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2880 51133£8L # X08 ®3 N NV:)S S31d1S3 (1IM3101 d/d EEIIS # 3113 088Z # 1:)Vui 133HS a3H:)VIIV M3d Sid # 133HIS Tract 288o NAME' ADDRESS PERMIT ISSUED FINALLED John & Norma Zehms 1016 Vicksburg -Drive January.18, 1962•io-.9-62 (Lot 32) Russell & Betty 10171 Vicksburg Drive January 31, 1962 8-29-62 Hannold ('Lot 3l) Marilynn.K.'Short 10200 Vicksburg Drive January 18, 1962 7-30-162 (Lot 14) R.'W. Cooper and 10175 Vicksburg Drive . February 23, 1962,7-30-62' Donna Cooper (Lot 30) Glenn &'Ann,Cabral. 10191•Vicksburg Drive February 23, 1962 8-22-62 (Lot 29) Raymond J. Evers & 1020 Vicksburg Drive April 4, 1962 8-17-62. Ellen M: Evers 4ot'28) Lou.Benetti & 10220 Vicksburg'Colirt .,January 18, 1962 8-10"62 Mrs. Benetti (Lot 12) Mr. and Mrs. Sohn Silves 10190 Vicksburg Drive January 18, 1962 12-28-62 (Lot- 15) David & Suzanne Runyan 10230 Vicksburg Court January 18, 1962. 8-24-62 (Lot 11) F. J. &.Elizabeth 10210 Vicksburg Court January 18, 1962 8-8-62 Lesher (Lot 13) 10311:-Vicksburg Drive,, Cupertino', Cal;95014 sept.6, :1977 /Mr. Ken: -Lane t Construction. Dept. Anthony Pools'. i 905 Commercial,. St. Sap Jose, CaHf.. 95112 'n 'Dear Mr. Lane`: This confirms our phone .• conversation 'today; wherein; :I% was ,checking :.when you ,would have' someone out,; to my h16me to .take . care of the correction of the pop -off valve.on'our .pool equipment, ,per City, of .Cupertino Correction notice:'of 8/2V77... You a'risedAne that even though it is only atmost a 10-minute"job. you'•could not schedule anyone'.to do this work,or giveme' a date as to when_it could be done='because of 'other.-jobs',where the people aren''t..,'everi swimming yet, 'and those- jobs; have priority `over mine.' As far :as .I 'am concerned, every. job is a 'priority; whether. it as' a - new sale, or an.almost finished-job.where all 'money has'been'paid to your,company:I.. In my opknion, ours is an incomplete. job,. arid: Merves• as mdch,priority as: any .other job--. When ,I first called:you'About this 'correction notice on 8%22, you advised me. that, this was riot -an urgent' correction, 'however*, I• feel that. the- - City Inspector..,(Mr. Murphy would not:have considered.it•`a necessity to' correct if: it ,-was. not important. If -the. pop=off valve was accident-- ? ally ',opened; according to them,'someone,could',be seriously burned; and this, is. urgent' to me.: I do not want to get upset-ovor this`s tuation,.nor create ill will with your, company, but. your. lack,,of concern and vagueness about being able;, to schedule the work : to be' done makes me' have: second Ahougfits • You:: are, a, representative of Anthony, ,but.your':ittitude reflects very• "poorly on.Anthony.' Your:prompt attent"ion.to this matter :will' be appreciated. 'We keep_ the sidd-ggate locked •therefor.e, please call`me at 287 0972`(.9 4:30 pm)-,; or` 446-4686 `(5: p' on j,`, -.when_ you, expect. to .send' your ;repairman out very truly yours, (Mrs) L.J. Audino cs Mr.-Murphy'(City-of Cupertino:'•Bldg.-Inspector) Shannon Mur by (Anthony -Sales,- �RlSarti (Anthony Pools,yRegional Mgr. P Customer Relations)'' Frank: Bloomfield (Branch Mgr.., Calif. Canadian:B,aankk,�-Campbell) 7;"b ZOee l �l COOPER & CLARK CONSULTING ENGINEERS SOIL MECHANICS FOUNDATION ENGINEERING ENGINEERING GEOLOGY 145 AO 015 ON AVENUE I� PALO ALTO, CALIF OR N IA /! 0 A V E N P 0 R T 0- 0!] October 10, 1961 The Oliver Rousseau Organization 582 Market Street San Francisco, California Attention: Mr. George P. Oakes Executive Director Gentlemen: Supplementary Consultation Proposed Residential Subdivision Tract 2880, City of Cupertino County of Santa Clara, California For The Oliver Rousseau Organization Our firm has performed a soil investigation for the subject tract 2880 in Cupertino, California. The results of the investigation were summarized in a report dated September 19, 1960. At the time of our investigation, it was planned to develop the tract for single-family, residential usage. We understand that it is now planned to construct two-family and four -family wood -frame residences on portions of the tract. Some units will be two stories in height. The foundation recommendations presented in our report dated September 19, 1960, are applicable for both single-family and multi -family, wood -frame residential structures, either one or two stories in height. We trust that this letter presents the information which you require at this time. Yours very truly, COOPER & CLARK 10� C�F� DONALD E. CLARK RSC:DEC:mh (6 copies submitted) (� ��� n n❑ D 2cc: William D. Benevich, City of Cupertino OCT.. i. 1961 BLDG. INSPECTION DEPARTMENT CITY OF CUPERTINO • E GLENN R. NELSON CIVIL.& STRUCTURAL ENGINEER 581 MARKET STREET - YUKON 2-455S SAN FRANCISCO 5, CALIFORNIA January 179 1962 City of Cupertino Cupertino California Attention: Mr. William Benevich 'Oo Subject: Depth of footings on house plans 500, 501, and 401 for Oliver Rousseau Organization Dear Sir: The use of 8" depth into compacted soils for the footings for the subject buildings is in accordance with the recommendations of Cooper and Clark, Consulting Engineers, in their report on their soils investigations. Since their investigation indicated that there should be no settlements for loads up to 2000 psi for this depth, I concur in their conclusions and also recommend this depth of footing* Very truly yours, Glenn R. Nelson cc Oliver Rousseau Organization CUPERTINO PROPERTIES, LTD. Addms RepUm To S82 MARKET STREET 20TH FLOOR ^ January 9-; 1962 SAN FRANCISCO 4, CALIFORNIA EXOR130K 2-6880 i Office of City Engineer City Ball Cupertino, California ATTN: Mr. Benevitch Dear Sir: Enclosed herewith are the signed foundation plans as requested by you for the following: Plan 506 Sheet 3 2 Copies 501 3 2 502 3 2 Very truly yours, Cupe ino Properties, Ltd., Edna May Sprep' EMS: cc Enclosures R i„ I.1 W1 [� DO JAW � i9. 2 BLDG. INSPECHON DEPARTME141 CM' OF CUPERWID 1 GLENN R. NELSON CIVIL &-STRUCTURAL ENGINEER 681 MARKET STREET - YUKON 2-4558 SAN FRANCISCO 5, CALIFORNIA January 31, 1961 City of Cupertino Cupertino California Attention: Mr. William Benevich Dear Sir: This is to confirm our telephone conversation to the effect that the slab dowels for house no. 502 used by Cupertino Properties on their Idlewild subdivision may be spaced at 2411 center to " center instead of the 1'811 spacing as shown on the plans. Very truly yours, ."&� i�, Z� Glenn R. Nelson cc: Oliver Rousseau Organization 10 ViD BLDG. � � OF 1C11'?ERS NDME CUPERTINO PROPERTIES, LTD. SB2 MARKET STREET 2CTH FLOOR SAN FRANCISCO 4, CALIFORNIA Mr. William Benevich Chief Building Inspector 10321 Sunnyvale -Saratoga Road Cupertino, California Dear Mr. Benevich: EXBRooc.2-6SBC October 20, 1961 Subject: Footings & Foundations Re: Plan 502 Tracts 2086,2880 & 2860 Enclosed please find copies of revised footings and foundations plan as calculated and designed by Glenn R. Nelson, Civil and Structural Engineer, San Francisco. If there are any questions or corrections required, feel free to contact Mr. Nelson per- sonally to expedite approval of this alternate foundation plan. We would like to use this alternate method in the first set of homes to be built in Tract 2880. We anticipate starting construction in 2880 on or about the 14th of November. Therefore, I would like your approval or comments on this alternate plan no later than the 30th of October. Your assistance in expediting approval is much appreciated. truly yours Dean C. Inglis DCl/nh Purchasing Agent encls. REMOOCT 2 3 1961 BLDG. INSPECTION DEPARTMENT CITY Of. CUPERTINO r1 U GLENN R, NELSON CIVIL.&STRUCTURAL ENGINEER 681 MARKET STREET - YUKON Z'ASSB SAN FRANCISCO S. CALIFORNIA Noverlber 8, 1961 Citlr of Cupertino 10321 South I.ighwav 9 Cupertino, California Attention: Mr. William Bcnevich Subject: Proposed Residential Subdivision Tract 2880, City of Cupertino County of Santa Clara, California For The Oliver Rousseau Ori;anization Dear Sir: After review of your co:rrents on the foundation drawing for this job, I consulters with Cooper & Clark, Consulting Engineers, in re- gard to the adequacy of the foundations as shown. Attached is a copy of their reply. I have concluded from their soil report and further information in their letter that the foundations as shout on the drawings as entirely adecivate for the bearing walls. 1 owpver, the footing under the fireplace will be deel_lened to 12". T also concur t:ith Cooper R Clark ;hat 'the 411 rock fil is adeauate. It is Try oninion that any unnecessary deepei'linu Of footings and thickening of rock fill taould oi_17T be penalizing the dovoloner ui'L airl.y. . Very �truly yours, Glenn R. Nelson cc Don Inglis George P. Cakes encl. 1 COOPER & CiLARK CONSULTING ENGINEERS SOIL MECHANICS FOUNDATION ENGINEERING ENGINEERING GEOLOGY Glenn R. Nelson Structural Engineer 681 Market Street San Francisco, California bear Mr. Nelson: I45 AO DISON AVENUE PALO ALTO, CALIFORNIA D A V E N P O R T 6- 0 5 1 1 November 3, 1961 Supplementary Consultation T proposed Residential Subdivision Tract 2880, City of Cupertino County of Santa Clara, California For The Oliver Rousseau Organization This letter presents our conclusions regarding the bearing capacity of the soils and the required thickness of drain rock base course beneath floor slabs on grade for the subject development. Wehave previously performed a site investigation and controlled the placement of compacted fills for this development. The results of these services were presented to the Oliver Rousseau Organization in our reports of September 19, 1960 and October 3, 1961. In our site investigation report, we concluded that the proposed wood -frame structures could be satisfactorily supported on conventional interior spread footings and exterior continuous footings founded at a depth of 8 inches below the lowest adjacent grade in either the fill or natural soil. The minimum plan dimension of any footing was to be not less than 12 inches, and the six- inch thickness of uncompacted topsoil was not to be included in determining the required penetration of -footings. We understand that it has been suggested that the depth of exterior footings be increased by 4 inches. In our opinion, it is not necessary to increase the depth of the footings. Copies of our shear summary and bearing capacity computations are enclosed for your information. Determination of the required thickness of drain rock base course beneath the floor slabs on grade is largely a matter of judgement, bearing in mind that the primary purpose of the drain rock is to act as a capillary break. Water will rise many feet by capillary action in fine grained soils, but it will rise less than an inch in gravel and less than 2 inches in most sands. Four inches of drain rock was recommended because the top and bottom inches of rock may become contaminated with concrete and soil, but the remaining 2 inches would be very ample to prevent passage of water by capillary action. L Glenn R. Nelson -2- November 3, 1961 We trust that this letter contains the information required at this time. Yours very truly, COOPER & CLARK DONALD E. CLARK DEC:mh 2 Attachments (2 copies submitted) cc: George P. Oakes COOPER & CLARK CONSULTING ENGINEERS F COOPER & CLARK • Job No2�icnni Civil Enginaarr Location of Job LL_$hect of ` / Bym • COMPUTATION- SHEET Subjcct A1I'r�I�' SunJM�2r �� Gx'zsn P I enz ur I t / � 1 ti+ y l ,+ } �• r 1 CoopER & CLARK job No. Gticn. Civil Bnginsa's Location of job By DE4 Date—i/4-n2di Shcc.t COMPUTATION SHEET sib;«� <„ •%r _w "_ ' !7 � 3 a s .<a t? (io} LPN 436o t 92o t iao� Nf = Xs SF 1 !oY fo%a� c%31�v> Jo.od3 - zZ.Q.v .sue o /-or o%r„ai t ✓��/ Awe /Ot.✓S ° 04,70 . RY /Soa � Caoo YPr' Qtl2,� iDL„ i•s'SN: No:TE• /�1L�5' Date: January 16, 1962 Job No.: 8880 Revision I t Changes in Plano & KlevAtione Memorandum tot Dennis Jordan' Was Spree George Oakes Bert Penn9baker Doan Inglis Howard Adams Charles Volk Scardina Builders From: Oliver Rousseau Rot Unit I, Tract 2880, Idlewild First Release - RED Listed below are the lots, plans and elevations for this release. This information superseded previous memoranduns con- cerning subject releaso. Color code for this release is RED. Construction will start innediately. Let Plan Elevation Gera e 2/ 502 /�O u O — .57 " 3, 3 501- Vfboa— &V_-` A AL R 500 /fboo _�7`� D L Right curb cut 5� 6' . 500 B R � 500 �b.000 D L Right curb cut 91 502 B R Lett curb cut 500 D L R 10' 11' Srn 502 B L Straight drive 121 500 B D L 13 501 A R 1L - R Straight drive 1$' Ste A R Straight drive 32 ' 502 A B L 503 L d CUPERTINO PROPERTIES, LTD. Address Replies To 582 MARKET STREET 2OTH FLOOR SAN FRANCISCO 4, CALIFORNIA DECEMBERr 28th, 19ve CUPERTINO, CALIFOBR;IA EXEIROOK 2-6880 WILLIAM BENEVICH: CHIEF BUILDING OFFICIAL OF THE CITY OF CUPERTINO VE, CUPERTINO PROPERTIES, EX., WILL ERECT A REDWOOD RETAINING WALL, APPROX., 18t1 IN HEIGHT ON THE NORTH SIDE OF LOT 195, TRACT 2860. REDWOOD RETAINING WALL TO -BE INSTALLED IN ACCORDANCE WITH 'CITY ENGINEER'S SPECIFICATI S. v WORK TO BE COMPLETED DURING THE K OF'JANUARY 2nd., 1963. EDW.4RD EEE't%' tr��s-(�:TPEP1_S�T]T TINO PROPERTIES, INC. �ll FC, 2; 19G2 L�) D C.. McIPECTIO[I D=PARTINIEi ' CITY OF CUPERTINO • .0 CUPERTINO PROPERTIES, LTD. Address RepUes To 582 MARKET STREET 20TH FLOOR BAN FRANCISCO 4. CALIFORNIA EXBRoolc 2-6880 December 7th, 1962 Cupertino, California, William Benevich: CHI F BUILDING OFFIC MT, OF THE CM OF CiJPM.TTNO We, Cupertino Properties, Inc., will erect a Redwood Retaining wall, approx. 18" in height on the South Side of Lot 203 Tract 2880, Work to be completed'.by December 19th, 1962. 0 • CUPERTINO PROPERTIES, LT®, Address Replies To 582 MARKET STREET 20TH FLOOR SAN FRANCISCO 4. CALIFORNIA �I April 17, 1962 Building Department City of Cupertino Cupertino, California Gentlemen: Please be advised that we will be using radient heat in our model 502 in Tracts 2880, 2860 and 2086. Two copies of the plan are enclosed herewith and we request your approval of same for our use as an alternate. Very truly your , rf George Oakes Enc. Partner EXBROOK 2-6880 v Sol ? $. 3PKN�OI�D <mer - rK 1� $ TACT lVJ -660 E 0 LOT 65 I LOT 14 r - dfi W wI e . w _ y FACIFIC GAS AND ELECTRIC COMPANY T Y UHJk " I The IIGnorable Cit-Y COUY-:;_..1.. City of Cuyorbi.os� city f<lll C,-,cAin0, Califor:iia. •i� ¢ ,, lcn of 15 _ ;L P.S.Z.iZ lot 4.3; �n ir"ot b'o. 2z",`O \� Gontlunen: This Company to Z^= 01, thct Aortion of the 15 feo* public c'.c� ..e._ ,C 1�i:� vi h_;h lot 43 of Tract i;o 2cLG and described S_,e, no u i on of e n::d � 5 fo t 11_' 'Uc Ca ✓ice iaseu ent lying nerthvcv cz' }.:1h l L u� a No' et in t 10 euthorly b nos_;; l of �c� �,3, a 1, c iri souther brn .d.:y 14.0 :<. t c :..:, li tl,e utYcaao corner of said let 4, and :-...., v--laco r 1CG foot, >'<ore or • 1Css, to tI:O .._':'::: - .._J'' $i,1'r 'itk.C'.7 of thn scuth-riv .50LL•Xy :d1•a.e C« O 7 +C �t f"7 :C,1:-..^.!LCe L. :t 1:''i:iC21 i ext,;nes rlo n', t :e of said lot 43. ITo b.:i'.c: ros or 15.0 loot :Ln hoi.�-bt shall be ecrs�rsCtJa-A11.C:''�i�•l.'IC�V.SLJ'Sli �T:.:ti:__....... .._ � If you hnvo Gny s1a^tha r:: ' ?c, .:, -, '-'ills r..attcr, please contact Er. Paul De,=7 in 20055 Stev'o:,s Crock Boulevard, " Dietricl; :r^fifer JPBorry:dm cc: Munn JJFisher :5-1qo3.. Co,f�ic�) WgTRIFT7 MANAGER -ENGINEER MARKITHOMA6 6. CC_ INC;, JDHN E. F;LEMING 2p6B5 BTEV_ENB CREEKjB LVO., CNPERTINO.iCALI F. - 253-7071 " DISTRICT'COUNSEL . -.. --. ANOERSpN 14457BID, BASIN' WAY SgpgTOpq: i CgLI F::-467-4775 C_ UPERTINO SANITARY DISTRICT S: A: N T A-, 'C.'L,A R,A C O U !N _T V : BOAWEIF DIRECTORS; OTIS F. YORGE. I. PRES. DR.' JOB. E. BROWN. Scc. 'CURTIS?B. HARRISON 'MAURICE F. LA BRIE 'ROY M. RUSHTON September 30,; 1965' w e: CuSI) MOP_ Building Department City of Cupertino r-r Building Department; -' Giity of Cupert n-0 10321 So. Saratoga -Sunnyvale Road Cupertino, California Attention: Mr. will am' Benev rh. Re:: PuU;Cic Service Easement, Lot 113, Trac,'t 280 Gentlemen: The Cu pertino Saiiiaary 1)' I°s,trict! has no existing sewer ifa noplan cili _ ies in the ;subject easement. Prosentl:y there are s for future construction o,f sanitary 'sewer 'facilities within' the easement;. Therefor, the District has no 6bj:ec- ti'ons to aba.ndonme.lyt of ex:istin.o 15 Cu;ot' public serice ease" Bient°: Yours eery truly, MARK-TIiOMA'S & CO INC. pi s:t.ric)t, 'Manager -Engineer BMc',mhJohn JohnE. Fleming �t cc:. Mr. Paul,King,tou 1946.9 Rosemaire P.l.ac& Apartment 3 Cupertino, Califorla n t "PAC I1F:ZC! G_A.S _&1STID M T.]M:C Ir TZ;I'O 07 C) M:]P.4.29'Y - 86 S01U,TH TjLI:RD, STREET - SAN io'SE, CALJ lA 95 1 1 4, T:ELTPHONE 298'-3333 October 18, 1965 1t the HonorableCity Council City of Cupertino City Hal I ClAp6rtinol California, Proposed abandonment of a portion ,of Publici Service Easement lying within Lot 43, tract, Nq.- 2880 Gentlemene Wer have -no objections to and hereby consent. ;to, the abandonment of that port I iomof the P.S. . E which extend&along the easterly1­1 1 , boundary of lot 43 and-showh in red on t�e_attached drawing numbered n-49. The above abandomnent, was reqikes-.6ed :by. mr. 1(ingston:own6r, of lot 43. If you have any que-stions:regdrdingthis matter, please contact -our, San Jose' Division. Land Department, ?W65 1 Stevens, I Creek Boulevard, Oupertin0 , California. Sincerely, J L. W. K,TJ District 61-0671 GkLIFORN'IA WATER` SER-,7ICE COMPANY October 12;`1965 i:. Mr. Paul R. Kingston 19469 Rosemarie Place; #3, Oupertino, California 1726NORTR; FIRST STREET. iSAN a)09 E:.;, CALIFORNIA. AREA 408 299-1414' Fj vk,, I i L �� Dear Mr,. Kingston: Your letter of ,September 29,, 1965 to our, office; in Los Altos hass been forwarded to this office,':for reply. We have reviewed your request regarding the proposed abandonment of the fbIlowing,easement; All that certain 5 foot wire clearance easement adjacent to and South, of the 15,foot public service easement which is contiguous to the northerly property Tine of Lot.43,,. Tract 2880„-Cupertino., Said 5 -foot wire clearance easement extending from the easterly property line of-' aforementioned Lot!43 to the 5 foot puUhic service easement adjacent to the westerly lot line of Lot, 43. This is to advise' we hav& no facilities+ -instal -led w thin or intended. use, of the aforementioned wire clearance easement and would have ,no objection to said abandonmenf proceeding Very truly yours,,, ,CALIFORNIA 'WATER SERVICE COMPANY Ci. H;. 'Stump Secretary CHS_:ep cct Mr,: A. L. S;tolp THE PACIFIC TE'ILEPHONE, ANM TE'LEG,RXRH CO�MP&NY SOUTH' BAY DIVISION f3 LENZCf� A\ 164 SAN JOS.E ALIFORNIA 95,1264 1 AREA COPE 40N '.25R.9000 'E.;c'. eiswoon orvis`iorv�.e%.�n5�mnvn m:u The Honorable City Council City of CuPertino; City Hall Cupertino; California. Gentlemen: October 19, 1965, _. We have no objections to and hereby consent to thee abandonment of that portion of the P.S. which extends along the easterly boundary _line of Lot,43, as shown on the attached drawing numbered-ML-49, The above abandonment'was, requested ,by Mr. K ngston.,owner:of Lot 43, Tract No, 2880, • : If further information is desired, please, direct correspondence 'to ;Right of Way Supervisor, 855,'Lenzen Avenue, Room 324,;San. Jose' , Cali ornia�!95126, or contact D. V: Bologna, telephone 291'-2540, Yours ,truly,, fir. ,Attachment j .21- COOPER & CiL ARK CONSULTING ENGINEERS SOIL MECHANICS FOUNDATION ENGINEERING ENGINEERING GEOLOGY The Oliver Rousseau Organization P. O. Box 3307 Hayward, California Attention: Mr. George P. Oakes Executive Director Gentlemen: I'A 5 A O D I S'O N AVENUE PALO AL1O, CALIF ORN VA OAV ENI O A 6 - 0 5 7 5 September 19, 1960 Soil Investigation Proposed Residential Subdivision Twenty-six Acre Cali Property Cupertino, California For The Oliver Rousseau Organization Ten copies of our report, "Soil Investigation, Proposed Residential Subdivision, Twenty-six Acre Cali Property, Cupertino, California, For The Oliver Rousseau Organization," are herewith submitted. It is our opinion that the entire site is suitable for residential development. However, the surface soils to a depth of 12 feet are loose and would undergo large settlements if subjected to moisture while under load. If structures or floor slabs are to be founded in these soils, it will be necessary to remove and compact them. If floors are to be structurally supported, it would be feasible to found the structures in the firm soils below a depth of 12 feet, thereby eliminating the need for removing and recompacting these loose upper soils. Presented in this report are recommendations for foundation support of the proposed buildings and suggested specifications for filling and grading. Also included are data for estimating the change in volume of the on -site soils between cuts and fills. We understand that Calabazas Creek, which traverses a portion of the site boundary, is to be realigned and improved at some future time. We have also gathered data for analysis of the stability of the creek bank when its configuration has been determined. DEC:mhj 2 cc: -Mark Thomas & Attention: Mr. Company J. Rechenmacher Yours very truly, COOPER &�CLLAARK DONALD E. CLARK SOIL INVESTIGATION PROPOSED RESIDENTIAL SUBDIVISION TWENTY-SIX ACRE CALI PROPERTY CUPERTINO, CALIFORNIA FOR THE OLIVER ROUSSEAU ORGANIZATION INTRODUCTION This report presents the results of our soil investigation for the proposed residential subdivision in Cupertino, California. The site is bounded on the north by Stevens Creek Boulevard, on the west by a line 100 feet east of and parallel to Estates Drive, ,on the south by a line 80 feet south of and parallel to Vicksburg Drive, and on the east approximately by the west bank of Calabazas Creek. The layout of the site and its location are shown on the Plot Plan, Plate 1. The area investigated, which consists of approximately twenty-six acres, is to be developed for single -dwelling residential usage. The residences are to be of single -story, wood -frame construction. Founda- tion types and methods of floor support have not yet been selected. It is tentatively planned that site preparation will involve only small cuts and fills of on -site soils; however, grading plans have not been completed so the locations of cut and fill areas are not known at this time. The purposes of this investigation were as follows: 1. To recommend methods of foundation support for the proposed single -story, wood -frame residences. 2. To develop criteria for site grading, and specifications for control of filling and grading operations. 3. To gather data for determination of the change in volume of the soils between on -site cuts and fills. 4. To obtain data for use in analyzing the stability of the west bank of Calabazas Creek when its configuration has been determined. COOPER & CLARK CONSULTING ENGINEERS -2- SITE CONDITIONS The subject site, which is presently used as a prune orchard, is approximately 1600 feet long in a north -south direction, and varies in width from approximately 200 feet at the south end to 500 feet at the north end. The site slopes gently from an elevation of approximately 210 feet at the south- west corner to 190 feet at the northeast corner (Datum of the City.of Cupertino, USC & GS, MSL = 0). There are five wood -frame structures located in the northeast portion of the site, consisting of a residence, tank house, garage and two sheds. Although no wells were observed during our investigation, the pre- sence of the tank house indicates that there may'have been a well in the past, casing from which might be uncovered during site grading. It is also possible that a septic tank and basement may be encountered during site grading. Standpipes were observed in the south portion of the site, indicating the presence of subsurface irrigation lines. Calabazas Creek, which traverses the easterly side of the site, is approximately 15 to 20 feet deep and has side slopes varying from nearly vertical to approximately 1:1 There is also a drainage ditch some 6 to 8 feet dew -with nearly vertical side slopes along the southerly boundary of the site. The side slopes of Present condition. creek and ditch appear stable in their Subsurface conditions were investigated by drilling five borings ranging in depth from 6 to 18 feet, at the locations shown on the plot plan. At the points explored, the upper 2 to 5 feet of soil were either brown, fine silty sand (SM) or sandy silt (ML). The upper la feet of this soil is loose COOPER & CLARK CONSULTING ENGINEERS - 3- and low in density, and undergoes considerable settlement when exposed to moisture while under load. There is very little organic material in the topsoil. With the following one exception, the soils below the topsoil mantle, to the depths explored, were brown and dark brown sandy clays, brown silty sands, and brown clayey sands varying at random in the manner generally associated with alluvial deposition. In Boring 2, gravelly sand was encountered in the bottom of the boring, from a depth of 17 to 18 feet. In Appendix A. GENERAL _Ground water was not encountered in any of the borings The field exploration and laboratory test data are summarized DISCUSSION AND RECOMMENDATIONS It is our opinion that the entire site is suitable for residential development. However, the surface soils to a depth of 12 feet are loose and would undergo large settlements if exposed to moisture while under load, If structures or floor slabs are to be founded in these soils, it will be necessary to remove and compact the upper 12 feet of soil. If floors are to be structurally supported, it would be feasible to found the proposed structures in the firm soils below a depth of lZ feet, which would eliminate the need for recompacting these soils. SITE GRADING If structures or floor slabs are to be founded in the fills or natural soil, it will be necessary to compact the loose upper natural soil. Approximately 1 foot of loose subgrade soil will remain after tli planned 6 ?�"� inches of topsoil has been removed and stockpiled. The loose subgrade soil COOPER & CLARK CONSULTING ENGINEERS' • ey f 0 -4- is near its optimum moisture content for compaction with tamping rollers, which generally compact soil of this type to a depth of approximately 6 to 12 inches below the ground surface. therefore, it is recommended that a tamping roller be used to compact the subgrade soils in order that they be properly �c+ compacted to the necessary depth. It is recommended that the upper 1 foot of subgrade and all fills, including backfili of holes left from removal of trees, basements, septic tanks, irrigation lines, etc. , be compacted to at least 90 percent of their laboratory maximum density as determined by the Modified AASHO _Method of Compaction. If existing well casing is encountered, it is recommended that it be cut off at least 4 feet below finish grade and the casing below this depth be entirely filled with sand and gravel. Existing septic tanks_ and _earth acon- taminated by them should be removed from the premises, and subsurface isi- gation lines should be removed or uncovered and thoroughly crushed in place. Basement walls should be cut off. at least 4 feet below finished grade. Detailed recommendations for the accomplishment of site grading are presented in Appendix B, Suggested Filling and Grading Specifica- tions. VOLUME CHANGE FACTORS A discussion of items to consider when estimating volume changes of soils between cuts and fills, and an explanation of how to compute these volume changes from laboratory compaction data and field density data, is presented in Appendix C, Volume Change of Soils Between Borrow Areas and Compacted Fills. COOPER @ CLARK CONSULTING ENGINEERS -5- We have performed two laboratory compaction tests on samples of the surface soil in accordance with the Modified AASHO Method of Com- paction (ASTM Test Designation D 1557-58T, Method A). The laboratory maximum dry densities thus determined were 124 pcf and 120 pcf at their res- pective optimum moisture contents of 12 percent and 13; percent. The average moisture contentl and dry density of the upper three feet of natural soil as determined from undisturbed samples are as follows: Depth in Feet No. of Samples Average Moisture Average Below Original Content in Percent Dry Density Ground Surface in pcf 0-1z 6 15.2 89 1z 2 3 13.7 97 2-3 2 15.9 104 Since depths of cuts are not known at this time, volume change factors for various depths of cut, computed as described in Appendix C, are presented below. It was assumed in computing these factors that the average maximum laboratory dry density would be 122 pcf and the average relative compaction of the fill would be 92 ercent.� COMPUTED VOLUME CHANGE FACTORS BETWEEN ON -SITE CUTS AND FILLS DEPTH OF CUT IN FEET BELOW ORIGINAL GROUND SURFACE 0-1z 1Z-2 2-3 COMPUTED VOLUME CHANGE FACTOR FOR -EACH INCREMENT OF DEPTH .80!, . 87 •<� A'v7 .93 % 6�y7 COOPER 6 CLARK CONSULTING ENGINEERS . d OI -6- is estimated that compaction of the subgrade 4s specified in B will reduce its volume of fill will also be FOUNDATIONS A certain to backfill holes left from removal of trees The upper soils at the site undergo only small volume changes with changes in moisture content. Therefore, it is our opinion that the foundations will not have to be designed to resist forces induced by volume changes in the soil. Provided that the subgrade is prepared and the fills placed as recommended in Appendix B, it is our opinion that the proposed residential structures can be satisfactorily supported on conventional interior spread footings and exterior continuous footings founded at a depth of 8 inches below the lowest adjacent grade in either the fill or natural soil. The thickness of uncompacted topsoil should not be included in determining the required penetration. Footings founded in this manner may be designed to impose dead - plus -real pressures of'1500 psf and 2000 psf provided, however, that the minimum plan dimension of any footing should be not less than 12 inches. If floor slabs are to be supported on the ground, they should be underlain by a vapor barrier placed as described in Appendix D, Suggested Specifications for Vapor Barriers Under Concrete Slab -on -Ground Floors. If it is not considered feasible to compact the subgrade soils in the manner described in Appendix B, it is recommended that the structures and floors be supported on piers founded at least 39 inches below the lowest finished adjacent grade and at least 2 feet below the original ground surface. Ten -inch -diameter piers founded in this manner may be designed to carry COOPER & CLARK CONSUMNG ENGINEERS -7- dead-plus-real loads of 3000 pounds and total -design loads of 4000 pounds.. The following plates are attached and complete this report: Plate 1 Plot Plan Appendix A Field Exploration and Laboratory Testing Appendix B Site Filling and Grading Specifications Appendix C Volume Change of Soils Between Borrow Areas and Compacted Fills Appendix D Suggested Specifications for Vapor Barriers Under Concrete Slab -on -Ground Floors Respectfully submitted, DONALD E. CLARK COOPER & CLARK CONSULTING ENGINEERS APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING FIELD EXPLORATION Subsurface conditions were investigated by drilling five borings at the locations shown on the Plot plan. These borings were drilled to depths ranging from 6 to 18 feet, with truck -mounted, auger -type drilling equipment. The soils encountered were logged by one of our engineering geologists, and undisturbed core samples of the various strata were obtained for visual examination and laboratory testing. Bulk samples of the surface soils were obtained at the locations of Borings 1 and 5. The soils encountered in the borings are described on Plates A -IA and A-1B, Boring Logs. The system used to classify the soils is presented on Plate A-2, Method of Soil Classification. LABORATORY TESTING Selected undisturbed samples of the upper soils and of the deeper soils adjacent to Calabazas Creek were tested in direct shear at natural and artificially increased moisture contents, under surcharge pressures, equal to and greater than the present overburden pressures. As an aid in classifying the soils and correlating their engineering properties, and in computing the volume changes between the cuts and fills, the moisture con- tent and dry density of all undisturbed samples were also determined. The results of the shear tests, moisture content determinations, and dry density determinations are presented to the left of the boring logs. The volume change characteristics of the upper soils were evaluated from data obtained during saturation of the samples tested in direct shear at artificially increased moisture contents. Swelling was negli- gible and the results of the volume change portions of these tests have not COOPER IS CLARK CONSULTING ENGINEERS • A-2 been presented. Additional volume change information was obtained from a one point consolidation test performed on the undisturbed sample obtained from Boring 3 at a depth of 1 foot. This sample settled 5% during a twenty- four hour application of an 1100 psf pressure, and rapidly settled an additional 8% when the sample was submerged under the same pressure. TWO compaction tests were performed on the proposed fill soils in accordance with the Modified AASHO Method of Compaction (ASTM Test Designation D 1557-58T, Method A). The results of these tests are presented on Plates A-3A and A-3B, Compaction Tests. appendix: The following plates are attached and complete this Plate A-lA Boring Logs (Borings 1 and 2) Plate A-1B Boring Logs (Borings 3, 4, and $) Plate A-2 Method of Soil Classification Plates A-3A and A-3B Compaction Tests COOPER & CLARK CONSULTING ENGINEERS W IOW �a L) N V CLASSIFICATION DATA STRENGTH DATA MOISTURE- NSITIOCA TEST TEST NATURAL % FR{5 LIOUIO PLASTICITY TYPE OF StREM RGE NpIS iJ RE SWAN NgRTygE °RY I'ND.ZWI LIMIT INDEX STAENOTM MFSSy PE. COHIEM. SigEN4TK. CONTENT, 'URIT, TEST Lfl5/SO R % LB9/� PT % LBS/4U'FT 1. DSX 300, 22.9 350 IL.7 10 OS% 3000 19.1 1300 12.4 I03 ______________________,_____- - III CLASSIFICATION DATA I STRENGTH DATA MOISTURE- CENEITY CAR TIME OF TE51 TEST All NATURAL ORY %FHES LIWID RASt CITY - $IR EN4TH AAMAPGE yq StURE I RO SI RENOTM, WSTURE CEMN TY, 1-N0201 LIMR INOEY LEST PRESWRE, CCxTENt L�/Sp FT ECRiEHt. L5.Si50 FT % TL LBS/CU FT 6-2 93 osx 300 26.0 400 16•1 94 15.4 115 p5 _ I150 _ NAPUR AL ____ '2000 17. R' 107 BORING I ELEVATION APPROXIMATELY 197 FEET 0 BROWN,SILTY FINE SAND (SM) (GRADING SLIGHTLY CLAYEY (SM-SC) WITH OCCASIONAL SMALL GRAVEL) u. S BROWN SANDY CLAY (CL) WITH OCCASIONAL z SMALL GRAVEL BROWN, CLAYEY FINE SAND (SC) 10. ' (WATER"NOT ENCOUNTERED) BORING 2 ELEVATION APPROXIMATELY 1541 FEET, a (WIITHI SOME NG pSMALLRK OGRAVEL )MORE CLAYEY (SC) DARK BROWN SANDY CLAY (CL) WITH SMALL GRAVEL 5 BROWN, SILTY .FINE SAND (SM-SC) BROWN SANDY CLAY (CL) s BROWN AND REDDISH -BROWN, CLAYEY FINE SAND 1O (SC) WITH 'SMALL GRAVEL A. (GRADING LESS CLAYEY) (GRADING SLIGHTLY SILTY- SC-SM) IS �J BROWN GRAVELLY SAND (SW) E0 J (WATER NOT ENCOUNTERED) FIELD NOTES: LABORATORY NOTES AND ABBREVIATIONS I. THE BORINGS WERE DRILLED ON AUGUST 16, 1960 WITH.A TRUCK -MOUNTED, THE TABULATED SHEAR STRENGTHS ARE YIELD POINT VALUES. DOWER -DRIVEN, 12-INCH DIAMETER, SCREW -TYPE AUGER. I. UNDISTURBED SAMPLES, THE LOCATION OF WHICH ARE SHOWN BY THE OS STRAIN CONTROLLED DIRECT SHEAR TEST AT NATURAL FOLLOWING SYMBOL • , WERE TAKEN IN A 2J-INCH-INSIDE DIAMETER, MOISTURE CONTENT. SPLIT -TUBE BARREL WHICH WAS PUSHED INTO THE SOIL BY HYDRAULIC DSX= STRAIN CONTROLLED DIRECT SHEAR TEST AFTER THE PRESSURE. SAMPLE HAD BEEN SUBMERGED IN WATER UNTIL MOVEMENT 3• THE ELEVATIONS OF THE BORINGS WERE DETERMINED BY INTERPOLATION CEASED, UNDER A SURCHARGE EQUAL TO THE TEST SURCHARGE. OF THE PLOT PLAN CONTOURS. (REFERENCE = USC ANOIGS DATUM) BORING LOGS COOPER A CE.ARIK CDMSIRIING FMGINEBn PI ATF A_IA a LLS 0) y y 00 cr 2 w W N¢ U $ 0 d CLASSIFICATION DATA STRENGTH DATA MOISTURE-CEASITY MU i YOE Of TEST TlGl SNEAK HAI UPAL DRY % IWES LIOND 0.]SlLliv $iP ERGTX StPCNA p4E MDISiVPE 9TPENGM, ROATVRE 1'ti0. E001 LI MIL IX.]EI i ESi gyF55W E. CWIEM, CEMI[NT, GORAT Y. LRG/SO 11 % L�/� % LB5/CU FT 19.0 73 DS 300 NATURAL 1200 15.6 106 CLASSIFICATION DATA STRENGTH DATA MOISTURE-CENSTY OAR % FIRES LOAD FL ASTCITY _IK OF TEST SAI.A.&E LEST MO TETORE SMCLR NATURAL MpIS TUBE DRY I-HO =I LIMIT I ILEr $TN .EI TX °NESSURE. CCMEHT. CpIiL M, MJISITY, i EST L?ysD rl x LBS/SCG IT % E45/a rT 14.6 87 12.1 100 --- III_ CLASSIFICATION DATA STRENGTH DATA NOSTURE-DENSITY ryRA % FINES LIDUY VI ASTICIiY i Y>E OF �Esi GJNCH RGE TEST SHEAR NATURAL ORT 1'N0 YMI L1 MIT 1x0EY S IpEHGiry °RE SGUII E, ,M0151UAE CdYTEM, N]6 iUR[ DENAiT, TEST LBS/G0li % LmlwGi1 L0G150 !T CCIIfENT. % LB5/CU FT 14.3 83 15.9 99 11.5 Ito BORING 3 ELEVATION APPROXIMATELY 197 FEET o �rmB BROWN,FINE SANDY SILT (ML) (POROUS) DARKBROWNSANDY CLAY (CL) WITH SOME GRAVEL y (GRADING HORE GRAVELLY) x (WATER NOT ENCOUNTERED) Io BORING 4 0 BROWN, SILTY TINE SAND (SM-SC) DARK BROWN _SANDY CLAY (CL) WITH SNALL GRAVEL 2 5 (WATER NOT ENCOUNTERED) AL .0 BORING 5 BROWN, SILTY TINE SAND ISM) (GRADING DARK BROWN, SLIGHTLY CLAYEY (SC-SM) WITH SONESHALL GRAVEL) I. y (GRADING MORE CLAYEY -SC) s BROWN, FINE SANDY CLAY (CL) Io BROWN, CLAYEY FINE .SAND (SC) WITH SWILL GRAVEL (WATER NOT ENCOUNTERED) BORING LOGS COOPER A CLAM CONSIATIWG ENGINEERS PLATE A-IB n.e (,.6)) • PLATE A-2 W 9 a.� O O a 0 Wb� M O Fa 140 Kel .LINE (tor a OF 100% SATURATION specific gravity of 2.7) so 0 G lu 15 20 28 MOISTURE CONTENT IN PERCENT Sample Number A (BORING 1) Depth 0 TO 2 FEET Description of soil BROWN,SILTY FINE SAND (SM) METHOD OF COMPACTION MODIFIED AASHO* Maximum Dry Density 124 PCF Optimum Moisture Content 12 Remarks *ASTM TEST DESIGNATION D 1 7- 8T, METHOD A COMPACTION TEST a000"n a o"narc C OE 5 (2/1/59 ) NIL ENGINHIS PLATE A-gA 140 130 2 W 110 11111011 M. �LINE (for a T. OF 1,00%.. SATURATION specific gravity I of 2.7) 20 25 MOISTURE CONTENT IN PERCENT .Sample N'umber 8­.(BOR I­NG -5) Depth i TO 3 FEET Descrioti6n.of ­'SOij- BROWN -.SILTY FINE"SAND ;METHOD OF COMPACTION MODIFIED AASH'O Maki mum- Dry Density 120 PCF Optimum Moisture Co'hient 13j* Remarks *ASTM TEST DESIGNATION D1557-58T, kiiTkOl) A APPENDIX B FILLING AND GRADING GENERAL DESCRIPTION The work under this section shall consist of all clearing and grubbing, preparation of land to be filled, filling of the land, spreading, compaction and control of the fill, and all subsidiary work necessary to complete the grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. SUPERVISION Filling and grading shall be accomplished under the supervision of a qualified soil engineer, DENSITY CONTROL TEST Wherever referred to in these specifications, the "laboratory maximum dry density" shall be determined by the Modified AASHO Method of Compaction (ASTM Designation D 1557-58T, Method A). CLEARING, GRUBBING, AND PREPARING AREA TO BE FILLED The trees so designated, including stumps and roots, brush, and other rubbish shall be removed, piled, burned or otherwise disposed of so as to leave the areas that have been disturbed with a neat and finished appearance, free from unsightly debris. Except for portions of basements more than four feet below finish grade, existing buildings, foundations, basements and fences, so designated, shall be removed from the premises. COOPER 6 CLARK CONSULTING ENGINEERS B-2 Casing of existing wells so designated shall be cut off four feet below finish grade and the entire well filled with sand and gravel. Existing outhouses, septic tanks, and earth contaminated by them shall be removed from the premises. Existing subsurface irrigation lines shall be either removed or uncovered and thoroughly crushed in place. Approximately the top six inches of soil in the areas to be filled shall be stripped and stockpiled for future use as topsoil. The exposed surface shall then be plowed or scarified to a depth of at least six inches, and until the surface is free from roots, hummocks or other uneven features which would tend to prevent uniform compaction by tamping rollers. After the foundation for the fill has been cleared and plowed or scarified, it shall be disced or bladed until it is uniform and free from large clods, brought to the proper moisture content, and compacted to a depth of 1 foot to not less than 90 percent of its laboratory maximum dry density. MATERIALS Materials for the fill shall onsist of on -site soils appjoved by the_soiv�ineer _ The materials shall be free from vegetable matter and other deleterious substances, and shall not contain rocks or lumps larger than three inches in greatest dimension. PLACING, SPREADING, AND COMPACTING FILL MATERIAL The selected fill material shall be evenly placed in layers which when compacted shall not exceed a thickness of six inches. When the moisture content of the fill material is below that which is necessary to achieve the specified compaction with the particular compaction equipment being used, water shall be added and thoroughly mixed COOPER & CLARK CONSULTING ENGINEERS into the fill material until the necessary moisture is uniformly dispersed throughout the layer of soil to be compacted. After each layer of fill has been placed, spread evenly, and brought to the proper moisture content, it shall be compacted to not less than 90 percent of its laboratorymaximum dry density.. Fill placed in ditches or holes left from removal of trees, septic tanks, outhouses, or irrigation lines shall also be compacted to not less than 90 percent of its laboratory maximum dry density. Fill soil shall be thoroughly compacted about pieces of crushed irrigation lines. Compaction of the subgrade shall be accomplished with tamping rollers. In areas with less than twelve inches of cut, the subgrade shall be prepared in the same manner as fill areas. Compaction of fill soils shall be accomplished with tamping rollers, multiple -wheel rubber -tired rollers or other types of compaction equipment which will compact the fill to the specified density. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each layer shall be continuous over its entire area, and the roller shall make sufficient trips to insure that the required density has been obtained. The density of the fills, as determined by field density tests, shall be the basis on which the satisfactory completion of the work is judged. The soil engineer shall beallotted sufficient time to perform the necessary testing to assure that properly compacted fill is being obtained, i.e. the filling operations shall be arranged in a way that will permit making the necessary control tests for each lift prior to the placing of subsequent lifts. COOPER IS CLARK CONSULTING ENGINEERS The filling operations shall be continued as specified above until the fill has been constructed to the finished grades shown on the accepted plans. SEASONAL LIMITS No fill material shall be placed, spread, or compacted during unfavorable weather conditions. When the work is interrupted by heavy rain, filling operations 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. COOPER & CLARK CONSULTING ENGINEERS APPENDDC'C VOLUME, CHANGE OF SOILS BETWEEN BORROW AREAS AND COMPACTED FILLS THE VOLUME OF SOIL OR ROCK AS�PLACED IN A COMPACTED FILL IS SELDOM THE SAME AS THE VOLUME WHICH IT OCCUPIED BEFORE EXCAVATION, PROM THE BORROW AREA. .IN ORDER TO BALANCE VOLUMES OF CUTrAND FILL WITHIN A GIVEN PROJECT, OR TO PRE--- DETERMINETHE BANK VOLUME OF FILL TO. BE,IMPORTED, IT IS NECESSARY TO. DETERMINE AVOLUME CHANGE FACTOR BETWEEN CUT AND FILL. ERRORS 'IN'ME DETERMINATION -OF THIS FACTOR CAN RMULT'IN,COSn,Y'ADDITIONS,T ,URTHWORK CONTRACTS. TRADITIONALLY, VOLUME CHANGE FACTORS HAVE BEEN' DETERMINED FROM HANDBOOK, TABULATIONS OF AVERAGE VALUES FOR DIFFERENT MATERIALS, OR FROM RULES OF THUMB BASED ON LOCAL EXPERIENCE HANDBOOK TABULATIONS ARE USEFUL FOR ESTIMATES% OF VOLUME CHANGE FACTORS VN ROCK AND FOR ROUGH ESTIMATES OEVOLUME CHANGE FACTORS IN SOIL: RULES OF THUMB ARE OFTEN QUITE ACCURATE IF THE PERSON MAKING THE VOLUME CHANGE.COMPUTATIONS HAS ACCESS TO DEPENDABLE' DATA, AND IF. CONDITIONS SUCH AS SOIL TYPES, DEPTHS OF CUTS AND FILLS, AND FILL DENSITIES ARE SIMILAR TO THE CONDITIONS' UNDER WHICH THE EEPERIENCE 'DATAWAS ACCUMULATED. NOW THAT THE REQUIREMENT OF'A SUBSURFACE. INVESTIGATION BEFORE CONSTRUCTION AND ENGINEERING CONTROL OF FILL. PLACEMENT HAS BECOME THE RULE RATHER THAN ME EXCEPTION, IT 15 NOLV OFTEN POSS!BLE,TO DETERMINE VOLUME CHANGE FACTORS BASED ON DIRECT SOIL DATA OBTAINED FOR SPECIFIC SITU. THE PURPOSES OF THIS DISCUSSION ARE TO DESCRIBE A METHOD OF'ESTIMATIN ME VOLUME CHANGE BETWEEN BORROW AND FILL. TO DISCUSS SOME OF THE FACTORS. WHICH SHOULD BE CONSIDERED WHEN CALCULATIN EARTHWORK VOLUMES; AND TO PRESENT EKAMPLES OF ATYPICAL COMPUTATION OF A VOLUME CHANCE FACTOR AND. I TB USE. IT IS COMMON PRACTICE TO. CONTROL PLACEMENT OF COMPACTED PILLS BY SPECIFYING A MINIMUM DENSITY FOR EACH 'FILL SOIL. IN MRAIS.'OF A PERCENT OF THE "MAXIMUM' DENSITY Of MAT. SOIL AS DETERMINED BY LABORATORY COMPACTION TESTS. IT IS ALSO USUAL TO PERFORM SUBSURFACE INVESTIGATIONS PRIOR TO FILL PLACEMENT. A NUMBER OF UNDISTURBED SOIL SAMPLES ARE USUALLY 'OBTAINED DURING A SUBSURFACE INVESTIGATION FROM.. WHICH THE IN -PLACE STRENGTH, COMPRESSIBILITY, AND OTHER MECHANICAL PRO- PERTIES OF THE VARIOUS SOIL. STRATA ARE EVALUATED. IT M A SIMPLE AND ECONOMICAL PROCESS ALSO TO DETERMINE THE DRY DENSITIES OF THE UNDISTURBED SAMPLES. BY OBTAINING A'NUMBER OF UNDISTURBED SANIPLES AT VARYING DEPTHS IN A PROPOSED BORROW AREA. IT IS POBSIBLE TO OUITE ACCURATELY DETERMINE THE'IN-PIACE DRY DENSITY OF THE BORROW SOUS. A LARGE. SACK SAMPLE OF EACH PERCENT COMPACTION OF THE FILL, IT IS POSSIBLE TO DETERMINE VOLUME CHANGE FACTORS TAILORED SPECIFICALLY FOR THE OF EACH SITE. DIVIDED BY ONE PLUS ITS MOISTURE CONTENT. FOR PURPOSES OF THIS DISCUSSION, THENOLUME CHANGE FACTOR IS DEFINED AS ME NUMBER BY WHICH A VOLUME OF SOIL IN -PLACE IN THE BORROW AREA. MUST BE MULTIPLIED IN ORDER TO DETERMINE ITS RESULTING VOL] IN THE COMPACTED FILL. THE VOLUME CHANGE FACTOR IS NUMERICALLY EQUAL TO THE AVERAGE IN -PLACE DRY DENSITY OF ME SOIL IN THE BORROW AREA DIVIDED BY THE AVERAGE" DRY DENSITY. OF THE RESULTING Fill.. COMPUTATION OF VOLUME CHANGE FACTORS AS DESCRIBED'ABOVE IS QUITE SIMPLE AND DIRECT. HOWEVER. APPLICATION OF ANYVOLUME CHANGE FACTOR TO EARTHWORK CALCULATIONS REOUIRES CONSIDEMOLE IUDGKIENT. SOME OF TITEITEMS THATSHOULD BE CONSIDERED ARE LISTED BELOW: 1. THE DENSITY OF THE, BORROW AREA SOIL. MAY VARY WITH DEPTH SO THAT THE VOLUME CHANGE FACTOR WOULD ALSO VARY WITH DEPTH. THiS EFFECT IS USUALLY MOST PRONOUNCED IN SHALLOW BORROW AREAS. 2. THE SUBGRADE MAY BE COMPACTED TO RECEIVE FILL, THUS LOWERING ITS ELEVATION AND INCREASING THE REQUIRED HEIGHT (AND HENCE VOLUME) OF FELL REQUIRED TO OBTAIN FINISHED GRADE. THIS EFFECT IS OF PARTICULAR IMPORTANCE IN. SHALLOW FILLS CONSTRUCTED ON. LOOSE SOILS. (I. E. IF THE SUBGRADE ELEVATION IS REDUCED I. INCH BY COMPACTION, NEGLECT OF THIS ITEM WOULD RESULT IN AN B% UNDERESTIMATION OF THEVOLUME'OF FILL REQUIRED FOR A NET L-FOOT-HIGH FILL, BUT ONLY A 1%:UNDERESTIMATION FOR A NET B-FOOT-.HIGH FILL.) - - 3. TILE SOILS IN -A BORROW AREA MAY BE VARIABLE IN COMPOSITION AND DIFFICULT TO VISUALLY IDENTIFY RELATIVE TO COMPACTION CHARACTERISTICS. TILE SOIL MAY BE COMPACTED IN THE FILL TO A SOMEWHAT HIGHER'AVERAGE DENSITY THAN THE SPECIFIED MINIMUM DENSITY. 5. A SHALLOW DEPTH OF UNSUITABLE TOPSOIL MAY BE STRIPPED AND REMOVED FROM THE BORROW AREA OR FILL AREA. 6. ME SURFACE SOILS IN THE BORROW AREA MAY BE SO LOOSE THAT REPRESENTATIVE UNDISTURBED SAMPLES CAN NOT BE OBTAINED. ). THE AVERAGE GROUND SURFACE ELEVATION MAY VARY SEASONALLY. THAT IS. THE ORIGINAL GROUND SURFACE' ELEVATION MAY HAVE BEEN ESTABLISHED IMMEDIATELY AFTER ME SURFACE SOILS HAD. BEEN LOOSENED' BY PLOWING, IN WHICH CASE THE AVERAGE ELEVATION MIGHT WELL BE SEVERAL INCHES HIGHER 'THAN IT WOULD BE IMMEDIATELY AFTER THE RAINY SEASON. MOST OF THE ABOVE ITEMS SHOULD BE CONSIDERED WHETHER VOLUME CHANGES ARE COMPUTEDIFROM RULES OF THUMB. HANDBOOK TABULATIONS, OR BASIC SOIL DATA. HOWEVER, IT IS FELT THAT THE EFFECT OF EACH OF THE ABOVE) ITEMS' CAN BE MOST EASILY AND DIRECTLY APPLIED TOTHE METHOD OF DIRECT COMPUTATION FROM THE BASIC SOIL DATA. IN ORDER THAT THE VOLUME CHANGE FACTOR WILL NOT VARY WITH THE`HEICHT OF'FELL„THE EFFECT OF S11E STRIPPING MID SUBGRADE COMPACTION (ITEMS 2 AND 5 ABOVEJ CAN MORE CONVENIENTLY BE EXPRESSED NOT IN THE VOLUME CHANGE FACTOR,.. BUT AS. AN ADJUSTMENT OF THE ORIGINAL FILL AREA OR BORROW AREA SURFACE GRADES. LOOSE TOPSOIL THAT IS STRIPPED AND LATER PLACED ON TOP OF THE STRUCTURAL FILLS IS NOT CONSIDERED AS COMPACTED FILL, AND IS USUALLY ASSUMED TO UNDERGO NO VOLUME CHANGE DURING THE PROCESS OF STRIPPING AND REPLACING. THE ACCURACY OF EARTHWORK VOLUME' CALCULATIONS IS DEPENDENT ON ME ACCURACY OF THE GROUND SURFACE' ELEVATION CONTOURS BEFORE AND AFTER CONSTRUCTION, ON ACCURATE AND SUFFICIENT SOIL DATA FROM WHICH TO ESTIMATE THE VARIATION iN SOIL TYPES AND ME M-PIACE DENSITY OF. EACH TYPE OF BORROW SOIL TO THE DEPTH OF EXCAVATION, AND ON ADEQUATE CONSTRUCTION,CONTROL SO THAT THE REQUIRED DEPTH OF STRIPPING IS ACHIEVED. AND THE SPECIFIED DEGREE OF FILL DENSITY IS OBTAINED. ASSUMING' ADEQUATE SURFACE CONTOURS, SOIL DATA, AND CONSTRUCTION, CONTROL, IT SHOULD BE EKPECTED THAT THE EARTHWORK CALCULATIONS BASED ON A COMPUTED VOLUME CHANGE FACTOR WOULD BE ACCURATE WITHIN APPROXIMATELY 10% ON AN EKTREMELY VARIABLE SITE AND WITHIN -3% ON A QUITE UNIFORM SM. COOPER A CLARK CONSULTING ENGINEERS EXAMPLE: DETERMINATION OF THE VOLUME OF FILL RESULTING FROM A GIVEN BORROW AREA EXCAVATION EXAMPLE OF AVOLUME CHANGE VARIER IN DENSITY WITH DEPTH OF THE FACTORS FOR EACH SOIL ARE. SIMILAR TO THIS EXAMPLE X THE BORROW AREA SOIL IS HOMC- JIA SOILS DO NOT VARY IN DENSITY ARE INVOLVED IS MORE COMPLEX, OR EACH SOM BUT OFTFRMIual nm WHEN ME BORROW AREA DENSITY VARIES WITH DEPTH, IT I NECESSARY M DETERMINE. VOLUME CHANGE FACTORS FOR VARIOUS INCREMENTS OF.DEPTH OF CUT. WHERE DENSITIES ARE CHANGING RAPIDLY WITH DEPTH, 6 INCH INCREMENTS SHOULD, BE CHOSEN: OTHERWISE, INCREMENTS OF A MOTOR MOM MAY BE USED. FROM THE VOLUME CHANGE FAC70M FORME VARIOUS'. DEPTH INCREMENTS, WEIGHTED VOLUME CHANGE FACTORS FOR TOTAL DEPTHS OF CUT CAN BE DETERMINED.. ESPECIALLY IN THE ZONES WHERE ME WEIGHTED VOLUME CHANGE FACTORS AM CHANGING RAPIDLY WITH DEPTH, AS THEY ARE IN ME FOLLOWING EXAMPLE, IT IS ADVISABLE TO MARE A PLOT OF WEIGHTED VOLUME CHANGE FACTORS VS. AVERAGE. DEPTH OF CUT FROM WHICH TO SELECT INTERMEDIATE VALUES OF THE FACTOR. ' 4 SCHEMATIC DIAGRAM 'ASSUMPTIONS OF BORROW AREA I AVERAGE DRY DENSITIES IN THE BORROW AREA ARE AS SHOWN IN ORIGINAL GROUND SURFACE i .THE SCHEMATIC DIAGRAM AT THE. LEFT. 6 INCHES OF ORGANIC TOPSOIL IS TO BE STRIPPED FROM THE BORROW:ARIA. " THE LABORATORY MAXIMUM,DRY DENSITY • 120 PCF. SPECIFICATIONS REQUIRE A MINIMUM OF 90%'RELATIVE COMPACTION. ESTIMATE AVERAGE RELATIVE COMPACTION OF'92%, SO ME AVERAGE DRYDEN- SFIY OF THE FILL WILL BE m(120) • 110 PCF. AFTER STRIPPING, THEM S TO, BE'A TOTAL OF 10, 000 CU MS OF EXCAVATION FROM THE. BORROW' AREA, WHICH OCCUPIES 20;000 SQ FT,'SO THE AVERAGE DEPTH OF CUT WILL BE 1020 � 00 x 27 a ,50- 1.85 FT AS AVERAGE DEY DENSITY .OF EACH DEPTH INCREMENT IN PCF— BB 95 104 110 i 112 DETERMINATION OF VOLUME'.CHANGE' FACTORS IFOR EACH INCREMENT OF DEPTH): AS DEFINED : ABOVE IN'THETEXT, THE VOLUME CHANGE FACTOR FUR EACH DEPTH INCREMENT IS COMPUTED BY DIVIDEND THE DRY DENSITY OF=THE SOIL IN MEBORROWAREA MTHE AVERAGE'. DRY DENSITY OF THE SAME SOIL PLACED: AS COMPACTED FILL: INCREMENTAL DEPTHS`OF BORROW AREA VOLUME CHANGE FACTORS FOR IN FEE L_Q_QiOW. ORIGINAL_�p_R O,ILK D SLI RFACE gAcx-1,�,�R_c r2�Nt op_gepsx _ 0 TO }_____________ 88/I10 j•TO 1 _____________ 95/1.10.------ -------- S64 _ 1 TO 2-------------104/114--------------944 2 .TO 3 _____________ 110/110,__---------- 1.00 r 3 TO 4 _____________1�12/I1'0 ------------1.02' DETERMINATION OF WEIGHTED VOLUME CHANGE FACTORS (FOR TOTAL DEPTHS OF CUT): 1 TOTAL DEPTH Or BORROW AREA WEIGHTED VOLUME CHANGE FACTORS jN. FEC T_B Ej�QW_ORj�INAL GROUND EURFAO,� fOR_TO TPTH3' OP g T 0' TO 1. _ .864 1 TO 2 11944L .912 l� 3'TO.3 jj B��_ijy949L a_Ij1_0.950 3 TO 4 li�864.L+ 11.944)ai}JL-00) +_1(1'02) .920 + APLOT IN THE FOLLOWING FORM PERMITS ACCURATE EVALUATIONS OF THE WEIGHTED VOLUME CHANGE FACTOR AT MY DEPTH: ErAmm Wmm DEPTH'OF CUT IN FEET BELOW ORIGINAL GROUND SURFACE DETERMINATION OF VOLUME OP FILL THE VOLUME OF Flu WILL EQUAL THE VOLUME OF EXCAVATED BORROW MATERIAL TIMES THE VOLUME CHANGE FACTOR FOR THE AVERAGE DEPTH OF CUT. MING'THE ASSUMED DEPTH OF CUT OF 1.85 FEET, THE VOLUME CHANGE FACTOR. DETERMINED FROM THE PLOT ABOVE IS .930. THEREFORE, THE EXCAVATED 10, 000 CU YDS OF SOIL WOULD RESULT IN 10, 000 x .930'• 9; 300 CUBI,�YAROROF®ILI' IT SHOULD BE TSTRIPPING AND THE VOLUME OF ME TRIPPED SOIL DISSNNOT ALTERED APPRECIABLYW WHEN COMPACTION S STRIPPED AND LATER RETER THE PLACED ONLTOP O ME STRUCTlURRAL FBd, HOWEVER, ESPECIALLY IN SHALLOW FILLS,COMPACTION OF THE SUBGPADE CANIMAXE'A' SIGNIFICANT DIFFERENCE. IN THE VOLUME OF FILL REQUIRED. IF THE 6 INCHES OF. SOIL BELOW ME 6' INCH, STRIPPING DEPTH IN SHE FILL AREA HAD THE SAME DENSITY AS SHOWN ABOVE: FOR ME BORROW AREA, AND IT WERE COMPACTED TO 110 PCF THE SAME AS THE FILL, ITS ELEVATION WOULD BEREDUCEDBY .S(I - .864) • .060 FEET, FOR A I -FOOT -DEEP PILL, THIS WOULD ADD APPROXIMATELY T% TO THE COMPUTED VOLUME OF FILL REQUIRED. THE EXAMPLE PRESENTED ABOVE HAS BEEN SOMEWHAT SIMPLIFIED FOR PURPOSO OF ILLUSTRATION, BUT iT IS. FELT THAT THE GENERAL METHOD -PRESENTED HEREIN IS A RATIONAL PROCEDURE WHICH CAN BE USED TO EVALUATE ME EFFECT OP THE.MANY FACTORS WHICH. COMPLICATE.PREDETERMINATION OF VOLUME'CHANGES FROM. BORROW SOURCE To COMPACTED FILL. IT IS HOPED THAT THIS SHORT DISCUSSION WILL STIMULATE USE OF AVAILABLE SOIL DATA WHICH CAN BE QUITE USEFUL IN FARTHWOM COMPUTATIONS.. COOPER A CLARK COtaSUIPrvG [vGWFfRS :APPENDIX D SUGGESTED SPECIFICATIONS FOR VAPOR BARRIERS UNDER CONCRETE SLAB -ON -GROUND FLOORS GENERAL DESCRIPTION The work under this section shall consist of the selection, place- ment and compaction of materials for vapor barriers under concrete slab -on -ground floors. MATERIALS Materials for vapor barriers shall consist of a base course, a grout coat and a membrane. The base course shall consist of clean mineral particles of which 100% by weight will pass the 3/4-inch sieve, 0 to 10% by weight will pass the No. 4 sieve, and 0 to 3% by weight will pass the No. 100 sieve. The grout coat shall consist of I part of Portland Cement and 3 parts of sand mixed with sufficient water so that the resulting grout will have a stiff consistency. The membrance shall consist of sheets of Vis Queen Seal -tight Polyethylene at least 0.004 inches thick, or other material with equal resistance to penetration by water vapor. PLACEMENT AND COMPACTION The base course material shall be placed over compacted, smooth subgrade in such a manner that it will have a compacted thickness of at least 4 inches. Compaction of the base course to a uniformly dense condition shall be accomplished with a vibratory tamper, flat -wheel roller, or other equipment which will achieve the desired compaction and leave the surface of the base course in a uniformly smooth condition. The grout coat shall be placed over the base course. It shall have a minimum thickness of at least I inch and shall be spread smoothly in such a manner that there will be no protrusions which could damage or rupture the membrane. The grout shall be allowed to harden for a period of at least 24 hours before the membrane is placed. The membrane sheets shall be spread smoothly on the grout coat and shall be lapped not less than 6 inches. The top lap shall be placed in the direction the concrete slab will be spread, in such a manner that the sheets will form a continuous, water -vapor -tight layer under the entire floor. COOPER B CLARK CONSULTING ENGINEEPS 0( yL Xw( Z 0 • p Q Q EAST ESTATES , DRIVE n 0 � A m f0 - _ !o N 1 • (1 1 _ r ' *iY •. N M1 M1 ZOO y LT \\199 Y Q 8U ORIGINAL CAJI.M SURFACE CONTOURS (IN FEETI \\ y� i TOP Or WEST BANK I P L O T P L A N C4L4BAZ48 CREEK I n 2 — • SUBDIVISION BOUNDARY SCALE IN FEET m Wes` w - o e ��00f?//V(3 NUMBER I REFERENCE: DRAWING TITLEO,•TENTATIVE MAP OF A PORTION OF THE P MILLER SUBDIVISIOI. AND CRAFT ESTATES, BY MARK THOMAS B CO.,INC., CIVIL ENGINEERS B SURVEYORS, - DATED JULY, 1960. eoorww w ouww CNM1 FNGI•EER PLATE • ,J COOPER & Q'iLARK CONSULTING ENGINEERS SOIL MECHANICS FOUNDATION ENGINEERING ENGINEERING GEOLOGY The Oliver Rousseau Organization 582 Market Street San Francisco, California Attention: Mr. George P. Oakes Executive Director Gentlemen: III A O D 1 I O N APENUE PALO ALTO, CALIFORNIA D AV E N PO PT 6-01 75 October 3, 1961- Report Control of Compacted Fill Proposed Residential Subdivision Tract 2880, Idlewild Greens No. 4 Cupertino, California For The Oliver Rousseau organization This letter and attachments present the results of our control of site grading for Unit No. 4 of the subject Subdivision. The layout of the unit and its location with respect to adjoining streets are shown on the Plot Plan, Plate 1. We have previously performed a soil investigation for the subject unit, the results of which were presented to you in our report dated September 19, 1960. In that report it was recommended that all fills be compacted to at least 90 percent of their maximum dry densities as deter- mined by the Modified AASHO Method of Compaction (ASTM Designation D 1557-58T) . One of our engineers was present at the site on a part-time basis to supervise site preparation, removal of trees and placement of fill. During the progress of the work, 40 field density tests were performed to evaluate the degree of compaction of the fill. Areas where tests indicated low fill densities were recompacted under supervision. Detailed results of the field density tests are presented on Plates 2-A through 2-C, Summary of Field Density Tests. The compaction curves used to control the placement of site fills are presented on Plates 3-A and 3-B, Compaction Tests. On the basis of our supervision and the results of the field density tests, it is our opinion that all of the lots have been properly prepared and all fills compacted in accordance with the recommended specifications for residential construction. Our approval for earthwork is conditional upon the receipt of grade certification for each lot. • The Oliver Rousseau -2- October 2, 1961 Organization We trust that this letter presents the information you require at this time. report: The following plates are attached and complete this Plate 1 Plot Plan Plates 2-A through 2-C Summary of Field Density Tests Plates 3-A and 3-B Compaction Tests Yours very truly, COOPER & CLARK JOHN D. MOSS DONALD E. CLARK � l v ry JDM-DEC:mh l J 6 Attachments (6 copies submitted) cc: Mark Thomas & Company Attention: Mr. Joseph A. Rechenmacher cc: City of Cupertino, Building Dept. COOPER IS CLARK CONSULTING ENGINEERS REFERENCE DRAWING TITLED,"IMPROVEMENT PLANS, TRACT NO. 2800, CITY OF CUPERTINO, SANTA CLARA COUNTY, CALIFORNIA", BY MARK TNOMAS B CO. INC., CONSULTING CIVIL ENGINEERS, DATED APRIL 1961. COOPER & CLARK CIVIL ENGINEERS PLATE I Uaa Rousseau • �,,,o„ Cupert o,_ a fornla SUMMARY OF FIELD DENSITY TESTS DATE LOCATION DEPTH DEPTH OF BELOW FILL AT FINAL TEST COMPACTION MOISTURE DRY I RELATIVE TEST NO GRADE LOCATION TEST N0. CONTENT (PERCENT) DENSITY ILBS'tU FT) COMPACTION (PERCENT) REMARKS [FEET) (FEET) I I 9-13-61 I Lot 46 10.5 10.3 B 12.6 , 100 1 83 1 Rerolled 2 Lot 47 10.2 10.8 B 1 12.1 1 105 I 88 j Rerolled 3 " Lot 48 1 1.0 10.5 I B 1 17.9 1 106 1 88 Rerolled Lot 49 ---- 1.0 1.0 B _ 16.2 97 81 Rerolled 5 9-14-61 1 Lot 46 10.4 10.1 B 1 18.8 111 1 92 o-f #1 6 " I __Lot _ , 0.3 11.0 I B� 71 9 102 85 ��-R-ete-st Rerolled rolled - 7 " 1 Lot 44 _ • 0.7 1 1.0 B 17.2 1_ 105 87 1 Rerolled 8 _ Lot 43 _ 10.8 -Lot 1.2_I B 12.8 105T 877 1 Rerolled 9 9-15-61- 47 10.5 10.8 A 9.3 I 114 92 jT--Retest of #2 and #6 10 - " _ Lot 48 10.3 ;1.2 �A 113.8 no I 89 I Rerolled 11 i Lot 49 10.3 12.0 I�B 9.2 1 107 90 Retest of #4 12 I Lot 43 1.0.3 11.7'i B 10.7 105 I 88 Rerolled 13 " I Lot 44 10.2 1.6 •-A 1 11.3 1 112 90 1 Retest of #7 14 9-19-61 I Lot 48 - 0.3 11, 2 11.8 B 111 92 Retest of #3, #6, and #10. 15 " Lot 43 10.2 12.0 B 9:3 113 94 Retest of #12 16. Lot 42 10.5 10.9 B 1 11.4 , 104 87 Rerolled 17 1 Lot 41 0.4 110.1 B 12,3 1 107 89 Rerolled _ Rerolled 18 19. Lot 39 0.3 - 10.7 B 10. L1 101 I 84 Lot 18-17 0.2 . 0.4 B 9.6 103 86 Rerolled 0 COMPACTION TEST NO. A SPECIAL NOTES: • -- METHOD OF COMPACTION B od.6d moc AASHO AASHO I OPTIMUM MOISTURE CONTENT (PERCENT) I 12 .1 13-1 r MAXIMUM DRY DENSITY (LBS/CU FT) 1 124 120 w.2aa.tousseau Cupertino P4MM SUMMARY OF FIELD DENSITY TESTS I 1 DEPTN "PIN OF TEST NO DATE , LOCATION BELOW FINAL FILL AT TEST COMPACTION I TEST MOISTURE- CONTENT DRY DENSITY ! RELATIVE COMPACTION REMARKS GRADE (FEET( LOCATION FEEW NO (PERCENT) (LBSiCU FT) (PERCENT) ' 20 9-19-61 I Lotis- 0.2 _ 0.2 B 116.4 1 103 86 Rerolled 21 9-20-61_j Lot 13 10.3 0.7 B 113.3 -i 108 90 - 22 _� " I` Lot 11 _ 10.3b - -}- B I 112.4 108 _ 90 - -- 23-- " Lot 9 _ 10.2 I , 0.8 ; B ; 14_4 107 1 89 Rerolled 24 _ _�- Lot 7 0.3 ! 0.7; B 114.2 1 103 I 86 Rerolled 9-266-61 `" Lot 41 - 0.40.3T- B.B105 8825 Rerolled 26 - ;� Lot 42 10.3 1.21 B 8.5 103 j 86 i Rerolled 27 TLot 39 1 0.3 0.71 B 7.2 107 89 Rerolled 28 _ Lot 17 0.2 0.4 ; B 15.5 I 98 82 Rerolled 29 " I Lot 18 0.1 0.7 I B 111.0 108 90 Retest of #19 30 ^ i_ Lot 15 0 i 0.1I B 8.6 103 86 Rerolled 31 ^^ Lot 13 0.2 0.8i B 13.5 113 94 1 32 l ^ . Lot 9 0.2 0.6 B 14.1 102 85 I Rerolled 33 34 " Lot 7 0 10.6 B .147 9_8--j 82 Rerolled 9-28-61 j Lot 39 �0.2 1.0)TB 1 9.9- 1109 91 I Retest of #18 and #27 35 Lot 41 10.2 j 0.3 I B� 11.5 111 92 Retest of #17 and .#25 36 Lot 42 10.2 ! 0.6 B 13.7 108 90 Retest of and #26 37 38 It Lot 7 Lot 9 10.2 0.2 0.3 0.5 B 115.1 B 112.4 Till 115 92 T 96 r Retest of #24 and #33 , Retest of#23 and #32 SPECIAL NOTES_ 4 .e T COMPACTION � tON TEST NO. METHOD OF COMPACTION 6 OPTIMUM MOISTURE CONTENT (PERCENT) MAXIMUM DRY DENSITY (LBS/CU FT) I ''1 ,. w.,a 2 a j--. _Rousseau MWN n WR MKZm A DATE --:.— SUMMARY OF FIELD DENSITY TESTS TEST NO, I DATE LOCATION DEPTH 'DEPTH OF I BELOW FILL AT FINAL I TEST GRADE LOCATION (FEET) IFEE T) COMPACTON TEST N0. MOISTURE CONTENT (PERCENT, DRY DENSITY ILBSICU FT) RELATIVE i COMPACTION (PERCENT) REMARKS 39• I 9-26-61 _' Lot 12 — I 10.2 1 1.21 — B 13.2 110 92 40 I _ _ Lot 15 0.2 i 0.1� B 13.8 1108 — 90 Retest of _ 20 and 30 I I i I _ I I T NO. LMAXIMUMDRY SPECIAL NOTES: ACTIONE CONTENT (PERCENT) NSITY (LBS/CU FT) 10 i w b POU10 140 13C IOC LINE (for a OF 100% SATURATION specific gravity of 2.7) 90 0 v IV 15 20 25 MOISTURE CONTENT IN PERCENT Sample Number A (BORING 1) Depth 0 TO 2 FEET Description of soil BROWN,SILTY FINE SAND (SM) METHOD OF COMPACTIONMODI.FIED AASHO* Maximum Dry Density 124 PCF Optimum Moisture Content 12 % Remarks *ASTM TEST DESIGNATION D 1 7- 8T, METHOD A COMPACTION TEST OOOPUw a CLAMC . CIVIL ENGIWAtS . - - -- x. PLATE'. p•. t LINE.OF'100%; SATURATION �• .(for a, specific gravily of 2.7) 801, ... I I. . i _ I. 0 8 10 18., 20 25 MOISTURE CONTENT .IN PERCENT Is ile Number 8•,SBORVNG. 5) Depttl a= T.0 3, ;FEET' i DeSCriotion of toil" BROWNS I LTY F I NE SAND, r_METHOD OF COMPACTTION'MobIFIED AASHo Maki6um Dry `D(?nsity 120 PCF Optimum 'Moisture Content- 1'3f % Remarks *ASTM•TEST DESIGNATION D1557-58Ts' METHOD A EST m u II II I r n III Iq'„I'ny� w�, r,ITr •Yrrra •. r.�'p nhr'.r ..pl sul "� ,rT.I I,T nY'I II rr I',I n^Yw.'.n.•p.rrMr.•,m•r rn'n �r„F A,+11" ',T T+.,yr.n "yil Frrq rgl•ru•*I n.n •r n' Iw,nrrrn,• 1 .I a.. I�. n r' .. • II , Ir r • „ MI«�1, 'I�' Pn l'It"'rr,lr«n. ,. ,Ihnr V"nr�-p'n1,11rgy'nW, rp,rl, w1. o, � „� r r r,�� •'u � ' r I � 1 � ^ p P 1 ..�, ! n'N'rl,n ,I .IraP 1 "Ilmq � yr' r9P' 1 • 11 ''.., r r, ., r .Ir^'lllnl'i1n nT llnlAlr Ml'n "IIIr V'a !'Iv, n� � ' � •� i,'.' 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