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09080096
CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 1699 S DE ANZA BLVD I CONTRACTOR: TBD - TO BE DETERMINED I PERMIT NO: 09080096 I OWNER'S NAME: ATAM SANDHU I I DATE ISSUED: 04222010 I OWNER'S PHONE: 4084063158 1 . I PHONE NO: C1 LICENSED CONTRACTOR'S DECLARATION License Class Lic.N Contractor Date I hereby affirm that 1 am licensed under the provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business & Professions Code and that my license is in full force and effect. BUILDING PERMIT INFO: BLDG r ELECT r PLUMB r MECH r RESIDENTIAL r COMMERCIAL r JOB DESCRIPTION: CONSTRUCT 846 SF MASONRY CAR WASH TUNNEL W/CEMENT PLASTER EXTERIOR FINISH, NEW TRASH ENCLOSURE, MINOR SITE WORK, TWO(2) NEW DRIVEWAYS, NEW PARKING 1 hereby affirm under penalty of perjury one of the following two declarations: I have and will maintain a certificate of consent to self -insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain Worker's Compensation Insurance, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Sq. Ft Floor Area: APPLICANT CERTIFICATION 1 certify that 1 have read this application and state that the above 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. (We) agree to save indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section 9.18. Date OWNER -BUILDER DECLARATION 1 hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec.7044, Business & Professions Code) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.7044, Business & Professions Code). 1 hereby affirm under penalty of perjury one of the following three declarations: 1 have and will maintain a Certificate of Consent to self -insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain Worker's Compensation Insurance, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 1 certify that in the performance of the work for which this permit is issued, l shall not employ any person in any manner so as to become subject to the Worker's Compensation laws of California. If, after making this certificate of exemption, I become subject to the Worker's Compensation provisions of the Labor Code, 1 must forthwith comply with such provisions or this permit shall be deemed revoked. APPLICANT CERTIFICATION 1 certify that I have read this application and state that the above information is correct. 1 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. (We) agree to save indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section 9.18. n . ,, l Date_`y�0 APN Number: 36610120.01 Valuation: $300000 Occupancy Type: PERMIT EXPIRES IF WORK IS NOT STARTED WITHIN 180 DAYS OF PERMIT ISSUANCE OR 180 DAYS FROM LAST CALLED INSPECTION. Issued by Date: RE -ROOFS: All roofs shall be inspected prior to any roofing material being installed. If a roof is installed without first obtaining an inspection, I agree to remove all new materials for inspection. Signature of Applicant: Date: ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER HAZARDOUS MATERIALS DISCLOSURE 1 have read the hazardous materials requirements under Chapter 6.95 of the California Health & Safety Code, Sections 25505, 25533, and 25534. I will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & Safety Code, Section 25532(a) should 1 store or handle hazardous material. Additionally, should I use equipment or devices which emit hazardous air contaminants as defined by the Bay Area Air Quality Management District 1 will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & Safety Code, Sections 25505, 25533, and 25534. Owner or a t rite agent: A� Date: J CONSTRUCTION LENDING AGENCY 1 hereby affirm that there is a construction lending agency for the performance of work's for which this permit is issued (Sec. 3097, Civ C.) Lender's Name Lender's Add ARCHITECT'S DECLARATION I understand my plans shall be used as public records. Licensed Professional CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 1699 S DE ANZA BLVD CONTRACTOR: MS CONSTRUCTION PERMIT NO: 09080096 OWNER'S NAME: ATAM SANDHU 80 DARRYL DR DATE ISSUED: 04/22/2010 OWNER'S PHONE: 4084063158 CAMPBELL, CA 95008 PHONE NO: (408) 230-5080 7 LICENSED CONTRACTOR'S DECLARATION JOB DESCRIPTION: RESIDENTIAL ❑ COMMERCIAL ❑ CONSTRUCT 846 SF MASONRY CAR WASH TUNNEL W/CEMENT License Class 91q I, q 3 PLASTER EXTERIOR FINISH, NEW TRASH ENCLOSURE, Lic. # MINOR SITE WORK, TWO(2) NEW DRIVEWAYS, NEW PARKING � � � 1 � Contractor < con 4 L y�'wC.�T� H�qate � � � I t% I hereby affirm that I am licensed under the provisions of Chapter 9 5/27/10 - REVISION # I NEW PROPANE TANK INSTALLATION -REVISION ISSUED (commencing with Section 7000) of Division 3 of the Business & Professions 7/27/10 Code and that my license is in full force and effect. I hereby affirm under penalty of perjury one of the following two declarations: Sq. Ft Floor Area: Valuation: $300000 t. I have and will maintain a certificate of consent to self -insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 2. 1 have and will maintain Worker's Compensation Insurance, as provided for by APN Number: 36610120.01 Occupancy Type: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. f APPLICANT CERTIFICATION PERMIT EXPIRES IF WORK IS NOT STARTED I certify that I have read this application and state that the above information is WITHIN 180 DAYS OF PERMIT ISSUANCE OR 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 180 DAYS FROM LAST CALLED INSPECTION. upon the above mentioned property for inspection purposes. (We) agree to save indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the Issued 0, Date: granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section 9.18. CP 71 O%10 � RE -ROOFS: O&ignature Date All roofs shall be inspected prior to any roofing material being installed. If a roof is installed without first obtaining an inspection, I agree to remove all new materials for ❑ OWNER -BUILDER DECLARATION inspection. I hereby affirm that I am exempt from the Contractor's License Law for one of Signature of Applicant: Date: the following two reasons: t. I, as owner of the property, or my employees with wages as their sole ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER compensation, will do the work, and the structure is not intended or offered for sale (Sec.7044, Business & Professions Code) HAZARDOUS MATERIALS DISCLOSURE 2. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.7044, Business &Professions Code). [have read the hazardous materials requirements under Chapter 6.45 of the California Health & Safety Code, Sections 25505, 25533, and 25534. I will maintain I hereby affirm under penalty of perjury one of the following three declarations: compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & t. I have and will maintain a Certificate of Consent to self -insure for Worker's Safety Code, Section 25532(a) should I store or handle hazardous material. Compensation, as provided for by Section 3700 of the Labor Code, for the Additionally, should I use equipment or devices which emit hazardous air contaminants as defined by the Bay Area Air Quality Management District I will performance of the work for which this permit is issued. maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the 2. I have and will maintain Worker's Compensation Insurance, as provided for by Health & Safety Code, Sections 25505, 25533, and 25534. Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Owner or authorized agent: 3. I certify that in the performance of the work for which this permit is issued, I shall Date: not employ any person in any manner so as to become subject to the Worker's Compensation laws of California. If, after making this certificate of exemption, I CONSTRUCTION LENDING AGENCY become subject to the Worker's Compensation provisions of the Labor Code, I I hereby affirm that there is a construction lending agency for the performance of work's must forthwith comply with such provisions or this permit shall be deemed for which this permit is issued (Sec. 3097, Civ C.) revoked. Lender's Name Lender's Address APPLICANT CERTIFICATION I certify that 1 have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating ARCHITECT'S DECLARATION to building construction, and hereby authorize representatives of this city to enter I understand my plans shall be used as public records. upon the above mentioned property for inspection purposes. (We) agree to save indemnify and keep harmless the City of Cupertino against liabilities, judgments, Licensed Professional costs, and expenses which may accrue against said City in consequence of the granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section 9.18. Signature Date CUPEkTINO CITY OF CUPERTINO REVISION/DEFERRED PERMIT APPLICATION FORM APN # , l 4 �- a6 • b / Date: Z� Original Permit #: © 9 o rb g Building Address: � / � Q ���� e �( �,,,,� Mailing Address (if different from building address): Owner's Name: Phone #: A� , ' 1 �' /, ���v f 4eS--�o�r 3/ sY Contractor: `' Phone: Fax: Contractor License #: Cupertino Business License #: Contact: /0. j. / � Phone: 'jZS --Zg _ //7-4- y ` M u gLl- � � ln►� Fax: Building Permit Info: Bldg 9-- Elect Plumb Mech Residential Commercial Job Description: f ��etJ Peal-+t,t-.sZ 7e.+. l � Is the project in the Wildland- Urban Interface Fire Area? Yes ❑ No Type of Construction (Usage Class): * Occupancy Type: 1-A, 1-B ❑ II/III/V-A ❑ II/III B, IV -HT, V -B S Valuation (cost of project): / Project Size: Express Standard L Large Major Green Building: Please complete relevant portion of the Green Building/LEED Checklist & attach it to the application or if applicable, include in plan set & the sheet index. Points Achieved: For help, contact Build it Green at www.builditgreen.org Revised 01/07/09 R a --,- CITY OF CUPERTINO of REVISION/DEFERRED CUI'EI�TINO PERMIT APPLICATION FORM FEE SCHEDULE Quantity Sq Ft Fee ID Fee Description Fee Group Permit Type 1B BSC Cal Bldg Standards Commission Fee B ALL PERMIT TYPES 1REVCOMNEW Revision Commercial New B 1* 1REVCOMTI Revision Tenant Improvement B 1* TI 1REVSFDWL Revision SFDWL B 1R3SFDW 1REVRESADD Revision Addition B 1R3SFDADD 1REVRESREM Revision Remodel B 1R3SFDREM 1DEFINSP Deferred Submittal not R-3 Inspection B IDS 1DEFPLNCK Deferred Submittal not R-3 Plan Check B IDS 1DEFR31NSP Deferred Submittal Inspection B 1DSR3 1DEFR3PLNCK Deferred Submittal R-3 Plan Chk B 1DSR3 CUPEKrINO CITY OF CUPERTINO NEW COMMERCIAL BUILDINGS PERMIT APPLICATION FORM (2 bvd Z 5,d5�cs. Z S�3 .S�rls 0go8ov9 (, APN # 366 —/._ IZo , 0 f Date: Building Address: 6 � 9 s. De Mailin Addres (if different from buildi' g� dress): o 015 Are Hazardous Materials being used as part of this project? Yes NJ No Owner's Name: `. ba� Sg4Wh� I Phone # Contractor: Phone #: TRA Fax #: Contractor License #: Cupertino Business License #: Contact: X -T /!c, X160 fawtiKo Y,4;10 Phone #: ZJ`� 7iVl 117 X I��y� Kk- ��GGt �1�t _Th;0h1h1 k449 Cf416# Fax #: q16":- 9Y_5— 15YI Alternate Contact: Phone #: Fax #: Single -Story Rr Two -Story 0 Three -Story El Parking Garage: Open Closed// // Retail ❑ Office ❑ Hotel/Motel ❑ Restaurant ❑ Other WLe1v!/l�fl�i Sq.Ft Building / — Sq. Ft. Parking Garage Do you have the pre -application planning approval? Yes 0 No If yes, please provide a copy of your planning approval letter. X#Z e L Planners Name: Valuation: $ 3001 ADO. DD Job Description: ��� SF y w5aw"k- Cctr � L/ 7��'1%i2a Gi/aq�� exfe�2� �hi5 �i, f �� ) hGw" s� rG�asG�v� /haY S�'k "4� / 2 Ax Seeo;�+ le*' Type of Construction sage Class): Occupancy Type: lvl' 1-A 1-B IVIII/V-A II/VI B, IV -HT, V -B Project Size: Express Standard g Large ❑ Major ❑ Green Building: Must attach completed Green Building Checklist to the plans Green Building Points Achieved: For help,contact Build it Green at www.buildit reen.or Revised 07/06/09 4 6-- Roy F. Hanson Ira Wfum 0 Hansm Tenk Mark Conklin Regional Account Representative Suburban Propane Cell: 510-760-7167 1600 E. Washington Blvd. • Los An90021 A.S.M.E. PRESSURE Mail: Box 30507 11, 07 VESSELS r �� .JJL 1.4 ZO19'"` BY: This letter is confirm that Hanson Tank serial number 238206 is built to the American Society of Mechanical Engineers (ASME) Section 8 Division 1 and is marked on the data plate with a U stamp to signify this code. Tha You rian Clothier Sales Engineer TOLL FREE: Phone (213) 747-7514 (800) 421-9395 (49 States) Fax (213) 747-7724 (800) 521-6956 (Califomia) http:/twww.hansontank.com otrR tz. i tr<� tG�.y f3�C y T' K S' K ' K3 V43 .ro, auCo7r,Lc.rnfs 1vbM'SCF- 6K *1 IA GEIrAA KGs i i I .arm wept 06K- � Tc.. �sa.rlra � 'C P1rfJla ' D 7C ^1 q a'. 1%i►='- opt �'�k.ti. cP�. i t '� � t►�sau. ta,aos. ����r�7 , �23t4 G.F.M. ti+tl�J ' '• i � aid • '% r?s �..I.ucd.(xbP�.� M. ' �p 7APP P• � :Ttip t 16, •acv-�.s lit c17)5C 1, otrR tz. i tr<� tG�.y f3�C y T' K S' K ' K3 V43 .ro, auCo7r,Lc.rnfs 1vbM'SCF- 6K *1 IA GEIrAA KGs i i I .arm wept 06K- � Tc.. �sa.rlra � 'C P1rfJla ' D 7C ^1 q a'. 1%i►='- opt �'�k.ti. cP�. i t '� � t►�sau. ta,aos. ����r�7 , OS/27/2909 16:56 F.aX 406 777 3333 =cej�; SUBM6ITAL Building Department � C Iv OF CuP£RTINO " r C U P E RT 1 N O I 19399 TI III I• CUP£R'F_" 10, CA 95914-3255 TELEPHOtvM- 1408) 777--3728 • FAX. (408) 777-3333 STRUCTUR43, TESTS A.ND RNSPECTIONS SCHEDULE Pnor to issuance of a building pemtit, the Owner, on the advice of the Architect or Engineer, shalt complete, sip and submit this form to the building Official. 1/1 IA" f�.Jjv,,IP-/,7,//,<-i 11-1/V/*h*h A Z7%t2-1rd t N�rn Da _x Pr 'ca ess Testin on g Owner's Name Sigpature &'T'it)e f Owner hereby certi:Sees that the Testing/ Inspection Agency named above has been engaged to perform stracrzal tests and inspections during construction, as checked below, to satisfy all applicable portions of the Building Code. Prior to ismmee of an occupancy permit, the Inspection Agency shall submit a statement that all items of designated wort: performed were reported. Any it=s cbecked, but not test or inspected, will be noted and explained. Wh=ever any designated items on this list are ready for sampling, testing or inspection, it shall be the responsibility of the Contractor to give timely notice to the Inspection Agtmry so that the required services may be performed. RM\'FORCING STEML: + Tensile & Bond, one = per beat per _tans• Inspection ofPlxceatent Y 7 IA _ L=cction of Welding r� r MASONRY: f Preliminary Aoc ptmce Tests (Masonry Unites, WallPrisms) _ Subsequent Test (Mortar, Cxout, Field Wall Prisms) _ Inspection of Grouting hnpectioa of Placement & Grouting ASPH&L':IC CONCR'TE: ___ infix Designs Inspection of Batdh Pian: _ Core'T= _ Field Inspection Suitability Tests Specific Gravity AspWt Content Sieve Analysis K Factors _ Stabrgometer Value Swell STRUCTURAL. STEEL: _ Sample & Test (list specific members beton) Sbop Identification & Welding Inspection Shop Ultrasonic inspection Shop Radiography _ Field Welding Inspection _ Field Bolting Inspection Metal Deck Welding Impection 'NSULATING CONCRETE, Satwple &. Test Unit Weights UP OS/27/2009 16:57 FAX 408 777 3333 I ii i ! BWlding Department J 10300 TORRE AVENUE - CUPMMO, CA 95414-3255 C O P E RT 1 N 0 I TELEPHONE (408) 777-3228 • FAX: (408) 777-3333 SPECIAL INSPECTION AND TLSnNG Project Address Project Title (60008/0024 To owner of projects requiring Special Inspection or testing per Chapter 17 of the 2007 California Building Code, please acknowledge and return to the City- BEFORE ity BEFORE A PERMIT CAN BE ISSUED: The Owner, or his representative, on the advice of the responsible Project Engineer, or Architect, shall complete, sign and submit the attached form "Structural Tesrs and Inspection Schedule" to the Building Department for review and approval. The owner and Itis general contractor, where applicable, shall also acknowledge the following conditions applicable to Special Inspection and/or testing. Contractor is respotrsble for proper notification to the inspeating or Testing agency for items listed- 2. isted2. Only the testing laboratory should take samples and tramsport them to their laboratory. 3. Copies of all laboratory reports and inspections are to be sent directly to the City by the Testing Agency. 4. Inspection agency to submit nines and qualifications of on-site special inspectors to the Building Department for approval. 5- The Specal Inspector is under fae authority and i� responsible to the Building Oficial. All mspaution concerns and/or problems encountered are to be brought to nis attention immediately. 6. Special inspectors may be inquired, as a m;nimum, to provide weekly reports to this department . of all inspection activity. T It is the responsibility of the contractor to review City approved plans for additional inspection or testing requirements that may be noted. 8. BEFORE AN OCCUPANCY PER'vIIT CAN BE ISSUED: The inspection agency shall subr ut a statement that all items requiring testing and inspection have been fulfilled and reported. 1 Those items not tested and/or inspected shall be noted in this statement. Co-) statement is to be maintained at the job site for City's Building Inspector's review prior to final inspections. Owner s Sigrattue 19 CE/27/2002 ;6:57 FAy Aub —,7 333a Special Iuspection and Testing Agreement Z 0007%oo24 9. BEFORE AN OCCUPANCY PERMIT CAN BE ISSUED: The Special Inspector or Agency shat submit a FINAL LETTER OF COMPLETION, per item 3E above, directly to tate Building Inspection Division 10. Copy of SPECIAL INS?ECTION AND TESTING SCHEDULE, SPECIAL WSPECTION AND TESTING AGREEMENT, SPECIAL INSPECTION RECORD, and SPECIAL INSPECTION DAILY REPORT, SHALL BE AT THE JOB SITE, ACINOWLEDGEMRNTS Signature v# Owner: General Contractor. +Special Inspector or Agency: Od P� u Project Engineer/Aac�' Building Inspection Division: Comroanv Structural Tests and Inspections Schedule CONCRETE SHOTCRETE GROUT MORTAR TESTS AND INSPECTIONS Aggregate Tests for Designs i Suitability of Aggregates Mix Designs Test Panel Batch Plant Inspection Cement Grab Sample Inspect Place K Compression Tests )C Cast Specimens Pick-up Samples Shrinkage Bars Yield Check Air Check Dry Unit Weight PRECAST/POST-TENSIONED CONCRETE: Reinforcing Tests Inspection of Reinforcing Placement Tendon Tests Inspection of Tendon Placement Inspection of Concrete Placement Inspection of Concrete Batching Inspection of Panel Attachments & Inserts Inspection of Panel Installation Compression Tests Inspection of Stressing/Transfer /PILING, CAISSONS, CAPS, TIES: Inspection of Reinforcing Placement Inspection of Concrete Placement Inspection of Concrete Batching UNDERPINNING: Inspection of Steel Fabrication Inspection of Reinforcing & Forms Inspection of Concrete Placement Inspection of Tiebacks FIREPROOFING: Inspection of Placement Density Tests Thickness Tests Inspect Batching FILL MATERIAL: Acceptance Tests Moisture -Density Determination Field Density ROOFING: Inspection of Placement Sample & Test STRUCTURAL WOOD: Inspection of Fabrication Inspection of truss Joist Fabrication Sample & Test Components Inspection of Glu Lam Fabrication Shear Diaphragms ADDITIONAL INSTRUCTIONS OR OTHER TESTS & INSPECTIONS C4m f �j j} j�` SHEET NO. OF i 4 CALCULOW BY MT£ - ! F -I CHECKED BY E r. • �' as..awrw !!lo1n..ls Y SCALES..f - 1 2 3 4 5 6'7 8 1 2 '3 4 5 6 7 6 1 2 3 4 6 6 7 8 1 2 3 4 5 8 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 la 2/3 11 5 6 7 8 1 2 3 E ... -. .. .- r � n n � .. .. . r — .. .• � .. v .- .. .. N I! � h al n O � n .• � n � n O . N Cf � N b n al � N !/ � h al n O � N Nl I 05/20,42010 08:44 4066940237 SUBURBAN PROPANE PAGE 02/02 ' v. s. fa f � � r + c jd' L Q ,Z fid•-+ ?I. �� IMe ostq G.F.M. MIN) . AtJ6�4pE ;�fr�p'ftP. r • EQo" � 14�Sw � . ll � • >^AYO Itj III I o.o,. ter r g7j5C: • •l�M. i2 i �fl � IO�,f fxPC. vg's (q•) 3"rG V x fib' Kuy,%I-�o. A nWco,—C. r.Gros z D D NbTE: S 5K-6,461-f^�oR 4!.XW�c►x' Wdi top bt fAlTo'v�poR IA' i i f o PICA rsK- I 71,..,o4Uc� ::•{ � •� aruU�. �fy1-.l9. C If i ' SHEAR WALL ANALYSIS PROGRAM Job Title: t Job Number: Prop Wall Name: t Engineer: t Date: 06-28-2010 STRUCTURE CONFIGURATION Footing length: 6.00 ft (,'*9i` � - Wall length: 6.00 ft depth: 1.50 ft/•-, height: 1.00 ft width: 6.00 ft weight: 0.00 lbs/ln ft weight: 1350.00 lbs/ln ft Footing edge to wall edge: 0.00 ft (origin is left edge of footing) ---------------------------- LATERAL LOADS (seismic) -------------------------- Primary lateral load: 6260.00 lbs ---------------------------------- POINT LOADS -------------------------------- --------------------- OVERTURNING ANALYSIS RESULTS (left edg f,� D i ,i 7 � Ro � A4 %L- r� , 6.41 �� X e) --, ------------ Wall shear = 1043.33 lbs/ln ft Tension tie down force = 1138.18 lbs ' Factor of safety = 24300.00 ft -lbs/ 15650.00 ft -lbs = 1.55 Resultant = 8100.00 lbs Location of resultant = 1.07 ft .._. P Max soil pressure = 842.77 lbs/f t"2 L.-- ----------------------- SHEAR AND MOMENT DISTRIBUTION TABLE ------------------- Distance Shear Moment -------- ----- ------ 0.00 -2608 0 0.67 -488 -993 1.33 931 -807 2.00 1648 92 2.67 1664 1235 3.33 992 2156 �� �'y� / 4.00 92 2517--� 4.67 -808 2278 5.33 -1708 1439 610 111/6 6.00 -2608 -0 Page 1 of 8 Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name: Date/Time: 7/1/2010 12:21:19 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type: Analysis a) Layout Anchor:: 5/8" SET XP Number of Anchors: 1 Steel Grade: A307 GR. C Embedment Depth: 7 in Built-up Grout Pads: No C Y; 1 ANCHOR "Nra :S POST c IVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CG-NTER OF THE MCHOR Anchor: Layout Dimensions: cX1:12in cx2:12in cy,:12 in cy2 : 12 in bX1 : 1.5 in bx2:1.5in by1:1.5in by2 : 1.5 in b) Base Material about:blank 7/1/2010 1 Vuav �nnUy Nub r� tby2 tx1 bX2 1 ANCHOR "Nra :S POST c IVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CG-NTER OF THE MCHOR Anchor: Layout Dimensions: cX1:12in cx2:12in cy,:12 in cy2 : 12 in bX1 : 1.5 in bx2:1.5in by1:1.5in by2 : 1.5 in b) Base Material about:blank 7/1/2010 Page 2 of 8 Concrete: Normal weight fc : 2500.0 psi Cracked Concrete: Yes 'Po v : 1.00 Condition : B tension and shear �Fp :1381.3 psi Thickness, h : 16 in Supplementary edge reinforcement, No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 OF short term and 75 OF long term temp.) : c) Factored Loads Load factor source: ACI 318 Section 9.2 Nua : 1940 lb Vuax : 360 Ib Vuay : 0 Ib MUX: 0 Ib*ft Muy : O Ib*ft ex : 0 in ey:Uin Moderate/high seismic risk or intermediate/high design category: No Anchor w/ sustained tension: No Anchors only resist wind and/or seismic loads: No Apply entire shear load at front row for breakout : No d) Anchor Parameters From C -SAS -2009: Anchor. Model = SETXP do = 0.625 in Category = 1 hef = 7 in hmin = 10.125 in cac = 21 in cmin = 1.75 in smin = 3 in Ductile .= Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nual = 1940.00 Ib Sum of Anchor Tension ENua = 1940.00 Ib ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in about:blank 7/1/2010 Page 3 of 8 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vua1 = 360.00 lb Nua1x = 360.00 Ib , Vua1Y = 0.00 Ib ) Sum of Anchor Shear EVuax = 360.00 lb, EVuay = 0.00 Ib e'ux = 0.00 in elVY= 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 1 Nsa = 13110 Ib (for a single anchor) [C -SAS -2009] 0 = 0.75 [D.4.4] ONsa =:9832.50 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc ANco''ed,N'yc,N"'cp NNb [Eq. D-4] Number of influencing edges = 0 hef = 7 in ANco =.441 .00 int [Eq. D-6] ANc = 441.00 int Smallest edge distance, ca,min = 12.00 in Ted,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] Tcp N = 1.0000 [Eq. D-12 or D-13] Nb = kcV V c hef1,5 = 15742.22 lb [Eq. D-7] kc = 17. [Sec. D.5.2.6] Ncb = 1.5742.22 lb [Eq. D-4] = 0.65 [D.4.4] ONcb = 10232.44 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] tik,cr = 718 psi [C -SAS -2009] kcr = 17 [C -SAS -2009] hef (unadjusted) = 7 in about:blank 7/1/2010 Page 4 of 8 Nao = "k,crn dohef = 9868.53 Ib [Eq. D -16f] 'tik,uncr - 2263.00 psi for use in [Eq. D -16d] Scr,Na min[20d,q (zk,uncr/1450) , 3hef] = 15.616 in [Eq. D -16d] Ccoa = scr,Na/2 = 7.808 in [Eq. D -16e] Na = ANa'ANao'Yed,Na'Yp,NaNao [Eq. D -16a] ANao = 243.86 int [Eq. D-1 6c] ANS = 243.86 int Smallest edge distance, ca,min = 12.00 in `1'ed,Na' 1.0000 [Eq. D-1611 `Pp,Na = 1.0000 [Sec. D.5.3.14] Na = 9868.53 Ib [Eq. D -16a] = 0.65 [C -SAS -2009] ONa = 6414.54 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6ASefuta [Eq. D-201 Vsa = 7865.00 Ib (for a single anchor) [C -SAS -2009] = 0.65 [D.4.4] Vsa _: 5112.25 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.21 Case 1: Anchor checked against total shear load In x -direction... Vcbx = AvcxjAvcox'`ed,V''c,VVbx [Eq. D-21 ] Cat = 10.67 in (adjusted for edges per D.6.2.4) Avcx = 384.00 int AvcOx 512.00 int [Eq. D-231 `1'ed,V = 0.9250 [Eq. D-27 or D-28] `Yc,v = 1.0000 [Sec. D.6.2.7] about:blank 7/1/2010 • Page 5 of 8 Vbx = 7(le/do)0-2 N' do -,,I f c(cat )' .5 [Eq. D-24] Ie = 5.00 in Vbx =1 4610.64 lb Vcbx = 10136.13 Ib [Eq. D-211 � = 0.70 Wcbx = 7095.29 Ib (for a single anchor) In y -direction... Vcby = Avcy/AvcoyTed v`a`c vVby [Eq. D-21 ] Cal = 10.67 in (adjusted for edges per D.6.2.4) Avcy = 384.00 in2 Avcoy = 512.00 in2 [Eq. D-23] `Ped,v - 0.9250 [Eq. D-27 or D-28] ` C,v = 1.0000 [Sec. D.6.2.7] Vby = 7;(leldo)0.2 Ndo N' f c(cal)l-5 [Eq. D-24] le=5.00 in Vby =1 4610.64 Ib Vcby = 10136.13 Ib [Eq. D-21] = 0.70 �Vcby = 7095.29 Ib (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cxl edge Vcbx = Avc^coxTed,VTc,VVbx [Eq. D-21 ] Cal = 10.67 in (adjusted for edges per D.6.2.4) Avcx =:384.00 in2 Avcox = 512.00 in2 [Eq. D-23] Ted,V = 1.0000 [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx =7 (Ieldo)O2_vr do-vif c(cal)l.5 [Eq. D-24] le = 5.00 in Vbx = 14610.64 Ib Vcbx = 10957.98 Ib [Eq. D-21] about:blank 17/1/2010 Page 6 of 8 Vcby = 2 * Vcbx [Sec. D.6.2.1 (c)] Vcby = 21915.95 lb � = 0.70 Vcby = 15341.17 Ib (for a single anchor) Check anchors at cyl edge Vcby = Arc^coyTed,vTc vVby [Eq. D-21 ] Cal = 10.67 in (adjusted for edges per D.6.2.4) Arcy = 384.00 in2 Arcoy - 512.00 in2 [Eq. D-23] Ted,V = 1.0000 [Sec. D.6.2.1 (c)] `Pc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2-�I do,vr fc(ca1)1.5 [Eq. D-24] le = 5.00 in Vby =1 4610.64 Ib Vcby = 10957.98 Ib [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 21915.95 Ib = 0.70 Mbx = 15341.17 Ib (for a single anchor) Check anchors at cx2 edge Vcbx = Avcx/Avcox''ed,v`I'c,VVbx [Eq. D-21] cal = 10.67 in (adjusted for edges per D.6.2.4) Arcx = 384.00 in2 Aroox 512.00 in2 [Eq. D-23] `Yed,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1 (c)] `1'c,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 , do ,1 fc(ca1)1.5 [Eq. D-24] le = 5.00 in Vbx = 14610.64 Ib Vcbx = 10957.98 Ib [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1 (c)] about:blank 7/1/2010 Page 7 of 8 Vcby = 21915.95 Ib = 0.70 OVcby = 15341.17 lb (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/AVcoy'Ped,VTc,VVby [Eq. D-21] cal = 10.67 in (adjusted for edges per D.6.2.4) Arc, = 384.00 int Avcoy = 512.00 int [Eq. D-23] '1'ed,V - 1.0000 [Sec. D.6.2.1 (c)] TC,V = 1.0000 [Sec. D.6.2.7] Vby = 7(Ie/do)o.2 ,,f do -,r fo(cal)" [Eq. D-24] Ie = 5.00 in Vby = 14610.64 Ib Vcby = 10957.98 Ib [Eq. D-21] Vcbx = 2 *Vcby [Sec. D.6.2.1 (c)] Vcbx = 21915.95 Ib � = 0.70 Vcbx 15341.17 Ib (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] VCP = rnin[kCPNa,kcpNcb] [Eq. D -30a] k =2 [Sec. D.6.3.2] Op Na = 9868.53 Ib (from Section (6) of calculations) Ncb = 15742.22 Ib (from Section (5) of calculations) Vcp = 19737.06 ib 0 = 0.70 [D.4.4] OVcp = 13815.94 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.1973 - Breakout : 0.1896 - Adhesive : 0.3024 - Sidefsce Blowout: N/A Shear about:blank 7/1/2010 Page 8 of 8 - Steel: 0.0704 - Breakout (case 1) : 0.0507 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0235 - Pryout : 0.0261 V.Max(O.O7) <= 0.2 and T.Max(O.3) <=1.0 [Sec D.7.1] interaction check: PASS Use 518" diameter A3O7 GR. C SET -XP anchor(s) with 7 in. embedment about:blank 7/1/2010 08/27/2009 16:58 FAX 408 777 3333 Strmctant Testa and Inspections S&aule PRECASTRM-TEMOM CONS: __,_ Muforaft Torts Iaapccfiw of xcin&n ing Pbosmeat Tan on Two Impoftm afTcnd=Plaomwt lwpwtiom of Com Mom2a t lae wbw of Comordc Bstchiag Ympacfion ofPaad Attachmembs & inserts bloc ion of Peaol umnatiom Comgxmssioa Tests — mom of Stre"W1'raoafer PILING, CAISSONS, CAPS, TMS: inspection of Rcinfi mmg Pkcen ens lnspeoboa of Conerm PAoememt Iaspead= of Concrete BnW=9 LYMERPD04ING: bmpectioo of Steil Fabticau m ____ Inspection of Reiafordng & Form bspocdm orca=m Plaaemeac _bgo:rion oftiebwb @0010/0024 / M' CgYr - • •S( M' N' • 1 (9 31 is t oilter_ FBUWROOFDJGI laapeotion of Placemcw �Dcnsityrests Tmaosass Teats: FML MATEPIA .: _Aeseptaoce'Tesis Mouton*-Dcalhy DetftVidatioa —FieldD=.9w ROOFMG: — Iaapoodfon of Fla== Sample & Test MUCTMAL WOOD: mspaxiom of Fabticafm Iaspectiom of tensa Joist Fabdoa*m Sample & Test Oompotmats —bVwtim of Gia Lsm Fabrication Sheer Diapbmgnss ADDPTIONAL MSTMC (M OR OTM TESTS & INSPBMONS CALIFORNIA ALL-PURPOSE CERTIFICATE OF ACKNOWLEDGMENT State of California County of5'44"�w_ ..4- oe insert name and personally appeared 4M4ea K. n who proved to me on the basis of satisfactory Pidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/tbeir signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. JOSEPH TAMAYO Commission * 1960824 Notary Public - California WITNESS my base al. Santa Cru: County 01 My Comm. Wires Nov 18 2015 Signatu otary Public (Notary Seal) ADDITIONAL OPTIONAL INFORMATION DESCRIPTION OF THE ATTACHED DOCUMENT J G) a&A4 L AeeC (Titl or description of attached document) %rrs2 F_=: �' n iw7' (Title or description of attached document continued) Number of Pages 'Document Date (Additional information) CAPACITY CLAIMED BY THE SIGNER ❑ Individual (s) ❑ Corporate Officer (Title) ❑ Partner(s) ❑ Attorney -in -Fact ❑ Trustee(s) ❑ Other 2008 Version CAPA v12.10.07 800-873-9865 www.NotaryClasses.com INSTRUCTIONS FOR COMPLETING THIS FORM Any acknowledgment completed in California must contain verbiage exactly as appears above in the notary section or a separate acknowledgment form must be properly completed and attached to that document. The only exception is if a document is to be recorded outside of California. In such instances, any alternative aclnrowledgment verbiage as may be printed on such a document so long as the verbiage does not require the notary to do something that is illegal for a notary in California (i.e. certifybrg the authorized capacity of the signer). Please check the document carefvllyfor proper notarial wording and attach thisform ifrequired. • State and County information must be the State and County where the document signer(s) personally appeared befare the notary public for acknowledgment • Date of notarization must be the date that the signer(s) personally appeared which must also be the same date the acknowledgment is completed. • The notary public must print his or her name as it appears within his or her commission followed by a comma and then your title (notary public). • Print the name(s) of document signcr(s) who personally appear at the time of notarization. • Indicate the correct singular or plural forms by crossing off incorrect forms (i.e. Wsheldw&, is /aFe ) or circling the correct forms. Failure to correctly indicate this information may lead to rejection of document recording. • The notary seal impression must be clear and photographically reproducible. Impression must_rot cover text or lines. If seal impression smudges, re -seal if a sufficient area permits, otherwise complete a different acknowledgment form. • Signature of the notary public must match the signature on file with the office of the county clerk. g. Additional information is not required but could help to ensure this acknowledgment is not misused or attached to a different document 44 Indicate title or type of attached document, number of pages and date. Indicate the capacity claimed by the signer. If the claimed capacity is a corporate officer, indicate the title (Le, CEO, CFO, Secretary). • Securely attach this document to the signed document LEGEND: EXHIBIT "B" : PLAT MAP ® RECIPROCAL EASEMENT INGRESS do EGRESS AREA PLAT MAP TO ACCOMPANY LEGAL DESCRIPTIONS MONUMENT FOUND RECIPROCAL EASEMENT DEDICATION LINE NOTE: PLAT MAP MAY NOT SHOW ACCURATE IN THE CITY OF CUPERTINO PROPERTY LINES. STATE OF CALIFORNIA DATE. 12-28-11 i64.24 390.00 — N93 00'OfL'E 390.00 25.00 . - I RECIPROCAL EASEMENT TOTAL AREA: I 41,08, SQ.FT. 7BUILDINI RETAIL CENTER CUP SDE AA 9 BLVD CUPER71N0, CA 95014 _ . � 0 II Q ^ }�,g Z � x �C) Lli C) PARKING . LOT ; DOC NO. 13998498 V t0T 11 VTRACT'NO., PARKING ..LO'T , I < < Q . . 124 �.' 800K 4 AF MAPS 'PAGE 24' \� • " APN 366-10-061, o ` / LJJ 40.36 CL .SANTA ARA,COIINTY RECORDS, 'RECIPROCAL'RECIPROCAL'R 'RECIPROCAL 390.D0,TOT.AL ACCESS,EASEMENT P.O.B. I z Q 1op,60'. 145.99' —" — — — S90'Q30 00 .E 3 .50' 25,2o 2100. 60.00 z N Re CURB CURB � z DRIVE THRU I ` (f� Q A DOC. N0. 16815539 PORTON OF LOT 12 TRACT NO. 124 I E2 I W Q w BOOK 4'OF MAPS, AGE"g4 ' / r1 0 �J APN 366-10-54 LOT 12 APN 366-10-120 O; SANTA'CLARA COUNTY RECORDS, CA P� I I O TRACT NO. 124 dri 0 BOOK 4 OF MAPS, PAGE 24 BUILDING OVERHAPy NG ." ulrl Z Q PARKING LOT I�GAS' PUMPS ,' 1 Q CAR I I CO Q 4 BUILDING WASH a; 00� SERVICE STATION CO 1699.5. DE ANZA BLVD " CUPERTINQ, CA "95014. LOT AREA: 20,211 SO.FT: T.P.O.B. A-87'30'00' R=35.00' 146.40' DRIVEWAY N87'30'00'E DRIVEWAY TL=33.51' 1�oy, 82.60' I DRIVEWAY DRIVEWAY 45.04' PROSPECT RD. sr�'0o' w�� _ _ _ 204.20' LEGEND: EXHIBIT "B" : PLAT MAP ® RECIPROCAL EASEMENT INGRESS do EGRESS AREA PLAT MAP TO ACCOMPANY LEGAL DESCRIPTIONS MONUMENT FOUND RECIPROCAL EASEMENT DEDICATION LINE NOTE: PLAT MAP MAY NOT SHOW ACCURATE IN THE CITY OF CUPERTINO PROPERTY LINES. STATE OF CALIFORNIA DATE. 12-28-11 J004015SALLIANCE ENVIRONMENTAL AND SOIL ENGINEERING File No. 10-899-S2 October 11, 2010 City of Cupertino Engineering/Building Department 10300 Torre Avenue Cupertino, CA 95014 Attention: Mr. Gary Stream Subject: Valero food Mart Carwash Addition �� APN (366-10-120) 1699 So. De Anza Blvd. Cupertino, California 90E-0 O 3 CO Geotechnical Engineer of Record Gentlemen: This is to inform you that we have reviewed the Soil Investigation Report prepared by Lee Engineers, Inc. (dated 1/26/2009) for the subject project and we concur with the findings, conclusions and recommendations set forth in the above mentioned report. Our firm has been retained to provide inspection services during site grading, foundation/piers drilling operation and construction phase of the subject project. We will submit all necessary inspection and observation reports during construction of the proposed project. We are pleased to be of service to you in this matter. If you have any questions or require additional information, please do not hesitate to contact our office at your convenience. Sincerely, Ilia n Env. it Eng. Mohsen Mandavi; Project Engineer RECEIvlrl: OCT j 2 2010awrE BY: Q p,OFESS/0N SHU/e lq C 34928rn TIIJSE. 6 -?CP, qTF 0F'CA�\F���\P 1400 Coleman Avenue, Suite C16 -F Santa Clara, CA 95050 Tel. (408) 970-8685 GGwww.baggencineers.com info@baggengineers.com f3.V fax: 650.852.9138 �. ENQ� I f 847 West Maude Avenue, Sunnyvale, California 94085-2911 SPECIAL INSPECTION REPORT City of: Cupertino Date/Day: Project Name: MS Construction Project No: Mon./10-25-10 MSCON-10-02 Address: 1699 south De Anza Permit No: 9080096 Inspection Coverage: ❑ Concrete 121 Masonry ❑ Welding - Shop ❑oantlnuotu ❑ Prestressed Concrete ❑ High Strength Bolting ❑ Welding - Field Q Periodic 121 Reinforcing Steel ❑ Epoxy Bolts/Dowels ❑ Describe inspections made, including locations: Requested to Valero gas station at above address to perform reinforcement Inspection on CMU wall at roof level details 2/S4 & 7/S4 appears to be per plan with proper clearances detail 4/S4 slab dowels not in place at this time will confirm in placement report Tests made: Items requiring correction, corrections of Previously listed items, and Previously listed uncorrected items: List chances to approved Plans by architect or engineer: o m C m ents: To the best of my knowledge, work inspected was in accordance with the building department approved design drawing, specifications, and applicable workmanship provisions of the uniform building nnde extent as noted above. The Work Inspected ❑ WAS ❑ WAS NOT In accordance with the approved documents (see above) Signature of Special Inspector Chris Brown Print Name 5032349 Certification # (This report to remain at Jobsite with the contractor for review by the building department's inspector upon request.) www.baciciengineers.com info@baggengineers.com B—wGGDhone:650.852.9133 fax: 650.852.9138 —. ENGINEERS 847 west Maude Avenue, Sunnyvale, California 94085-2911 City of: Project Name: SPECIAL INSPECTION REPORT Cupertino MS Construction Date/Day: MONDAY / 11-8-10 Project No: MSCON-10-02 Address: 1699 south De Anza Permit No: 9080096 Inspection Coverage: ❑ Concrete ❑ Masonry ❑ Welding - Shop Continuous ❑ Prestressed Concrete ❑ High Strength Bolting 0 Welding - Field ] Periodic ❑ Reinforcing Steel ❑ Epoxy Bolts/Dowels ❑ Requested to Valero gas station at above address to perform visual welding inspection on roof top of car wash. Decking spread and ready to weld. Welder Marqurito Luna # 6636 performing 1/8 fillet weld where decking comes together FCAW core shield 8 welds noted as acceptable no puddle welding for deck ( does not apply) Tests made: Items requiring correction, corrections of previously listed items, and previously listed uncorrected items: List changes to approved plans by architect or engineer: Comments: NUV 2 3 2Cg16 To the best of my knowledge, work inspected was in accordance with the building department approved design drawing, specifications, and applicable workmanship provisions of the uniform huikfino mde extent as noted ahnva. r The Work Inspected 0 WAS ❑ WAS NOT In accordance with the approved documents (see above) Signature of Special Inspector Chris Brown Print Name 10010661 Certification # www.bagcienciineers.com info@baggengineers.com ohone:650.852.9133 fax: 650.852.9138 847 West Maude Avenue, Sunnyvale, California 94085-2911 SPECIAL INSPECTION REPORT City of: Cupertino Date/Day: FRIDAY/ 11-12-10 Project Name: MS Construction Project No: MSCON-10-02 Address: 1699 south De Anza Permit No: 9080096 Inspection Correrage: ❑ Concrete ❑ Masonry ❑ Welding - Shop I] Continuous ❑ prestressed Concrete ❑ High Strength Bolting ❑ Welding - Field ❑ Periodic 0 Reinforcing Steel ❑ Epoxy Bolts/Dowels ❑ Describe inspections made, including locations: Requested to Valero gas station at above address to perform reinforcement Inspection on roof top of car wash. Detail B/S3 shows #6 w/ 180 hook @ 10" OC And #4 @ 12 OC details 3&4 /S4 rebar appears to be per plan Rebar sticking out of slab needs cutting and rebar to be extended needs bars added To be confirmed in placement report Tests made: Items requiring correction, corrections of previously listed items, and previously listed uncorrected items: List changes to approved plans by architect or engineer: Comments: To the best of my knowledge, work inspected was in accordance with the the uniform huildino rode exceot as noted above. The Work Inspected O WAS ❑ WAS NOT In accordance with the approved documents (see above) department approved design NOV 2 3 2010 BY-- pecifications, and appli de workmanship provisions of r� /5 Signature of Special Inspector Chris Brown Print Name 5032349 Certification # (This report to remain at Jobsite with the contractor for review by the building department's Inspector upon request.) Soil Investigation Report for Structural Modification & Future Car Wash Center 0 Cupertino, California 0 January 26, 2009 ► '' a 0 9 I. GEOTECHNICAL INVESTIGATION 1. Purposes and Scope The purpose of this soil investigation for the structural modification of an existing gas station building and future car wash center, behind of existing building area is to determine the suitability of the site soil conditions and then provide foundation design criteria and recommendations for the development of the site. The investigation included the following: a. Two test borings, sampling and classification of the foundation soils at the property to such depths as may be significantly influenced by the proposed construction. b. Review of the published geologic data pertaining to the site. c. Laboratory testing of the collected soils samples. d. Engineering analysis of the data and formulation of the conclusion and recommendations. e. Preparation of this report 2. Location and description of the site The proposed structural modification of the existing gas station and future car wash building is located on an existing site at 1699 South De Anza Blvd. in Cupertino, California. On the west side of the near intersection of Prospect Road and South De Anza Boulevard contains mostly developed commercial retail buildings. Vegetation consists of some shrubs and landscaped trees are sighted at the time of drilling. 3. Project description The proposed construction consists of a one-story building on the site as shown on the site plan. The structures may be supported on a conventional spread footing system and slab with thickening foundation is required. The earthwork on the site is mostly balanced of cut and fills with an exception on the top of few inches of organic soil after demolition of existing pavement or slab of the lot. 0 4. Subsurface Soil conditions The exploratory test boring was performed on January 20, 2009 at the site parcel. The approximate locations of test borings are shown on the Site Plan (Figure No.l in Appendix). The maximum drilling depth was 25 feet at the test -boring hole No.l and 12 feet at the test -boring hole No.2. The soil encountered was logged as the auger cuttings were retrieved at the site in accordance with the Unified Soil Classification System (ASTM D-2487). Then at randomly selected depths, soil samples were taken by means of 0 a 1.87 inch O.D. sampler vertically impacted by a 140 lb. hammer 30 inch free drop. The samples were sealed and returned to our soil laboratory for testing. Classifications made in the field were verified in the laboratory after examination and testing. The stratification of the soil at the project site consists of approximately 3.0-9.0 foot of brown Silty CLAY with some small gravel stratum overlaid on the top of densely cemented older alluvial deposit soil to the depth of exploration. With increasing depth of penetration, drilling became very difficult due to the stiffness. Logs of Test Borings appear in Appendix "A" as a final modified classification. 5. Liquefaction Evaluation Liquefaction is a phenomenon, which involves a liquid -like flow of cohesion less, loosely packed and saturated silts or sands. It occurs when saturated sediments are subjected to prolonged shaking during an earthquake. The consequences of liquefaction may be a differential settlement, land sliding, and lateral spreading. Minor phenomena, such as development of sand boils may be associated with liquefaction. The liquefaction hazard potential of the project site soil we encountered, to the depth penetrated consist of well -graded dense and stiff, yet cohesive fine-grained soil and thick • layer with increasingly harder texture with depth. Therefore, it is our opinion that liquefaction at the site is a minimal potential hazard for the project. 6. Regional Geology & Seismicity The site is located in the eastern side of the Monte Bello Ridge and southern edge of the city of Cupertino. According to the published regional geologic mapping (complication by D.L Wagner, E.J. Bortugno, and R.D. McJunkin, published in 2001), the site consists of older alluvium (Qo) that can be seen on figure 4. Locally, the proposed development site is a region recognized as being one of the • most seismically active in the United States. The San Andreas Fault, which was responsible for the Great San Francisco Earthquake of 1906 and Loma Prieta Earthquake of 1989, pass through 7 km southwest to the subject property. Also, a tributary fault called the Monte Vista -Shannon Fault lies about 2.9 km southwest of the subject site. Across the bay the Hayward Fault lies about 18.4 Ian northeast of the site. No other active fault or unfavorable geologic evidence has been mapped at the immediate vicinity of the site. However, it is probable that the site will experience a moderate to severe earthquake in the lifetime of the structure. An empirical study by the USGS has determined that the site could be subjected to "very strong" ground motion on the above-mentioned faults. The very strong ground motion equivalent to an approximate intensity of VIII on the • Modified Intensity may be expected. 2 • • 0 0 0 7. CBC Earthquake Design Criteria The 2007 CBC Chapter 16, Section 1613A. Earthquake load requires site coefficient to be used for sites classified in D. Based on Figures 1613.5(3) and 1613.5(4) of the 2006 IBC, Tables 1613A.5.3(1), 1613A.5.3(2), 1613.5.6(1) and 1613.5.6(2) of the 2007 CBC and the data presented in this report, a summary of the earthquake design criteria for the use in the design of the proposed structure is as follows: Class Site = D Spectral Acceleration, Ss = 2.362 Site Coefficient, Fa = 1.0 Seismic Design Category = D Spectral Acceleration, S1= 0.829 Site Coefficient, F,, = 1.5 o1 Fara" as F,s Wn of &W Class and Spe`-9rai Am!Wabon •lfalies of Fa as a hsrmn of Srte Class and 0.2 sec Ma Spvtral A L -k abon Site Class Ssr-0.25 Ss -0.50 Sswo.75 Ss-1.OD ss> -1.25 A 10.8 0.8 ID.8 iO.B 0.0 C 1.2 ..2..2 D 1.6 11.4 E 12.5 - 1 F Va13es of F: ala Fumban of Sete Class acid 1.0 sec HCE Spectra{ 4c EL -ration Site CIM 51[=0.10 51-0.20 Si -0.30 51-OAG 51x.0.50 A 10.8 b.8 10.8 10.8 l 'a ! C 1.71.6 11.5 D 2,4 E r3.5 F a a a 3 { falate Silt Cue f laert - rSWtral s. ria o^s jll Ss. g Si. g i 2.362 0.629 Sat Site ClAss: - II Dscussim COO &3-Mts late DWated seg firs F:v 1t+e ooMtxra OiD ffoy aho be &,Wed Rkav a v. ra : 1.00 FY: 11.50 � OK II DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS 1. General Suitability of the Site Based on our field investigation, the site may be developed for the proposed structural modification of gas station building and future car wash structure, provided that the recommendations included in this report are carefully incorporated in the design consideration, project plan, and specifications. The site soils are capable of supporting • the proposed light frame single-family dwelling unit of rigidly designed structures without detrimental damages. Detailed soil and foundation recommendations are presented in the subsequent sections of this report. Without review and supervision by the Soil Engineer of the structural foundation plan, final grading plan, and field control work; this report is invalid. 2. Earthworks a. Site Preparation and Clearing • The site should be cleared of any existing building slab, pavement or any buried obstruction, debris, primary root systems of any trees and utility lines if any. Any depressions and loose soil zones should be carefully backfilled up to at least final grade with on-site inorganic soil compacted to the requirements given below under item "d" compaction. b. Grading i.) All grading requirements, in addition to those specifically described herein, must be performed in accordance with the applicable sections of the "Recommended Grading Specifications" which will hereafter be referred to as the specifications. • The specifications are presented in the Appendix and set forth the minimum standards necessary to satisfy the other requirements of this report. Without compliance to the specifications, the design criteria presented in this report are not valid. ii.) All existing foundation structural, debris, rubble and any contaminated or organic topsoil should be removed from all areas to receive fill or structures. The rubble should be disposed of before commencing the grading operation. Organic soil may be stockpiled for later use as landscape material. If any care should be then taken to ensure that root systems of trees are properly moved and that the resulting depressions and loose areas are adequately compacted in compliance with fill compaction standards. If any import fill materials are required, the Soil Engineer prior to transporting the material to the subject property must approve such material. iii.) Any irrigation line should be handled as outlined in Paragraph 7.1 of the specifications. The top few inches of contaminated soil shall be removed from areas to receive engineered fill or structural building area is stripped, the exposed 4 ground surface should be scarified to a minimum depth of 8 inches and compacted to not less than 90% relative compaction of requirements given below under "Item d Compaction." Special care is to be taken that the loose areas resulting from the removal of trees or underground structures are adequately compacted to the above relative compaction requirements. iv.) Any cut -and -fill slopes should have inclinations no steeper than 2:1 (horizontal to vertical). It is recommended that after the completion of the slope grading, erosion protection, as specified by the Landscape Architect, should be provided, i.e., track rolling and planting of the exposed surface of the slopes. It should be noted that a slope should not be left standing through a rainy season without the erosion control measures having been provided. c. Materials for fill All on-site soils are suitable except the top few inches of the contaminated material for use as fill material. The Soil Engineer should approve any import material before it is brought to the site and should meet requirements: i.) Have an R -Value not less than 25. ii.) Have a Plasticity Index not higher than 12. iii.) Not more than 15 % passing the No. 200 sieve. iv.) No rocks larger than 6 inches in maximum size. d. Compaction All structural fill placed at the site should be compacted at least 90% relative compction by mechanical means only as determined by ASTM Test Designation D1557-02. Fill should be placed in lifts not exceeding 8 inches in uncompacted thickness. The subgrade in pavement areas should be compacted to a minimum of 90%. A e. Trench Backfill (Inspection Required) All trench backfill should be performed under the observation of the Soil Engineer to assure proper compaction. Vertical trench excavations up to 5 feet deep should be capable of standing with minimal bracing for short construction periods. Attention is drawn to the State of California Safety Order dealing with "Excavation and Trenches." Unless concrete bedding is required around utility pipes, flee draining sand should be used as bedding. Sand bedding is defined as material placed in a trench up to 1 foot above the bedding. For the purpose of this section of the report, bedding should be placed so as to achieve an in- place density equivalent to at least 95% of the compaction test maximum based on ASTM Test D1557-02. No sand for proposed use as bedding may be jetted or ponded into place to aid in achieving the desired degree of relative compaction. Sand for proposed use as bedding should be tested in our laboratory to verify its suitability. On-site inorganic soil may be used as utility trench backfill. Special compaction of trench backfill will be necessary and adjacent to all structural fill, building foundations, concrete slabs and asphalt pavement. In these areas, backfill should be conditioned with water to produce soil moisture content 0 of about 3 percent above the optimum value and placed in horizontal layers not exceeding 8 inches thick (before compaction). Each layer should then be compacted to a density equivalent to at least 901/6 of the maximum dry density of the soil as determined by ASTM D1557-02. The top lift of the trench backfill under vehicle pavement should be compacted to at least 95% relative compaction. f. Construction Inspection All grading earthwork and sub -drain placement should be performed under the observation of the Soil Engineer to assure proper site preparation, selection of satisfactory materials, as well as placement and compaction of the fills. The Soil Engineer should be notified at least two working days prior to any earthworks in order to observe and to coordinate the work with grading contractor in the field. All earthworks should be performed in accordance with the recommendations presented in this report. Due to variations in soil conditions encountered during construction and to assure conformance with the plan specifications as originally contemplated, it is advised that the engineer intermittently review as required during the earthworks and foundation construction phase. 3. Foundation Based on the information obtained from our study, we recommend that the proposed structure may be supported on an inverse "T" shape of continuous strip and an isolated interior spread footings. If a foundation system other than is desired, this office should be called for supplemental recommendations. Such recommendations will be presented as an addendum to this report. All footings should be excavated into native competent soil. Our recommendations for footing depth and foundation design criteria are as shown in Table 1. • TABLE 1 FOUNDATION DESIGN CRITERIA FOR SPREAD FOOTING Item Criteria Width: Wall Footings (continuous) Minimum 18 inches Isolated interior Footings Minimum 24 inches Allowable Bearing Capacity 2,000 pounds per square foot (psf) Footing embedment depth is measured from the lowest adjacent grade to the bottom of the footing. The recommendations provided are designed for dead plus live loads. • These bearing pressures may be increased by one third for wind or seismic loads. All footings should be reinforced with top and bottom reinforcement to provide structural continuity and to permit of spanning of local irregularities. The project foundation engineer should design reinforcement of the footing. However, spread footing should be reinforced with minimum two-No.4 bars top and bottom. 40 4. Slab -on -grade Concrete Concrete slabs in the garage workshop should be constructed on compacted soil subgrades prepared as described in the section on site preparation, grading and compaction. To minimize expansion of subgrade, a minimum of 6 inches section of capillary break material covered with a membrane vapor barrier should be placed between the concrete slab and the compacted soil subgrade. It is also recommended that expansion joints not exceed 8 feet in each direction. The capillary break should be free draining clean gravel or rock, such as 3/8 -inch pea gravel or permeable aggregate complying with Caltrans standard specifications, Section 68 Class A, type B. The membrane vapor barrier should be at least 10 ml thick polyethylene or the equivalent. If a protective "cushion' is required, the membrane vapor barrier, we recommend that capillary break material be used instead of sand. Sand has the potential to discharge into the underlying capillary break material through any punctures in the membrane vapor barrier, leaving voids under the concrete slabs. Using capillary break material instead of sand as the membrane cushion will eliminate this potential problem. 5. Surface Drainage Surface drainage gradients should be planned to prevent ponding on pavement and to direct surface water away from building foundations, slab edges of pavements and toward suitable collection and discharge facilities. Slab drainage systems should be planned to direct rainwater away from structural foundations. Water seepage or spread of extensive root system into the soil subgrade of foundation, slab or pavements could cause differential movements and consequent distress in those structural elements. Landscaping should be planned with consideration for these potential problems. 6. Post -Report Geotechnical Services In addition to reviewing the geotechnical aspect of design and specifications prior to construction, LEE ENGINEERS Inc. should be commissioned to provide the following geotechnical services: a. Observe and advise during site preparation. b. Test and advise on proposed import fill (if needed), prior to delivery on site. c. Observe, test and advise during grading and placement of structural fill. d. Observe, test and advise during foundation and slab -on -grade construction. e. Test proposed capillary break material and advice on suitability, observes, and advises during laying on capillary break and vapor barriers for concrete floor slabs. f. Observe, test and advise during utility trench excavation and placement of bedding and backfill. 0 • • 7. LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report are based upon the assumption that the soil conditions do not deviate from those disclosed in the borings and from a reconnais- sance of the site. If any variations or undesirable conditions are encountered during the development of the site, LEE ENGINEERS Inc. should be notified so that supplemental recommendations may be given. 2 This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that information and recommendations contained herein are brought to the attention of the Architect and Engineer for the project and incorporated into the plans, and that the necessary steps are taken to see that the Contractor and Sub -contractors carry out such recommendation in the field. 8 Liles J' -W_ Drd 17 .`1 A. Field Investigation Site Plan (Figure 1) Logs of Test Borings (Figure No. 2 & 3) Geology Site Map (Figure 4) B. Laboratory Investigation Summary of Laboratory Test Results C. Recommended Grading Specifications D. Guide Specifications for Rock under Slab -on -Grade • J A. Field Investigation The field investigation was made on January 20, 2009 and included a visual inspection of the site and drilling of two exploratory borings at the approximate locations shown on Figure No. 1 "Site Plan showing Test Borings." The test borings were drilled to a maximum of 25 feet and 12.0 feet in depth. Drilling was performed by a truck mounted drilling rig for the car wash site and Minuteman with four (4) inch diameter continuous flight augers for indoor building foundation site. As the drilling proceeded, undisturbed core samples were obtained by means of a three (3) inch O.D. modified California Split tube sampler. The sampler was advanced into the in-situ soils at various depths under the impact of a 140 -pound hammer falling freely through a height of 30 inches. The number of blows required to advance the sampler a measured distance of 12 inches into the in-place soil was adjusted to reflect the Standard Penetration Resistance (N -Value). The samples were sealed and returned to our laboratory for testing. The stratification of the soils, description, location of undisturbed soil samples and penetration resistance values are shown on Figures No.2 and 3 "Logs of Test Borings." • • • to 0 • • • • J W. 9 MAQ. ... a °o ko m $ Pin \¢ SITE 1 � ` M•bP 4 s � t VICINITY MAP NTS PROSPECT ROAD LEGEND — APPROX. TEST BORING LOCATION LEE ENGINEERS SITE PLAN 1211 PARK AVENUE SUITE 112 TEL SHOWING BORING LOCATIONS FIGURE 1 1699 South De Anzo Blvd. SAN JOSE, CA 95126 408-293 3833 Cupertino, CA 95014 11 LOGGED BY ML DATE DRILLED 01/20/09 BORING DIAMETER 6" BORING NO. 1 + t 0Q m T �° o ° m E cw m cE Soil Description m o 2 o a Z, Misc. Lab Results v�16 U =�Fa CY �� U a- 4" 4" AC Paving Atterberg Limit Test 1 4" Base Rock LL: 35 P1:10 2 Brown Silty CLAY with 1-1 sand and gravel CL 33 120.8 14.7 3 4 5 6 7 1-2 39 113.9 18.6 8 9 : increased in Gravel 10 11 12 13 more gravel & less clay 14 15 16 Al 17 18 19 20 1-3 50+ 124.5 6.0 21 22 23 24 25—Boring Terminated 25'. No Groundwater Encountered. 0 LEE ENGINEERS FIGURE NO.2 12 • LOGGED BY ML DATE DRILLED W2&09 BORING DIAMETER 6" BORING NO.__2,__ o Z 0. o � m v E � c,.: o o m a aE Soil Description o 9 3 2 o d � Z Misc. Lab Results E mCi mmMCYc ov = U a 6" concrete slab 6' loose dirt 1 2 2-1 , Brown Silty CLAY with CL 28 116.5 16.7 sand and gravel 3 4 5 6- 2-2 38 116.7 19.4 7 8- Gravel increased 9 10- 012 12-- Boring Boring Terminated 12'. No Groundwater Encountered. LEE ENGINEERS 13 FIGURE NO.3 �ti'^� �►� -ice �^ - .a ` �wf _ •moi �-i 9� , AI...i •4� �1 � �ti'^� �►� -ice �^ - B. Laboratory Investigation The laboratory -testing program was directed towards providing sufficient information for determining the engineering characteristics of the site soil. Tests were done so that the recommendations outlined in this report could be formulated. In order to determine the consistency and moisture variation throughout the explored soil profile, to estimate the compressibility of the underlying soils, and to assess the degree of compaction of the soils, moisture content and dry density tests were performed on representative undisturbed soil samples. The strength parameters of the foundation soils were determined by field penetration resistance. The expansion characteristics of the near -surface soils were evaluated by means of Atterberg Limit Test. TABLE Summary of Laboratory Test Results Boring Depth Dry Moisture Atterberg Limit Tests Density Content Liquid Plasticity • No. (ft) (pcf) (%) Limit Index 1-1 2.0-3.5 120.8 14.7 35.0 10.0 1-2 7.0-8.5 113.9 18.6 1-3 20.0-21.5 124.5 6.0 2-1 1.5-3.0 116.5 16.7 2-2 6.0-7.5 116.7 19.4 • • 15 0 C. Recommended Grading Specifications 1.1 General Description 1.11 These specifications have been prepared for the grading and site improvements for the structural modification of an existing gas station and future car wash center located on 1699 S. De Anza Boulevard in Cupertino, California. Lee Engineers In., hereinafter described as the Soil Engineer, should be consulted prior to. any site work connected with site development to ensure compliance with these specifications. 1.12 The Soil Engineer should be notified at least two (2) working days prior to any site clearing or grading operation on the property in order to ensure proper stripping of surface contaminated material and to coordinate the work with the Grading Contractor in the field. 1.13 This item shall consist of all clearing and/or grubbing, preparation of land to be filled, filling of the land, spreading, compacting, control of fill, and all subsidiary work necessary to complete the grading of the filled areas to conform with the lines, grades and slopes shown on the approved plans. The Soil engineer is not responsible for determining line, grade, elevations that will be responsible for these items of work. 1.14 Contents of these specifications shall be integrated into the Soil Report of which they are a part, and therefore, shall not be used as a self-contained document. 2.1 Tests 2.11 The standard test used to define maximum densities of all compaction work shall be the ASTM Test Procedure D1557-02. All density shall be expressed as relative compaction, in terms of the maximum dry density obtained in the laboratory by the forgoing standard procedure. 3.1 Clearing, Grubbing and Preparing Areas to be Filled 3.11 All trees, roots, debris, vegetable matter and organic topsoil shall be removed from any area, which is to support a structure. The depth of organic topsoil to be removed will be determined in the field by the Soil Engineer, but in general will vary from two to four inches. 3.12 All soil deemed soft or unsuitable by the Soil Engineer shall be removed, such as soil around septic tanks, septic tank leach fields, old uncompacted fill, or saturated soil 3.13 All underground structures shall be removed from the site such as old foundations abandoned pipelines, and irrigation pipelines. 3.14 After the foundation for the structural pads and all areas to receive fill have been cleared, stripped and scarified, they shall be disked or bladed until they are uniform and free from large clods, moisture conditioned and compacted to a relative 16 0 compaction of not less than 90%. This includes all cut area, as well as area to be filled. 4.1 Materials 4.11 Materials existing on the site are suitable for use as compacted engineered fill after removal of all organic materials there from. 4.12 Should import material be required, it must be approved by Soil Engineer prior to its bring transported to the project, and must meet following requirements; 1. Plasticity Index 12 or less 2. R -Value 25 or greater 3. Free of all rocks with diameters greater than 6 inches 4. 15 % or less passing the No. 200 sieve 5.1 Placing, Spreading and Compacting 5.11 The fill materials shall be placed in layers which when compacted shall not exceed six inches in compacted thickness. Each layer shall be spread evenly, and shall be thoroughly blade -mixed during the spreading to ensure uniformity of material in each layer. 5.12 Compaction shall be sheepsfoot rollers, multiple pneumatic -tired rollers or other types of acceptable 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 material is within the specified moisture content range. The rolling of each layer shall be continuous over its entire area, and the roller shall make sufficient trips to ensure that the required density has been obtained. 5.13 After each layer has been placed, mixed and spread evenly, it shall be compacted to a relative compaction of no less than 90%. 5.14 The Soil Engineer in accordance with ASTM Test Procedure D1557-02. When sheepsfoot rollers are used for compaction the density test shall be taken in the compacted material below the surface disturbed by the roller. When these tests indicate that the density of any layer of fill or portion of thereof, shall be reworked until the required compaction has been obtained. 5.15 No soil shall be placed or compacted during period of rain, nor on ground, which is not drained of all free water. Soil, which has been soaked and wetted by rain or any other cause, shall not be compacted until completely drained, and until the moisture content is within the limits described or approved by the Soil Engineer. Prior approval by the Soil Engineer shall be obtained before continuing the grading 0 operations after any interruption in those operations because of the occurrence of any condition mentioned in this paragraph. 17 6.1 Trench Backfill 6.11 Trench backfill should be compacted to the same relative compaction as the fill. 6.12 Where any opening is made under or through the perimeter foundations for such items as utility lines and trenches, the openings must be released so that they are water -tight to prevent the possible entrance of outside irrigation or rain water into the underneath portion of the structures. The utility trenches extending under the • perimeter foundations and concrete slab -on -grade floors shall be back-filled with native soils and compacted to 90% relative compaction. 7.1 Subsurface Line Removal (if encountered in the field) 7.11 The methods of removal will be designated by the Soil Engineer in the field, and shall be dependent upon the depth and location of the line. 7.12 Remove the pipe, and fill and compact the soil in the trench according to the applicable portion of Section. 7.13 The pipe shall be crushed in the trench. The trench shall then be filled and compacted according to the applicable portions of Sections 5.1 and 6.1. 7.14 Cap the ends of the line with concrete to prevent entrance of water. The length of cap shall not be less than 5 feet. The concrete mix shall have a minimum shrinkage. 8.1 Unusual Conditions 8.11 In the event that any unusual conditions not covered by the special provisions are encountered during the grading operations, the Soil Engineer shall be immediately notified for directions. C • 18 0 D. GUIDE SPECIFICATIONS FOR ROCK UNDER SLAB -ON -GRADE 1.1 Definition 1.11 Graded gravel, crushed rock, or washed pea gravel with clean sand for use under interior concrete slab -on -grade shall consist of minimum thickness of mineral aggregate placed in accordance with these specifications and in conformity with the dimensions shown on the plans. The minimum thickness is specified in the accompanying structural plan. 2.1 Material 2.11 The mineral aggregate shall consist of broken stone, crushed or uncrushed gravel, clean sand, 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. Washed pea gravel shall consist totally of uncrushed gravel. 3.1 Grading 3.11 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 gradation: • Sieve size Percentage Passing Sieve 3�4" 100 No.4 20-30 No.8 2-4 No.200 0-2 4.1 Placing 4.11 Subgrade upon which baserock, combined concrete aggregate, or pea gravel is to be placed shall be prepared as required by the "Recommended Grading Specifications" section of this Soil Report. 'u 19 r� 08/27/2008 18:57 PAZ 408 777 3333 CUPERTINO Building Department CITY OF CUPERTINO 10300 TORRE AVENUE • CUPERTM, CA 95014-3255 TELEPHONE: (408) 777-3228 • FAX (408) 777-3333 SPECIAL. INSPECTION.AND TESTING AGREEMENT Project Name: _6 f PIVD kZl Of Date: Q0005/0024 Project Address: 16 L I S� �%/? %��f j/liGf Permit # 19 Zffig /v To permit applicants of projects requiring Special Inspection and/or Testing per CBC Section 1704: BEFORE A PERMIT CAN BE ISSUED: The Owner, General Contractor, Project Architect/)rngineer and Special Inspector shall acknowledge the required special inspections, testing and conditions. When determined by the Building Inspection Division, a pre -construction conference with the parties involved will be held to review the special inspection requirements and procedures. Special inspection and testing shall meet the minimum requirements of CBC 1704. The following conditions are also applicable: A . Contractor is responsible for notification to the Special Inspector or Agency regarding individual inspections for times listed on the attached Schedule and noted on the City approved plans. Adequate notice shall be provided so the Special Inspector has time to become familiar with the project and do a thorough job for all inspections. 2. Each Special Inspector shad submit his qualifications to the City and is subject to a personal interview'for pre -qualification. Special Inspectors shall display an approved identification badge when performing the function of a special inspector or upon request, and must have a valid ICBG Certification far the type of work being inspected. 3. Duties and Responsibilities of the Special Inspector are: A. Observe the work for conformance with the CITY APPROVED (stamped) design drawings and specifications and applicable workmanship provisions of the CBC. NOTE: Shop drawings may be used oqly as an aid to inspection. B. Bring non -conforming items to the immediate attention of the contractor and note in daily report (Ref. Item 4). If any such item is not resolved in a timely manner, or is about to be incorporated in the work, notify the Budding Inspection Division and the Project Engineer or Architect immediately by telephone at 408-777-3228, or in person. Revised 7/16/09 OCT 08/27/2009 16:67 FAX 408 777 3333 Special Inspection and Testing Agreement Q0006/0024 C. wish reports of tests and inspections directly to the Building Inspection Division, Engineer and Architect of record and others as designated. These reports are to include the following: ■ Describe inspections and test made with applicable locations • List all non -conforming items ■ Indicate how non -conforming items were resolved or indicate unresolved items as applicable • Itemize changes authorized by Architect, Engineer, and Building Inspection Division, if not Included in non-conformance items D. Insure that an adequate number of pre -qualified special inspection personnel are on the job, based on the intensity of activities, quality of work performed and the various operations occurring. E. Submit a FINAL LETTER OF COMPLETION to the Building Inspection Division stating that, to the best of his knowledge, all items requiring special inspection and testing were accomplished, approved and reported in conformance with the approved design drawings, specifications, approved change order and the applicable workmanship provisions of the CBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e. missed inspections, "periodic" -inspections performed when "oontinuous» inspections were required, etc.) shall be specially itmized in this report. F. FINAL LETTER OF COMPLETION shall be signed by the Licensed Registered Engineer of the Special Inspection Agency of record 4. Each Special Inspector shall complete and sign the Special Inection Record of each day's inspection and provide a daily handwritten report in a format acceptable to the Building Inspection Division (to remain at the job site with the contractor for review by the Building Department's Inspector). Content of the daily reports shall be per Item 3C above. S. Work requiring a special inspection, and the performance of a special inspection, shall be monitored by the City's building inspector. City approval is required prior to placement of concrete. General Contractor shall notify 408-777-3228, 24 hours in advance for each day special inspections will be conducted 6. Special inspections are to be performed on a CONTINUOUS BASIS. meaning that the SPECIAL INSPECTOR IS ON SITE IN THE GENERAL AREA AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION.. Periodic inspections may be approved by the Building Inspection Division and, if approved, shall be noted on the SPECIAL INSPECTION AND TESTING SCHEDULE. 7. Only the City approved Testing Agency of record shall sample, transport and test materials. 8. Only the City approved Special Inspection Agency of record shall provide spacial inspectors. Independent inspectors may be pre -approved by the Building Inspection Division per Item 2 above. 03/27/9000 0:07 FA; 403 777 3332 CUPEwrimo rr, Big I>qmrftmmt r31XO rCUPOMNO 1090010 8AVPWX - CUnRTJM,C'A9=44M TZmPROMt4M7zKM - FAxj (a* rj7Lm 110008/0054 11'0 QWm Of XOJQM XagWMX $poaial b Vec*n of fettg per Obooft 17 ofthe 20(17 CaUnnia SUMM9 fie► pWW Odmaaledp and To= to The Char FbRE A PERW CSNSO MUED: Thi Owner, orbit eve, as the advice ofto reapoa<ai'ble rsopa Bngtnem of .P►a+et*mt, ,bail complems sign and mftmit the aft*a arm SMWUVW Taft Md kspeoiiom SOUdub-10 ft Bad mat ft envie w orad Vpwvffi. 7be aWM and hia 800MV1 9 1 ft DWr, wheao SPPH=N% dal also avcoatvletlge do ibllowiS Omftoets to 3pedal xoepeedou =wor tom. 1. Oo�iraetot is nspar�rle 1Det proper n�iSc;atiaiai Zo tbne ldspeotiu� or'"festiog �Oi''� iteral li,+t�ed. 2. Qdy the testing IdmM o 7 dVA tsioe atmotiies and Urasrepntt tbeeo m &,dir lobar fty. 3. Copies of mg labwdMrqxrft and lcpecCi m onto be no dbtedVto doe Chy ty to Taft 4.' bqxxOm tgm2q ID suh* aataes and gnaif "boas of an-sW special mspaoEoes to the S. AfI inepeetlom Omems andlax ptabkms ftw mdesod aceto be b mv*g to his altendoa 6. SPO" iuspaotM MY baregttiscd, W a MW==, m POVide to tbb dude Ofau i a d%*. 7. It is the rgpoVdb ft of 00 0oin0200 is review Chy appraVed p1m for add}8aae1 kmPec dm or bestingrngWse Mat may be toted. S. BmvRB AN o=mANcy pmwr CAN BE a13rmv ibre mwp mau agemay shad snbmid a swcmemd that all items reclCdt* wswS and iaspeot m boro beta A1]od and reported. Those itam not timed mdke 8b1tll be noted m this sMamm . CWYVf stabameat is to bo meiadeined at &e job sits Sr CL s DWMMS k sQecWs review p &W to 61W hwpftf=L ■ .1T ..Aw.T�c 1.. Gary Plree Cheotc eoata= & t3 +a R"bad 7/109 06/27/2059 19357 PAZ 405 797 AM 110007/0024 p. BMPS AN OCCUPANCY PS KMa CAN BB ]SSM. Tho %=W hapeftr or Amy shall s*n* a FINAL S.L"rTSS'. OF CObVLB TMN. Dix ism 3B above, fto* W fke sRUft �petxio�q Dives. 10. Copy of PwAL lNBPECTION AND Y•ESX' ,m saez= SP>4CIAL AdSPFC'x' m AND 72=40 AC+REBtu M, SPWAL INSPEMON R =D. and SPECIAL lAYS bWnON DAIL'YRRMT, SHAM IM AT VM =. 3 osaveoo8 mris VAX 4p8 797 3M Cups riNO 8ttld*g'De parbmastt Crnorcups nro IOWTOlY.H A`1M= • CUVMM&, CJ1950 4! 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Sept 2, 2009 Building Department Cupertino, CA Ref: 1699 De Anza Blvd No 0908-0096 We have review the load of the Ryko car wash equipment Model "SOFTGLOSS MARX" for the application being used mounted on the slab and per the manufacture recommendations. The following have been verified: 1. The wash equipment "SOFTGLOSS MAXX' weight is 3,500 lbs vertical being distribute 1,750 lbs each side 2. The bolted Track of the "SOFTGLOSS MAXX' is resisted by the slab at grade 3. The slab at grade is adequate to resist the vertical and ®b loads are minimal - Q�q ANTOINE - CO SAMBA 3854 xp. 3/31 /20� Sincerely, t/CTU� 9TFOF- TSA Structural Engineers, Inc. Tony Samra, SE 433 Airport Blvd., Suite 106E Burlingame, California 94010 T 650-620-9555 F 650-620-9559 www.tsase.com m m C �-JvI pFFSS/p�ql ANTOINE F2 CO SAMRrn A Z LU SE 3854 PC Exp. 3/31/2011 SMP ,N .e V) Z", z • z w ENGINEERS October 7, 2010 City of Cupertino Att: Building Official SUBJECT: Valero Food Mart Carwash 1699 S. Deanza Blvd. Cupertino, CA Letter of Building Setback Certificate This letter is to confirm in writing that SMP ENGINEERS, Civil Engineers and Surveyors, has field checked the building foundation footprint setbacks at the above mentioned address. The building footprint has been placed within the setback lines, in accordance with the approved plans. If you have any questions regarding this matter, please contact me at your convenience. Sincerely, J Saeid Razavi, RCE R.C.E. 52724 1534 Carob Lane Los Altos California, 94024 650.941.0055 P 650.941.0755 f www.smoenoineers.com r No.52724'°- ,x. t plZ/.3 I/l CA . E 1�117.ti LEE ENGINEERS, INC. IF1211 Park Avenue, Suite 112 San Jose, CA 95126 Tel./Fax: (408) 293-3833 Mobile: (408) 205-9091 e -add: leeengineers ssbcglobal.net October 8, 2010 Mr. Adam Sandhu 1699 South De Anza Blvd. ���� Cupertino, CA 95014 r RE: Release of Engineer of Record @ 1699 South De Anza Blvd. Cupertino, CA 95014 To Whom It May Concern: Please be advised that I, Mun K Lee, (RCE # 25881) release Engineer of Record in the City of Cupertino for the geotechnical engineering project located at 1699 South De Anza Blvd. Cupertino, CA 95014. Should you have any questions, please contact our office at your convenience. Sincerely, Mun KYu Lee ` RCE # 25881 �EESS10A_1-,'4 c No. C 25881 r x'31/zcNl OF C a 40,41-1545ALLIANCE ENVIRONMENTAL AND SOIL ENGINEERING u File No. 10-899-S2 October 12, 2010 Valero Food Mart Carwash Addition 1699 So. De Anza Boulevard Cupertino, CA 95014 Attention: Mr. Adam Sandhu Subject: Proposed Carwash Addition APN (366-10-120) 1699 So. De Anza Boulevard Cupertino, California Foundation Inspection Gentlemen: RIF—i,�T� OCT 12 2010 Pursuant to the request of Mr. Masoud Ezat with MS Construction (your general contractor), we have provided foundation inspection services for the proposed Carwash Addition (APN 366-10120) located at 1699 South De Anza Boulevard in Cupertino, California. Our inspection was performed on 10/6/2010. Our inspection revealed that the depth and the width of the subject foundation were in accordance with approved foundation plan and details prepared by the office of TSA Structural Engineers (Project No. 08-2002, detail sheet S3, dated 05/20/2010). The depth of the subject foundation was in accordance with minimum recommended depth set forth in soil and foundation investigation report, prepared by the office of Lee Engineers, Inc. dated January 26, 2009. At the time of our inspection the foundation trenches were dry, clean at the bottom, free of loose material, founded in compacted competent native soil and ready to receive further improvement/concrete placement. Our firm has been retained to provide inspection services during site grading, foundation excavation operation and construction phase of the subject project. We will submit all necessary inspection and observation reports during construction of the proposed project. No load analyses were performed by our firm for the subject project. 1400 Coleman Avenue, Suite C16 -F Santa Clara, CA 95050 Tel. (408) 970-8685 File No. 10-899-S2 We are pleased to be of service to you in this matter. If you have any questions or require additional information, please do not hesitate to contact our office at your convenience. Sincerely; lnce Env. a ng. ohsen Mandavi; Lawrence Project Engineer urSS/p/. rt F Lu: - 3: C 34928 a' CIV L AES Eng. /V5 moi 04404545ALLIANCE ENVIROI&NTAr ND SOILPVGINEE ING File No. 10-899-S2 October 6, 2010 Valero Food Mart Carwash Addition 1699 So. De Anza Boulevard Cupertino, CA 95014 Attention: Mr. Adam Sandhu Subject: Proposed Carwash Addition APN (366-10-120) 1699 So. De Anza Boulevard Cupertino, California Foundation Inspection Gentlemen: 0 90,?dC)I& Pursuant to the request of Mr. Masoud Ezat with MS Construction (your general contractor), we have provided foundation inspection services for the proposed Carwash Addition (APN 366-10120) located at 1699 South De Anza Boulevard in Cupertino, California. Our inspection was performed on 10/6/2010. Our inspection revealed that the depth and the width of the subject foundation were in accordance with approved foundation plan and details prepared by the office of TSA Structural Engineers (Project No. 08-2002, detail sheet S3, dated 05/20/2010). The depth of the subject foundation was in accordance with minimum recommended depth set forth in soil and foundation investigation report, prepared by the office of Lee engineers, Inc. dated January 26, 2009. At the time of our inspection the foundation trenches were dry, clean at the bottom, free of loose material and ready to receive further improvement. Our services were limited to the foundation inspections only. No recommendations and/or load analysis were performed by our firm for the subject project. 1400 Coleman Avenue, Suite C 16-F Santa Clara, CA 95050 Tel. (408) 970-8685 File No. 10-899-52 We are pleased to be of service to you in this matter. If you have any questions or require additional information, please do not hesitate to contact our office at your convenience. Sincerely; (7 i ce Env. a it Eng. 1 JaD Mohsen Mandavi; Project Engineer 0410/ Lawrence Lawrence C 34928 ®: rn 9�F OF CA1.�F� 2 AES Eng. Doc#: 21525636 CONFORMED COPY: This &cUrA flt% 2/06/2012 11:47 AM not beencompared with the original. ver. is 7/26/11 SANTA CLARA COUNTY CLERK -RECORDER RECIPROCAL EASEMENT AGREEMENT Z This RECIPROCAL EASEMENTAGREEMENT (this AGREEMENT) is dated i 203,�e for reference purposes and is made and entered by and between: Atamparkash Signh Sandhu and Harjit Kaur Sandhu, husband and wife asjoint tenants La Barbera Philip/ La Barbera Barbara C The parties hereto are referred to herein individually as "Owner" and collectively as "Owners." RECITALS A. Atamparkash Singh Sandhu and Harjit Kaur Sandhu are the owner of that certain parcel of real property located in the City of Cupertino, County of Santa Clara, State of California, commonly known as 1699 S. De Anza Blvd., described more particularly Assessor's Parcel NO, 366-10-120. B. La Barbera Philip / La Barbera Barbara C is the owner of that certain parcel of real property located in the City of Cupertino, County of Santa Clara, State of California, commonly known as 1655 S. De Anza Blvd., described more particularly in Assessor's Parcel NO. 366-10-061. NOW, THEREFORE, In consideration of the mutual promises contained herein, and other valuable consideration, the sufficiency of which is hereby acknowledged, and to comply with the City of Cupertino requirements, the Owners agree as follows: AGREEMENT 1. Grant of easements. Each Owner hereby grants to the other Owners, upon and subject to the terms and conditions set forth in this agreement, a perpetual easement on, over and across that portion of the granting Owners parcel described as "Reciprocal Access Easement" on the diagram attached hereto as "Exhibit B" for the purpose of pedestrian and passenger vehicular Ingress and egress to and from the non -granting Owners's parcels. Excepting therefrom, the building area in Assessor's Parcel NO. 366-10-120 and 366-10-061, as shown on "Exhibit B." 2. Scope of easements. The easements granted are restricted to the purpose of ingress and egress of passenger vehicles, but not delivery trucks, are non-exclusive and are appurtenant to the Parcels *2 aP4�. Further: a. The easements shall be established and used so as not to interfere unreasonably with the use and enjoyment of serviant properties and the agents, employees, contractors, representatives, tenants, subtenants, occupants, invitees and guests of those properties Ver. 1: 7/26/11 delayed, (b) the Owner desiring to redevelop pays all costs of such relocation and, (c) the new Easement Area satisfies the City of Cupertino's requirements that each of the parcels has non- exclusive access on, over and across the other parcels. 8. Maintenance and Damage. a. Maintenance. The Owner of each parcel shall have the right and obligation to maintain the Easement Area and the associated improvements on that Owner's parcel in good condition and repair at all times. b. Re air. In the event of damage to the Easement Area, including without limitation any damage to the roadway or any supporting structures, caused by a grantee Owner, its agents, employees, contractors, representatives, tenants, subtenants, occupants, invitees and guests, that grantee Owner(s) shall have mutual responsibility to an agreed upon cost for repair. At the discretion of the grantor Owner, the grantor Owner may either direct the grantee Owner to conduct the repair or conduct the repair itself and obtain full reimbursement from the grantee Owner. If the grantee Owner is directed to complete the repairs, the grantee Owner shall commence and complete the repair according to a reasonable schedule set by the grantor Owner. If the grantor Owner conducts the repair itself, the grantee Owner shall deposit with the grantor Owner the cost of the repair within fifteen (15) days after receipt of a written request. 9. Insurance and Indemnity a. Indemnity. Each grantee Owner hereby agrees to indemnify, defend and hold harmless the grantor Owner, its affiliates and their respective directors, officers and employees from and against any and all claims, suits. expenses, or damages, including without limitation any personal injury or property damages, or other liabilities, including without limitation reasonable attorney fees or costs of suit, arising out of, or related to a breach of this Agreement by grantee Owner or arising out of or in connection with grantee Owner's use of the Easement Area, including without limitation grantee Owner's employees, guests or agents. This section shall survive the termination of this Agreement. b. Insurance. Each grantee Owner shall purchase, obtain, and maintain the following types of insurance a blanket policy or policies of comprehensive public liability and property damage insurance. The insurer shall be admitted to write insurance in the State of California and shall have a Financial Strength Rating of A and a Financial Size Category of IX or better in the most current issue of "Best's Insurance Guide." The policy shall insure against any liability incident to the ownership and use of the Easement Area and each policy shall name the grantor Owner as an additional insured. The limits of such insurance shall be not less than one million dollars ($1,000,000) covering all claims for Ver. 1: 7/26/11 Atamparkash Signh Sandhu and Harjit Kaur Sandhu 1699 S. De Anza Blvd., Cupertino CA 95014 La Barbera Philip P / La Barbera Barbara C 720 Seacliff Dr., Aptos CA 95003-3575 16. Entire Agreement. This Agreement together with the exhibits referred to .herein set forth the entire agreement and understanding between the parties concerning the subject of their agreement. No subsequent alteration, amendment, change or addition to this agreement shall be binding upon the Owners unless in writing and duly signed by the Owners. The rights and obligations of the respective parties regarding initial construction are set out in a separate document titled Construction License Agreement. 17. Accessory Agreement and Documents. The Owners shall execute all such agreements, instruments and documents as shall be necessary to give effect to the present Agreement or to facilitate its application and execution. 18. Counterparts. This Agreement may be executed in one or more counterparts, each of which shall be deemed original and such counterparts together shall constitute one and the same instrument. 19. Traffic Calming Devices. Throughout the Easement term, the owner of Parcel 2 shall maintain in good condition and repair, the following traffic calming devices: a. Speed Limit Signs. At or near the common boundary line between Parcel 1 and Parcel 2, in a location visible from an automobile traveling North-South, a speed limit reflecting a 5 mile per hour speed limit; b. In the Easement Area on Parcel 2, adjacent to the common boundary line between Parcel 1 and Parcel 2, a speed bump to reduce driver speed continuing across Parcel 1. IN WITNESS WHEREOF, the parties have executed as of the dates indicated. f iz Date/Atamparkash Signh Sandhu and Harjit 44 Sandhu 1699 S. De Anza Blvd., Cupertino CA,9 014 Date La Barbera Philip P / La Barbera arbara C n ,.LUQ/✓ 720 Seacliff Dr., Aptos CA 95003{ ,/ ""tp/q- 5 RECIPROCAL ACCESS EASEMENT La Barbera Philip / La Barbera Barbara C (NAME OF GRANTOR) SUBJECT PROPERTY: 1655 S. DeAnza Blvd. Cupertino CA 95014 EXHIBIT B Being a portion of the lands as described in that certain deed of trust filed for record in the Office of the County Recorder of Santa Clara County, California, in Document No. 20023765 and more particular described as follows: LOT 11, as shown upon that certain Map entitled, "TRACT NO. 124 SUBDIVISION OF THE YAN DINE TRACT", which Map was filed for record in the office of the Recorder of the County of Santa Clara, State of California, on January 2, 1940 in Book 4 of Maps, at pages 24 and 25. EXCEPTING THEREFROM so much thereof described as follows: BEGINNING at a point in the `centerline of Saratoga -Sunnyvale Road at the most Northeasterly corner of Lot 11, as said Road and Lot are shown upon that certain Map entitled, "TRACT NO. 124 SUBDIVISION OF THE VAN DINE TRACT', which Map was filed for record in the office of the County Recorder, Santa Clara County, California on January 2, 1940 in Book 4 of Maps, at page 24 & 25; thence Westerly along the Northerly line of said Lot 11, at right angles, 47.00feet to the most Northwesterly corner of that certain 0.093 acre parcel of land conveyed by Deed from Erwin Winterhalder, et ux, to the County of Santa Clara said Deed dated October 24, 1961 was filed for record January 19, 1962 in Book 5437 of Official Records, at page 206, Records of Santa Clara County, said Northwesterly corner being the TRUE POINT OF BEGINNING; thence in a Southerly direction along the Westerly line of said 0.093 acre parcel of land a distance of 150.00 feet to a point in the Southerly line of Lot l land the most Southwesterly corner of said 0.093 acre parcel of land; thence in a Westerly direction along said Southerly line of said Lot 11, a distance of 13.00 feet to a point in a line that is parallel with and distance 60.00 feet. Measured at right angles, Westerly from said centerline of said Saratoga -Sunnyvale Road; thence in a Northerly direction along said parallel line a distance of 150.00 feet to a point in said Northerly line of said Lot 11; thence in an Easterly direction along said Northerly line a distance of 13.00 feet to the TRUE POINT OF BEGINNING, as granted in the Deed from Ray L. Carpenter to the City of San Jose, a municipal corporation of the State of California, dated February 19, 1963, recorded March 15, 1963 in Book 5982 Official Records, page 651. EXCEPTING THEREFROM EXCLUDING BUILDING AREA as shown on "EXHIBIT B -PLAT MAP" (attached). Description prepared January 4, 2011. END OF DESCRIPTION CHECKED FOR ACCUARY ABD COMPLIANCE WITH CITY REQUIREMENTS NAME OF CIVIL"ENGINEER OR LAND SURVEYOR gc->z -7-SBR/ I— 4-- zolZ (RCE or LS Number) Date QVOFESS/pN KYU 9! C-13 �vN AFF Fye C -13L.0 m No. C 25881 0 1� ��• I T�i//mss - � f Civil- OF IVILOF r, ALIS RECIPROCAL ACCESS EASEMENT Atamparkash Singh Sandhu & Harjit Kaur Sandhu, husband & wife as joint tenants (NAME OF GRANTOR) SUBJECT PROPERTY: 1699 S. DeAnza Blvd. Cupertino CA 95014 EXHIBIT B Being a portion of the lands as described in that certain deed of trust filed for record in the Office of the County Recorder of Santa Clara County, California, in Document No. 20023765 and more particular described as follows: BEGINNING AT A POINT being the point of intersection of the center line of the Saratoga -Sunnyvale Road with. the Northerly line of Lot 12 as said Road and Lot are shown upon that certain map entitled Tract No. 124, Subdivision of the Van Dine Tract, filed for record in the office of the Recorder of the County of Santa Clara, State of California on January 2, 1940 in Book 4 of Maps, pages 24 & 25, thence from said point along said centerline SOUTH, a distance of 179.46' to the centerline of Prospect Road as shown upon said Map, thence along the centerline of said Prospect Road, S 87°30'00" W, a distance of 204.20', thence leaving said centerline of Prospect Road, NORTH, a distance of 45.04', thence along the northerly line of said Prospect Road, N 87°30'00" E, a distance of 110.63'; to the point of curvature of a tangent curve to the northwest having a radius of 35.00' a central angle of 87°30'00" and a cord of -48.50' bearing N 43°45'00" E; thence along westerly line of said Saratoga -Sunnyvale Road N 00°00'00" W, a distance of 103.53' to the southeast corner of Lot 11 as said Road and Lot are shown upon that certain map entitled Tract No. 124 Subdivision of the Van Dine Tract, field for record in the Office -of Recorder of County of Santa Clara, State of California on January 2, 1940 in Book 4 of Maps pages 24 & 25, thence leaving westerly line of said Sunnyvale Saratoga Road S 00°00'00" E a distance of 143.33' to the TRUE POINT OF BEGINNING and terminates. EXCEPTING THEREFROM so much thereof existing building area as shown in "EXHIBIT B -PLAT MAP" (attached). Description prepared January 4, 2011. END OF DESCRIPTION CHECKED FOR ACCUARY ABD COMPLIANCE WITH CITY REQUIREMENTS NAME OF CIVIL E GINEER OR LAND SURVEYOR (RCE or LS Number) Date Q$pFESSlp4,q Qc<O Jr1 KYU <F �c�y No. C 25881 7O \� ciw�- qT QF CAL1FO