7 O CL 'O C U 6 (O O ~ W 0 (O m 2 ~t V cc W~ N LU U o o N u F- w O U CC LL Q ~ a 3¢ m 2 ¢ m U o w Z N N N 0) O O O O ri co W c LL O Q ~ N (D w O U) Z Q Q W o Q` n (o co co co co co co co co co a o w w LL Z U cn L6 u'i L6 Sri L6 vi L6 L6 L6 U ¢ U Q X N N N N N N N N N N Y w m W LL 0 7 - - - - - - - - - - 0 (1) (33 m O O LL. (D Q] N N O a_ ~ N f') 7 N f0 C (n Q (D t0 t0 (O (O (O to to Lq z CZC to n OD co (A co 00 co I- n r~ w ' C 2 - - LO Lc) LO LO N LO to U) U) (n di U 00 n 0 r> ~ a j ~ C E o co co co co (0 c0 rn t w (D (b 06 Od Od 06 Cd off N 00 ~ E V 0 N lA In In In If') )n C7 C7 V' N U 3 O C O N N N N N p? Z' -p O O O O O O O O O N C C C C C C - - - N N O m E 0. C O O O a) O O X X- X ¢ z y ' 3 3 3 3 3 3 3 w p o N N N N N N > > > a a U v O O O w Z 3 n. a a a a (1) CD s io io io o w g a E ca a) W m m N m CIS c` CO o 0 0 v=i Z p° c U- w N (n N N N N O O O W W P: m O Z ,C Y -O U U '0 "a -O cc$ N cc$ co co cu cu O O O N w p a N D_ = 2 S 2 2 Z M CO M W w¢ w a N N co In (O n co 0) O L1J 0 G (0 (0 o (O (O c0 c0 (0 n Z N ' N Q Q Q Q Q Q Q Q Q Q E i I I I I I I i I I z E z } O U) U o 0 U- U F w p U Z CL z V O C Q O U r N (O p m 'IT r, . O O to } Z H O U 3e a o 0 0 0 0 t, p c) ~n aw " E 0) 0) 0) rn rn 0) rn rn rn rn m~ o 2 w ' O U I O U r O w I of g U W W O O a z w 0 In O j U U w w w Q V' to O C' V f~ 17)11 W Z 4. O O O ' W U) CJ ri c~i . T v c r irij v n v w v= w v~i ~ 75 ac) r jL Q v r fw-. aw ¢ g cri (U O ui H ' O Z N y r 11 N p O) r r N O) p W O 0i N 0) ~ ii 'o 00 C6 C6 Co N~ r I r ; J 0 I a 'o LL, ¢ M zF- ' O Q w p p p cq co co p m p p ~ J= w 2 LL z U v In In LO In ~ In In to u) In ¢ o a w U X v N N N N ~ N N I N N N 2 Y w m V W O~~ Q r J U m O ¢ < ¢ 0 O U- m m cn cn O ' M} CL r N 07 7 16 6 LL N 5Q o to LO in 'I V IT Cl) co CO 5L 0 > a) LD LO N 00 06 c0 L6 U) U) r,~ r n w LO - LO - LO LO ( r r r C ~ co n 0 co D < v Q V N OO O) E U y J ~ ~ ~ (O (O (O N ~ 3 O C O O O 2 v a 0 a X X X O O _ ~5 O MO E I I I otS otS c1S a N Z of ` c > C C C w J v O O O O O Y Y Y p Z a U 00 C7 C7 C~ w 3 Q .C N o n. CL O Z M :5 n 15 E ' O O O C C C y!i O O E E E N N N (O (O m LL 0 O U C 0 0 o a~ a~ 0 0 0 0 v5 w f w m m m m m m J J J J W w¢ W 0 3 a H W O z CM 01) IT Lo (0 O z I N ' O Q Q Q Q Q Q Q Q Q Q E z N N N J N O p U ¢ 2 z 1 U O U Q O W 8 U z a Z (i o U) P L") w t=_- U .O _ O co ~p V O r N r m O O (O CO N 3 Z H O U N (O v N N O N N N d 0) O) 0) 0) 0) 0) 0) 0) rn 0) O D O W N E I- N J p (i a z m j U W" w w z a. cc O Q CO (n LO IT (o (D r N (O O w U) Cr 0 0 ' W D U v v v v co O co co r` m N m M r N (n a N o 0 0 ~ o 0 11 O v r w a CLUC m U o w Z NN r O O O o O r O W Lj".25v i N O 0 z Q C ' W Z w O O O (O O O O O O O Q o. W N N N N N N O O O U Q U C x C dJ N c0 Y w m w O v r j a¢ m 0 F- O .Q1 ti m m N N O i N N m N O a) d cQ O c~ (0 (0 (Z c0 (o U) (n L ~ C ro N m 8) m m 8) 8) rn v z (D co t C d L L L L L L L IT IT I w G N (n (A N N N u5 (n LLI v C_ C_ C C C C C_ L LL LL LL LL LL LL ' M W I n O tD ' y Q C = _ V O 0I W U m co m N w .0 U O N U 3 C O C O O O ~ ~ -a m a O O- O (p a~ o m E a c N O a) (D m n z o 3 3 3 CL N o 0 EL U v D -X w 0 a. 0 ~ m w 2 Z E ' Cl) C\l IT (n (O co r- -2 w N O U r a) CC LU I-- CL w d) 0 v m J J J J J J J (n (n y N W Z Q fL ' W 0 3 a Z co ONO co co IT LO (0 OD co co OD co rn Fw- O z ' a a¢ a a a a a a a a E z E N N N N N N N N N N ° J N O Z ' U o v O ~ o w ~ U U) a o ~ U O H w w a O F u U O rn co O v LO co r 0 IT IT Z O U 3e a v v Iri ri o C i of Co co eL O z 0 0 a rn rn rn m rn rn rn m rn rn 2 P O m U) ' O a- 5 0 3 L) U) cr W -j O w a Z m U U u- w w O Q w=. - n to N CO CO C7 0 c0 W Z CL OF D ' W d O N N O O 0 C/) cr F= ~y Q v r a 3 2 ¢ m U o ui I O C? T O N N O 0 M Z N Q) N 3Q cr v N N O W O u O t ~ LoI g (Di a ~ cc LL :L o o O o 0 0 0 0 0 p w uj LL Z C a ~ cp c0 L6 L6 of cp (6 L6 L6 6 a ~ U a U X O.I N N N N N Y w m w N~ ffbti O 21 Q v U. m m N O O ' ~ a ~ N M R In (D C (n •2 O O O O O O O O O w ~ f~C (D co 0 v N to Fl- co O W ' C a) I R LO In In - LO U) - In - - - W O co I 1 co n 0 co D a _ ; a C E pk rn o 4] fC CO co V •7 0 N C) m E ca UO * O O N U 3 O C J p p O O O O O ~ O j~~ m 0 0 0 3 E L L L L L O O O O L a n- z m N ' 0 = 7 = N N d O 2 u z c c U) U) o) a` 3 3 3 0 w o CL a 1= v C Y Y Y Y Y Y SC Y re w 3 Z CL C m v v v v v v O O 2 w M E ca ca m ca ca ca .0 .n .0 .0 -0 mo n -0 as ca ca .n -0 U- N Z O U- co p U ~ 0 N N N O) N a`) N w w o Z c- 3 3 3 3 3 3 3 3 3 3 CL ct w 0 o (1) a) a) a) N (D a) a) (1) N N w U V H (A fn fn (n (n fn (n (q U) (n W W Q w 0 3 a y O C\j Cl) 'T LO (D rl- 00 (D Z 0 O) O) 0) 0) 0) CA O) a) ° f- Z N ' a) Q Q ¢ ¢ Q ¢ ¢ Q Q Q E I I I I I I I I I I z E N N N N N N N N N U J co O Z U U 2 o O ' a Cl) Wo Uz a Z O c (n P: O H w w ¢ O ~ U U U (0 to aJ CO O N co 1-~ r` w } Z Fw- U M U O. 0) O N v r. m O cn to cn ww E rn rn co ao rn rn m m rn rn OZ Z) U) N O U F O w U U) 2 C? cL w O ti o_ Z w U U w w w - co O O O N O O C7 O O v C7 w Z a O j cn U) ' 0" C U N to m N CO (D 2 w T LU cn W N v O N O O Q F Q F jL a 1E m F Q C6 U o ui O aJ Nr to O N In O O O to z N a) to 3Q O O N O V j O o W 0 tL O CO LO I ~I T 1 J o a of W T CC LL w ' OI = O O O O O O CO r O o F -t Q w LL Z C U N N N N N O N f0 CO U Q w w LL U O Y W CO U w O T' ~ U (A CO D O t~ m m 0 0 O ' ` Q. r N M 7 N (O c ~ (n N C7 C7 Q U? O O O to u- ~ I1 U- U- Z cm 0 (Y) (D c6 > CD ' (O LO LO LO N T L N N N W I c I I I O0 I n 0 co D < E O O -a n co 0) 2 ON O U ~ p O O O ~ O O O N U 3 o c O O J N N O N O O O O a (D a) ° N a 3 o in 3 a) a) L L O io O+ 3 O_ 3 Q 2 C m 5 O O N L O L S Q ° O O I 3 O O rn ul 3 p p N O a Z U w N Z a (d .0 L U U U U N CO co S w 2 Z E 1 co a3 ca CIS (D 0 U o C O ~ .0 ~ ~ c O 'a a a t1 co O U 48' D E E E X W U z c aa)i N N aa)i aa) f° o` `o `o o 0 w w v 0 0 w w w J f 5 f (n t~n z Q¢ F- I w 0 3 a C\l cv) r- co 0) O O O O O O O O W y 0 O O ~ Z ~ Z I W O O ' Q) Q Q Q Q Q Q Q Q O E I I I I i I I I cco m z E N N N N O J N U Q Q m_ o W p a w ~ U Z CL O LL Z O C = W W Q t 0 ~ ° 2 , W U CO V M O O N 01 O O O } Z P O W a N V R V C7 O O O O w o Z 0 CA 0) 0 0 0 a) 0) 0 0) 0 0 2~ p O w to v E 0 a a O X 0 ' o 2 2 W w ~ p u. a Z > D U w w0 W W o (O O co O 00 O to O v cn co W CL Cl) CL y U f~ COI OD O aD I~ W C7 V ' W U 2 W LU Q) pJ O O O O O O O O O O c~~ 0 0 Q m U O LLl O W N d) (7D C~ T OD z O Z N N W N c co v v W v W ° LL o " `O g I I ~ o a cU) 2 w W O 0 w O O O O c0 O O O O O ~ w p N u2i ' Z C I W O V (O V V' O 'q (O Y W m U W Q 'o ~ N f7 ~ to Ct t ~ ~ 0) cm .9 s; Ll_ C7 0 a Z Lei. u Cl LL LL _ N N W ' > w N T _ _ LU I I I I n a fA I ID co n 0 M 0 ' a C E o t N N E U C O ' F- O rn N U 3 J ~ ~ ~ -C N N Q U 0 Q N o E O Q a d - co H W II y O O O O O W !2 re O O a CL U Cn O co N 0 0 LO W W F Z a rt n co N S rwr a E r r C7 Co C_ C_ C N N 0 Z 0 0 C I C C C C _ C C Q co O F, .N D E O O O O d N N O O w w U Z c- `O i io m io io io m io -co o 0 w v v y Cn Cn Cn Cn (15 3: 5 Cn W W Q w I t- D ~ a 00 ri) T Ch r CO n O O Lyj O N Z O Z I (A O O C U U O a c Q Q Q Q E m z E -S -a N N O } U Q ¢ a 2 z w o O W ~ O Z CL O a O Z O - W W F= O ~ U- U U O N r-- O O Z H O U a N O lA N V O N 0 w w E rn rn rn rn rn rn o o W N ' cn < U o CL U ~ w O of < O w a Z m U U a w w O F- W O Q N rU:. N W N C7 (D ¢ W~ H~~ ' Q. C p J O O O O F U S w (n W 0 W W W O O jy F a Q d m U D ui O rn r v _ co 00 Z N O N a2 T N O C7 Cn W i°n C, C\j J ° a vwi z CC LL LU ' W O p` N O O O 7 w-j 00 (W w LL z (O (o of of (o m a U ¢ CC U O ...i Y W m J W LL 1 J U 0 m S O O2 LL m m 0 0 IL N M 7 ~O (O O I QI Q o ~ _0 cu f- ~ W a a ~ i 0 Cl) N v Q ' E CD m a O E U `m v O c 'v N U 3 O C J p ~ d N ° m E _ Q d c N L L N U U Q °N Z O O C C W J y CO (O O N N a a V -0 . p (O N W H Q W + + ° o o O F Z- a s ' N N U c 'O C N F- O O c c C: O LL U O O C O O W W co 0 U Z c O in in N W V °m (n Cn J > co W Q W ' i p 3 a CM Cl) N O N N N N N F- I~ Z p z APPENDIX C ' SUMMARY OF LABORATORY TEST RESULTS 1 1 JOB NAME: SAN DIEGUITO FINANCIAL CENTER JOB NO.: 062-25069 r SOIL CLASSIFICATION MAXIMUM OPTIMUM TYPE DENSITY MOISTURE ' (PCF) 1 Light brown fine silty SAND 125.0 10.0 2 Yellow fine silty SAND 119.1 8.7 3 Grayish clayey SAND 125.8 9.3 ' 4 Yellow sandy CLAY 116.0 12.3 5 Red brown silty clayey SAND 125.6 9.3 t 6 Grayish clayey SAND 124.8 10.5 NoText