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31831 APPLICANT TO FILL IN INFORMATION WITHIN RED LINES - USE BALL POINT PEN ONLY r� O Z ZX F- LU LU > CL 0 D Z Uo LL I - Ow } (L to F- A A x BUILDING PROJECT IDENTIFICATION BUILDING APPLICATION & PERMIT ADDRESS BUILDING - ELECTRICAL- PLUMBING - MECHANICAL P MI ER 318 3 OWNER'S - ----"-"� - _ -�--� PLAN CHECK VALIDATION NAME QTY. ELECTRIC PERMIT FEE PHONE co TRACTOR s NAME ,. "" OUTLETS - SWITCHES - RECEP 5.00/1.00 ae IC.No.p - LIGHTING FIXTURES 5.00/1.00 ro TRACTOR'S ADDRESS APPLIANCESRESIDENTIAL 4.00 PANELS ` 5.00 PHONE DATE OF APPLICATION ARCHITECT " OR ENGINEER • LIC. NO. SIGNS. 6.00 PLAN CHECK FEE ' P.C. NO. SIGNS TRANS. " 3.00 ADDRESS ENG. ' •" - SPECIAL CIRCUIT -'5.00 PERMIT VALIDATION EMP. METER OR POLE INS. 15.00 ziP A ANrs ADDRESS ` MOTORS, '• SEE FEE SCH. SERVICE CHANGE 10.00 a- ate- LICENSED CONTRACTORS DECLARATION • I hereby affirm that 1 am licensed under provisions of Chapter 9 commencing with Section 7000) of Division 3 of the.Business and Profesessions Codx nd y license is in full force eff Licenlass - Lic. Number ISSUANCE DATE BLDG. ELECT.- ❑ I PLG. ❑ MECH. ❑ Date - Contractor BUILDING PERMIT INFORMATION OWNER -BUILDER DECLARATION hereby affirm that I am exempt from the Contractor's License Law for the following reason. (Sec..7031.5, Businessand Professions. Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its'issuance, also requires the applicant for such permit to file a signed statement. that he is licensed pursuant to the provisions of the Contractor's License MISC. - REFER TO ORD � PERMIT ISSUANCE 6.00 VALUATION 00 6, F" .' .$/FT. ELEC. CONTR. LIC. NO. ELEC. Q•O TOTAL l PERMIT TO - QTY. PLUMBING PERMIT FEE .Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he is exempt therefrom and STORIES TYPE CONSTR. the basis for the alleged exemption. AFiy violation of Section 7031.5 - by any applicant for a permit subjects the applicant toa civil penalty of not more than:five hundred dollars (5500).): A TER -DRAIN &VENT -WATER (EA.) 4.00 C1 1, as ownei.of the property, or my employees with wages as iheir sole compensation, will do the work, and the structure is not BAC FLOW PROTECT. DEVICE -2.00 ' OCC. GROUP RES. UNITS DRAIN LOOR, ROOF, AREA,COND. 4.00 intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of FIXTURES PER TRAP 4.00 SO. FT. FLOOR AREA TOTAL ACREAGE properly who builds or improves thereon, and who does such work himself or through his own employees, provided that such improve- ments. are not intended or offered forsale.lf,;however,the building GAS - EA.SYS EM-11NC-400TLETS 4.00 or improvement is sold within one year of completion, the owner- m- builder will have the ,burden of proving that he did not build or im- prove proveforpurposeofsale.). ❑ 1, as owner of the property, am exclusively contracting with- GAS- EA. SYST - OVER 4.(EA.) 1.00 - - - BUILDING USE RES IND CON PB -Other. ❑' El El• El 'E] INDUSTRIAL WAS EINTER. 20.00 licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon. and who LAWN SPRINKLERS \-1 INC 5 V.B. 5.00 ASSESSORS PARCEL NO. LAWN SPRINKLERS' OVER 5 (EA.) 1.00 contracts for such projects with a contractor(s) licensed pursuant to' the Contractor's License Law. SEWER -SANITARY -STORM` EA. 200ft/B.00 TRACT,NO. PARCEL N0. ❑ I am' exempt under Sec. BAP.C. for this reason 1/VATE,R HEATER W/VENT 4:00 Date Owner WATER SYSTEM \ 4.00 ACC. DATE ACC. FILE NO. WORK ERS'COMPENSATION DECLARATION WATER TREATING EQUIP. :-. �� 4.00 I hereby affirm that 1 have a certificate of consent to SCINnsure, or a certifi ate of Workers' Compensation Insurance, or a certified copy he e�.�80Jj>• Policy �CddRf-7, - - \ ZONING ENG. SITE NO. \ N - ❑ Certified o y i ereb IS/G'-�� D Cert' a th t tits ct' cion" \Applican 1, � FIRE SPRINK y ry ❑ ❑ ENERGY T-29 y N ❑ ❑ MISC: REFER TO.OR6. - CERTIFICATE OF EXEMPTION FROM WORKERS' PERMIT ISSUANCE 6.00 FLOOD ZONE A.L.U.C. COMPENSATION INSURANCE (This section need not be completed if the permit is for one Y ❑ N❑ Y ❑ N❑ PLG. CONTR.-.LIC. No. PLG"' TOTAL" hundred dollars (S 100) or less.) I certify that in the performance of the -work for which this per- mit is issued, I shall not employ any person in any manner so as to QTY. MECHANICAL PERMIT FEE FEE SUMMARY - BUILDING �% S become subject to the Workers' Compensation Laws of California. Date Applicant NOTICE TO APPLICANT: If, after making this Certificate of Ex- ALTER OR ADD TO MECH. 4.00 APPLIANCE 4.00 PLAN CHECK FEE ////,� 75 �Y• -� emption, you should become subject to the Workers' Compensation provisions of the Labor Code, you-must"forthwith comply with such provisions or this permit shall be deemed revoked.1R HANDLING UNIT (TO 10=C.F.M.) 3.00 A HANDUNG UNIT (OVER 10=1C.F.M.) 5.00 SEISMIC FEE �50 CONSTRUCTION LENDING---- I. hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Seca 3097.Civ.C.). EXH UST HOOD (WITH DUCT) 2.00 MICROFILM HEAT 'I UNIT (TO 100,000 B.T.U.) 4.00 Lender's Name Lender's Address - HEATING IT (OVER 100,000 B.T.U.)7.50 ELECTRIC I certify that I have read this application and state that the above VENTILATIO FAN (SINGLE) 3.00 information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of This city to enter upon the above-mentioned property for inspection purposes. PLUMBING BOILER-COMP(3. or 100,000 B.T,U.) 4,00 BOILER -COMP (Over 0,000 BTU) SEE FEE SCH. MECHANICAL (We) agree to save, indemnify and keep .harmless the .City of- Cupertino against liabilities, judgments, costs and, expenses which may in any way accrue'- against said City in consequence of the grantin Of p I 'l. - Sina ure of App scant/ on tractor ITa e MISC.-7 REFER TO ORD. CONST. TAX' _ PERMIT ISSUANCE 3.00 MECH. CONT. LIC. NO. MECH. TOTAL s 0.5 , TOTAL 0,'7 -- OFFICE COPY ., CITY OF CUPERT T V.O. Building Division V 3<� PROJECT CONTROL ADDRESS 11,1W (?4,4;PA- PERMIT # OWNER PHONE SAN. # ADDRESS BLDG. TYPE REP. PHONE OCC. GROUP ARCHITECT PHONE ADDRESS REP. PHONE CONTRACTOR _PHONE 4A1-3&ZZ ..VAL. $ ADDRESS STRUCT.PLAN CK REP. PHONE BLDG.PLAN.CK PLAN CHECK HOURS PERMIT FEE CAP FEE CONST. TAX ENERGY FEE TOTAL FEES DATE C. DATE RET. BLDG. DEPT. ENG. DEPT. PLAN. DEPT. STRUCT. ENG. CENTRAL FIRE DIST. -HEALTH DEPT. -SAN. DIST. -ENERGY -HANDICAPPED r� C.1TY OF CL'PEIRTINO INSPECTIOV RECORD (Office Copy) 1 3183 11121 Clarkston Ave. 1'1'P1fIT PIO `' 1NITARY DIST NO 1 OT NO AM)1'USti 13uildinr 2-23-83 1;].ectrica1 2-23-8_ Plumhin� Mcchan ical Temp. Gas/Elect. Solar Tire Sprinkler Sign 1lisc. Storage Area Roberts PROJECT OWNER JOB SITE PHONE NO. PER11IT ISSUED nate ELECTRICAL _ nate I T.nsp. FINAL INSPECTIONS Date Insp. s F].e.Ctri_c - Pltimbin , Mechanical Solar Pool Gradin Planning Fire Dept. Health th De t. Building �-(6 Other BUILDING Date Pad Certification Foundation-8-� Pre-Gunite Insp. Slab -Membrane Bond Beam Underfloor Girders Floor Steel Tledowns Diaphrams Seismic Bracing halls-Pancls frame 1.1 t h ]Wallboards n /Ext. Firewalls Other Not Approved Power Pole Underground Rough Wiring 1Tal 1S Ceiling; Fixtures Int/Ext ilotors Grounding Temp. Power Other _ Not Approved PLUMBING Date Backflow lrtsp. Underground Underfloor Partial Rough Rough Complete Solar Roti h Water & Insulation Main Drain R/of/S Drain _ Gas Other Not Approved HECHAN ICAL Date Underfloor S.M. Insp. Ducts & Insulation Fire Dampers Fireplace Grease Duct & flood One Hour Shaft Condensate Drain Equipment Anchorage Flues & Comb. Air Other Not Approved BUILDING ELECTRICAL Quality Assurance Services Materials Consulting Testing Engineers, Incorporated 1= R 1 A 1q R'1 LABORATORY NUMBER E0174 File: "B" TEI Project Number: 05636 BAR790 J. C: Barry Supply & Manufacturer 355 Mc Glincey Lane Campbell, California 95008 Attention: Mr. Jim Barry DATE. July 9, 1982 BLDG. CIPOFrICUPERTINO ON DEPARTMENT SUBJECT: Load test one 4' x 8' and one 4' x 4' skylight Gentlemen: As requested, the two skylights submitted to our laboratory June 30, 1982 were loaded to an average of 105 pounds per square foot. The dome configuration of the skylights made uniform distribution of the loads difficult. For both the 4''x 4' x 1/8" thick and 4' x 8' x 3/16" thick skylights a uniformly distributed load of 100 psf was applied. Additional weight was distributed along the Tongi- tudinal axis of the 4' x 8' sample and over the center of the. 4' x 4 sample to arrive at the specified average load of 105 psf. The skylights were placed directly on a concrete slab for loading. No support frame was provided. No permanent deformation of the 4' x 4' skylight occurred. The frame of the larger skylight began to bend or "squash" at 50 psf. At 100 psf the frame had flattened against the concrete slab at the midpoints of the four sides. As the,'remaining load was applied five of the screws attaching the upper frame to the lower frame broke. or pulled out. This was a result of the severe distortion. Had a frame been provided to support the skylight, the damage may not have occurred. If you should have any questions please don't hesitate to contact us. Very truly yours, TESTING ENGINEERS, INCORPORATED r� Reviewed rego u Staff ,Engineer 401 Aldo Avenue, Santa Clara, California 95050 • 408-.988.8888 SAN FRANCISCO • OAKLAND • DIABLO VALLEY • REDDING • SACRAMENTO • STOCKTON • MONTEREY 1365 VANDER WAY SAN JOSE, CALIFORNIA 95112 (408) 297-6969 Ditz Crane 2295 De La Cruz Boulevard Santa Clara, California Attention: Mr. Charles Discoe Subject: Geotechnical Investigation Lands of Cali Cupertino, California Gentlemen: October 20, 1971 Project 1353 This report completes our geotechnical investigation for the proposed residen- tial development to be constructed on the west side of Bubb Road, near Columbus Avenue in Cupertino, California. The development area consists of twb separate parcels of 5.3 and 17.1 acres which will be subdivided into 93 lots as shown on the Site Plan, opposite page. One and two-story, single family residences with light wood -frame construction are proposed for con- struction. This investigation was directed toward a determination of pertinent geo- technical factors relative to the proposed development and culminates in this report containing our recommendations relative to site grading, struc- tural pavement design and structure foundation parameters. A total of thirteen (13) exploration holes were drilled at the site and undisturbed samples re- covered for laboratory analysis. Representative bulk surface samples were also obtained for compaction and "R" Value testing, in order to provide in- formation for control of both site grading and pavement section design. The logs of exploration drill holes together with laboratory test results are appended hereto. SITE CONDITIONS Northern Parcel - with a gross area of 21.0 acres, a small parcel of 3.9 acres near the western end of this oblong parcel is to be excluded from development, leaving a net development area of 17.1 acres. The site slopes gently to the northeast, with a total relief of approximately thirty-five (35) feet. This parcel is presently in agricultural production as a prune orchard and the sur- face has been regularly disced, resulting in a loosened soil condition in the upper six (6) to eight (8) inches. There were no structures encountered within the area proposed for development. Near surface soils range from sandy CLAYS and SILTS of low plasticity to clayey or silty SANDS. These are underlain by Project 1353 October 20, 1971 -2- randomly interbedded CLAYS of low plasticity, silty and clayey SANDS and clayey GRAVELS in layers that randomly pinch and swell in thickness and in some cases, die out altogether. This random stratification is typical of alluvial deposits within this area of the Santa Clara Valley. One wet spot associated with drainage from an existing house in the excluded area exists near the western end of the east -west portion of the proposed Havelock Avenue. However, there was no groundwater encountered in.any of the exploration holes to the maximum depth explored of twenty (20) feet. Southern Parcel - A 2.3 acre exception within the west -central portion.of this site results in a net area for development of 5.3 acres. The ground surface has a similar but more moderate slope to the northeast, and this smaller site also has a maximum relief of approximately thirty-five (35) feet. With the exception of a driveway from Bubb Road to an existing house within the excluded portion, this site is also free of existing structures and is in agricultural production as a prune orchard. Surface discing has resulted in a loosened condition within the upper six (6) to eight (8) inches. Surface soils consist of clayey and silty SANDS, and are underlain by lenses of variable thickness consisting of sandy or silty CLAYS and clayey GRAVEL. Groundwater was not encountered in any,of the exploration holes to the maximum depth explored of fifteen (15) feet. However, several wet spots adjacent to the eastern end of Flintshire Street were noted, and are probably associated with uncontrolled surface runoff from the higher developed areas to the west. RECOMMENDATIONS Grading Moderate site grading will be required in the creation of level building pad areas, preparation of pavement subgrade, and the provision of adequate surface drainage gradients away from foundation and peripheral slab areas. We antici- pate that grading operations will be directed toward a balance of cut and fill within each development area. The initial grading operations should be directed towards the removal of approximately three (3) inches of existing surface material, within the surface of all proposed building areas and all areas to receive fill. This stripped material may be stockpiled for later'use in landscaping or adequately blended with fill materials in the creation of site'fills provided that this procedure receives the prior approval of a representative of this office. If mass grading is performed before the onset of winter rains or after the normal discing has been carried out, the stripping requirement may be waived, provided that this procedure is approved by the soil engineer. Although surface and subsurface structures were not encountered within the property boundaries during the field investigation, buried structures may be encountered and contingent provisions should be made within project specifications for their removal. Any sanitary or storm drain outlets encountered during the earthwork construction should be properly intercepted and turned into the appropriate sanitary or storm facility planned for this project. All depressions or loosening of the soil resulting from tree or structure removal should be backfilled with suitable on-site material, moisture conditioned as necessary and compacted with appropriate com- paction equipment. Backfill to restore grade within these areas as well as T E R R A T E C H Project 1353 October 20, 1971 -3- within all other fill areas should be compacted with a relative compaction of at least 90 per cent of the maximum dry density obtainable by ASTM Test Designation D1557-70. For purposes of quantity balance in the site mass grading operations, we recommend the assumption of shrinkage factory of 20 and 10 per cent 'for the upper twelve (12) inches and deeper site soils, respectively. All earthwork should be inspected and tested by a representative of this firm. Recommended "Guide Earthwork Specifications" are appended hereto. Foundations Support for the proposed one and two-story, split-level, wood -frame buildings may be provided through continuous perimeter footings. These shallow spread footings should have a minimum width of twelve (12).inches, should be founded at a minimum depth of twelve (12) inches below rough pad grade and may be de- signed for a maximum allowable bearing pressure of 3,000 pounds per square foot for the combined effect of dead plus live loading. All continuous footings should be reinforced by a minimum of at least two No. 4 reinforcing bars, one each at the top and bottom of the footing. Any loose subgrade soil within the footing trenches should be densified prior to the placement of the concrete footing material. If any shrinkage cracks develop prior to the placement of the concrete, they should be effectively sealed by intermittent sprinkling prior to concrete placement. Slabs -On -Grade Concrete slabs -on -grade are anticipated for utilization within garage, driveway, and perimeter sidewalk areas and may comprise the ground floor slabs beneath some living areas. Where the slabs underlie the proposed living areas, they should be constructed on a minimum of four (4) inches of a granular, free - draining sand -gravel material or pea gravel so as to provide an effective capillary break. In addition, an intervening moisture barrier, consisting of plastic membrane or .similar material should be placed between the sand -gravel material and the overlying floor slab. Wire mesh reinforcement is recommended within slabs underlying living areas. In garage, diiveway and sidewalk areas where surface moisture is free to dissipate by evaporation, the slab may be constructed directly on subgrade and the moisture barrier may be eliminated. The requirement for reinforcing may also be waived in garage slab areas provided that a premolded construction joint or one (1) inch by four (4) inch redwood screed is provided to effectively separate the slab into at least two (2) equal parts. In all cases, the subgrade of all areas to receive concrete slabs -on -grade should be proof -rolled to provide a firm media for slab support. Subgrades beneath concrete floor slabs should be lightly sprinkled prior to the installa- tion of either the overlying concrete or the waterproof membrane, to bring the soil moisture condition as near as possible to the post -construction condition. T E R R A T E C H Project 1353 October 20, 1971 -4- Pavement "R" Value parameters to aid in evaluation of subgrade soils and determination of recommended structural pavement design sections were developed on two (2) representative samples of the near surface soils encountered on these sites. The higher "R" Value would apply only to those areas where subgrade materials exhibit appreciably higher granular soil content in their gradation, a con- dition which should be evaluated at the time of subgrade preparation. Alternative pavement designs, as provided, include the conventional asphaltic concrete surface course overlying aggregate base material as well as a full - depth, "Deep Strength" pavement section. The conventional design has been prepared in accordance with the State of California, Division of Highways, Department of Public Works Planning Manual Part VII, Section 7-6.04 (Design Procedures for Flexible Pavements). The full depth, "deep strength" pavement design follows the procedures outlined within the Asphalt Institute Manual MS -1, Eighth Edition. Although pavement structures for this particular pro- ject will be constructed on moderately strong subgrade materials, the advantages of the full -depth, "deep strength" design are worthy of consideration. These factors include a significant decrease in excavation requirements, together with the fact that elimination of the baserock section under the asphaltic concrete surfacing minimizes the possibility of the lateral transmission of groundwaters beneath the pavement surfaces, a factor which often contributes to the ultimate failure of pavement sections. "R" Value results were 22 and 61 for the clayey SAND and more granular soils, respectively. In line with our discussion with the traffic department of the Cupertino City Engineers Office, the traffic index for Columbus Avenue is 5.0 and that for all other streets proposed for this development is 4.5. Bubb Road is fully developed including curb, gutter and sidewalk fronting on these two sites, and need not be considered as part of this improvement. Recommended pavement sections based on the minimum "R" Value and appropriate traffic index are presented in the following table. Basis & Area RECOMMENDED PAVEMENT SECTIONS SECTION THICKNESS (Inches) Conventional Design Full Depth "Deep Strength" Class II Class II Type B Total Class II Type B Aggregate Asphaltic Section Asphaltic Base Concrete Thickness Concrete Columbus Ave. 8.0 2.5 10.5 6.0 All Other Sts. 7.0 2.5 9.5 5.0 Site Drainaqe The naturally sloping topography of both sites will contribute to effective drainage control. However, we anticipate that development plans will result in T E R R A T E C H Project 1353 October 20, 1971 =5 - relatively flat building pad areas, and individual site drainage will therefore become a development requirement. Hence, it is imperative that site grading be developed such that surface runoff is directed away from foundation and slab perimeters and towards suitable discharge facilities. Landscaping should be designed so as not to create impediments to site drainage. CYANC`T.T1ST(W S From a soil and foundation engineering standpoint; it is our opinion that the site is suitable for the proposed development. Foundation soils are relatively strong and incompressible and are expected to be capable of providing satis- factory support for the proposed residential structures. All site earthwork should be performed under the inspection of a representative of this firm and in accordance with the appended "Guide Earthwork Specifications". We believe our subsurface exploration at the site provides sufficient informa- tion from which reasonable conclusions can be drawn. However, alluvial soils of the type encountered at these sites tend to be somewhat heterogeneous and some deviations in consistency and material types may be encountered. Any signi- ficant variations from conditions described herein which are encountered during construction and which would materially effect the performance of the proposed development should be immediately brought to our attention so that supplemental recommendations may be provided to meet the changed conditions. Please provide us with one (1) copy of the final grading plans and the founda- tion details prior to their release as part of the contract documents. We will review them as necessary and provide our comments as required. Very truly yours, QEF$$/Q TERRATECH, IN Q Nq1 . O ' F Kenneth L.: bVe aen No. 17487 RE 17487 CIVIVJ cc: MacKay arid., $oTl►ps=;i+Fr".ob Reese T E R R A T E C H EXPLORATION DRILL HOLE LOG PROJECT Lands of Cali HOLE NO. 1 DATE .10/4/71 HOLE DIA. 6" DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 381 DEPTH TO GROUNDWATER INITIAL FINAL LOGGED BY KIM �L CI 11 Co �i e A � rS O O/ 'l� �/( OQ�O �%�C'f OPL p / .c. pis �P F•� y'L /A`��.A Oti Silty, sandy CLAY Brown Dry Soft CLS 1 Moist Firm x to 2 x Stiff X 8 3.0 0.6 3 V.Stiff -4- x 5 x X 21 3.5 1.0 6 % Silty CLAY Brown Moist Hard CL 8 9 -10-x 11 X X 37 4.5 1.0 - 12 1 3 Gravelly, silty CLAY Brown Moist Hard CLG -14- 15 Cobbles -16- 16-1718Bottom Clayey, gravelly SAND Lt. Brn Moist Dense SWC -17- -18- 1g Bottomof Hole - 20.0' No Water SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG PROJECT, Lands of Cali HOLE NO. 2 DATE 10/4/71 HOLE. DIA. 6" DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 377 DEPTH TO GROUNDWATER INITIAL --- . FINAL --- LOGGED BY KIN! CL ('O'li c'p 'ti 9 O p�s� ,�`�S `��(0,iSc�,�$O�c�`OQ� ioT/ GQ� Teti to ,or • C, Oti Clayey, sandy SILT Lt. Brn DrV Soft MLS S1.Mois 1 2 X X Silty SAND Yel. Brn S1.Mois V.Dense SWN (porous in upper crust) 3 X 50+ 4.5 Sandy GRAVEL Brown S1.Mois V.Dense GW -4- Hard Drilling 5 6 7 - - 8 9 10. Bottom of Hole 10.0' No Water Encountered -11- 117181g 17- -18- -191 SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH" EXPLORATION DRILL HOLE ;LOG PROJECT Lands of Cali HOLE NO. 3 DATE 10/4/71 HOLE DIA. 6DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 365 DEPTH TO GROUNDWATER INITIAL --- FINAL --- LOGGED BY KIM (10,A F /Oti F ��,� �• y C9�/T F� �rF ,� r Silty, clayey SAND Lt. Brn Dry Loose SWC 1 S1.Mois .Dense X 2 x X 32 4.5 Gravelly, clayey SAND Brown Sl-Moisl Dense SWC -3 -4 -5 V.Dense X -6 x X 58 4.5-- .57Bottom 7- 10 Bottomof Hole - 10.0' No Water Encountered 11 12 15 -17 18 1g SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG PROJECT Lands of Cali HOLE NO. 4 DATE 10/4/71 HOLE DIA. rO" DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 376 DEPTH TO GROUNDWATER INITIAL --- FINAL --- LOGGED BY KIM OO ~�is �i` O�s�~��F O�•9 7,0 I' Otn OST Gp �� 1-0 10� �O O� q� F Sandy SILT Lt. Brn Dry Soft MLS 1 S1.Moist Hard X 2 x X 40 4.5 3 - 4 X Clayey SAND Yel.Brn Moist Dense SWC -5 x X 35 4.5- .56789Gravelly 6- 7- 8- -9- 10 X GravellySAND Yel.Brn Moist V.Dense SW, 11 X 50+ 4.5 - 12 -14 'Moist Silty CLAY Lt. Brn Hard CL 15 x -16 X 50+ Bottom of Hole --16.0' No Water Encountered -17 18 LA 1g - SOIL, TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG PROJECT Lands of Cali HOLE NO. 5 DATE , 10/4/71 HOLE: D)A. 6" DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 364 DEPTH TO GROUNDWATER INITIAL -- FINAL ---- LOGGED BY KIM (� 0' 4- CIO '1y �� J' `/Al S �O A F /O~ F ~cam �• y c9��T �� F c. Silty SAND Lt.Brn Dry Loose SWN 1 Sl.Moisl Dense X 2 x X 47 4.5 3 Gravelly SAND Brown S1.Mois V.Dense SW -4 (Subrounded Particles)- -5 - Hard Drilling -6- -7- -7Sandy 9- Sandy CLAY Brown Moist Hard CL _10- 11 x x X 50+ 4.5 Clayey SAND Yel.Brn Moist V.Dense SWC 12 15 Bottom of Hole -.15.0' No Water Encountered -16 ' 17 18 19 SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG PROJECT Lands of Cali HOLE NO.. 6 DATE 10/4/71 HOLE .DIA. 61' DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 360 DEPTH TO GROUNDWATER INITIAL FINAL --- LOGGED BY KIM A OC-tO00`po, �Z"0� F`,��,� r0�` ,OP F ti0j- SandySILT Lt. Brn Dry Soft MLS Firm 1 S1.Mois 2 X X Silty SAND Brown S1.Moist Dense SWN X 37 4. 3 4 5 X Clayey SAND Brown Moist Dense SWC 6 x X 43 4.5 8 Sandy CLAY Brown Moist V.Stiff CLS 9 10 '` 11 17 18 -19 Bottom of Hole - 20.0' No Water Encountered SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG .PROJECT Lands of Cali HOLE NO. 7 DATE 10/4/71 HOLE DIA. 6" DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 355 DEPTH TO GROUNDWATER INITIAL FINAL LOGGED BY KLM 7 0 O`L 0� C�j, 1. 'QjA sr L T s .p Q� Cny 10 0,� F . Op C,�9l/ F� FA r Silty SAND Lt.Brn Dry Loose` SWN 1 S1.Mois .Dense X 2 X X 11 4.5 Dense _ 3 -4- -5 -5- X x 6 X X 50+ Gravelly SAND Brown Moist V.Dense SW -7- -8- 89Bottom -9- 10 Bottom of Hole - 10.0' No Water Encountered -11- -12 -16 17 18 SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG PROJECT Lands of Cali HOLE- NO. 8 DATE 10/4/7.1 HOLE DIA. 6" DRILL RIG Cont. Flight SAMPLER Check Hole HOLE ELEV 352 DEPTH TO GROUNDWATER INITIAL --- FINAL --- LOGGED BY KIM CO �Oi C0'L `l �i0 ��O A�'SOP SC'p/A G, t' SSG �..s� l �yS c�`��,�� OSA OC, 04, Sandy SILT Lt.Brn Dry Soft MLS 1 Sl.Moist Stiff -2 3 Silty, gravelly -SAND Lt.Brn Sl.Moist Dense SWN -4 -5 6 Silty, clayey SAND Brown Moist Dense SWC - 8 9 -10 Bottom of Hole - 10.0' -No Water Encountered 11 215SO-12- _15- SOIL IL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL - HOLE LOG PROJECT Lands of Cali HOLE NO. 9 DATE 10/4/71 HOLE DIA. 6" DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 350 DEPTH TO GROUNDWATER INITIAL - FINAL --- LOGGED BY KIM C A �` A � O� QST 1`�'S �'( O�Sc<`'O,Q9 Ov 9 Sandy SILT Lt.Brn Dry Soft MLS 1 S1.Mois V.Stiff X 2 X X 39 Silty SAND Lt.Brn S1.Mois Dense SWN (Slightly Porous) 3 4 5 X Sandy CLAY Brown Moist Hard CLS 6 X X 52 8 9 10 - 11 12 Silty CLAY Brown Moist Stiff 'CL -14- 15 Clayey GRAVEL Brown Moist V.Dense GWC Bottom of Hole - :15.0 No Water Encountered -16 17 18 �9 SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG PROJECT Lands of Cali HOLE NO. 10 DATE 10/4/71 HOLE DIA. .61' DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 345 DEPTH TO GROUNDWATER INITIAL FINAL . LOGGED BY KIM OCIO / ti lb/�QQ OIp C`74 L9� O~ 0)- v� Sandy SILT Lt. Brn Dry Soft MLS Firm S1.Mois V.Stiff X -2 X X 23 4.5-- .55Clayey 5- X ClayeySAND Brown Sl.Moisi.V.Dense SWC 6 X 50+ 7 8- Silty, gravelly SAND Brown S1.Mois V.Dense SWN 9 - 9Bottom 10 Bottom of Hole - 10.0' No Water Encountered 11- 112-13SOIL -12- -13- SOILTYPE CLASSIFICATION, BASED ON BRITISH SUGGESTED REVISIONS. TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG PROJECT Lands of Cali HOLE NO. 11 DATE 10/4/71 HOLE DIA. 61' DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 393 DEPTH TO GROUNDWATER INITIAL FINAL LOGGED BY KIM A> Op V 'P Clayey, silty SAND Lt.Brn Dry Loose SWC 1 Brown S1Moist Dense X -2 x X 34 4.5 3 -4 5 V.Dense X 6 X 57 4.5 . 8 (Hard Drilling) 9- -10- x x 11 X X 56 4.0 12 Clayey, sandy GRAVEL Brown Moist V.Dense GWC °. 13 15 Bottom of Hole -'15.01 No Water Encountered -16 17- -18- 191 19 SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG PROJECT Lands.of Cali HOLE NO. 12 DATE 10/4/71 HOLE DIA. 6„ DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 367 DEPTH TO GROUNDWATER INITIAL FINAL LOGGED BY KLM O 4_ 00 O O�L %(� 'Qip�/ Cip� Sl�ti l�A� (np�y CC O~ 04 - Silty SAND Lt.Brn Dry Loose SWN Sl -Moist Dense X 2 x X 39 4.5-- .5345Clayey 3- -4- 5- X ClayeySAND Brown Moist V.Dense SWC 6 x X 61 4.5 7 - 8 g Sandy CLAY Brown Moist Hard CLS 10 x 11 x X 54 Clayey GRAVEL Brown Moist V.Dense GWC 5 - Bottom of Hole - '1"5.0:' No Water Encountered 16 7- -18- 1819SOIL -19 - SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM ' PROJECT 1353 TERRATECH EXPLORATION DRILL HOLE LOG PROJECT Lands of Cali HOLE 'NO. 13 DATE 10/4/71 .{OLE DIA. 6" DRILL RIG Cont. Flight SAMPLER Mod. Calif. HOLE ELEV 383 DEPTH TO GROUNDWATER INITIAL --- FINAL --- LOGGED BY KLM 119<,A j. �QS�G Ilk C0�4,o �.L �F �� q o 04' 0j- FBF` AN Clayey SAND Lt.Brn Dry Loose SWC 1 S1.Mois Dense (Slightly Porous in X Upper 18") 2 x X 36 4.5- .5345 3- -4- 5- 6 x X Silty CLAY Lt.Brn Moist Hard CL X 33 4.5 7 8 g Sandy CLAY Brown Moist Hard CLS 10 x 11 X x 50+ -12- -1 Clayey GRAVEL Brown Moist V.Dense GWC -14- 15 Bottom of Hole - 15.0' No Water Encountered -16- 6171g 17- -191 SOIL TYPE CLASSIFICATION BASED ON BRITISH SUGGESTED REVISIONS TO UNIFIED SOILS CLASSIFICATION SYSTEM PROJECT 1353 TERRATECH SUMMARY OF LABORATORY TEST DATA - ----------------------------------------------------------------- HOLE DEPTH NATURAL NATURAL UNCONFINED NO. WATER DRY SHEAR CONTENT DENSITY STRENGTH ------------------ (feet) ----------------------------------------------- M (pcf) (psf) - 1 2.0 14 113• 2120 5.0 17 114 3240 ---------------------------=-------------------------------------------- 11.0 20 109 3790 2 ---------------------------------------------------- 2.0 11 119 ------------------- ---- 3 2.0 16 7 113 9560 6.0 11 122 5170 ------------------------------------------------------------------------ 4 2.0 15 114 ---- 5.0 13 118 ---- 10.5 8 122 ---- ----------------------------------- 15.5 11 ------------------------------------- 122 ---- ---------------------------------------------------------------------------- 5 5 2.0, 11 116 ---- ------------------------------------------------------------------------ 10.5 16 114 ---- 6 2.0 9 114 ---- ------------------------------------------------------------------------ 6.0 18 113 ---- 7 2.0 10 - 112 ---- ------------------------------------------------------------------------ 6.0 15 117 ---- 9 2.0 6 107 ---- ------------------------------------------------------------------------ 6.0 16 116 6130 10 2.0 6 107 ---- 5.5 10 118 ---- ---Project ProjectNo. 1353 TERRATECH Page 1 of 2 SU101ARY OF LABORATORY TEST DATA HOLE Project DEPTH NATURAL NATURAL UNCONFINED NO. WATER DRY SHEAR CONTENT DENSITY STRENGTH ----------------------------------------------------------------- (feet) M (pcf) _ (psf) 11 2.0 12 120 6250 5.5 14 120 ---- 11.0 13 124 ---- ------------------------------------------------------------------------- 12 2.0 8 106 ---- 6.0 17 114 5480 11.0 16 116 ---- ------------------------------------------------------------------------- 13 2.0 15 114 7620 6.0 21 108 4700 11.0 14 123 --- ---- Project No. 1353 TERRATECH Page 2 of 2 SAMPLE NO. 10 DEPTH (FT) p - 1 LOCATION SAMPLE DESCRIPTION - Brown, sandy SILT EXUDATION PRESSURE (psi) 800 100 600 500 400 300 200 100 0100 2 0 90 1.8 I 80 1.6 10 W 1.4 W 60 W 1.2 ME O J m Q W � 50 c H 1.0 m � N N 40 z 0.8 Y U S F- 30 L" 0.6 C O U 20 0.4 10 0.2 0 D 0. 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 COVER THICKNESS BY EXPANSION PRESSURE (FEET) SPECIMEN NO. A B C EXUDATION PRESSURE (psi) 170 330 640 EXPANSION DIAL (0.0001 inch) —__ —__ ___ EXPANSION PRESSURE (psf) 62 98 203 RESISTANCE VALUE "R" 30 66 77 MOISTURE CONTENT -AT TEST (X) 13.3 11.5 9.8 DRY DENSITY AT TEST (PC[) 115.5 118.3 118.8 "R" -VALUE AT 300 psi EXUDATION PRESSURE = 61 LANDS OF CALI CUPERTINO, CALIFORNIA "R" VALUE TEST RESULTS PROJECT NO, TEST N0. DRAWING N0. 1353 SAMPLE NO. 11 1 DEPTH (FT) 0 - 5 LOCATION SAMPLE DESCRIPTION Brown, clayey SAND with gravel EXUDATION PRESSURE (psi) .0 800 700 600 500 400 300 200 100 0100 2 90 1.8 80 1.6 70 W 1.4 W W Q W 60 W 1.2 0 m Q H w � J 50 1.0 m d. N N ui 40 z 0.8 C U 2 F 30 W 0.6 0 U 20 0.4 10 0.2 0 0 0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 COVER THICKNESS BY EXPANSION PRESSURE (FEET) - 4 SPECIMEN NO. - . A B C EXUDATION PRESSURE (psi):` _ , _ _ 160 250. 380 EXPANSION OIAL (0.0001 inch) EXPANSION PRESSURE (psl) nil 20 56 RESISTANCE VALUE °R" 10 17 30 MOISTURE CONTENT AT TEST (%) 16.3 14.9 13.6 DRY DENSITY AT TEST (Pcf') 113.3 116.4 120.1 nR"-VALUE AT 300 psi EXUDATION PRESSURE = 22 IIRII VALUE TEST RESULTS LANDS OF CALI PROJECT NO. TEST N0. 0RANIN6 N0. CUPERTINO, CALIFORNIA 1353 130 w U CL } Z 125 w 0 } 0 120 115 130 COMPACTION TEST 0 5 10 15 2( MOISTURE CONTENT — % 110 ' 0 PROJECT NO. 135 • • j ■■■■■ ■■NEM 5 10 15 20 MOISTURE CONTENT — % SAMPLE NO. 1, SAMPLE DEPTH 0 - 1 Ft. SAMPLE DESCRIPTION Brown, sandy CLAY SPECIFIC GRAVITY 2.70 (est.) TEST DESIGNATION ASTM D1557-70 MAXIMUM DRY DENSITY '( PCf) 128.0 OPTIMUM MOISTURE CONTENT, % 9.7 SAMPLE NO. 10 SAMPLE DEPTH 0 - 1 Ft. SAMPLE DESCRIPTION Brown, sandy Silt -SPECIFIC GRAVITY ___ __2.-70 (est. ) _TEST DESIGNATION ASTM D1557-70 MAXIMUM.DRY DENSITY (PCf) 124.0 OPTIMUM MOISTURE CONTENT, % 11.0 130 w v CL } z 125 W 0 } 120 115 COMPACTION TEST 0 5 10 15 2C MOISTURE CONTENT - % PROJECT NO. 1353 ■■.■■ mom■■ MOISTURE CONTENT SAMPLE NO. 11 SAMPLE DEPTH 0 - 5 Ft. SAMPLE DESCRIPTION Brown, clayey SAND with gravel SPECIFIC GRAVITY 2.70 (est.) TEST DESIGNATION ASTM D1557-70 MAXIMUM DRY DENSITY '( PCf) 128.0 OPTIMUM MOISTURE CONTENT, % 10.9 SAMPLE NO. - SAMPLE DEPTH SAMPLE DESCRIPTION SPECIFIC GRAVITY TEST DESIGNATION MAXIMUM DRY DENSITY (PCf) OPTIMUM MOISTURE CONTENT, % PLASTICITY CHART so HOLE NO DEPTH LIQUID LIMIT ('. ) PLASTICITY INDEX CV CE 50 1:5 30 16° pis C H �� p M E MV 40 CI x Uj CL Y 30 H 001, --- N - L so HOLE NO DEPTH LIQUID LIMIT ('. ) PLASTICITY INDEX CV CE 50 1:5 30 16° pis 40 x Uj Y 30 001, N CL 20 10 1 MI a M 0 0 10 20 30 40 50 60 10 80 90 100 LIQUID LIMIT ('/.) PLASTICITY DATA * Soil Type Classification Based On British Suggested Revisions To Unified .Soils Classification System Project 1353 KEY SYMBOL HOLE NO DEPTH LIQUID LIMIT ('. ) PLASTICITY INDEX UNIFIED SOIL CLASSI- FICATION SYMBOL 1:5 30 16° pis SAND EQUIVALENT TEST RESULTS TRIAL 1 TRIAL 2 TRIAL 3 3.2 = 28 3.'1 -- 27 3-2 = 28 11.4 11.5 11.4 Average of three (3) readings: 28 Project 1353B Page 1 of 1 T E R R A T E C H SAMPLE NO. 1 DEPTH (FT) Unknown LOCATION Sampled by Others SAMPLE DESCRIPTION Stevens Creek Quarry EXUDATION PRESSURE (psi) 2.0 1.8 1.6 LU 1.4 2 W f 1.2 O J m Q ti 1.0 m LUN N z 0.8 Y U S H W 0.6 Cm 0 U 0.4 0.2 0 I 0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 COVER THICKNESS BY EXPANSION PRESSURE (FEET) SPECIMEN NO. A EXUDATION PRESSURE (psi) 110 EXPANSION DIAL (0.0001 inch) — -- EXPANSION PRESSURE (psf) -- — RESISTANCE VALUE "R" 6 4 MOISTURE CONTENT AT TEST M 11.4 DRY DENSITY AT TEST (pcf) 130.1 'IR" -VALUE AT. 300 psi EXUDATION PRESSURE = 75 MONTEBELLO DEVELOPMENT Cupertino, California IUU 100 90 80 70 60 50 a 1 s 40 30 20 10 0 B C 320 500 76 78 10.6 9.8 131.0 131.3 IIRII VALUE TEST RESULTS PROJECT NO. TEST NO. DRAWING NO. 353B --- Fig. 2 ^ � � � � � � SAND EQUIVALENT TEST RESULTS TRIAL lTDI&L 2 -------- -------- 3.l = -28 3.1 — 23 10.4 10.9 � ` ^ ` Average of tiiree (3) zeadiuga;}D Project 1353B TeenATsc* ' � Page l of l SAMPLE NO. ' 1 DEPTH (FT) Unknown LOCATION Sampled by Others SAMPLE DESCRIPTION Stevens Creek Quarry EXUDATION PRESSURE (Psi) 800 700 600 500 400 300 200 100 0100 2.0 90 1.8 I 80 1.6 I 70 w 1.4 w 60 1.2 0 J CO.� a W 50 H 1.0 Y m 1 N N ' 40 0.8 U 2 r W 30 0.6 0 U 20 0.4 z 10 0.2 z z I - 0 0 0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 COVER THICKNESS 8Y EXPANSION PRESSURE (FEET) SPECIMEN NO. A B C EXUDATION PRESSURE (Psi) 270 410 780 EXPANSION DIAL (0.0001 inch) --- --- --- ' EXPANSION PRESSURE (Ps() --- . --- --- RESISTANCE VALUE °R" 72 81 85 MOISTURE CONTENT AT TEST (X) 11.8 11.3 10.6 DRY DENSITY AT TEST (Pcf) 131.8 132.2 132.0 "R" -VALUE AT 300 Psi EXUDATION PRESSURE _ MONTEBELL'O DEVELOPMENT Cupertino, California IIRIJ V A L U E T E S T R E S U L T S PROJECT NO. TEST N0. DRAWING N0. 1353B ---