The URL can be used to link to this page

1997-5377 AC/CN/FM/G/I ----------Street Address- - Category Serial # 1114 Name Description Plan ck. # Year Recording Requestefty: ) City of Encinitas ) When Recorded ?ail to: ) City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 ) FOR THE BENEFIT OF THE CITY ) ?SPACE ABOVEr0R RECCRDER'S USE ONLY EASE21ENT FOR CITY HIGHWAY Assessor's Parcel Project No .:TM 9,I - 11 No. 264-151-46 W.O. No.: Neal W. DeLay and Lois J DeLay Co-Trustees. or their S, e-sso s in Trust, under the DeLay Family Trust dated u 7, 19, 1988 hereinafter called GRANTOR(S), do(es) hereby grant, convey and dedicate to the CITY OF ENCINITAS, State of California, here -Lnafter called GRANTEE, the right of way and incidents thereto for a public highway upon, over and across that certain real property in the City of Encinitas, County of San Diego, State of California, described as follows: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE, cov405-1 1 The Grantor hereb .further grants to the CO. OF ENCINITAS the privilege and right to extend drainage structures and excavation and embankment slopes beyond the limits of the herein described right-of-way where required for the construction and maintenance of said CITY Highway. RESZR✓I:10 unto grantor of the above described parcel of land, his successors or assigns, the right to eliminate such slopes and/or drainage structures or portions thereof, when in the written opinion of the Ciz Engineer of Grantee, the necessity therefore is removed by substituting other protection, support and/or drainage facility, provided such substitution is first approved in writing by the City Engineer. The Grantor hereby further grants to Grantee all trees, growths (growing or that may hereafter grow), and road building materials within said right-of-way, including the right to take water, together with the right to use the same in such manner and at such locations as said Grantee may deem proper, needful or necessary, in the construction, reconstruction, improvement or maintenance cf said highway. The Grantor, for himself, his successors and assigns, hereby waives any claim for any and all damages to Grantor's remaining property contiguous to the right-of-way hereby conveyed by reason of the location, construction, landscaping or maintenance of said highway. Dated this 7 day of 1>L~Y f-4R L ; T11 sT OWNER: 16~ !!f Signature of owners to be notarized. Attach the appropriate acknowledgements. I certify on behalf of the City Council of the City of Encinitas, pursuant to authority conferred by Resolution of said Council adopted on July 27, 1987 that the City of Encinitas consents to the making of the foregoing Right-of-Way Dedication and consents to recordation thereof by its duly t rized ficer. Date: gy MU Y Wi.ADEN, Interim City Manager City of Encinitas cov4054 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT STATE OF CALIFORNIA COUNTY OF On before me, Notary Public, personally appearednerk , = i pws6naily know-rf-ta-me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) Ware subscribed to the within instrument and acknowledged to me that he'GWthey executed the same in hWher/their authorized capacity(ies), and that by hisfher/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and off icial seal. n Signature r A ~ 0....10.. PIMP P.♦ NAN, Ile E~'PU~r, ti w e COMM. #989(527 D cn a NOTARY PU°LiC - CALIFORNIA m ' SAN DIEGO COUNTY MyCOMM Expira; MAR.21, 190,7 • (Seal) SF-9474-8 (Rev. 8 - 1/94) EXHIBIT "A" LEGAL DESCRIPTION: EASEMENT FOR PUBLIC HIGHWAY A STRIP OF LAND 30 FEET IN WIDTH, BEING A PORTION OF THAT LAND DESCRIBED IN DEED TO NEAL W. DELAY AND LOIS J. DELAY, RE- CORDED OCTOBER 28, 1968 IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY AS FILE/PAGE NO. 187959, OFFICIAL RECORDS, LYING WITHIN LOT 18 OF THE SUBDIVISION OF RANCHO LAS ENCINITAS, CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 848 FILED IN THE OFFICE OF SAID COUNTY RECORDER JUNE 27, 1898. SAID STRIP BEING 30 FEET EASTERLY MEASURED AT RIGHT ANGLES THERETO THE FOLLOWING DESCRIBED LINE: BEGINNING AT A POINT ON THE NORTHERLY LINE OF SAID LOT 18, DISTANT THEREON NORTH 86°45'00" EAST 475.45 FEET FROM THE NORTH- WEST CORNER THEREOF. SAID POINT BEING THE NORTHEASTERLY CORNER OF THAT LAND DESCRIBED IN DEED TO FREDERICK MICHAEL REVA AND DORIS YVONNE REVA RECORDED JUNE 19, 1985 IN THE OFFICE OF SAID COUNTY RECORDER AS DOCUMENT NO. 85-217257, OFFICIAL RECORDS; THENCE SOUTH 80 31'25" WEST, ALONG THE EASTERLY LINE OF SAID REVA LAND, 609.84 FEET TO THE SOUTHEASTERLY CORNER THEREOF, SAID CORNER BEING ON THE SOUTHERLY LINE OF SAID DELAY LAND. THE EASTERLY SIDELINES OF SAID 30 FOOT STRIP TO TERMINATE NORTHERLY IN THE NORTHERLY LINE AND SOUTHERLY IN THE SOUTHERLY LINE OF SAID DELAY LAND. ALL SHOWN FOR CLARITY ON EXHIBIT "B" ATTACHED HERETO AND MADE A PART HEREOF. SAND S~ N.Mg9L r 0 L.S. 5871 U, Exp.12 3+ 96 ~~~OF CAL~FOP~` EXHIBIT "6" EASEMENT PLAT I PER DD-I~~ , /Y8G ° 45'00 E 890.00 4 75.45' C A t_C PER DDN2 /VoRrf1ERCY L /NE OF p ~b- 4 N DEL.4Y CA/VO I t ` : \ r4N0 LOT /8) w I o \ 30, ~ n v /VO - ' PER 00C. No. 85-217257 Q 4 ° LU \ AREA OF Q 0 p EX15 r. 60 , P.P1V,4rE EA5EMENT o Ro.40 E,456Afewr OE5(ERr 805E WA)," ~ \4 PAVIzIERrY L//UE SEE D/V/5/ON Oc a 3 64lvO PLAT NO. Olt EC74 - 150- 3 r ROS to Z894 W o PM 2774 ° OfLAY LAND I t^ PER OOC. FlP /8795 9 O.R. REC !7 r0- ZS- G8 5OU7-,WERLY C//VE OF PER RS ,%,l DCL4Y LAMP 354.51 35/. 0E' - 5 66 ° /5' 50" W G 38. 98 CALC PER DD- 2 PEARS-1 1039.97' 5 86 ° /5' 5o" W 99 o.00 PER DD ti I 993.48' PER RS - 1 LAND S~q Ma LEGEND U 'r c<`~o DDN I IN0ICATES RECORD DATA PER DOC. F/P 187959 L.S. 5871 r DO-2 It-1DICATES RECORD DATA PER DOC. HD.85-217257 N Exp. ~Z 31 9 RS-r I IRDICATES RECORD DATA PER ROS 10269 CALL INORCATE-co CA1_Ct VATED DATA V-9.0M Do-•.I ~DD-2 OP ~F A' v • Civil Engineering Land Planning • Structural • Surveying January 14, 1999 1 OF HYDROLOGY STUDY FOR REVA SUDIVISION - TM 93-211 DESCRIPTION: SUPPLEMENTAL HYDROLOGY STUDY REVA SUBDIVISION CITY OF ENCINITAS T.M. 93-211 DESERT ROSE WAY COLONY OF OLIVENHAIN o Q~,0f CSS E. CCU' o -may Z m OWNER/PERMITTEE C 39726 ~ Exp. 12-31-01 MR. FRED REVA CIVIL. 770 RANCHO SANTA FE ROAD F OF CAL-W OLIVENHAIN, CA 92024 760-753- 22 DO AS E. LOGAN R. E. 39726 ATE E PIRES 12-31-01 132 N. El Camino Real, Suite N • Encinitas, CA 92024 Fax/Phone 760-942-8474 F.-' G 7 4 S 3 FARTNFRS -m7 m it i I ^ I i I j i ~ I I I i T -r- M Y f`i 1 l I P4 FAX 67949599: FARIN - T-*-,-7 - -r- T-r--------r r---- I ~I( I ( I I I!( ~j i ~I I r i Jy' i ad N I om LT, V4 I 00 f 1 C. '7 I~ ~ ~ ~jG I ! I I i ! I I I i ~ i I~ I c ~oI ~ i Io~o' I I I I i o! C ~ i I ~ I NIA {1 1 1 I ~ I t ^I 4 IN ;N j I i I f ' i ~'1 I ^1 I I I a cc at cc. m I I I I j I ~ I I I I ' I I ~ I vela I i 'C' r-• I ! I wj: 1~~~ Fal _ 1 t o lui I►r I O IN In 1 I I I ~Iv+'vti r -r L l^I, I' I I ,n' IQ N;~1~ n; '.t''^YI I~ r, I I 1 .r I I :+rl v; 111 v'1 ~Al 1• Y I - I j 1 f yIa I.71c~ o1c~-To ^Io oiol 4 c;; o olol I I a oI-~ of of I IF^ I i I I r ~ C ( j -j I I I~~ I O C I II , ! ~ I I T ! ~ ~ ~ (~.~1 ~ 1 I I l i it I I l i I I i I I I f I ~ri:'Q! "+'ItitJ 'C7 4 i Cv I,' ul YII vyl N~ N i N I~lo N,Y, I N' I I i i i~-+jOI^~~'j}+~ U] i I~ ~ I ~ i I lol ICI xi~ol I I cv I j~ ! i i ~~i i i I, I ,^~i r,it"' r-, N!r^rl ~ NI I I j I I . - - r '7 I - I--T r~ t Y v . ~ 41 I v, w v, v i~ 'n •,(I ;n In I ~[~'rl,C ly'1i I I Ivil I I I ~t, rJ Of". r ,v. i i] cl °i oo. 4.d G J I o i ~ I I~ 1111 I' pi I I`' `I I ! I rh 02 i t Q) l I ° lal a I I 1 I U I I (A 12/99 G':2 FAN, 619 458993 PARTNERS W y... i ~is. MI I(,.I OiO slip i I o ~ yq GI ~iC+~, st' i j 1 I i I ~ ! IOjCI i - i I I Lei 1 ~ ! I !'~.A, lo~l^ to i F I Eno x LL I { rl 1~, A9 75:21 F:i1 0197485991 PARnERS [~p5 ~ N M ~ CL r I Is ; E Y i am .V al a ill J":Qc A !ee C~ ZI ' jCL zn I CL i ~3';27 rAX 6197435997 PARTNERS l~!06 V) a. } S G' ~ xV c ujx iz- fQ CL 41 % i~rz 9) CL :e r 19 R si a J _ c at z V {f ~ G r n `L 0 o tl - L E ~ h z LU t~ I Ld h 6c~ux Foci a nl'1.z; PA 0.5 F3; 6197485993 PARTNERS X07 Ira t~ 1. l~r?g 7i;~i F.1: C19i 1S8£ ►3 PARn'ERS ~QS > m 3 ~ U U N e a C7 E i 4 cy Y ,a i ~ ~ ~ IM1~V3 I s r r r a V2 ty 13 S '9 O r: q u^ Q LU } ~ end ~ f 1 ~ i JJ c C I ~ ~ ~ ~ Il z c~yr. ZE yy~! v> ? 'q v Q ~ 3 1 fV N !,J n ~ g LLI ~z ~ Ln oi.-1 X19 35 ; 21 7 FAX 619748-5993 PAR'I"NERS 0P T A'C - - _ c v - r 8-1 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE: (760) 746-3553 FAX: (760) 746-4912 423 HALE AVENUE ESCONDIDO, CALIFORNIA 92029 August 28, 1998 Mr. Fred Reva ti Reva Construction 770 Rancho Santa Fe Road Project: Our Job No. 93-25 Reva Subdivision Desert Rose Way Encinitas, California Subject: Updated Geotechnical Report Dear.Mr. Reva: In accordance with your request we are presenting this Updated Geotechnical Report for the above referenced project. The purpose of this Updated GeotechnicaI Report is to evaluate the current site conditions, the applicability of previous recommendations to the proposed project, and to provide additional recommendations as necessary. The results of our prior investigation were presented in our report, dated October 13, 1993. At the time our original report was written the proposed project consisted of the development of approximately 6 acres into a 6 lot residential subdivision. In summary, our services for this "Updated Geotechnical Report" consisted of the following: 1) Review of our file for the previous proposed development. 2) Performance of a visual surface reconnaissance of the site by our engineering and geology staff on August 12, 1998, and 3) Preparation of this report. Reva - Desert Rose Way Our Job No. 93-25 August 28, 1998 Page 2 The conclusions and recommendations presented in this report are based on data developed by our firm during previous investigations on the site and previous laboratory analysis. No additional laboratory testing or subsurface exploration was performed for this update. This report has been prepared for Mr. Fred Reva to be used solely in the evaluation and design of the proposed project. This report has not been prepared for use by other parties, and may not contain sufficient information for purposes of other parties or other uses. The information in this report represents professional opinions that have been developed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the professional advice included in this report. FINDINGS Existing Site Conditions: Based on our visual observations, the site conditions appear to be generally similar to those observed during our original field investigation performed on September 24, 1993. The site remains vacant and supports vegetation consisting of wild grasses and indigenous chaparral. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way Our Job No. 93-25 August 28, 1998 Page 3 Evidence of continued erosion and soil creep were observed within the site. This was present in the lower, eastern half of the site, particularly in the vicinity of proposed Lot 5 and proposed Dove Song Way. These conditions were documented and addressed in our referenced report. Proposed Development: Based on the grading plan prepared by Logan Engineering, the proposed project will consist of a 6 lot residential subdivision accessed by two asphalt paved roads (Dove Run Road and Dove Song Way). The paved roads will have approximately a combined length of 700 feet and extend west from Desert Rose Way. Grading for the proposed building pads is expected to result in maximum cuts and fills on the order of 12 feet and 14 feet, respectively. Excess soil generated during grading procedures may be exported to an adjacent site. It is our understanding that the proposed dwellings will be supported on post-tensioned foundations. CONCLUSIONS AND RECOMMENDATIONS With the exception of those items listed below, it is our opinion that the recommendations presented in our Report of Geotechnical Investigation dated October 13, 1993 are in general, applicable to the proposed development of the site as we understand it. We recommend that the items noted below be incorporated into the final design. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way Our Job No. 93-25 August 28, 1998 Page 4 Earthwork 1) Compaction: All fill soils should be compacted to at least 90% of the maximum dry density. The maximum dry density of each soil type shall be determined in accordance with ASTM D1557-91. Moisture content of low-to-non-expansive soils should be maintained within 2% of optimum during compaction. The moisture content of the clayey soils should be maintained at 2% to 4% above optimum. 2) Expansive Soil: Detrimentally expansive soils (Expansion Index of 51 or greater) were exposed during our original subsurface investigation. On building pads where post- tensioned foundations are proposed, expansive soil should be placed no less than two feet below finish subgrade. If conventional foundations are used expansive materials should be placed at least four feet below finish subgrade. In addition, expansive soil occurring on cut portions of building pads within four feet of finish grade shall be completely removed and replaced with non-expansive compacted fill soil (Expansion Index of 20 or less) as dictated by foundation design. Expansive soils should not be used as retaining wall backfill. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way Our Job No. 93-25 August 28, 1998 Page 5 3) Imported Fill: Imported fill, if required at this site, shall be approved by our office prior to importing. Imported fill material used to cap building envelopes shall have an Expansion Index of 20 or less, with not more than 25 percent passing the No. 200 U.S. standard sieve and shall have an internal angle of friction of no less than 25 degrees when compacted to 90 percent of maximum dry density (ASTM D1557-91). 4) Slopes: As documented in our referenced Report of Geotechnical Investigation, soil creep/slope debris and fractured formational sediments were observed in our subsurface explorations. These occurred in areas of proposed construction slopes. Recommendations for cut-slopes constructed in suspect materials were provided in our referenced report. The following modifications should be included with our earlier recommendations in the design and construction of buttress fill slopes. • The width of the buttress fill shall be 20 feet, measured horizontally inward from face of slope. • The proposed keyway for buttress fill slopes shall be extended no less than 5 feet into competent material as measured at the toe of slope. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way Our Job No. 93-25 August 28, 1998 Page 6 • The soil materials used in construction of the buttress may consist of import or best-available on-site soil material. Buttress soil should have an internal angle of friction equal to or greater than 25 degrees and a cohesion intercept between 200 and 400 psf when compacted to 90 percent of its maximum dry density (ASTM 1557-91). When feasible, soil material placed within the outer 15 feet, as measured horizontally inward from slope face, should consist of granular non-expansive fill. Expansive clays used in slope construction may result in surficial failure of the face of slope. This may be reduced by using stabilization geotextile fabrics during slope construction. Slopes should be compacted by backrolling with a loaded sheepsfoot roller at vertical intervals not to exceed 4 feet and should be track walked at the completion of each slope. Face of slopes should be compacted to no less than 90% relative compaction. This can best be accomplished by over building the slope at least 4 feet and trimming to design finish slope grade. These recommendations may be revised as site conditions are exposed during grading procedures. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way August 28, 1998 Our Job No. 93-25 Page 7 5) Erosion Control: To reduce the potential for erosion, the slopes shall be planted as soon as possible after grading with erosion-resistant vegetation. Slope erosion, including sloughing, riling, and slumping of surface soils may be anticipated if the slopes are left unplanted for a long period of time, especially during rainy seasons. Erosion control and drainage devices must be installed in compliance with the requirements of the controlling agencies. Concrete swales and earth berms are recommended at the top of all permanent slopes to prevent surface water runoff from overtopping the slopes. Animal burrows should be controlled or eliminated since they can serve to collect normal sheet flow on slopes, resulting in rapid and destructive erosion. 6) Surface Drainage: Surface water must not be allowed to drain in an uncontrolled manner over the top of any slope or excavation. Drainage measures may consist of concrete swales and catch basins.. Surface drainage shall be directed away from structures and paved areas. The ponding of water or saturation of soils should not be allowed adjacent to any of the foundations. We recommend that planters be provided with drains and low flow irrigation systems. Gutter, roof drains and other drainage devices shall discharge water away from structures into surface drains and storm sewers. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way Our Job No. 93-25 August 28, 1998 Page 8 Foundations 1) Bearing Capacity: It is our understanding that post-tensioned foundations may be used in construction of the proposed single family residences. Post-tensioned or conventional foundations may be designed using the minimum dimensions and allowable dead plus live load soil bearing values given in the following table. It is our understanding that granular on-site soil shall be used to cap the upper 2 feet or upper 4 feet of pad grade for post-tensioned or conventional foundations, respectively. FOOTINGS ESTABLISHED ON COMPACTED FILL Minimum Minimum Allowable Footing Depth Width Soil Bearing Tyne (inches) (inches) Value (p s f 1 Continuous 18 15 1,800 Pad 18 24 2,000 The minimum depth given shall be below lowest adjacent finish subgrade. All continuous footings shall contain at least two #5 reinforcing bars, one top and one bottom, to provide structural continuity and to permit spanning of local irregularities. The foundation dimensions and reinforcing presented above are minimum recommendations only. These may be increased by the Structural Engineer, as required. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way August 28, 1998 Our Job No. 93-25 Page 9 The soil load bearing values presented above may be increased by one-third for short term loads, including wind or seismic. If footings are proposed adjacent to slope areas, we recommend that the footings be deepened to provide a minimum horizontal distance from the outer edge of footings to the adjacent slope face equal to 10 feet. 2) Footing Observations: Prior to the placement of reinforcing steel and concrete all foundation excavations shall be inspected by the Soil Engineer, Engineering Geologist or their representative. Footing excavations shall be cleaned of any loosened soil and debris before placing steel or concrete. Footing excavations should be observed and probed for soft areas. Any soft or disturbed soils shall be overexcavated prior to placement of steel and concrete. 3) Concrete Slabs-On-Grade: It is. our understanding that the proposed slabs will be post- tensioned. If the soils are prepared as recommended in this report, concrete slabs-on- grade may be supported on 2 feet of non-expansive compacted fill soil. To provide protection against vapor or water transmission through the building and floor slabs, we recommend that the slabs-on-grade be underlain by a 4-inch layer of crushed rock. The crushed rock may be replaced by clean sand for concrete floor slabs that are underlain by at least 4 feet of granular, free draining soil. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way Our Job No. 93-25 August 28, 1998 Page 10 If vinyl or other moisture-sensitive floor covering is planned, we recommend that 10-mil-thick impermeable plastic membrane be placed on top of the crushed rock to provide additional protection against water vapor transmission through the slab. The vapor barrier should be installed in accordance with the manufacturer's instructions. We recommend that at least a 2-foot lap be provided at the membrane edges or that the edges be sealed. A 2-inch layer of clean sand should be placed on the vapor barrier to protect it and to facilitate slab curing. Slab reinforcing shall be provided in accordance with the anticipated use and loadings on the slab and as recommended by the Structural Engineer. 4) Transition Areas: The proposed buildings should not be allowed to straddle a cut-fill transition line. Footings and floor slabs should be entirely supported on cut or entirely on fill. The tendency of cut and fill soils to compress differently can frequently result in differential settlement, cracking to portions of the structure and in severe cases, structural damage. Therefore, to reduce the potential for damage due to differential settlement in transition areas, we recommend that cut areas be overexcavated to allow the placement of at least 4 feet of fill beneath the entire slab compacted to at least 90% of its maximum dry density (ASTM D1557-91). The compacted fill should extend at least 5 feet beyond the building floor plan. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way August 28, 1998 Our Job No. 93-25 Page 11 LIMITATIONS The recommendations presented in this report are contingent upon our review of final plans and specifications. The geotechnical consultant should review and verify the compliance of the final plans with this report. It is recommended that Western Soil and Foundation Engineering, Inc. be retained to provide continuous geotechnical engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Western Soil and Foundation Engineering, Inc. and/or our consultants, will not be held responsible for earthwork of any kind performed without our observation, inspection and testing. The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that are encountered during site development should be brought to the attention of the geotechnical consultant so that they may make modifications, if necessary. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Reva - Desert Rose Way Our Job No. 93-25 August 28, 1998 Page 12 This office should be advised of any changes in the project scope so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the State-of-the-Art and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of one year without a review by us verifying the suitability of the conclusions and recommendations. We will be responsible for our data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. • Reva - Desert Rose Way Our Job No. 93-25 August 28, 1998 Page 13 It is the responsibility of the Client or the Client's representative to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further the responsibility of the Client to take the necessary measures to ensure that the contractor and sub-contractors carry out such recommendations during construction. Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Vincent W. Gaby, CEG 1755 Expires 7/31/99 Engineering Geologist Dennis E. Zimmerman, CE 26676, GE 928, Expires 3/31/00 Geotechnical Engineer Distribution: (1) Addressee (4) Mr. Bob Booker V WG/DEZ:dg WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 1 t GEOTECHNICAL INVESTIGATION DESERT ROSE ESTATES DESERT ROSE WAY ' ENCINITAS, CALIFORNIA JOB NO. 93-25 ' OCTOBER 13, 1993 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 HALE AVENUE AREA CODE 619 EsCONDIDO, CALIFORNIA 92029 ' October 13, 1993 Mr. Fred Reva ' Reva Construction 770 Rancho Santa Fe Road Encinitas, California 92024 1 Project: Job No. 93-25 ' Desert Rose Estates Desert Rose Way Encinitas, California 92024 ' Subject: Report of Geotechnical Investigation ' Dear Mr. Reva: ' In accordance with your request, we have completed a geotechnical investigation for your proposed project. We are presenting to you, herewith, our findings and recommendations for the development of this site. ' The findings of this study indicate that the site is suitable for the proposed development if the recommendations provided in ' our attached report are incorporated into the design and construction of your project. ' If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, ' WESTERN SOIL AND FOUNDATION ENG EERING, INC. Vinc KtW Gaby, CEG 1755 Expires 7 31/95 Engineering Geologist nnis E. zl~merman CE 26676 GE 928 Expires 3/31/96 ' Geotechnical Engineer VG/DEZ:dg ' Attachments Distribution: (2) Addressee (4) Logan Engineering GEOTECHNICAL INVESTIGATION DESERT ROSE ESTATES ' DESERT ROSE WAY ENCINITAS, CALIFORNIA ' Prepared For: Mr. Fred Reva Reva Construction 770 Rancho Santa Fe Road Encinitas, California 92024 ' JOB NO. 93-25 ' OCTOBER 13, 1993 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. TABLE OF CONTENTS Page ' Introduction 1 Project Scope 2 Findings 3 ' Site Description 3 Subsurface Conditions 4 Del Mar/Santiago Formation 5 Undifferentiated Torrey Sandstone 6 Colluvium 6 ' Artificial Fill 7 Groundwater 8 Geologic Hazards 8 Faults & Seismic Hazards 8 ' Seismicity of Major Faults 9 Liquefaction 9 Landslides & Slope Stability 10 ' Recommendations & Conclusions 11 Site Preparation 11 Existing Soil 11 ' Expansive Soil 12 Imported Fill 12 Subsurface Drainage 12 ' Subdrain 13 Earthwork 14 Cut Slopes 14 ' Fill Slopes 15 Rippability 16 Foundations 17 General 17 Footing Parameters 17 Concrete Slabs-On-Grade 18 Transition Areas 19 ' Lateral Resistance 19 Retaining Walls 20 Footing Observations 21 Asphaltic Concrete Pavement 21 Field Explorations 22 ' Laboratory Testing 23 Plan Review 23 ' Limitations 23 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 1 ' ATTACHMENTS Plate Number 1 Site Plan (In back pocket) ' Plate Number 2 Unified Soil Classification Chart Plate Numbers 3 through 14 Exploratory Trench Logs ' Plate Number 15 through 18 Laboratory Test Results Plate Number 19 Table I Plate Number 20 Fill Slope Key ' APPENDIX I Specifications for Construction of Controlled Fills ' APPENDIX II References WESTERN SOIL AND FOUNDATION ENGINEERING, INC. GEOTECHNICAL INVESTIGATION ' DESERT ROSE ESTATES DESERT ROSE WAY ' ENCINITAS, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION ' This report presents the results of our geotochnical ' investigation performed on the above referenced site. The purpose of this investigation was to evaluate the existing surface and subsurface conditions from a geotechnical perspective in order to provide recommendations for your proposed development. The proposed project will be a six lot residential subdivision. ' It is our understanding that this development will entail the construction of several house pads and the installation of utility ' and roadway improvements. The grading operation will result in ' maximum fills on the order of ten to fifteen feet. Excavations into naturally occurring soil materials are not expected to exceed ' twenty feet in vertical height. It is anticipated that the proposed structures will be one or ' two story, wood-framed single family dwellings. The foundations ' will incorporate continuous footings, spread pad footings and a concrete slab-on-grade. ' Should any future development deviate significantly from our understanding of the project as described above, we should be consulted for further recommendations. The site configuration and subsurface exploration locations are ' shown on the site plan provided by Logan Engineering and included as Plate Number 1 in the back pocket of this report. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. ' Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 2 ' PROJECT SCOPE This investigation consisted of a surface reconnaissance coupled with a detailed subsurface exploration. Representative ' surface and subsurface samples were obtained from the site and ' returned to our laboratory for testing. An analysis of the field and laboratory data collected is submitted in this report. ' Specifically, the intent of this analysis was to: a) Explore the subsurface conditions to the ' depths that could be influenced by the proposed construction, b) Evaluate, by laboratory tests, the pertinent t engineering properties of the various soil ' and rock stratigraphic units which could influence the development of this project, ' including bearing capacities expansive characteristics and settlement potential, i lateral resistance and earth pressures, c) Describe the site geology including potential ' geologic hazards and their affect upon the proposed development, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 3 ' d) Develop soil engineering criteria for site ' grading, ' e) Determine potential construction difficulties and provide recommendations concerning these ' problems, ' f) Recommend an appropriate foundation system ' for the type of structures anticipated and develop soil engineering design criteria for ' foundation design. ' FINDINGS SITE DESCRIPTION: The project site is located on the west side of ' Desert Rose Way, in the Community of Olivenhain, city of Encinitas, ' California. It can be found in the central southern half of grid D-3, page 25, of the Thomas Brothers Guide for San Diego County, t 1993 edition. The site is trapezoidal in configuration and encompasses approximately six acres. It is bounded on the north, south and ' west by partially developed residential property. Approximately 612 feet front Desert Rose Way, a dirt road, along the eastern ' property line. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. t Desert Rose Estates Our Job No. 93-25 ' October 13, 1993 Page 4 ' The project site is situated upon an east facing hillside. The topography is moderately to very steeply inclined. Elevations range form 250 feet above mean sea level (M.S.L.) at the western boundary line to 166 feet (M.S.L.) at the northeastern property ' corner. The hummocky terrain is incised by several narrow, eastwardly draining arroyos. Drainage is by sheet flow via these ' arroyos into tributaries of the Escondido Creek. ' No improvements were observed on site at the time of our investigation. Vegetation consisted mainly of wild grasses and ' chaparral. Scattered trees were growing in and around the arroyos and along the western property line. ' SUBSURFACE CONDITIONS: The subject site is underlain by Eocene age lagoonal siltstone with interbedded channel and barrier beach ' sandstone. These have been mapped by Eisenberg (1983) and Tan (1986) as belonging to the Del Mar Formation and Torrey Sandstone, ' respectively. However, the siltstone is more characteristic of ' that found within the Santiago Formation. The Eocene sedimentary succession is overlain by colluvium and isolated areas of ' artificial fill. Each of these is described below from oldest to youngest. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose Estates Our Job No. 93-25 ' October 13, 1993 Page 5 ' DEL MAR/SANTIAGO FORMATION UNDIFFERENTIATED: Below an elevation of approximately 200 feet (M.S.L.) the site is underlain by dark green clayey to sandy siltstone. These sediments are typically medium stiff to hard at depth, but become highly fractured and brittle ' near the surface. Bedding, where discernable, appears to be nearly ' horizontal. Although mapped as the Del Mar Formation, the thickness, clayey nature and homogeneous appearance of the ' siltstone beds are more typical of the Santiago Formation. At lower elevations within the site vicinity the siltstone t becomes interbedded with sandstone. The interbedded sandstone varies in color from white to pale yellow when clean, to green and dark orange when silty or clayey. They are poorly to moderately t well indurated and friable. Individual beds range from thick lenses which pinch out laterally to continuous beds 2 to 6 feet in ' thickness. Samples of the clayey siltstone were returned to our laboratory ' to determine their engineering characteristics. Test results ' (Plate Nos. 15 through 18) indicate that the siltstone is highly expansive, has a high plasticity and low shear strength. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 6 TORREY SANDSTONE: Above an elevation of approximately 200 feet (M.S.L.) the subject site is underlain by very fine to medium ' grained sandstone mapped by Eisenberg (1983) and Tan (1986) as the ' Torrey Sandstone. These nearly flat lying sediments vary in color from pale lavender-gray to yellowish-white. They are moderately ' well indurated, locally well cemented and occur very thinly to massively bedded. Due to its consistency the Torrey Sandstone ' tends to form steep sided natural slopes. The contact with the ' underlying Del Mar/Santiago Formation is a gradational facies change displaying interbedded sandstone and siltstone. COLLUVIUM: The sedimentary formations on site are mantled by colluvium. The term colluvium is used here to include both in-situ developed soil as well as redeposited soil and slope debris. The ' consistency of the soil varies with the "parent material" from which it is derived. Above the sandstone/siltstone contact, the colluvium is composed of reddish-brown to brownish-gray silty, very fine to fine grained sand. Its thickness varies from a thin veneer on the steeper terrain to an accumulation of two feet along the base of ' slopes. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose Estates Our Job No. 93-25 ' October 13, 1993 Page 7 ' Below an elevation of approximately 195 to 200 feet (M.S.L.) the colluvium consists of a dark brown, slightly sandy, very clayey ' silt. This material is of medium to high plasticity and highly expansive. Immediately below this dark brown clayey colluvium ' typically occurs a very weathered residual soil derived from the ' underlying siltstone. This brownish-green, very clayey silt is severely desiccated and fractured, and typically displays evidence ' of gravity induced movement termed "soil creep". The combined thickness of the clayey colluvium and underlying residuum is on the ' order of six feet where observed in our exploratory trenches. It may be thicker in the center of the arroyos on site. The colluvium covering both the sandstone and siltstone is ' poorly consolidated and lacks shear strength in its present condition. ARTIFICIAL FILL: Localized areas of artificial fill are present at ' several locations as depicted on the site plan (Plate No. 1) in the back pocket of this report. These undocumented fills are derived from the on-site silts and sands. It is our understanding, through ' personal communication with Mr. Fred Reva, that these fill soils are on the order of five feet in maximum thickness. Furthermore, ' they will be removed and properly compacted during the proposed ' grading procedure. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose Estates Our Job No. 93-25 ' October 13, 1993 Page 8 ' GROUNDWATER: Free groundwater was not encountered in any of our exploratory trenches. However, it is likely that perched ' groundwater may appear seasonally at the surface near the contact between the sandstone and underlying siltstone. This "mounding" ' would be expected where groundwater penetrating the freer draining ' sandstone intercepts the less permeable clayey siltstone. This would be typical in areas where the contact between the Torrey ' Sandstone and Santiago/Del Mar Formation occur in cut slopes and other excavations. ' GEOLOGIC HAZARDS FAULTS AND SEISMIC HAZARDS: There are no known active or potentially active faults on or in the immediate vicinity of the project site. There are, however, several faults located in ' sufficiently close proximity that movement associated with them ' could cause significant ground motion at the site. The table below presents the probable maximum earthquake magnitudes and ' accelerations anticipated at the site. These accelerations are based on the assumption that the maximum probable earthquake occurs ' on specific faults at the closest point on that particular fault to the site. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. t Desert Rose Estates Our Job No. 93-25 ' October 13, 1993 Page 9 SEISMICITY OF MAJOR FAULTS Maximum Probable Probable Bedrock t Distance Magnitude Acceleration* Fault (Miles) (Richter) (g) ' Rose Canyon 8 6.0 - 7.0 0.28-0.42 L L Elsinore 25 7.0 0.17 ' L San Jacinto 49 7.8 0.12 ' L San Andreas 74 8.5 0.08 L L = Local Magnitude (From Schnabel and Seed, 1972). LIQUEFACTION: Optimum conditions for the occurrence of seismically induced liquefaction are the presence of a shallow water table within poorly consolidated, well sorted, fine grained sands and ' silts. The project site is underlain by moderately well ' consolidated sandstone and stiff clayey siltstone. In addition, the water table is sufficiently low so as not to induce excessive ' pore pressure at shallow depths. Finally, saturated, loose, uniform fine grained sands and ' silts will not exist under building pads if the grading operation ' is performed in strict accordance with the recommendations contained in this report. Based on these factors, it is our ' opinion that the potential for seismically induced liquefaction is low. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 10 ' LANDSLIDES AND SLOPE STABILITY: No evidence indicating the presence of deep seated landslides was observed on the subject site. However, there are several identified landslides present ' within the site vicinity. These occur as both rotational slumps and composite (a combination of bedding plane glide and rotational ' slump) landslides. More typical on the project site is the slow down-hill movement ' of near surface material termed in this report as soil creep. This ' is evident in the geomorphology and tension cracks associated with the broad, shallow depression located in the northeastern quarter ' of the property. Observations made in our exploratory trenches there (Plate No.s 10 and 11) display approximately four to six feet ' of disturbed colluvium and residuum with severely fractured ' structure. Due to the occurrence of landslides in the site vicinity, the ' low shear strength of the clayey siltstones and the presence of disturbed near surface soil material, the potential for small ' scale, shallow-seated failure in cut slopes is high. Therefore, recommendations addressing slope stability, as well as poorly ' consolidated and expansive soil, are presented in the following ' sections of this report. During the grading operations, the Registered Geotechnical ' Engineer or Engineering Geologist must inspect the site for adverse ' geologic conditions. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 11 ' RECOMMENDATIONS AND CONCLUSIONS ' SITE PREPARATION: ' EXISTING SOIL: We recommend that any existing fill, colluvium, ' alluvium, slope debris and low density soil be removed to firm natural ground from beneath any proposed fill pad areas in their ' entirety, so that structures will be supported on firm material. Areas to receive asphalt or concrete pavements, slabs, driveways or ' sidewalks shall be treated similarly. ' This soil may be replaced, if desired, as a controlled fill recompacted to at least 90% of its maximum dry density. All ' deleterious materials and oversized debris encountered in this fill must be removed and legally disposed of off site. ' Based on the findings of this study, the depth of removal will range from 1 to 9 feet. Table I (Plate No. 19) of this report presents anticipated removal depths in the area of our subsurface ' explorations. If groundwater is encountered during the removal and recompaction of the soil or difficulty is encountered in ' achieving a minimum of 90 percent relative compaction, then this office shall be consulted for further recommendations. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose 2states Our Job No. 93-25 October 13, 1993 Page 12 ' EXPANSIVE SOIL: Expansive soils (expansion index of 51 or greater) were encountered during our subsurface exploration (Plate No. 16). ' These expansive materials included the clayey colluvium, residuum and clayey siltstone observed in our exploratory trenches. All expansive material must be kept at least four feet below finish subgrade. In addition, expansive soil occurring on cut portions of building pads within four feet of finish grade shall be completely ' removed and replaced with granular non-expansive soil. Suitable non-expansive soil material is available on site in the Torrey ' Sandstone. IMPORTED FILL: Imported fill, if required at this site, shall be ' examined by our office to determine its suitability prior to importing. SURFACE DRAINAGE: Surface drainage shall be directed away from ' structures. The ponding of water or saturation of soils cannot be ' allowed adjacent to any of the foundations. Surface water must not be allowed to drain in an uncontrolled manner over the top or face ' of any slope. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 1 Desert Rose Estates Our Job No. 93-25 ' October 13, 1993 Page 13 ' SUBDRAINS: Where fill is proposed over canyon or drainage areas then a subdrain system shall be installed. The final determination ' for the location of the subdrains shall be made by the Soil Engineer during the site grading. ' The subdrains shall consist of a trench at least 36 inches deep ' and 24 inches wide. The lower 18 inches of the trench shall be excavated into dense, natural soil material. The upper 18 inches t will be installed in compacted fill. Mirafi 140N non-woven geotextile, or an approved equivalent, shall line the bottom and ' sides of the trench. Four inches of 3/4 inch rock bedding shall be placed on the geotextile at the bottom of the trench. A 6 inch ' diameter perforated pipe shall be placed in the trench with the t perforations down. The pipe shall be ABS schedule 40 (ASTM-D1527) or SDR 23.5 (ASTM-D2751) or approved equal. The drainpipe shall ' have a minimum 1 percent gradient and shall be centered within the trench horizontally. A minimum of 6 cubic feet of 3/4 inch rock per linear foot of subdrain shall be placed over and around the pipe within the geotextile lined trench. The geotextile shall lap at least 18 inches over the top of the rock. The subdrain shall ' outlet in an approved legal manner. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. Our Job No. 93-25 ' Desert Rose Estates October 13, 1993 Page 14 EARTHWORK: All earthwork and grading contemplated for site ' preparation must be accomplished in accordance with the attached Specifications for Construction of Controlled Fills (Appendix 1). All special site preparation recommendations presented in the ' sections above will supersede those in the Standard Specifications for Construction of Controlled Fills. All embankments, structural ' fill, and fill shall be compacted to a minimum of 90%. All utility ' trench backfill must be compacted to a minimum of 90% of its maximum dry density. The maximum dry density of each soil type t shall be determined in accordance with A.S.T.M. Test Method D1557- 78. ' Prior to commencement of the brushing operation, a pregrading meeting shall be held at the site. The Developer, Surveyor, ' Grading Contractor, and Soil Engineer should attend. Our firm ' should be given at least 48 hours notice of the meeting time and date. CUT SLOPES: It is our opinion that slopes excavated completely within dense sandstone at an inclination of 2.0:1.0 (horizontal: vertical) or flatter will be stable to a maximum height of 25 feet. Slopes excavated into competent unfractured claystone or siltstone at an inclination of 2.0:1.0 or flatter would be stable ' to maximum height of 10 feet. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 15 ' Proposed cut slopes higher than 10 feet that occur in claystone or siltstone, and any proposed slopes cut into incompetent soil material shall be reconstructed as a buttress slope in accordance with the recommendations for fill slopes presented below. FILL SLOPES: It is our opinion that fill slopes constructed at an inclination of 2.0:1.0 (horizontal:vertical) or flatter will be ' stable to a maximum height of 25 feet. Fill slopes shall be keyed into dense natural ground. The key ' shall extend through all incompetent soil material and be established at least two (2) feet into dense competent material. ' The key shall be a minimum of 2 feet deep at the toe of slope and t fall with 5% grade toward the interior of the proposed fill areas. The bottom of the key shall have a width of at least 15 feet (Plate ' number 20). All keys must be inspected by the Soil Engineer, Engineering ' Geologist or their representative in the field. ' Fill slopes constructed near the sandstone/siltstone contact and all buttress fill slopes shall have backdrains installed at the t inward edge of the lower benches and keyways. The backdrains will utilize similar materials and dimensions as outlined previously ' under the section entitled "Subdrains". Backdrains shall connect ' to non-perforated down drains at a maximum spacing of 100 feet. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. 1 Desert Rose Estates Our Job No. 93-25 ' October 13, 1993 Page 16 Soil material placed within the outer 15 feet of any fill slope, as measured inward horizontally from the face of the slope, shall consist of granular, non-expansive soil prevalent in the Torrey Sandstone. ' Slopes should be compacted by backrolling with a loaded sheepsfoot roller at vertical intervals not to exceed 4 feet and should be track walked at the completion of each slope. Face of ' slopes should be compacted to 90 percent relative compaction. A superior alternative would be to overbuild the slope at least ' 4 feet and trim to design finish slope grade. Slopes shall be planted as soon as feasible after grading. ' Slope erosion, including sloughing, riling, and slumping of surface ' soils may be anticipated if the slopes are left unplanted for a long period of time, especially during rainy seasons. Erosion ' control and drainage devices must be installed in compliance with the requirements of the controlling agencies. ' RIPPABILITY: The materials encountered in our exploratory trenches were rippable by conventional means to the depths investigated. ' These trenches varied from 6 to 15 feet in depth and were excavated by a Case 580E backhoe. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 1 ' Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 17 ' FOUNDATIONS ' GENERAL: Structures shall be supported on continuous or pad spread footings bearing in non-expansive on-site soil material recompacted ' in accordance with the recommendations contained in this report. ' Footings must be designed with the minimum dimensions and allowable dead plus live load bearing values given in the following table: FOOTING PARAMETERS 1 ' Number Footing Minimum Minimum Allowable Soil of Type Depth Width Bearing Value Stories (inches) (inches) (p.s.f.) ' 1 Continuous 12 12 1800 2 Continuous 18 15 2300 1 or 2 Pad 24 24 2800 The minimum depth given shall be below finish subgrade (bottom ' of sand cushion). All continuous footings shall contain at least ' one #5 reinforcing bar top and bottom to provide structural con- tinuity and to permit spanning of local irregularities. ' The foundation dimensions and reinforcing presented above are minimum recommendations only. These may be increased by the Struc- tural Engineer, as required. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. 1 Desert Rose Estates Our Job No. 93-25 ' October 13, 1993 Page 18 The soil load bearing values presented above may be increased by one-third for short term loads, including wind or seismic. The ' soil load bearing values of any proposed import soil should be determined after its selection. ' Settlements under building loads are expected to be within ' tolerable limits for the proposed structures. CONCRETE SLABS-ON-GRADE: Concrete slabs-on-grade may be supported ' on non-expansive on-site soil compacted in accordance with the ' recommendations presented in this report. Four inches of clean washed concrete sand shall be placed beneath the slab for curing. Slab reinforcing shall be provided in accordance with the anticipated use of and loadings on the slab and as recommended by ' the Structural Engineer. In areas where moisture sensitive floor coverings are to be ' utilized and in other areas where floor dampness would be un- desirable, we recommend consideration be given to providing an impermeable membrane (6-mil thick visqueen or approved equal) ' beneath the slabs. The membrane shall be placed mid-height within the sand to protect it during construction. The sand shall be ' lightly moistened just prior to placing the concrete. Care should ' be taken not to puncture the membrane. All joints (laps) in the membrane should be a minimum of 6 inches in width and sealed with ' an approved sealer. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 19 ' TRANSITION AREAS: Foundations supported partially on cut and partially on fill are not recommended. The tendency of cut and fill soils to compress differently can frequently result in unequal ' structural support and subsequent cracking to portions of the structure. Therefore, in transition areas, we recommend that the entire cut area be overexcavated and replaced with soil material compacted to a minimum of 90% of its maximum dry density. This ' overexcavation or undercutting shall be carried to a depth of 2 ' feet below the bottom of the deepest proposed footing for differential fills with a maximum thickness of 15 feet. ' Differential fills with a maximum thickness greater than 15 feet shall be undercut to a depth of 4 feet below the bottom of the deepest footings. ' LATERAL RESISTANCE: Resistance to lateral loads may be provided by friction at the base of the footing and by passive pressure against the adjacent soil. For concrete footings in compacted or dense natural soil, a coefficient of friction of 0.20 may be used. An allowable passive pressure of 150 pounds per square foot per foot 1 of depth acting against the foundations may be used in design. ' If footings are proposed adjacent to slope areas, we recommend that the footings be deepened to provide a minimum horizontal ' distance from the outer edge of footings to the adjacent slope face equal to one-half the height of the slope. This horizontal distance ' shall be no less than 7 feet and need be no more than 10 feet. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 20 ' RETAINING WALLS: Retaining walls must be designed to resist lateral earth pressures and any additional lateral loads caused by ' surcharge loads. We recommend unrestrained walls be designed for an equivalent fluid pressure of 47 pounds per cubic foot (pcf) where backfill is level, and 60 pcf for 2:1 (horizontal:vertical) ' backfill. We recommend restrained walls be designed for an equivalent fluid pressure of 47 pcf plus an additional uniform ' lateral pressure of 7H pounds per square foot where H = the height in feet of backfill above the top of the wall footing. Wherever walls will be subjected to surcharge loads, they should be designed ' for an additional uniform lateral pressure equal to one-third the anticipated surcharge pressure in case of unrestrained walls, and ' one-half the anticipated surcharge in the case of restraining walls. ' The preceding design pressures assume there is sufficient ' drainage behind the walls to prevent the build-up of hydrostatic pressures from surface water infiltration. Adequate drainage must be provided by means of weep holes or a subdrain system and permeable backfill material. ' Expansive soils (greater than 5.0 percent swell or an ' expansive index of 50) shall not be used as retaining wall backfill material. Backfill material must be sufficiently permeable so as ' to allow water to migrate to the drainage system. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 21 Backfill placed behind the walls shall be compacted to a ' minimum degree of compaction of 90% using light compaction equipment. If heavy equipment is used, the wall shall be approp- riately temporarily braced during the compaction process. ' FOOTING OBSERVATIONS: All foundation excavations shall be inspected by the Soil Engineer or his representative, prior to ' placing reinforcing steel and concrete. ' ASPHALTIC CONCRETE PAVEMENT: Any proposed asphaltic concrete pavement sections should be designed by our office. During the ' earthwork operations, we should sample the subgrade soil material, perform R-Value tests and design the pavement section accordingly. Street and parking areas must be prepared prior to receiving ' any base material. The subgrade soil shall be ripped a minimum of 12 inches, brought to near optimum moisture, and compacted to a ' minimum of 95% relative compaction or to the compaction ' requirements of the local governing agency, whichever is greater. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. ' Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 22 ' FIELD EXPLORATIONS Twelve exploratory trenches were excavated on September 24, 1993 by a Case 580 backhoe. Eight of the trenches were located on the project site as presented on Plate Number 1. The remaining four trenches (T-1 through T-4) were excavated on adjacent ' properties as part of a separate investigation. The logs of these off-site explorations are presented to provide a more thorough description of the geologic conditions of the site vicinity. The exploratory trenches were each logged using standard ' geological techniques. The field work was conducted by our geology ' and soil engineering personnel. The logs are presented on Plate Numbers 3 through 14. The ' soils are described in accordance with the Unified Soil Classification System as illustrated on the attached simplified chart (Plate Number 2). In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are presented. The density of granular material is ' given as either very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very ' soft, soft, medium stiff, stiff, very stiff or hard. Samples of typical and representative soils were obtained and returned to our laboratory for testing. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 23 LABORATORY TESTING Laboratory tests were performed in accordance with the American Society for Testing and Materials (A.S.T.M.) test methods ' or suggested procedures. Test results are shown on Plate Numbers 15 through 18. PLAN REVIEW Western Soil and Foundation Engineering, Inc. should review the final grading and building plans for this project. LIMITATIONS ' The recommendations presented in this report are contingent upon our review of final plans and specifications. The soil ' engineer should review and verify the compliance of the final plans with this report and with Chapter 70 of the Uniform Building Code. It is recommended that Western Soil and Foundation Engineering, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. ' Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 24 subsurface conditions differ from those anticipated prior to start ' of construction. Western Soil and Foundation Engineering, Inc. will not be held responsible for earthwork of any kind performed ' without our observation, inspection and testing. The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the ' subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or ' cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the inter- mediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soil.engineer so that he ' may make modifications, if necessary. This office should be advised of any changes in the project ' scope so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. ' Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 25 ' The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the ' work of man on this or adjacent properties. In addition, changes in the State-of-the-Art and/or Government Codes may occur. Due to ' such changes, the findings of the report may be invalidated wholly or in part by changes beyond our control. Therefore, this report ' should not be relied upon after a period of one year without a ' review by us verifying the suitability of the conclusions and recommendations. ' We will be responsible for our data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, expressed or implied, is ' made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other t services, or by our furnishing of oral or written reports or findings. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. t Desert Rose Estates Our Job No. 93-25 October 13, 1993 Page 26 ' It is the responsibility of the Client or the Client's representative to ensure that the information and recommendations contained herein are brought to the attention of the engineer and ' architect for the project and incorporated into the project's plans and specifications. It is further his responsibility to take the ' necessary measures to ensure that the contractor and his sub- contractors carry out such recommendations during construction. Respectfully submitted, ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. r Vincent W. Gaby, CEG 1755 Expires 7/31/95 ' Engineering Geologist Dennis E. Zimmerman CE 26676 GE 928 Expires 3/31/96 ' Geotechnical Engineer VG/DEZ:dg 1 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ATTACHMENTS 1 1 1 1 1 t 1 ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' SITE PLAN (Plate 1) ' (In Back Pocket) 1 1 t WESTERN SOIL AND FOUNDATION ENGINEERING, INC. SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART ' SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES I. COARSE GRAINED, More than half of material is larger ' than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel- More than half of sand mixtures, little or no ' coarse fraction is fines. larger than No. 4 GP Poorly graded gravels, gravel- sieve size but sand mixtures, little or no ' smaller than 3" fines. GRAVELS WITH FINES GM Silty gravels, poorly graded (Appreciable amount gravel-sand-silt mixtures. of fines) GC Clayey gravels, poorly ' graded gravel-sand, clay mixtures. ' SANDS CLEAN SANDS SW Well graded sand, gravelly More than half of sands, little or no fines. coarse fraction is SP Poorly graded sands, gravelly ' smaller than No. 4 sands, little or no fines. sieve size. SANDS WITH FINES SM Silty sands, poorly graded (Appreciable amount- nand and silt mixtures. of fines) SC Clayey sands, poorly graded ' sand and clay mixtures. II. FINE GRAINED, More than ' half of material is smaller than No. 200 sieve size. SILTS AND CLAYS Inorganic silts and very fine sands, rock flour, sandy ' silt or clayey-silt-sand mixtures with slight plast- icity. ' Liquid Limit CL Inorganic clays of low to less than 50 medium plasticity, gravelly clays, sandy clays, silty t clays, lean clays. OL Organic silty and organic silty clays of low plasticity SILTY AND CLAYS MH Inorganic siltys, micaceous ' or diatomaceous fine sandy or silty soils, elastic silts: ' Liquid Limit CH Inorganic clays of high greater than 50 plasticity, fat OH Organic clays of medium ' to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' PLATE NUMBER 2 W O TRENCH NUMBER T-1 r } ~ W ~ w W - Z a ELEVATION 258± W-~ w Z w z = H o J_ U Z Cr F- W U F- Q F- x JSAMPLING d N nQ. N ° a N F- J Q ' a `n (n METHOD CASE 580 BACKHOE Q 0 Q Z } 0 r. Zo Uj a. a a a to U U DESCRIPTION ° U o O Pale Yellow Slightly Silty Very Medium SP"; Fine to Fine Grained Sand Moist Dense 1 (Fill) to ' - Dense B SP'- Reddish-Brown Slightly Silty Very 2 _ Fine to Fine Grained Sand Moist Loose 02.5 5.9 Colluvium ' 3- Pale Gray to Pale Yellow Very Fine to Fine Grained Sandstone - ' C S.P" Thin, horizontally bedded Moist Dense 4- 5- (Torrey Sandstone) 6 Bottom of Trench @ 5.5 Feet - 7 8 9 C = Chunk Sample ' 10- B = Bulk Sample ' 11- 12- 13- - 14 _ 15 ' JOB NUMBER DATE LOGGED LOGGED BY ' 93-25 REVA SUBDIVISION 9-24-93 V.G. % SUBSURFACE EXPLORATION LOG PLATE No. 3 z } w O TRENCH NUMBER T-2 F. F- v F- w w ' a _ Fuw W Q ELEVATION 252± z z z cn ? zo U W O W W z z F- _ J Cc F' W V F- Q F- = a 5 cti- n SAMPLING a N a in o a N F' W a a zz o a ' F-- a Q METHOD CASE 580 BACKHOE Q Q W co -j V 0 U O A U DESCRIPTION Interlayered Pale Yellow Slightly Medium - ' Silty Very Fine to Fine Sand Dense _ SP with Light Brown Silty Very Moist to 07.3 10.5 91-3- 2- B Fine Grained Sand Dense _ ' (Fill) _ 3- ' 4 B 98.8 11.1 84. r ' 5- S'P:`. Pale Gray Very Fine to Fine = Grained Sandstone, Thinly Bedded Moist Dense 6 (Torrey Sandstone) - ' - ML= Grayish Brown Very Silty Very - _ Fine Grained Sandstone Moist Dense 7 - - - ' White to Pale Yellow Very Fine - to Fine Grained Sandstone, Dense 8 SP• Massively Bedded moist to - ' - Very - (Torrey Sandstone) Dense 9 - ' Bottom of Trench @ 9.0 Feet = 10- 11- 12- 13- _ 14 15 JOB NUMBER DATE LOGGED LOGGED BY ' 93-25 REVA SUBDIVISION 9724-93 V.G. SUBSURFACE EXPLORATION LOG PLATE NO.4 a 0 TRENCH NUMBER T-3 r W W W F- - v _ ' U ELEVATION 2561 w w W Z~ _o W J_ F- W V F- Z Q H _ SAMPLING a N as (n ° ° w a a a `f' Q METHOD CASE 580 BACKHOE a a. Z0 2 ZO A N o DESCRIPTION ° U Pale Yellow ' Slightly Silty 1- Sp.:: Very Fine to Fine Grained Sand Moist Medium t _ - (Fill) Dense 2 - Brown Silty Fine Grained Sand SM ' _ (Colluvium) Dam Loose 3 Pale Yellow to Pale Gray Very - ' Fine to Fine Grained Sandstone, Moist Dense 4 Thin Bedding with localized - SP.. Fe-Mg Staining (Torrey Sandstone) S - Bottom of Trench @ 6.0 Feet 7- 8- 9- 10-- 12- 13- - _ 14 15 ' JOB NUMBER DATE LOGGED LOGGED BY ' 93-25 REVA SUBDIVISION 9-24-93 V.G. SUBSURFACE EXPLORATION LOG PLATE N0.5 ' i- a oZ TRENCH NUMBER T-4 H v W W o W W a ELEVATION z z z W o U W W W Z Z - .r W J- N W V F- W x -J 1 " SAMPLING na. N a - ° a CL a METHOD CASE 580 BACKHOE a o a Z o z W a W a~ ao Cr ~o ~o A N J DESCRIPTION v ' SM-1- Brown Slightly Silty Fine Dry Medium - Grained Sand to Dense ' - Damp to grades to Dense 2 C ' Pale Gray Fine Grained Sandstone Dense 14.9 6.4 3- _ Thinly Bedded Horizontally to Bedded Very Thin interbeds of Very ' SP" Very Sandy Clay Dense 4 - J (Torrey Sandstone) t 5- - - Bottom of Trench @ 5.0 Feet ' 6- 7- 8- 9- - 10 ' 11- 12- 13- - ' = 14 15 1 JOB NUMBER DATE LOGGED LOGGED BY t 93-25 REVA SUBDIVISION 9-24-93 V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 6 I o z w w ; W f:. aw 0 TRENCH NUMBER T-5 I- L) w } ~ ELEVATION 237± E z z z cn > z w a w° ww zW ~o W J U c Cr F- W U F- Z W Q SAMPLING LX N a ° - F- _j a CL g v METHOD CASE 580 BACKHOE a a zz r o Uj a. Q U O A V' U DESCRIPTION L ° Dark Orangish SM _ Brown Very Silty Existing Fine Grained Sand Ground (Colluvium) Surface Damp Loose 2 Dark Orange Very Silty, Very Fine Grained - SM/- Sandstone, Thinly bedded, Friable 3- ML and Crumbly with thin interbeds of -.,=Gray Sandy Silt (Torrey Sandstone) Moist Loose - 1 4 = 5 C 1 B Pale Lavender-Gray Fine Damp Dense 114.3 12.4 6 Grained Sandstone, Thin to to - - SP :horizontal bedding, Fe-Mg Moist Very - Staining along bedding Dense 7_ cleavage 8 9- 10- 12- 13- - (Torrey Sandstone) 14 _ Bottom of Trench @ 14.0 Feet 15 JOB NUMBER DATE LOGGED LOGGED BY 93-25 REVA SUBDIVISION 9-24-93 V.G. ' SUBSURFACE EXPLORATION LOG PLATE NO. 7 -1 z F. U o o T-6 w w a TRENCH NUMBER ' w F Q ELEVATION 200± E 1 z cr z z cn M F- - zo lL J C Cr H W U h- Z Q H W - ~ SAMPLING nQ. a T ° 0. F- J Q ' Q Q METHOD CASE 580 BACKHOE 0- Q zo 2 C) w a a r A U DESCRIPTION ° o Pale Gray Silty Existing i_ Fine Grained Sand Ground ''•Very Friable Surface ' - SM 2 - grades to ' White Slightly Silty Fine Grained 3- Sand, Friable Damp Loose - ' to 4- Medium Dense (Torrey Sandstone) ' S MH Dark Green Sandy Siltstone, Moist Mediu Very Desiccated and Crumbly Stiff 7- - ~ grades to 8- q C = ' 10- Dark Green Slightly Clayey Very Very 115.4 17.4 MH Sandy Siltstone, Slightly Moist Stiff Fractured to 11- Hard 12 (Del Mar/Santiago Formation) ' Bottom of Trench @ 12.0 Feet ' 13- 14 _ 15 ' JOB NUMBER DATE LOGGED LOGGED BY ' 93-25 REVA SUBDIVISION 9-24-93 V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 8 w O TRENCH NUMBER T-7 F w o w o W } ~ - ' Z w a ELEVATION 204± z z z o U W W W Z U- Z . _J f- W V H Q F- _ SAMPLING aN aN °a 0~- -jQ -J ~ a Q METHOD CASE 580 BACKHOE a a o o 2 a DESCRIPTION ° U o Brownish Gray Very Moist Loose SM- Grained Sand grades to Pale Gray Silty Very Fine Grained Sand (Colluvium) 2 _ _ _MH_- Gray Clayey Silt (Colluvium) Moist Soft ' 3 Pale Yellow Very Fine to Fine Damp Loose ' Grained Sandstone, Friable to 4 B SP Medium 99.1 13.1 grades to Dense 5- Yellow Slightly Silty Very Fine ' to Fine Grained Sandstone 6 (Torrey Sandstone) 100.9 13.4 1 _ S P, 7 1 - 8 ML'= Yellowish-Green Very Silty - __z Very Fine Grained Sandstone Moist Dense 9 MH- Dark Green Sandy Siltstone Very Very ' (Del Mar/Santiago Formation) Moist Stiff 10 Bottom of Trench @ 10.0 Feet 11- 12- 13- - 14 _ 15 ' JOB NUMBER DATE LOGGED LOGGED BY 93-25 REVA SUBDIVISION 9-24-93 V.G. ' SUBSURFACE EXPLORATION LOG PLATE NO. 9 ' Z } } e 0 w O TRENCH NUMBER T-8 H W E- w, w a w a ELEVATION 186± N-> w w w Z D Z - Zo li J U M~ = F- w U H a F- aa to a o a LO a = a N N SAMPLING s - J d o a Z o z w cn METHOD CASE 580 BACKHOE ~ a a~ ao CL o ~o a C N DESCRIPTION U v Dark Brown jE]~Ey. Slightly Sandy Existing MH_ Clayey Silt, Ground Very Fractured Surface 2- 3- Brownish - T Green Clayey (Colluvium) 4 O Sandy Silt, Very ' 'MH Fractured and Very Desiccated! Moist Stiff ' S- _ `73 (Residuum/ 6 - Creep ' - _ Material) Very - Dark Green Moist Soft 7 Clayey Siltstone, to ' MH- Fractured Mediu Stiff 8 1 B Very Stiff 9 Moist to hard 104. 21.7 ' 10- 12- 13- ' (Del Mar/Santiago Formation) 14 _ _ Bottom of Trench @ 14.0 Feet 15 t JOB NUMBER DATE LOGGED LOGGED BY 93-25 REVA SUBDIVISION 9-24-93 V.G. ' SUBSURFACE EXPLORATION LOG PLATE NO. 10 ' o Z r e F. a TRENCH NUMBER T-9 W o W W } ~ ELEVATION 203± E--~ z cc Z Z 0 ? o a W WW Z~ li J f. U Z U 0: CC F- W F- a F- d N a N in n. W SAMPLING - - J a a o a Z o z ~ g a cn can METHOD CASE 580 BACKHOE o ' a s a a a ° o O DESCRIPTION U ° Pale ' SM - Brownish- Existing Gray Silty Fine Ground - Grained Sand Surface ' Pale Greenis 2 Gray Very Silty, c - MLP Very Fine Grained °Z1 ' 3_ SP Sandstone thinly inter- bedded with Pale Gray y Fine Grained Sand, Bedding 4 appears discontinuous and sub- horizontal, Sandstone is friable Damp Loose 5- ' - ~ Damp Medium 6 ..Thin Dark Paleosol(?), Undulating to Dense Concretionary bedding Moist _ 7 J;'•(Ver Weathered Torre Sandstone 8 Dark Green Clayey Silt, Very Very Medium MH- Fractured and desiccated- Moist Stiff 9 grades to ' 10- T Dark Green Slightly Sandy Very Very MH- Clayey Siltstone Moist Stiff Hard 11 ~r to 12- 13- ' (Del Mar/Santiago Formation) ' Bottom of Trench @ 13.0 Feet - 14 ' 15 JOB NUMBER DATE LOGGED LOGGED BY 93-25 REVA SUBDIVISION 9-24-93 V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 11 W O TRENCH NUMBER T-10 H V W e W W Z ' - F W a ELEVATION 206± W W W z 5 F- - o LL J V M W V Z Q H W (n _j _ -j SAMPLING na. N a cn ° ° f- a ' a U' cn METHOD CASE 580 BACKHOE a Q zo Zo Uj a. a a o J DESCRIPTION ° U o ' Loose Sp', Pale Brownish-Gray Very Fine Damp to to Fine Grained Sand Medium Dense 2 (Colluvium) ' _ MH_ Greenish-Brown Clayey Silt Very Medium (Colluvium) Moist Stiff 3- - - ' 4 r Pale Greenish-Gray Very Silt Y, Fine Grained Sandstone 77- ' 5- Sp interbedded with Moist Dense -:-'-'-'Pale Yellowish-Gray Very Fine to Fine Grained Sandstone (Torrey Sandstone) 7 - ' Bottom of Trench @ 7.0 Feet 8- 9- 10- 11- 12- 13- - 14 _ 15 ' JOB NUMBER DATE LOGGED LOGGED BY ' 93-25 REVA SUBDIVISION 9-24-93 V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 12 Z } o W O TRENCH NUMBER T-11 f-- W o W ' W a. ~ ELEVATION 2101 E-~ Z jr Z Z [t " > z F- - O iW f- U W J W W Z U_ Z F- - J_ N W U H W G V _ ~ SAMPLING aQ nQ. N o a 0 Z Q ' a Q Q METHOD CASE 580 BACKHOE a 17 a Zo 2 0 W 0 J DESCRIPTION ° U O ' Pale Gray Slightly Existing SM Silty Very Fine Ground __-to Fine Grained Sand Surface Colluvium 2 _ Grayish-Brown Very Silty Fine ' SM/ Grained Sandstone thinly inter- 3- bedded with Dark Lavender Brown ML_ Very Sandy Siltstone, Moderately Damp Medium - ' 4 _Tr Fractured to Dense _ Moist to (Torrey Sandstone) Hard 7% 1 5- ' 6 Pale Lavender-Gray Very Fine - _ Sp.; to Fine Grained Sandstone Moist Dense ....,.-Massively Bedded, Horizontally 7 Bedded, Moderately Cemented 8- 9 =z-'. Lense of Thinly Bedded Very ' Sandy Silt 10- ' il- (Torrey Sandstone) Dark Orange Fine Grained SP ° Sandstone, with Concretion Layer Moist Very ' 12- (Torrey Sandstone) Dense - Bottom of Trench @ 12.0 Feet 13- 14 _ 15 ' JOB NUMBER DATE LOGGED LOGGED BY ' 93-25 REVA SUBDIVISION 9-24-93 V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 13 W z O TRENCH NUMBER T-12 W o W' ' w ~ ELEVATION z cc z z to > z W H Q W W W z ti 5 F- F- 0 LL J V Cr f- Cr h- W V F- Z Q F- s J O SAMPLING na. N CL a <(n o a N _j a ' a a `n cn METHOD CASE 580 BACKHOE Q Q Oz 2 C) sw a a Cr A 0 L) DESCRIPTION ° U o ' `SM- Pale Orangish-Brown Silty Fine Grained Sand Damp Loose - . (Colluvium) ' - Pale Gray Very Fine to Fine Dense Sp•: Grained Sandstone, Medium Thick Damp Grades 2 Bedding, Moderately Well Cemented to Very Dense 3- Pale Lavender-Gray Slightly - ' Silty Very Fine to Fine Grained Damp Very 4 Sandstone, Thinly bedded to Dense S P:., Moist (Torrey Sandstone) ' S - ' g Bottom of Trench @ 5.5 Feet - 7_ 8 9 ' 10- 11- 12- 13- - _ 14 15 ' JOB NUMBER DATE LOGGED LOGGED BY ' 93-25 REVA SUBDIVISION 9-24-93 V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 14 ' LABORATORY TEST RESULTS ' MAXIMUM DENSITY/OPTIMUM MOISTURE ' Maximum Dry Optimum Sample Density Moisture ' Location Description (pcf) (percent) T-2 @ 4.0 Yellowish-Brown Silty 117.5 12.9 ' Very Fine to Fine Sand ' DIRECT SHEAR Apparent Angle of ' Sample Cohesion Internal Friction Location (psf) (degrees) T-2 @ 4.0' 325 28 T-8 @ 9.0 650 14 Sample remolded to 90% of maximum dry density at 3% over optimum moisture content. Sample remolded to in-place moisture and density WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. PLATE NO. 15 ' MECHANICAL SIEVE ANALYSIS ' Percent Passing U.S. Standard Sieve ' Sample Location #4 #10 #40 #100 #200 ' T-2 @ 4.0' 99.4 97.1 92.7 61.1 32.0 T-5 @ 5.0' 99.2 93.0 73.8 28.4 14.9 ' T-7 @ 4.0' 100.0 100.0 78.6 28.8 20.0 T-8 @ 9.0' 100.0 99.9 98.0 96.2 95.0 t EXPANSION INDEX* ' Initial Final Moisture Moisture ' Expansion Content Content Expansion Location Index (Percent) (Percent) Potential ' T-8 @ 9.0 110 14.6 36.4 High * Test performed in accordance with U.B.C. Standard No. 29-2. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. PLATE NO. 16 PLASTICITY INDEX/LIQUID LIMIT ' Liquid Limit 50 Plastic Limit 97 ' Plastic Index ' 1 ' 60 50 ac .P A 40 :CH or OH H H 30 ' U H H 20 CL or 0 a MH or OH ' 10 ML or OL ' 0 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT 1 1 . ' WESTERN •OIL AND FOUNDATION ENGINEERING INC. PLATE 2.'L'*L~iEY. 17 CONSOLIDATION CURVES ' Load In KIPS Per Square Foot ' 0.2 0.4 0.6 0.8 1.0 2 4 6 8 10 16 0 1 2 - ' 3 4 H C Y_ 5 u ' L H N o_ 6 E N 0 0 c 7 a~ u d Z ' O F=- Q _o J 0 ' 0 z O U O Indicates percent consolidation at field moisture • Indicates percent consolidation after saturation Date: 10/13/93 DESERT ROSE ESTATES Job No. 93-25 ' By: V . G . SAMPLE T-8 @ 9.0 Plate No. 18 ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. TABLE I ' DEPTH OF TRENCH OR BORING SOIL REMOVAL BELOW ' NUMBER EXISTING GRADE (FEET) T-1 2.5 ' T-2 4.5 T-3 2.5 ' T-4 0.0 ' T-5 4.0 T-6 4.0 to 8.0 ' T-7 6.0 T-8 9.0 T-1 9.0 ' T-2 3.0 T-11 3.0 ' T-12 1.0 NOTE: It should be recognized that variations in soil ' conditions may occur between exploratory trenches what will require additional removal. In areas where fill ' slope toe keys are proposed, add a minimum of 2.0 to removal depths presented above. ' Exploratory trenches encountered in the removal process should be recompacted an additional 2 feet ' below the depths shown in the above table. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. PLATE NO. 19 t ' FILL SLOPE KEY PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF NATURAL GROUND SLOPE TO APPROVED GROUND FILL TOE OF SLOPE .oo M .00 01. vNS~'IP 8, MINIMUM BENCH ' COMPETENT EARTH MATERIAL ' 21 5 % MINIMUM TYPICAL BENCH MINIMUM BASE KEY WIDTH (HEIGHT VARIES) 15' ' MINIMUM DOWNSLOPE BACKDRANS MAY BE REQUIRED PER KEY DEPTH RECOMMENDATIONS OF SOILS ENGINEER DESERT ROSE ESTATES ' JOB NO. 93-25 DATE OCTOBER 13, 1993 ' WESTERN PLATE No_ zo- SOIL ANO FOUNDATION ENGINEERING INC. APPENDIX I 1 1 1 t 1 1 1 1 t WESTERN SOIL AND FOUNDATION ENGINEERING, INC. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. ' PHONE 746.3553 423 HALE AVENUE AREA CODE 619 ESCONDIDO, CALIFORNIA 92029 ' SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS ' GENERAL DESCRIPTION: The construction of controlled fills shall consist of adequate preliminary soil investigations, and clearing, removal of existing structures and foundations, preparation of land to be filled, excavation of earth and rock ' from cut area, compaction and control of the fill, and all other work necessary to complete the grading of the filled area to conform with the lines, grades., and slopes as shown on the ' accepted plans. CLEARING AND PREPARATION OF AREAS TO BE FILLED: ' (a) All fill control projects shall have a preliminary soil investigation or a visual examination, depending upon the nature of the job, by a qualified soil engineer ' prior to grading. (b) All timber, trees, brush, vegetation, and other rubbish ' shall be removed, piled and burned, or otherwise disposed of to leave the prepared area with a finished appearance free from unsightly debris. ' (c) Any soft, swampy or otherwise unsuitable areas, shall be corrected by drainage of removal of compressible material, or both, to the depths indicated on the plans ' or as directed by the soil engineer. (d) The natural ground which is determined to be ' satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. ' (e) No fill shall be placed until the prepared native ground has been approved by the soil engineer. ' (f) Where fills are made on the hillsides with slopes greater than 5 (horizontal) to 1 (vertical), horizontal benches shall be cut into firm undisturbed natural ground to provide lateral and vertical stability. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the elevation of the toe stake. The soil engineer ' shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope. ' page 2 (g) After the natural ground has been prepared, it shall be ' brought to the proper moisture content and compacted to not less than 90% of maximum density, A.S.T.M. D1557-78. (h) Expansive soils may require special compaction ' specifications as directed in the preliminary soil investigation by the soil engineer. (i) The cut portions of building pads in which rock-like material exists may require excavation and recompaction for density compatibility with the fill as directed by ' the soil engineer. MATERIALS: The fill soils shall consist of select materials graded so that at least 40 percent of the material passes the No. 4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils from one or more sources. The material used shall be free from vegetable matter, and other ' deleterious substances, and shall not contain rocks or lumps greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with unacceptable physical characteristics are ' encountered, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer. If soils are encountered during the grading operation which were not reported in the preliminary soil investigation, further testing ' will be required to ascertain their engineering properties. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these ' specifications. No material of a perishable, spongy, or otherwise unstable nature ' shall be used in the fills. PLACING, SPREADING AND COMPACTING FILL MATERIAL: (a) The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be ' thoroughly blade-mixed during the spreading to insure uniformity of material and moisture in each layer. (b) When the moisture content of the fill material is below ' that specified by the soil engineer, water shall be added until the moisture content is near optimum as determined by the soil engineer to assure thorough ' bonding during the compacting process. (c) When the moisture content of the fill material is above ' that specified by the soil engineer, the fill material shall be aerated by blading and scarifying, or other .satisfactory methods until the moisture content is near optimum as determined by the soils engineer. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. ' page 3 (d) P_fter each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the specified maximum density in accordance with A.S.T.M. D1557-78. Compaction shall be by means of tamping or sheepsfoot rollers, multiple-wheel ' pneumatic-tired rollers, or other types of rollers. Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling ' of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled ' shall be compacted to the specified density. (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting t operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing ' satisfactory results. (f) Field density tests shall be made by the soil engineer for approximately each foot in elevation gain after ' compaction, but not to exceed two feet in vertical height between tests. The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet in elevation again. The soil engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. ' No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. (g) The fill operation shall be continued in six inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as ' shown on the accepted plans. SUPERVISION: Supervision by the soil engineer shall be made ' during the filling and compacting operations so that he can certify that the fill was made in accordance with accepted specifications. The specifications and soil testing of subgrade, subbase, and base materials for roads, or other public property shall be done in accordance with specifications of the governing agency. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. page 4 SEASONAL LIMITS: No fill material shall be placed, spread, or rolled during unfavorable weather conditions. When the work is ' interrupted by heavy rain, grading shall not be resumed until field tests by the soil engineer indicate that the moisture content and density of the-fill are as previously specified. In ' the event that, in the opinion of the engineer, soils shall unsatisfactory as foundation material are encountered, they not be incorporated in the grading, and disposition will be made ' at the engineer's discretion. 1 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' APPENDIX II 1 1 1 1 1 1 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. r REFERENCES CITED of the ' Eisenberg, Leonard I., 1985, Pleistocene and Eocene Geology L., Encinitas and Rancho Santa Fe Quadrangle, in Abbot, ' editor, on the manner of deposition of the Eocene strata in northern San Diego County, San Diego Association of Geologists. Schnabel, P.B. and Seed, H.B., 1972, Accelerations in Rock for Earthquakes in the Western United States, EERC Report 72-2, ' University of California, Berkley. Singh, Awtar, November 1970, Shear Strength and Stability of Man- Made Slopes, Journal of the Soil Mechanics and Foundation Division, ASCE SM6, pp. 1879-1892. ' Tan, Siang S., 1986, Landslide Hazards in the Encinitas Quadrangle San Diego County California, CDMG Open File Report 86-8 LA. WESTERN ' SOIL AND FOUNDATION ENGINEERING, INC. REPORT OF ROUGH GRADING REVA SUBDIVISION ENCINITAS, CALIFORNIA ' JOB NO. 93-25 ' JULY 28,1999 1 1 ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. _4 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' PHONE: (760) 746-3553 423 HALE AVENUE FAX: (760) 746-4912 ESCONDIDO, CALIFORNIA 92029 ' July 28, 1999 ' Mr. Bob Booker Venture Pacific Development P.O. Box 231639 ' Encinitas, CA 92023-1639 Project: Our Job No. 93-25 Reva Subdivision ' Tract Map No. 93-211 Desert Rose Way Encinitas, California ' Subject: Report of Rough Grading Dear Mr. Booker: ' In accordance with your request, we have provided testing and observation services during grading for the proposed development. Our services were performed from February 2, ' 1999 to July 13, 1999, the date of our last observation and testing of compacted fill soils g at the ' site. Our scope of services consisted of the following: t ' Observation of the grading operations, • Field density testing during placement of compacted fill, • Performing laboratory tests on representative samples of on-site and import soil t used for this project, and 0 Preparation of this rough grading report. Reva Subdivision Our Job No. 93-25 ' July 28, 1999 Page 2 ' The scope of our observations and testing services did not include the responsibility for surveying. The locations and elevations of the tests were determined from stakes and hubs set by ' others. Our observations and testing services were provided in accordance with the recommendations presented in our Updated Geotechnical Report of August 28, 1998. ' Project Description The proposed project consists of the development of a six lot subdivision. Each lot will ' support a single-family residence and associated improvements. The residences will be one and ' two-story wood-frame structures with post-tensioned foundations. ' Observation and Testing The primary purpose of the grading was to provide relatively level pads for the proposed ' structures and to perform remedial grading to mitigate the potential for damage due to settlement ' or lateral movement of the on-site soils. The earthwork at the site consisted of. 1 1 ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 1 Reva Subdivision Our Job No. 93-25 ' July 28, 1999 Page 3 ' Removal of poorly consolidated material including colluvium and fill, t Keying and benching of the compacted fill soils into the undisturbed competent ' formational soil, and ' Placement of compacted fill to achieve the final design grades for the building pads, driveways, slopes and new interior streets (Dove Song Way and Dove Run ' Road). ' To achieve the final design grades, cuts and fills up to 25 feet were required. The subgrade soil exposed at the bottom of the clean-outs generally consisted of competent siltstones ' and sandstones belonging to the Del Mar/Santiago Formation undifferentiated and the Torrey ' Sandstone. To reduce the potential for damaging differential settlement and to eliminate the cut/fill transitions beneath the structures, the existing soil was overexcavated to allow for the placement ' of at least 4 feet of compacted fill beneath the slabs. In addition, considering that the foundations ' will be post-tensioned, the pads were capped with at least two feet of non-expansive soil material. ' The compacted fill soils consisted of on-site and imported soils. The fill soils were ' generally mixed and compacted using heavy equipment, including D8 and D9 bulldozers, 637 scrapers, water trucks and loaders. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 4 1 ' To evaluate the degree of compaction of the fill soils, field density tests were performed in accordance with ASTM D1556-90, the sand cone method and ASTM D2922-81, the nuclear ' gauge method. The reported degree of compaction is defined as the ratio of the field density to ' the laboratory maximum dry density. The maximum dry density and the optimum moisture content of representative samples of the fill were determined in the laboratory in accordance with ' ASTM D1557-91. The results of both the laboratory compaction tests and the field density tests ' are presented at the end of this report. This report includes fill field density test numbers 1 through 192. ' The approximate area of fill tested, and the approximate location of the field density tests ' are shown on the Site Plan provided in the back pocket of this report. The Site Plan was ' provided by Logan Engineering. No observation or testing was performed beyond the limits depicted on the Site Plan. 1 ' Recommendations Drainage Control: Adequate drainage must be provided and maintained to prevent water from ' ponding around or under the foundations. Positive drainage away from the structures should be ' provided. Minimum site gradients of at least 2% in the landscaped areas and of I% in the hardscaped areas are recommended in the areas surrounding buildings. We recommend that roof ' drains, rain gutters and area drains in all landscaped areas be installed. The ram gutters and area t drains should discharge into a solid drain pipe. Low flow irrigation systems are recommended in areas around the structures. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. l Reva Subdivision Our Job No. 93-25 ' July 28, 1999 Page 5 Water should not be allowed to flow in an uncontrolled manner over the top or face of ' any slope or excavation. All brow ditches, drainage swales and other drain systems, as shown on the project plans, shall be constructed in a timely manner. Periodic maintenance must be t performed on all drainage systems, both surface and subsurface, to insure that they operate ' properly during the design life of the project. Erosion control and drainage devices shall be installed in compliance with the requirements of the controlling agencies. ' Slopes: Permanent constructed slopes shall be finish graded to an inclination no steeper than 2 to 1 (horizontal to vertical). Slopes shall be planted as soon as possible after grading. Slope ' erosion including sloughing, rilling, and slumping of surface soils may be anticipated if the ' slopes are left unplanted for a long period of time, especially during rainy seasons. Drainage swales, earth berms or back-gradients are recommended at the top of permanent slopes to prevent t surface water runoff from overtopping the slopes. ' Foundations: We recommend that foundations be constructed in accordance with the recommendations provided in our Updated Geotechnical Report, dated August 28, 1998. After ' completion of the footing excavations, the bottom of the footings should be hand-cleaned of any ' loose soil or debris. The bottom of the footing excavations should be approved by the geotechnical consultant prior to placement of reinforcing steel or concrete. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ■ Reva Subdivision Our Job No. 93-25 ' July 28, 1999 Page 6 ■ If footings are proposed adjacent to slope areas, we recommend that the footings be ' deepened to provide a minimum horizontal distance of 10 feet from the outer edge of the footings to the adjacent slope face. ■ ■ Earthwork: It is our understanding that the rough grading for the subdivision is now complete. ■ If additional fill or backfill is placed on this site, we must be notified prior to the commencement of any earthwork. Additional fill or backfill must be tested by our firm for minimum relative ' compaction requirements. ■ Conclusions ' Based on our observations and test results, the re aration of natural ground and placing ' of compacted fill were performed in general compliance with the recommendations presented in our Updated Geotechnical Report. ' The results of our observations, field density and laboratory tests indicate that the fill, at ' the locations and elevations tested by us, was compacted to no less than 90% of its maximum dry ' density (ASTM D1557-91). ■ ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ■ ■ ■ Reva Subdivision Our Job No. 93-25 ' July 28, 1999 Page 7 ■ In providing professional geotechnical observations and testing services associated with the development of this project, we have employed accepted engineering and testing procedures and made every reasonable effort to ascertain that the soil-related work was carried out in general ' compliance to our recommendations and project plans andspecifications. Although our ' observation did not reveal obvious deficiencies, we do not guarantee the contractor's work, nor ' do the services performed by our firm relieve the contractor of responsibility in the event of subsequently discovered defects in the contractor's work. ' Respectfully submitted, ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. < Dennis E. Zimmerman, C 26676, GE 928, Expires 3/31/00 ' Geotechnical Engineer Attachments: Test Results & Site Plan ' Distribution: (4) Addressee ' DEZ:dg ■ ■ ■ ■ WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ■ Reva Subdivision Our Job No. 93-25 ' July 28, 1999 Page 8 ' Fill ' Laboratory Compaction Test Results Maximum Optimum Dry Moisture Soil Density Content Description ' Yellowish-Brown, Silty, Very Fine tY~ ry .117.5 12.9 to Fine Grained Sand ' Greenish-Tan, Sandy, 114.5 15.2 Silty, Clay Greenish-Brown, Very Silty, 113.4 15.2 Fine to Medium Grained Sand Light Green, Silty, Very Fine 112.0 17.3 ' Grained Sand ' Aggregate Base, Gray, Silty, Well 117.5 14.9 Graded Sand with Gravel ' Pale Brown, Clayey, Silt, Fine 3' 117.5 15.0 to Medium Grained Sand ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 9 ' Fill Field Density Test Results ' Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test (ft) (pcf) (Pc f) 2-02 1 See Site Plan 182.0 22.0 103.4 114.5 90.3 t 2 See Site Plan 184.0 21.8 104.0 114.5 90.8 ' 3 See Site Plan 186.0 23.0 104.4 114.5 91.2 ' 4 See Site Plan 188.0 22.5 104.0 114.5 90.8 5 See Site Plan 194.0 22.2 103.6 114.5 90.5 6 See Site Plan 190.0 21.8 103.5 114.5 90.4 ' 7 See Site Plan 192.0 20.3 103.3 114.5 90.2 8 See Site Plan 194.0 20.6 104.3 114.5 91.1 ' 2-03 9 See Site Plan 196.0 26.9 100.4 113.4 88.5 ' 10 See Site Plan 196.0 26.3 98.3 113.4 86.7 11 9 See Site Plan 196.0 22.5 102.3 113.4 90.2 ' 12 10 See Site Plan 196.0 22.8 102.7 113.4 90.6 13 See Site Plan 196.0 20.6 104.0 114.5 90.8 ' 14 See Site Plan 198.0 20.8 103.4 113.4 91.2 15 See Site Plan 198.0 21.2 102.7 113.4 90.6 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 10 ' Fill Field Density Test Results ' Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test (ft) (pcfl (Pc fl ' 2-03 16 See Site Plan 199.0 20.9 103.2 113.4 91.0 2-04 17 See Site Plan 201.0 21.9 100.0 113.4 88.2 ' 18 See Site Plan 200.0 22.3 100.8 113.4 88.9 ' 19 17 See Site Plan 201.0 20.4 103.5 113.4 91.3 20 18 See Site Plan 200.0 19.0 103.3 113.4 91.1 ■ 21 See Site Plan 201.0 19.6 104.0 113.4 91.7 ' 2-05 22 See Site Plan 203.0 24.8 92.5 112.0 82.6 2-15 23 See Site Plan 156.0 18.9 106.8 117.5 90.9 ' 24 See Site Plan 158.0 19 .3 106.1 117.5 90.3 ' 25 See Site Plan 160.0 18.7 107.9 117.5 91.8 26 See Site Plan 162.0 19.6 107.0 117.5 91.1 ' 27 See Site Plan 164.0 19.2 106.7 117.5 90.8 ' 28 See Site Plan 166.0 18.8 107.6 117.5 91.6 ' 29 See Site Plan 168.0 18.5 108.2 117.5 92.1 30 See Site Plan 170.0 19.7 106.7 117.5 90.8 ■ ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ■ ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 11 ' Fill Field ensity Test Results ' Height o Field Field Maximum Test Re- Fill Tested/ Moisture r r Relative ate Test Test Location levation Content ensit ensit Compaction ' 1999 No. o No. o Test ( t) (pc) (pc) 2-15 31 See Site Plan 171.0 19.3 108.9 117.5 92.7 3-02 32 22 See Site Plan 203.0 19.6 102.6 112.0 91.6 ' 33 See Site Plan 203.0 16.8 110.0 117.5 93.6 ' 34 See Site Plan 205.0 17.8 107.9 117.5 91.8 35 See Site Plan 205.0 17.1 108.7 117.5 92.5 36 See Site Plan 207.0 17.5 107.3 117.5 91.3 ' 37 See Site Plan 207.0 17.7 109.0 117.5 92.8 38 See Site Plan 206.0 17.5 108.2 117.5 92.1 ' 39 See Site Plan 208.0 17.9 107.6 117.5 91.6 ' 3-03 40 See Site Plan 210.0 16.6 106.3 117.5 90.5 41 See Site Plan 212.0 17.5 107.0 117.5 91.1 ' 42 See Site Plan 214.0 17.3 109.7 117.5 93.4 ' 43 See Site Plan 209.0 17.8 107.9 117.5 91.8 44 See Site Plan 211.0 17.2 108.5 117.5 92.3 45 See Site Plan 213.0 17.3 107.6 117.5 91.6 ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 1 ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 12 Fill Field Density Test Results ' Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test (ft) (pcfl (pcfl _ 3-03 46 See Site Plan 215.0 16.4 107.4 117.5 91.4 ' 3-05 47 See Site Plan 216.0 16.2 108.6 117.5 92.4 ' 48 See Site Plan 218.0 16.5 107.6 117.5 91.6 ' 49 See Site Plan 220.0 16.2 109.9 117.5 93.5 50 See Site Plan 216.0 16.7 108.3 117.5 92.2 ' 51 See Site Plan 218.0 16.1 109.0 117.5 92.8 ' 52 See Site Plan 220.0 17.3 107.4 117.5 91.4 53 See Site Plan 222.0 16.5 108.6 117.5 92.4 ' 4-10 54 See Site Plan 150.0 16.0 106.0 117.5 90.2 55 See Site Plan 152.0 18.0 107.3 117.5 91.3 56 See Site Plan 154.0 19.6 108.2 117.5 92.1 ' 57 See Site Plan 156.0 18.7 107.6 117.5 91.6 ' 58 See Site Plan 158.0 20.5 106.8 117.5 90.9 59 See Site Plan 160.0 19.9 107.9 117.5 91.8 60 See Site Plan 162.0 20.6 108.8 117.5 92.6 ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. t Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 13 ' Fill Field Density Test Results ' Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction 1999 No. of No. of Test (4 ) (ncf) (Pc f) 4-10 61 See Site Plan 152.0 19.8 107.7 117.5 91.7 ' 62 See Site Plan 154.0 21.0 107.3 117.5 91.3 ' 63 See Site Plan 156.0 19.2 106.2 117.5 90.4 ' 64 See Site Plan 158.0 19.6 108.3 117.5 92.2 65 See Site Plan 160.0 20.8 107.4 117.5 91.4 ' 66 See Site Plan 162.0 20.3 107.5 117.5 91.5 ' 67 See Site Plan 164.0 19.7 108.2 117.5 92.1 68 See Site Plan 164.0 19.2 109.0 117.5 92.8 ' 69 See Site Plan 166.0 20.5 109.4 117.5 93.1 ' 70 See Site Plan 166.0 19.8 108.4 117.5 92.3 71 See Site Plan 168.0 19.4 107.6 117.5 91.6 ' 4-23 72 See Site Plan 226.0 13.6 101.5 114.5 88.6 ' 73 72 See Site Plan 226.0 15.9 104.4 114.5 91.2 ' 4-24 74 See Site Plan 225.0 14.1 105.0 114.5 91.7 75 See Site Plan 227.0 16.0 106.3 114.5 92.8 ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 14 ' Fill Field Density Test Results ' Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test 1} % c c 4-24 76 See Site Plan 229.0 15.5 105.6 114.5 92.2 ' 4-26 77 See Site Plan 222.0 17.7 108.8 117.5 92.6 ' 78 See Site Plan 224.0 16.5 107.4 117.5 91.4 ' 79 See Site Plan 231.0 16.7 109.3 117.5 93.0 80 See Site Plan 232.0 17.3 106.7 117.5 90.8 ' 81 See Site Plan 234.0 16.9 107.5 117.5 91.5 ' 4-29 82 See Site Plan 163.0 19.0 101.7 112.0 90.8 83 See Site Plan 165.0 18.8 102.1 112.0 91.2 ' 84 See Site Plan 167.0 18.0 104.7 114.5 91.5 5-01 85 See Site Plan 168.0 17.8 105.5 114.5 92.1 86 See Site Plan 161.0 17.9 105.1 114.5 91.8 ' 87 See Site Plan 163.0 18.6 104.5 114.5 91.3 ' 88 See Site Plan 165.0 18.6 106.0 114.5 92.6 ' 89 See Site Plan 167.0 18.8 107.4 114.5 91.4 5-04 90 See Site Plan 169.0 18.2 104.8 114.5 91.6 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ■ ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 15 ■ ' Fill Field Density. Test Results Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test ft. % c c 5-04 91 See Site Plan 170.0 19.5 105.6 114.5 92.2 ' 92 See Site Plan 172.0 18.3 104.1 114.5 90.9 ' 93 See Site Plan 174.0 18.8 105.0 114.5 91.7 ' 5-05 94 See Site Plan 175.0 19.2 103.8 114.5 90.7 95 See Site Plan 176.0 19.5 104.2 114.5 91.0 i 5-07 96 See Site Plan 169.0 21.6 107.2 117.5 91.3 ' 97 See Site Plan 171.0 20.8 106.7 117.5 90.8 98 See Site Plan 162.0 21.1 107.7 117.5 91.7 ' 99 See Site Plan 164.0 21.5 106.6 117.5 90.7 ' 100 See Site Plan 166.0 21.4 108.5 117.5 92.4 5-10 101 See Site Plan 168.0 20.4 109.0 117.5 92.7 ' 102 See Site Plan 170.0 21.3 107.3 117.5 91.3 ' 103 See Site Plan 172.0 19.8 108.5 117.5 92.4 104 See Site Plan 172.0 19.2 107.9 117.5 91.8 ■ 105 See Site Plan 174.0 19.8 106.8 117.5 90.9 ■ ■ ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ■ ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 16 ' Fill Field Density Test Results ' Height of Field Field Maximum Test Re- Fill Tested/ Moisture D Relative Date Test Test Location Elevation Content Density DeI)nsity Compaction ' 1999 No. of No. of Test ft. % c c 5-10 106 See Site Plan 176.0 19.5 107.6 117.5 91.6 ' 107 See Site Plan 178.0 19.3 107.1 117.5 91.1 ' 5-11 108 See Site Plan 180.0 19.3 108.5 117.5 92.3 ' 109 See Site Plan 174.0 18.4 107.3 117.5 91.3 110 See Site Plan 176.0 18.9 109.3 117.5 93.0 ' 111 See Site Plan 178.0 19.7 106.3 117.5 90.5 ' 112 See Site Plan 180.0 19.1 108.6 117.5 92.4 113 See Site Plan 182.0 18.8 107.1 117.5 91.1 114 See Site Plan 184.0 19.4 109.5 117.5 93.2 ' 5-12 115 See Site Plan 186.0 18.8 107.6 117.5 91.6 116 See Site Plan 188.0 19.2 106.8 117.5 90.9 ' 117 See Site Plan 190.0 18.5 106.4 117.5 90.6 ' 118 See Site Plan 178.0 18.9 108.6 117.5 92.4 ' 119 See Site Plan 179.0 18.4 107.2 117.5 91.2 ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 17 ' Fill Field Density Test Results ' Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test ft. % c c 5-12 120 See Site Plan 180.0 19.3 107.7 117.5 91.7 ' 121 See Site Plan 181.0 19.0 108.3 117.5 92.2 t 5-13 122 See Site Plan 182.0 18.5 109.7 117.5 93.4 ' 123 See Site Plan 183.0 18.3 108.0 117.5 91.9 124 See Site Plan 184.0 18.8 107.6 117.5 91.6* ' 125 See Site Plan 185.0 18.6 106.8 117.5 90.9* ' 126 See Site Plan 186.0 18.5 109.0 117.5 92.8* 5-19 127 See Site Plan 187.0 19.6 108.5 117.5 92.4* ' 128 See Site Plan 188.0 19.6 108.2 117.5 92 .1 ' 129 See Site Plan 189.0 19.8 107.3 117.5 91.3* 5-20 130 See Site Plan 190.0 16.8 109.6 117.5 93.3* ' 131 See Site Plan 190.0 15.9 108.8 117.5 92.6* t 132 See Site Plan 191.0 16.4 107.6 117.5 91.6 133 See Site Plan 191.0 17.2 109.0 117.5 92.7* * This test is not applicable since the soil represented by this test was removed prior to ' the end of grading. ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. l ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 18 ■ ' Fill Field Density Test Results Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test ft. % c c 5-20 134 See Site Plan 192.0 15.9 108.7 117.5 92.5 ' 135 See Site Plan 194.0 16.4 107.7 117.5 91.7 136 See Site Plan 196.0 16.2 109.4 117.5 93.1 ' 5-21 137 See Site Plan 192.0 17.3 107.3 117.5 91.3* 138 See Site Plan 193.0 16.5 109.0 117.5 92.8 ' 139 See Site Plan 194.0 16.8 108.5 117.5 92.4* ' 5-25 140 See Site Plan 195.0 16.8 108.0 117.5 91.9 141 See Site Plan 195.0 16.1 108.5 117.5 92.3 ■ 6-09 142 See Site Plan 231.0 14.9 107.9 117.5 91.8 ' 143 See Site Plan 231.0 15.3 108.7 117.5 92.5 6-10 144 See Site Plan 214.0 16.8 107.0 117.5 91.1 ' 6-11 145 See Site Plan 216.0 16.5 106.8 117.5 90.9 ' 146 See Site Plan 217.0 15.2 108.4 117.5 92.3 147 See Site Plan 218.0 16.8 109.4 117.5 93.1 ■ This test is not applicable since the soil represented by this test was removed prior to the end of grading. ■ ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ■ ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 19 ' Fill Field Density Test Results ' Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test (ft) (Pcfl (Pcf) 6-11 148 See Site Plan 220.0 16.3 108.8 117.5 92.6 ' 6-14 149 See Site Plan 231.0 15.4 108.3 117.5 92.1 ' 150 See Site Plan 231.0 15.8 108.9 117.5 92.7 ' 151 See Site Plan 221.0 14.8 107.8 117.5 91.7 152 See Site Plan 221.0 15.4 109.0 117.5 92.8 ' 6-15 153 See Site Plan 222.0 15.6 108.4 117.5 92.2 154 See Site Plan 222.0 15.9 108.7 117.5 92.5 155 See Site Plan 196.0 16.3 106.6 117.5 90.8 156 See Site Plan 196.0 15.7 105.9 117.5 90.2 ' 6-16 157 See Site Plan 197.0 15.2 108.7 117.5 92.5 158 See Site Plan 197.0 14.9 108.7 117.5 92.5 ' 159 See Site Plan 198.0 14.8 107.4 117.5 91.4 ' 160 See Site Plan 198.0 15.6 107.0 117.5 91.1 6-17 161 See Site Plan 199.0 15.1 106.8 117.5 90.9 ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 20 ' Fill Field Density Test Results ' Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test ft. % c c 6-17 162 See Site Plan 199.0 14.5 108.4 117.5 92.2 ' 163 See Site Plan 220.0 13.9 107.8 117.5 91.8 164 See Site Plan 220.0 13.5 108.6 117.5 92.5 ' 6-18 165 See Site Plan 221.0 14.9 109.1 117.5 92.8 166 See Site Plan 221.0 13.6 109.0 117.5 92.7 ' 167 See Site Plan 232.0 14.5 109.7 117.5 93.4 ' 168 See Site Plan 232.0 13.9 108.9 117.5 92.7 6-21 169 See Site Plan 232.0 15.6 108.4 117.5 92.3 ' 170 See Site Plan 232.0 15.1 108.7 117.5 92.5 ' 171 See Site Plan F.G. 14.2 109.7 117.5 93.4 172 See Site Plan F.G. 14.5 109.8 117.5 93.4 ' 173 See Site Plan F.G. 13.8 109.0 117.5 92.7 ' 174 See Site Plan F.G. 14.3 109.9 117.5 93.5 6-23 175 See Site Plan F.G. 14.8 109.7 117.5 93.4 ' F.G. = Finish Grade ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. t Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 21 ' Fill Field Density Test Results Height of Field Field Maximum Test Re- Fill Tested/ Moisture D Dry Relative Date Test Test Location Elevation Content Density Density Compaction ' 1999 No. of No. of Test ft. % c c 6-23 176 See Site Plan F.G. 15.5 109.0 117.5 92.7 ' 177 See Site Plan F.G. 15.2 108.9 117.5 92.6 ' 178 See Site Plan F.G. 14.9 109.8 117.5 93.4 179 See Site Plan 196.0 19.2 107.2 117.5 91.2 180 See Site Plan 198.0 18.4 107.3 117.5 91.3 ' 181 See Site Plan 200.0 18.6 106.8 117.5 90.9 6-24 182 See Site Plan 202.0 16.5 107.3 117.5 91.3 183 See Site Plan F.G. 15.9 108.4 117.5 92.2 184 See Site Plan F.G. 16.3 107.9 117.5 91.8 ' 7-01 185 See Site Plan S.G. 18.8 106.2 117.5 90.4 -4.0 ' 186 See Site Plan S.G. 18.6 106.7 117.5 90.8 -4.0 ' 187 See Site Plan S.G. 18.8 107.4 117.5 91.4 -7.0 ' 7-13 188 See Site Plan S.G. 16.3 111.9 117.5 95.2 -1.5 ' S.G. = Subgrade ' F.G. = Finish Grade ' WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 1 ' Reva Subdivision Our Job No. 93-25 July 28, 1999 Page 22 1 1 Fill Field Density Test Results 1 Height of Field Field Maximum Test Re- Fill Tested/ Moisture Dry Dry Relative Date Test Test Location Elevation Content Density Density Compaction 1 1999 No. of No. of Test (ft) (Pcfl (pcf) 7-13 189 See Site Plan S.G. 16.7 112.3 117.5 95.6 1 -1.0 190 See Site Plan S.G. 16.6 113.6 117.5 96.7 1 -1.0 191 See Site Plan F.G. 14.5 107.9 117.5 91.8 1- 192 See Site Plan F.G. 15.0 108.1 117.5 92.0 1 S.G. = Subgrade 1 F.G. = Finish Grade 1 1 i i 1 i 1 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. NoText NoText