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HomeMy WebLinkAboutCT 81-41; The Grove Apts Rec Area; Soils Report; 1981-07-23Woodward.Clyde Consultants SOIL AND GEOLOGIC INVESTIGATION THE GROVE APARTMENTS RECREATIONAL AREA CARLSBAD, CALIFORNIA for Hunt Enterprises 17411 Crenshaw Boulevard Torrance, California 90504 ,- , ,200 ELM AVENUE CARLSBAO. CALIFORNIA 92008 &itp iELEtkOi+E: jnij43B5821 : PUELXCNUI‘ICE(FPREPARATIcN cT.neETAKENuRcE: ,;,, Th? Pkamiq DqxmMmtoftkCityofCarlsbadintemIstopmparea CaxIit.icnalNegat.iveDeclaraticnfcu-tb following project: Pr0jectDeeaipticn:~mximately9,8H) abicyardsof fill which willcreatearK)'fillslopeadjacenttot~G~~~eApartments. This fillsitewillbeti-~~off-sitedispcsal for anotlx?rpmjectthatis presently -Fig-. Pk+ctaddresss/Location: WestofttiGmve Agwinmw off Hasp way. Anticipated significant impacts: Possible on-site and off-side fxasicm, hmmrertb a2Mktions ofqxoval shouldmitigate any ;: p.rcblern%. Weneed t.oknaJyourideas abaxttk effect this projectmighkhave cmthsenvirornnent andymr suggxstion% forwaystheproject couldbe revised to reduce or avoid any significant environmental d-e. Yau ideas will kelp us decide what issues to analyse in the envirm- rental reviewofthisproject. YouraxmentsoPtheenvir onmsntal inpact ofthepmpc5edprcjectmay k?esutmittgdin~tin3tothePlannirg Department, 1X0 Elm Avenue, Carlsb&, CA 92008, nc later BwEnt July 16, 1981 CASE NO: m-815 AppLICAt?l!: T. L. Sheldon Carp. F?UBLJSH !XCE: July 18, 1981 JA!.lESC.HAGANAN NLI3 5/81 ENGINEERING DEPT. LIBRARY City of Carlsbad 2075 Las Palmas Drive Cartsbad, CA 92009-4859 . ‘., . Iv. ~DBTERMINATION. (TO BE CW'LETED BY 'IDE PLANNING DI2?AJ7-IMBh~) On the basis of this initial'evaluation: I find the proposed project COULD h'OT have a signikrnt effect on the environment, and a NEGATIVE DECLARATIOirl w-ill be prepared. . I find that although the proposed project could have a si@ficant effect on the environment, there will not be a significant effect in this case because the mitigation measures described on an attached ~sheet have been added to the project. will be prepared. A conditional nqative declaration will -. . J find the proposed project Wy'have a significant effect on the environment, and an ENVIROtiIENTAL IMPACT RIZORT is required. . t . . i .* -x : - 1 &p&&y& $f&.i+i / I Sisature . 'V. MITIGATING'MBASJRES (I; APPLICABLE) *-.. . .I- ._ 1) Prior to issuance of a grading permit the existing~ illegal. fill placed over vegetation must be removed., . 2) .A perman&t.hesilting basin with a debris rack must be installed 10' - 15' south of the existing headwall to'. satisfaction of ~the City'Engineer.. . . the . . - . . . . , k_ . . . . . . .- . . .* . - . . . . MITIGiTING MEASWS [Continued) . ;. ‘. . . ‘.. ‘. . : . . . VI c-’ . c ‘. API’LIlX?l~ ~COXURREKE ‘li?TH MITIGATIXG IX&ES . I. : m. I .- ., . . : THIS IS TO CERTIFI THAT I I+lVE REVIEWED THE ABOVE KIT1 SURES ANTI COXCUR VITH ‘IHE ADDITION OF ‘IIIESE EfEfUJRES, . . :- . - . . . Application for Grading Permit PE NO. __ CITY OF CARLSBAD ENGINEERING DEPARTMENT 1200 Elm Avenue 438.5541 Building Permit Plan Check No. Validation by Finance Department 2320 Hasp Way Legal Description Map No. Portion of L&A, Parcel Map 1681 Subdivision Name THE GROVE APARTMENTS OWlW Phone T.L. Sheldon Corvoration 294-9490 Owner’s Address 2254 Moore St., Ste. 202, S.D., CA 92110 Plans by Civil Engineer R.C.E. Christensen & Assoc., Bill K. Bramble 8102 Address Phone 233 “A” St., Ste. 1200, S.D. 232-7891 Soil Engineer R.C.E. Phone Wccdward-Clyde 224-2911 Grading Contractor Fred Howe Phone 729-0808 Address 2271 Cameo Road, Carlsbad Party responsible for overall supervision Mr. Terry Sheldon Proposed use of grade site Passive recreation & landscaping Number of cubic yards FOR APPLICANT TO FILL IN I hereby acknowledge that I have read the application and state that the information I have provided is correct and agree to comply with all City ordinances and State laws and the provisions and conditions this application. Signature of Permittee Owner or authorized agent iNVlRONMENTAL CLEARANCE Date EIA Log No. BY Grading permit fee $ Plan check fee $ Permit Issued by Date Surety Company Bond No. , Copies: White-Office; Green-Building: Surety Address Date Filed Rec’d by Cash deposit Rec’d by Date filed 5 The following documents are required and shall become a part of the grading permit when they are approved. ~ Grading plans __ Specifications __ Soil report - Geologic Report __ Drainage structures __ Other ~ Compaction report SPECIAL CONDITIONS WHICH ARE MADE A PARTOF THIS PERMIT 1. Authorized hours of operation: 7~00 AM to Sunset, Monday Friday. 2. Haul routes are to be approved by City Engineer. 3. Adequate provisions shall be made for erosion and siltation control. 4. All slopes shall be planted per City Code. 5. All fills to be compacted to at least 90% of optimum densitv unless noted otherwise. Under City Code Sec. 11.06 170 this grading is: 0 REGULAR GRADING. City inspector will make inspections listed below. 0 CONTROLLED GRADING Private grading engineer shall observe work, coordinate tests, make reports. INSPECTION DATE 1 INSP. SIGNATURE litial -site prep. tough. prior to drains ‘inal -slopes planted - :ompaction reports rec’d. ‘rivate engr. cert. rec’d. -. - Permit Expiration Date Yellow-Inspector; Pink-Permittee; Goldenrod-Finance THIS FORM WHEN PROPERLY VALIDATED IS A PERMIT TO DO THE WORK DESCRIBED THIS PERMIT IS VALID FOR A SIX (6) MONTH PERIOD ; -~.--~. ,.., ~., ,L,.*_ .~. .~. .,M_l_~~‘~.: ,~” _.;, .;_. ,.~ ~“.r ,.,, T‘ ~u”-‘.~.~~‘p”I.c~ *,, R--t.~ i:.~r;- !)... ~_. .----- ,,<[., L;r t ,,~ 4 ~;.~j s.ii:i . . -_ 'EI~GXN'EEl?IKG DRL'ARTMEIU -1200 E1.m Avciw2 - . . . -- .a.* . . ~Carlshad, California 32008 - . . . .- . . TO: d.s$&a#. Li/l cf&e.mw~U~~ __- . Date 7-e?+f-’ . L?.e A it57mer sw7E /a42 'Via: DMesscrigcr - I . - Q%YCpt* &z-aw ) ~Blueprinter . . / -- ATTN : . - . . SUBJECT: . . . We are sending you H Herewith aseparate :.. :, UTentative Map q Street Plans Title 'S!leet :r Plans Storm Drain Prints Cover TranspE aOrigin; aCopies q Improvement'R3nd @Survey Plat GTopcgr"phic Nap ~Specifxatlons of Lrencies of 11s of of q Adjustment Plat Grant Deed. :ImprovemBnt Agreeir .mParce.l. Nap ient . . : . . . . . . These tire: As requested . . . . Make corrections as noted and your use. lease return signafurc recheck - . __ . - CHARLES W. CHRISTENSEN&ASSOCIATES CIVILENGINEERS SUITE 12W 23.3 ~A STREET SAN DIEGO. CALIFORNIA YZIOI %I-7891 TRANSMITTAL ADVICE TO: City of Carlsbad 1200 Elm Avenue Carlsbad, California 92008 ATTN: Mr. Richard Allen PROJECT: The Grove Apartments Northwesterly Fill Site Transmitted herewith are the following: DATE: July 23, 1981 VIA: Delivery JOB= A-6940 Originals Prints Description 1 Application for Grading Permit 1 Negative Declaration 2 Grading Plans sheets 1 & 2 2 Landscape & Irrigation Plans, sheets 1, 2 & 3 1 Soil Report Message: In accordance with your request, we have added a title sheet to the grading plan with the Soil Engineers' signatcres. We have also made the proposed work much heavier in order to distinguish between the proposed work and the existing work which is shown (faded out) to clarify the spatial relationship between the exist- ing and proposed work. From: _ /& d M Bill K. Bramble for CHARLES W. CHRISTENSEN & ASSOCIATES BKB/wPw Woodward-Clyde Consultants SOIL AND GEOLOGIC INVESTIGATION THE GROVE APARTMENTS RECREATIONAL AREA CARLSBAD, CALIFORNIA Hunt Enterprises 17411 Crenshaw Boulevard Torrance, California 90504 3467 Kurtz Street San Diego, Cal~lorn~a 92110 714-224~2911 Woodward=Clyde Consultants July 23, 1981 Project No. 51192U-AS01 Hunt Enterprises 17411 Crenshaw Boulevard Torrance, California 90504 Attention: Mr. Aubrey A. Buice SOIL AND GEOLOGIC INVESTIGATION THE GROVE APARTMENTS RECREATIONAL AREA CARLSBAD, CALIFORNIA Gentlemen: We are pleased to provide the accompanying report, which presents the results of our soil and geologic study for the subject recreational area. This study was prepared in accordance with our proposal dated June 1, 1981 and your authorisation of June 12, 1981. The report presents our conclusions and recommendations per- taining to the project, as well as the results of our field explorations and laboratory tests. If you have any questions, please give us a call. Very truly yours, WOODWARD-CLYDE CONSULTANTS Ernest R. Artim C.E.G. 1084 ERA/RPW/JB/eej Attachment Richard P. While R.E. 21992 (4) Hunt Enterprises (4) Charles W. Christensen &Associates (4) T. L. Sheldon Corporation Consulting Engineers. Gedoglsts and Envtronmenlal Scientists OffIces I” Other PrInCipai Cl&s Project No. 51192U-AS01 TABLE OF CONTENTS PURPOSE OF INVESTIGATION WoodwardGlyde Consultants BACKGROUND INFORMATION AND PROJECT DESCRIPTION FIELD AND LABORATORY INVESTIGATION SITE, SOIL AND GEOLOGIC CONDITIONS Geologic Setting Surface Conditions Subsurface Conditions Compacted Fill (Qcf) Surficial Soils (unmapped) Santiago Formation (Ts) Structure and Faulting Landslides Ground Water DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS Potential Geologic Hazards 6 Faulting and Ground Breakage 6 Liquefaction Potential 7 Landslides 7 Ground Water 7 Slope Stability 8 Grading 9 Foundations 10 Page 1 2 3 3 6 RISK ANTJ OTHER CONSIDERATIONS i 11 Project No. 51192U-AS01 Woodward-Clyde Consultants TABLE OF CONTENTS (cont'd) Page FIGURES 1 Site Plan and Geologic Map 2 Geologic Cross-Sections A-A' and B-B' 3 Geologic Cross-Sections C-C' APPENDIX A August 25, 1972 Report APPENDIX B March 1, 1973 Report APPENDIX C Field Investigation FIGURES C-l Key to Logs C-2 through C-4 Logs of Test Borings 1 and 2 APPENDIX D Laboratory Investigation APPENDIX E SLOPE STABILITY APPENDIX F GRADING SPECIFICATIONS A-l B-l C-l D-l E-l F-l ii Project No. 51192U-AS01 SOIL AND GEOLOGIC INVESTIGATION THE GROVE APARTMENTS RECREATION AREA CARLSBAD, CALIFORNIA This report presents the results of our soil and geo- logical investigation for the site of the proposed recreation area addition to The Grove Apartment complex. The site lies in the extreme northwest corner of the approximately lo-acre apartment complex located at the northwest intersection of Hosp Way and El Camino Real in the City of Carlsbad, California. PURPOSE OF INVESTIGATION The purpose of our investigation is to assist Hunt Enter- prises and their consultants in evaluating the soil conditions and in project design. Our report includes conclusions and recommendations regarding: 0 The geologic setting of the site 0 Potential geologic hazards 0 General subsurface soil conditions 0 General extent of existing fill soils 0 Conditions of areas to receive fill 0 Presence and effect of expansive soils 0 Depth to water (if within the depths of our sub- surface investigation) 0 Stability of proposed fill slopes 0 Grading and earthwork specifications Project No. 51192U-AS01 0 Types and depths of foundations 0 Allowable soil bearing pressures. BACKGROUND INFORMATION AND PROJECT DESCRIPTION For our study we have discussed the proposed project with Mr. Aubrey A. Buice of Hunt Enterprises, and Mr. Bill Bramble of Charles W. Christensen & Associates, and we have been provided with an undated "Grading Plan, Carlsbad Tract 79-27" (Sheet 24), prepared by Charles W. Christensen & Associates (Scale 1" = 20') showing the proposed grading. For our study, we have reviewed the following geotech- nical and geologic reports and maps: 0 "Soil and Geologic Investigation for the Proposed Hosp Grove Apartments, Carlsbad, California," pre- pared by Woodward-Gizienski 6 Associates, dated August 25, 1972 (Appendix A) 0 "Final Report of Engineering Observation and Compac- tion Testing, Grove Apartments, Carlsbad, Califor- nia," prepared by Woodward-Gizienski & Associates, dated March 1, 1973 (Appendix B) 0 "Update Soil and Geologic Investigation, Pueblo De1 Oro (Grove Apartments), Carlsbad, California," prepared by Woodward-Gizienski & Associates, revised October 20, 1980 0 "Faulting in the Oceanside, Carlsbad, and Vista Areas, Northern San Diego County, California," by Dennis Hannan, in Studies on the Geology z Camp Pendleton, and Western San Dzgoxunty, California, San Diego Association of Geologists (1975) 0 "Geologic Map of a Portion of the San Luis Rey Quadrangle, San Diego County, California," by Kenneth L. Wilson, MS thesis, University of Cali- fornia, Riverside (1972) 0 "Faults and Special Studies Zones - Quad 7, Ocean- side," by Mapping Section, San Diego County Department of Transportation (March 3, 1976) 2 Project No. 51192U-AS01 W00dward~Clyde Consultants We understand that the proposed project will entirely involve the placement of imported fill materials to construct a level pad for recreational uses. We further understand that the fill slopes will have maximum inclinations of 2 to 1 (horizontal to vertical) and a maximum height of approximately 45 feet. At the present time, the structures or facilities planned for the site have not been specified. FIELD AND LABORATORY INVESTIGATION Our field investigation was conducted on June 21 and 22, 1981 and included making a visual reconnaissance of the existing surface conditions, grading dozer access roads, the drilling and down-hole logging of two bucket auger borings, and obtaining representative soil samples. The borings were drilled to depths of approximately 35-l/2 feet and 45 feet at the approximate locations indicated on Fig. 1. A Key to Logs is presented in Appendix C as Fig. C-l. Simplified boring logs are presented on Figs. C-2 and C-3. The descriptions on the logs are based on sample inspection and laboratory test results. The field investigation and laboratory testing programs are discussed in Appendixes C and D. SITE, SOIL AND GEOLOGIC CONDITIONS Geologic Settinq The site is in an area characterised by the erosional remnants of northwesterly inclined Tertiary age sedimentary deposits, which form the rolling coastal foothills of the Carlsbad area. Surface Conditions The site of the proposed recreational area is located on a northwesterly sloping ravine located between existing cut 3 Project No. 51192U-AS01 and fill slopes of the subject and adjacent projects (Fig. 1). Present elevations range from a low of approximately 44 feet (MSL Datum) at the toe of a proposed fill slope to a high of approximately 115 feet at the southernmost proposed daylight line. As indicated on Fig. 1, a storm drain headwall is present in the ravine bottom at the northwest boundary, and an approximately 5-foot high retaining wall is present along the northern boundary. Vegetation in the area of proposed grading consists of grasses and iceplant on the lower slope, and dense shrubs and trees on the upper adjacent to apartment structures. No utilities are known to be in the area of proposed grading. A review of the Woodward-Gizienski report of March 1, 1973, indicates that a subdrain system was installed in the ravine during initial site grading; the approximate drain location is shown on Fig. 1. The subdrain discharges into the storm drain headwall at the northwest boundary. The drain was estimated to be flowing at a rate of less than 1 gallon per minute at the time of our field work. Household debris and trash are locally scattered on the proposed project area. Subsurface Conditions The area of proposed development is underlain by com- pacted fill soils, surficial soils, and the Eocene age Santiago Formation. These units are described below; their area1 extent, with the exception of the surficial soils are approximately shown on Fig. 1. The geologic map symbol for each unit is given after the formal name for the unit. Compacted Fill (Qcf). Compacted fill soils are present in the southeast portion of the recreational area; field density test results are found in Appendix B. A review of our files indicates that these soils were the result of the com- 4 Project No. 51192U-AS01 Woodwarddycie Consultants plete removal and recompaction of an ancient landslide on the west facing slope of the ravine. Surficial Soils (unmapped). Surficial topsoils and slopewash soils are present on the natural hillside. These soils are composed primarily of sandy clay, and were found to range from approximately 2 feet in thickness along the dozer access road to 8 feet in thickness in Boring 1. No topsoil was present in Boring 2 at the compacted fill/Santiago Forma- tion contact. Recent accumulations of silty sand are present in the drainage bottom near the headwall (loose soils on Fig. 1). These deposits appear to be from surface runoff and are esti- mated to be less than 5 feetin thickness. Santiago Formation (Ts). Well-indurated sandstones and interbedded sandy to clayey siltstone of the Santiago Forma- tion underlie the entire site. Structure and Faultinq Bedding within the Santiago Fomation was found to be generally massive, with some very poorly defined bedding. Our experience on the adjacent parcel and in the general area, however, indicates that the Santiago Formation in gross aspect is inclined approximately 10 degrees toward the northwest (see Figs. 2 and 3). A review of our files indicates that the former landslide mass failed on a northwesterly-dipping clay bed. During our field investigation, no faults or indications of faults were observed. Our literature search indicated that no faults have been mapped on the site. Landslides Our previous studies indicated the presence of both shallow and deep-seated landslides in the general project 5 Project No. 51192U-AS01 Woodward-Clyde Consultants area. As indicated previously, a landslide within the limits of the subject project was completely removed and recompacted during the 1972 grading. No other landslides are known to be present within the area of proposed development. An easterly dipping remolded clay seam was observed in Test Boring 2 at a depth of approximately 40 feet, which is approximately 20 feet below the ravine bottom. We interpret that this feature was formed during the regional tilting of the area towards the northwest and is not the result of ancient landsliding. Ground Water Ground-water seepage was observed in Borings 1 and 2 at elevations between 30 feet and 40 feet (MSL Datum). Water was observed flowing from the aforementioned subdrain system during our field investigation. In addition, an isolated zone of saturated surface soils was noted on the existing fill slope to the southwest (Fig. 1). DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS The discussions, conclusions, and recommendations pre- sented in this report are based on the results of our field and laboratory studies, analyses and professional judgment. Potential Geologic Hazards Faulting and Ground Breakage. Our reconnaissance, liter- ature review, and subsurface explorations did not reveal the presence of any faulting within the project area. The nearest known active fault along which earthquakes of magnitude 4 or greater have occurred is in the Elsinore Fault zone, mapped some 21 miles northeast of the site. 6 Project No. 51192U-AS01 Woodward-Ctyde Consultants The closest significant faulting is the northern exten- sion of the Rose Canyon Fault zone, which is mapped offshore approximately 9 miles southwest of the site. No magnitude 4 or larger earthquakes have been recorded on the Rose Canyon Fault zone. Liquefaction Potential The depth to the regional ground-water table on the site is estimated to be greater than 30 feet. In our opinion, this depth, together with the dense nature of the formational soil on the site, generally precludes the possibility of liquefac- tion. The loose surficial soils have a potential for lique- faction in a saturated state. In our opinion, this potential can be substantially reduced by over-excavation and recompac- tion as recommended under "Grading." Landslides No landslides were found to underlie the area of proposed grading. Ground Water Perched ground-water zones are present in the formational soils where permeable sand lenses are interbedded with less permeable sediments. It is our opinion, however, that this condition is controlled by the existing subdrain system. Special care will be required during grading not to damage the existing subdrain. We recommend that the zone of saturated soils on the existing fill slope be further evaluated during grading. The possible need of additional subdrains can be evaluated at that time. We recommend that positive measures be taken to properly finish grade the pad once improvements are in place so that 7 Project No. 51192U-AS01 WoodwardGyde Consuttants drainage waters are directed off the pad and away from possible foundations, floor slabs, and slope tops. Even with these provisions, experience has shown that a shallow ground- water or surface-water condition can and may develop in areas where no such ground-water condition existed prior to site development; this is particularly true in years of heavy rainfall, and in residential subdivisions where a substantial increase in surface water infiltration results from landscape irrigation. Slope Stability Slope stability analyses of the proposed fill area were performed by both computer methods, using the Morgenstern- Price wedge failure approach, and the Janbu method of analysis. The Morgenstern-Price method was performed to analyze the effect of placing the proposed fill on both existing fill and the surface of adversely oriented, northwest-dipping, strata that contain weak clay seams. The records of analyses are not included in this report, but are available for review if requested. The assumed "weak" clay seam shear strengths used in the analysis are based on our recent experience with land- slides and weak clay seams in similar materials and adjacent sites. In utilizing the Janbu method for the proposed fill slope we utilized parameters developed from the results of laboratory tests performed on representative samples from the adjacent parcel, which we understand is the borrow area under consideration, and professional judgment. The following are the shear strengths for the various materials: Location 1 (degl c' (psf) r (pcfk Santiago Formation claystone 25 300 125 Santiago Formation sandstone 400 125 Compacted fill 300 125 8 Project No. 51192U-AS01 Woodward4lyde Consultants The results of both analyses indicate that the proposed slopes have calculated factors of safety for deep-seated failure in excess of 1.5 for stable conditions to the heights proposed. The results of the Janbu method are presented in Appendix D. Stability analyses require using parameters selected from a range of possible values; thus, there is a finite possibil- ity that slopes having calculated factors of safety as indicated above could become unstable. In our opinion, the probability of the slopes becoming unstable is low, and it is our professional judgment that the slopes can be constructed as indicated above. Fill slopes, particularly those steeper than 2 to 1, are susceptible to shallow slope sloughing in periods of rainfall, heavy irrigation, and/or upslope surface runoff. Periodic slope maintenance may be required, including rebuilding the outer 18 to 36 inches of the slope. Sloughing of fill slopes can be reduced by over-building at least 3 feet and cutting back to the desired slope. To a lesser extent, sloughing can be reduced by backrolling slopes at frequent intervals. As a minimum, we recommend that fill slopes be backrolled at maxi- mum 4-foot fill height intervals. Additionally, we recommend that all fill slopes be trackwalked so that a dozer track covers all surfaces at least twice. We recommend that all slopes be properly landscaped drained, and maintained to help control erosion. Gradinq We recommend that all earthwork be done in accordance with the attached Specifications for Controlled Fill (Appen- dix E). Woodward-Clyde Consultants should observe the grading and test compacted fills. 9 Project No. 51192U-AS01 We recommend that a pre-construction conference be held at the site with the developer, civil engineer, contractor, and geotechnical engineer in attendance. Special soil handling and the grading plans can be discussed at that time. We recommend that all imported fill soils be approved by this firm at the borrow site. We recommend that all trash, debris, and waste materials be removed from the site before grading. We recommend that all porous topsoils, slopewash and other loose soils be excavated or scarified as required, watered, and then recompacted prior to placing any additional fill. We recommend that the soil engineer evaluate the actual depth and extent of excavation and compaction in the field at the time of grading. We recommend that the upper 2 feet of materials in the pad area be composed of finish grade, granular soils. Finish grade soils are defined as granular soils that have a poten- tial swell of less than 6 percent when recompacted to 90 percent of maximum laboratory density at optimum moisture content, placed under an axial load of 160 psf, and soaked in water. We recommend slightly to moderately expansive soils, that is, soils swelling between 3 and 6 percent, be compacted at moisture contents of 3 to 5 percent over optimum water content when they are used within 2 feet of finish grade. Foundations Foundations founded at minimum depths of 12 inches in properly compacted finish grade soils be designed for an allowable soil-bearing pressure of 2,000 psf total dead-plus- live load. This pressure may be increased by one-third for loads that include wind or seismic forces. We recommend that foundations founded in slightly expan- sive material (3 to 6 percent swell) be reinforced top and 10 Project No. 51192U-AS01 bottom with a least one No. 4 steel bar, and that the concrete slabs-on-grade be a minimum 4 inches (as opposed to nominal) thick and be underlain by 4 inches of coarse, clean sand and reinforced by 6 x 6, lO/lO welded wire mesh. A plastic mem- brane should also be provided under slabs. We recommend that structures not able to tolerate differ- ential settlements (such as foundations, concrete decks, walls, etc.) not be located within 8 feet of a slope top. We recommend that footings located within 8 feet from a slope top be extended in depth until the outer bottom edge of the footing is at least 8 feet horizontally from the outside slope face. RISK AND OTHER CONSIDERATIONS ~ We have observed only a small portion of the pertinent soil and ground-water conditions. The recommendations made herein are based on the assumption that these conditions do not deviate appreciably from those found during our field investigation. If the plans for site development are changed, or if variations or undesirable geotechnical conditions are encountered during construction, the geotechnical consultant should be consulted for further recommendations. We recommend that the geotechnical consultant review the foundation and grading plans to verify that the intent of the recommendations presented herein has been properly interpreted and incorporated into the contract documents. We further recommend that the geotechnical consultant observe the site grading, subgrade preparation nder 1 concrete slabs and paved areas, and foundation excavatio s. It should also be underst od that California, including San Diego County, is an area of high seismic risk. It is generally considered economically unfeasible to build totally 11 Project No. 51192U-AS01 WoodwardGlyde Consultants earthquake-resistant structures; therefore, it is possible that a large or nearby earthquake could cause damage at the site. Professional judgments presented herein are based partly on our evaluations of the technical information gathered, partly on our understanding of the proposed construction, and partly on our general experience in the geotechnical field. Our engineering work and judgments rendered meet current professional standards. We do not guarantee the performance of the project in any respect. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's opera- tions, and we cannot be responsible for the safety of other than our own personnel on the site; therefore, the safety of others is the responsibility of the contractor. The contrac- tor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. 12 APPENDIX A AUGUST 25, 1972 REPORT SOIL AND GEOLOGICAL INVESTIGATIOiJ FOR THE PROPOSED HOSP GROVE APARTMENTS CARLSBAD, CALIFORb:IA for Grove Apartrrents Post Office Box 1155 Carlsbad, California WOODb!ARD-GIZIEkiSKI & ASSOCIATES Consulting Soil and Foundation Engineers and Geologists (An Affiliate of Woodward-Clyde Consultants) TABLE OF CONTENTS Page LETTER OF TRANSFIITTAL SCOPE FIELD INVESTIGATION LABORATORY TESTS SITE AND SOIL CONDITIONS GEOLOGICAL STRUCTURE GROUND HATER COiICLUSIOEIS RECOfM:ENDATIONS - EAETHIIORK RECOE!MEIIDA,TIONS - FOUb!DATIOt!S LIIXTATIOIiS FIGURE 1 - SITE PLAN FIGURES 2 THROUGH 25 - LOGS OF TEST BORINGS FIGURE 26 - HYDROMETER ANALYSIS FIGURE 27 - TYPICAL SECTIONS 1 2 2 3 5 6 7 8 11 12 August 25, 1972 Project No. 72-105-20 Grove Apartments ?ost Office Box 1155 Carlsbad, California 92009 Attention: Mr. J. Rombotis In accordance with your request and our authorizated proposal dated July 19, 1972, we have made an investigation of the underlying geologic and soil con- ditions at the site of the proposed condominium development to be kno!rn as Eosp grove Apartments in Carlsbad, California. Our subsurface investigation revealed that weak clay seams are present within the formational soils at the site and that there is evidence of recent sliding Subsequent analysis, however, has shown that the proposed cut and fill slopes !/ill generally have adequate factors of safety against deep-seated failure exce[jt in the area of an existing slide where special treatment will be :-equl red. The accompanying report presents the results that the subsurface exploration and the laboratory tests as well as the conclusions and recommendations per- taining to this site. The engineer and project geologis t assigned to this project was Richard P. Xhile and Ernie Artim of our firm. (4) 3rove Apartments Project No. 72-105-20 SCOPE This report describes an investigation of the underlying geo- logical and soil conditions at the site of a proposed subdivision to be known as Hosp Grove Apartments which will be located south of proposed Marron Road and the May Company Shopping Center adjacent to and west of El Camino Real along the north limits of Carlsbad, California. The purpose of this investigation is to determine the underlying soil and geological conditions including the presence, depth and extent of existing landslides and weak soil layers; to study the effect of these conditions on the stability of proposed cut and fill slopes; and to present recommendations regarding grading, including the construction of proposed cut and fill slopes, and special treatment of potentially unstable areas. Recommendations regarding the treatment of potentially expansive soils; the most suitable type and depth of foundation and allowable soil bearing pressures for use in design; and any construction problems that can be anticipated, are also presented. It is our understanding that the proposed construction will be limited to relatively light to moderate weight one and two-story, wood- frame and stucco structures with either raised, wooden floors or slab-on- grade floors. The available grading plan indicates that grading will essentially consist of reducing the site into a series of cut and fill pads stepping down east and north from the highest elevation and will include the filling of several canyons. Cut and fill slopes having maxi- mum heights of 57 and 75 feet, respectively, and maximum slope inclinations of l-1/2 to 1 for cut slopes and 2 to 1 for fill slopes, are proposed. A previous geological investigation has been made of the site by F. Beach Leighton, Geologist. This report is dated December 11, 1967, and is entitled "Geologic Report for Hosp Grove Planning Study, Phase 11. Project No. 72-105-20 Page 2 A preliminary soil investigation of the entire Hosp Grove development was prepared by Woodward-Clyde & Associates and is entitled, "Soil Investigation for the Proposed Hosp Grove Development, Carlsbad, California," dated April 13, 1968. FIELD INVESTIGATION A geological reconnaissance of the site was made by the project engineering geologist of our firm on May 22, 1972. Subsequent to this 17 test borings were made with a large diameter (30 in.) bucket auger drill rig at the approximate locations shown on the Site Plan, Fig. 1. The drilling was done during the period of May 30, 1972 to June 22, 1972, under the supervision of the project engineering geologist. Natural stream cut exposures and man-made cut banks were also examined during this period. Field logs of the borings were prepared by the geologist on the basis of a visual inspection of the borings, the samples secured, and of the exca- vated material. The Logs of Test Borings shown on Figs. 2 through 25 are based on an inspection of the samples and on the field logs. The test borings were located in the field with the aid of an undated plan entitled "Grading Plan - Hosp Grove Apartments" prepared by Roy L. Klema Engineers, Inc. LABORATORY TESTS The soils encountered in the test borings were visually classi- fied and evaluated with respect to strength, swelling and compressibility characteristics, dry density and moisture content. Since grading of the site is underway, reference is also made to fill suitability tests per- formed on the fill materials including laboratory compaction tests, grain size analyses, plasticity characteristics, direct shear tests and swell tests. The strength and compressibility of the undisturbed soils, exclu- WOOOWARO.GlZiENSKl & ASSOCIATES cD)I*tnII*o SW, I"D IOYIDA,,ml r*m*rnr A"D OEOLOCQTI Project No. 72-105-20 Page 3 sive of the clay seams, was evaluated by previous tests and by geologic characteristics. Specific laboratory tests were performed for this investigation on remolded clay seams encountered in the borings. These tests included complete hydrometer analysis (grain size distribution on the minus #200 sieve material) on representative samples and a slow repeated direct shear test. The purpose of these latter tests was to better evaluate the long term strength of the clay seams. The slow direct shear test is still in progress and the results will be issued in an addendum report. The results of the hydrometer tests are presented on Fig. 26. SITE AND SOIL CONDITIONS The site is located in the western half of Section 32, Township 11 South, Range 4 West, San Bernardino Base Meridian on the lower and middle north facing slopes of Buena Vista Creek Valley where it enters Buena Vista Lagoon. In gross aspect the topography is typified by northerly striking ridges and valleys sloping to the lagoon in a north-northwest direction. The bottom of the valleys have been severly eroded into vertical sided gulleys, some as much as 15 feet deep, and piping in some areas has created small caverns and holes. The ground surface elevations within the site range from a low of approximately 40 ft in the northwest portion to a high of approximately 255 ft in the southeastern portion (USGS Datum). The area studied was being graded at the time of our inspection and cuts and fills in the order of 10 and 20 ft had been placed. Originally the native vegetation consisted of short grass and weeds with a scattering of small trees and brush in the natural drainage channels. In the eastern most canyon along the north slope water loving plants were apparent and wet areas WOODWARD- GIZIENSKI A ASSOCIATES coM"LIIIIO so,!. A"D FDY"D1TIo* t*Ol"~c"* ALO cEoLows~* Project No. 72-105-20 ' Page 4 were noted in the west facing side slope. This evidence and the presence of scarps and hummocky topography suggests a recent existing landslide on this slope. Previous investigators have also recognized this landslide. Some miscellaneous rusted farm equipment and other at the southeast corner of the site. vehicles were present Near Surface Soil Conditions The valley side slopes at the subject site are covered by a surface soil mantle composed of materials which are nonformational in character, consisting of (1) residual soil (topsoil and clay); and (2) alluvium in the bottoms of the canyons. The portion of the soil mantle, which has formed in place and generally has not been transported, is considered residual in nature. These materials at the subject site consist essentially of topsoil and underlying clay collectively varying in thickness from 1 to perhaps 10 ft. On the middle and upper slopes this residual mantle is generally 2 ft to 10 ft in thickness and is composed primarily of clayey to silty sands with scattered gravels. On the glower slopes and on protected slopes the soil profile consists generally of 1 to 3 ft of sandy silt topsoil under- lain by 0 to 10 ft of potentially expansive silty and sandy clay. In some places deep erosion has stripped these materials and the underlying formational soils are exposed. The alluvial soils consist primarily of loose to medium dense silty sands with some clayey sand interbeds. These soils are usually porous to depths of at least 7 to 10 ft and are located in the bottoms of the subcanyons and low drainage areas. Quaternary Terrace (Qt) Quaternary terrace soils exist at variable levels on the site. Above an east to west sloping terrace surface at elevation 220 to 180 ft, WOODWARD .CIZIENSKI 6 ASSOCIATES MsYLII*~ sot, AtID ,oY*m~Im r*aI*rrN A*0 c‘mocllm Project No. 72-105-20 Page 5 these materials consist of relatively horizontally bedded, dense, gravelly silty sand. The so-called "draping" terraces which occur below the sloping elevation of 220 to 180 ft consist of moderately to poorly consolidated gravelly silty to clayey sands and exist at various unrelated elevations. These latter terraces are highly irregular in occurrence and were not mapped in detail. Eocene Sediments (La Jolla Group) (Et) An undifferentiated member of the La Jolla Group of Eocene Age underlies the entire site to significant depths. This member consists primarily of dense medium to coarse poorly indurated uncemented sandstone with interbedded siltstones and claystones occuring in irregular layers and lenses. Some of the claystones have been remolded into firm to stiff clay seams. GEOLOGICAL STRUCTURE In general, the Eocene sediments are the only materials on site, which exhibit geological features, such as bedding, joints and fractures, faults, and shear zones. Our studies on the site and surrounding areas, reveal bedding attitudes of the sandstones and claystones within the Eocene unit, ranging from a strike and dip of north 60" east and 4" to the north to approximately north 5" east and 20" to the west. In over all aspect the predominately regional structural attitude would be approximately north 30" east with a 10' dip to the northwest. Due to the relatively poor induration of the unit, joints and fractures are relatively few and spaced far apart and where observed did not appear to be generally adverse to the overall stability of slopes. Our investigation revealed the existence of weak clay seams or layers within the Eocene sediments. Our studies of the clay seams appear WOODWARD. GIZIENSKI 6 ASSOCIATES SMMIINa w L”D mu”DL,W 1”0,“111, A”0 S~OL=JCI.TI Project No. 72-105-20 . Page 6 to indicate that in some cases the seams constitute bedding plane faults or shear zones, while in other cases they may constitute the base of relatively large ancient landslides. (The bedding plane faults are not faults in the classic sense in that movement occurs parallel to the bedding rather than across the bedding and no wide gouge zones in most cases are present. None of these latter faults were encountered nor are they suspected to exist across the site.) The clay seams range from a few inches to as much as 18 inches in thickness and occurred at all levels within the borings. The consistency of the clay ranged from firm to very stiff and slickensided surfaces were found in all the clay seams. A study of the clay seam material, the attitude of the seams and the location of the seams in cross section, indicates a degree of continuity from boring to boring of some of the seams and although classic topographic evidence is not generally present, it is our opinion that some of the seams form the base of large ancient landslides. In general the movement along the bedding plane faults is due to tectonic forces, while the movement in land- slides is due to gravity forces. As suspected at the subject site, land- slides very often occur along the weakened zones constituting bedding plane faults. GROUND WATER Ground water was encountered in Test Borings 7 through 11, 13, 14, 16 and 17 at depths ranging from 21 to 46 ft. The ground water surface appears to slope towards the northwest being modified by the clay seams. No ground water was encountered in the borings made in the extreme southern and western parts of the site. The previous test boring in the area of Boring 11, indicated a water table at a depth of 64 ft. The water level in several of the borings was allowed to stand during an overnight period and WOODWARD.GlZiENSKl 6 ASSOCIATES cwl*YLII*O 101, UD ,D""D*TIO" mcI*Im, A"0 DrOLoal*,* Project No. 72-105-20 Page 7 then measured again, as is indicated on the particular Logs of Test Borings. CONCLUSIONS 1) The results of our investigation revealed the presence of rela- tively soft clay seams at depths within the formational soils. It is our opinion that these seams represent both bedding plane faults and adjacent landslide surfaces. Analyses, however, indicates that the stability of proposed cut and fill slopes is not greatly adversely affected by the pre- sence of those seams, except in the eastern most canyon along the north slope where an existing relatively recent slide is present. Special prepar- ation of key areas and installation of drains will be required prior to placing fill in this canyon. No other major adverse soil or geological con- ditions are indicated on the site that would preclude further development of plans for the subdivision. Current grading operations on the site indi- cate that low to moderately expansive soils may result at finished grade in fill areas and nominal special foundations may be required. Recomnendations for the special treatment in the canyon fill area and for the foundations are presented in the paragraphs under earthwork. 2) The subsurface soils and formations on the site can be grouped into the following units: a. Minor amounts of existing uncompacted fill, trash and rubble. b. Overburden soils composed of residual sandy clay soil mantle and clay and gravel alluvial soils containing some sandy zones. c. Terrace deposits composed of reddish brown silty sand with some gravel and thin clay lenses. d. Eocene sediments constitute the predominate soil on the site and are composed of silty to clayey sandstones, poorly indurated in nature containing layers of silty clay some of which have been remolded due to bedding plane faulting and possible landsliding. WOODWARD. CIZIENSKI 6 ASSOCIATES UHltYL.I*C ML UD ,oY*D.IIDI( m51*m1* mm ccoLo~IsT* Project No. 72-105-20 Page 8 3) In general the soils to be used in fills range from nonex- pansive to low to moderately expansive in nature with the exception of the overburdened clays and silty clay lenses within the Eocene sediments which are considered highly expansive in nature. 4) The proposed fill slopes having maximum slope inclinations between benches of 2 to 1 and maximum overall heights in the order of 75 ft will, in our opinion, have adequate factors of safety against deep-seated failure, if constructed in accordance with specifications and the recommen- dations contained herein. Special preparation will be required for the fill placed in the eastern most canyon area along the north slope. Detailed analyses were made of both fill and cut slopes. The analyses included the use of a computer program on file which enables the analysis of many slide wedges with different soil parameters and ground water conditions. Our cal- culations are not attached but are available for review at our office upon request. 5) The proposed cut slopes having maximum heights in the order of 60 ft and inclinations between benches in the order of l-1/2 to 1 will also have adequate factors of safety against deep-seated failure, if con- structed in accordance with plans and specifications. It should be anti- cipated, however, that water seeps may be encountered at the toe of the deeper cut slopes; recommendations for handling this situation and other water seeps which may occur in the deeper cut areas are presented in the following paragraphs. RECOMMENDATIONS - EARTHWORK 1) Highly expansive clay soils may be encountered in areas of shallow cut or where clay seams are encountered at depths within the deeper cut areas. With slab-on-grade construction it is recommended that the WOODWARD-GIZIENSKI 6 ASSOCIATES cow",,I*c so,, AND ,mJwDA,,o* E*tl*EEIs A"0 cmLcas= Project No. 72-105-20 Page 9 clays be removed to a minimum depth of 2 ft below all level graded pad areas and disposed of in deeper fills. The clay should be replaced with nonexpansive or low to moderately expansive soil available at the site. It is recommended that this type of treatment be extended to proposed roads and other traffic areas. In this case the depth of removal and replacement should be 12 inches. If raised floor construction is used and the clay is not removed in the building areas, it is recommended that the footings extend through the clay or to maximum depth of 2 ft. In this case, the footings should be reinforced top and bottom with No. 4 reinforcing bars. 2) It is recommended that all existing fills, loose dry or porous alluvial soils, and desiccated residual clay soils be excavated, or benched into, as required, and recompacted before new fill is placed or buildings constructed. The maximum depth of these soils is anticipated to be in the order of 5 ft, however, the actual depth of removal should be determined in the field by Woodward-Gizienski 6 Associates upon visual examination of the exposed soils. Special keys perhaps to depths of 10 ft or more will be required in the eastern canyon areas. All trash dumps, rubble and car bodies, etc. should be removed from the site. 3) It is recommended that the upper 2 ft of fill in the building areas be composed of nonexpansive or low to moderately expansive soils avail- able at the site. The highly expansive clay materials may be placed in the deeper fill areas. 4a) It is recommended that special key preparations be employed prior to placing fill in the eastern canyon area along the north slope. This area encompasses a "V" shaped fill within the confines of the canyon and is indicated on the site plan and geological map Fig. 1. It is recom- mended that the toe of the deepest part of the fill extend a minimum depth WOODWARD.GlZlENSKl 6 ASSOCIATES coM*"LrINc ID,l A"0 rn"WDl,,OW mcI*ErRs ANO ~~OLOC~~~~ Project No. 72-105-20 Page 10 of 5 ft into formational soils and be a minimum width of 20 ft. All fill placed from the toe up the'sides should be benched a minimum depth of 2 ft into formational soils. In addition to the special key all surface residual soils and the existing slide at the east side of the canyon should be removed within the confines of the fill to natural undisturbed formational soils and a proper drain placed prior to constructing the fill. The actual depth and width of the special key and stripping should be determined in the field by Woodward-Gizienski & Associates at the time of grading. 4b) The drain to be placed below the fill should consist of a filter blanket with perforated collected pipe which will outlet at the toe of the fill in the natural drainage. The blanket should cover all areas of seepage plus a minimum distance of 5 ft beyond seepage areas. A minimum 6-in. diameter perforated steel collected pipe (A&HO M 218-207 ASTM A 444- 446-m) should be properli bedded in the fill area and placed along the lowest portion of the drainage. A typical sketch illustrating these recom- mendations is shown on Fig. 27. 5) Drains should be placed at the toe of cut slopes, wherever seepage is evident. The sketch below illustrates the recommended procedures for placing drains in this case: \ TYPICAL SECTION i 1 12 in. min 'j ',: “b :.i I :; \ I ,.i. Class II L--~ . Class II Permeable state , State of Californi Specif Specifications or Er..: ..*' Equivalent NO Scale Excavate and rebuild as indicated Compacted Native lmpmeable Cover (clayey sand or lean sandy clay Y in, Perforated Transit Pipe Slope to drein outlet at Curb or into storm drain WOODWARD .GIZIENSKI A ASSOCIATE . . __. .I^ ..^,^.-,: Project NO. 72-105-20 Page 11 6) It is recommended that all cut slopes be inspected during grading by Woodward-Gizienski & Associates. Additional recommendations for unusual or unanticipated geological conditions can be presented in the interim report, if this should be required. RECOMMENDATIONS - FOUNDATIONS 1) It is our opinion that conventional spread or continuous footings founded in properly noncompacted nonexpansive or low to moderately expansive soil should provide a suitable foundation for the proposed struc- tures. 2) It is recommended that an allowable soil bearing pressure of 2,000 pounds per square foot (total load) be used in the design of footings founded a minimum depth of 12 in. in properly compacted nonexpansive or low to moderately expansive fill or nonexpansive or low to moderately expan- sive undisturbed natural ground. Footings should have a minimum width of 12 in. It is recommended that footings be reinforced top and bottom with No. 4 reinforcing bars, and that the concrete slabs-on-grade be reinforced with 6x6 lO/lO wire mesh and underlain by a minimum of 4 in. of sand, crushed rock or gravel. 3) It is recommended that all building foundations be kept a minimum distance of 5 ft back from the top of a slope. 4) For retaining walls not restrained from movement at the top and having a level backfill surface, it is recommended that they be designed for equivalent fluid weight of 35 pounds per cubic foot. In the case of sloping backfill it is recommended that the equivalent fluid pres- sure for l-1/2 to 1 and 2 to 1 slopes be increased to 60 pounds per cubic foot and 45 pounds per cubic foot respectively. In the case of basement type retaining walls, it is recommended that a uniform pressure of hundred “,l-lnn,,,“nn n, VIC I .-..a-.---- Project No. 72-105-20 Page 12 pounds per foot be added to the equivalent fluid weight. LIMITATIONS The conclusions and recommendations made in this report are based on the assumption that the soil and geological conditions do not deviate appreciably from those disclosed by the test borings. If vari- ations are encountered during construction, we should be notified so that we may make supplemental recommendations, if this should be required. Evaluation and utilization of soil materials and rock formations for support of structures includes investigation of the subsurface conditions, analysis, formulation of recommendations, and inspection during grading. The soil investigation is not completed until the soil engineer has been able to examine the soil and rock in excavations or cut slopes so that he can make the necessary modifications, if needed. We emphasize the importance of the soil engineer continuing his services through the inspection of grading, including construction of fills, and foundation excavations. WOOOWARO .GIZIENSKI K ASSOCIATES co*s"LTINc so11 AND ,o"*o.T,oN e4DINEL"I 1ND cIoLocIsTs ..~~ . . .._.. .. . ..“. ;; i.. Graphic sc*,e in w3t SITE PLA” WOSP WWE - - - ..-.--. t - 3 am ID2 0 m UD 600 wmd,m G,Z,ENSK, & IISSOCI~ITES ‘o*wu,*c so,, , I , I , / Boring 5 3 Hard, dry, dark gray sandy clay (al) &mYJs) Hard, damp, light gray sandy clay (CH) ard, dmp, brow silty clay (CL-CH) EOWllC sediments For Legend, see Fig. 6 LOG OF TEST BORING 5 HOSP GROVE WOODWARD - GIZIENSKI 6 ASSOCIATES CONSULTING SOIL AtlO FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA DR. BY: OS I APPKDX. SCALE: 1" = 5' I PROJ. ~0:72405~20 CK'D BY: f.%Jl DATE: ?/l0/?2 IFWNO: 7 C IC I5 20 25 30 311 40 I- ,_ I_ 2 Clay Seam N70E 15Nw For Legend, see Fig. 6 Boring I Mediun dense, damp, gray silty sand (EN) Porous --..-_ _---- _____ Dense, damp, light reddish-brow clayey sand (SC) t TerWZ? Deposit Dense, damp, reddish brwh silty sand (94) Very stiff, wet, light gray silty clay r----i ----- -__ mist, light gray sandy clay moist, gray s&y clay (CL) EOCfZW Sediments LOG OF TEST BORING I HOSP GROVE WOODWARD - GIZIENSKI 6 ASSOCIATES CONSULTING SOIL All0 FOUNDATIC4l ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFIXNIA ,OR. BY: Gs 1 APPROX. SCALE: 1' = 5' 1 PROJ. NO: 72-'os2( CK'D BY: @! 1 DATE: 7/18/72 -~hOURE NO: '2 Boring 2 Dense, mist, reddish brm clayey sand (SC) I---- -_-_ Tl?rWX Deposit 0, 5 Y % IO Y I z " s 15 -0 z & 3 0 5 20 5 0 2 40 115 50 f ! 1 Clay Seam ~ %,": Clay Seam N70E Cla:bn!eam Clay Seam For Legend see Fig. 6 Dmse, moist, light gray clayey silty sand (SCS.4) --..-_-_ Very stiff, soist, light gray silty clay (CH) (disturbed) Hard, wet, light gray silty clay (CH) I EOWM Sediments Very dense, denp, light gray silty sand (SP-SW) with thin clay stringers I > i Hard, wet, dark gray silty clay (CH) Very dense, moist, light gray clayey sand (SC) 1 I LOG OF TEST BORING 2 HOSP GROVE WJOCMARD - GIZIENSKI h ASSOCIATES _ . ..- __.~ -. CONSULTING SOIL MD FOIJNDATIDK ENGINEERS MD BEOLIJGISTS SAN DIEM, CALIFORNIA DR. By: GS 1 APPROX. SCALE: 1" = 5' I pROJ. NO: 72-105: CK'D GY:~ I DATE: 7ilG/72 IFI@&& 3 0 5 IO 25 30 45 50 Clay Seam Clay Seam For Legend, see Fig. 6 Poring 3 kdium dense, dry, light gray silty sand (34) Porous kwe, n~ist, reddish brorkl clayey iand (SC) gravel from 13 to 16 feet T Terrace Deposit ----_ lard, moist, light gray silty clay IN - - _ _ _. _ _ _ _ _ i EOCeW Sediments I’““““:“‘““““” CONSULTING SOIL MD FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA DR. BY: &s I APPROX. SCALE: 1" = 5' I PROJ. ND:72-10~20 CK'D BY: Rcll/l DATE: 7/18/72 I- NO: 9 ( I IC I! 2c 30 35 40 For Legend, see Fig. 6 Boring U Hard, dry, dark gray sandy clay (CH) Porous - - - . _ - - - - - - - - _ _ _ _ I Hard, dmp, light gray sandy clay (CH) Very dense, mist, light gray-brown sandy clay to clayey sand (CL-SC) i Very dense, damp, light gray clayey sand (SC) Very dense, mist, light gray-brow silty sand (S&t-SP) with thin clay stringers Very dense, mist, light gray silty sand(%) 1 -- ---- Continued on next page EOC&V4 Sediments LOG CF TEST BORING I+ HOSP GROVE I WOODWARD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATIW EffilNEERS AND GEOLOGISTS SAN DIEGO, CALIFMINIA DR. BY: GS I APPROX. SCALE: I” = c,? I PROJ. NO: 72-IO&2Q 40 45 50 55 70 Boring 4, Continued ---------~ Eocene Sediments LEGEND: (34) = Group classification symbol in accordance with the Unified Soil Classification System. $= Water Level at time of drilling. Water Level as noted at bottom of log. LOG OF TEST BORING 4, CONTINUED HOSP GROVE WOODWARD - GIZIEMKI & ASSOCIATES CONSULTING SOIL AN0 FOUNOATIOK ENGINEERS AND GEOLOGISTS SAJI DIEGO, CALIFORWIA IO 15 20 2! 3( 3! 5a For Legend, see Fig. 6 LCG OF TEST BORING 6 Boring 6 Medium dense, danp, gray silty sand (94) Porous -_--_ Dense, danp, reddish brown silty to I---- __-__ clayey sand (SC) Terr&X Deposits J ___---_ _--_ _ _____ Dense, daxp, light gray silty sand (,S$tth dark gray silty clay (CH) 1 EOCeW Sediments Very dense, danp, dark gray marse silty sand (SP-SW) Very dense, danp, light gray silty sand (34) Very dense, danp, coarse brow silty sand (34SP) cross-bedded HOSP GROVE WOODWARD - GIZIENSKI 6 ASSOCIATES COWSULTIWG SOIL MD FWWDATION ENGINEERS AND GEOLOGISTS k- SAN DIEGD. CALIFWI(IA I .-- _... --..- -- 8~ 0 5 35 4r 45 50 Boring 7 ~~----;~~~~---- E0Wle Sediments Hard, mist, brow silty clay (CH) mist, light gray silty T *I4 hours after drilling For Legend, see Fig. 6 HOSP GROVE LOG OF TEST BORING 7 WOODWARD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATIOW ENGINEERS AND GEOLOGISTS SAN DIE@% CALIFWWIA ,OR. BY: GS 1 APPROX. SCALE: I" = 5' 1 ~RDJ. ND: 72-lob-20 CK'D BY:,!!?@1 DATE: 7/19/72 I FIWRE wn: 9 Boring 6 0 5 IO 15 20 25 Clay Seam NZCVI 23HE For Legend, see Fig. 6 ;;a;,dv, grey, sandy clay (CH) - ----_ __- _______ kme, danp, reddish brow clayey jand (SC) T Terrace Deposits ----- .----- --_ ‘cry dense, mist, 1 ight gray silty and (91) I EOWIW Sediments ard. mist, brown siltv clav IMI ‘cry dense, mist, 1 ight gray silty ,aid (34) ----___----___ Continued on next page HOSP GROVE LOG OF TEST BORING 3 WOODWARD - GIZIENSKI b ASSOCIATES CONSULTING SOIL AND FOUNDATICNI ENGINEERS AND GEOLOGISTS SAN DIEM. CALIFORNIA Boring 8, Continuej --e-e--____ me as Before Eocene IHard, dmp, brown silty clay (CH) Sediments Very dense, mist, light gray silty Hard, mist, brow silty clay (G-I) i '~: Very dense, moist, light gray silty 1;:; sand (34) i:,, ;:,~I- Water Seep - - For Legend, see Fig. 6 LOG OF TEST BORING 8, CONTINUED HOSP GROVE WOODWARD - GIZIENSKI 6 ASSOCIATES CONSULTING SOIL AJIO FWNDATIW ENGINEERS AND GEOLOGISTS SAN DIEG3, CALIFORNIA DR. BY: 0s I APPROX. SCALE: I" = 5' I p~0.l. No: 72-105-72 CK'D BY: k%h! DATE: 7119172 1 FI&RE ~0. I I Boring 9 O- 5- z 2! IO- I E 2 s I!% 7 s &I 3 0 z ZO- 2 E 25- 30- 35- Clay Seam N7DW WE Clay Seam N7W IQNE For Legend, see Fig. 6 ense, damp, reddish brow clayey ilty sand (X-94) 7-- TerrFXe Deposit ____-. ery dense, moist, light gray silty and (91) I , EOCEW Sediment srd, danp, brown silty clay (CH) Water Seep Very dense, saturated, I ~ght gray iPiity sand lsM' ,c---__----__ '16 hwrs after drilling LOG OF TEST BORING 9 HOSP GROVE WOODWARD - GIZIENSKI & ASSOCIATES C~NSIJLTINS SOIL AND FOUNDATION ENS~NEERS AND BEDLM;ISTS SAN DIEGD, CALIFWNIA DR. BY: Bs 1 APPROX. SCALE: I" = 5' 1 Pff0.l. NO:72-105-20 35 - 40 - 115 _ 50 - Boring 9. Continued -------- ame as Before Sediments For Legend, see Fig. 6 I LOG OF TEST BORING 9, CONTINUED HOSP GROVE WOODWARD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATIWI ENGINEERS AND GEOLOGISTS SAN DIEM, CALIFORNIA DR. BY: GS 1 APPRDX. SCALE: 1" = 5' 1 PROJ. ND: 72-IO&2Q _I.. a-- I 5 IO 15 20 25 30 35 Clay Seam Clay Seam NllOE I1WW Clay Seam N2Y IBNW Clay Seam N30E ZCNW Boring IO Boring IO Dense, mist, reddish brom clayey Dense, mist, reddish brom clayey sand (SC) sand (SC) t t Terrace Deposits Very dens-, mist, light gray silty sand (SM) $Very stiff, mist, gray-brown clay 1 (CH) c :-Water Seep \ \ \ 3 : \ I , ! , , \ \ \ \ \ \ , L----------- Continued on next page Eocene Sediment For Legend, see Fig. 6 LOG OF TEST BORING IO HOSP GROVE MXJBJARD - GIZIENSKI 6 ASSOCIATES CONSULTING SOIL AJID FOUNDATlMl ENGINEERS AND GEOLOGISTS SW DIEGO, CALIFORNIA DR. BY: 0s I APPROX. SCALE: 1" = 5' 1 PROJ. NO:72-105-20 CK'D BY:@1 DATE: 7119172 IF-: II) % 2 35 I 2 " cz -z 40 z & z 2 45 5 e 0 50 Boring IO, Continued ---v-m---- For Legend, see Fig. 6 LOG OF TEST BORING IO, CONTINUED HOSP GROVE WOODWARD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATIOW ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFMINIA pR. BY: GS I APPROX. SCALE: 1" = 5' 1 PROJ. ND: 72-lD5-2t CK'D BY:kwj DATE: 7119172 IF&&&I: I5 0 5 IO I5 30 35 50 5 : 4 i For Legend, see Fig. 6 Boring II Very dense, mist, li*t gray silty Ga+ 04 Hard, mist, bm silty clay (C-l) -Water 3eq~ Very dense, saturated, light gray silty $ 3a-d (SM-W , and rising Eocene sediments LOG OF TEST BORING II HOSP GROVE WOOMARD - GIZIENSKI h ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIE@, CALIFORNIA DR. BY: GS I APPRDX. SCALE: 1" = 5' 1 pR0~. ND: 72-IOWl CK'D %I: &WI DATE: 7/tg/72 1 FlylBE ~0: '6 Boring I2 0 5 0 5 25 E! a For Legend, see Fig. 6 Hard, danp, dark gray sandy clay (CL) Porous Very ?en:e, danp, light gray silty _ Hard, danp, brow silty clay (CH) Very dense, dmp, light gray Eocene Sediments LOG OF TEST BORING 12 HOSP GROVE WOODWARD - GIZIENSKI k ASSOCIATES CONSULTING SOIL AND FOUNDATlffl ENGINEERS AND GEOLOGISTS SAN DIE@, CALIFORNIA DR. BY: OS I APPROX. SCALE: 1" = 5' I PNOJ. ~0:72-loQO Boring I3 Hard, wet, brow silty clay (CH) Continued on next page EOCeW Sediments For Legend, see Fig. 6 LOG OF TEST BORING I3 HOSP GROVE WOODWARD - GIZIENSKI 6 ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFMINIA DR. BY: GS I APPRDX. SCALE: I" = 5' I PROJ. ND: 7%10%Q CK'D BY:#W DATE: 7/1Gl72 1 FJ&& NO: IR Boring 13, Continued Sane as Before Hard, saturated, gray-brcm si Ity lzz ~ fand rising Eocene Sedinents For Legend, see fig. 6 LOG OF TEST BORING 13, CONTINUED HOSP GROVE WOODWARD - GIZIENSKI & ASSXIATES WWSlJLTlWG SOIL AND FOUNDAlIGN ENGINEERS AND GEOLOGISTS SAN DIEM, CALIFORNIA DR. BT: GS 1 APPROX. SCALE: 1" = 5' 1 FitOJ. NO: 7%105-20 CK'D GY:&~I DATE: 7/7Uh9 IFQg& 13 L I_ C c IO 15 20 2: 3c 35 i- I- ,- Clay Seam For Legend, see Fig. 6 Boring I4 :.:.;ci'T Terrace Deposits Dense-very dense, moist, light gray ~'silty sand (SM) iard, mist, brow clay (CH) Very dense, mist, brown silty clay to clayey silt (ML) Very dense, mist, light gray silty sand (34) -A----_-- Continued on next page EOCen-2 Sediments LOG OF TEST BORING I4 HOSP GROVE I WOOWRD - GIZIENSKI 6 ASSOCIATES Boring 14, Continued 3( 4( 60 65 70 I 1 ! j- )- ,- I- ,--------_---_ Saw as Before Hard, saturated, brcm silty clay (a) Very dense, saturated, light gray silty sand (SM) I EOCWW Sediments I I I I , 1 For Legend, see Fig. 6 LOG OF TEST BORING I'+, CONTINUED HOSP GRCVE WOODWARD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAJt DIEGO, CALIFORNIA DR. BY: GS 1 APPROX. SCALE: 1' = 5' 1 PROJ. I@: 72-105-21 Boring 15 For Legend, see Fig. 6 Dense, dq, brow clayey sand (SC) 7 Terrace Deposits ---_- VW dense, danp, light gray silty sand (S4) Hard, dmp, bt-wm silty clay (CH) ~-----_-- Continued on next page EOCe !“e Sediments LOG OF TEST BORING 15 HOSP GROVE . CONSULTING SOIL MD FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEU). CALIFDRWIA DR. BY: GS 1 APPROX. SCALE: 1' = 5' 1 PROJ. ND: 72-1054 CK'D SY:k+i DATE: 7124172 I Fl&g no: 22 ! 1 1 For Legend, see Fig. 6 Bc #ring II;, Continued _--__- ----- lery dense, damp, light gray silty md (SM) I Eocene Sedimt ‘IltS LOG OF TEST BORING 15, COtiTlNUED HOSP GROVE WOODi-JARD - GIZIENSKI h ASSOCIATES CONSULTING SOIL AND FOUNOATIOW ENGINEERS AND GEOLOGISTS SAN OIEU), CALIFORNIA OR. BY: GS 1 APPRoX. SCALE: I" = 5' 1 PROJ. "0: 72-1052 CK'O SY:w DATE: 7/Z&/72 t FIGURE NO: 23 0 5 25 30 35 40 45 50 Clay Seam For Legend, see Fig. 6 Boring 16 Madium dense, damp, brown silty t sand (91) porous Dense, danp, brew clayey sand (SC) Alluvium Very dense, mist, light gray silty sand (9-i) I Very dense, moist, light gray silty sand(M) r Hard, danp, brown silty clay (CH) . Eocene Sediments LOG OF TEST BORING 16 HOSP GROVE I WOODWARD - GIZIENSKI & ASSOCIATES ~~IISULTING SOIL A140 FOUNOATlC# ENGINEERS AND GEOLOGISTS SAN OIEGO, CALIFURNIA OR. BY: 6s 1 APPROX. SCALE: 1" = 5' I PROJ. NO: 72-105-20 0 45 50 1 5 1 4 I Boring 17 kkdium dense, danp, brow silty sand (SM) porous ---__ Very dense, danp, li$t gray silty sand (S4) 1 ECGW Sediments Very stiff, mist, brcnm clay (CH) Very dense, moist, light gray silty sand (S4) .Water Seep For Legend, see Fig. 6 70 60 F .- : 50 2 + z YO k a 30 20 IO 0 I t 30 40 x 50 .: 2 L% 60 2 ? 70 2 60 0. I .Ol Grain Size in Millimeters br Range According to Lambe and Whitman (1969) Sample $ Passing 2 F Qr Range 4-6 60 6 to I6 IO-I 50 IO to 21 13-2 47 I I to 22 14-3 I7 17to 3 Note: I HYDROMETER ANALYSIS b = Residual angle of internal resistance, t HOSP GROVE WOODWARD - GIZIENSKI 6 ASSOCIATES II 0 S A..^_.~~.>~ TYPICAL SECTION 'I (normal to slope face ) 0 I (no scale) dense natural Filter Glanke Collector pipe 6 in. ..“I I”, California specifications perforated.(tiin A or equivalent galvanized stee 1 natural sandstone TYPICAL SECTION (parallel to slope face) (no scale) into dense natural sandstone TYPICAL SECTIONS EAST CAtlYON FILL HOSP GROVE WOODWARD - GIZIENSKI b ASSOCIATES CONSULTING SOIL AND FOUNOATIMI ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA DR. BY: GS I APPROX. SCALE: no scale 1 PROJ. NO: 72-105.20, APPENDIX B MARCH 1, 1973 REPORT March 1, 1973 Project No. 72-105-20 Grove Apartments Post Office Box 1155 Carlsbad, California 92008 Attention: Mr. Jerry Rombotis FINAL REPORT OF ENGINEERING OBSERVATION AND COMPACTION TESTING GROVE APARTMENTS CARLSBAD, CALIFORNIA In accordance with your request, and our letter of agreement dated April 28, 1972, we have provided soil engineering services in conjunction with the grading of the subject site. These services included: (1) (2) (3) (4) (5) (6) Engineering observation of the grading operation. Observation of the removal of highly expansive soil from the top of 2 feet of rough lot grade and replacing it with nonexpansive soil in the areas shown on the attached Fig. 1. Observation of the removal of an existing "old slide," installation of filter material and drain system as directed by our office, and replacing with on-site fill material to proper grades with compacted fill. Observation of the removal of loose surface soils from the bottom of canyons. Taking field density tests in the fill placed and compacted. Performing laboratory tests on representative samples of the material used for fill. Site preparation, compaction, and testing were done between May 17, 1972, and December 19, 1972, in accordance with the "Specifications for Controlled Fill" in our report entitled "Soil and Geological Investigation for the Proposed Hosp Grove Apartments, Carlsbad, California," dated August 25, 1972. The grading of the site essentially consisted of making cuts and fills of moderate degree to reduce the site into large building pads and parking areas. Most of the deep cuts were in the southeast portion of the site and the deeper fills were placed in two canyons along the northern boundary, one major canyon and several minor draws along the eastern boundary. As the site grading progressed compaction procedures were observed and field density Grove Apartments Project No. 72-105-20 March 1, 1973 Page 3 representative samples of the material used for fill. At the time of issuance of our preliminary soil investigation report, a slow direct shear test was underway on a sample from a clay seam encountered in the test borings in the area of the existing slide. The results of the test essentially verify assumed shear strength parameters used in our stability analysis. The results of laboratory tests are given on the attached forms. Laboratory tests and a visual inspection of the site by the project engineer and field technician on February 20, 1972, indicate that expansive materials are present at finished grade in some of the cut and davlight areas; however, the upper 2 feet of all fill areas consist Of a minimum 2 feet of nonexpansive soil. The following table presents the results of our inspection and indicates our estimate of the pads that will need special footings. TYPE OF PAD I Cy 1 Fyi / Cut;""I !Zl;;;; - - X No Need X No Need - - X No Need - - X No Need WOODWARD -GlZlENSKI 6 6SSOCIRTES EO*IYLIING SC.11 .*o m"*o.~,o* E1Q1111111 1P.D OTOLOCIITI Grove Apartments Project No. 72-105-20 March 1, 1973 Page 2 tests were made to determine the relative compaction of the fill in place. Field observation and field density test results indicate that the fill has been compacted to 90% or more of maximum laboratory density. The approximate locations of field density tests and the limits of compacted fill are shown on the attached Fig. 1. The results of field density tests and of relative compaction expressed as a percent of maximum laboratory density are given on the attached forms. During the grading of the extreme northeast canyon area along the northern boundary, an existing slide was removed to dense undisturbed formational material before placing the canyon fill. An existing water seepage behind the slide was contained in a drain system, which was first established at the toe then extended up to the pad area as the fill progressed in height. The system, consisted of an approximate 3 feet wide trench into which was placed 6 inches of filter materials (1 in. max. combined aggregate State of California Specifications) then a 6 inch perforated corregated metal drain pipe and finally an additional 2 feet of filter material above the pipe. Near the top of the canyon the filter material was spread out to cover seepage areas and off shoots of the trench and drain system extended above into the pad area and along a low slope where additional seepage was apparent. The drain line as installed is shown on the attached Fig. 1. The drain system emptied into a natural drainage into which was later placed a 24 inch nonperforated pipe which extended to an existing storm drain inlet at the edge of the shopping center along the northern boundary. Periodic inspections of the drain have been made since installation. The water issuing is clear and seeping at about the same volume as during construction of the system. Weak clay seams were recognized in the formational materials during one pre- liminary investigation in a northwest canyon area. Here the alluvial material and overburden soils were removed in the key area to dense undisturbed for- mational soil which was inspected by a geologist before placing new fill material. The overburden soils were also removed and undisturbed formational soils benched into on either side of the canyon as the fill progressed in height. Along the eastern boundary where fill was placed in a major canyon and several minor draw areas, the alluvial material was excavated and recom- pacted and benches were made into the sides of the draws into hard clayey relatively competent overburden soils as the fill progressed. The lack of suspected slides along the eastern boundary and the generally favorable geologic conditions in this area did not dictate the complete removal of over- burden soils to undisturbed formational materials. During grading, portions of several of the pads were undercut to remove potentially expansive soils and essentially nonexpansive materials were placed . in the excavation and compacted. Upon request of Grove Apartments, Inc., undercutting was terminated on August 21, 1972, in accordance with a letter dated August 22, 1972. Hence, strips of expansive topsoil and patches of claystone remain in some areas on several of the pads. Laboratory tests to determine moisture density relationships, maximum dry density, optimum moisture content, grain size distribution, plasticity characteristics and strength and swell characteristics were performed on WOODWARD.GlZlENSKl 6 ASSOCIATES Grove Apartments Project No. 72-105-20 March 1, 1973 Page 4 FOUNDATIONS (1) Foundations for one to three-story woodframe and stucco structures founded in properly compacted fill or natural undisturbed soil may be designed for an allowable soil bearing pressure of 2,000 psf (total load) at a depth of 12 inches below lowest adjacent rough grade. This value may be increased l/3 for loads that include wind or seismic forces. Footings should have a minimum width of 12 inches. (2) It is recommended that all footing excavations be inspected by our firm immediately upon completion of excavation. If potentially expansive soil is evident, one of the following footing designs will be recommended. (a) For footings founded on properly compacted low to moderately expansive soil, it is recommended that a 12 inch deep footing be reinforced top and bottom with No. 4 reinforcing bars and that the concrete slab-on-grade be reinforced with 10 gauge 6xG welded wire mesh placed on chairs at the midpoint in the slab and that the slabs be underlain by a minimum of 4 inches of clean concrete sand, crushed rock or gravel. (b) In areas where moderately to highly expansive claystone soils or topsoils are encountered, it is recommended that the footing be extended a minimum depth of 24 inches, be reinforced top and bottom with No. 4 rein- forcing bars and that the concrete slab-on-grade be reinforced with 6 gauge 6x6 welded wire mesh placed on chairs at the midpoint of the slab and that the slab be underlain be a minimum 6 inches of clean concrete sand, crushed rock or gravel. Dowels should also be provided in the footing and bent down into the slab. The following sketch incorporates our recommendations in this regard. FOOTING DETAIL t3 Dowels, 29” O.C. Rouah or CamPacted fa- 16" t 29"min. I tll Bars, top and bottom (3) Structures that-will not tolerate differential settlements, such as foundations, swimming pools, concrete deck walls, etc. should not be located within 5 feet of the top of a slope. Footings located closer than 5 feet from the top of a slope should be extended in depth until the outer bottom edge of the footing is 5 feet horizontally from the outside face of the slope. WOODWARD. GIZIENW 6 ASSOCIATES co*IYLn*c *011 .*D Io”*D.IIo* E*CI*lt”s A”0 ~IOLocIS,I Grove Apartments Project No. 72-105-20 March 1. 1973 Page 5 The elevations of compaction tests, shown as finished grade (FG) tests, in Unit A, correspond to the elevations shown on the grading plans for "Carlsbad Tract No. 72-12A Apartments-Unit A," dated October 6, 1972, prepared by Roy 1. Klema Engineers, Inc., Escondido, California. For the remainder of the site, it is our understanding that as built plans are being prepared. Finish grade test elevations in other areas are essentially within + one foot of the elevations shown on "Grading Plans Hosp Grove Apartments" dated May 26, 1972, and prepared by Roy L. Klema Engineers, Inc. Elevations and locations shown in this report are based on field surveys established by others. This report covers the fill placed under our observation during the dates spetified herein. Additional fill placed after these dates, as well as the backfill in utility trenches located within 5 feet of a building and greater than 12 inches deep, or any trench 5 feet or more from a building and in excess of 5 feet in depth, should be compacted under the observation of this office and tested to assure compliance with the earthwork specifications for the project. This office should be contacted at least 24 hours prior.to backfilling operations. Utility service trenches within 5 feet of a building that are perpendicular to the building footings and are less than 12 inches wide and less than 3 feet deep are not subject to this recommendation. The inspections and tests of compaction made during the period of our services on the subject site were in accordance with the local acceptable standards for this period. The conclusions or opinions drawn from the tests and site inspections apply only to our work with respect to grading and represent conditions at the date of our final inspection. We will accept no responsibility for any subsequent changes made to the site by others or by uncontrolled action of water or by failure of others to properly repair damages caused by uncontrolled action of water. LkGis J. Lee$R.F. 14129 EHP/RPW/JLH/"LJL (6 Kamar Construction Company (1 j Roy L. Klema Engineers, Inc. Attachments WOODWARD. GIZIENSKI 6 ASSOCIATES co**"LTIYc SOII LND ro"*ol,m* ~"Cl"~E"S .*o CrOLOCilTs r LLGEWO: I”dlC.1~. .wroniYt. Iec.tla 0, l Field Panlit, Tat. : ! ,,,” .._.__ _,,._.._._ ..I... _. L,d ,,‘,,d n,,. ,“~,~..~..vvr”..“... 11.1.. s. ,re, undercut .“d ‘aphcrd .Ith .m~,~,rd non..Pmrire fill. \ p$‘p/: -,A-------yq---_/ r / .” .& .._.,, ‘5 /- -7-L f%&,,,,, t’ ------ .-.-. -- --- I /\ 1~ -Ind Dr.in s,.tc.. .wro.iut. lor.tlon O? Perf.r.lrd Pipe i ,a----- -_ -=-. _ _ ~--- m SC.,@ 8. = ,008 S”” 01160. “%, w:~I ts I IPPP I. iCh,I :I IJ -..____ -- “.Dw: ’ ““l,. 3 1111 , ,,,“., ““, t ..““. “..“.L ^._“..~ ,...,” L.mm”n”” GIZIENSK, & ExKlllTES *I”LII*G Ioll MD ‘o”“““‘m~~nr;~~:“’ ,*I) 6101061s71 . i IW , Plod *1)‘2-1cs8 ..,. ~. ..^ I T iample lumber SA- I Eif:" 0 RESIJUG OF LOADED SWELL TESTS Initial Dry ensity pcf IO5 E c Water ontenl JL 23 iaturatic l- f , D Dry ensit pcf lOl.6 I YCC l- ! Final Water Inted A 25 duratior L!L 100 T P 7 I i ressur Expansion I psf 5 of Initial Heigh 160 3.12 -I- . I I 'Based on a specific gravity of 2.65 Diameter of Samples: "" inches HeiGht of Samples: 0.634 inches RESULTS OF LOADED SWELL TESTS HOSP GROVE APARTMENTS WOODLURD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEU), CALIFORNIA DR. BY: LD3 IAPROX. SCALE: NA CK'D Gv:#W (DATE: 311173 IPROJ. ND: 72-105-20 IFIGURE ND: ' SHEAR DISPLACEMENT. inches Initial Conditions: p&Q After Soaking: Drp Density. pcf 116.4 116.3 Hoisture Content. : l6 2 17.1 Surcharge durirg soaking ind normil load: First run: 20x) psf Second run: 4OeO psf I TEST DATA 1 Angle of Friction. degrees ~9. Cohesion. osf I WI I I ItORuAL ZTRESS, 3 u , tons/sq.ft. TV DIRECT SHEAR TEST HOSP GRCVE APARMENTS W30BJARD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA DR. GY:LDS GS IAPPRoX. SCALE: - - - - IPRDJ. NO: 72-10520 IA.., I-.-- I~ SHEAR DISPLACEMENT. inches initial bnditions: I 2 After Soaking: Dry Density. wf 98.5 93.9 _ Cbisture Content. - 29.11 29.4 Surcharge during soaking md normal load: First run: 201K) psf Seccnc' rcn: 4380 psf 'Note: Indicates residual strength. Peak- I 2 3 4 NORMAL STRESS, tons/rq.ft. DIRECT SHEAR TEST HOSP GROVE APARTMENTS WOOLYJARD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA DR. BY: LDS GSIAPPROX. SCALE: - - - - IPRDJ. NO: 72-10520 CK'D BY: W IDATE: 2/2G/73 IFIGURE NO: q 4 -~ COMPACTION TEST RESULTS JO. NAME HOSP GROVE APARTMENTS D*xREPORTED 2128173 JOBNUHSER 72-105-20 DATESCOVERED May 22 through December 19, 1972 P%(it 1 Of 10 ?AY 22 :;"AY 23 : XAY 26 MAY 27 - MAY 30 - MAY 31 .JUN 1 - JUN 2 ;; 18 19 3’: 32 33 :i 36 3": 26 SEE FIGURE ONE 66.0' 16.3 107.4 76.0' 17.6 106.7 70.5' 75.0' 78.0' 86.0' 14.5 107.7 16.3 109.1 14.5 108.8 15.0 107.4 77.0' 84.0' 104.0 ' 79.0 ’ 81.0' 84.0 ' 108.0' 86.0' 88.0' 91 .o ' 94.0 ' 97.0 ' 1OO.G 102.0' 105.0' 108.0' 110.0' 113.0' 115.0' 70.0' 73.0' 70.0' 118.0' 76.0' 78.0 ' 78.0' 80.0' 80.0' 82.0' 82.0' 120.0 ’ 122.0' 12.2 1::: 104.6 108.2 111.2 14.3 107.5 12.3 106.0 12.3 105.8 13.6 106.5 12.3 107.2 13.0 108.5 11.7 E 11:5 111.7 106.0 106.6 107.0 1:.: 810 8.7 105.2 114.5 91.7 106.5 114.5 93.2 105.7 114.5 92.3 107.8 116.5 92.3 6.5 1;:"o 19.0 18.3 12.3 108.8 113.5 92.0 96.0 97.7 i08.5 20.5 290.05 20:5 19.6 10.5 21.5 12.3 12.5 97.7 109.5 97.2 98.3 98.5 109.2 99.5 110.2 107.7 WOODWRRD 117.5 117.5 11 ii 11 :.: 715 7.5 5.5 7.5 11 11' 115.5 1 06.5 1 14.5 06.5 20.5 06.5 115.5 115.5 117.5 115.5 115.5 115.5 115.5 115.5 116.5 116.5 114.5 114.5 106.5 106.5 lOG.5 106.5 120.5 106.5 116.5 114.5 91.5 90.7 91.6 93.0 92.6 91.4 90.6 92.3 96.3 93.0 91.8 90.1 92.3 92.7 94.0 96.5 91.5 91.5 92.0 95.2 99.3 86.3 90.0 92.0 94.7 91.7 90.7 91.3 92.3 92.5 90.7 93.5 94.7 94.0 GIZIENSKI a RSSOCIRTES .~__~..~..~ ~~~~~..~. ..--_ ^.^.,I.. COMPACTION TEST RESULTS JOrn NAHL HOSP GROVE APARTMENTS DITEREPORTE~ 2128173 JOB N"Ht!ER 72-105-20 D*TESCoVLRED May. 22 through December 19, 1972 PAGE 2 or 10 IO,.,““. ,,,LD u~01*101” “lUTl”I n*r w11*1 LOCA~IO” LLCYATIDN CO”I.HI DIN.ll” Dml*l,l COYP*CTIO* *“*mE” 0, or TIII l O”.W,. cc, K, % 0, LAB. Ow4S. ~.. __ DA.* - -~ JUK 5 JUN 6 - JUN 7 JUN 8 JUN 9 J.UN 12 JUN 13 JUN 14 JUN 15 JUN 16 SEE FIGURE ONE 84.0' 84.0' 86.0' 86.0' 124.0' 124.0' 88.0' 90.0' 166.0' 126.0' 126.0' 128.0' 128.0' 52 :: 55 z; 88.0' 90.0' 131.0' 134.0' 136.0' 138.0' 58 140.0' 59 140.0' 140.0' 140.0' 75.0' 78.0' 78.0' 78.0' 78.0' 90.0' 91.0' 94.0' 78.0' 78.0' 80.0' 82.0' 74 :z 77 78 84.0' 87.0' 89.0' 96.0' 91.0' l?Y 113.5 13:o 116.8 106.3 10.5 104.0 13.0 109.0 12.3 110.2 15.3 92.0 18.3 94.0 8.3 106.5 Z 121.5 119.5 10.5 104.5 9.3 110.0 1;:: 104.1 104.0 9.9 115.0 11.1 115.5 10.5 116.2 9.3 111.9 1::: ,101.2 195.8 5.8 114.9 1i.z 115.5 817 109.5 102.9 5.9 129.5 E.9" 97.3 13:6 101.3 109.8 10.5 112.3 11.7 111.9 1::: 113.8 107.0 14.9 103.9 17.6 108.1 13.6 109.1 15.6 107.1 14.9 108.7 146:93 108.5 109.5 127.5 92.2 127.5 91.5 117.5 90.6 115.5 90.1 114.5 95.2 121.5 90.7 106.5 86.5 106.5 88.2 117.5 90.1 127.5 95.3 127.5 93.7 114.5 91.2 127.5 90.5 115.5 90.2 115.5 90.0 127.5 90.1 127.5 90.5 127.5 91.2 121.5 91.9 114.5 88.5 127.5 83.0 122.5 90.1 127.5 90.5 120.5 90.8 129.5 79.4 129.5 83.4 120.5 80.7 120.5 84.1 121.0 90.6 120.5 93.3 121.0 92.5 120.5 94.3 117.5 90.9 120.5 90.2 117.5 92.1 120.5 90.5 117.5 91.2 120.5 90.1 120.5 90.0 120.5 90.9 WOODWRRD. GIZIENSKI & RSSOCIRTES cn*~,,* 1,"? .*., ._" .-,,I" ..,^ I .Ir.".‘D< .*"rrnlnrl<.. COMPACTION TEST RESULTS JOB NAME HOSP GROVE APARTMENTS OATE~EPORTED 2128173 JOB NUMBER 72-105-20 DATES COVERED May 22 throu9h'December 19, 1973 PACC 3 Of 10 OAII -.- JUN 19 JULY 10 JULY 11 JULY 12 JULY 13 JULY 14 JULY 17 JULY 18 JULY 19 JULY 20 “Ol*T”“* ,,ZLD 5x.r 11111*1 LOCAIID* ILLYA,DOH COWS”, OIW.,,” “:~~~,y:” “cA”vc CO”,.C,ION *““mEI or O.lr.lT . D”, WT. cc, KI 5, 0, LAB. lJr11.. 81 82 a3 a4 i6" 87 88 89 90 ;: ;i ;z 97 ;; 100 101 102 103 104 105 163.0' 106 160.0' 107 83.0' 108 163.0' 109 110 111 112 113 166.0' 86.0' 89.0' 169.0' 92.0' 114 115 116 114 95.0' 11.1 101.9 117.5 86.7 95.0' 10.5 107.0 117.5 91.0 98.0' 10.5 108.1 117.5 92.0 SEE FIGURE ONE 1 41.0' 41.0' 44.0' 1' 44.0' 1 30.0' 1 33.0' 36.0' 39.0' 93.0’ 13.6 109.9 120.5 91.2 91.0' 12.3 109.1 120.5 90.5 21.0' 24.0' 27.0' 27.0' i. : 9:9 10.5 110.2 120.5 91.4 110.6 120.5 91.7 122.5 127.5 96.0 112.2 120.5 93.1 E 9:9 10.5 113.9 120.5 94.5 112.8 120.5 93.6 112.0 120.5 92.9 112.9 120.5 93.6 8.7 1i.g 9:3 110.2 120.5 91.4 114.8 120.5 95.2 115.0 127.5 90.1 109.2 120.5 90.6 147.0' 147.0' 150.0' 150.0' 153.0' 153.0' 153.0' 155.0' 158.0' 158.0' 158.0' 158.0' 9.9 11.1 1::: 8.7 7.5 ::; 11.1 9.9 ;:i 10.5 17.: 9:1 11.1 11.1 :*: 817 121.9 127.5 95.6 113.7 121.5 93.5 123.0 127.5 96.4 109.1 120.5 90.5 114.7 125.0 91.7 119.3 12-.o 93.2 117.2 128.0 91.5 116.1 128.0 90.7 120.8 128.0 94.3 118.9 127.5 93.2 116.2 127.5 91.1 116.2 127.5 92.0 104.3 115.5 90.3 115.3 128.0 90.0 109.9 117.5 93.5 110.1 120.5 91.3 113.2 125.0 90.5 113.0 117.5 96.1 117.9 129.0 91.3 108.0 117.5 91.9 111.0 117.5 94.4 WOODWARD.GlZlENSKl & ASSOCIATES co*I"LII*c ,011 I*" ‘O""",I,OL ,"C,NI1115 110 C‘OLOCIII~ JOB NAME HOSP GROVE APARTMENT ~ATEREPORTED 2/23,73 ,os NUMBER 72-105-20 DATE4 COYERED May 22 through December 19, 1973 PAor 4 OF 10 YO1.I""‘ .IILD U.Ol*IO*" "IUIIYI 0I.l n., "Z1E1. LOCIlteN *Y*.r" 0, TLLYAIIOY SO"lS". .'/v "w;" COY,.C,,ON or ICST c DIY 11, '. 0, LAB. or*,. JULY 20 CONT. 117 118 SEE FIGURE ONE 11.1 107.2 117.5 91.2 12.3 109.0 117.5 92.7 JULY 21 119 120 121 122 a.7 ;.: 715 116.5 129.0 90.3 116.9 129.0 90.6 109.1 117.5 92.8 116.9 129.0 90.6 JULY 24 123 124 125 126 101.0' 99.0' 100.0' 102.0' 99.0' 102.0' 100.0' 103.0' 102.0' 103.0' 11.1 117.1 127.5 91 .a 11.7 106.1 117.5 90.2 10.5 115.1 127.5 90.2 9.3 117.7 129.0 91.2 JULY 25 127 128 129 130 131 128 106.0' 104.0' 1K 11:1 10.5 9.3 118.5 129.0 91.8 104.3 120.5 86.5 116.0 120.5 96.2 111.4 120.5 92.4 117.2 129.0 90.8 JULY 26 132 133 134 135 134 109.0' 110.0' 97.0 97.0' 11.1 109.0 120.5 90.4 11.1 116.3 120.5 96.5 11.7 104.0 117.5 88.5 10.5 109.1 117.5 92.8 JULY 27 136 137 138 139 140 138 100.0' 103.0' 106.0' 106.0' 103.0' 11.7 8.7 2; 11:1 112.0 117.5 95.3 117.9 129.0 91.3 106.2 126.0 84.9 117.1 129.0 90.7 108.8 117.5 92.5 JULY 28 141 142 143 144 145 107.0' 113.0' 163.0' 116.0' i19.0° 11.1 10.5 1X 11:1 109.1 117.5 92.8 107.8 117.5 91.7 116.0 125.0 92.8 106.1 117.5 90.2 107.9 117.5 91.8 JULY 31 146 109.0' 147 112.0' 148 112.0' 149 114.0' 17.; 11:1 8.7 112.7 125.0 90.1 116.9 129.0 90.6 112.9 125.0 90.3 114.0 125.0 91.2 AUG 1 150 166.0' 151 166.0' 152 167.0' 153 167.0' 1X 817 9.3 119.2 132.0 90.3 115.9 125.0 92.7 114.0 125.0 91.2 115.3 125.0 92.2 COMPACTION TEST RESULTS WOODWARD .GlZIENSKl & ASSOCIATES co*I"LII*L LO,, .",, c",.*nr,,"* ,.c,*,‘05 1110 GroLDCli!r COMPACTION TEST RESULTS JO. NAME HOSP GROVE APARTMENTS 0.x RWORTED W-8/73 Jon NUMBER 72-105-20 DATES COVERED May 22 through December 19, 1972 PAGE 5 or10 DA,‘ lx., “nY*l LOCIIION ELT”*IIO* NYM.C” 0, OF ,,?*I AUG 2 AUG 3 AUG 4 AUG 7 AUG a AUG 9 AUG 10 AUG 11 AUG 14 AUG 15 154 155 156 157 158 159 160 161 ,162 163 164 165 166 167 168 E 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 SEE FIGURE ONE 116.0' 119.0' 117.0' 117.0' 120.0' 120.0' 122.0' 123.0' 166 167 123.0' 126.0' 123.0' Es 83101 124.0' 127.0' 142.0' 142.0' 138.0' 53.0' 86.0' 17.5 101.9 110.0 146.0' 11.7 109.8 120.5 146.0' 15.0 101.1 110.0 146.0' 89.0' 148.0' 100.0 112.1 112.8 148.0' 148.0' 128.0' 11.1 113.0 14.9 105.1 16.3 106.0 11.7 109.2 14.9 101.5 16.3 103.0 16.3 100.8 17.9 102.0 10.5 14.9 ::3" 17.1 00.3 15.2 16.8 11.7 1;:; 169:: 10.5 05.4 11.2 02.9 16.8 02.9 14.9 8.7 1;:: 118.0 128.0 92.1 117.5 128.0 91.7 99.9 110.0 90.8 16.3 1::; 101.2 110.0 92.0 113.8 123.5 92.1 109.9 123.5 88.9 11.1 110.1 11.7 111.6 10.5 114.0 10.5 109.4 20.2 12.3 11.7 15.0 129:; 111.1 123.0 90.3 111.2 123.0 90.4 105.7 110.0 96.0 123.5 91.4 110.0 95.9 110.0 96.3 117.5 92.9 92.2 93.6 91.6 92.7 127.0 110.0 127.0 127.0 125.0 127.0 110.0 127.0 110.0 127.0 120.5 123.5 123.5 120.5 110.0 90.9 123.5 90.7 123.0 91.7 92.2 91.1 90.7 91.9 84.3 87.5 93.5 91.9 93.5 90.4 91.3 90.3 92.3 90.7 92.6 91.1 91.9 WOODWARD. GIZIENSKI & RSSOClRlES -^ . . . _ .^.. ~~~~~ COMPACTION TEST RESULTS JO. NAME HOSP GROVE APARTMENT SITE DATE REPORTED 2/ 28173 JOB NUHw.R 72-105-20 DATEBCOVERED May 22 through December 19, 1972 PAGE 6 OF 10 “Ol.IY”I .,ILD OATI vu.7 “111S1 LocAnoN ELIY*IIoH Se*TnU, DZY,,,” “:;:;,‘ry “cU”vc coY,*cIIoY P4YI.E” 0, OITCST l DIY w,. PC, cc, 7, 0. LA.. DIN.. AUG 16 191 192 193 194 SEE FIGURE ONE 128.0' 130.0' '130.0' 133.0' AUG 17 195 196 197 133.0' 135.0' 92.0' AUG 18 198 136.0' 199 139.0' 200 142.0' 201 125.0' AUG 21 202 203 204 205 206 FE 127.0' 128.0' 106.0' 144.0' 109.0' AUG 22 207 208 209 210 211 212 213 214 215 AUG 24 216 217 218 219 111.0' 113.0' 115.0' 117.0' 59.0' 120.0' 107.0' FZ 105.0' 103.0' 120.0' 110.0' 147.0' 112.0' AUG 25 220 221 222 223 62.0' 123.0' 172.0' 111.0' AUG 28 224 225 226 FG 113.0' 150.0' 150.0' AUG 29 227 153.0' 228 65.0' 14.7 105.1 110.0 95.5 19.0 104.9 110.0 95.3 17.5 102.0 110.0 92.7 14.9 106.0 115.5 91.7 14.9 107.3 115.5 92.9 13.6 104.2 115.5 90.2 13.6 106.7 115.5 92.3 13.6 106.0 115.5 91.7 17.6 104.4 110.0 94.9 17.6 103.0 110.0 93.6 8.7 116.1 128.0 90.7 E 1i.Z 715 115.9 128.0 90.5 116.9 128.0 91.3 109.1 120.5 90.5 101.9 110.0 92.6 110.0 120.5 91.2 15.0 17.7 14.3 15.0 16.3 10.0 ii*: 9:3 101.6 110.0 92.3 106.6 110.0 96.9 107.1 115.5 92.7 105.0 115.5 90.9 102.1 110.0 92.8 111.0 123.0 90.2 117.8 127.0 92.7 117.7 128.0 91.9 118.1 128.0 92.2 17.5 198.: 9:3 103.0 110.0 93.6 112.3 124.5 90.2 102.7 110.0 93.3 113.7 124.5 91.3 17.6 t," 6:4 103.1 110.0 93.7 117.1 12a.o 91.4 112.3 124.5 90.2 116.1 128.0 90.7 lo".: 11:1 1;:; 118.9 128.0 92.8 112.0 123.0 91.0 112.9 123.0 91.7 117.8 124.5 94.6 103.1 110.0 93.7 WDDDWARD. GIZIENSKI & ASSOCIATES cOlbYLII*L ,011 ,ND rO""D.,tO* IIGva‘,"I AhI) C,OLOWlll COMPACTION TEST RESULTS JO. NAME HOSP GROVE APARTMENT SITE Jo8 NUMBER 72-105-20 DATESCOVERED May 22 through December 19, 1972 oATERCPORTED 2i28!73 PAGE 7 OF 10 D*tl n*r "S7l.T "O,*.Y"n ,,KLD Loc*rIo* W"Y.L" 0, ELLYAIDOY SO",,Y, DCN,,," ".gy$y "*uT'vz 0, IT*7 1,0""1*,, PC, coY,*cIIoY KI T. 0. L&a. Din.. AUG 29 AUG 30 AUG 31 -SEPT 1 SEPT 5 SEPT 7 -:EPT 8 SEPT 11 SEPT 12 SEPT 13 229 230 95.0’ 95.0’ 231 232 233 234 95.0’ 94.0’ 150.0' 150.0' 235 156.0' 236 156.0' 237 68.0' 238 68.0' 239 240 241 159.0' FG 92.0' 159.0' 242 243 244 162.0' 162.0' 71.0' 245 246 247 165.0' 167.0' 122.0' 248 170.0' 249 170.0' 250 173.0' 251 173.0' 252 253 254 255 176.0' 176.0' 178.0' 178.0' 256 257 258 259 260 259 FG 180.0' 175.0' 178.0' 181.0' 181.0' 261 262 263 264 184.0' FG 125.0' ;: 125.0' 115.0' 11.1 116.1 128.5 90.3 11.7 117.0 128.5 91.0 El 9:9 5.3 111.1 120.5 92.1 115.0 115.0 95.4 113.9 113.9 91.4 114.1 114.1 91.6 z 19:o 20.5 113.1 113.1 90.4 113.9 113.9 91.1 101.6 101.6 92.3 100.1 110.0 91.0 8":: 7.5 116.0 128.0 90.6 110.5 120.5 91.7 116.9 128.0 91.3 11.7 1::; 116.1 124.5 93.3 117.0 128.0 91.3 111.1 123.0 90.4 8.7 1;:: 113.1 125.0 90.4 113.2 125.0 90.5 107.2 117.5 91.2 E 715 7.5 113.3 125.0 90.6 122.3 132.0 92.6 115.8 127.0 91.1 112.9 125.0 90.3 115.0 125.0 92.0 113.5 125.0 90.8 114.0 125.0 91.2 115.0 125.0 92.0 ii*: 9:3 1::: 113.5 125.0 90.8 115.9 127.0 91.2 114.8 127.0 90.3 108.7 125.0 86.9 114.3 125.0 91.4 10.5 6.9 ;:: 114.9 125.0 91.9 114.0 125.0 91.2 113.3 125.0 90.6 115.1 125.0 92.0 WOODWARD.GIZIENSKI 6 ASSOCIATES Lo*sYLII*L ,011 .N" Io"10.110* ,*LI*r<"l .LD CLOLOC~II~ COMPACTION TEST RESULTS JO. NIME HOSP GROVE APARTMENT SITE ~~~~~~~~~~~~ 2128173 ,om N”M~ER 72-105-20 D*TESCOVERED May 22 through December 19, 1972 PAGE 8 OF 10 "O8.I"". ,,ZLD DA,C .F"mr" "ITIS, LOCAIION ELIY*110* SO"l~W1 Dm4*,,* 2::::::::. 0. u.f::,Ty" OI1IST c 0"" 1,. PC, cs, *n 0. LAB. Dm4.. SEPT 20 ~- SEPT 21 SEPT 22 - SEPT 25 SEPT 26 SEPT 27 - OCT 2 OCT 3 OCT 4 - OCT 6 OCT 12 OCT 13 OCT 26 OCT 24 OCT 25 -, 265 SEE FIGURE OIJE 71.0' 11.1 117.3 123.0 95.3 266 74.0' 12.3 111.9 123.0 90.9 267 77.0' 11.7 113.2 123.0 92.0 268 150.0' 11.1 117.0 125.0 93.6 269 80.0' 9.9 114.6 123.0 93.1 270 83.0' 11.7 112.1 123.0 91.1 271 86.0' 12.3 114.1 123.0 92.7 272 83.0' 11.1 113.1 123.0 91.9 273 86.0' 6.9 101.5 120.5 84.2 274 86.0' 5.3 99.7 120.5 82.7 275 273 86.0' 12.3 111.2 120.5 92.2 276 274 86.0' 12.3 110.4 120.5 91.6 277 89.0' 13.0 109.5 120.5 90.8 278 l 89.0’ 13.6 110.0 120.5 91.2 279 92.0’ 12.3 112.5 120.5 93.3 280 92.0’ 13.0 112.0 120.5 92.9 281 282 95.0’ 95.0’ 1;:; 112.1 123.0 91.1 111.1 120.5 92.1 283 98.0’ 10.5 111.1 123.0 90.3 284 98.0’ 11.7 112.5 123.0 91.4 285 101.0' 12.3 116.1 121.5 95.5 286 101.0' 12.3 116.8 121.5 96.1 287 104.0' 11.7 114.0 121.5 93.8 288 104.0' 12.3 114.6 121.5 94.3 289 107.0' 290 107.0' 10.5 9.9 11.1 11.1 11.7 11.7 11.1 10.5 11.1 17.0 111.4 121.5 91.6 110.0 121.0 90.5 291 292 293 110.0' 110.0' 86.0' 109.9 121.5 90.4 111.0 121.5 91.3 110.2 121.5 90.6 294 89.0' 295 113.0' 296 113.0' 297 92.0' 298 95.0' 117.9 123.0 95.8 109.6 121.5 90.2 111.0 121.5 91.3 109.9 121.5 90.4 99.5 110.0 90.4 WOODWARD. GIZIENSKI b ASSOCIATES co*s”LI~*c boll I*” 1011*0,110* INC,W~,“, .hD G,~OLO‘IS~~ COMPACTION TEST RESULTS .b. NAHL HOSP GROVE APARTMENT SITE DATE REPORTED 2,2a,73 JOB Nuumr~ 72-105-20 DATESCOVERED May 22, 1972 through December 19, 1972 PAGE 9 or 10 .IILD U.DI1~0”” .,u,ly, DEYSIT” Dm4,ln ?C, ~, co”*.cTIo* * 0, LA.. nc**. OCT 26 OCT 27 OCT 30 OCT 31 NOV 1 NOV 2 NOV 3 - NOV 6 NOV 7 - NOV 8 NOV 9 NOV 10 301 302 303 110.0' 304 115.0' 305 118.0' 306 121.0' 307 116.0' 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 328 F.G. 130.0 9.9 113.1 125.0 329 F.G. 186.0' 7.5 117.9 125.0 330 331 332 E F:G: 173.0' 16.3 106.7 110.0 168.0' 4.3 116.2 128.0 165.0' 7.5 116.5 127.5 SEE FIGURE ONE F.G. E: 116.0' 116.0' 100.0' 105.0' 119.0' 119.0' 119.0' 122.0' 122.0' 10.5 9.9 11.7 11.7 11.1 11.1 10.5 10.5 11.1 11.1 11.7 11.7 11.1 11.7 125.0' 12.3 135.0' 16.3 131.0' 9.3 134.0' 8.1 128.0' 9.9 137.0' 8.7 152.0' 133.0' 137.0' 152.0' 16.3 102.6 110.0 93.2 152.0' 10.5 114.2 125.0 91.3 152.0' 11.1 116.2 125.0 92.9 153.0' 11.1 115.1 125.0 92.0 10.5 108.9 120.5 90.3 9.9 116.2 127.0 91.4 8.7 115.9 127.0 91.2 125.0' 125.0' 1;:: 113.3 125.0 90.6 113.0 125.0 90.4 111.4 121.5 91.6 110.0 121.5 90.5 111.1 121.5 91.4 110.2 121.5 90.6 112.1 121.5 92.2 109.8 121.5 90.3 111.2 121.5 91.5 110.1 121.5 90.6 111.6 121.5 91.8 112.9 121.5 92.9 110.9 121.5 91.2 109.8 121.5 90.3 110.0 121.5 90.5 114.0 123.0 92.6 99.0 110.0 90.0 99.9 110.0 90.8 116.0 127.0 91.3 117.1 127.0 92.2 115.1 127.0 90.6 116.8 127.0 91.9 90.4 94.3 97.0 90.7 91.3 WOODWARD. GIZIENSKI 6 ASSOCIATES co*s”LII*c ,DlL “.a0 ,0”*011~0* L”LI”IC”S .*o GlblbCI71b COMPACTION TEST RESULTS JO. NAME HOSP GROVE APARTMENT SITE DATEREPORTED 2128173 J0m NUMBER 72-105-20 DATE~~OYCRED May 22, 1972 through December 19, 1972 PAGC 10 or 10 *ATI nmr "r.Trs1 LOCATION rLr"lltON :"d::.; &y& y;;;:y 'aL*r'Y* CO",.CTIOP4 N"t4.L" 0, 0. lr.lT (L O".WV. PC, KI ** 0. LA.. DW.. NOV 13 NOV 14 NOV 20 NOV 29 NOV 30 OEC 1 OEC 4 OEC 13 OEC 14 OEC 15 OEC 18 ~. OEC 19 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 FG FG FG 353 354 355 356 357 FG 358 359 360 FG 361 FG 362 FG 363 364 365 366 367 368 369 SEE FIGURE ONE FG :: FG FG FG 154.0' a.7 157.0' 128.0" 1::: 128.0' 9.9 128.0' 11.1 160.0' 163.0' 1::: 166.0' 11.1 169.0' 11.1 169.0' 11.1 131.0' 11.7 134.0' 11.1 137.0' 140.0' 1i.Z 124.0' 9:3 172.0' 127.0' 1::; 171.0' 153.0' ii:'9 130.0' 12.3 133.0' 10.5 157.0' 9.9 160.0' 10.5 160.0' 11.1 115.0' 9.9 163.0' 11.1 163.0' 130.0' 1:*: 155.0' 6:9 145.0' 8.7 133.0' 19.7 103.0' 9.9 104.0' 9.3 125.0' 165.0' 1::; 136.0' 10.5 133.0' 10.5 105.1 116.5 90.2 116.9 128.0 91.3 115.9 12E.O 90.5 117.9 123.0 92.0 116.1 128.0 90.7 118.7 128.0 92.7 116.9 122.0 91.3 115.3 128.0 90.0 116.7 122.0 91.1 112.1 124.5 90.0 113.0 124.5 90.7 114.0 124.5 91.5 116.9 128.0 91.3 116.1 128.0 90.7 115.6 128.0 90.3 117.1 128.0 91.4 101.3 110.0 92.0 117.0 128.0 91.4 113.9 125.0 91.1 105.0 115.5 90.9 115.9 125.0 92.7 114.0 125.0 91.2 114.9 125.0 91.9 114.0 125.0 91.2 115.3 125.0 92.2 117.8 125.0 94.2 112.0 116.5 96.1 113.0 125.0 90.4 117.1 126.0 91.4 116.0 128.0 90.6 100.2 110.0 91.0 117.5 127.5 92.1 116.0 127.5 90.9 115.3 128.0 90.0 111.9 120.5 92.8 117.1 128.5 91.1 116.2 128.5 ,90.4 WOODWARD. GIZIENSKI & ASSOCIATES COMPACTION TEST RESULTS Jol, NAME HOsP GROVE APARTMENT SITE (STREET TESTS) JOll NUMBER 72-lG5-20 DArEREPoRTED 2/28/ '3 DATES COYERED June 7 through December 13, 1972 PACE s-1 or s-1 D*ll nsr ..y LOCA*IO* LLcY*IION :".':GY: NU".C" OF 7‘57 l 0”” II. ,ICLD 0s*.,w ,;~~mtTn. “ILA1I”I te”,.c,kO* Cc, PC, $. 0. LA.. 0‘“s. _ JUN 7 s-1 JULY 11 s-2 s-3 AUG 8 s-4 AUG 9 s-5 AUG 10 S-6 AUG 14 s-7 SEPT 22 S-8 NOV 7 s-9 NOV 14 s-10 s-11 DEC 4 s-12 s-13 DEC 13 s-14 160.0' 10.5 115.3 125.0 92.4 s-15 160.0' 6.7 117.9 125.0 94.1 SEE FIGURE 1 135.0' 113.0' 116.0' 134.0' 138.0' 142.0' 145.0' 148.0' 151.0' 7.5 9.1 9.3 19.7 20.5 11.7 13.0 11.7 11.1 154.0' 10.5 154.0' 11.1 157.0' 157.0' 9.9 9.9 118.5 127.5 92.9 109.3 120.5 91.6 110.8 120.5 91.9 100.0 110.0 90.9 102.8 110.0 93.4 109.0 120.5 90.4 110.9 120.5 92.0 108.9 120.5 90.3 114.9 125.0 91.9 113.4 125.0 90.7 114.9 125.0 91.1 116.9 128.0 91.3 116.0 128.0 90.6 WOODWRAD .GlZlENSKl b ASSOCIATES COMPACTION TEST RESULTS Jo. NIHL HOSP GROVE APARTMENT SITE (STORM DRAIN) DAT~REPORT~D 2/28/73 Joa NUMBER 72-105-20 D*TESCWERED November 13 through December 19, 1972 PAGL SD-1 OF SD-1 "0II.U"~ ,llLD l.A.0".10". "111,111 OATI n.r "111S1 LOCIlION ILLY.AIION 50*1.*1 D*Y*II, n,p(,,n "U".E" 0, 01,167 +a 0". 'X1. PC, co"P*cIIoY PC. 3, OIL*.. DI"S. -.- NOV 13 NOV 21 - NOV 22 NOV 27 NOV 28 NOV 29 - NOV 30 SD-l SD-2 SD-3 SEE FIGURE 1 70.0' 86.0' FG 78.0" 11.1 10.5 10.5 108.9 109.9 110.5 SD-4 SD-5 118.0' 108.0' 11.7 10.5 112.1 109.1 SD-6 SD-7 SD-8 116.0' FG 112.0' 92.0' 11.1 1;:: 113.2 111.0 111.9 SD-9 102.0' 12.3 112.1 SD-10 FG 112.0' 11.7 113.9 SD-11 FG 98.0' 12.3 114.1 SD-12 80.0' 11.1 10.5 111.0 SD-13 111.9 SD-14 SD-15 SD-16 SD-17 FG 72.0' 140.0' 138.0' FG 112.0' FG 88.0' 8.7 115.9 11.1 116.9 11.1 108.9 12.3 108.1 DEC 19 SD-18 FG 143.0' 11.1 116.2 120.5 90.3 120.5 91.2 120.5 91.7 121.5 92.2 120.5 90.5 121.5 93.1 121.5 91.3 123.0 90.9 123.0 91.1 123.0 92.6 123.0 92.7 123.0 90.2 123.0 90.9 123.0 92.7 128.5 90.9 120.5 90.3 117.5 92.0 128.5 90.6 WOODWARD .GIZIENSKI 9. ~l(snPldTF< KaiANIcAl ANALYSIS Iv0 130 120 110 loo 90 80 loo DIRECT SHEAR TEST DATA 1 2 3. Dry Density. pcf 99.9 94.6 102.1 Initial Water Content. 4 11.8 13.5 12.9 Final Water Content. ?. 20.5 26.3 19.5 Apparent Cohesion. psf 300 380 180 Apparent Friction Angle. ' ,6 9 24 80 :: z 60 2 zw " E 20 0 ZERO AIR VOIDS CURVES 1003 100 IO 1.0 0. I 0.01 O.Wl GRAIN SIZE IN HILLIHETERS Cot6LEs}G,RA;E; IL, $:"r , {SILT (i CLAY I PLASTICITY CHARACTERISTICS Ill2131 41 ClaSSlfiCdtlon b, Una+ied &,I I SWELL TEST DATA 11 12131 SAMPLE LOCATION II Fill ,Jn I nf IO LABORATORY &ACTION TEST 30 FILL SUITABILITY TESTS LABORATORY C&lPACllON TEST Wm+OD:~STII-n 1557a HOSP GROVE APARTMENTS WOODWARD - GIZIEI~SKI b ASSOCIATES CUISULTING SOIL AND F~UNOATION ENGINEERS AND GEOLOGISTS SAN OIEGO. CALIFORNIA DR. BY: LS ISCALE: ---- IPROJ. wo:72-105- CK'D BY: &/ IDATE: z/28/73 JPAGE 1 of 7 KCWICAL ANALYSIS Iuc 130 120 110 loo 90 80 80 z ZJ 60 2 c 5'0 % 20 0 ZERO AIR VOIDS CURVES 1000 100 IO 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMElERS COBBLEStG;AvE: Ic "m""p , (S,L, & CLAY PLASTICITY CHARACTERISTICS 4 5 6 Liquid Lomii. % 45 50 Plasticity Inoer. z NP 17 33 ClaSSlflCdtlon by Unified Soil Classification Systw;. SH CL SC I SWELL TEST DATA 1415161 )ENSITY. pcf CONTENT. % Il'tldl Dry Dens,ty. pcf 95.4 107.4 lnltlal Water cmtent. : 22.0 13.0 Load. psf 160 160 Percent SW11 7.5 6.7 LABORATORY UMACTION TEST FILL SUITABILITY TESTS ~~~~~,~~~~~!Bn1557-70T HOSP GROVE APARTFIENTS WfXDWARD - GIZIEKKI & ASSXIATES CONSULTING SOIL AN0 FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA DR. BY: LS ISCALE: --- IPRDJ. NO:/L-tuS-X CK’D EV:& IDATE: 2128173 IPAGE 2 of 7 I tEcwlcAl ANALYSIS 80 :: z '0 60 I- I SW z r 20 0 loal 100 IO I.0 0.1 0.01 0.001 ZERO AIR VOIDS CURVES GRAIN SIZE IN WILLIMETERS COBBLES~GfA;E: Ic, ;:"p , {SILT b CLAY PLASTICITY CHARACTERISTICS 7 8 9 Liquid Limit. 91 31 40. .- PlastIcIty Inoel. y: 14 21 Np Classlficdt~on ty Unified So,1 Clarslficatisn Syster;. SC-SII SC-St1 S[i SWELL TEST DATA 7 a 9 Ivt,al Dry Dens4ty. pcf 114.8 108.7 107.6 lnit,al water Cmttni. : 8.3 11.7 13.3 160 160 160 Percent Swell At - N. E. Corner of Site a@RATr)RY f&@A1?TlfV4 TFST _..-.. “.. .--. I FILL SUITABILITY TESTS LABORATORY COMPACTION TEST ,,mOo:ASTM-D 1557-70T HOSP GROVE APARTMEIITS WOODWARD - GIZIOJSKI h ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA OR. BY: LS ISCALE: --- IPROJ. ~0~2-105-20 CK'D BY:& IDATE: 719Q,72 IPA&: Of 7 MXMNICAL MALYSIS IW 3 1 410 I)0 iw I DIRECT SHEAR TEST DATA 10 11 12 Dry Density. pcf 116.6 114.6 112.5 u8' I Initial Water Content. X 8.8 a.4 9.5 6. Final Water Content. : 14.3 15.3 15.7 z Apparent Cohesion. psf 820 300 540 $40 :: Apparent Friction Angle. ’ 18 28 19 : 20 I,/ I III II II I I II II, K .I 0 ’ h I003 100 IO 1.0 0. I 0.01 o.coi ZERO AIR VOIDS CURVES GRAIN SIZE IN WILLIHETERS PLASTlClN CHARACTERISTICS 10 11 12 Ltquid Lomit. R 3 37 36 Plast8city Inoex. x 248 10 15 Classificdtlon by Uni‘ied SolI Classification Syster PI-SC jC-Si,i SR -LABORATORY CCiiACTlCM TEST FILL SUITABILITY TESTS $$;;;,~!@~~-?fi 1557-70T HOSP GROVE APARTMENTS WOODWARD - GIZIENSI(I & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA DR. BY: LS ISCALE: --- IPROJ. NO:72-105-i CK'D BY: # IDATE: 2/28/73 IPAGE 4 of 7 ERO AIR VOIDS CURVES 80 :: g 60 2 EM3 E &rn -1000 100 IO I.0 0. I 0.01 0.001 GRAIN SIZE IN HILLIMETERS COBBLES~G;A/E: ICI :‘I f ],,I, & CLAY PLASTICITY CHARACTERISTICS 13 14 15 Liauld Lomit. 3: 31 55 29 Plasticity ,n.aer. $ -4 32 14 Classificatvon by hfied So~1 Classification Syrtm sbl CH CL WELL TEST DATA InNttal Dry Density; pcf Initial Water Cootent. : Load. psf Percent Swell l3 14 15 98.9114.4 18.6 8.2 160 160 8.0 5.4 IIIIIIIIIIIIIIII MOISTURE CONTENT, LABORATORY CM'ACTION TEST ~~;;;,~&i!l't! 1557-70T FILL SUITABILITY TESTS HOSP GROVE APARTMENTS WOODWARD - GIZIEKXI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA OR. BY: LS ISCALE: --- IPROJ. 110:/L- 1m CK'D BY: L& IDATE: 2/28/7-j [PAGE 5 Of 7 . ; I I I 0 ' III II II I I II III IDo0 100 IO 1.0 0. I 0.01 O.WI ERO AIR VOIDS CURVES GRAIN SIZE IN HILLIMETERS PLASTICITY CHARACTERISTICS 16 17 18 Liquid Limit. % Plasticity Index. b 75 Np 15 Classificatton ty uni+ied soil Classification Syrten: CL SM CL 1 SWELL TEST DATA '16 17 18 Iwtfal Dry Dens,ty. pcf 110.6 104.3 110.8 lnltlal Water Conttoi. : 11.8 14.0 10.4 160 160 160 Percent Swell 8.5 0.3 2.3 IO LABORATORY C&ACTIOH TEST FILL ZJJITABILIM TESTS LABORATORY CBMPACTIDN I TEST MFlliOD: ASTM D1557-7QT HOSP GROVE APARTMENTS WOODWARD - GIZIEWKI & ASSOCIATE5 CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGD..CALIFORNIA DR. BY: Al S ISCALE: ___ IPROJ. ~0: 72-105-i CK'D EY:# IDATE: 2/23/73 IPAGE 6 of 7 tEawllcAL ANALYSIS loo 3 4 u10 UO 200 80 z 2 2 60 c Euo x Y 20 120 IO BO ERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS ctassificatlm by Unified Soil Classification Systerr ML ‘; P 5 i.lLL- G c SWELL TEST DATA '19 lnttt.31 Dry Denstty; PCf 115.4 lnitlal Water Content. : 8.6 Load. psf 160 Percent Swell 3.7 I SAMPLE LOCATION 19 IPAD FINISH ELV. 1060 LABORATORY CU@ACTIM( TEST FILL SUITABILITY TESTS UBORATORY .UIIPACTIDR TEST HNOD:ASTM Dl557-70T HOSP GROVE APARTMENTS hiUDD+JARD - GIZIDWI b ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGQ..cAL~FoRNIA DR. BY: ALS ISCALE: --- IPROJ. 110:72-105-2 CK'D BY: # JOATE: 2/28/77 /PAGE 7 of , Hunt Enterprises July 23, 1981 Project No. 51192U-AS01 Page 19 APPENDIX C WoodwarcEtyde Consultants FIELD INVESTIGATION Two 30-inch diameter exploratory bucket-auger borings were advanced at the approximate locations shown on Fig. 1. The field work was performed by personnel from our firm on June 22, 1981. Samples of the subsurface materials were obtained from the excavations, sealed to preserve the natural moisture content of the sample, and returned to the laboratoy for examination and testing. The location of each excavation and the elevations of the ground surface at each location were estimated from the afore- mentioned grading plan. - L ‘EC - 65 Boring Number Elevation 1 2 SOIL DESCRIPTION -1 I Very dense, damp, brown silty sand (SM) A, tima 0‘ drilling or .s indicated. SOIL CLASSIFICATION / Soil Clauifiutionr am bad on the Unified Soil Classification System and indude cdor, nwinwe and consistency. FiakJ dacriptionr have bm” modified to reflect rer”l*r 0‘ laborala-” a”aI”HI vrhcrc apprcQr*tc. OISTURBED SAMPLE LOCATION Obtained by cdlecfing the auger cuttiws in a plastic or cloth bag. DRIVE SAMPLE LOCATION MODIFIED CALIFORNIA SAMPLER Sample with recorded blom per foot was *tained with a Modified Cdifornia drive sampler ,2” inride dimeter, 2.5” o’uuide diamterl lined bvifh YInPI* tubn. VI* vmplar war d&m into die IOil at the bttom 0‘ the hole wm a 140 &mound hmlmer falling 30 indrer. INDICATES SAMPLE TESTED FOR OTHER PROPERTIES GS- Grain size Dirrributlon CT - Consolidation Test LC - Laborator” Com~actm” “CS - ““confined Comprcrrion Test Test SDS -Slow Direct Shear Test PI - Alterberg Limits Test DS - Direct Shear Test ST - Loaded swell Tat TX - Triaxial Gxnprassion TN cc - Confined compression ‘R’- R-Value Test NOTE: In this column the results of fh”e tests my ke recorded where a&ic&k. BLOW COUNT Number 01 bloln needed to advance sm,pler one foot or as indicated. DRY DENSITY Pound. per cubic Fool MOISTURE CONTENT Percen, 0‘ my Wright NOTESON FIELD INVESTIGATION 1. REFus*L indiotn dm inability to cxtmd .ron,ion. paRidly, with 4uiprmnt being umd in tin mvsrtignion. I KEY TO LOGS THE GROVE APARTMENTS - RECREATIONAL AREA I DRAWN w: sh 1 C”ECKEDEV:a~l ,RDJEClIK): 51192U-AS01 1 DATE: 7-20-81 FNWRE 110: C-l WOOOWARO-CLYDE CONSULTANTS 5- 10 7 15 - 20 - 25 : 30 - 35 - 40 - - DTHEI rEsrs - R 8 I h Boring 1 Approximate El. 65' 1 iAMPLE UMBER I SOIL DESCRIPTION Damp, dark brown sandy clay (CL) FILL Stiff, moist, dark brown sandy clay (CL) SLOPEWASH I Becomes wet Hard, moist, gray brown fine sandy clay to clayey sand (CL-SC) SANTIAGO FORMATION r Contact attitude - N56'E 6'S Very dense, damp, pale brown very silty fine sand (SM) SANTIACJ FORMATION GRADES TO Very dense, moist to wet, light gray silty coarse sand (SM); massive, Ixcomes hard drilling SANTIAGO FORMATION z seepage , Significant seepage Bottom of Hole *For description of symbols, DO Fipun, C-l I LOG OF TEST BORING 1 THE GROVE APARTMENTS - RECREAT;ONAL AREA DIIAWNBV: sh PRDJECTNO: 51192U-AS01 WOOOWARO-CLYDE CONSULTANTS 5- 10 - 15 7 20 - 25 - 30 - 35 y 40 - - x D, GE - - - E - - >TklEf ‘En% Boring 2 Approximate El. 74' DURLE IU*I)ER SOIL DESCRIPTION Moist, gray brow" sandy clay wth zones of I light gray and light brown silty sand FILL 1 Hard, moist, brown silty clay (CH); no topsoil at contact with fill SANTIAGO FORMATION GRADES TO Very dense, damp, dark gray brown clayey fine sand (SC) SANTIAGO FORMATION '-At 21'. 4" brecciated weak claystone layer (wet, stiff) 3/4 around hole; attitude - NSO'W 16'S -GRADESTO Very dense, moist to wet, light brown to gray brown silty sand (SM) SANTIAGO FORMATION water seepage from zone of coarse *For *scription of ~y*olr. * Flpm C-l Continued on Next Paqe LOG OF TEST BORING 2 THE GROVE APARTMENTS - RECREATIONAL AREA DRAWNBV: sh 1 CWECKEDEY:~ PRWECTNO: 51192U-AS01 1 DATE: 7-20-81 1 FIOUREWO: c-3 WOODWARD-CLYDE CONSULTANTS Boring 2 (Continued) DEPTH 1 - IT DI - .DD - - Bc - ITHEI ‘EmE - 6AMPLE WMEEA -” -’ c SOIL DESCRIPTION J Continued very dense, moist to wet, light to \ brown to gray brown silty sand (SM) SANTIAGO FORMATION At 40', 1" wet seam of soft brown remolded clay attitude NO'E 15'E Bottom of Hole *For dmcri~tion of ,yrntmk, ee Fiwrc c-1 LOG OF TEST BORING 2 (Continued) THE GROVE APARTMENTS - RECREATIONAL AREA DIIAWNBY: sh CHECKEDEY:~~ PRDJECTNO: 51192WASOl DATE: 7-?O-81 FIGURE NO: C-4 WOODWARD-CLYDE CONSULTANTS Project No. 51192U-AS01 APPENDIX D LABORATORY TESTS The materials observed in our test explorations were visually classified and evaluated with respect to strength, swelling, and compressibility characteristics. The classifi- cations were substantiated by performing grain size analyses and evaluating plasticity characteristics of representative samples of the soils. The results of these test will be forwarded when completed. D-l Project No. 51192U-AS01 APPENDIX E Slope Stability Fill Slope Assumptions: (1) Maximum height of slopes (2) Maximum slope inclination (3) Unit weight of soil (4) Apparent angle of internal friction (5) Apparent cohesion (6) No seepage forces H = 30 feet 2 to 1 T = 125 pcf I$ = 3o" c = 300 pcf References: (1) Janbu, N., "Stability Analysis of Slopes with Dimensionless Parameters," Harvard Soil Mechanics Series No. 46, 1954. (2) Janbu, N., "Dimensionless Parameters for Homogeneous Earth Slopes," JSMFD, NO. SM6, November, 1967. Analyses Safety Factor, F.S. = Ncf+ Where Ncf is the stability number for slopes with both c and $. A cf = TH tan $ C = 7.22 From Fig. 10 of Reference (2) Ncf = 25 F.S. = 2.0 E-l Project No. 51192U-AS01 APPENDIX F SPECIFICATIONS FOR CONTROLLED FILL I. GENERAL These specifications cover preparation of existing surfaces to receive fills, the type of soil suitable for use in fills, the control of compaction, and the methods of testing compac- ted fills. It shall be the contractor's responsibility to place, spread, water! and compact the fill in strict accord- ance with these specifications. A soil engineer shall be the owner's representative to inspect the construction of fills. Excavation and the placing of fill shall be under the direct inspection of the soil engineer, and he shall give written notice of conformance with the specifications upon completion of grading. Deviations from these specifications will be permitted only upon written authorisation from the soil engineer. ject; A soil investigation has been made for this pro- any recommendations made in the report of the soil investigation or subsequent reports shall become an addendum to these specifications. II. SCOPE The placement of controlled fill by the contractor shall include all clearing and grubbing, removal of existing unsat- isfactory material, preparation of the areas to be filled, spreading and compaction of fill in the areas to be filled, and all other work necessary to complete the grading of the filled areas. III. MATERIALS 1. Materials for compacted fill shall consist of any mater- ial imported or excavated from the cut areas that, in the opinion of the soil engineer, is suitable for use in con- structing fills. The material shall contain no rocks or hard lumps greater than 24 inches in size and shall contain at least 40% of material smaller than l/4 inch in size. (Mater- ials greater than 6 inches in size shall be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks shall be permitted.) No material of a perishable, spongy, or otherwise improper nature shall be used in filling. 2. Material placed within 24 inches of rough grade shall be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 6% when compacted as hereinafter specified for compacted fill and soaked under an axial pressure of 160 psf. F-l . . Project No. 51192U-AS01 3. Representative samples of material to be used for fill shall be tested in the laboratory by the soil engineer in order to determine the maximum density, optimum moisture content, and classification of the soil. In addition, the soil engineer shall determine the approximate bearing value of a recompacted, saturated sample by direct shear tests or other tests applicable to the particular soil. 4. During grading operations, soil types other than those analyzed in the report of the soil investigation may be encountered by the contractor. The soil engineer shall be consulted to determine the suitability of these soils. IV. 1. (a) (b) 2. (a) (b) Cc) COMPACTED FILLS General Unless otherwise specified, fill material shall be compacted by the contractor while at a moisture content near the optimum moisture content and to a density that is not less than 90% of the maximum dry density deter- mined in accordance with ASTM Test No. D1557-70, or other density test methods that will obtain equivalent results. Potentially expansive soils may be used in fills below a depth of 24 inches and shall be compacted at a moisture content greater than the optimum moisture content for the material. Clearing and Preparing Areas to be Filled All trees, brush, grass, and other objectionable mater- ial shall be collected, piled, and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appear- ance free from unsightly debris. All vegetable matter and objectionable material shall be removed by the contractor from the surface upon which the fill is to be placed, and any loose or porous soils shall be removed or compacted to the depth shown on the plans. The surface shall then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. Where fills are constructed on hillsides or slopes, the slope of the original ground on which the fill is to be placed shall be stepped or keyed by the contractor as shown on the figure on Page 4 of these specifications. The steps shall extend completely through the soil mantle and into the underlying formational materials. F-2 Project No. 51192U-AS01 (d) 3. (a) (b) (c) (d) (e) V. 1. Observation and compaction tests shall be made by the soil engineer during the filling and compacting operations so that he can state his opinion that the fill was constructed After the foundation for the fill has been cleared, plowed, or scarified, it shall be disced or bladed by the contractor until it is uniform and free from large clods, brought to the proper moisture content, and compacted as specified for fill. Placing, Spreading, and Compaction of Fill Material The fill material shall be placed by the contractor in layers that, when compacted, shall not exceed 6 inches. Each layer shall be spread evenly and shall be thorough- ly mixed during the spreading to obtain uniformity of material in each layer. When the moisture content of the fill material is below that specified by the soil engineer, water shall be added by the contractor until the moisture content is as specified. When the moisture content of the fill material is above that specified by the soil engineer, the fill material shall be aerated by the contractor by blading, mixing, or other satisfactory methods until the moisture content is as specified. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the contrac- tor to the specified density. Compaction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compacting equipment. Equipment shall be of such design that it will be able to compact the fill to the specified density. Compaction shall be continu- ous over the entire area, and the equipment shall make sufficient trips to insure that the desired density has been obtained throughout the entire fill. The surface of fill slopes shall be compacted and there shall be no excess loose soil on the slopes. INSPECTION in accordance with the specifications. 2. The soil engineer shall make field density tests in accordance with ASTM Test No. D1556-64. Density tests shall be made in the compacted materials below the surface where the surface is disturbed. When these tests indicate that the density of any layer of fill or portion thereof is below the .specified density, the particular layer or portion shall be reworked until the specified density has been obtained. F-3 ’ , Project No. 51192U-AS01 VI. PROTECTION OF WORK _~ 1. Durinq construction the contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. He shall control surface water to avoid damage to adjoining properties or to finished work on the site. The contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. 2. After completion of grading and when the soil engineer has finished his observation of the work, no further excava- tion or filling shall be done except under the observation of the soil engineer. * E ; 3 ,- Strip as specified Original ground Slope ratio = N see note NOTES: The minimum width of "B" key shall be 2 feet wider than the compaction equipment, and not less than 10 feet. The outside edge of bottom key shall be below topsoil or loose surface material. Keys are required where the natural slope is steeper than 6 .horizontal to 1 vertical, or where specified by the soil engineer. F-4