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3055
PENINSULA TESTING AND CONTROLS 333 Boyshore Frontage Road, (P.O. Box 98), Mountain View, California - YOrkshire 7.6982 Oakland - Stockton - Watsonville Albert C. Gribaldo, P.E. Myron M. Jacobs, P.E. William F. Jones, P.E. Daniel J. Rhoades Alvin A. Rathbun City of Cupertino Building Inspection Department 10321 Sunnyvale -Saratoga Road Cupertino, California Attention: Mr. William Benevich File No. T2326-1 26 June 1962 Subject: Deep Cliffe Estates, Cupertino, California. Gentlemen: This is to certify that a soil investigation has been performed by our firm at the site of the subject de- velopment. The subsequent report, entitled ''Report of Soil Investigation for Deep Cliffe Estates Including Tract 3055, Cupertino, California," and dated 16 March 1962, has been submitted to the office of James J. Breen and Associates, Civil Engineers for the project. In this report, it is concluded that the site is suitable for the proposed construction, and foundation re- commendations for one -or two-story residential structures are given. When the other recommendations of the report have been followed, the recommended minimum depth of embedment for continuous perimeter footings is 8 inches below final interior grade, with.an additional 6 inches of exterior cover being pro- vided. This'gives a minimum trenching depth of 8 inches into firm natural ground or engineered fill, with the footing bot- tom being at least 14 inches below final exterior grade. Under the above conditions, the safe allowable bearing capacity of the soil is 2,300 p.s.f. for combined dead plus real live loading. This value may be increased by one-third for combined dead, live and seismic loading. Yours very truly, PENINSULA TESTING /AND CONTROLS Phil p V. Burkland tOGFI 1. J' J PVB:ACG/lbAlbert C. G ibaldo / C.E. 84,12 Copies: 3 to James J. Breen & Asso. yirder JAMES J- BREEN & ASSOCIATES • ° A L e .„ee, C I V I L E N G I N E E R S —�—�` Ctt I, OF `V�6 ZT1 N� LIE A 6UNNrVAL6 1;AIIFO11NIA REQUEs1C� Foo-, De A JJ n` VC V J 1 1 o A ., e_G�-L - 7f J y ]\ Q '/�.t- DRAWN �__ Fo� iRAC .../�./�� aen �oo or d . R v JAMES J- BREEN & ASSOCIATES • ° A L e .„ee, C I V I L E N G I N E E R S —�—�` Ctt I, OF `V�6 ZT1 N� LIE A 6UNNrVAL6 1;AIIFO11NIA REQUEs1C� Foo-, De A JJ n` VC V J 1 1 o A ., e_G�-L - 7f J y ]\ Q '/�.t- DRAWN �__ Fo� iRAC .../�./�� aen �oo or gy'pp•. V 1 • • JAMES J. BREEN & ASSOCIATES °<^; L C 1 V i L E N G I N E E R S NILLGR f N 9 NNYVAIL Al1FO11 N1A , �! o A r C[RTIi 1C AT[ N CIT`( of COPE(zj INO S TAN0AQ,) Foo,iNc, OFkkIL [MLb 0 E GRIBALDO, JACOBS, JONES AND ASSOCIATES 333 Boyshore Frontage Road, (P.O. Box 669), Mountain View, California - YOrkshlre 7.6982 - REgent 9-5823 Oakland - Stockton Albert C. Griboldo, P.E. Myron M. Jacobs, P.E. William F. Jones, P.E. Daniel J. Rhoades Alvin A. Rathbun James J. Breen & Associates 510 South Mathilda Avenue Sunnyvale, California Watsonville File No. E203 -M1 13 August 1962 Attention: Mr. James Desmond Subject: Deep Cliffe Estates, Tract 3055, Cupertino, California. TESTING AND INSPECTION DURING GRADING OPERATIONS Final Report through 13 August 1962 Gentlemen: In accordance with your request our firm has provided inspection and testing of grading operations on the subject subdivision. Work commenced by stripping all organic material and other debris from areas designated to receive engineered fill. After the stripping operation the natural ground was scarified to a depth of six inches, watered to near optimum moisture content and compacted prior to receiving fill. All fill placed on this subdivision meets the minimum requirement of 90%'relative density based on the ASTM Procedure D1557 -58T, Method "A. Laboratory Compaction Test in accordance with the "Specifications for Engineered Fill" as stated in our Preliminary Soils Report Number T2326-1, dated 4 May 1962. An existing storm drain on the back lot line of Lots 20 through 22 was properly capped. Lots receiving engineered fill are: Lots 1 through 27 compacted. Lots 19 and 21 had original ground acceptably 0 • File No. E203 -M1 13 August 1962 Page No. 2 The following listed lots were cut into firm undisturbed native soil: Lots 18, 20 and 22 No work has been performed on Lot 23. This project has been greatly expedited through the close cooperation of the Grading Contractor. TABLE I is a cut and fill description of all lots on this subdivision. Results of laboratory and field tests made by our firm are summarized in TABLES II and III. A site plan is also made a part of this report. Respectfully submitted, GRIBALDO, JACOBS, JONES & ASSOC. Al Myers Albert C. Gribaldo ALM:ACG/lr CE 8412 Copies: S to James.J. Breen & Assoc. 0 File No. E203 -M1 13 August 1962 TABLES I & II Cut and Fill Description Lot Fill Depth Recompacted no. in inches* Natural Ground 1-7 18-20 6" 8-12 6 6- 13-15 18-2.0 6" 16 12 6" 17 6 6" 18 Cut --- 19 _ 6" 20 Cut --- 21 --- 6" 22 Cut --- Note: The depths shown are the maximum on any given lot and ate based on natural ground elevation at the time of fill placement. Where stakes are not specific, the fill is based on 6" lifts. TABLE II Summary of Laboratory Compaction Test Results ASTM D1557 -58T Method "A" Test Source & Description Max. Dry Optimum Densitv Moisture no. p.c.f. . Dry wt. 1 On site native Soil Hole 1 @ 6" - 24" 122.7 12.2 2 On site native Soil Hole 2 @ 6" - 24" 131.6 9.5 File No. E203 -M1' 13 August 1962 TABLEIII TABLE III Note: (1) & (2) Denote the applicable compaction test from TABLE II. * Denotes failing test. See retest. Summary of Field Density Test Results Test Date Description Moisture Dry Rel. Remarks no. 1962 dry wt. Density p.c.f. Density of max 1 7-14 Lot # 1 N.G. 13.9 112.4 91.8 (1) 2 # 7 N.G. 16.8 109,3 90.0 (1) 3 # 6 1st Lift 14.5 114,9 93.5 (i) 4 " " # 5 1st Lift 12.6 117,2 95,8 (1) 5 #17 N.G. 12,8 116.8 95.2 (1) 6 ". #12 N.G. 12,0 107.8 87.9 7 " # 7 N.G. 15.0 107.2 87.6 (1) 8 7-16 #13 1st Lift 15.6 103.6 84.6 9 " #15 1st Lift 16.0 109,6 90,0 (1) 10 " # 6 2nd Lift 13,4 112.0 91.5 (1) 11 " # 5 2nd & Final Lift 15.2 110.5 90,4 (1) 12 " # 2 1st & Final Lift 12,5 120.1 92,1 (2) 13 # 3 2nd & Final Lift 12,3 111.1 90,6 (1) 14 " # 4 lOG & 1st Lift 13.8 108,0 90.0 (1) 15 " #19 N.G. & Final Lift10.0 121.0 92.1 (2) 16 7-17 " #13 1st Lift 15,1 116.0 91.7 (1)Retest #8 17 " #14 2nd & Final Lift 10.4 114.1 90,3 (1&2) 18 #16 2nd & Final Lift 21.0 128,5 97,6 (2) 19 " #21 N.G. & Final Liftl4.4 115..6 94.2 (1) 20 " #12 " 10.2 121.5 92.4 (1)Retesth5 21 # 8 1st & Final Lift 11.7 113.8 92,7 (1) 22 " #10 1st & Final Lift 9.9 115.0 93.8 (1) 23 " # 3 3rd & Final Lift 10.1 120,0 91.2 (2) 24 # 4 3rd & Final. Lift 8.3 125.6 95.5 (2) 25 7-18 # 1 3rd & Final Lift 7.0 120.0 91,4 (2) 26 # 2 3rd & Final Lift 11.5 128.5 97.6 (2) Note: (1) & (2) Denote the applicable compaction test from TABLE II. * Denotes failing test. See retest. • • File No. E203 -M1 Q a11C FLAN DEEP CLIFFS ESTATES UNIT 1 TRACT NO. 3055 CUPERTINO; CALIFORNIA PENINSULA TESTING AND CONTROLS 333 Boyshore Frontage Rood, (P.O. Box 98), Mountain View, California YOrkshire 7-6982 Oakland • Stockton • Watsonville Albert C. Griboldo, P.E. File No. '12326-1 Myron M. Jacobs, P.E. 4 May 1962 William F. Jones, P.E. Daniel J. Rhoades Alvin A. Rathbun James J. Breen and Associates 510 South ?lathilda Avenue Sunnyvale, California Attention: Mr. James Desmond Subject: Deep Cliffe Estates Unit :No. 1, Cupertino, Calif- ornia. AIIDE'NUUM NO. 1 to SOIL INVESTIGATION REPORT. Gentlemen: At your request, two additional samples of pro- posed subgrade material have been taken by our firm for supplemental pavement design criteria for the subject tract. Sample No. R-4 was taken from Mountain View - Stevens Creek Road, while sample No. R-5 was obtained from McClellan Road. The locations of the samples are shown on the attached, re- vised Site Plan. In the laboratory, the samples were compared with the material tested previously as part of the soil investi- gation. It o-ias found that sample Nc. R -S ..as the same ma- terial as the earlier sample No. R-1. Therefore, only sam- ple No. R-4 was tested for its Resistance Value. The re- sults of this R -Value test are summarized in TABLE IV A below, and plotted graphically in Figure 12 A. TABLE IV A Summary of Resistance v:l: ':est 4c '1« California Standard Method No. 301-C Sample Depth Resistance Value at Ito• 300 p.s.i., exudation pressure R-4 G" - is" 35 File No. T2326-1 • • 4 May 1962 Page No. 2 It is our understanding that the following minimum requirements are to be met in designing the pavement sections: Mountain View - Steve"S Creek Road Traffic Index = 7 Minimum A.C. = 3" McClolihn Road Traffic Index = 5 Minimum A.C. = 2 1/2" Therefore, TABLE VI A below gives the recommended design sections for these streets, based on the above require- ments and R -Value test results. TABLE VI A Recommended Pavement Design Soctions Thickness of A.C. Thickness of Base Rock (R = 73 Minimum) T.1. = 7 Mt. View - Stevens Creek Rd., R = 35 11" T.I. = 5 McClellan Road R = 24 (from report of 16 March 1962) Yours very truly, 2 1/2" 10" PENINSULA TESTING AND CONTROLS PH14_1p V �vlcKe w�vaP� Philip V, Burkland aav-ff ,'�etic Albert C. Cribaldo PVB:ACG:pl C.E. 8412 Copies: 5 to James J. Breen i Associates (Mr. Desmond) File No. T2326-1 • 4 Play 1N 62 Koo • Figure . 12 A E4 EY = 19 SUMMARY OF RESISTANCE VALUE TEST RESULTS Sample No. R-4 EXUDATION PRESSURE (PSI) "nn inn COVER THICKNESS BY EXPANSION PRE8310 15CNEB 0 EE 24 EB Specimen A 8 C Exudation Pressure, p.s.i. 214 334 556 Expansion dial (..0001") 5 11 24 Expansion Pressure, p.s.f. 27 GD 130 Resistance Value, "R" 26 39 GD Moisture at Test 13.9 13.0 12.1 Dry Density at Test, p.c.f. 1U j 120.9 123.2 e MEN ®ME MEN ®,®®®o ■0®■��i®vi.■®rNOW ®©n�nin■�■�n ME M 10ME■■■ 1101M■■ emii®©�1 MEEK, COVER THICKNESS BY EXPANSION PRE8310 15CNEB 0 EE 24 EB Specimen A 8 C Exudation Pressure, p.s.i. 214 334 556 Expansion dial (..0001") 5 11 24 Expansion Pressure, p.s.f. 27 GD 130 Resistance Value, "R" 26 39 GD Moisture at Test 13.9 13.0 12.1 Dry Density at Test, p.c.f. 1U j 120.9 123.2 "R" Value at 400 p.s.i., Exudation Pressure 15 II II " 300 " if 11 35 00 DO 10 '0 1.: A 0 0 1012 s #6 U • • File No. T2326-1 16 March 1962 PLATE NO. 1 Revised 4 May 1962 SITE PLAN AND LOCATION OF TEST BORINGS DEEP CLIFFE ESTATES Cupertino, California �i #4 1 1 1 m R-3 01 —4— ®R-2 L v m i-4 o- -T- -I 1 r cationlo (Pipe Line h I I I r.. eR-1 #5 1 McCle9.lan Road Location of Test Borings • Location of Disturbed Samples PLAMs 10321 So Smta ge vahe Rd ' ,'fns, ;:.7150 ,gv .L^ Mating sae tm filed to' order b r WO k & . ..y�p'� ^.1. ��p`�p� ���y syr �li�7,, P= "Wf uW A'• OMMTMDmOKti s C�� 1 • ♦1�'iC��lYlp�i�3ppM�I .��.�Afa�ll�; �. • W1'acJY;Jii�.'r 1'lCil'3OCi[Li tldwo 9T3FL+ F s BannsVI& . O t1 Cm P=9 N d Box '377 MIlbrae sesldng "H° control approval, e °� VtatIqhbmLUIAbg,at the nortiswest corner of etffo .constrntrt sfek ID After -&' rMm of this •subddtted plans Fralldh' made +lie motion that thesis glans file .agoepted with the folloxiog con.4tioae, Thio was seconded•by ].P4aritsr bmose placed at the i�►et &westthends of the' &.The building t0 be build aaoarding tb e plane sulutltted • . I, to the °H° control body..and according to the picturee • on file at the City hall) m�ster. ft4ku Vices:._ cx ssroH ats m„s,,, nah NAMW-: • 00@4fi88l MSS Hone ABMWs- CM -MWS NMSt ad=o :... ar n , . •un rn rn p r. ti ju: :n •.o. - ..• u. - Iueu - . � r :'A N: ♦fP iyl ': U dIL�:: •1'U:31 Onai1.e, Dempstere EroliAb NOW Aftmo \� I _�-30321 30. Saratoga-S%Tnyle Road 252-4505 C-jjT'Y '0 F C U E'R,T I'N.O Cupertino, ..Californi a, fat- MINUM POR H- 0L COMMITTEE MEETING OF MAY 14s 1963 WWI. 8t,00 P'N.- PLAC& 10321 -So; Saratoga -Sunnyvale :Road, I '-ROLL'CAM.- -.Membem:Presents" Fit zgera1d,-:F=l1ch,,! Ram"VIM11'. Members Absent Adaco -Staff Presents Chief B4126Ing: TAapsctor;_7,1-,,-', II COMMUNICATIONS: A. Written: None B, Verbal: None III APPLICATIONS; A. No. 80 -RC -63 SUMMMf EVIREM RME, 2%51 Ponderom W&Yp Santa Clan. California, requesting Architectural and Site, approval on the. Sunny view - latheran 'Home for the aged located: at: 92445. Old-- Stevens, Creek Rosd4Cupertino. The,applicant w11jVrov1de tbe?necessary plano.-for the -Committee to review at the,'wetlng,; amr.,Wnald L. ftivertong,-AlAi of.!-Nleleen,*.-.:Nof-tatt:&Wolvertan, 4336.. Laimert. -Blvd.,, Loaftgeles., represented the appllcanV,..f Hey dls" played a. rendbring'of the, Home after,. it la completioni: and; ienerally". described the various services that will be provided, the. type of accommodations. The open green areas...will be maintained by the Hom'e;; 'The entire 'p'roperty:.,W:L2l 'be 1andacaped i.1-, They w111 -i retain some trees And::there-,w11j,'be additional- trees: -planted,,- upwards of 200.*j,.:, The6e trees will be in 5. 10,4nd 15 gallon cans as required by FHA. Anything planted will'. be in °accordance. wittk City,.OrdInanbesi, Moved by Committee member Frolicho seconded -byi Pitzgerald-U-a-t-, the application be approved as,presented. AYES,. Members: Fitzgerald,, F:rol1ch,,'Rampy._Sma2l NAYS: Memberaer., r1bnd: ABSW1T%Member&.,fAdamo-.,-'J NOTION CARRIED -C. 4-0 ,'l Absent. B. No 81 -HC -63, THOMAS & THOMAS. CONSTR-.,-CO.*-990,1_ 'SunoY Street;, San Jose, Californiab,.Irequesting,, Architectural and, Site' approval on :Lots .43,; 48 (and, 49, Mr. Howard Burt, '.2824 ftlaibar,,, Santa -Clara, 'represented ,.resented-thet- applicant. -He - stated,tt.jjt there will be 'four unit -a' in each building. No fencesare� required;.:: .-Heavy -shake, roofi'." ...Chairman Small'.aaked,lf.:there were any .:comment a.frmth e audiencit. There were *none, 6: JJ vitzgerald moied that -th4-01 I ans- be.aporo4ed-as submitted with the same -conditions ihat-mere requir6d-when-Lotd 454'6.:,and�47,�,w'� aporovedi:'at the meeting 'March- 26; 6 a ., - ere, .g of- '19 3.� Seconded by Frolich. Therefore,l: the conditi6ns . for -tots-43- 38:and l-49 will.. bei - .1. A lease signed with the City from:PG&E-Appr6vin use easement fon driveways in -back -of lots;:g ". of .Heavy shake -roofs,- '3. Old driveway raiMps..,to - be!removed.;and replaced e4rbing.7 Three 11 per,lot; AYES:. Miiabirst', (Fitzgerald�: Fro lich, ',Rampy:, "tSmall NAYS: ABSENT:M -embers:, _'Adamor,::."r, NOTION CARRIED: 4-6 1 Absent.- c. No. 82-11C-63, INGLIS ASSOCIATES, 2235 Grant 'Road; 1 Los Altos, California, requesting Architectural and Site approval •on*'•'LaEs-::13,14a 15,Tt rand"1?; Tract 4 3C 55; (Deep Cliffe Estates R-3H Zoning): Mr, Stan Burberick, 371 Warec way, Los A1tos,;6allfornia, represented the applicant. There were plans displayed to.the Committee. indicating that the oarports were.in the rear,;nothing Could be,eeen .. of that area from the front of the building. There will be no drive- wiy•approaches in-front, just street; curb.:and..gutter and sidewalk. Moved.by,Frolich that plans be approved as submitted with two 15-gallon size trees per lot on lots 13,14,15 and three- 15-gallon sized trees on Lot 17. Seconded by Fitzgerald. AYES: Members: Fitzgerald, Frolich, Rampy,Strsll. MAYS: Members: None ABSFNT:Members: Adamo ' MOTION CARRIED:. 4-0-- 1 absent. D. 0'. W. PORTER; No::'83-HC-63, '158 S., Palamar. Drive., • Redwood C:Lty;:'Ca'lifornia,regv.esting architectural -and site approval on.Lot 24, Tract-2527•, LaCresta Subdivision, (Fourplex) This-will have shake roof;. The'Committee"were given plans of the. building. Since1�this will be on a. cul: de, sac,.there is only. room'for two trees,. It was recommended that.2. 15 gallon sized trees be planted: , Moved by, Fitzgerald, seconded by Rampy.that plans be approved,.I; as submitted, with •condition. that 2 -..15 I;allon .trees; be •planted; i AYES: Members: Fitzgerald,.Frolich;• Rampy, Small.: ?, NAYS: Members: None ABSRff.Members: ',' Adamo - MTION CARRIED: 4-0 - 1 absent. Ir F.. No: 84-4yie-63, James Realty, San Jose; California, requesting Architectural and Site Control approval,_ .. on a move-in to North Blaney, Cupertino, The Committee were given a full report by the Chief Building Inspector, in-which were:-pletures of the -house ,to be. moved,. in and houses that are presently ,6n property. •surrounding the. lot•.on North Blaney: Also conies:of:_'letters' of: notification::of _the: move-in, protests to the move-in by adjoining property owners, and letter notifying the residents on North Blaney,of the public hearing to be held before the, City Council' on May •20; 1963.. Mr. Byron 1. James of James Realty represented the applicant or, owner of the potential move-in, Marion Laine: He stated that he:didn't know'thei.valuation of:the•!homes,on North Blaney, but he felt that after all the improvements were in after the.house was moved in, that it would measure up in valuation. It was determined that -there were approxima.tely.1,000 square feet in.the;move-in, that it was-37.01 across,.the front, and. the-lot frontage was-,55 :feet. Chairman .Small asked if there -were any _comments -from the Audience, Mr. Tore. I:is;i moto, 0430,,Nord .s; =Y.�nay-:^ver_!, Cupertino, stepped forward and stated that he, ft,,N, or less, repreaented the people on North Blaney, and i aas their c-pinion•that thia-:house was not up.to standards as "- by the surrounding houses. He stated that he, had built hi+:isMe%fOr $18;.000 and had••,about:1600 sq. ft, in it, but did riot, or would not estimate the value now. However, he and some os' h1.;; neighbors had taken the trouble to' inspect the outside, at least, of the proposed move-in and had determined by their investigatl6n,that it would-not-in anyway: improve the valuation of the homes on North Blaney,, that-it:was. not up to par. Mr. Kishimoto's home is next dooraotc ,the-lot-where.' .. the move-in is proposed. Mr. J. E. Estes, 10480 North Blaney, Cupertino, stated that he objected to the move -in and that his home was worth about $28,000. He felt, as Mr. Kishimoto did, that this house did not measure up to the homes that would be around it. Mr. R. A. Alt, 10463 North Blaney, Cupertino, stepped forward and agreed with the other protests; that this home would not fit in with the houses around it, Mr. Salvadore Mendes, 10420 North Blaney, Cupertino, whose home, he said, may not be much better than the proposed move -in, that it would not, however, do anything'to ircprove the values of the homes around it. He.was.therefore opposed to the move -in. Mr. A. M „ White, 10370 North Blaney opposed the move -in for the same reasons already given. Mr, Sam Marchese, owns the lot that the house would oocupy, and he wanted to know if Mr. Kishimoto planned to build on his property, how he proposed to develop four lots, as he had mentioned, Mr. Kishi- moto stated that he has the utilities already in and plans were tenta- tively ready to develop the four lots that he owns in that area, that his present home occupies two of the four lots at this time. The question arose as to the width of the house as it would sit on the lot, if there would be ample side -yards. The Chief Building Inspector stated that he would have a check made of the width of the house. Mr. James asked, if he owned the lot, and chose to build a home on it equivalent to this proposed move -in, could the City prevent him from doing so. He was informed that the City would expect no more than that he build -according to the Building Code. However, they suggested to Mr. James that he could certainly building a much better house than this, for the amount of money it would cost him to duplicate the proposed move -in. The tile roof alone, would be very costly, Chairman Small asked the committee what they felt about the application in question, Fitzgerald, Frolich and Rampy all voice their opposition to the type of house to be moved in. The -feeling being that the architecture would not be compatible with the houses around it, also it was too small. Fitzgerald moved that the Council be advised that the Committee could not recommend approval of this move -in because of the size of the house and the difference in architecture to the houses adjoining. Seconded by AYES: Committee members: Fitzgerald, NAYS: Committee members: None ABSENT:Committee members: Adamo MOTION CARRIED 4-0 - 1 Absent, IV NEW BUSINESS Frolich, Rampy, Small It was asked if the Building Department had had any luck in getting in touch with the owner of the triplexes adjoining Fontainbleu, to clean up the property. The Committee was informed that a letter had been written, but no reply had been received as yet, The Committee asked that the City Staff be instructed to re- quest the City Council to t?ko some sort of action, lep;:l or ot'ie.r• wise to get the lots that h,?ve overgrown with weeds, etc, be cleaned up - The Committee was informed that the City was presently contact- ing owners of empty lots and that those that did not cooperate would go into a Weed Abatement program. V UNFINISHED BUSINESS VI ADJOURNMENT - Moved by Frolich, seconded by Fitzgerald that the meeting be adjourned. Adjounment 9:45 P.M. r�:J2d�GY. Fes, .r Q9pe�.C.n.,� _ /Sl E, J. Small 4F 40 REPORT to JAMES J� BREEN AND ASSOC. Sunnyvale, California of SOIL INVESTIGATION for DEEP CLIFFE ESTATES INCLUDING TRACT 3055 Cupertino, California 1 1 ' by PENINSULA TESTING AND CONTROLS 333 Bayshore Frontage Road Mountain View, California March 1962 PENINSULA TESTING AND CONTROLS 333 Bayshore Frontage Road, Mountain View, California • YOrkshire 7-6982 Oakland . Stockton . Watsonville Albert C. Griboldo Myron M. Jacobs William F. Jones File No. T2326-1 Daniel J. Rhoades 16 March 1962 Alvin A. Rathbun James J. Breen and Associates 510 S. Mathilda Avenue Sunnyvale, California Attention: Mr. James Desmond Subject: Deep Cliffe Estates, including Tract 3055, Cupertino, California. Gentlemen: In response to an authorized request by your office, our firm has performed a soil investigation'of the property for the proposed development. We are pleased to submit herewith the report of our investigation, showing that the site is suitable for re- sidential construction without detrimental settlements, pro- vided the recommendations of the report are followed. The site is equally suitable for commercial develop- ment, but since no specific foundation criteria have been given for commercial structures, it will be necessary for our firm to review the foundation plans when such structures be- come definite. Yours very truly, PENINSULA TESTING AND CONTROLS Phil V. Burk land PVB:ACG/lb Albert C. Gribaldo C. E. 8412 Copies: 5 to James J. Breen and Assoc."'" CONTENTS LETTER OF TRANSMITTAL SOIL INVESTIGATION File No. T2326-1 40 16 March 1962 Page No. (i) Page No. Object I, 1 Location and Description of Site 1 Field Investigation Summary of 2 Laboratory Testing TABLE 3 Soil Conditions Hydrometer Analyses and Atterberg 7 Discussions, Conclusions and Recommendations 7 General Suitability of Site and Soils 7 Site Development Resistance Value Test g Foundation Design and Bearing Capacity 9 Slab -on -Grade Construction 10 Lot Drainage Summary of 11 Pavement Design 11 LIST OF TABLES TABLE I, Summary of In -Place Conditions 5 TABLE II, Summary of Remoulded Conditions 5 TABLE III, Summary of Hydrometer Analyses and Atterberg 6 Limits Test Results TABLE IV, Summary of Resistance Value Test 6 Results TABLE V, Summary of Density Tests of Existing Trench 6 Backfill TABLE VI, Recommended Pavement Design Sections 11 LIST OF PLATES PLATE NO. 1, Site Plan and Location of Test Borings Follows 1Page No. i APPENDICES File No. T2326-1 16 March 1962 Page No. (ii) APPENDIX A, Logs of Test Borings, Figs. No. 1 through 6 Moisture -Density Relationship Curves, Figs. No. 7 and 8 Resistance Value Test Results, Figs. No. 9 through 11 APPENDIX B, Specifications for Engineered Fill. Guide Specifications for Rock Under Floor Slabs File No. 126-1 � 16 March 196962 Page No. 1 SOIL INVESTIGATION Object The primary objectives of this soil investigation were to determine the suitability of the site for the pro- posed development, and based on the soil conditions at the site, recommend design criteria for safe and stable founda- tions for the structures. Secondary objectives included the determination of the quality of backfill over an existing storm drain and of the depth to the top of the pipe; and the design of adequate pavement sections for the proposed streets. Location and Description of Site The site of the proposed Deep Cliffe Estates Sub- division is located on the southeast corner of the intersec- tion of McClellan Road and Mountain View — Stevens Creek Road, Cupertino, California. The property investigated extends eastward from Mountain View — Stevens Creek Road to the site of the Deep Cliffe Golf Course, and extends southward from McClellan Road for approximately 1,200 feet. Also included in the investigation was the irregularly shaped parcel at the southeastern corner of the property. PLATE NO. 1, is a site plan, showing the general outline of the property, the loca- tions of the test borings, and the locations of the near-sur- File No. 12326-1 16 March 1962 PLATE NO. 1 SITE PLAN AND LOCATION OF TEST BORINGS DEEP CLIFFE ESTATES Cupertino, California #6 #4 1 1 1 41 R-3 yi LFJ ca 0 o2 0 R-2 W 4- d- Oil c ion or Pipe eR-1 #5 193 I V4 #1 01 41 McClellan Road -* Location of Test Borings 0 Location of Disturbed Samples File No. 12326-1 16 March 1962 Page No. 2 face disturbed samples. At the time of our field investigation, the property was under cultivation as an orchard, with the exception of the irregularly shaped parcel at the southeast corner. The latter area supports several large residential structures, some smaller structures, and several large trees and shrubs. The topographic features of the site include an east -west trending ridge at the south end of the property which elopes downgrade to the east. North of this gentle ridge the site becomes relatively flat, except along the eastern property line where a steep cliff drops off to the property below at a maximum gradient of 1.4:1 (horizontal to vertical). Most of the cliff has a flatter slope than the aforementioned area. The general location and descriptions referred to in this report are based on a visual inspection of the pro- perty, and on a "Tentative Map of Tract 3055," by James J. Breen and Associates, dated. August 8, 1961. Field Investigation The field investigation consisted of a site inspec- tion by an engineer and the drilling of six test borings at the locations shown on PLATE N0. 1. In addition, near -surface, disturbed samples were taken at the three locations shown on 1 • S File No. T2326-1 16 March 1962 Page No. 3 PLATE N0. 1. Two hand -borings were also made over the ex- isting drain pipe for the purpose of obtaining undisturbed samples of the backfill and determining the depth to the top of the pipe. The six test borings were drilled to depths ranging from four to thirteen feet below the ground surface with a truck -mounted, power -driven rig, using six-inch diameter con- tinuous flight augers. As the drilling proceeded, undisturbed samples were taken where excess gravel did not prevent sampling, and logs were kept. Figures No. 1 through 6 -of APPENDIX A, "Logs of Test Borings," show the depths and descriptions of the soils encountered and the locations of undisturbed samples. Laboratory Testing In -Place conditions of moisture content and dry den- sity were determined in the laboratory by weighing a known volume of material before and after oven drying. As an aid in identifying and classifying the soils, Hydrometer Analyses and Atterberg Limits Tests were performed on typical soil samples. ' In order to determine the engineering properties of ' the soils, Laboratory Compaction Tests, Direct Shear Tests, and Resistance Value Tests, were performed on disturbed and un- disturbed samples taken in the field. The moisture -density relationship of the material from proposed street areas was obtained in accordance with the I File No. T2326-1 16 March 1962 Page No. 4 Laboratory Compaction Test — ASTM D1557 -58T, Method A. The compaction curves are shown graphically in Figures No. 7 and 8 of APPENDIX A. Strength parameters and swell characteristics of the soils were determined from the results of direct shear tests performed on undisturbed and remoulded samples. Two sets of direct shear tests were performed on undisturbed sam- ples and two were also performed on samples recompacted to 90% relative density, based on the aforementioned compaction test. The specimens to be tested were prepared by being placed in contact with water for 24 hours and then drained for a short while before and during the test. Shearing was done un- der normal loads ranging from 1,000 to 4,000 p.s.f. For pavement design purposes Resistance Value Tests were performed in accordance with the California Standard Method No. 301-C. The Resistance Value test results are plot- ted graphically in Figures No. 9 through 11 of APPENDIX A. The results of all laboratory tests are summarized in TABLES I through V. 1 TABLE I Summary of In -Place Conditions File No. T2326-1 16 March 1962 Page No. 5 Hole Depth Dry Density Moisture Content Unit Cohesion Angle of and Remoulded Conditions % Sample Internal Sample Unit Angle of Density Friction ' no. ft. p.c.f, dry weight p.s.f. degrees 1-1 1 104.7 16.1 960 13.0 ' 1-2 3 111.8 17.9 28.5 R-2 1-3 8 108.2 19.5 2-1 1 120.0 12.7 ' 3-1 2 110.8 10.0 400 36.0 ' 4-1 1 114.2 8.8 '5-1 1 123.6 10.0 5-2 3 98.8 10.4 ' 6-1 1 117.8 7.1 ■ TABLE II Summary of Remoulded Conditions Sample Depth Maximum Dry Optimum Moisture Unit Angle of Density Content Cohesion Internal % Friction no, p.c.f. dry weight p.s.f. degrees R-1 6"-24" 122.7 12.2 340 28.5 R-2 6"-24" 131.6 9.5 1,000 26.5 TABLE IV File No. T2326-1 Summary of Resistance 16 March 1962 Results Page No. 6 ' Method No. TABLE III Summary of Hydrometer Analyses and Atterberg ' Resistance Value at Limits Test Results no. Sample no. Depth % Gravel % Sand % Silt % Clay % Plasticity Liquid Index R-1 6"-24" 14 38 31 17 31.2 12 R-3 6"-24" 52 29 11 8 26.6 6 TABLE IV Summary of Resistance Value Test Results California Standard Method No. 301-C Sample Resistance Value at no. Depth 300 p.s.i. exudation pressure R-1 6"-24" 24 R-2 6"-24" 49 R-3 6"-24" 60 TABLE V Summary of Density Tests of Existing Trench Backfill Sample Location and Moisture Content Dry Density Rel. Density no. Depth dry wt. p.c.f. % of max. H 1-1 Sta. E. 4'F' 00 0-12" 17.4 118.0 96.3 H 1-2 of " " 12-18" 18.3 109.9 89.5 H 2-1 It 6+ 50 0-12" 11.4 126.5 96.2 H 2-2 " " 12-24" 11.2 107.9 81.9 H 2-3 " " 24-30" 8.2 97.3 74.1 Soil Conditions File No. T2326-1 16 March 1962 Page No. 7 The soils of the site consist predominantly of silty sands with large percentages of gravel and cobbles. The higher flat area in the southwest corner of the property and the lower flat portions covering the northern half of the site are covered with approximately one foot of loose, soft, silty topsoil, which is high in organic content. Beneath this topsoil the soils become firm gravelly sands. At the time of our investi- gation, the surface soils were exceptionally soft and wet, particularly in the areas described above where the topsoil is up to one foot in thickness. Because of the granular free -draining nature of the subsurface soils, the deeper materials became slightly less moist with depth. No free ground water was encountered in the test borings to the depth penetrated. Discussions. Conclusions and Recommendations General Suitability of Site and Soils 1. The site is generally suitable for the proposed residential and commercial development, provided the recommen- dations of this report are followed. 2. Except for the organically contaminated topsoil, which is discussed in more detail in paragraph no. 3 under Site Development, the soils of the site are suitable for use as engineered fill. 1-1 Site Development ® File No. T2326-1 16 March 1962 Page No. 8 3. In preparing the site for residential use, minor grading will be necessary. Prior to the placement of any fill, it will be necessary to strip the organically con- taminated topsoil both from areas to receive fill and from areas from which fill material will be cut. Normal stripping operations — which includes the removal of trees, roots, and grass, and the upper four to six inches of topsoil — will be required over parts of the area. However, the areas defined by the shaded lines on PLATE N0. 1, will require stripping and removal of topsoil to depths up to twelve inches. The exact amount of stripping will be determined by the soil Engi- neer in the field at the time of grading. specifications for Engineered Fill are included in APPENDIX B, which set forth the minimum standards needed to satisfy other requirements of this report. 4. The existing 18 -inch R.C.P. drain, as shown ' on PLATE NO. 1, was found to be at a depth of approximately ' 30 inches below the existing ground surface at both stations E 4 + 00 and E 6+ 50. Where the pipe enters the property at ' the extreme western end (station 0 + 00), it is approximately five feet below the existing ground surface. The backfill ' was found to be of varying densities, ranging from 74.1% to ' 96.3% relative density as shown in TABLE V. It is recommen- ded that where this existing pipe will lie beneath proposed structures it be removed unless it will be deeper than three • ' File No. T2326-1 16 March 1962 Page No. 9 feet below the final lot grade. Item 9.1,in the "Specifica- tions for Engineered Fill'' discusses the various methods of removing and recompacting the pipe area. Where the pipe will be deeper than three feet below the final lot grade, it should be capped at both ends, and the upper two feet of backfill should be compacted to a minimum relative density of 90%. 5. The removal of trees and structures, the cap- ping of wells, and the handling of septic tanks (if encoun- tered) shall be done according to the specific methods dis- cussed in the "Specifications for Engineered Fill." Foundation Design and Bea -ring Capacity 6. For one -or two-story residential structures, foundation design may be of any conventional type. We anti- cipate the use of conventional, continuous preimeter footings with isolated interior posts, and have thus limited our re- commendations to that type. When lot pads have been con- structed according to the requirements of this report; that is, with removal of the necessary amount of topsoil, and either cutting into firm natural ground or placing engineered fill to the required grade; the recommended minimum depth of embedment for perimeter footings is 8 inches below final in- terior grade. An additional 6 inches of exterior cover is recommended, placing the bottom of the footings at least 14 inches below final exterior grade. Thus trenching will be File No. T2326-1 • 16 March 1962 Page No. 10 a minimum of 8" into firm natural ground or engineered fill. 7. For footings placed at the above specified depths, and having a minimum width of 12 inches, the safe al- lowable bearing capacity of the soil is 2,300 p.s.f. This value is for combined dead plus real live loading, and may be increased by 33-1/3% for combined dead, live and seismic loading. The above recommendations apply to one -and two-story residential structures. 8. It is recommended that a minimum of one 1/2" 0 bar of steel reinforcing be used near the bottom of the foot- ing for one-story residential structures, and that a minimum of two 1/2" 0 bars (one top and one bottom) be used in footings for two-story residential structures. 9. If interior isolated footings are to be used, it is recommended that they be placed with a minimum depth of embedment of 8 inches below final interior grade. Slab -on -Grade Construction 10. If concrete slab -on -grade construction is to be used, we recommend the use of a three-inch thick, compacted subbase beneath all slabs in living areas. A waterproof mem- brane should be provided between the granular subbase and the floor slab. Guide Specifications for Rock Under Floor Slabs have been included in APPENDIX B. 11. It is also recommended that steel wire mesh reinforcement be used in all concrete floor slabs in the living areas. ' • ' File No. T2326-1 16 March 1962 Page No. 11 ' Lot Drainage 12. Individual lots shall be graded so as to pro- vide positive drainage away from the house. ' Pavement Design 13. The results of the Resistance Value Tests per- formed on the proposed subgrade material indicate variable values across the site. Samples R-1 and R-2 indicate good subgrade materials, while sample R-3 indicates a considerably ' better subgrade material. We have therefore divided the area into two parcels, with different recommended designs for each. ' 14. The areas within the shaded lines on PLATE NO. ' 1, are referred to as AREA 1, while the area outside the shaded lines is AREA 2. TABLE VI below gives the recommended design thickness for each of the areas. TABLE VI Recommended Pavement Design Sections Based on Traffic Index of 4 Area 1, R=30 Area 2, R=60 (Within Shaded Lines) (Outside Shaded Lines) Thickness of P.M.S. 2" 211 Thickness of Base Rock 6" 411 (R = 78 Minimum) APPENDIX A Logs of Test Borings Moisture -Density Relationship Curves Resistance Value Test Results ' doe No. T2326-1 16 March 1962 Figura No. 1 ' LOG OF TEST BORING HOLE P0. 1 log 6 In - Place Dry Mol.Nre Daplh in Semple Location Description she., Strength feet No. of Sample Der ,P Coefeef p.cf. % dry wf. P.O. Ground Surface - Elev. 410 o Dark brown very Silty SAND with I. fine gravel, wet, soft 104.7 16.1 1-2 I• Yellow, reddish brown clay 111.8 17.9 j,j 5 0 SAND with gravel, moist, firm �� to Yfirm /0 1-3 ! j 108.2 19.5 ' 10 • o %. Stiff clay SAND with increasing gravel content 13• Boring Terminated ' LOG OF TEST BORING HOLE P0. 1 ie No. T2326-1 16 March 1962 Figure No. 2 ' LOG OF TEST BORING HOLE N0. 2 log 8 In - Plat. MoiaNro Depth In I Sample L"Clion DescriptionDry Shaer Strength feet of So m Pla Donalty Gentanf I P.a.f. 'h day o Ground Surface - Elev. 403 _ _ Brown Silty Topsoil 2-1 '.°, Becoming Gravelly SAND, wet, firm 120.0 12.7 0 p' 0. Gravel is fine to coarse, angular to subrounded ri 5 Yellow—brown SAND and GRAVEL, moist, dense 0o�t g Boring Terminated ' LOG OF TEST BORING HOLE N0. 2 • 6e No. T2326-1 16 March 1962 Figure No. 3 Loa OF TEST BORING HOLE NOe 3 log 6 In - Noce Dry Montoro Depth' in Sample NO. lomlion of Description Shear Strength feet Somple Density Content P.O. % dry wt. P.O. D Ground Surface - Elev. 444 ,l,•I' Soft, Silty Topsoil Brown Silty SAND with some clay 3-1 �'�, binder, wet, medium dense 110.8 10,0 ° Very coarse Gravelly SAND, 0, firm, moist 5. :0 . Yellow-brown SAND and GRAVEL, becoming slightly clayey, moist, medium dense 0 10- •1 ,0 o ,0 Yellow-brown Clay SAND, firm, /. /• moist 13 Boring Terminated I Loa OF TEST BORING HOLE NOe 3 • F 1e No. T2326-1 16 March 1962 Figure No. 4 LOG OF TEST BORING HOLE N0. 4 Log 6 g In - Place Dry Moisture Depth in Sample No. lccotion of Description Shear Strength feel sample Density Content P.O. % dry rrl. P.O. Ground Surface - Elev. 408 o .__ Brown Silty SAND with 50% gra- 4-1 ° vel. Moist, very firm 114.2 8.8 o. 4 0 1 o. i r .I Terminated at Refusal LOG OF TEST BORING HOLE N0. 4 • 06 No. T2326-1 16 March 1962 Figure No. 5 LOG OF TEST BORING HOLE N0. 5 log 6 In - Plece D7 Moisture Daplh in Semple L".tion Description Shear Strenplh /eel No. of Sample Density C:.I nt P.O. % dry H. P.S.I. o Ground Surface - Elev. 397 . . Soft Silty Topsoil 5-1 % i Brown Clay SAND with fine gravel 123.6 10.0 Yellow-brown SAND 5-2 Brown Gravelly SAND with clay 98.8 10.4 o, binder, moist, firm 5o; o o. Terminated at Refusal LOG OF TEST BORING HOLE N0. 5 0e No. T2326-1 16 March 1962 Figure No. 6 LOG OF TEST BORING HOLE NO. 6 Log & In . Placa DryMoisture Depth �n Sample lo<otion Description Sboor Strength feel No. of Sample Density Content j P.c.l. % dry .1. P.s.f. Ground Surface -"Elev. 393 o "� • Gravelly Topsoil 6-1 *o• Coarse GRAVEL and SAND, 117,8 7.1 o 'o . moist, firm o •.'o. 4. I' I' I I Terminated at Refusal LOG OF TEST BORING HOLE NO. 6 E File No. T2326-1 16 March 1962 _T_ L t-1-1 I I T J- L L 4-1 pi L D - th 6"-2 + J_ d ASTH-Dl557-58T"M-th L Ma xititm Dr Dry' )ensit' y 22. p'.cl. IT T iL bpi imum Moi 3tilke e'do*n'ttent 12.2 - t . . . I , F 1 7 : 1 -1 1-"i -- -- -7 T L'L-j' I L i I IJ, _T T __j -4 I -T. T +H+ 77--_ IT I Li4- LEE. h -7,11 _L El jr-i. ii f I L :,� I X-1 F_�oIdsi Cu` r -7- - , - - . r 2. - I – - 122. C f. A 120 i i ;4 H,-- 4! 4j. F -1 L I E -L L 7TTi .;--I 14 j 4 1 Ej I -Li L LL I F -F, 1-105- t_1 I I 1 14, L j-1 oisture C tent Dry Weigh F GUR—E NO. IL I MOISTURE-ENSITY REILATIONSHI-p - F, a File No. T2326-1 16 maich 1962 A E -L] rrv=C 4 LNU., wd-L 7 IT Sa mp e -,Na 2 a. T LH I ;Depth 611-24l: r H- IEJ i5 7-58T, :Me tihdd -A Ma imam Dry 11 t i6um Moisture nsity 131.'6 .... dri�ent ContI. ci 9 51 4 T 1--i-IR .; -02 I H'I F d , -_ i + ;-; ; � - - I I FEZ- - LI I L., J, 1 AL I I-'717L j -m, - T F t i L L 1 t iT 17, ... ... t F LL_ r t -L L 1� 17 1 1135 71 T L -T -T i ---- ---- -1. Z J z ( , i, 6. Air` 'ed! I .44 .131.6. --- - p. d f-., --- As Gr; r 2: 6S - L 1,30 - j -1 , -4+ -! L + J INI 4-- N, LEL L I ;4- L-17-1 7 V JA J11 . T—] :_7 F 7 -E ;H t; L IIH I l LJ tt T+j J- r +1 7-� I. --j d ±: r -i 5f T -T ..F I t -4-1 _TJ Mois t6m jftt' h' e f 'D ry' We i h - & I.T Lo I r 1-1111,TT 4 --17- Lrr idISTURE- S TY kE T I&imfp L -'! I --- Li -'---FfflL IIL_. El E- A ' SUMMARY OF RESISTANCE VALUE TEST RESULTS ' Sample No. R-1 ' PI B PP ' m Ito W S 556 0 18 a ► IB a 22 ' o J 11 m a 16 F " IP s m 17.2 m to W 116.7 Y o B ' 2. W 6 0 u 1 4 P ' D File No. T2326-1 16 march 1962 Figure No. 9 EXUDATION PRESSURE (PSI) 800 700 600 600 100 30n Pnn Inn ■MOM MEME B C Exudation Pressure, p.s.i. 230 358 556 Expansion dial (.0001") 4 29 � MEN 22 EMEMMEMMME 157 Resistance Value, "R" 16 30 54 Moisture at Test 17.2 15.5 13.8 Dry Density at Test, p.c.f. 116.7 118.0 120.3 ��'.■.MMMMIMMI: NEE mom ®,:�■■■■ ■■■■■■■■��ME ■■��L: n�®�n��iiii�n h ■n■,n�;MEN � E IME MEN CL"■ EN M■ni M®®�O .000MIN C�MOMP �C IM E ■■EMMMMME ■inv MM ■iii E NEEMn ■■ j■■■■EM== ■■� MEME ����i■■ g■■■■■■■■n■�n■�iiin,�■�®�■;n■■■■ .■■■■■■■■■■■■ ■��■ ■■■■■■0 ■ ■■■■, NEMESES, A IP 11 IB PO COVER THICKNE88 BY EXPANSION PRESSURE—INCHES PP Ps 26 Specimen A B C Exudation Pressure, p.s.i. 230 358 556 Expansion dial (.0001") 4 15 29 Expansion Pressure, p.s.f. 22 81 157 Resistance Value, "R" 16 30 54 Moisture at Test 17.2 15.5 13.8 Dry Density at Test, p.c.f. 116.7 118.0 120.3 "R" Value at 300 p.s.i.,.Exudation Pressure_ ' 1 24 100 80 BO TO Bo 00 I" So •O O 1012 B E• EE „ e0 W _ u i IB 2 • • File No. T2326-1 16 March 1962 Figure No. 10 SUpHHARY OF RESISTANCE VALUE TEST RESULTS Sample No. R-2 EXUDATION PRESSURE (PSI) Ann Tnn Ann Ann inn "nn enn MENMEEMEME MEN iin�ii:■ni::p■n■�ME ■■■■■■ ■■■■i■■■ ■■■■■■ mono ■ MEMMu 0 low IN on; � ■■■E ■■■■n■■Formon � PI MENNEE ME IMMM ME ■n■ 4 ■■■' MA ,n■■ ■� nnM■uM 22 MOMm■mmm 54 Resistance Value, "R" E 5 5 71 ■■■■ 11.4 m V■ Emoi Dry Density at Test, p.c.f. MMI i P■Iiii::%ii 130.5 ■■ VIA �MENEM A EM u �MEMIR SEE SIM®FArMEMINon : ■ ■■■■■■■ ■. ;■■...■: ■■■■■■ ■■v.■■■■n1■■n�■■Mi�■N:���!��n■■n i■■ A■■■■■ ■■■ i'i■'�OL'��■'■: ■■■■■■■ LFrAAI .. ■■■■IonEMmon ■■■■ ■■■■■ " 1" 12 14 to IS 20 22 24 26 COVER THICKNESS BY EXPANSION PRESSURE—INCHES Specimen A B 0 Exudation Pressure, p.s.i. 135 342 651 Expansion dial (.0001") 4 7 10 Expansion Pressure, p.s.f. 22 38 54 Resistance Value, "R" 39 5 5 71 % Moisture at Test 11.4 10.6 9.7 Dry Density at Test, p.c.f. 126.8 1 128.7 1 130.5 "R" Value at p.s.i., Exudation Pressure 49 300 so s0 N SO W 0 1012 B E4 EE m Eo 4 P 0 • File No. T2326-1 16 March 1962 Figure No. 11 SUMMARY OF RESISTANCE VALUE TEST RESULTS Sample No. R-3 EXUDATION PRESSURE (PSI) Ann ?An A. AA ■:■■■■:■■�:■■■�■■ ■■■■■■ ■ !::r:1■iN■ A B 0 ■rAn�IN ■�A®®®i®®■■:: n'N'c0�p®,p®Ginn 167 382 596 ■■■■o 0 nNN 6 Expansion Pressure, p.s.f. 0 n ii10011MWMEpENNE ■■■■■■■■�■�r� Resistance value, "R" 53 64 : �■■1,►�'\■■�n ME p MENNB BE ■■v.■' 9.3 ■nME ME 133.7 134.9 d■ ■■■■inn: Nii�C■MEMA'NC iinii.iN,i.nME inln.�■■ ®��.... n ■■ii.iEMMEN NENME 'n'' ■ini aoiio■ iii �: ■■ii■�iii©ii�Nin■nn ■■■■NDS®�nnnnnn■■n�n�i!■�i v ■iniom mom R■■■....NNNn n 11111M]"K, ..,N..■MIN ■=n�nWEEK ■ ■■■■ ■■� ■■■•.■■n IN n �.A■■N■■■■■�■■�■■■■■■■ ■�■■�n nnnIMME COVER THICKNESS 8T EXPANSION PRESSURE—INCHES 0 EE E4 E6 Specimen A B 0 Exudation Pressure, p.s.i. 167 382 596 Expansion dial (.00019) 0 2 6 Expansion Pressure, p.s.f. 0 11 33 Resistance value, "R" 53 64 75 Moisture at Test 10.2 9.7 9.3 Dry Density at Test, p.c.f. 132.5 133.7 134.9 "R" Value at 300 p s.i., Exudation Pressure 60 100 SO so TO 60 r 60 n so t0 O 1012 B APPENDIX B Specifications For Engineered Fill Guide Specifications 1 For Rock Under Floor Slabs SPECIFICATIONS FOR for DEEP CLIFFS ESTATES Cupertino, California 1.1 General Description FILL File No. 12326-1 16 March 1962 Page No. EF -1 1.11 These specifications have been prepared for grad- ing and site development for the proposed Deep Cliffe Estates, Cupertino, California. Peninsula Testing and Controls, here- inafter described as the Soil Engineer, should be consulted prior to any work connected with site development to insure compliance with these specifications. The grading contractor must be made aware of the existence of these specifications. ' 1.12 This item shall consist of all clearing and grub- bing, removal of existing structures, preparation of land to be filled, filling of the land, spreading, compaction and con- trol of the fill, and all subsidiary work necessary to com- plete the grading of the filled areas to conform with the lines, grades and slopes as shown on the accepted plans. 1.13 In the event that any covered by these specifications, ing operations, the Soil Engineer fied for directions. 2.1 Tests unusual conditions, not are encountered during grad - shall be immediately noti- 2.11 The standard test used to define maximum densities of all compaction work shall be the ASTM Test Procedure No. D1557 -58T, Method A. All densities shall be expressed as a relative density in terms of the maximum density obtained in the laboratory by the foregoing standard procedure. 3.1 Clearing, Grubbing and Preparing Areas to be Filled 3.11 All timber, logs, trees, brush and other rubbish shall be removed, piled or 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. No burn- ing shall be permitted in the area to e filled. File No. 12326-1 16 March 1962 Page No. EF -2 3.12 All vegetable matter and organically contaminated topsoil shall be removed from the surface upon which fill is to be placed and from areas that are to receive house foun- dations. The areas defined by the shaded lines on PLATE N0. 1, will require stripping of loose topsoil up to a depth of twelve inches. The areas outside the shaded lines will re- quire normal stripping of four to six inches. After strip- ping, the surface shall then be plowed or scarfied to a depth of at least six inches (6"), 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. 3.13 Where the slope ratio of the original ground is steeper than six horizontal to one vertical, the bank shall be stepped or benched. Ground slopes which are flatter than six to one shall be benched when considered necessary by the Soil Engineer. 3.14 After the foundation for the fill has been cleared, plowed or scarified, it shall be disced or bladed until it is uniform and free from large clods, and brought to the proper moisture content by adding water or aerating, and compacted to a relative density of not less than ninety percent (90%). 4.1 Materials ' 4.11 The materials for engineered fill shall be approved by the Soil Engineer before commencement of grading operations. Any imported material must be approved for use before being brought to the site. The materials used shall be free from vegetable matter and other deleterious material. ' 4.12 Materials, other than top soil, existing on the site are sutiable for use as engineered fill. 5.1 Placing, Spreading and Compacting Fill Material 5.11 The selected fill material shall be placed in lay- ers which when compacted shall not exceed six inches (6") in thickness. Each layer shall be spread evenly and shall be thoroughly blade mixed during the spreading to insure uni- formity of material in each layer. 5.12 When fill material includes rock, no large rocks will be allowed to nest and all voids must be carefully filled ' with small stones or earth and properly compacted. No large rocks will be permitted closer than three feet below the fin- ished grade. File No. 12326-1 16 March 1962 Page No. EF -3 1 ' 5.13 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 as specified to assure thorough bonding during the compacting process. When the moisture content of the fill material is above that speci- fied by the Soil Engineer, the fill material shall be aerated by biading or other satisfactory methods until the moisture content is as specified. 5.14 After each layer has been placed, mixed and spread ' evenly, it shall be thoroughly compacted to a relative den- sity of not less than ninety percent (90%). 5.15 Compaction shall be by sheepsfoot rollers, multi- ple -wheel pneumatic -tired rollers or other types of accep- table compacting rollers. Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling shall be accomplished while the fill ma- terial is within the specified moisture content range. Rol- ling 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. 5.16 Fill slopes shall be compacted by means of sheeps- foot rollers or other suitable equipment. Compacting opera- tions shall be continued until the slopes are stable. While no appreciable amount of loose soil will be permitted on the slopes, compaction shall not be so dense as to prohibit plan- ting. Compacting of the slopes may be done progressively in increments of three to five feet (3' to 5') in fill height or after the fill is brought to its total height. 5.17 Field density tests shall be made by the Soil Engi- neer of each compacted layer. At least one test shall be made for each 500 cubic yards or fractions thereof placed with a minimum of two tests per layer in isolated areas. Where sheeps foot rollers are used the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted ma- terial below the disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below the required 90% density, the particular layer or por- tion shall be reworked until the required density has been obtained. 5.18 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 graded as shown on the accepted -plans. ' File No. T2326-1 16 Match 1962 Page No. EF -4 1 15.19 All earth moving and working operations shall be controlled to prevent water from running into excavated areas. All water shall be promptly removed and the site kept dry. ' 6.1 Graded Slopes 6.11 No cut slopes shall be constructed with a gradient I■ steeper than 1-1/2:1 (Horizontal to vertical), and no fill slopes shall be constructed with a gradient steeper than 2:1 (horizontal to vertical). 7.1 Supervision 7.11 Supervision by the Soil Engineer shall be made during the grading operations so that he can certify that the work was made in accordance with accepted specfications. 8.1 Seasonal Limits 8.11 No fill material shall be placed, spread or rolled while it is frozen or thawing or during unfavorable weather conditions. When the work is interrupted by heavy rain, fill 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. 9.1 Irrigation Line Removal 9.11 The methods of removal will be designated by the Soil Engineer in the field depending upon the depth and loca- tion of the line. Where the pipe will be less than three feet below the final pad elevation, it shall be removed by one of the following methods: 9.111 Remove the pipe and fill and compact the soil in the excavation according to the applicable portions of Sec- tions 4.1, 5.1, 7.1 and 8.1. 9.112. The pipe shall be crushed in the trench. The trench shall then be filled andcompacted according to the ap- plicable portions of Sections 4.1, 5.1, 7.1 and 8.1. 9.12 Where the pipe will be at a depth greater than three feet below the final pad elevation, it shall be capped at the ends of the line with concrete to prevent entrance of water. The concrete mix shall have a minimum shrinkage. File No. 12326-1 16 March 1962 Page No. RS -1 GUIDE SPECIFICATIONS FOR ROCK UNDER FLOOR SLABS Definition Graded gravel or crushed rock for use under floor slabs shall consist of a minimum thickness of mineral aggregate placed in accordance with these specifications and in con- formity with the dimensions shown on the plans. The minimum thickness is specified in the accompanying report. Material The mineral aggregate for use under floor slabs shall consist of broken stone, crushed or uncrushed gravel, quarry waste or a combination thereof. The aggregate shall be free from adobe, vegetable matter, loam, volcanic tuff and other deleterious substances. It shall be of such quality that the absorption of water in a saturated dry condition does not exceed 3% of the oven dry weight of the sample. Grading The mineral aggregate shall be of such size that the percentage composition by dry weight as determined by laboratory sieves (U.S. sieves) will conform to the following grading: Sieve Size Percentage Passing Sieve 3/4" 100 No. 4 0-10 No. 200 0-2 ' Placing Subgrade, upon which gravel or crushed rock is to be t placed, shall be prepared by removing grass and roots. Where loose topsoil is present, it should be tamped or rolled. 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PHONE: SK 2-3818 ALM. cu. .,.... ---- 7/10/63 SUBJECT Approved Use of Redwood Studs DATE. FOLD+ This will confirm our conversation of 7-9-63 wherein approval to use RWD TWO STAR & BTR (stamped) as a substitute for DOUGLAS FIR was indicated. very truly yours, BLDG CITY OF CUPERTINO PLEASE REPLY TO SIGNED /er H. Farrell TO-tO(LPIWc MfZ. tipM C{.1 I(EF T)c- PA, a.Trv%t.;l 13E'q e v)'C-,I fav L.o,N() INs pec7ort —I FROM Deep'- .,,liffe Development Co.. 510 SO. MATHILDA SUNNYVALE, CALIFORNIA SUBJECT: II= MPPrcAlty I'EI2-M iT S Fol L -o, 2-o f k- o! voLo MESSAGE IN GON 510EEq I ON Or YOV P, ISSuiNtj A -",C (�&5 Arl0 ELEL7efcAc 4+ vi:fu P pot WG A(-aEE to a4G6VKOVt Tpolqj orJ CA2AC7(F AND Dooms ufom SAVES 0 FF/ci� PLEASE REPLY TO —s SIGN REPLY 5Llo),gC) GLASS e c_Pc_q c C C-OH'tOc.E f�oly X55 DATE: 2-- Z7 -G3 :No 1057 �vc1�^11'zII`j YRO06L �'-FF M E l Ort `-0 % ZO Tool- ANy GLgss Lb H PEE-WAHE y of use 6s Scc- jeE,$S' U u fE3 Zi ��r•� BLDG. 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