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HomeMy WebLinkAbout1903 WRIGHT PL; ; CB971265; Permit01-K 0420317 BUILDING PERMIT Permit No: CB971265 0/11/'98 11:01 Project No: A9701645 Page 1 of 1 Development No: Job Address: 1903 WRIGHT PL Suite: Permit Type: INDUSTRIAL BUILDING Parcel No: Lot#: Valuation: 2,358,720 Construction Type: Vi Occupancy Group: Ref erehce#: Status: ISSUED Description: SHELL TILT UP 52000 SF Applied: 05/16/97 Apr/Issue: 01/15/98 Entered By: JM Appl/Ownr : ZEGARSKI, LEN 619 453-1200 4350 LA JOLLA SUITE 130 0988 09/11/98 0001 01 02 SAN DIEGO, CA 92122 C-PRMT 14400-00 *** Fees Required *** ilected & Credits ; C77 Adjustments: .MO T. -t %. J LA C -idits: / // Total Fees. 113,977.00 Total Pay men' . '1 / (\ Baan\Due.: I \ / i-.> •"x \. Fee description Units Fe -,Unit Building Permit Plan Check / Strong Motion Fee Enter "Y" to Aut 0 calc f &))F . Enter Traffic ImpactFe I 010 Pass-Thru Fees(Y/N) r Waived Enter Park Fee(Zone 5,i3,16)\ \ -l2•.3600..00fr'J Enter #Units& Code-Prtable Water1>'.\LJ1 / Enter #Units & Code -Reciaim_Waterj> 1 / Is t INCORPORATED Enter Y for Plumbing S, Enter 1952 Each Plumbing Fixture or\Tap' >-J1--48 ç\\ 7.90 Each Building Sewer >,- (1' \)15.'OO Each Roof Drain /7.00 Each Install/Repair Water Line U \-.J 1 .....-' 7.00 Each Water Heater and/or Vent Gas Piping System > 1 Each Vacuum Breaker > 3 Enter 5 Y' for Electric Issue Fee > Three Phase 480 Per AMP > 600 Enter 'Y' for Mechanical Issue Fee> Each Exhaust Fan > 3 Each Boiler/Compressor to 15 HP > 2 .00 99,577.00 14,400.00 Ext fee Data --------------- 6258.00 4068.00 495.00 42929.00 Y 5720.00 Y 23600.00 05 15360.00 D2 14400.00 TB1.5 20.00 Y 336.00 15.00 56.00 7.00 7.00 7.00 21.00 10.00 1 600.00 15.00 1 19.50 33.00 7.00 7.00 7.00 1.00 6. 50 16.50 FIN INS1 ROYAL CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 V'fr (L120/(4 SEWER PERMIT 01/15/98 11:05 Permit No: SE970177 Page '1 of 1 Bldg PlanCk#: CB971265 Job Address: 1903 WRIGHT PL Suite: Permit Type: SEWER - OFFICE/WAREHOUSE Parcel No: Description: SHELL TILT UP 52000 SF Status: ISSUED Applied: 10/07/97 Apr/Issue: 01/15/98 Permitee: ZEGARSKI. LEN 619 453-1200 Expired: 4350 LA JOLLA SUITE 130 Prepared By: JM SAN DIEGO, CA 92122 k** Fees Required *** Fees Collected & Credits • Fees: 18,824.00 Adjustments: .00 Total Credits: .00 Total Fees: 18,824.00 Total Payments: .00 Balance D29 Fee description Units Fee/Unit cee --------------------------------------------------------------------------- Enter Warehouse Square Footage > 52000 10.40 Total EDUs 10.40 Sewer Fee 18824.00 Enter Sewer EDUs and Benefit Area > 10.40 00 * SEWER TOTAL .". / : 18824.00 / / wwwwwwom- FINAL APPPO'IAL INSP., CLEAHANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 Q_ 00 ~r PERMTF,APPUCATION City of Carlsbad Building Depertent 2075 Las Pats Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT TYPE From List I (see back) give code of Permit-Type: --------------------------------------------------------- For Residential Projects Only: From List 2 (see back) give Code of Structure-Type: Net Loss/Gain of Dwelling Units PROJECFJfHON PLAN CHECK NO. '4~5 EST. VAL PLAN cK 5055 05/16/97 0001 01 02 -PRT 3029 cc' FOR OFFICE USE ONLY //6HT Pt-4& Nerest Cross Street 3410,MAi ehAg, WArY LEUAL t)ESLKR'iiUN Wt No. suDaivlSion Name/Number Unit No. rnaSe NO. LOT .1/ 4 6kRL51514D NRP 7 6N1fl 7MT 'Va. /- 4 UAIO / CHECK BEWW if sU?FEu: 2 Energy Calc 'So cils Report I'Mdressed Envelope Calcs ASSESSOR'S PARCEL 2/a- 69/ /# EXISTING USE Vhe,4-NT LAMP PROPOSED USE C'P/C6 &LD6. DESCRIPTION OF WORK yp V - / ffA 60A)7I(./C7I0tJ WITH 5PRIN/'LP.$. SQ. FT. 5,00 # OF STORIES 3 # OF BEDROOMS NA # OF BATHROOMS /Ii4 3 (LJN IAUI PE1{SiN (it clillerent trom applicant) NAME (last name first) &ArR5,/ /j ADDRESS 450 MJLIL'M WUA PR. 41/7 /O crry ,4?V P/O STATE CA ZIP CODE 'A /la DAY TELEPHONE 4-53 •/2-Dc 453 '/9/3 P4)( 4. APPLJANT U CON FiAC1UR LI AGEN F FOR CON FHALTOH DOWNER AGENT FOR OWNER NAME (last name first), , OV)DRESS CITY , STATE ZIP CODE DAY TELEPHONE S. PROPERlY OWNER MMO PMZi1' A'T PR/5es IJbRESS 50576 /41/M10/47V1NA. / L'/7& *3.90*3.90NAME (last name first) MC CAWN A CITY I)VJ,8AD STATE CA ZIP CODE 9Oo DAY TELEPHONE t3 4i3 . :1&ct , 4)( 6. CDNTRACTOR NAME (last name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE LJC. # LICENSE CLASS CITY BUSINESS tiC. # DESIGNER NAME (last name Iirst)p , 7JJDRESS 43ç0 +-J'L.L,4 v//thee PR. 5W7'& /30 CITY f*'A/ fl/&O STATE C,4 ZIP CODE J22. DAY TELEPHONE 453 '/2o0 STATE tiC. # C - Workers' Compensation Declaration: I hereby attirm that I have a certiFicate o1 consent to self-insure issued by the Director 01 Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thareof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POLICY NO. EXPIRATION DATE Certificate of Exemption: I certify that in the pertormance of me work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. OWNER-BUILDER DECLARATION Owner-Uuilder L)eclarauon: .1 hereby affirm Fthat I am exempt from the Contractors License Law For the following reason: 0 I, 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 and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provideil that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). O 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereonrand contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to constru , alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500]). SIGNATURE . DATE COMPLETE THIS SECI1ON FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505(25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? YES (W"NO Is the applicant or future building occup required to obtain a permit from the air pollution control district or air quality management district? YES VNO Is the facility to be constructed within 1,9Qfeet of the outer boundary of a school site? O YES (VN IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR 15 MEETING THE REQIJEREMEWI'S OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CX)NThOL DISTRICT. ereoy attirm mat Were is a construction lencting agency for the pertormance ot the WorK tor which this permit is issued sec .SU9IW LiVii Lode LENDER'S NAME LENDER'S ADDRESS 10. APPLICANt CEWI1FICAt1UN I certify that I have read the application and state that the above inlormation is correct. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE 10 SAVE INDEMNIFY AND KEEP HARMLESS THE CM CI'lY OF CARlSBAD AGAINST ALL LIABfLI1TES, JUDGMEN'T'S, (X)STS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. 0511k An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Wilding Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by suc rmit is not within such permit is suspended s days from the date of such permit or if the building or work authorized by mmenced for a period of 180 days (Section 303(d) Uniform Building Code) APPUCAN1'S SIGNATUR DATE: 5, 16 477 icant PINK Finance 9' PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 FOR OFFICE. USE ONLY PLAN CHECK NO.771 EST. VAL. Plan Ck. Deposit•_____________________ Validated By_________________________ Date to' l3kk a_S Q0 Address (include Bldg/Se #) usiness Name (at tl Legal Description . Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use Description of Work SQ. FT. . #of Stories # of Bedrooms # of Bathrooms aaah r0i;ft" _Z6 EMIR S k - Name . . Address City . State/Zip Telephone # Fax # 27 ...-- 'ci Octractor D Name Address City State/Zip Telephone # EN 07 Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair. any struCtur, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law IChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars I$5001). Name Address . City State/Zip Telephone # State License # . License Class City Business License # Designer Name Address . City State/Zip Telephone State License # . WRKERSMSAf1QN Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company . Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to eeclire workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000). In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. SIGNATURE _. . DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, 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 and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon; and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). . o I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have not) signed an application for a building permit for the proposed work. I have contracted with the following person (fir to provide the proposed construction (include name / address / phone number / contractors license number): 4 Lø—gi1 1 L I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): I will provide some of the work, bu I have contracted (hirp1J) the following persons to provide the work indicated (include name / address / phone number / type of work): .,'_\ f'\ ,Il DATE Is the applicant or future buildiñgbccupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of i school site? O YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. . ffTJON I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS Liz — : I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit%' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT., OSHA: An OSHA permit is required for excavations over 5'0 deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building-or work authorized by such per s n mme within 36 ays from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time aft r the r is crm cad fo a iq,d of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE . DATE t/i ST/c WHITE: File YELLOW: Applicant PINK: Finance PROPERTY OWNER SIGNATURE vJ ; Th CITY OF CARLSBAD INSPECTION REQUEST PERNIT# CB971265 FOR 12//98 DESCRIPTION: SHELL TILT UP 52000 SF IL JOB ADDRESS: 1903 WRIGHT PL APPLICANT: ZEGARSKI, LEN PHONE: CONTRACTOR: PW9JF OWNER: REMARKS: C/JEFF/804-0117 SPECIAL INSTRUCT: INSPECTOR AREA TP PLANCK# CB971265 0CC GRP CONSTR. TYPE Vi STE: LOT: 619 453-1200 PHONE: INSPECTOR.________________________ TOTAL TIME: --RELATED PERMITS- PERMIT# TYPE STATUS SE970177 SWOW ISSUED AS980013 ASC ISSUED FAD98041 FADD ISSUED FAD98048 FADD ISSUED. FAD98049 FADD ISSUED CB972294 CTI ISSUED SE970179 SWOW ISSUED CB980752 RETAIN ISSUED FS980018 FIXSYS ISSUED CB981433 POOL ISSUED FAD98075 FADD ISSUED CD LVL DESCRIPTION 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ACT CGITIAENTS 'p Ae ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS 121098 Final Combo CO TP NOT COMP. WALK THRU 111398 Final Electrical - AP TP MTR RELEASE 111298 Final Electrical NS TP 111098 Final Electrical NR DH 110698 Final Combo CO TP 110598 Final Mechanical NR TP 110598 Final Combo NR TP 110298 Rough Electric PA TP MECH ENCL PNLS 110298 Rough/Ducts/Dampers NR TP MECH. ENCL 102998 Rough/Ducts/Dampers CO TP MECH INCL 102998 Rough Electric CO TP 102798 Frame/Steel/Bolting/Welding AP TP T-BAR CElL @ CORR 102798 Rough Electric AP TP CElL LITES @ CORR 102798 Rough/Ducts/Dampers AP TP DUCTS, DAMPERS @ CORR 102798 Frame/Steel/Bolting/Welding AP TP PIPE PENT. @ CORR 102698 Final Mechanical NR TP g CITY OF CARLSBAD INSPECTION REQUEST PERNIT# CB971265 FOR 12/15/98 DESCRIPTION: SHELL TILT UP 52000 SF TYPE: INDUST JOB ADDRESS: 1903 WRIGHT PL STE: INSPECTOR AREA TP PLANCK# CB971265 0CC GRP CONSTR. TYPE Vi LOT: INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP 101698 Ftg/Foundation/Piers AP TP 101698 Steel/Bond Beam AP TP 101698 Underground/Conduit-Wiring AP TP 101598 Ftg/Foundation/Piers CO TP 101598 Final Electrical CO TP 101598 Steel/Bond Beam CO TP 101498 Steel/Bond Beam CO TP 101498 Ftg/Foundation/Piers CO TP 101498 Underground/Conduit-Wiring CO TP 100698 Rough Electric AP TP 092598 Gas/Test/Repairs AP TP 090998 Grout AP TP 090398 Ftg/Foundation/Piers AP DH 090398 Walls AP DH 090398 Underground/Conduit-Wiring AP DH 083198 Rough Electric AP TP 083198 Underground/Conduit-Wiring AP TP 082498 Grout AP TP 082098 Underground/Under Floor CO TP 081998 Grout AP TP 081898 Footing AP TP 081798 Gas/Test/Repairs NS TP 081798 Sewer/Water-Service NS TP 081498 Underground/Under Floor AP TP 081498 Gas/Test/Repairs AP TP 081498 Rough/Ducts/Dampers AP TP 081498 Rough Electric AP TP 081498 Frame/Steel/Bolting/Welding AP TP 081398 Sewer/Water Service CA TP 081298 Footing AP TP 081098 Rough/Ducts/Dampers CO TP 081098 Frame/Steel/Bolting/Welding CO TP 081098 Rough Electric CO TP 081098 Underground/Under Floor AP TP 081098 Ftg/Foundation/Piers NR TP 080798 Frame/Steel/Bolting/Welding CO TP 080498 Exterior Lath/Drywall AP TP 080398 Frame/Steel/Bolting/Welding CO TP 072998 Rough Electric NR TP 072998 Exterior Lath/Drywall AP TP 072898 Rough Electric NR TP 072898 Interior Lath/Drywall CO TP 072898 Rough/Ducts/Dampers CO TP 072198 Exterior Lath/Drywall AP TP 071698 Rough/Topout AP TP 071498 Rough/Topout NR TP 071098 Exterior Lath/Drywall AP TP 070898 Rough Electric AP TP COMMENTS PARKLOT LITE BASES LITE BASES PARK LOT LITE BASES PARK LOT LITE BASES PARK LOT LITE BASES SUB PNLS, TRANS MECH YARD WALLS @ POOL & SPA AREA MECHANICAL PAD MAIN, SUB HOUSE PNLS, TRANS SITE LITES @ POOL MECH ENCL 2ND LIFT-MECH ENC 1ST LIFT MECH ENCL BBQ AREA WALL SEE 8/17 WATER IN BLDG TO MECH ENCL GAS IN TO POOL HARD LIDS (3 FLRS) HARD LIDS (3 FLRS) HARD LIDS (3 FLRS) NOT READY MECH ENCL & POOL AREA(ND REV) HARD LIDS HARD LIDS HARD LIDS @ MECH YARD STRK SIDE CLRN @ RESTRNS COMPLETE BLDG COMPLETE CElL LITES @ RESTRNS 1 HR CORR D.W. FIRE CAULK PENT N & W (PART) WALLS 1ST FLR E,S WALLS WALLS, STR CORR, RESTRNS WALL CITY OF CARLSBAD INSPECTION REQUEST PERNIT# CB971265 FOR 12/15/98 DESCRIPTION: SHELL TILT UP 52000 SF TYPE: INDUST JOB ADDRESS: 1903 WRIGHT PL STE: INSPECTOR AREA TP PLANCK# CB971265 0CC GRP CONSTR. TYPE Vi LOT: ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INS? 070898 Frame/Steel/Bolting/Welding AP TP 070798 Underground/Conduit-wiring AP TP 070298 Rough Electric PA TP 070298 Frame/Steel/Bolting/Welding PA TP 070198 Rough Electric PA TP 070198 Frame/Steel/Bolting/Welding A? TP 063098 Rough/Topout AP TP 062498 Rough Electric AP TP 061698 Frame/Steel/Bolting/Welding PA TP 061598 Underground/Conduit-Wiring AP TP 061298 Rough/Topout AP TP 061098 Frame/Steel/Bolting/Welding P1 TP 060898 Frame/Steel/Bolting/Welding P1 TP 060298 Frame/Steel/Bolting/Welding A? TP 060198 Frame/Steel/Bolting/Welding NS TP 052298 Roof/Reroof AP TP 042998 Grout AP TP 042398 Frame/Steel/Bolting/Welding AP TP 042298 Frame/Steel/Bolting/Welding NR TP 040798 Frame/Steel/Bolting/Welding AP TP 031198 Sewer/Water Service CO TP 030698 Ftg/Foundation/Piers A? TP 030298 Ftg/Foundation/Piers A? TP 021398 Ftg/Foundation/Piers AP TP 021398 Steel/Bond Beam AP TP 021398 Rough Electric AP TP 021398 Underground/Under Floor AP TP 021198 Sewer/Water Service AP TP. 020698 Ftg/Foundation/Piers CO TP 020698 Steel/Bond Beam CO TP 020398 Ftg/Foundation/Piers NR TP 020298 Ftg/Foundation/Piers A? TP 013098 Ftg/Foundation/Piers NR TP 012998 Underground/Conduit-Wiring P1 TP 012698 Underground/Conduit-Wiring AP TP 012398 Underground/Under Floor PA RB 012398 Underground/Conduit-Wiring PA RB 012298 Underground Combo NR RB 012198 Underground/Under Floor PA RB COMMENTS WALLS, STR CORR, RESTRNS WALL BLDG TO CHILER PAD INT WALLS INT WALLS EXT WALLS 2ND & 3RD FIR EXT SOFFIT LITES 3RD FIR 1 HR SHFT WALL TO 2 SIDE 4" CONDUIT RE-LOC @ MAIN RN ROOF DRAINS CONF RE 1 HR & INSUL 1 HR WALL CONF EXT FRN FOR WRAP POUR GROUT @ COLNNS FIR SHTING @ 2ND FIR 3RD FIR DECK SHTING ND WATER TEST SLAB G.B. @ LN 7-ND SI RPT CONT FTNS,G.B.,PIERS N-INC JL UFFER GRN (2) LAT TO EQUPT YARD TO BLDG NOT COMPLETE, CLRN RAIN PIERS @ C,F,H IN NOT COMPLETE CK @ FND/SLAB MAIN ELECT RN SEE APPROVED JOB PLANS SEE APPROVED JOB PLANS SEE APPROVED JOB PLANS L BUILDING INSPECTION DEPT: BUILDINGI"-EN--a-1--N-EERZ-.-,NG FIRE PLANNING CMWD ST LITE PLAN CHECK#: C DATE: 11/05/98 PERMIT#: CB971265 PERMIT TYPE: INDUST PROJECT NAME: SHELL TILT UP 52000 SF ADDRESS: 1903 WRIGHT PL CONTACT PERSON/PHONE#: C/804-0117 SEWER DIST: CA WATER DIST: CA -- INSPE T 0 /7 / DATE / BY: INSPECTED: L d(g4 APPROVED DISAPPROVED DATE BY:INSPECTED: 1? APPROVED INSPMD./ DISAPPROVED INSP DATE BY: L- INSPECTED: APPROVED -' DISAPPROVED - COMMENT,S' no FINA ILDING INSPECTION DEPT: BUILDING ENGINEER RE PLANNING CMWD ST LITE PLAN CHECK#: CB971265 DATE: 11/05/98 PERMIT#: CB971265 PERMIT TYPE: INDUST PROJECT NAME: SHELL TILT UP 52000 SF (r• ADDRESS: 1903 WRIGHT PL CONTACT PERSON/PHONE#: C/804-0117 G 1998 SEWER DIST: CA WATER DIST: CA - INSPECTED DATE BY: .'7,i. cAh,42 INSPECTED: lllqlqY APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNI : CMWD ST LITE PLAN CHECK#: CB971265 DATE: 11/05/98 PERMIT#: CB971265 PERMIT TYPE: INDUST PROJECT NAME: SHELL TILT UP 52000 SF ADDRESS: 1903 WRIGHT PL ccc-,", CONTACT PERSON/PHONE#: C/804-0117 SEWER DIST: CA WATER DIST: CA INSPECTED DATE BY: OT2 INSPECTED: (I2*4II APPROVED ' DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING' FIRE PLANNING /CMWD ST LITE 1 .1 .' PLAN CHECK#: CB971265 PERMIT#: CB971265 PROJECT NAME: SHELL TILT UP 52000 SF ADDRESS: 1903 WRIGHT PL CONTACT PERSON/PHONE#: C/804-0117 SEWER DIST: CA WATER DIST: CA INSPECTED- E BY: NS ED: O~ZAPPROVED AL---~DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED - COMMENTS: DATE: 11/05/98 PERMIT TYPE: INDUST FINAL BUILDING INSPECTION - DEPT:. BUILDING ENGINEERING FIRE PLANNING CNWD PLAN CHECK#: CB971265 DATE: 11/05/98 PERMIT#: CB971265 PERMIT TYPE: INDUST PROJECT NAME: SHELL TILT UP 52000 SF ADDRESS: 1903 WRIGHT PL (Z _Q CONTACT PERSON/PHONE#: C/804-0117 SEWER DIST: CA WATER DIST: CA INSPECTED DATE J BY: INSPECTED: /1//c) APPROVEDL--DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: ---- Carlsbad 97-1265 June 2, 1997 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 1903 Wright Place PLAN CHECK NUMBER: 97-1265 OWNER'S NAME: Newport National Corporation I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project locate at the site listAd above. UBC Section 106.3.5. Q~_Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed 1. List Seal Su o NJ o.3435 O Exp. 9-30-99 117 OF Soils Compliance Prior to Foundation Inspection I Field Welding ,E1 Structural Concrete Over 2500 PSI 1 High Strength Bolting liii Prestressed Concrete LII Expansion/Epoxy Anchors Structural Masonry El Sprayed-On Fireproofing El Designer Specified j Other Structural Welding fQr special moment resisting rrame. steeu 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: Wyman Testing Laboratories Geocon, Inc. 3. Duties of the special inspectors for the work listed above: Observe the work assigned for conformance with the approved design drawings and specifications. Furnish inspection reports to the building official, the engineer or Architect of record and other designated persons. Submit a final signed report signed by a registered professional Engineer. (Also refer to special inspection notes oh S-i). Special inspectors shall check in with the city and present their credentials for approval prior to beginning work on the job site. - SIP 4997 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST 14 FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: 5i \40F'WAiDATE 2.7-47 PROJECT ID Pt P -° 4 GRADING PERMIT NO LOTS REQUESTED FOR RELEASE:_________ N/A = NOT APPLICABLE P1tL C) -r PP b COMPLETE U = incompiet r• 2nd. i'v U-_ EXAM, or unacceptable Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter of request for partial release submitted 8W x 11" site plan showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of work certification of work done and pad elevations. Geologic engineers letter if unusual geologic or subsurface conditions exist. Project conditions of approval checked for conflicts Can water service be installed prior to bringing building combustibles on site. r1i Partial release of grading for the above stated lots is approved for the purpose of ' J building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: '! ~I' v lt7 $ icr lnsp ctor ,Z Date 12-2y47 Date Project Engineer Date .1 1I4I'Al\ 'I II •WI'lA I A4U4I'I:(I\J )I4M'4IAI(1%IlI' 1141.1 12739T55 310-08' . NEW LOT UNE t_.--- - — — — — — mmiw dim owe 4 MEW — — I ... -. 'S. I L'• 1c: PO Lo 14 1. t iv / 79, go I . S PARCEL i . PA 0 FOR BLD0 , D o III Ni I .- - . -- • 1 CAP END iE=1 OO20 I INSTALL PR/VA TE TYPE 0— 1 CA ICH \ Ii I •.• BASIN, TG= 195. QO, IE= 190.00 — — — L___- -------- — — — — — S.. NINTEMM A subsidiary of Sundt Corp 4000 Partial Gradin5P1an - Cornerstone Corp. Ref Sheet 3 of 6 of > Grading Plans For Cornerstone Corporate Center - Parcels A,B, & C Lot tine Adjustment Plat #504 Drawing Number 355-2A Dated: 11-13-97 NINTEMAN CONSTRUCTION COMPANY INC. • RO. BOX 80577 • SAN DIEGQ CA 92138 ci AREA ID BE RELEASE 198 N61 '39.55W 310.08' NEW LOT UNE 7. \ _-E L PERMIL w •'if . ADE %t OFFSf DATED 5 v 11 I - - •.-../* /1?(. / I' fi S. . .5- 1j PARCEL LQ127joI I I ;'?.; I t PAD FOR BLIDIS U \' I - •I.._u _____J.. I CAP END /1= 190. 20 INSTALL P91 VA TE TYPE 'G- 1 CA TCH \ I BASIN, 'rG= 191;. 00, IE= 190.00_ - - I & NINTEMM. A subsidiary of $Ufldt Corp 000, Partial Gradi.n5Plan - Cornerstone Corp. Ref Sheet 3 of 6 of: Grading Plans For Cornerstone Corporate Center - Parcels A,B, & C Lot Line Adjustment Plat #504 Drawing Number 355-2A Dated: 11-13-97 -.5 NINTErvIAN CONSTRUCTION COMPANY INC. • P.O. BOX 80577 • SAN DIEGO; CA 92138 'J'JSI) Testing Engineers — San Diego, Inc. ATLANnc cry Establl.h.d I RAHWAY ft FT. LAUDERDALE 7895 CONVOY CT., SUITE 18 (619) 715-5800 ORLANDO SAN DIEGO, CA 92111 FAX (619)715-5810 SAN DIEGO TORMS FINAL REPORT FOR - SPECIAL INSPECTION AND MATERIAL TESTING DATE: November 30, 1998 Job No. 97-281 TO: City of Carlsbad Development Department 2075 Las Palmas Drive Carlsbad, California 92009 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING PERMIT NO.: 97-1265/97-3440 PROJECT ADDRESS Cornerstone Corporate Center 1902/1903 Wright Place Carlsbad. California 92009 I declare under penalty of pel]uiy that, to the best of my knowledge, the work requiring special inspection, material sampling and testing, includin the off-site fabrication of building components for the structure/s constructed under the subject pennits is in conformance with the approved plans. the inspection and observation program and other construction documents, and the applicable workmanship provisions of the Uniform Building Code. Executed on this 4th day of November, 1998. The work which we provided consisted of Special Inspection of: Reinforced Concrete, Reinforced Masonry, Field Welding, Epoxy Dowels, and High Strength Bolts. Testing of Concrete. Grout & Mortar Specimens. If the inspection services were provided by an approved material testing laboratory or special inspection agency: TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: Testing Engineers - San Diego, Inc. ADDRESS: 7895 Convoy Court, Suite 18, San Diego, CA 92111 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: NAME (PRINT OR TYPE) Saliou Diallo —4 r. State of California Registration Number: C57041 Expiration Date: 12/31/99 If the inspection services were provided ban independent certified special inspector: SPECIAL INSPECTOR'S NAME (PRINT OR TYPE): REGISTRATION NUMBER: EXPIRATION DATE: Of ESS,0s., LAJ C= No. C OM540071 SIGNATURE: OVER 50 YEARS OF QUALITY SERVICE Si cerely, George ultar GNR Engineering, Inc. y.G. Suç\ 2 i? P10.3435 ) Exp. 9-30.99 GNR ENGINEERING, INC. STRUCTURAL ENGINEERS 990 HIGHLAND DRIVE, SUITE 206 SOLANA BEACH, CA 92075 TEL(619)794-9630 FAX(619)794-9615 November 05, 1998 Brian Paul and Associates 4350 La Jolla Village DR., #130 San Diego, CA 92122 ATTN:Mr. Chuck Bush RE: Cornerstone Corporate Center - Building "C' 1903 Wright Place Carlsbad, CA 92009 Dear Chuck: PROJECT NO: 97.0105.03 On the subject project the structural observation/site visits have been made, and to the best of my knowledge, all deficiencies have been corrected. Should you have any questions, please feel free to call me. Bergelectric Corp. Contractors & Engineers November 19, 1998 City of Carlsbad Carlsbad, California 92008 SUBJECT: ELECTRICAL SWITCHGEAR INSTALLATION CORNERSTONE CORPORATE CENTER, CARLSBAD, CA To Whom It May Concern: Please be advised, the electrical switchgear at Buildings "C" and "D", 1902- and 1903 Wright Place, Carlsbad, California, were assembled according to manufacturers specifications including torqueing of all buss bolts, wire lugs, and joining hardware. Please call if you have questions regarding the above. Sincerely, BERGELECTRIC CORPORATION i 7cfN Scott J. Thom son Project Manager 650 Opper Street, Escondido, CA 92029 Tel (760) 746-1003 Fax (760) 741-0918 #C10485046 FACSIMILE (619) 79479615 TO: DATE: FROM; CLIENT: PROJECT NA ..GNR ENGINEERING, INC. STRUCTURAL ENGINEERS 990 RICHLAND DR1VL. SUITE 206 SOLAIA 1)LACH, CA 920/5 TEL (619) 794-9630 FAX (619) 794-9615 FACSIMILE TRANSMITTAL SBEET.. PROJECT NO: 8 I ACTION: FILES INFORMATION APPROVAL [ CONVERSATION AND COMMENT -R YOUR REQUEST (1 FOR SIGNATURE AND RETURN [)PLEASE SEE COMMENTS BELOW ENCLOSURES: FAQ COMMENTS: HARD COPY TO FOLLOW: YES [J NO•• TOTAL PAGES INCLIDING COVER SHEET:__________________________ Contact: _________________ at (619) 794-9630 if you have any trouble with this transmission. 5L96 V6L 61,9 ONI UNId33NION3 dND NOèid VftP:L L66L—øE— RQ L4 - .---. ---. u,•.,•.Q•Di I. A OF jw 9L96 V6L 6L9 ONI ONIa33NION3 dND VOdZI Vv/P:L L66L-E- PH .11-14-1998 10:21AM FROM LN'l NINTE MAN AsubsWIryof Sundt Corp FACSIMILE TRANSMITTAL COVER SHEET CORNERSTONE CORPORATE CENTRE Phase 1 / Building D on Lot 11 NCC Job 319730 DIRECT NUMBER (760) 8044117 FAX NiTvIBER (760) 804-0120 DATE COMPANY : C3 0440 ATTENTION" HA ,•S FAX NO. 438.o8 FROM THE DESK OF JEF FARRELL - PROJECT MANAGER COMMENTS: r'ft. OLA-A TOTAL NUMBER OF PAGES (TCLUD1NG COVER SHEET) - - 4yf 11-11.-1998 10:22AM FROM P.2 NINTEITLAM MVAVA A subory of $Ufldt Corp November 14, 1998 Via Fax City of Carlsbad Building Department 2075 Las Palmas Drive Carlsbad, Ca. 92009-1576 Attention: Mr. Tim Phillips Re: Cornerstone Corporate Center Building 1): Permit number 97-1265 Building C: Permit number 97-3440 Subject: Access to Locker Rooms Dear 'Mr. Phillips, As you requested yesterday during your jobsite inspection, we have prepared the following sketches showing the proposed modifications to the doors at the men's and women's shower rooms on the first floors of our buildings C and D. For the women's shower we will reverse the swing on door #112 to swing out as shown on sketch 1 of 2. In building C the resulting space from the jamb to the shower on the push side is less than 12 inches we will eliminate the closer from' the door. This door is not rated and so a closer is not required. For building D the space at the push side of the dàor is greater than 12 inches and so no modification of the hardware is required. In the men's shower room we will propose to modify the shower bench as shown on sketch 2 of 2 to obtain a minimum clearance of 18 inches at the-strike side of the door. The location and hardware on the door will remain unchanged. Please contact me as soon as you have had an opportunity to review this proposed change, the owner is anxious for us to proceed with the work. Thank you for your help, and we look forward to hearing from you soon. Sincerely, Ninteman Construction Company, Incorporated James Farrell Project Manager JEF:jef w/enc. cc: John Couvilion - Prentiss Chuck Bush - BPA NINTEMAN CONSTRUCTION COMPANY, INC. (619) 490-6800 4375 JUTLAND DR., STE 200 (92117) • BOX 80577 (92138) • SAN DIEGO, CA • CONTR. LIC. # 418833 FAX (619) 490-6818 11-14-1998 1 B:244M FROM OD ED 13 10 12 F~l ME/S ~cul : C;) —344)1 MENS "V' SHOWER 115 ,4'E(-'o&<. 7D o r,+,r/ b 8,—I 5/8' 3: ¶ bo bo 00 cv WINE OF STAIR ENCLOSURE ABOVE : STAIR #1 [1031 16 8.8 BEAM ABV. P r* 11 —k 8.8 Lf) P. 1 B-24-1998 12:58PM FROM 11MI NINTEMAN Asubsidloryof Sundt Corp FACSIMILE TRANSMITTAL COVER SHEET CORNERSTONE CORPORATE CENTRE 'Phase 1/ Building D'on Lot 11 NCC Job #319730 /qDJ tJ/Z'MrpL. DIRECT NUMBER (760) 804-0117 FAX NUMBER (760) 804-0120 DATE COMPANY , 7 .Y 0 ATTENTION FAX NO. 43e-o6q'/ OM THE DESK OF JEF FARRELL - PROJECT STJPERINTENDANT COM'[ENTS: ,j 4 ce,>' 74./c ,AIIT/,V f'f-iE) J-,°''/tb /3r• 7.',E 4/CI..',7(*7 04" 7( 47-P 7 i.rx te o 7r (,)0 Tb /cJ 7 /5 y Q t'- E J 7, o#i,J 00t C-/,V,C TOTAL NUMBER OF PAGES (INCLUDING COVER SHEET) - - 8-24-1998 12:58PM FROM P. 2 VD/ M/iu I J: Iod b143J.13 BRIAN PAUL ASSOCIATE PAGE 31 Post.1t Fax Note 7571 ot /.2 TO -15,f riu. lcobu9Pt NI11E.MM.t Fiom 4HOLb Co. 06 Phvn4 fr 1(,OJ'4 -QW I WAN PAVt & . Afi50CA'ff3 AR CHITECTS & PLAN P4(RS June 24, 1995 MEETING NOTES Project: Cornerstone Building D Carlsbad Permit No. 97.1295 Present: Kurt Culver, Esgil Joe Nichols, SPA Meeting Date: June 24, 1998 Location: Esgil Purpose:. Discuss termination of 1-hour corridor walls in response to questions raised by Carlsbad Building Inspector Tim Phillips. JN reviewed the basis upon which details 10/AB.7 and 161A8.7 werecreated. Specifically the City of San Diego.. .Bui!ding Newsletter 10-2 (rev. July 1996). Cases 1 and 3 and the commentary contained in the Handbook to the Uniform Building Code (1994 ed.) on page 182, first paragraph. These references were used to arrive at a solution not otherwise specifically defined In the U.S.C, but that met the intent of the code. KC felt that the Inspector had a point in regards to detail IGAIAB.7 in that the web member. typically is only 3/8" thick and not equivalent to a solid wood block equal to 1-1/2" thickness. KC would accept as equivalent either 1.) the application of 1 layer of 5/8" type 'X gypsum board to the truss block on the tenant side of the wail or 2.) the application of multiple layers of plywood to the web of the truss block to achieve a total cross-sectional thickness of 1-112". 3. KC feltihat detail 16B/A8.7 was acceptable as drawn.. Prepared by: Joe Nichols Revised by: Action: Please review and respond within five (5) days if content Is Incomplete or incorrect. Attachments Copy: Kurt Culver Jef Farrell Len Zegarskl 6-24-1998 12:59PM FROM P.3 () UWL O i..tIb biiti BRIAN PAUL ASSOCIATE PAGE @2 MECH DUCT FIRE 1,2 LAYERS OF 5/8- TYPE —J \ / DAMPER LOCATION X GYP. BD. ON FLR. FRAMING WITHIN RATED CORRIDORS / ABOVE ACOUSTIC CLG -, WHERE 0CC RATED OOP ASSEMBLY ASSEMBLY UNRATED CEILING LLEI ' UNRATED 2 11 CA7;PE W TIC wi-c LEE CEILING ELEV./VESTIBULESTIBULE OCCURS N MTL. .c. UNRATED ROOM 1 HOUR 1 HR. EXIT -'---- AcousTic CEILING CORRIDOR ROOM ENCLOSURE (TUNNEL) (NON-EXIT WAY) PER PLAN PEP PLAN _ ____ 1 HOUR WALL CONDITIONS E10 V4 = I I I 5-24-1998 12:59PM FROM P_a 1AN PAUL ASSOCIATE PAGE 03 ). >-- PREFAB. WO. TRUSS BLKG BETWEEN JOISTS W/SOIJI) V / WOOD WEB FLLERS 9 EACH II 17 END OF TRUSS BLOCK EA. Il/V JOIST SPACE ABOVE WALL llj'I A 2-LAYERS 3/4fl PLYWOOD CONTINUOUS THE LENGTH TT OF WALL. NAIL TO BOTTOM CHORDS OFTRUSSES STAGGER PANEL JOINTS 2-O" I PREFABRICATED, SOLID WEB. WOOD TRUSSES - ____ • PER MANUFACTURER I HOUR PARTITION PER -_-------- II ___ PLAN & SCHEDULE - SEE WALL DETAILS FOR TOP OF WALL TRACKS bETAIL A DETAIL B PERPENDICULAR PARALLEL 16 TOP OF 1 HOUR WALL CONDITIONS I 1 1/2" = T-O S.. u.J 1LT Suite 307 17150 Via Del Campo E San ;. Diego, : ....u. U..'.. WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CORNERSTONE CORPORATE CENTER PROJECT NO. 97-281 PROJECT ADDRESS 1903 WRIGHTPLACEI CARLSBAD, CALIFORNIA CONTRACTOR NINTEMAN CONSTRUCTION ARCHITECT/ENGINEER BRIAN PAUL & ASSOCIATES/GNR ENGINEERING BLDG. PERMIT NO. N/A PLAN FILE NO. N/A SAMPLE DATA REPORT OF: CONCRETE EMORTAR flGROUT _]PRISMS EH/S GROUT EOTHER PLACEMENT DATE 04-16-98 DATE RECEIVED IN LAB 04-20-98 SUPPLIER ESCONDIDO MIX DESIGN PSI 3000 MIX NUMBER 354P MIX DESCRIPTION 5.4 SK TYPE OF CEMENT I OR II TICKET NUMBER 229596 ADMIXTURE POZZ SLUMP 4" TIME IN MIXER 60 MIN PERCENT AIR N/A CONC. TEMP 72 AIR TEMP. 630 UNIT WEIGHT WET N/A UNIT WEIGHT DRY N/A MIX REQUIRED PSI (f'c) 3000 PSI @ 28 DAYS SAMPLES MADE BY E. CUNNINGHAM LOCATION OF -PLACEMENT PAD FTG 3 @ GRID LINE "Ct' @ 3 & 4. LABORATORY DATA COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH IDENTITY NO. TESTED INCHES SQ. INCHES POUNDS PSI 7 21 04-23-98 6 X 12 28.27 68,000 2410 28 22 05-14-98 6 X 12 28.27 109,500 3870 28 23 05-14-98 6 X 12 28.27 111,000 3930 H 24 ALL SAMPLING AND TESTING PERFORMED IN GENERAL ACCORDANCE WITH ASTM TEST METHODS *ACTUAL MEASURED AREA C31, C39, C78, C138, C143, C172, C173, C231, C617, C1064 LABORATORY DATA REMARKS DISTRIBUTION: CHECKED BY: REVIEWED BY: DATE: 5-2ç U.. ..j 17150 Via Del Campt Suite 307 San Diego, CA 92127 1--800-487-0355 lIIU. U..... WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CORNERSTONE CORPORATE CENTER PROJECT NO. 97-281 PROJECT ADDRESS 1903 WRIGHTPLACEI CARLSBAD, CALIFORNIA CONTRACTOR NINTEMAN CONSTRUCTION ARCHITECT/ ENGINEER BRIAN PAUL & ASSOCIATES/GNR ENGINEERING BLDG. PERMIT NO. N/A PLAN FILE NO. N/A SAMPLE DATA REPORT OF: CONCRETE EJMORTAR GROUT PRISMS EH/s GROUT OTHER PLACEMENT DATE 04-20-98 DATE RECEIVED IN LAB 04-21-98 SUPPLIER ESCONDIDO MIX DESIGN PSI 3000 MIX NUMBER 354P TYPE OF CEMENT II ADMIXTURE POZZ TIME IN MIXER N/A CONC. TEMP 76.40 UNIT WEIGHT WET N/A MIX DESCRIPTION N/A TICKET NUMBER 313821 SLUMP 411 PERCENT AIR N/A AIR TEMP. 810 UNIT WEIGHT DRY N/A MIX REQUIRED PSI (f'c) 3000 PSI @ 28 DAYS SAMPLES MADE BY E. CUNNINGHAM LOCATION OF PLACEMENT FOOTINGS GRID LINE A & LINE 8 BET A & B SAMPLES TAKEN @ A BET 2 & 3. LABORATORY DATA COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH IDENTITY NO. TESTED INCHES SO. INCHES POUNDS PSI 7 25 04-27-98 6 X 12 28.27 - 99,000 3500 28 26 05-18-98 6 X 12 28.27 - 126,000 4460 28 27 05-18-98 6 X 12 28.27 121,500 4300 H 28 hLL bAMVLINU INU ItINti FLKtUKMtU IN bNU(RL ILUJKL)RNLt WI(M RIM ISt M11KU05 C31, C39, C78, C138, C143, C172, C173, C231, C617, C1064 LABORATORY DATA REMARKS DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER CHECKED BY: REVIEWED BY: ACTUAL MEASURED AREA Scot,I, 1z DATE: 5-2j,-,' DATE: c- -z - a.. a.. I..... Suite 307 San Diego, 17150 Via Del Campo 92127 1-800-487-0355 aI. U..... WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CORNERSTONE CORPORATE CENTER PROJECT NO. 97-281 PROJECT ADDRESS 1903 WRIGHTPLACE, CARLSBAD, CALIFORNIA CONTRACTOR NINTEMAN CONSTRUCTION ARCHITECT/ ENGINEER BRIAN PAUL & ASSOCIATES/GNR ENGINEERING BLDG. PERMIT NO. N/A PLAN FILE NO. N/A SAMPLE DATA REPORT OF: FX-JCONCRETE EMORTAR []GROtJT []PRISMS []H/S GROUT []OTHER PLACEMENT DATE 04-22-98 DATE RECEIVED IN LAB 04-28-98 SUPPLIER ESCONDIDO MIX DESIGN PSI 3000 MIX NUMBER 354P MIX DESCRIPTION N/A TYPE OF CEMENT II TICKET NUMBER 229945 ADMIXTURE POZZ SLUMP 3 1/2" TIME IN MIXER 60 MIN PERCENT AIR N/A CONC. TEMP. 69.50 AIR TEMP. 74•0 UNIT WEIGHT WET N/A UNIT WEIGHT DRY N/A MIX REQUIRED PSI (f'c) 3000 PSI @ 28 DAYS SAMPLES MADE BY E. CUNNINGHAM LOCATION OF PLACEMENT FOOTING @ GRID LINE J BETWEEN 5 & 8. LABORATORY DATA COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH IDENTITY NO. TESTED INCHES 50. INCHES POUNflS PSI 7 29 04-29-98 6 X 12 28.27 88,000 3110 28 30 05-20-98 6 X 12 28.27 109,500 3870 28 31 05-20-98 6 X 12 28.27 109,000 3860 H 32 ALL DRI'IrLINU MNU ItIINLI VtKrUKMtU IN (tNtKL hLL.UKURNLt WIIM IbIM ISI MIHUUS ACTUAL MEASURED AREA C31, C39, C78, C138, C143, C172, C173, C231, C617, C1064 LABORATORY. DATA REMARKS . //)/ COt' DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY. SUPPLIER CHECKED BY: Sj2 REVIEWED BY: — DATE: c4- r DATE: c-2-1--9& \c E*P.fr3 \\' C:vfl. Or CM-\./' Ik Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING El SHOTÔRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE H. S. BOLTING El NDT K1OTHER INSPECTOR OF , El REINFORCED MASONRY SHOP WELDING El D/B ANCHORAGE Wright Plaöe, Carlsbad N098-111 FOR WEEK ENDING May 1 19 98 OfaMf%T61~A~~Al§ai PLAN FILE NO. Assembly AlgfraTn Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENR Engineering DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GE 1fftLfffc&FTE6ns truct ion CONTR. DOING REPORTED WORK "Wyman Testing Laboratories BOLTING INSPECTION 4-30-98 Bldg. C A325 bolt-sampling & identification Untite A325 type I, tension control bolt nut washe assemblies. Lot. #W5971G, 810 bolts, 7/8"x2" one set of 5. Lot#W5981G, 950 bolts 7/8"x2-1/4" on set of 5. 7. 00 .. -- CLS 57r-98 ' -'Signed copy on file. Stephen Flores CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING El SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF 0 REINFORCED MASONRY El SHOP WELDING El D/B ANCHORAGE JRright Place N097281 FORWEEK May 8 1998 ENDING QfJAMrporate Center, bldg. C BLC4TJ'O. PLAN FILE NO. jl,St7 MATL (TYPE. GRADE. ETC.) ARBT.i Paul & Associates DESIGN STRENGTH SOURCE,OR MFGR. ENR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENtJCnstruction CONTR. DOING REPORTED WORK 1AyInan Testing Laboratories 0' D/B ANCHORAGE INSPECTION 5-8-98 Inspected the installation of 2-3/4" DIAMETER threaded rods. Holes were drilled 9"-deep and the A307 threaded rods were epoxied in place using Simpson strong tie high strength epoxy ICBO #ER 5279,' at lines 3.3 & D.4 stairway #2. CLS 5-11-98' Signed copy on file. Stephen Flore CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE Wight Place N097281 FOR WEEK May 8 98 1 ENDING 19 JMêJArporate Center,bldg. C BLD97P3f4v4T0I0. PLAN FILE NO. ART1n Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENNR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GE pCtnstruction CCDjRV~RjIjCLR LAyman Testing Laboratories FIELD WELDING INSPECTION 5-8-98 1. Inspected the fit up & welding of W14x99 columns, W21x62 beams, "x7"xl8" top plates, 5/8"x9-1/2"x18" bottom plates at lines. 1G-top & bottom flange-east side of column 2 n & 3rd floor. 1E-top & bottom flange-east & west side of column 2nid & 3rd. floor.:.c 2. Inspected the fit-up and welding of W14x9O columns, W21x50 beams, 718"5-l/2"xl'-6" top plates, 5/8"x8"x18" bottom plates at lines. A3-top & bottom flange south side 2' & 3rd floor. A4 top & bottom north & south side 2nd floor . A4-top & bottom flange north side 3rd floor. 3. Work was done per details 5/S-5.2, 6/8-5.2, 9/S-5.2. 4. Welds were made using FCAW E70T-6, NR305 electrode for groove welds and fillet welds by certified welders. Inspection was continuous and work complies with the approved plans and specifications. CLS 5-11-98 Signed copy on file. Stephen Flores CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTEP I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS; AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING . 0 FIREPROOFING 0 SHOTÔRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT El OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ITSV311wright Plàcè rio97-281 g1EK May 8 NG 19 98 &Jorporate Center,. bldg. D BLD7/1). PLAN FILE NO. nuts ARBfiqn Paul & Associates DESIGN STRENGTH SOURCE OR M,FGR. ENR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GE 1 (CTGnstructjon CO jR D SILD 1 LMlyman Testing Laboratories S - BOLTING INSPECTION 5-5-98 1. Inspected the installation of the missing A325 bolts, per report dated 4-24-98 at 15t floor A-4, 2nd floor 4.A. Visually inspected all A325 bolts at the moment frame connections at the 2nd floor , 3rd floor, and roof. All bolts are in and have been torqued to A1SC tension requirements. C. CLS 5-11-98 Signed copy on file. Stephen Flores CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. i.a Wyman. Testing Laboratories (69) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE LI FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE LI H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF . . 0 REINFORCED MASONRY LI SHOP WELDING 0 D/B ANCHORAGE JO . ?Wright Place NO. 97-281 FOR WEEK ENDING April 10 1 98 0W.IER OR PROJECT NAME . Lornerstone Corporate Center BLDG. PERMIT NO. 971265 PLAN FILE NO. CODSTR. MAIL (IYPE. GRADE. ETC.) rii±er metal ciass E70T-6 3/32 dia. ARCHITECT Brian Paul & Associates DESGN,STRENGT1-L . y =ibuu ksi SOURCE OR MFGR. ENGINEER GNR Engineering Inc. DESCRIBE MAIL. (MIX DESIGN. RE-BAR GRADE & MFGR.) GENERAL CONTRACTOR Ninteman_Construction Struc. Steel conforming to ASTM A36 CONTR. DOING REPORTED WORK Diversified Metal Works LAB Wyman _Testing _Laboratories FIELD WELDING INSPECTION 4-9-98 Observed the field welding of rigid frame connections at the following locations: Line T at roof columns G-e-d. Line J @ 2 & 3-6 & 7. NOTE: the above welds are not complete as of this report. Back up bars need to be removed, and backgouged and welded w/1/4" fillet, And UT tested. 2 certified welders on job. CLS 4-13-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JEright Place. NO. 91-281 FOR WEEK mar. 20 98 ENDING 19 OWNnjdWAZtRUiWiXorporate eenter BLoth*. PLAN FILE NO. to AS.11 A.36 Aan Paul & Associates 1 sou 4er Steel ENGGNM Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GEIaim&rionstruction High strerigLh bolts ASTM A325N works lABwyman resting Laboratories FIELD WELDING/BOLTING INSPECTION 3-18-98 Observed the installation of ASTM A325 high-strength bolts including BOLT HOLES and faying surfaces for rigid and non-rigid frame connections as noted on the approved drawings. In addition to the above, iron workers were installing safety cables around perimeter , and lining and plumbing building. Note: anchor bolts @ grid A-5 evidently were positioned of line. Column was detached from base plate and shifted on base plate. 2 certified welders. As per the above welding @ column base plate not completed per detail 8 on S-5.2.. CLS 3-26-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE D FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE 0 ?.5 FOR right Place N097_281 I1 < April 17 108 - Ow TMorporate Center BLD1gO. PLAN FILE NO. CONSTR. MATL (TYPE. GRADE. ETC.) I gr IECT n Paul & Associates DE?1016 ksi 1SOURCEORMFGR. ENR Engineering Inc. DESCRIBE MAL (MIX DESIGN. RE-BAR GRADE & MFGR.) G9ALtCONTRACRntti on Struc. Steel con-forming to ASTM.:A36 cobMOftrf IM94TWl Works LAaWyman Testing Laboratories FIELD WELDING/BOLTING INSPECTION 4-15-98 Observed the installation and hand tightening of high strength bolts at roof beam to. column Connections from grid line D northward. Also observed and inspected the placing and welding of doubler plates at completed moment connections. NoteflDoubler plates previously installed and welded at grid lines 1-A and 1-J at 3r( floor level turned the wrong direction pointed out to the contractor. CLS 4-23-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH LI REINFORCED CONCRETE LI FIELD WELDING 0 FIREPROOFING LI SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL Li PRE-STRESSED CONCRETE LI H. S. BOLTING LI NDT LI OTHER INSPECTOR OF 0 REINFORCED MASONRY LI SHOP WELDING 0 D/B ANCHORAGE J8&Eright Place NO 281 I FOR WEEK April 24 98 ENDING. 19 eorporate Center BLD 5,O. PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) ARJfl Paul & Associates DNST ksi SOURCE OR MFGR. ENR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) -SLruc. Steel conforming to Ab.M Aib C0J1DMal Works A-sLut A325 N. High strength bolts t1yman Testing Laboratories FIELD WELDING/BOLTING INSPECTION 4-20-98 Observed and inspected the tension controlled fastening of ASTM A325 high strength bolts at 3' floor/roof moment connections. Inspected welds @ gusset plate stiffeners and L4x4xl/4x1-1/2" noted as D on shop detail. @ 2nd floor, 24D and 24K existing W14x22. fillet weld called for @ each item. Note: 70% of welds were visually unacceptable. Reason: Unacceptable fillet weld profiles, excessive convexity, undrciitting •@ base metal, welds unslaged. It is not my contention that the welds are unsound, but very unsightly. Two welders on site today. CLS 4-29-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE 0 H. S. BOLTING El NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY El SHOP WELDING 0 D/B ANCHORAGE JdEwright RLacej N0 7'281 FORWEEK April 24 98 ENDING 19 d4QrArteraUQMsaAN(9orpo rate Center BLDcE?SO. PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) AR-tJçfl Paul & Associates DF 1 ksi SOURCEORMFGR. ENG Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GEJtcfnCTnStruction Struc. Steel conforming to ASTM A36 CoDT iDMl Works LAEWyman Testing Laboratories FIELD WELDING INSPECTION 4-22-98 Observed and inspected prescribed cor-rect-i-ve.,--procedu.re at doubler plates @ 1-A and l-J on 3' floor level. Previ'ousl-yrepor-ted. on-'4- 15-98 as a non- compliance.(p1ates welded in the wrong direction Note:. Corrective procedure is a verbal directive from project superintendent, via structural engineer. Robert Gardner/GNR. Continued observation of canopy, structural steel frame assemblage and installation. 2 certified welders. CLS 4-29-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING El SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING LI NDT LI OTHER INSPECTOR OF 0 REINFORCED MASONRY El SHOP WELDING 0 D/B ANCHORAGE JoEright Place N097281 FOR WEEK April 24 ENDING 19 98 o1nre€orporate Center BLD716O. PLAN FILE NO. CONSTR. MAT'L (TYPE. GRADE. ETC.) AR1j Paul & Associates DESIGNST icsi SOURCE OR MFGR. ENR Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) GEJlflC1nstruction Struc. steel contornang to ASTM A36 Works LANyman Testing Laboratories FIELD WELDING/BOLTING INSPECTION 4-24-98 Inspected welds @ structural steel •canopy frame, visually ok. Reinspected welds noted -as' unacceptable •in- report dated - 4-20-98 .welds have been fixed and -are ok. Non-compliance: High strength bolts missing.@ 1st floor A-4 and bolts need to be torqued (5) 2' floor 0 4.A one missing. One need to be torqued. All H.S. bolts 0 moment connections need to be checked. CLS 4-29-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Tc ii. i1E Test' aboratories Wyman Lg (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY - 0 SHOP WELDING 0 D/B ANCHORAGE 0oówright Place N7_281 I ENDING FOR KAprj1 10 1598 OWER OR PROJECT NAME (ornerstone Lorporate Center BLD.R.IjJ.NO. PLAN FILE NO. CONSTI. .4AVL (TYPE GRADE. ETC.) riliet meta± ciass E70T-6 3/32 dia. ARCHITECT Brian Paul & Associates DES Gr'4STRENTI . y =ibUU ksi SOURCE OR MFGR. -. ENGJR NK Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) GERAL, CONTRACIR r'anteman Lonstruction Struc. Steel conforming to ASTM A36 COItR. DOING IEPORED WORK i,iversitiea Metal Works LAyman Testing Laboratories FIELD WELDING INSPECTION Inspected field welding of rigid frame moment connections at the following locations: Grid line (1) AT COLUMN LINES, g-E-D, grid J @ column 2 & 3 the above are visually acceptable and ready for UT testing. Inspected welds at J-6 & 7 also at "8" E & D these welds are not complete at this time. CLS 4-13798 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. S.. . Wyman (619)675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE °right Place' NO.97_281 I FOR WEEK lENDING April 17 1998 OW M t Center BLDG9epIO. PLAN FILE NO. co rfEa)class E70T-6 3/32 dia ç n briarrci n Paul & Assocfates DESTb ksi 1SOURCEORMFGR. ENGekr Engineering Inc. DESCRIBE MAL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENERAL CONTRACJQR iNinteman construction Struc. Steel conforming to ASTM A36 CO vivers .DOINGi9XeSl Works LABqyman Testing Laboratories FIELD WELDING INSPECTION 4-13-98 Observed the field welding of rigid frame connections at the following locations: Grid line A @ col's 3 & 4 and line J @ B. 2 certified welders. CLS 4-23-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. U.. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JOE.rjght Plac' N7-281 I FOR i <ApENDril 17 °ice!orporate Center BLorfR4o. 1PLAN FILE NO. 'h Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENjIfREflgifleerjng Inc. DESCRIBE MATL (MIX DESIGN. GRADE & MFGR.)truction NR232 S. Works LAINyman Testing Laboratories ULTRASONIC TESTING 4-14-98 Performed ultrasonic tests for soundness of full penetration welds As listed below, utilizing Sonic, Mark I" ultrasonic scope with a 2.25 Mhz transducer at 70 degrees shear wave. " All welds were tested in accordance with the applicable sections of the AWS Dl.l. All welds accepted in accordance with AWS Dl.l. Roof level Jat2 (S) latB (W) J. at 3 (N) 3 at, A (S) latG (E) 4atA (N) latE (E) 4AtA(S) latE (W) 5atA (N) 1 At D (E) 5 at A (S) latD (W) 6atA (N) CLS 4-27-98 Signed copy on file. Earl Simon CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. U..Wyman (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JOE P1aë I NO.97_281 FOR WEEK lENDING April 17 1998 Center BW IO. PLAN FILE NO. E70T-6 3/32 dia. ARC liria 1rECT n Paul &Associates DEJ'IO ksi 1SOURCE ORMFGR. ENGE Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENERAL CONTRACT.QR inteman Lonstruction Struc. Steel conforming to ASTM A36 CO RD/Yài Works LAB Wyman Testing Laboratories FIELD WELDING INSPECTION Observed and inspected field welding of moment frame beam to column connections. Removal of backing bars, and back gouging the rout to sound metal and welding w/1/4" fillet weld @ grid line A and columns 3-4-5 & 6. Also @ line 1 column B. All of above visually accepted, and ready for U.T. testing. Assisted special inspector with U.T. testing at the following: Grid line J @ columns 2 & 3, grid line 1 @ columns G-E-D-B. Grid line A @ columns 3-4-5 & 6, all U.T. testing passed. CLS 4-23-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman. Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF . 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE NO.97_281 FOR WEEK 1ENDING April 17 1998 Center, bldg. c BLD lgIo. 1PLAN FILE NO. 60 & 40 A'c Paul & Associates )ESfJTOEi 1SOURCE ORMFGR. ENG Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) : Tp GErERALCONTRACR Ninteman onstruction Cement astm C150 type II CONrR. DOING REF WORK inegar oncrete LAB Wyman Testing Laboratories CONCRETE INSPECTION 4-16-98 Inspected the reinforcing steel installation for pad footings per Details on sheet S-2.1 of-the approved drawings. Inspected reinforcing steel for size, grade, lap, locations, and clearances. Verified dimensions of excavated locations. Inspected the placement and consolidation''-of 76 cubic yards of concrete, mix design #456P in the following locations: At grid line F 2-3-5-6-7. Grid line. C @ 2-3-4-5-6-7. Grid line H @ 4-5. One set of 4 test cylinders was taken from pad footings No. 3 @ grid line C @ 3 & 4. Condrete was supplied by Escondido Ready Mix ticket #229596, truck #384. CLS 4-23-98 Signed copyon file. Elbert Cunningham CERTIFICATION OF COMPUANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. i..Wyman (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING D D/B ANCHORAGE °rIght PIac NO.97_281 1FOR WEEK lENDING 'April 17 1998 Center BLDGE1g] O. PLAN FILE NO. e70t-6 3/32 dia. A1TECT l3r ian Paul & Associates DES1SW13 k s i 1SOURCEORMFGR. ENGf Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) ONTRACJQ G9\RALf LonstructionR man Struc. Steel conforming to ASTM A36 COR DOING viVersi.E9WeSl Works Wyman Testing Laboratories FIELD WELDING INSPECTION 4-16-98 Observed and inspected the field welding of at the following locations: Grid line 8 E-G & grid J @ 7. The above are visually acceptable, and ready for U.T. testing. There were two certified welders on job today. CLS 4-23-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. U.. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE EQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER NSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE OBSWright Pladél NO.97-281 1FORWEEK lENDING .pr1i 17 1998 )W JlECorporate Center BLDG O. PLAN FILE NO. :ONSTR.MArL(TypE. GRADE. Erc.) Paul & Associates )ESIM$RE80 ksi 1SOURCE ORMFGR. ENE Engineering Inc. )ESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENLMrCTe8nstruct ion Struc. Steel conforming to ASTM A36 Works Wyman Testing Laboratories FIELD WELDING INSPECTION 4-17-98 Observed and inspected the field welding 'of moment connections at the following: grid line 8 @ B & D. Assisted special inspector with Ultrasonic testing at the following: Grid line J @ 6-7 grid line 8 @ B-d-e and g. All of the above passed. This concludes the moment connections and u.t. testing.. Completed welds were inspected for size, length, location and unless otherwise noted, are free of visible defects and in accordance with the approved plans and specifications. A total of 2 certified welders welding onsite today. CLS 4-23-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY Will-I THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. HE Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE 9riht P1äE I No97_281 lENDING FOR WEEK April 17 1998 OW JMorporate Center BLDRlO. 1PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) AR1tECT rian Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENR EngIneering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GEPALCONTRAC 1nL.eman 0onstruction C0 EDO1 Works yman Testing Laboratories ULTRASONIC TESTING 4-17-98 Performed ultrasonic tests for soundness of full penetration welds of moment connections at the following points: Roof J at. 6 (1) J at 7 (1) 8 at B (1) 8 atD,(2) 8 at E (2) 8 at G (1) all passed Ultrasonic tests were performed with a kraut Kramer Usk-7 at 2dbcf/40dbr1/56dbs1 utilizing a 2.25 Mhz transducer at 70 degrees shear wave. CLS 4-23-98 Signed copy on file. Charles Stanley CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS, Wyman Testing Laboratories (619)675-0270 COVERING WORK PERFORMED WHICH LI REINFORCED CONCRETE LIII FIELD WELDING LI] FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL LI PRE-STRESSED CONCRETE LI H. S. BOLTING LI NDT 0 OTHER INSPECTOR OF LI REINFORCED MASONRY LI SHOP WELDING 0 D/B ANCHORAGE JoEright PlacTe N097281 April 24 19 98 ENDING onalonerv€orporate Center, bldg. C BLD 4O. PLAN FILE NO. II ARqB-fiqn Paul & Associates DESIGNSTRi psi SOURCE OR MFGR. ENR Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) - LAyman Testing Laboratories 1' CONCRETE INSPECTION 4-20-98 Observed the placing and consolidation of 93.5 cubic yards concrete @ bldg. C line A, line 8 between A & B. Line J 1-3. One set of 4 cylinders taken @ A between 2 & 3. CLS 4-29-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH U REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING El SHOICRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF U REINFORCED MASONRY U SHOP WELDING 0 D/B ANCHORAGE JoLDkEr1ght Place NO. 97281 April 24 98 19 ENDING 19 o1Int€orporate Center BLD(29 PLAN FILE NO. CONSTR. MAT'L CYPE. GRADE, ETC.) ARcJfl Paul & Associates DESIGN STRENGTH SOURCE ORMFGR. EN Engineering Inc. DESCRIBE MAFL (MIX DESIGN. RE-BAR GRADE & MFGR.) GEte1wacTJnstructjon SLruc. Steel conforming to ASTM A36 Co e4al Works LAyman Testing Laboratories FIELD WELDING INSPECTION 4-21-98 Observed and inspected tack welding nuts to anchor bolts at' the following: Columns A.5, G-81 J-7 and J-1 per revised anchor bolt base plate connection. Ideograph SX-1 dated 4-1-98. Also observed the assembling of entry canopy structural steel frame. Two certified welders on job today. CLS 4-29-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JdBErigflt Place No.97-281 1 FOR WEEK April 24 98 ENDING ArZaQ 19 Center, bldg. C BLD 409. PLANFILENO. CONSTR. MAIL (TYPE, GRADE. ETC.) ARflfl Paul & Associates DESIGN sTIf psi SOURCE OR MFGR. . ENN Engineering Inc. DESCRIBE MAIL (MIX DESIGN, RE-BAR GRADE & MFGR.) Cement shall conform to ASIM CI5U Type II .- LABWyman Testing Laboratories CONCRETE INSPECTION 4-22-98 Observed & Inspected the placing and consolidation of 142.5 cubic yards of concrete mix design#3542 in the following locations: Perimeter footings and pads @ bldg. C grid lines 1 @ between B & G line 8 between B & H. Line J between 4 & 5 line J between 5 & 8 poured bottom half of footing. One set of 4 test cylinders was taken from line J between 5 & 8. Slump test results 3-1/2". Concrete was supplied by Escondido Ready Mix ticket4229945, truck #526. Inspected reinforcing steel at the above for size, grade, lap, locations, and clearances. CLS 4-29-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. now IF3 Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH U REINFORCED CONCRETE U FIELD WELDING 0 FIREPROOFING 0 SHOICRETE REQUIRED APPROVAL BY THE SPECIAL LI PRE-STRESSED CONCRETE U H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JEright Place N097-281 FORWEEK April 24 1998 ENDING obflv{&Orporate Center BLDLro. 1PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE. ETC.) ARjTIfl Paul & Associates DESIGN ST ks i SOURCE OR MFGR. ENN&R Engineering Inc DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) GENEflhJ Cfl5tructjofl SLiu. Stet conforming to AS..M Aib Works LAWyman Testing Laboratories FIELD WELDING INSPECTION 4-23--98 Observed and inspected welding and continued assembling of structural steel frame @ entry canopy, two certified welders onsite today. CLS 4-29-9.8 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE LI FIELD WELDING LI FIREPROOFING LI SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL LI PRE-STRESSED CONCRETE LI H. S. BOLTING LI NDT LI OTHER INSPECTOR OF LI REINFORCED MASONRY LI SHOP WELDING LI D/B ANCHORAGE ifDIight Place N9.7 OR -281 NI/EKNG Mar. 13 199 eff effW Center BLL4. 1FNO b PLAN FILE NO. _____ TWI'I_ Paul _&_Associates Steel E EIngineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) G jEpA8ittion A325 high-strength bolt Works yman Testing Laboratories FIELD WELDING INSPECTION 3-13-98 Structural steel and welding field inspection. Arrived on site 10:00 am, met w/Jeff Farrell Project Super, discussed immediate needs of project. Received: Certificate of compliance from Bannister Steel INC. dated March 11, 1998 signed by Ronald Bowers shop super. Shipping ticket also from Bannister Steel listing shipping sequence 1,2,3. Sampled 2 separate A325 high-strength bolts nuts washers marked. USA A325 MFG mk= @ 5 7/8 0 TSB A325 MFG MK= @ 5 7/8 0. Continue steel erection ongoing. Crew=7 CLS 3-16-98 Signed copy on file. Rockland Dale CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH U REINFORCED CONCRETE U FIELD WELDING U FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL U PRE-STRESSED CONCRETE El H. S. BOLTING U NDT 0 OTHER INSPECTOR OF El REINFORCED MASONRY U SHOP WELDING 0 D/B ANCHORAGE jl~kffD~4jli Place, N7-281 FOR WEEK March 6, 1998 ENDING ?WedNtrporate Center BLPEIp. PLAN FILE NO. rebars & concrete Aj Paul & Associates STR SouFF8r ready EEngifleering Inc. DESCRIBE MAIL (MIX DESIGN, RE-BAR GRADE & MFGR.) GiEP A8struction Concrete mix #354P with 5.4 sack of I REPORTED WORK Type Il/V Mitsubishi Cement t1ymarTesting Laboratories CONCRETE INSPECTION 3-2-98 Inspected the reinforcing steel installation for size, grade, Lap, locations, and clearances for the grade beams (GB-3), continuous footing, and all the spread footing pads located on line J, between lines 1, & approximate line 5.75. Rebar were inspected in accordance with reinforcing steel notes (sheet S1.1.) applicable typ. Details & splice schedule (sheet S- 1.2), grade beam & pad footing schedules on sheet S-2.1, and typical & specific related details on sheet S6.1 as refered to on sheet S-2.1, and details 131S1.3 for grid points J4 & J5. Additionally inspected the rebars installed at two footing sections located between approximate grid points D.3513.3, 435/3.9, and between approximate grid points D.7515.25, D.75,/5.75 according to detail A/S-6.1. Inspected the placement and consolidation of 51.50 cubic yards of concrete into the footings & grade beams as described in sections "A" & "B". One set of 4 test cylinders was taken from the concrete load delivered by truck #406, ticket #312648, whose slump was 4-1/2" and was placed into two footing pads at grid points J/5.5 & J/3 (including GB-3 sectionT/3). To the best of my knowledge, the work inspected is in Accordance with the approved plans and specifications. CLS 3-11-98 Signed copy on file. Hossein F. Sakani CERTIFICATION.OFOMPLIANCE jyof I HEREBY CERTIFY THAT I HAVE INSPECTED ALOF THE ABOVE REPORTED WORK UNLESS SIGNATUF DF REGISTERED INS'ECTOI? OTHERWISE NOTED I HAVE FOUND THIS WORK COMPLY WITH THE APPROVED PLANS & 3/02 /78 i02vqc — SPECIFICATIONS. AND APPLICABLE SECTIONS. ________________ DATE OF REPORT REGISTER NUMbtI< Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING El SHOICRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF U REINFORCED MASONRY El SHOP WELDING 0 D/B ANCHORAGE iDIight Place . N7_281 ENDING FOR WEEK Feb. 13 1998 ee rpoate Center BLDPETgD. PLAN FILE NO. r'c.cTr..&AATI (TV rpArF ETC' - rernrorc'ea.concrete ACHITECT brian Paul & Associates SIeNJTHpsi SOU 4fr ENIrEPEngineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) Mix design 4354 P REPORTED WORK Llyman Testing Laboratories CONCRETE INSPECTION 2-10-98 Inspected the reinforcing steel installation for Elevator pit wall on sheet s-2.1 per detail 8tS-6.1/8/S-1.2. at grid D.5 to F @ line 4. Inspected reinforcing steel for size, grade, lap, locations, and clearances. Inspected the placement and consolidation of 16-1/2 cubic yards of concrete, mix design #354P at the following locations: Elevator pit walls at approx. grid D.5 thru grid F @ line 4. One set of 4 test cylinders was taken from grid D.3 @ line 4. Slump test results 4-1/2", Concrete supplied by Superior Ready Mix, ticket #170395, truck #385. CLS 2-23-98 Signed copy on file. Felipe Beltran CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH LII REINFORCED CONCRETE LI FIELD WELDING LI FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL U PRE-STRESSED CONCRETE U H. S. BOLTING LI NDT U OTHER INSPECTOR OF U REINFORCED MASONRY U SHOP WELDING U D/B ANCHORAGE iDIight Place NO-7-281 1 FOR WEEK Feb. 13 98 ENDING Center BLDG. PERMIT NO. PLAN FILE NO. CONSTR. MAIL (TYPE, GRADE. ETC.) AKPJWfi Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ErjERflgjfleering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GRf yman Testing Laboratories CONCRETE INSPECTION 2-13-98 Inspected the reinforcing steel for pad footings and perimeter Grade beam. Verified dimensions of excavated locations. Observed and inspected the placing and consolidation of approx. 180.5 cubic yards of concrete @ grade beam footing and pad footings. Obtained two sets of 4 samples each total 8 cylinders. Mix design 4354P. CLS 2-23-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE 0 FIELD WELDING El FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF El REINFORCED MASONRY 0 SHOP WELDING El D/B ANCHORAGE 'JM°ight Place N7_281 OR NG Feb. 20 1998 eefi rporate Center BLDPET. PLAN FILE NO. CONSTR. MAT'L (TYPE. GRADE. ETC.) AIHITECT brian Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENEREngineering Inc. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) GJERA.CONTRACtDROnS tti on CONTR. DOING REPORTED WORK yman Testing Laboratories UNSCHEDULED CANCELLATION 2-20-98 Arived on site for the scheduled Concrete and rebar, inspection.Due to conditions outside of our contrbl; rained out, the scheduled work was canceled without notice. No inspections were performed. CLS2_2398.,... Signed copy on.-.'. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT 0 OTHER INSPECTOR OF El REINFORCED MASONRY El SHOP WELDING 0 D/B ANCHORAGE Nc97 -281 FOR WEEK ENDING Feb. 6 198 61Arporate Center NO. PLAN FILE NO. CONSTR. MATL (TYPE. GRADE. ETC.) fT&W Paul & Associates 3IØSTH SO tjF9. Ready ttWtngineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) Mitsubishi Type 11/v cement ffMaNTG tUffilffing 'Wrman Testing Laboratories CONCRETE INSPECTION 2-2-98 Inspected the reinforcing steel @ pad footings and elevator pit. Observed the placing and consolidation of 102.5 cubic yards concrete @ pad footings along grid lines C and F. One set of 4 concrete samples were taken, Samples taken from pad footing @ grid 5-F. CLS 2-9-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY El SHOP WELDING El D/B ANCHORAGE fI Oight Place Nc97_281 FOR ENDI WEEK NG Jan. 30 198 4 Wrporate Center BLDG. PERMIT NO. PLAN FILE NO. pF Cr? FTC) £t iarctnt shall be astm a615 4RCHITECT brian Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. jEEngineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) JER.LCONTRAORtti on grade 60 fer #5 & larger & gr. 40 for CO'JTP DOING REPORTED WORK lYnnegar Loncrece #4 & smaller 'man Testing Laboratories CONCRETE INSPECTION 1-30-98 Inspected the reinforcing steel installation for pad footings and elevator pit of the approved drawings. Column rebar @ elevator pit ties not in place as per 15 & 16/S6.1, all rebar @ all pad footings need to be cleaned (mud). Verified dimensions of excavated locations, pointed out to concrete foreman (3) pf-2 footings that need to be trimmed wider. No bolt templates were in place as of this inspection. All of the above discrepancies were brought to the attention of the foreman (juan). CLS 2-3-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. i.. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH D REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JOAPQaES \1Ui wright Place NO 7-281 FOR WEEK ENDING 'April 3 199 OWNER OR PROJECT NAME Lornerstone Corporate Center BLDG. PERMIT NO. 971265 PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) ARCHITECT Brian _Paul _&_Associates DESGN,STRENXH . , y =ibUU ksi SOURCE OR MFGR. I ENGINEER' GNR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENERAL CONTRACTOR Ninteman_Construction Struc. Steel conforming to ASTM A36 CONTR. DOING REP,ORTED WORK Diversified Metal Works LAB Wyman _Testing _Laboratories FIELD WELDING INSPECTION 3-31-98 Visually inspected the field welding of moment connections @ the following locations: Grid line A column 3 & 4 grid line 8 @ B-D-E &G. Assisted in Ultrasonic Testing at the following: Grid line A @ 3- 4-5 & 6 Also @ line J 6-7-8. All UT test passed. There were 3 certified welders today. CLS 4-3-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JOE rightLPi•ce N7_28l g1NG /EK April 3 Center BLD4g0. PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) ARUTECTrian Paul & As sociätes DESIGN STRENGTH SOURCE OR MFGR. ENREngin•eering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GERcQmNTCjhttion Struc. Steel conforming to ASTM A36 Works LAkyman Testing Laboratories FIELD WELDING INSPECTION 3-30-98 Visually inspected the field welding of rigid frame moment connections @ the following locations: Grid line A columns 4-5-6. Also grid line J columns 6-7-8. All of above ready for Ultrasonic Testing. 3 certified welders on job today. CLS 4-3-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH LI REINFORCED CONCRETE 0 FIELD WELDING LI FIREPROOFING LI SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL LI PRE-STRESSED CONCRETE 0 H. S. BOLTING LI NDT LI OTHER INSPECTOR OF LI REINFORCED MASONRY LI SHOP WELDING LI D/B ANCHORAGE JOB ADDRESS '19O3 WrtcihtPlpce NO l7 'oi FOR WEEK ENDING H 19!:p 27 OWNER OR PROJECT NAME Cornerstone Corporate Center BLLx. PERMII NO. 911"65 PLAN NLENO. CONSTR. MATL (TYPE. GRADE. ETC.) ARCHlIbLf Paul & Acoociatog DESIGN STRENGTH SOURCE OR MFGR. ENIIcm 7y1=1)fl ksi GNFLEnctiacoring Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENERAL LoNTRACToR Ninteman Construction Struc. St1 r.cnfrming i-c ATM A36 CONTR. DOING REPORTED WORK Diversified Metal Works LAB Wyman Testing Laboratories FIELD WELDING INSPECTION 3-27-98 Visually inspected the field welding of rigid frame moment connections in the following locations: Grid line J @ columns 6- 7-8 top and bottom, completed and visually acceptable, ready for Ultrasonic Testing. Welding also at grid A columns lines 3-4-5 & 6. Two certified welders on job. 1 CLS 3-31--98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING El SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE 0 H. S. BOLTING El NDT 0 OTHER INSPECTOR OF El REINFORCED MASONRY El SHOP WELDING El D/B ANCHORAGE .108 ADDRESS 1903 Wricht Place NO.FENDING ENDING 19 OWNER OR PROJECT NAME - Cornerstone CorDorato Contcr BL P I NO. Mar 27 PLAN i-n 1\1O. CONSTR. MAIL CIYPE. GRADE. EIC.) 765 AR t Paul DESIGN STRENGTH SOURCE OR MFGR. ENcIm & Associates Fy'=3600 ksi Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) En..ctincring GE iju Strnr._ Stp1 r_nnfnrmjng to ASTM A36 CObto9pWd0ti0fl Metal Works LApiversified Wyman Testing Laboratories FIELD WELDING INSPECTION 3-26-98 Observed the field welding of rigid frame connections in the following locations: line A @ grids 3-4 also @ line J. Q. grids 6-7- 8. -Note: the above ].dsàth hot complete- asofiithis :report. Observed and assisted inspector perform ultrasonic testing @ line 1 grids B-D-E-G and line J grids 1-2-3. All ultrasonic test passed. CLS 3-31:98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing 1.Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH U REINFORCED CONCRETE El FIELD WELDING. U FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY El SHOP WELDING 0 D/B ANCHORAGE JOB ADDRESS . 9O3WrihtP]ace NO FOR WEEK ENDING Mar 27 OWNER OR PROJECT NAME Cornerstone Corporate Center BL G. PM NO. i265 PLAN HLE Nb. CONSTR. MATL (TYPE. GRADE. ETC.) ARC I ian Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. EN INw 'y'=1)fl ksi GMR Enciinearing Inc. DESCRIBE MAL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENALCOrnPAcioR ion Striir. S1-1 ATM A Diversified MetalLAB Works Wyman Testing Laboratories FIELD WELDING INSPECTION 3-25-98 Visually inspected the field welding of rigid frame connections in the following locations: Line 1 A thru J complete and ready for ultrasonic testing. Welding started @ A-3 and J-7. Due to partial showers that started @ approx. 9:15 am welding operations stopped. CLS 3-31-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING El SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF El REINFORCED MASONRY El SHOP WELDING El D/B ANCHORAGE JOB ADDRESS igrr Wrfriht Place NO 97-'8l FOR WEEK ENDING Mir 27 99p OWNER OR PROJEtT NAME - C.rrnrsirnn Corporate Center BLDG. PERMWNO. 971'?65 PI A CONSTR. MAIL (TYPE. GRADE. ETC.) ARCHITEC1 Brian Paul & Associatec DESIGN STRENGTH SOURCE OR MFGR. ENGINEER GNR Encineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENERAL CONTRACTOR Ninteman Construction Struc. Steel shall cnfcrming i-r ASTM 7 6Diversified CONTR. DOING REPORTED WORK Metal Works LAB Wymn Tinting Tihortories FIELD WELDING INSPECTION 3-24-98 Visually inspected the field welding of rigid frame connections in the following locations: Grid lines. J-1, J-2, & J-3. The above listed welds are ready to be Ultrasonic Tested. Note: Welding was completed @ grid line 1 columns B. D, E. and G. However, due to inaccessibility, I could not inspect welds. Also minor imperfections listed in report. dated 32398: have been corrected. 2 certified welders on job. CLS 3-31-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH U REINFORCED CONCRETE U FIELD WELDING U FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL U PRE-STRESSED CONCRETE U H. S. BOLTING U NDT U OTHER INSPECTOR OF U REINFORCED MASONRY U SHOP WELDING U D/B ANCHORAGE JOB ADDRESS l903 Wriciht pr NO. FOR WEEK ENDING 19 OWNER OR PROJECT NAME Cornerstone Corporate Center BLD . E 0. 265 PLAN 27 CONSTR. MAFL (TYPE. GRADE. ETC.) ARC IT Paul & Aocociatcg DESIGN STRENGTH SOURCE OR MFGR. ft~ji.an ENINI GNR nciineoring Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENERAL COENTIACTOR Ninteman construction Struc.. St1 s1-11 rnf to ASTM A36 CONTR. DOING REPORTED WORK Diversified Metal Works LAB Wyman Testing Laboratories FIELD WELDING INSPECTION 3-23-98 Visually inspected the field welding of rigid frame connections in the following locations: line J-1 moment connections @ 2' and 3rd floor levels at this time backer bar needs to be removed and root backgauged, and welded with " fillet weld. It was pointed out to the welder a couple of areas at top plate with small amounts of piping porosity, that needed fixing. Welding @ column line 3-J is complete and visually acceptable. Also inspected welds at G-1, overall quality of welds acceptable, with the exception of finished contour at weld tabs, need to be corrected. The above mentioned discontinuity's are minor cosmetic items that are being corrected. 2 certified welders on job. CLS 3-31-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JO ESYh1t _1 - NO. 97-281 FOR WEEK Mar. 20 ENDING 19 :)9amv;gj;em-m~Urpor ate CuLL BLDEIb. PLAN FILE NO. EGF.011 UJ11Y to A5TM A3' AR4Efl Paul & Associates ffIN NT A t*RM1.t SOu 5Lee EN Engineering Iiic. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GE(NiUll Lruc Lion high strength bolts ASTM A325N & A325 Works 8WymdI1 TeLiiig Lc&1J0LdL0LieS FIELD WELDING INSPECTION 3-20-98 Visually inspected the field welding of full penetration welds @ moment connections @ the following: line 1 @ B-D-E also line J @ 1-2. Problems alluded to in yesterday's report some what worked out today. Welders using innershield NR305 3/32". Also non-compliance referenced in report 3-18-98 was welded complete today. Note welds are not complete as of this report. Backer Bar, and tabs need to be removed and back gauging and fill in welds after backgougeing as per detail 9 & 5 on S-5.2. CLS 3726-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. U.. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 9 REINFORCED CONCRETE U FIELD WELDING U FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL U PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT U OTHER INSPECTOR OF 0 REINFORCED MASONRY U SHOP WELDING 0 D/B ANCHORAGE J889¼eEright Placj NO9728' FORWEEK Mar. 20 98 ENDING 19 0 orporate -center BLD . PLAN FILE NO. to ASTM A36 AREfl Paul & Associates DMON TEGISi souRcE41J.ster Ste dNc& Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) ion Hiyli sLLnyL11 butts ASTM A325N & A325S1 LABwyman Testing laboratories FIELD WELDING/BOLTING INSPECTION 3-19-98 Observed the installation of ASTM a325 HIGH-STRENGTH bolts, including bolt holes and faying surfaces for rigid and non -rigid frame connections as noted on the approved drawings. Visually inspected the field welding of full penetration groove welds @ the following: line 1 @ B-d--e line J @ 1-2. Welders having problems with welding machines. Welds @ line J 2 nd & 3rd floor level rejected. (2) CERTIFIED WELDERS. CLS 3-26-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. U.. Wyman Testing. 1.Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH D REINFORCED CONCRETE D FIELD WELDING 0 FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL U PRE-STRESSED CONCRETE U H. S. BOLTING U NDT U OTHER INSPECTOR OF U REINFORCED MASONRY U SHOP WELDING U D/B ANCHORAGE JOB ADDRESS NO 97-281 FOR WEEK ENDING Mar 27 1998 OWNER OR PROJECT NAME Cornerstone Corporate Center BLDG. PERMIT NO. P171965 I PLAN FILE NO. CONSTR. MAIL (TYPE, GRADE. ETC.) ARCHITECT DESIGN STRENGTH SOURCE OR MFGR. ENGINEER (NT Fnqinring Tnr. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.)' GENERAL CONIT?ACTOR Nintmrn Crrnstriir.1-ic>n CONTR. DOING REPORTED WORK Diversified Metal Works LAB Wyman Testing Laboratories --r ULTRASONIC TESTING 3-26-98 Performed ultrasonic tests 'for soundness of full penetration welds as listed below utilizing a sonic mark I, ultrasonic scope with a 2.25 mhz transducer set at 70 degrees shear wave, 2dbcf/52dbr1/68dbs1, all welds tested and accepted in accordance with the applicable sections of the AWS D1.1. & 3rd floor moment frames top and bottom flanges and plates as listed. latBWpass 1AtDE&Wpass 1atEE&Wpass 1 a GE pass 2atJn/spass 1 at J (s) pass. 3 at J (n) pass.' CLS 4-2-98 Signed copy on file. Earl Simon CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. 71~ Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE 0 FIELD WELDING El FIREPROOFING El SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT 0 OTHER INSPECTOR OF El REINFORCED MASONRY El SHOP WELDING 0 D/B ANCHORAGE JOB ADDRESS 1903 Wright Place NO 97-281 FOR WEEK ENDING April 3 1998 OWNER OR PROJECT NAME Cornerstone Corporate Center BLDG. PERMIT NO. 971265 PLAN FILE NO. ONSTR. MAIL (TYPE. GRADE. ETC.) ARCHITECT Brian-Paul _&_Associates DESICN STRFNTH S yyr 36D0 k s i SOURCE OR MFGR. ENGINEER GNR Engineering -Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGP.) GENERAL CONTRACTOR Ninteman Construction CONTR. DOING REPORTED WORK Diversified Metal Works LAB 1yman Testing Laboratories FIELD WELDING INSPECTION 4-3-98 V isually •inspected the field welding of rigid frame moment Connections at the following locations: Grid line 8 @ columns B-D- E-G. Completed welds were inspected for size, length, location and unless otherwise noted, are free of visible defects and in accordance with the approved plans and specifications. 1 certified welder on site today. All of the above UT tested and passed. CLS4-8-98 . Signed copy on fit. Elbert Cunningham CERTIFICATION OF COMPLIANCE HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL LI PRE-STRESSED CONCRETE LI H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE III ~WJE Place Skright 97_281 I N0 FOR WEEK lENDING April 3 1998 Ofi'JER OR PROJECT NAM ornerstone Corporate Center BLDG PERMIT NO. 971265 I PLAN FILE NO. I CONSTR. MATL (TYPE. GRADE. ETC.) ARCHITECT Brian _Paul _&_Associates DE,kSP STRENGTH SOURCE OR MFGR I ENGINEER GNR Engineering Inc. DESCRIBE MAL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENE inttALC eONTPACmanT,RLo Nnstruction NR232 CONTR. DOING. RgP.OR DiversitieIl Works I LA'Wyman Testing Laboratories ULTRASONIC TESTING 4-3-98 Performed ultrasonic tests for soundness of full penetration welds as listed below utilizing a "Sonic, Mark I" ultrasonic scope with a 2.25 Mhz transducer at 70 degrees shear wave with 2dbcf/48dbr1/68dbs1. All welds were tested in accordance with the applicable sections of the aws dl.l. 2nd floor moment frames 3rd floor moment frames B at (w) pass B at 8 (w) pass D at 8 (e) pass D at 8 (e) pass D at 8 (w) pass D at 8 (w) pass E at 8 (e) pass E at 9 (e) pass E at 8 (w) pass E at 8 (w) pass G at 8 (e) pass G at 8 (e) pass CLS 4-6-98 Signed copy on file. Earl Simon CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. lIE Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH D REINFORCED CONCRETE 0 FIELD WELDING LI FIREPROOFING LI SHOICRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY LI SHOP WELDING 0 D/B ANCHORAGE ,If DE FOR right Place N097_281 I'EEK ENDING April 3 1998 OWNER OR PR04ECT NAM Lornerstone Lorporate Center 9I1b PLAN FILE NO. CONSTR. MATL (TYPE. GRADE. ETC.) ARCHTCT Brian Paul & Associates DSJGI ST1ENGTH y =.ibUU ksi SOURCE OR MFGR. ENGJR (,NK Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) GERAL,CONTRACIQR inteman Lonstruction Structural steel conforming To ASTM A36 CQ&LR. DOING REPOR1Z WORK uiversiriea. Metal Works 'yman Testing Laboratories FIELD WELDING INSPECTION 4-2-98 Observed the field welding, of rigid frame moment Connections backer bar removal arc gouging and the welding @ grid line 8 column D @ west side. Completed and visually accepted. Ready for Ultrasonic Testing, 1 certified welder onsite today. CLS 4-8-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE o%'5Wright Place N7_281 IFOR WEEK ENDING April 3 1998 OWNER OR PR04ECT NAME cornerstone Corporate Center BLDG. PERMIT NO. 971265 PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) ARCHITECT Brian _Paul _&_Associates DESIGN STRENGTH SOURCE OR MFGR. ENGINEER• GNR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENERAIT CONTRACJOR Ninteman Lonstruction CQNrR. DOING IEPORTEQ WORK L)lversltlecl Metal Works LAyman Testing Laboratories UNSCHEDULED CANCELLATION 4-1-98 Unscheduled cancellation:. Due to conditions beyond our control, raining. The Scheduled work was canceled. No Inspections were performed. CLS 4-8-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. on Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH U REINFORCED CONCRETE U FIELD WELDING 0 FIREPROOFING 0 SHOICRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE U H. S. BOLTING 0 NDT U OTHER INSPECTOR OF 0 REINFORCED MASONRY U SHOP WELDING U D/B ANCHORAGE JOB ADDRESS 1903 Wright Place I N7_281 FOR WEEK lENDING April 3 18 OWNER OR PROJECT NAME Cornerstone Corporate Center BLDG. PERMIT NO. I 971265 I PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) ARCHITECT Brian _Paul _&_Associates DE . ffSTRENGTH SOURCE OR MFGR. ENGINEER GNR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENERAL CONTRACTOR Ninteman Construction NR232 fcaw CONTR. DOING EPOTE Diversirieci Works LA wyman_Testing_Laboratories ULTRASONIC TESTING 3-31-98 Performed ultrasonic tests for soundness of full penetration welds As listed below. Utilizing a "Sonic, Mark I" ultrasonic scope with a 2.25 Mhz transducer at 70 degrees shear wave with 2dbcf/48dbr1/64dbs1. All welds were tested in accordance with the applicable sections of the AWS D1.1. 2nd floor moment frames 3rd floor moment frames Line J at 6(s) pass line J at 6 (s) pass Line J at 7 (n/s) pass Line J at 7 (n/s) pass Line J at 8 (n) pass line J at 8 (n) pass Line A at 6 (n) pass Line A at 6(n) pass Line A at 5 (n/s) pass line A at s(n/s) pass Line a at 4 (n/s) pass line A at 4 (n/s) pass Line A at 3 (s) pass line A at 3 (s) pass CLS 4-6-98 Signed copy on file. Earl Simon CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. 17150 Via Del Campo Suite 307 San Diego, CA 92127 1-800-487-0355 STING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CORNERSTONE CORPORATE CENTER PROJECT NO. 97-281 PROJECT ADDRESS 1903 WRIGHTPLACE, CARLSBAD, CALIFORNIA CONTRACTOR NINTEMAN CONSTRUCTION ARCHITECT/ENGINEER BRIAN PAUL & ASSOCIATES/GNR ENGINEERING BLDG. PERMIT NO. N/A PLAN FILE NO. N/A SAMPLE DATA REPORT OF: JCONCRETE flMORTAR flGROUT OPRISMS flH/S GROUT EOTHER PLACEMENT DATE 03-02-98 SUPPLIER SUPERIOR READY MIX MIX NUMBER 354P TYPE OF CEMENT Il/V ADMIXTURE MASTER BUILDERS POZZ 322N TIME IN MIXER 54 MIN CONC. TEMP N/A DATE RECEIVED IN LAB 03-03-98 MIX DESIGN PSI 3000 MIX DESCRIPTION 5.4 SK TICKET NUMBER 312648 SLUMP 4 1/2" PERCENT AIR N/A AIR TEMP. UNIT WEIGHT WET N/A UNIT WEIGHT DRY N/A MIX REQUIRED PSI (f'c) 3000 PSI @ 28 DAYS SAMPLES MADE BY H. SARKANI LOCATION OF PLACEMENT 2 SPREAD FTG PAD @ G/POINTS J/5.5 & J/3 INCLUDING GB-3 SECTION UNDER THIS FTG PAD LABORATORY DATA COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH IDENTITY NO. TESTED TNrRP.q gn rT1Mr1c 7 17 03-09-98 6 X 12 28.27 80,500 2850 28 18 03-30-98 6 X 12 28.27 137,000 4850 28 19 03-30-98 6 X 12 28.27 130,000 4600 H 20 ,., ,,u,nu rc,%ruscr1u 1N UNIML RLLUIL)MNLt Wilil hIM USl METHODS C31, C39, C78, C138, C143, C172, C173, C231, C617, C1064 'RLIURL MERUIftU RREA LABORATORY D DISTRIBUTION: OWNER, CHECKED BY: DATE: ______ OF 17150 Via Del Campo Suite 307 '.. San Diego, CA 92127 . '= 1-800-487-0355 WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CORNERSTONE CORPORATE CENTER PROJECT NO. . 97-281 PROJECT ADDRESS 1903 WRIGHTPLACE, CARLSBAD, CALIFORNIA CONTRACTOR NINTEMAN CONSTRUCTION ARCHITECT/ENGINEER BRIAN PAUL & ASSOCIATES/GNR ENGINEERING BLDG. PERMIT NO. 971265 PLAN FILE NO. N/A SAMPLE DATA REPORT OF: FX—jCONCRETE EMORTAR GROUT DPRISMS EH/S GROUT EOTHER PLACEMENT DATE 02-13-98 DATE RECEIVED IN LAB 02-16-98 SUPPLIER ESCONDIDO READY MIX MIX DESIGN PSI 3000 MIX NUMBER 354P MIX DESCRIPTION 5.4 SK TYPE OF CEMENT II TICKET NUMBER 312382 ADMIXTURE POZZ SLUMP 4" TIME IN MIXER 60 MIN PERCENT AIR N/A CONC. TEMP 70.20 AIR TEMP. 62.30 UNIT WEIGHT WET N/A UNIT WEIGHT DRY N/A MIX REQUIRED PSI (f'c) 3000 PSI @ 28 DAYS SAMPLES MADE BY E. CUNNINGHAM LOCATION OF PLACEMENT GRADE BEAM FOOTINGS @ GRID LINE 1 @ MID POINT LABORATORY DATA . COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH Tfl'M'PTVV ?Jfl TN(HFS SO TNCT-TES POUNDS PSI 7 13 02-20-98 6 X 12 28.27 96,500 3410 28 14 03-13-98 6 X 12 28.27 173,000 6120 28 15 03-13-98 6 X 12 28.27 171,000 6050 H 16 ALL SAMPLING AND TESTING PERFORMED IN IjENENAL ALLUNL)N.t Willi RIM It MtII1UtTh PtLIU1kL I1UKtL) MktM C31, C39, C78, C138, c143, C172, C173, C231, C617, C1064 LABORATORY DATA REMARKS DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER CHECKED BY: REVIEWED BY: DATE: 3-f g'-9ic' DATE: 3-24-' C*' o/ Ex-3 U.. UU.. .. U.. U..'.. UIU• Suite 17150 Via Del Campo I lUN• San Diego, CA 92127 A~. ..r— I, UUP U• .IM UI •U 1-800-487-0355 U..... U..... WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CORNERSTONE CORPORATE CENTER PROJECT NO. 97-281 PROJECT ADDRESS 1903 WIRIGHTPLACE, CARLSBAD, CALIFORNIA CONTRACTOR NINTEMAN CONSTRUCTION ARCHITECT/ENGINEER BRIAN PAUL & ASSOCIATES/GNR ENGINEERING BLDG. PERMIT NO. 971265 PLAN FILE NO. N/A -- SAMPLE DATA REPORT OF: FRI CONCRETE EMORTAR EGROUT EPRISMS EH/S GROUT EOTHER PLACEMENT DATE 02-13-98 DATE RECEIVED IN LAB 02-16-98 SUPPLIER ESCONDIDO READY MIX MIX DESIGN PSI 3000 MIX NUMBER 354P MIX DESCRIPTION 5.4 SK TYPE OF CEMENT II TICKET NUMBER 312389 ADMIXTURE POZZ SLUMP 2" TIME IN MIXER 60 MIN PERCENT AIR N/A CONC. TEMP 700 AIR TEMP. 55.80 UNIT WEIGHT WET N/A UNIT WEIGHT DRY N/A MIX REQUIRED PSI (f'c)3000 PSI @ 28 DAYS SAMPLES MADE BY E. CUNNINGHAM LOCATION OF PLACEMENT GRADE BEAN FOOTINGS @ GRID LINE A @ MID POINT LABORATORY DATA COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH TflFT'PTPY Nfl 'r'.s'rn INCHES SO. INCHES POUNDS PSI 7 13 02-20-98 6 X 12 28.27 77,500 2740 28 14 03-13-98 6 X 12 28.27 128,500 4540 28 15 03-13-98 6 X 12 28.27 127,000 4490 H 16 ALL SAMPLING AND TESTING PERFORMED IN (iENEKAL RLLUKURNt..t WHIt RIM ItI MUMUL)S LIUML MtASUKtU AKtI C31, C39, C78, C138, C143, c172, C173, C231, C617, C1064 LABORATORY DATA REMARKS DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER CHECKED BY: ___ REVIEWED BY: DATE: V DATE: 3.-71--P U.. F T U.L 17150 Via Del Campj Suite 307 U •U San : :; ;. ...I.0 U...'. WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CORNERSTONE CORPORATE CENTER PROJECT NO. 97-281 PROJECT ADDRESS, 1903 WRIGHTPLACE, CARLSBAD, CALIFORNIA CONTRACTOR NINTEMAN CONSTRUCTION ARCHITECT/ENGINEER BRIAN PAUL & ASSOCIATES/GNR ENGINEERING BLDG. PERMIT NO. N/A PLAN FILE NO. N/A SAMPLE DATA REPORT OF: CONCRETE MORTAR LJGROUT OPRISMS fl/S GROUT EiOTHER PLACEMENT DATE 02-02-98 SUPPLIER SUPERIOR READY MIX MIX NUMBER 354P TYPE OF CEMENT II ADMIXTURE MASTER BUILDERS POZZ 322N TIME IN MIXER - 60 MIN CONC. TEMP 71.30 UNIT WEIGHT WET N/A DATE RECEIVED IN LAB 02-05-98 MIX DESIGN PSI 3000 MIX DESCRIPTION 5.4 SK TICKET NUMBER 170086 SLUMP 3" PERCENT AIR ' N/A AIR TEMP. 57.10 UNIT WEIGHT DRY N/A MIX REQUIRED PSI (f'c) 3000 PSI @ 28 DAYS SAMPLES MADE BY E. CUNNINGHAM LOCATION OF PLACEMENT PAD FOOTINGS LABORATORY DATA COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH IDENTITY NO. TESTED INCHES SQ. INCHES POUNDS PSI 7 1 02-09-98 6 X 12 28.27 81,000 2860 28 2 03-02-98 6 X 12 28.27 139,000 4920 28 3 03-02-98 6 X 12 28.27 137,500 4860 H 4 ALL ArW'L1Nb AND IbIINti I'KrUKMI) IN LiENEKAL ALLUIWRNL WITH ASIM ISl MhINUU5 C31, C39, C78, C138, C143, C172, C173, C231, C617, C1064 ACTUAL MEASURED AREA LABORATORY DATA REMARKS DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER CHECKED BY: REVIEWED BY: DATE: U.. ... T Suite 307 San Diego, 17150 Via Del Campo 92127 ;,: UI U. U..... ..l.. WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CORNERSTONE CORPORATE CENTER PROJECT NO. 97-281 PROJECT ADDRESS 1903 WRIGHTPLACEI CARLSBAD, CALIFORNIA CONTRACTOR NINTEMAN CONSTRUCTION ARCHITECT/ ENGINEER BRIAN PAUL & ASSOCIATES/GNR ENGINEERING BLDG. PERMIT NO. N/A PLAN FILE NO. N/A SAMPLE DATA REPORT OF: []CONCRETE El MORTAR [:]GROUT El PRISMS EH/S GROUT [:]OTHER DATE RECEIVED IN LAB 02-10-98 MIX DESIGN PSI 3000 MIX DESCRIPTION 5 1/2 SK TICKET NUMBER 170395 SLUMP 4 1/2" TIME IN MIXER 60 MIN PERCENT AIR N/A - CONC. TEMP 620 UNIT WEIGHT WET N/A MIX REOUIRED PSI (f'c) 3000 PSI @ 28 DAlE LOCATION OF PLACEMENT BLDG D ELEVATOR PIT WALLS AT LINE 4 BETWEEN GRID APPROX. D.5 LABORATORY DATA COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH TTW?T'rT1'V Mn rrv. Q rrr.n TNCT-WS SO. INCHES POUNDS PSI 7 5 02-17-98 6 X 12 28.27 83,500 2950 28 6 03-10-98 6 X 12 28.27 131,500 4650 28 7 03-10-98 6 X 12 28.27 130,000 4600 H 8 1 - ALL AMPL1NLi ANI) ILI1NU P'tKruKMW IN UNtKML MI..I..VIUMN.0 wiun ma in II rIIflULl fll..IUflL I•In.flrn..nn.n C31, C39, C78, C138,Ci43, C172, C173, C231, C617, C1064 LABORATORY DATA REMARKS DISTRIBUTION: OWNER. ARCHITECT, ENGINEER. CONTRACTOR, CITY. SUPPLIER CHECKED BY: REVIEWED BY: DATE: DATE: 3i18 PLACEMENT DATE 02-10-98 SUPPLIER SUPERIOR READY MIX MIX NUMBER 354P TYPE OF CEMENT II ADMIXTURE POZZ AIR TEMP. 70 UNIT WEIGHT DRY N/A SAMPLES MADE BY F. BELTRAN LIE Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH D REINFORCED CONCRETE U FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE f?right Plac, Carlsbad, California N7_281 FOR WEEK ENDING May 29 108 OWNER OR PROJECT NAME cornerstone Lorporate Center BLG P1IJ O. PLAN FILE NO. CONSTR. MAIL (1YPE. GRADE. ETC.) ARCHIECT Brian Paul _&_Associates DESIGN STRENGTH SOURCE OR MFGP. ENQIE NK P Engineering Inc. DESCRIBE MAIL (MIX DESIGN, RE-BAR GRADE & MFGR.) GIERAICONTRACJpR itneman Lonstruction CONTR. DOING REPORTED WORK ....... S Llym.' an Testing Laboratories FIELD INSPECTION AND TEST REPORTS Enclosed are field inspection and/or test reports, for the above referenced project, for work performed on 5/29/98. These reports cover the locations of work inspected and/or tested following recognized andards and do not constitute engineering opinion or project control-; I....... These reports do not relieve the -contractor of his responsibility to build per the plans, specifications and all applicable codes. Should you have any questions regarding these reports, please contact our office at (619) 715-5800. Reports enclosed (5.) cc: (l)Prentiss Properties (l)GNR Engineering Inc. (l)City of Carlsbad (1) Ninteman Construction (1)Brian Paul & Associates - CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY. .TJJAT,I:HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. I:. Wyman Testing Laboratories. (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE U FIELD WELDING U FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL U PRE-STRESSED CONCRETE 0 H. S. BOLTING U NDT U OTHER INSPECTOR OF U REINFORCED MASONRY 0 SHOP WELDING U D/B ANCHORAGE ,Vsrsi~h't' Place 00 N97_281 FOR I ENDI WEEKNG May 22 1998 QWNER OR PIOJECT NAME ornerstone corporate Center BLQ. P.RAT10. PLAN FILE NO. CONSTR. MtL (TYPE. GRADE. ETC.) . ACHECT brian Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. E (NKIEIL 1..ngineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) Gfff PAL CONTRA ORtt . on - - LVym an Testing Laboratories . / / ULTRASONIC TESTING / . \;•.•• / 5-22-981 : . •• / Performed '. ,..,.ultrasonic,tests for soundness of full enea1-±i6n welds as listed below. Utilizing a "Sonic, .4ark I" ultrasonic scope with a 2.25 Mhz transducer at 70 degre:esi. shear wave. All welds were tested lAW the applicab-le sections of the AWS D1.1. Reinspection time hour. 2nd level I at E (e) top flange pass. 3rd level A at 5 (n) btm flange pass. 2'' & 3' level moment frames Lines '8 at B (w) pass. Lines 8 at G (e) pass. Lines 8 at D (e) pass. Lines 8 at D (w) pass. Lines 8 at E (w) pass. LINES 8AT e (E) PASS. JS 5-27-98 Signed copy on file EARL SIMON CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE çJOTD.I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. ... Wyman CIE Testin (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE PtFright Place Nc97-281 ENDING May 22 19 98 8Iorporate center BLsIp. PLAN FILE NO. CONSTR. MATL(1WE.GRADE. ETC.) ARIf Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENR Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) GPft999nstruction CDt L l LAVan Testing Laboratories FIELD WELDING INSPECTION 5-20-98 Provided special inspection for welding of gusset plates and facia angles on grids E and F also fit up and welding of partial penetration groove welds on tube steel canopy on 2nd floor at grid lines F :& 4 & 5 lines. Work observed to plans and specs. r'.t P! IC I, :L. •0 CLS 5-28-98 Signed copy on file. Charles Bryan CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOICRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE BoA:DSig ht Place N9.7_281 FOR IENDING May 22 1998 9WNER OR Pt?OJECT NA1v1E .ornerstone Corporate Center . BL1. P.ERMtTk1O. PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) • ARCHLTECT brian Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. EEPEngineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) . GiEMTRAcItt . on Cp IEQgf lg l an Testing Laboratories 1 . .. ULTRASONIC TESTING -19-98 / Performed ultrasonc tests on full penetration welds as listed below utilizing a "Sonic, Mark I" ultrasonic sc.ope with-. a 2.25 Mhz transducer at 70 degrees shear. All welds te s t d lAW AWS D1.1 nd & Ivel moment frames J at r3c (-n) pass 1 at D (e/w) pass J at .:52.::,./S pass . 1 at e, •w pass J at 1 s pass. 1 at. G (w) pass J at 8 (n) pass . 1 at e . 3rd level pass J at 7, n/s pass *1 at E (e) 2nd level reject (beam top flange Class C 2-1/2" length, interior J at 6 (s) pass at 6 (n) pass A at 5 (n) 2nd level pass at 5 (s) pass *A at 5 (n) 3rd level reject (Beam bottom flange class C 2-7/8" length center at 3 (s) pass latB (e) pass 1oment....fme beam splices at line 1 (2nd level between e & g pass. see flchange order) line #1 3rd level between e & g pass. Time spent hr. . Line-Al 3rd level between B & D pass. C'LS 527L9 Signed copy on file. EARL SIMON CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING El SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF El REINFORCED MASONRY El SHOP WELDING El D/B ANCHORAGE JQEright Place N097281 FOR WEEK May 22 98 ING 19 °PR5ñorporate Center BL2E34r4. PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) ARBiffilJn Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GEj C1nstruction CO jRD 1 LAyman Testing Laboratories FIELD WELDING INSPECTION 5-19-98 Inspection provided for welding of 2 nd phase •moment welds. Back gouging of groove welds and welding of reinforcing fillet welds on 8 line at C,D,E line, 2 nd floor. Repair of groove welds on 2 nd floor at grids 1 & D and third floor at A & 5 lines. Repair involwëd1t-r.oving portion of bad weld and following approved welding.prpcedures .rewelding of groove welds. On grid line 5 at 2rid I6r.élding of gusset plates to beam web for facia angle support between grids E & F. Welding observed to approved plans and applicable codes & specs. - CLS 5726 Signed copy on file. Charles Bryan CERTIFICATION OF COMPLIANCE I HEREBY CERTIF.Y tHAT I-1AVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE-FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS; AND APPLICABLE SECTIONS. ( --.p- Wyman ii (619) 675-0270 COVERING.WORK PERFORMED WHICH D REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING U NDT 0 OTHER INSPECTOROF: 0 REINFORCED MASONRY 0 SHOP WELDING El D/B ANCHORAGE J,epDIS. wrght Place N 97-281 FOR WEEK ENDING May 22 1998 QWNER OR PROJECT NAME Lornerstone Lorporate Center : PEiMIJO. Ii'U PLAN FILE NO. QNSTR. MAIL (TYPE. GI?ADE. ETC.) ib struc. btee± A(CHITECT brian Paul & Associates SOURCE OR IMENRGM Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) Back up bars, shear/plates & stiffener C fy8aEJ4TA (Rob) Electrodes: NP.232 .072,71-T-8 fcaw yman Testing Laboratories FIELD WELDING INSPECTION 5-198 & 5-18-98 . 3rd foor, Observed & visually inspected the continuous field welding of the shear/plates located @ E line between 3 & 5 lines per S7.1 detail #11, 5/16" fillet weldsboth/sides. @ grid J thru A between #1 thru #8 @ the moment connections, some of the continuity plates are misaligned and do not allow for a 5/16" fillet weld -ottortr/.f-1añ'ges) 2' & 3rd floors) solution RFI 3-30-98. Cut the flange back far enough to make a p.p. weld (per bski sketch). Continued to air/air the back/up plates. 5off -@ .the c.p welds(moment conns) @ varies locations, 2nd & 3rd floors. Also 1'a:fillet welded weld pass, per S-5.2 detail #1, preparing joints (welded) for u.t testing;...Cqntinued erecting the canopy, aligning & tack/welded @ J line between 3 & 5 lines (18t floor. Started erecting, stairs 2nd & 3rd floors @ grids 3 & 4 interdctéd by grids C & D.3. All completed welds are in accordance with the approved, plans & specifications & unless otherwise noted, no discrepancies found. Inspected welds for size, length, & location. Observed welders for proper procedures & techniques. 5-18-98 building C Arrived job site @ 6:30 am spoke with Nintemans superintendent (Jef Farrell), went over the blue prints & area of work, for today. Checked in with the Carlsbad bldg. '(jOhn). Dept. Spoke with Diversified Metals foreman (rob) went over, what his men were going to be doing today. At 2 d & 3rd floor they will be air arcing the run/off tabs & backup bars @ the moment connections, located @ the following grids #1 line, between B thru G, A line between #3 thru #6, 8 line. B thru G, J line between #1 thru #8. Welded with i" fillet per S-5.2 detail #9. Welded shear plates @ 3rd floor, F line, between #3 thru #6. To the W16x36 beam, north/side of the stairs, also on the socth/ide of the stairs, welded to the W24x94 beam, per S-7.1 detail #11, refers.to a,-schedule on S-5.2 detail #3, 5/16" fillet welds, both sides. Erected struc. Stee] @,J line between 3.5 thru 5.5 lines, tacked welded only. To the Pest of my knowledge, all welding meets or exceeds the criteria set forth in the AWS :D...1 manual and all other applicable codes, plans & specifications. CLS 5-2798 Signed copy on file. Robert Dickerson CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTD I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. nogn 1: 1 pol 2 r. i:91 '' I Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY El SHOP WELDING El D/B ANCHORAGE JREright Place No97-281 -[FOR WEEK May 15 1 ENDING 19 98 iorporate Center BLD71400. PLAN FILE NO. ATfr Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENJLkR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GE.fCl8nstruct ion NR305, NR232 fcaw dia 3/32 CC jRfJD WORK . .-.. '-Myman Testing Laboratories FIELD WELDING INSPECTION 5-15/5-14-98 Performed field welding inspection as listed below. Witnessed fit up & welding of the following 1G position & iF position welds as detailed on S5.1/S5.2 at the following locations: 2nd level: lines J at 6 (S); J at 7 (n);. 3rd level lines J at 6 (s); J at 7 (n) connections not yet complete. Witnessed backing bar removal, backgouging, operation, cleaning and over fillet (4F) positions at the following locations: 2' level ....line 1 at E(w), line 1 at E(E), line 'l at D (w) line 1 at D (E), 3rd level: line. 1 at e(w), line 1 at e (e), line 1 at D (w) line 1 at D(e) connections not yet complete. (N)=north, (s)south, (w)=west, (e)east Certified welders were observed for proper welding procedures and techniques. Completed welds were inspected for size, length, location and unless otherwise noted, are free of visible defects and in accordance with the approved plans and specifications to the best of my knowledge. 5-14-98 Performed welding inspection as listed below: 2nd level moment resisting frames: the following locations welding process is in work: line J at 3(n), J at 6(s), 7 at J(s), 8 at J(n), 8 at G (E), 8 at e(w). 3rd level moment resisting frames: the following locations welding process is in work: line J at 3 (n), 7 at J9s), 8 at J(n), 8 at G(e), 8 at E(w). N=north, s=south, w=west, e=east. Certified welders were observed for proper welding procedures and techniques. Completed welds were inspected for size, length, location and unless otherwise noted, are free of visible defects and in accordance with the approved drawings s5/5.1 + S5/s.2 and specifications to the best of my knowledge.. Time in: 7:00 am 9:00 am Time out: 3:00 pm 3:00 pm Interim. typed report for reference - original handwritten daily on file. Signed copy to be forwarded in final report. CLS 5-18-98 Signed copy on file. Earl Simon CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH U REINFORCED CONCRETE FIELD WELDING . U FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE '0 H. S. BOLTING U NDT U OTHER INSPECTOR OF 0 REINFORCED MASONRY U SHOP WELDING U D/B ANCHORAGE i?ight Place Nc97-281 FOR WEEK May 15 ENDING 1998 QThQJAtb rporate Center BLD.7g14IO. PLAN FILE NO. ARTjI Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GE$ñLftC5nstruct ion Works - . ..... LAiyman Testing Laboratories FIELD WELDING INSPECTION 5-14-98 Bldg C Inspected the fit up and welding of W14x9O columns, W21x44 beams, "x5-1/2"x11'-6" top plates, and •"x8"x1'-6" bottom plates 3rd floor, line 2J-2' & 3rd floor south side at frame #1 lines 1 J of column. Inspected the fit up and welding of W14x99 columns, W21x62 beams-'-, -N top plates and 5/8"x9-1/2"x18" bottom plates at frame.-#3.. 8E-2' id 3rd floor east side of column. :15 Welds were made using fcaw E70T-6 NR305 electrode for groove welds hd fillet welds by certified welders. Inspection was continuous and work complies with the approved plans and specifications. CLS 5-7I8.-98 Signed copy on file. STEPHEN FLORES CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY.-THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I, HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONSAND APPLICABLE SECTIONS. jr rleFli lLu1I1 Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE FIELD WELDING . El FIREPROOFING El SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JBE rig ht Place, N097-281 FORWEEK May 15 98 ENDING 19 °fl5horporate Center BLD 400. PLAN FILE NO. CArlf ETC.) ARSflciin Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. EN1? Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGP.) GErfftnCTenstruction CO jDl Works LAyman Testing Laboratories SHOW UP 5-13-98 5-12-98BLDG. C 1. SHOW UP TIME 2 HOURS WORK CANCELLED BECAUSE OF PAIN AND JOB SITE TO MUDDY. FIELD WELDING INSPECTION bldg. C::moment frames #1 & #3 welded connections Inspected the fit up and welding of W14x99 columns, W21x62 beams, •"x7"x18" top plates, and 5/8"x9-1/2"x18" bottom plates at lines 1B-2nd& 3rd floor, lines 8B 2nd floor, lines 8D 2nd & 3rd floor, at moment frame #3 sheet S-5.1. Inspected the fit up and welding of W14x9O. columns, W21x44 beams, 3"x5-1/2"x11'-6" top plates, and "x8"x1'-6" bottom plates, at lines 11 2' floor, lines 2J 2' & 3rd floor, at moment frames #1 sheet S-5.1. Work done per details 9/s-5.2, 6/s-5.2, 5/s-5.2. Welds were made using fcaw E70T-6 NR305 electrode for groove welds and fillet welds by certified welders. Inspection was continuous and work complies with the approved plans and specifications. CLS 5-18-98 Signed copy on file. Stephen Flores CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTEDI HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. A'JP. APPLICABLE SECTIONS. - $jr11.J I1rlL!K'I:1 Jr a..Wyman (619) 675-0270 COVERING WORK PERFORMED WHICH U REINFORCED CONCRETE 0EIELD WELDING U FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL U PRE-STRESSED CONCRETE U H. S. BOLTING U NDT U OTHER INSPECTOR OF 0 REINFORCED MASONRY U SHOP WELDING 0 D/B ANCHORAGE J?Eright Place. Nc7-281 FOR WEEK May 15 19 98 ENDING Center BLD.74fttJO. PLAN FILE NO. ARIf1 Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ENR Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) A36 steel, E70T-6 nr305 electrode Works E71T-8 NR232 electrode LAyman Testing Laboratories FIELD WELDING INSPECTION 5-11-98 bldg. C moment frame welded connections Inspected the fit up and welding of W14x9O columns, W2lx5O beams, 7/8"x5-1/2"x1'-6" top plates and 5/8"x8"x18" bottom plates at moment frames #2 lines A4 3rd floor south side of col, lines AS & .3.rd....floor north & south side of col, lines A6 2nd & 3rd floor northS:i.de of column. Inspected the fit up and welding of W14x99 columns, W21x62 beams, "x7"x18" top plates, and 5/8"9-1/2"x18" bottom plates at moment frames #3 lines 1D-2'' & 3rd floor east & west side of col, lines 8B 2' floor west side of column. Work-..was done per details 9/S-5.2, 6/S-5.2. Welds :were made using FCAW AWS A5.20 E70T-6 NR305 electrode for groove welds and fillet welds by certified welders. Inspection was continuous and work complies with the approved plans and specifications. CLS 5-8-98 Signed copy on file. Stephen Flares CERTIFICATION OF COMPLIANCE HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED 1 'HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & RE: OF RFQi4511:Rk:U 1NbF`t:(.;1UH SPECIFICATIONS, AND APPLICABLE SECTIONS. ________________ ________ /ei3O /ô8c~ - bATOF REPORT REGIS U.. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH LI REINFORCED CONCRETE LI FIELD WELDING LI FIREPROOFING LI SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL LI PRE-STRESSED CONCRETE LI H. S. BOLTING El NDT LI OTHER INSPECTOR OF El REINFORCED MASONRY LI SHOP WELDING LI D/B ANCHORAGE ight Place Nc97_281 FOR WEEK ENDING Oct. 24 197 OWNER 01? PROJECT NAME Lornerstone BLDG. PERMIT NO. PLAN FILE NO. CONSTR. MATL (TYPE. GRADE. ETC.) ARCHITECT DESIGN STRENGTH DESIGN STRENGTH SOURCE OR MFGR. 7 ENGINEER DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) _n ean Iff 1311 E RtLcONTRAORtt. on 114~ nan Testing Laboratories ULTRASONIC TESTING 10-24-97 Performed ultrasonic tests for post fabrication delaininations on the following column assembly bases; 7B 8B 8C all passed 4B Ultrasonic inspections performed with a kraut kramer usk 7 scope utilizing a 2.25 Mhz 90 degrees .75 dia. longitudinal transducer. CLS 10-28-97 Signed copy on file. Charles Stanley CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH LI REINFORCED CONCRETE U FIELD WELDING U FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL U PRE-STRESSED CONCRETE U H. S. BOLTING U NDT U OTHER INSPECTOR OF LI REINFORCED MASONRY El SHOP WELDING U D/B ANCHORAGE fdight Place N(:97-281 FOR WEEK IENDING Oct. 24 197 BLDG. PERMIT N. PLAN FILE NO. CONSTR. MATL (TYPE. GRADE, ETC.) ARCHITECT DESIGN STRENGTH SOURCE OR MFGR. ENGINEER DESCRIBE MATL (MIX DESIGN, RE-BAR GRADE & MFGR.) j6W&f?AT8Fistruction PQ 1?K 'man Testing Laboratories ULTRASONI(J TESTING 10-23-97 Performed ultrasonic inspection for soundness of full penetration welds of plates, doublers + bases of the following column assemblies: 2A-1 3B 3A 7A all passed GA 2A-2 8C 4B Additionally, performed ultrasonic inspection for post fabrication de- laminations of base plate of column 2A-2. Ultrasonic inspections were performed with a kraut kramer usk 7 scope at 2dbcf/38dbr1/52dbs1 utilizing a 70 degrees shear wave 2.25 mhz transducer. CLS 10-28-97 Signed copy on file. Charles Stanley CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619)'675-0270 COVERING WORK PERFORMED WHICH fl REINFORCED CONCRETE D FIELD WELDING U FIREPROOFING U SHOTCRETE REQUIRED APPROVAL BY THE 'SPECIAL U PRE-STRESSED CONCRETE U H. S. BOLTING U NDT U OTHER INSPECTOR OF U REINFORCED MASONRY U SHOP WELDING U D/B ANCHORAGE Od Wight Place Nc97-281 FOR IENDI WEEK NG Oct. 31 197 e5Wt%rporate Center ' BLDG. PERMIT NO. PLAN FILE NO. CONSTR. MATL(1YPE. GRADE, ETC.) HIT Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. jEEngineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) Wyman Testing Laboratories ULTRASONIC TESTING 10-27-97 Performed ultrasonic tests for soundness of full penetration welds of base plate, stress reduction plates, and doubler plates of the following column assemblies: 7B *7B_2 failed 1 doubler plates 6B ". *8A failed 1 doubler plate 8B *5B failed 1 doubler plate 7A all passed with the exception of noted 5A failures 4A 8D Ultrasonic tests were performed with a kraut kramer USK-7 scope at 2dbcf/32dbr1/48dbr1 utilizing a 2.25 MHZ shear wave transducer. Time in: 8:30 am Time out: 3:00 pm Interim typed report for reference - original handwritten daily on file. Signed copy to be forwarded in final report. CLS 11-17-97 Signed copy on file Charles Stanley CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY L SHOP WELDING 0 D/B ANCHORAGE Oight Place . Nc97-281 Nov. 7 97 1 FOR ENDING Nov A rporate Center BLDG. PERMIT NO. PLAN FILE NO. CONSTR. MATL (TYPE, GRADE. ETC.)fffTTA'ff Paul & Associates DESIGN STRENGTH SOURCE OR MFGR. ttREEEngineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) ffjftL4Mfi1At8hstruction Tman Testing Laboratories ULTRASONIC TESTING 11-3-97 Performed ultrasonic inspection of doubler plates on the following column assembly (reinspects). . 7B-2 A. 5B all passed . These welds were reinspections of those that failed on Oct. 27, 1997. Ultrasonic inspections performed with a kraut kramer usk-7 scope at 2dbcf/32sbcf/48dbs1 utilizing a 2.25 Mhz transducer at 70 degrees shear wave transducer. Time in: 8:30 am Time out: 9:30 pin Interim typed report for reference - original handwritten daily on file. Signed copy to be forwarded in final report. CLS 11-17-97 Signed copy on file CHARLES STANLEY CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. 1 U.. E Wyman Testing Laboratories p (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE 0 FIELD WELDING El FIREPROOFING El SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF El REINFORCED MASONRY El SHOP WELDING El D/B ANCHORAGE JEright Place NO9 I21 FOR WEEK mar. 20 98 ENDING 19 uenter BLDG90LdKd f PLAN FILE NO. 'c LA.Qornang to ASTM Aib ARan Paul & Associates DNSTGS1 souAer Steel ENI ngineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) i High 5LLengLh butts ASTM A325r4 cot works LABwyman Testing Laboratories FIELD WELDING/BOLTING INSPECTION 3-18-98 Observed the installation of ASTM A325 high-strength bolts including) BOLT HOLES and faying surfaces for rigid and non-rigid frame conhections as noted on the approved drawings. In addition to the above, iron workers were installing safety cables around perimeter , and lining and plumbing building. Note: anchor bolts @ grid A-5 evidently were positioned of line. Column was detached from base plate and shifted on base plate. 2 certified welders. As per the above welding @ column base plate not completed per detail 8 on S-5.2. CLS 3-26-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. 2-27-1998 9:5) AM FROM GNR ENGINEERING INC 819 79d 9615 P.2 227-1998 8:29AM FROM P.2 NlNTEMLN A oWnWiMot Sundt Corp REQUEST FOR INFORMATION JOL CORNERSTONE CORPORATE CENTRE. R.FJ. NO.: 052 DATE: 02/27/98 TO: BRIAN PAUL & ASSOCIATES NCC JOB NO.: 319730 4350 La J0113 Village Drive JOBSJTE PHONE: (760) 804-0114 Suite 130 JOBSITE FAX (760) 804-0120 San Diego, CA 92122 ATrN: Joe Nichols cc George Sultanyan (GNR) John Couvlllion (NNC) PHONE; (619) 453-1200 FAX; (619) 453-1913 I. PREPARED BY: Mary S. Miller ORIGINATOR Bannistet - Maik DRAWING1SPEC R!flRENCE______________________________________ Anchor Bolts for Column A-S wate placed 1-1/2" too for east Revise Base Plate to acconiondate the anchot both per the attached tketch. ENGINEERS RESPONSE TO EPA REQUIRED BY: - - _03f02 - EPA RESPONSE TO NCC REQUIRED BY: VI. FOSSIB1I COST IMPACT: fl YES NO POTENTIAL SCHEDULE IMPACT: D YES J NO FOTETIAL Th1PAC1 TO OTHK TRADES: [J YES ( NO AMVplMWeW5 KYONSE: i*" ar5r PCM BY: DATE: ra7vaau CONtT1UCtlOW CGMPPJIV INC. 519) 4004100 431$ UTLAIW DL, ST!. 2110 (32$17) .80X 10571 (83135).$*N DIEGO. VA'CONTR. lie. #413833 PAX (511)4004113 2-27-1998 9:51AM FROM GNP ENGINEERING INC 519 70d 9615 P.3 2-27-1998 9: 304M FROM P. 3 ei,i 0,. • —:—e i.o • II! . RGV BY: . 2-25-18 1535 ; 6# 2 4 1/ "I 2/zs/g __ - — Emprow I - !A'4ii1•Ii 17gaborattoriel (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOICRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 DIB ANCHORAGE JOESright Place Nog7_281 JFOR WEEK ENDING April 17 108 ow TMorporate Center BLD 1PLAN FILE NO. CONSTR. MATL (TYPE. GRADE. ETC.) ian Paul & As sociäte s DENJYJI ksi 1SOURCEORMFGR. EMR Engineering Inc. DESCRIBE MATL (MIX DESIGN. RE-BAR GRADE & MFGR.) GEIf LtcTRACLOQntt. on Struc. Steel con-forming to ASTMA36 Works LAIIIyman Testing Laboratories FIELD WELDING/BOLTING INSPECTION 4-15-98 Observed the installation and hand tightening of high strength bolts at roof beam to column Connections from grid line D northward. Also observed and inspected the placing and welding of doubler plates at completed moment connections. Note: Doubler plates previously installed and welded at grid lines 1-A and 1-J at 3"d floor level turned the wrong direction pointed out to the contractor. CLS 4-23-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. EFPPWP TIE Testing Wymanl Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH EJ REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING U NDI 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE Jd83'REwrigr1t Place N097281 FOR WEEK April 24 1998 ENDING dI orporate Center S BLD(E132SO. 1PLAN FILE NO. CONSTR. MAIL (TYPE. GRADE. ETC.) . Paul & Associates ksi 1SOURCE ORMFGR. EN Engineering Inc. DESCRIBE MAIL MIX DESIGN. RE-BAR GRADE & MFGR.) GE!ictCnstruction Struc. Steel conforming to ASTM A36 coDIirgmiRjDMl Works &yman Testing Laboratories FIELD WELDING INSPECTION 4-22-98 Observed and inspected prescribed corrective, procedure at doubler plates @ 1-A and 1-J on 3' floor, level. Previously reported on 4- 15-98 as a non-compliance. Plates welded in the wrong direction. Note: Corrective procedure is a verbal directive from project superintendent, via structural engineer. Robert Gardner/GNR. Continued observation of canopy, structural steel frame assemblage and installation. 2 certified welders. -* CLS 4-29-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. 5-13-1998 2:45PM FROM GNR ENGINEERING INC 619 794 9615 P. 3 .j j. : vJLUt" I kUM P. 3 N-NI wrEMaz'a *uWWWY SUndt Corp REQUEST FOR INFORMATION JOB: CORNERSTONE CORPORATE CENTRE TO: BRiAN PAUL & ASSOCIATES 4350La Jolla Vi1)age Orin, Ste 130 San Diego,CA 92122 ATTN: Joe Nkhuts PHONE: (619) 453-1200 FAX: (619) 453-1913 Date: 04/20/98 NCC RJ1 NO.: 088 Subcontvtcrs No.:' NCC JOB NO.: 319730 JOBSITE PHONE: (760) 804-0114 JOBSITE FAX: (760) 804-0120 cc: George Sult*nyan (G1'4R) John Cou'vflhtqn (PP) 1. PREPABED BY: Mare S. Mifler ORIGINATOR Bajwister steel - Leff V. DRAWINGJSPEC REPERENCE: _ - Building "D". S5.2 M. QiESUON OR CONYUCr: Building D, Sheet S5.2, details 5 & 6B: Field crew applied trapezoid plate as shown on the 41t3chcd sketch from flanzmmter dazed 04117/98. PROPOSED SOLUTION Appruve as-built condition. Plywood is covering this area. V. ENGINEERS RESPONSE TO EPA REQUIRED BY; 04/20/98 BPA RESPONSE TO NCC REQUIRED BY: 04/20/98 Vt POSSIBLE COST IMPACT: YES NO POTENTIAL SCHEDULE IMPACT: D YES NO POTETIAL iMPACT TO OTHER TRADES; D YES NO BY: DATE: O52'5/7h NIITIAH cor4sTRuC110N COMP" Y. ecc. (519) 4804SCO 4375 JUfl.AO DR.. ETC. 200 (02il?) • OOX 5057? j821 3$) • 8I 01=4 CA. CCIflR.. UC. 9 415 FAX (519) 4904513 1XI-NINTEI&M A subsidiary of Sundt Corp REQUEST FOR INFORMATION JOB: CORNERSTONE CORPORATE CENTRE TO: BRIAN PAUL & ASSOCIATES 4350 La Jolla Village Drive, Ste 130 San Diego, CA 92122 Date: 04/20/98 NCC R.F.I. NO.: 088 Subcontractors No.: NCC JOB NO.: 319730 JOBSITE PHONE: (760) 804-0114 JOBSITE FAX: (760) 804-0120 ATTN: Joe Nichols cc: George Sultanyan (GNR) PHONE: (619) 453-1200 FAX: (619) 453-1913 John Couvillion (PP) I. PREPARED BY: Mary S. Miller ORIGINATOR: Bannister Steel - Jeff Clinkscales H. DRAWING/SPEC REFERENCE: Building "D", S5.2 QUESTION OR CONFLICT: Building D, Sheet S5.2, details 5 & 6B: Field crew applied trapezoid plate as shown on the attached sketch from Bannister dated 04/17/98. PROPOSED SOLUTION: Approve as-built condition. Plywood is covering this area. ENGINEERS RESPONSE TO BPA REQUIRED BY: 04/20/98 BPA RESPONSE TO NCC REQUIRED BY: 04/20/98 POSSIBLE COST IMPACT: EYES Z NO POTENTIAL SCHEDULE IMPACT: YES Z NO POTETIAL IMPACT TO OTHER TRADES: YES Z NO ARCHITECT'S RESPONSE: BY: DATE: NINTEMAN CONSTRUCTION COMPANY, INC. (619) 490-6800 4375 JUTLAND DR., STE. 200 (92117) • BOX 80577 (92138) • SAN DIEGO, CA • CONTR. LIC. #418833 FAX (619) 490-8818 SENT y: 4-17-98 10:55 6- ;# 1 .... 1I .H . ,. . . ... •.• ...... BANNISTER STEEL, INCORPORATED 91 Pt*KDcra . Steel Fabricators and Erection American Subc=&Mwe Asuclation, Inc. P.O. BOX 625. NATIONAL CITY. CA 91951 (619) 477-9311 3202 HOOVER AVENUE. NATIONAL CITY. CA 91950 FAX 477.9316 LICENSE NO. 193454 FAX TRANSMITTAL ... ... .' . . .. DATE: 4 1 ? FROM: _ RE: c5' is -rE C crno4 ATTN: .zri:p F, EsI.c FAX NO: REIF I FAG AV E. AP OUR JOB NO: 945 ( 19 PAGES TO FOLLOW: I 11 __FL C2eJ iM L , b o Fot €LJ' 3 4 ._1J tEt W1 6 . Qr jt'flot IF PAGES ARE NOT RECEIVED OR ARE ILLEGIBLE, P E CAL (619) 477-9311. 3 IRD IF-tzo ?I (2~_ L'4 Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING El SHOTC1ETE REQUIRED APPROVAL BY THE SPECIAL El PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF El REINFORCED MASONRY El SHOP WELDING El D/B ANCHORAGE JdEright place NO 281 FORWEEK April 24 10 98 1 ENDING Center BLD1IO. PLAN FILE NO. CONSTR. MAT'L(IVPE. GRADE, ETC.) AR'jTfl Paul & Associates D&WW_ST3AGVi ksi SOURCE OR MFGR. ENQ~W Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GEtJaC1©nstruction SLLUc. Steel conforming to Ab.M Aib co iRdDMl Works AbtiLl A325 N. High strength bolts LA4yman Testing Laboratories FIELD WELDING/BOLTING INSPECTION 4-20-98 Observed and inspected the tension controlled fastening of ASTM A325 high strength bolts at 3rd floor/roof moment connections. Inspected welds @ gusset plate stiffeners and L4x4x1/4x1-1/2" noted D on shop detail. 2 floor, 24D and 24K existing as W14x22. fillet weld called for @ each item. Note: 70% of welds were visually unacceptable. Reason: Unacceptable fillet weld profiles, excessive convexity, undercutting @ base metal, welds unslaged. It is not my contention -that the welds are unsound, but very unsightly. Two welders on site today. CLS 4-29-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. A Wyman Testing VIE Laboratoriel F'CEIVED MAY 0 4 1998 NINTEMAN CONST. Co. (619) 675-0270 COVERING WORK PERFORMED WHICH LI REINFORCED CONCRETE LI FIELD WELDING LI FIREPROOFING LI SHOICRETE REQUIRED APPROVAL BY THE SPECIAL LI PRE-STRESSED CONCRETE LI H. S. BOLTING LI NDT LI OTHER INSPECTOR OF I LI REINFORCED MASONRY LI SHOP WELDING LI D/B ANCHORAGE JoEright Place NO97281 !FOR WEEK April 24 19 98 ENDING onreorporate Center BLD 10. PLAN FILE NO. CONSTR. MATL (TIPE. GRADE. ETC.) A1Tn Paul & Associates DESIGN STAIQ&IM (Si SOURCE OR MFGR. ENR Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GENtatogmancGonstruction Struc. steel contorming to ASTM A36 C cD tA X ez r 5 irf Fic edDN@tS1 Works yinan Testing Laboratories FIELD WELDING/BOLTING INSPECTION Inspected welds @ structural steel canopy frame, visually Ok. Reinspected welds noted as unacceptable in report dated 4-20-98 welds have been fixed and are ok. rr .t i.i1) V. p( '- 0 I Non-compliance: High strength bolts missing.@ 1st floor A-4 and bolts need to be torqued (5) 2' floor @. 4.A one missing. One need to be torqued. All H.S. bolts @ moment connections need to be checked. CLS 4-29-98 Signed copy on. file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH El REINFORCED CONCRETE El FIELD WELDING El FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE El H. S. BOLTING El NDT El OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE JoEright Place . N097281 April 24 I FOR 19 98 ENDING 19 rate Center BLDRIO. PLAN FILE NO. CONSTR. MAIL (TYPE, GRADE. ETC.) AR1Tfl Paul & Associates DESIGNSTAIM (51 SOURCE OR MFGR. EN Engineering Inc. DESCRIBE MAIL (MIX DESIGN. RE-BAR GRADE & MFGR.) GEFJflCTnstruction Struc. steel conrorming to ASTM A36 Works yrnan Testing Laboratories FIELD WELDING/BOLTING INSPECTION 4-24-98 Inspected welds @ structural steel canopy frame, visually ok. Reinspected welds noted as unacceptable in report dated-4-20-98 welds have been fixed and are Ok. ,Non-compliance: . High strength bolts missing.@ 1st floor. A-4 and bolts need to be torqued (5) 211 floor @. 4.A one missing. One need to be torqued. All H.S. bolts @ moment connections need to be checked. CLS 4-29-98 Signed copy on file. Elbert Cunningham CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Wyman Testing Laboratories (619) 675-0270 LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about amounts of material placed NS I or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts LIA I torques) checked; etc. APPROVAL SIGNATURE: TIME IN: 7.0 ;i7 TIME OUT: — PRINTED NAME: INSPECTOR /,4/ f FJc'E.S CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. A I) J'-Th47j . AIUI ni iNS'....iUu L),ft Ut'L)II (II I I"j1i,'l EsGil Corporation Professional Plan Review Engineers DATE: November 4, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1265 PROJECT ADDRESS: 1903 Wright Place SET: HI LI APP ICANT Ca JURIS.' 00-17EANTREVIEWER U FILE PROJECT NAME: Cornerstone Corporate Centre Building D - Lot 11 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. El Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: * Date contacted: (by: ) Fax #: Mail Telephone Fax In Person 5 p C77 Sq y c • REMARKS: 1. Provide 7 handica arkinq. On/v 6 HC spaces are shown on sheet AI.1 By: Abe Doliente Enclosures: Esgil Corporation E GA CM F1 EJ E PC 10/27/97 trnsmtl.dot ir 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 EsGil Corporation Profe.csionaf1'[an Review Engineers DATE: July 31, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1265 PROJECT ADDRESS: 1903 Wright Place SET: II U APPLICANT 15 JURIS. U PLAN REVIEWER U FILE PROJECT NAME: Cornerstone Corporate Centre Building D - Lot 11 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. EJ The-plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brian Paul & Associates; Attn: Joe Nichols 4350 La Jolla Village Drive, Suite 130, San Diego, CA 92122 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Abe Doliente Enclosures: Esgil Corporation DGA [:]'CM •EJ DPC 7/23/97 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 97-1265 II July 31, 1997 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1903 Wright Place DATE PLAN RECEIVED BY ESGIL CORPORATION: 7/23/97 REVIEWED BY: Abe Doliente PLAN CHECK NO.: 97-1265 SET: H DATE RECHECK COMPLETED: July 31, 1997 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C.. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? UYes UNo Carlsbad 97-1265 II July 31, 1997 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Check final sets of plans for signatures. 18. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. . TITLE 24 DISABLED ACCESS Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. ADDITIONAL Complete and recheck all the callouts and cross references to the sections and details. Refer to sheets S2.2, S2.4 and S7.3. 21A. Provide details of all the partitions shown on the partition schedule. 31. Please see the following corrections for electrical, plumbing, mechanical and energy. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. Carlsbad 97-1265 II July 31, 1997 ELECTRICAL PLAN REVIEW 1993 NEC PLAN REVIEW NUMBER: 97-1265 PLAN REVIEWER: Eric Jensen 9. Include the grounding electrode/cold water bonds for the remote panelboards: PP and CLI. Not shown. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEW NUMBER: 97-1265 SET: II PLAN REVIEWER: Glen Adamek/Eric Jensen 1. Health Department approval is required for the Swimming pool/Spa. . PLUMBING (1994 UNIFORM PLUMBING CODE) On the site plan clearly show the location of the SDG&E gas line to the gas meter. Provide rainwater drainage from the Mechanical Yard, not into the sewer sytem. How does the rain water get out of the enclosure? . ENERGY CONSERVATION I. The completed and signed ENV-I forms must be imprinted on the plans. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 97-1265 H July 31, 1997 DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS Building Code, Title 24. . DISABLED ACCESS PARKING SPACES Revise site plan to show compliance with the required number of accessible parking spaces for new facilities, (or at existing facilities where a change of occupancy occurs). Per Table 11 B-7 the minimum number of spaces is: 1 for each 25 spaces up to'lOO total spaces. I additional space for each 50 spaces for between 101 and 200 total spaces. I additional space for each 100 spaces for between 201 and 500 total spaces. For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required. For greater than 1000 spaces, 20 plus 1 for each additional 100 spaces. Revise plans to show that at least one in every 8 accessible spaces are served by an access aisle ~t96" in width and designated as VAN ACCESSIBLE, per Section 11 29B.4.2. All such spaces may be grouped on one level of a parking structure. Show on the site plan that accessible space(s) are to be located such that disabled persons are not required to wheel, or walk, behind parked cars other than their own, per Section 1129B.4.3. Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be ~!17" x 22".with lettering not :!~1" in height. Per Section 1129B.5 required wording is as follows. "Unauthorized vehicles-parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning .11 EsGil Corporation ProfessionthP(an Review Engineers DATE: June 2, 1997 U APPLICANT !J JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 97-1265 SET: I PROJECT ADDRESS:1*t9Wright Place PROJECT NAME: Cornerstone Corporate Centre Building D - Lot 11 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brian Paul & Associates Attn: Len Zegarski 4350 La Jolla Village Drive, Suite 130, San Diego, CA 92122 Esgil Corporation staff did not advise the applicant that the plan check has been completed.- Esgil Corporation staff did advise the applicant that the plan check has been completed; Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Abe Doliente Enclosures: Esgil Corporation GA 0 CM • EJ 0 PC 5/20/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 97-1265 June 2, 1997 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 97-1265 JURISDICTION: Carlsbad OCCUPANCY: B USE: Shell Office Building ITYPE OF CONSTRUCTION: B-1HR ** ACTUAL AREA: 52,000 SF IALLOWABLE FLOOR AREA: 52,500 SF STORIES: 3 Basic + 55 Ft on 3 sides + multi-story HEIGHT: SPRINKLERS?: Yes ** OCCUPANT LOAD: REMARKS: Sprinklers in lieu of one hour. DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 5/20/97 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Abe Doliente COMPLETED: June 2,1997 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC) comforw.dot Carlsbad 97-1265 June 2, 1997 Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468 or to the jurisdiction's building department. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 UBC, UMC and UPC and 1993 NEC. Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 1003.3. The maximum number of required exits and their required separation must be maintained until egress is provided from the structure. Section 1003.1. Every elevator lobby or entrance area shall be provided with an approved smoke detector as required by Section 3003.2. Elevators opening into a corridor (in buildings having more than two levels) shall be provided with an elevator lobby at each floor containing such a corridor. The lobby shall completely separate the elevator(s) from the corridor by the construction prescribed in Section 1005.10. Elevators shall be enclosed in a one-hour shaft. Section 711. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one-hour shafts Section 711.4. Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24. Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car, except doors readily openable from the car side. Section 3007. Carlsbad 97-1265 June 2, 1997 13. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. 14. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 15. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." 16. Show anchored veneer support. 17. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS EXPANSION/EPDXY ANCHORS DESIGNER-SPECIFIED STRUCTURAL WELDING FOR SPECIAL MOMENT-RESISTING STEEL FRAME REQUIRED? X X X X REMARKS When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Specify plywood grade and panel span rating. Table 23-I-S-I. Carlsbad 97-1265 June 2, 1997 . TITLE 24 DISABLED ACCESS 20. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. ADDITIONAL Complete and recheck all the callouts and cross references to the sections and details. Specify the door type between the elevator lobby and vestibule 106. Show roof beam R5a, (4 X 12) as called out on sheet R7 of the structural calculations. Show the required base plate of column TS 7 X 7 X 9/16 (1" X 14" SQ as called out on sheet C21 of the structural calculations. Refer to the column schedule on sheet S2.1 Sheet L36 of the structural calculations shows W14 X 74 column in the connection design of connection type I of FR-1. Please clarify. Include beam size W16 X 36 in the Moment Frame Beam Bolting and provide complete information. Refer to sheet S-5.2 of the plans. Show 7/8" thick top plate for connection types 3 and 4 for FR-2 as called out on sheet L-93 of the structural calculations. Show 1-1/4" dia anchor bolts for the columns of frame FR-2 and FR-3 as called out on sheets L97 and LI 38 of the structural calculations. Refer to the Moment Frame Base Plates on sheet S-5.2 of the plans. Show the pad footings for moment frames FR-1 and FR-2 (6'-6" X 6'-6") as called out on sheet L142 of the structural calculations. Refer to sheet S2.1 of the 'plans. Complete the roof diaphragm nailing plan. Show the dimensions of diaphragms I & II as called out on sheet L146 of the structural calculations. Refer to sheet S2.4 of the plans. Please see the following corrections for electrical, plumbing, mechanical and energy. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Carlsbad 97-1265 June 2, 1997 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: El Yes El No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. ELECTRICAL PLAN REVIEW 1993 NEC PLAN REVIEW NUMBER: 97-1265 PLAN REVIEWER: Eric Jensen Rebar is not an acceptable grounding electrode for commercial applications in the City of Carlsbad. Please specify what the "UFER" grounding electrode is. The feeder to Panelboard HL is undersized. Panelboard CLI is not consistent: Feeder sizing vs. Panel schedule vs. Sheet E2.2. Show the available fault current (Isc.) from the serving Utility Company and at any equipment where lsc. exceeds 10,000 amperes. Show the location for all of the panelboards and transformers (dark-lined on the single line diagram). Note on the single line diagram that all of the fused disconnects shall be marked Service Disconnecting Means I of ____ (etc.). Complete the unfinished panel schedules. Note on the plans that the swimming pool wiring is not part of this permit. Include the grounding electrode/cold water bonds for the remote panelboards: PP and CO. Carlsbad 97-1265 June 2, 1997 The grounding electrode that will be used for transformers T-CP1 and T-PP may be different than general note #1 on Sheet E6.1: effectively grounded structural steel and effectively grounded cold water may not be available at these locations. Please review applicability of note and revise if necessary. Not a Code Item: The single line diagram is reversed per the service room layout. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEW NUMBER: 97-1265 SET: I PLAN REVIEWER: Glen Adamek Health Department approval is required for the Swimming pool and the Spa. PLUMBING (1994 UNIFORM PLUMBING CODE) Provide a pipe sizing table like the following example: For example for 6 psig per 100 feet maximum allowable pressure drop, the maximum demands for each pipe size are as follows: Pipe Size GPM ft/sec FU tank FU FV O 1/2" 25 4 2 0 3/4" 7 5 10 0 O 1" 14 5 20 0 1-1/4" 24 6 40 7 O 1-1/2" 40 7 88 28 2" 71 8 235 115 0 2-1/2" 120 8 495 360 On the site plan clearly show the location of the SDG&E gas line to the gas meter. Provide rainwater drainage from the Mechanical Yard, not into the sewer system. Carlsbad 97-1265 June 2, 1997 MECHANICAL (1994 UNIFORM MECHANICAL CODE) 5. Correct sheet M-2.1, the duct openings into and through the required fire rated stairway enclosures (including corridor on the ground floor from the stairwells to the exterior). As per UBC, Section 1009.3 the duct opening are not allowed. 6. Show the make-up air for the Janitor's rooms. Fire rated corridors are not to be used to convey air to or from rooms. UMC Section 601. 1.1 7. Detail overflow (secondary) condensate discharge from air conditioning units that are in a ceiling space to readily observed locations. UMC Section 310.1.1 8. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Clearly show that all material exposed within the plenum complies with UMC Section 604.2. "Materials shall have a mold-, humidity-, and erosion-resistant face that meets the requirements of UMC Standard No. Combustibles within the plenum space must comply with UMC Section 601.3. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50. ENERGY CONSERVATION 9. Provide plans, calculations and worksheets to show compliance with current energy standards. No envelope energy design (ENV-1, ENV-2, & ENV-3 forms) provide for this project. 10. The LTG-2 form shows 3,540 watts more installed lighting than total allowed lighting wattage. The lighting energy design does not comply. Please correct 11. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 12. Show bi-level lighting controls as per Title 24, Part 6, Section 131(b). 13. Detail required exterior lighting controls. "Exterior lighting controlled from a lighting panel within the building shall be controlled by a directional photocell or astronomical time switch that automatically turns off exterior lighting when daylight is available." 14. Provide a MECH-2 form for the sizing of the Boiler. Carlsbad 97-1265 June 2, 1997 The MECH-3 forms shows the proposed efficiencies of the water source heat pumps is less than the allowed efficiency. Please correct. The proposed units are not permitted. Provide MECH-4 form showing required ventilation. The completed and signed ENV-1 forms must be imprinted on the plans. The LTG-1 forms on sheet E-1.2 must be corrected, and signed by the Documentation Author and the Principal Lighting Designer. Complete energy plan check will be done when complete corrected energy designs are provided. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1995 edition of California Building Code, Title 24. Per Section 101.17.11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities as follows: Any building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public. Any sanitary facilities which are made available for the public, clients, or employees in such accommodations or facilities. Any curb or sidewalk intended for public use that is constructed with private funds. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. Carlsbad 97-1265 June 2, 1997 DISABLED ACCESS PARKING SPACES Revise site plan to show compliance with the required number of accessible parking spaces for new facilities, (or at existing facilities where a change of occupancy occurs). Per Table 11 B-7 the minimum number of spaces is: I for each 25 spaces up to 100 total spaces. I additional space for each 50 spaces for between 101 and 200 total spaces. S I additional space for each 100 spaces for between 201 and 500 total spaces. For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required. For greater than 1000 spaces, 20 plus 1 for each additional 100 spaces. Revise plans to show that at least one in every 8 accessible spaces are served by an access aisle ~!96" in width and designated as VAN ACCESSIBLE, per Section 11 29B.4.2. All such spaces may be grouped on one level of a parking structure. Show on the site plan that accessible space(s) are to be located such that disabled persons are not required to wheel, or walk, behind parked cars other than their own, per Section 1129B.4.3. Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be ~!17" x 22" with lettering not :!~1" in height. Per Section 1129B.5 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning REQUIREMENTS FOR ELEVATORS Note that elevators shall be automatic and be self leveling to automatically bring the car to the floor landing with tolerances of ±'/" under normal loading and unloading conditions. The clearance between the car platform sill and the edge of the hoistway landing is to be :~1 %", per Section 3003.4.2. Note that the clear width for elevator doors is to be ~36", per Section 3003.4.4. Note that elevator doors are provided with a reopening device, which functions to stop and reopen a car door and adjacent hoistway door in case the door is obstructed while closing, per Section 3003.4.5. Carlsbad 97-1265 June 2, 1997 8. Revise plans to show that the inside of the elevator car complies with the following, per Section 3003.4.7. The clear distances between walls, or between the walls and the door, excluding return panels, is: ~!80" by 54" (at center opening doors). ~!68" by 54" (at side-slide opening doors). The distance from walls to return panel is ~!51 9. Show that a handrail is provided on one wall of the car, preferably the rear, per Section 3003.4.12. The rails shall be smooth and the inside surface ~!11/2" clear of the walls at a height of 32"±1" from the floor. 10. Show, or note, that call operation buttons are to be :Q'6" above the floor, per Section 3003.4.14. DRINKING FOUNTAINS 11. Plans shall indicate that the proposed water fountains comply with Section 1117B.1 as either: Located completely in an alcove, >32" in width and ~:18" in depth. Positioned to not encroach into accessible pedestrian ways. . TELEPHONES 12. Plans indicate public telephones (or public pay phones) are provided. Revise plans to show, or note compliance with the following, per Section 111 7B.2 GENERAL ACCESSIBILITY REQUIREMENTS SIGNAGE 13. Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille. Section 111 7B.5. 14. Provide a note on the plans stating that the signage requirements of Section 111713.5 will be satisfied. Carlsbad 97-1265 June 2, 1997 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Engrneer'slAtthlect's Seal & SIgnatze Here Signed 1. List of work requiring special inspection: LI Soils Compliance Prior to Foundation Inspection LI Field Welding LI Structural Concrete Over 2500 PSI LI High Strength Bolting LI Prestressed Concrete LI Expansion/Epoxy Anchors LI Structural Masonry LI Sprayed-On Fireproofing LI Designer Specified LI Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: 3. Duties of the special inspectors for the work listed above: Special inspectors shall check in with the city and present their credentials for approval prior to beginning work on the job site. SIP 4997 Carlsbad 97-1265 June 2, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1265 PREPARED BY: Abe Doliente DATE: June 2, 1997 BUILDING ADDRESS: 1419 Wright Place BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: V-1HR BUILDING PORTION f BUILDING AREA (ft. 2) VALUATION MULTIPLIER VALUE ($) Office (Shell) 52,000 SF 55.00 2,860,000 Air Conditioning FireSprinklers 52,000SF 1.70 88,400 TOTAL VALUE 2,948,400 X 0.80 = 2,358,720 1991 UBC Building Permit Fee LII Bldg. Permit Fee by ordinance: $ 6,257.50 1991 UBC Plan Check Fee LII Plan Check Fee by ordinance: $ 4,067.38 Type of Review: U Complete Review El Structural Only L Hourly Repetitive Fee Applicable El Other: Esgil Plan Review Fee: $ 3,253.9 Comments: Sheet 1 of I macvalue.doc 5196 City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE:5-,--97 qe3 PLANCHECK NO.: CB`?- 7/,;?6-S--BUILDING ADDRESS: 7LJ-9 PROJECT DESCRIPTION: 5'?) OOO P1' LtL/ (9/7 ASSESSOR'S PARCEL NUMBER: c2/p -Oq/---. / - EST. VALUE: ENGINEERING DEPARTMENT DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: Please seek tj)e attached report of deficiencies marked .with,Make necessary corrections to plans or specifiations for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. C 77 Date: ,I?/g7 '--~Yw 7?z41&ate: -7 By: Date: FOR ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: Michele Masterson City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619)438-1161, ext. 4315 A-4 ASPALMAS$YS\L!BRARYENG\WORD\DCCS\CHKjSTBujMj,0 Ptnchec Ckt BP000I Fo,m MM doc Rev.l2J28I9O75 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894 BUILDING PLANCHECKCHECKLIST SITE PLAN 1 S 2ND/ 3RDI Xjf L LI 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow D. Property Lines Existing & Proposed Structures E. Easements / C. Existing Street Improvements F. Right-of-Way Width & Adjacent Streets 7 G. Driveway widths LI LI 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography LI LI 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION ,>( ,,//DISCRETIONARY APPROVAL COMPLIANCE X 4a. Project does not comply with the following Engineering Conditions of approval for Project No. tA J 01 LI LI LI 4b. All conditions are in compliance. Date: LASPALMAS\SYSLI8RAR'flENG\WORDOCS\CHKjST\8UjIdjflg Plantheci, Cklst BP000I Fern, MM.doc Rev. 12)28/98 BUILDING PLANCHECK.CHECKLIST DEDICATION REQUIREMENTS 1S11 2ND/ 3RD/ 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $_, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/211 x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: f f IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be I constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $_____ so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: \ASPALMAS\SYSLIBRARV\ENGWORDIDOCSCHXLSTBUIIdjng Plantheck Cklsl 8P0001 Form MMdoc Rev. 12F26198 BUILDING PLANC HECK' CHECKLIST stl 2ndl 3rd/ Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. Inadequate information available on Site Plan to make a determination on grading 7 requirements. Include accurate grading quantities (cut, fill import, export). Grading Permit required. A separate grading plan prepared by a registered Civil / / o Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. / Grading Inspector sign off by: - )~( yç 7c. Graded Pad Certification required. if a grading permit is not required.) 7d. No Grading Permit required. Date: (Note: Pad certification may be required even Pv~,r d ;//q7 MISCELLANEOUS PERMITS Ll 8. ARIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: PIffl,theck Cklst BP0001 Form MM.doc Rev. 12/26/96 BUILDING PLANCHECKCHECKLIST V 6~/' 3rd/ LI A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial Waste permit accepted by: Date: NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever oc Zired t. fees are attached Q No fees required 13. Additional Comments: Plantheck Cktsl 8P0001 Form MM.doc Rev. 12126198 ONO =$p =$—e— ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 Estimate based on unconfirmed information from applicant. x . Calculation based on building plancheck plan submittal. Address: /O3 2 t Z __ Bldg. Permit No. Prepared by//7. Date: '7 Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses._ Types of Use5/JJI Sq. Ft./Units:32 OOO ED U's: ADT CALCULATIONS: List types and square footages for all uses Types of Use: JIf Sq. Ft./Units:( ADT's: FEES REQUIRED: WITHIN CFD: ffYES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) Pj~~PARK-IWLIEU FEE PARK AREA: FEE/UNIT:_____________ V'2. TRAFFIC IMPACT FEE kok ADT's/UNITS: 70 ________ BRIDGE AND THOROUGHFARE FEE ADT's/UNITS: X FEE/ADT:_________ V. FACILITIES MANAGEMENT FEE ZONE:_________ X NO. UNITS:______ X FEE/ADT: ;;;L_ P/"*'5. FEE UNIT/SQ. FT.:r'5g1 oô C x FEE/SQ.FT./UNIT: PERMIT N5 cL— j EDU's: JDO//O X FEE/EDU:/3/O BENEFIT AREA: .~:L DRAINAGE BASIN:_______ EDU's: X FEE/EDU:________ pTDRAINAGE FEES PLDA : HIGH /LOW ACRES: SEWER LATERAL ($2,500) X FEE/AC:__________ TOTAL OF ABOVE FEES*: $ 4g ) / 4-1-- * NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. P:DOCSMISFORMSFEE CALCULATION WORKSHEET REV 01/28/97 -z 0 a, C-) PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB -15 Address \9 \°i L*jc1fft ELL- Planner u6 It! tA4bO1, Phone (61 9) 438-1161, extension 09M I APN: Type of Project and Use: \bUs11A.1_-. 75 76 Zone: P1 fr44 Facilities Management Zone: CF1fifI lout) # ' 'L6cIe One (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building epartment.) Legend 1') WHEN M FO pfz Item Complete Item Incomplete - Needs your action I E•IJ Environmental Review Required: YES V NO TYPE .DATE OF COMPLETION: Compliance with conditions of approval? Conditions of Approval LJ P E( E Discretionary Action Required: YES NO TYPE _,6k-k1 J If not, state conditions which require action. APPROVAL/RESO. NO. - DATE PROJECT NO. PP 1O4 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completeJ? YES NO____ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: - Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. Ei 1" Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Date Entry Completed? YES NO - Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing Street improvements, right-of-way width, dimensional Setbacks and existing topographical lines. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: * Front: Required Int. Side: Required Street Side: Required Rear: Required [K(E] F-1 2. Accessory Structure Setbacks: Front: Required Int. Side: Required Street Side: Recuired Rear: Required 0 3. Lot Coverage: Required Shown Shown Shown Shown Shown Shown Shown Shown Shown D EII"E1 4. Height: 5. Parking Required Spaces Required Guest Spaces Required Additional Comments Shown Shown Shown '---' U "I Amnrofe.,J- OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER 1 1 1\A2AA..... DATE 1O/kfl 97405 - Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report:Wednesday, December 10, 1997 Reviewed by: Contact Name Brian Paul Address 4350 La Jolla Village Dr. Ste 430 City, State San Diego CA 92122 Planning No. Job Name Cornerstone Shell Job Address 1903 Wright Ste. or Bldg. No. Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st 2nd 3rd Other Agency ID CFD Job# 97405 File#___________ 2560 Orion Way 0 Carlsbad, California 92008 0 (619) 931-2121 City of Carlsbad 97135 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report:Wednesday, May 28, 1997 Reviewed by:_ Contact Name Len Zegarski - Address 4350 La Jolla Village Dr Ste 130 City, State San Diego CA 92122 Planning No. Job Name Lot 11/Cornerstone Job Address 1919 Wright Ste. or Bldg. No. D Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st 2nd 3rd Other Agency ID CFD Job# 97135 File#___________ 2560 Orion Way 0 Carlsbad, California 92008 0 (619) 931-2121 NO STRUCTURAL CALCS FOUND FOR THIS PROJECT GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 05724-12-01 June 23, 1997 Newport National Corporation 5050 Avenida Encinas, Suite 350 Carlsbad, California 92008 Attention: Mr. John Couvillion RECEIVED JUN 251397 GdZIP, Paul & Aseciates, Inc. Subject: CORNERSTONE CORPORATE CENTER CARLSBAD TRACT NO. 81-46 CARLSBAD, CALIFORNIA FOUNDATION PLAN REVIEW Reference: 1. City of Carlsbad Plan Check No. 97-1265, dated June 2, 1997 Architectural Plan Set—Sheets S1.1, S1.2, S2.1, and S6.1, prepared by GNR Engineers, Inc., progress dated May 15, 1997 Geotechnical Investigation, Carlsbad Tract No. 81-46, Unit 1, Lot Nos. 7, 8, 9, 11, and 15, Carlsbad, California, prepared by Geocon Incorporated, dated May 8, 1996 Gentlemen: In accordance with the request of Mr. Joe Nichols with BPA, project architect, we have reviewed the plan check comments (Item E14) of reference 1. As required by that comment, we have further reviewed the referenced foundation plans and the referenced project geotechnical report. Based on this review, the following corrections are recommended: 1. Sheet S6.1—Footing depths shown in Details 18, 19, and 20 should be increased to a depth 24 inches as measured below the lowest adjacent grade. It is our opinion that, with the above correction, the foundation plans are in general conformance with the recommendations presented in the project geotechnical report. 6960 Flanders Drive 5 San Diego, California 92121-2974 0 Telephone (619) 558-6900 0 Fax (619) 558-6159 RCE 22527 If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, DFL:dmc (1) Addressee (1) GNR Engineers, Inc. Attention: Mr. George Sultanyan (1) Brian Paul and Associates Attention: Mr. Joe Nichols Project No. 05724-12-01 -2- June 23, 1997 FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING CORNERSTONE CORPORATE CENTER CARLSBAD TRACT 81-46 UNIT 1, LOTS 72 8 AND 11 (BUILDING PADS B, C AND D) CARLSBAD, CALIFORNIA PREPARED FOR NEWPORT NATIONAL CORPORATION CARLSBAD, CALIFORNIA JULY 1998 GEOCON INCORPORATED GEOTECHNIcAL CONSULTANTS Project No. 05724-22-02 July 21, 1998 Newport National Corporation 5050 Avenida Encinas, Suite 350 Carlsbad, California 92008 Attention: Mr. John Couvillion Subject: CORNERSTONE CORPORATE CENTRE CARLSBAD TRACT 81-46 UNIT 1, LOTS 7,8 AND 11 (BUILDING PADS B, C AND D) CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING Gentlemen: In accordance with your request and our proposal dated November 18, 1997, we have provided compaction testing and observation services during mass grading of the subject site. Our services were performed during the period of November 16, 1997 through May 12, 1998. The scope of our services included the following: I • Observing the grading operation, including the removal and/or processing of loose topsoils and undocumented fill soils. I . Performing in-place density tests in fill placed and compacted at the site. Performing laboratory tests to aid in evaluating the compaction and expansion characteristics I of various soil types encountered and/or used for fill. I . Preparing an "As-Graded" Geologic Map. Preparing this final report of grading. I GENERAL I The grading contractor for the project was F. J. Willert Contracting Corporation. The project plans were prepared by Latitude 33 and are entitled Grading Plans for Cornerstone Corporate Center, Parcels A, B, and C, Lot Line Adjustment Plot No. 504, dated October 29, 1997. The project soils I report is entitled Geotechnical Investigation [for] Carlsbad Tract No. 81-46, Unit 1, Lot Nos. 7, 8, 11, and 15, prepared by Geocon Incorporated, dated May 8, 1996. Elevations and locations I 6960 Flanders Drive U San Diego, California 92121-2974 • Telephone (619) 558-6900 • Fax (619) 558-6159 I Li Li Li LI L I I I I I described herein were based on surveyor's or grade checker's stakes in the field and/or interpolation from the referenced Grading Plans. Geocon Incorporated did not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans. I GRADING Grading began with the removal of brush and vegetation from the area to be graded. Topsoils and undocumented fill soils were removed to firm natural ground. Prior to placing fill, the exposed ground surface was scarified, moisture conditioned, and compacted. Fill soils derived from on-site excavations were then placed and compacted in layers until the design elevations were attained. In general, the on-site fill materials consist of yellowish brown, clayey to very clayey, fine to very coarse sands. During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the relative compaction of the fill material. The in-place density tests were performed in general conformance with ASTM Test Method D-2922-81 (nuclear). The results of the in-place dry density and moisture content tests are summarized on Table I. In general, the in-place density test results indicate that the fill soil has a relative compaction of at least 90 percent at the locations tested. The approximate locations of the in-place density tests are shown on the as-built Geologic Map, attached as Figure No. 1. Laboratory tests were performed on samples of material used for fill to evaluate the optimum moisture content and maximum dry density (ASTM D-1557-91) and expansion characteristics. The results of the laboratory tests are summarized in Tables II and III. I Slopes In general, the cut and fill slopes have planned inclinations of 2:1 (horizontal:vertical) or flatter, with maximum heights of approximately 15 and 40 feet, respectively. The fill slope along Palomar Airport Road was constructed with fill soils and geogrid reinforcement at an approximate inclination of 11/2 to 1 (horizontal to vertical) and was designed by StableEarth Systems Incorporated. The fill slopes were either over-filled and cut back or were track-walked with a bulldozer during grading. All slopes should be planted, drained, and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just support the vegetative cover. Surface drainage should not be allowed to flow over the top of the slope. A stability fill was constructed along the north end of the property as indicated on the as-built grading plan. The stability fill is approximately 15 feet wide with a keyway on the order of 3 feet below lowest adjacent grade. I I Project No. 05724-22-02 -2- July 21, 1998 [I I Li I I I I I I I I Li I I I I I Subdrains A subdrain was installed in the back of the stability fill in accordance with the specifications of the I referenced geotechnical investigation. I Finish Grade Soil Conditions During the grading operation; building pads which encountered clayey soils at grade were undercut I approximately 5 feet and capped with granular soils. Our observations and test results indicate that granular soils were placed within the upper approximately 5 feet of finish grade on fill building pads. I Based on laboratory test results, the prevailing soil conditions within approximately the upper 5 feet of rough pad grade on each building pad have an Expansion Index of less than 90 and are classified as having a medium expansion potential as defined by the Uniform Building Code (UBC) I Table 18-I-B. Table III presents a summary of the indicated Expansion Index of the prevailing subgrade soil condition for each building pad. I SOIL AND GEOLOGIC CONDITIONS I The soil and geologic conditions encountered during grading were found to be similar to those described in the project geotechnical report. Yellowish brown, clayey to very clayey, fine to very I coarse sands derived from the Del Mar Formation comprised the fill soils. I The enclosed As-Graded Geologic Map depict the general geologic conditions observed. No soil or geologic conditions were observed during grading which would preclude the continued development of the property as planned. I CONCLUSIONS AND RECOMMENDATIONS 1.0. General 1 1.1. Based on observations and test results, it is the opinion of Geocon Incorporated that the grading to which this report pertains, has been performed in substantial conformance with I the recommendations of the previously referenced project soil report. Soil and geologic conditions encountered during grading which differ from those anticipated by the project soil report are not uncommon. Where such conditions required a significant modification I to the recommendations of the project soil report, they have been described herein. I I Project No. 05724-22-02 -3 - July 21, 1998 U 2.0. Future Grading 2.1. Any additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. Grading plans for any future grading should be reviewed by Geocon Incorporated prior to finalizing. All trench, backfill in excess of one-foot thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. I 3.0. Foundations 3.1. The following preliminary foundation recommendations are based on presence of medium expansive soils within the upper 5 feet of building pads. 3.2. Foundations for the two- to three-story structures should consist of continuous strip footings and/or isolated spread footings. Continuous footings for Building B should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade. Continuous footings for Buildings C and D should be at least 12 inches wide and extend at least 30 inches below lowest adjacent pad grade. Isolated spread footings for Building B should have a minimum width of 3 feet and extend at least 24 inches below-lowest adjacent pad grade. Isolated spread footings for Buildings C and D should have a minimum width of 3 feet and extend at least 36 inches below lowest adjacent pad grade. Continuous footing steel reinforcement should consist of at least four No. 5 reinforcing bars placed horizontally in the footings, two near the top and two near the bottom. Steel reinforcement for the spread footings should be designed by the project structural engineer. 3.3. The minimum reinforcement recommended above is based on soil characteristics only (Expansion Index of 90 or less) and is not intended to replace reinforcement required for structural considerations. 3.4. The recommended allowable bearing capacity for foundations designed as recommended above is 3,000 psf. This allowable soil bearing pressure may be increased by an additional 500 psf for each additional foot of depth and 300 psf for each additional foot of width, to a maximum allowable bearing capacity of 5,000 psf. The values presented above are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. I 1 Project No. 05724-22-02 -4- July 21, 1998 11 I I I I I I F1 Li I I I I I 3.6. I I I I I I I 1 I I I I . I I Foundation excavations should be observed by a representative of Geocon Incorporated prior to the placement of reinforcing steel or placement of concrete to verify that the exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed foundation and slab subgrade soils should be sprinkled as necessary to maintain a moist condition as would be expected in any such concrete placement. Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontal: vertical), special foundations and/or design considerations are recommended due to the tendency for lateral soil movement to occur. For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance should be increased to H/3 (where H equals the vertical distance from the top of the slope to the toe) but need not exceed 40 feet. For composite (fill over cut) slopes, H equals the vertical distance from the top of the slope to the bottom of the fill portion of the slope. An acceptable alternative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforcement. Specific design parameters or recommendations for either of these alternatives can be provided once the building location and fill slope geometry have been determined. For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (hori- zontal:vertical) or flatter, the bottom outside edge of building footings should be at least 7 feet horizontally from the face of the slope, regardless of slope height. Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, it is recommended that the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. Although other relatively rigid or brittle improvements, such as concrete flatwork or masonry walls may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. Project No. 05724-22-02 -5- July 21, 1998 11 4.0. Concrete Slabs-On-Grade 4.1. Concrete slabs-on-grade should be at least 5 inches thick and should, be underlain by 4 inches of clean sand. The slabs should be reinforced with No. 3 steel reinforcing bars spaced 18 inches on center in both horizontal directions placed at the slab midpoint. If floors are subjected to large point loads or heavy forklift loads, slab thickness and reinforcement should be designed by the project structural engineer. Where moisture sensitive floor coverings, or storage areas for moisture sensitive materials are planned, the slabs should be underlain by a visqueen moisture barrier placed at the midpoint of the sand blanket. 4.2. The above minimum reinforcement recommendations for footings and concrete slabs-on- grade are based upon anticipated soil characteristics only and are not intended to be in lieu of structural considerations. Additional steel reinforcement should be designed by the project structural engineer. 4.3. All exterior concrete flatwork with dimensions exceeding 8 feet underlain by expansive soils should be reinforced with 6x6-10/10 welded wire mesh to reduce the potential for cracking. In addition, all concrete flatwork should be provided with crack control joints at a maximum spacing of 12 feet. 4.4. All subgrade soils should be at proper moisture content prior to concrete placement. Where drying has occurred, reconditioning of surficial soils will be required. I 4.5. The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundations due to expansive soils, differential settlement of deep fills or fills of I varying thickness. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade may still exhibit some cracking and/or movement. The occurrence of concrete shrinkage cracks are independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, the use of control joints and proper concrete placement and curing. Control joints within slabs should be spaced at intervals as recommended by the American Concrete Institute to reduce shrinkage cracking. 5.0. Retaining Walls and Lateral Loads 5.1. Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density Project No. 05724-22-02 - 6 - July 21, 1998 I I I I I I I I I I L I I I I I of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2:1, an active soil pressure of 52 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 50. 5.2. Unrestrained walls are those that are allowed to rotate more than 0.0011-1 at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 711 psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the above active soil pressure. 5.3. All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 5.4. In general, wall foundations having a minimum depth of 24 inches and minimum width of 18 inches may be designed for an allowable soil bearing pressure of 3000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 5.5. For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.35 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. I Project No. 05 724-22-02 -7- July 21, 1998 I I I I I I I I I I I I LI I I I 5.6. The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. 6.0. Slope Maintehance 6.1. Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions that are difficult to prevent and predict, be susceptible to near surface (surficial) slope instability. The instability is typically limited to the outer three feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is, therefore, recom- mended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 7.0. Drainage 7.1. Adequate drainage provisions are critical to future performance of the project. Under no circumstances should water be allowed to pond adjacent to footings. The building pads should be properly finish graded after the buildings and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation, April 15, 1998. Any subsequent grading should be done in conjunction with our observation and testing services. As used herein, the term "observation" implies only that we observed the progress of the work with I Project No. 05724-22-02 - 8 - July 21, 1998 I. I Li I I I I I I I I 1 I I I which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience, and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, expressed or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED ,f\oFESs/ 1R. Gq OR NO.42132 R AWGIA~~ Wcc EXP 3-31/00 i!?i RCE 42132 CIVIL RRG:dmc OF CA. (4) Addressee (2) Latitude 33 Attention: Mr. Anthony Wonseski (2/del) Ninteman Construction, Job Site Attention: Mr. James Farrell I I I I I I I I I I I I I I I Li Project No. 05724-22-02 -9- July 21, 1998 I - - -. - _.. Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 1 11/18/97 PAD C 2 11/19/97 PAD C 3 11/19/97 PAD C 4 11/19/97 PAD C 5 11/20/97 PAD D 6 11/20/97 PAD D 7 11/20/97 PAD D 8 11/20/97 PAD D 9 11/21/97 PAD D 10 11/21/97 PAD D 11 11/21/97 PAD D 12 11/21/97 PAD D 13 11/21/97 PAD D SZ 14 11/21/97 PAD D KEYWAY SZ 15 11/21/97 PAD D KEYWAY 16 11/22/97 PAD D 17 11/22/97 PAD D SZ 18 11/22/97 PAD D WEST SIDE 19 11/24/97 PAD D 19A 11/24/97 PAD D 20 11/24/97 PAD D SZ 21 11/24/97 PAD D WEST SIDE SZ 22 11/24/97 PAD D WEST SIDE SZ 22A 11/24/97 PAD D WEST SIDE Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 198 2 0 114.4 13.2 104.3 16.6 91 90 199 2 0 114.4 13.2 103.2 16.8 90 90 199 2 0 114.4 13.2 104.5 15.2 91 90 200 2 0 114.4 13.2 106.3 15.6 93 90 176 2 0 114.4 13.2 103.0 15.1 90 90 176 2 0 114.4 13.2 105.4 15.9 92 90 177 2 0 114.4 13.2 104.2 14.2 91 90 178 1 0 121.0 12.6 110.6 14.3 91 90 179 2 0 114.4 13.2 105.8 13.0 92 90 179 1 0 121.0 12.6 109.1 13.8 90 90 177 2 0 114.4 13.2 106.6 14.5 93 90 177 1 0 121.0 12.6 109.3 14.5 90 90 179 2 0 114.4 13.2 105.4 13.8 92 90 148 2 0 114.4 13.2 107.4 14.3 94 90 151 2 0 114.4 13.2 106.6 16.6 93 90 180 2 0 114.4 13.2 104.6 19.6 91 90 181 2 0 114.4 13.2 104.1 18.5 91 90 181 2 0 114.4 13.2 103.6 16.7 91 90 182 2 0 114.4 13.2 100.8 17.2 88 90 182 2 0 114.4 13.2 104.5 16.9 91 90 182 1 0 121.0 12.6 111.6 14.3 92 90 183 2 0 114.4 13.2 104.2 16.2 91 90 182 2 0 114.4 13.2 101.7 11.4 89 90 182 2 0 114.4 13.2 106.6 13.8 93 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location SZ 23 11/24/97 PAD D S FILL SLOPE SZ 24 11/24/97 PAD D S FILL SLOPE 25 11/24/97 PAD D SZ 26 11/24/97 PAD D WEST SIDE 27 11/24/97 PAD D 28 11/25/97 PAD D 29 11/25/97 PAD D 30 11/24/97 PAD D 31 11/25/97 PAD D WEST SIDE 32 11/25/97 PAD D SZ 33 11/25/97 PAD D S FILL SLOPE SZ 34 11/25/97 PAD D S FILL SLOPE 35 11/25/97 PAD D 36 11/25/97 PAD D 37 11/25/97 PAD D 38 11/26/97 PAD D FILL SLOPE 39 11/26/98 PAD D FILL SLOPE 40 11/26/97 PAD D FILL SLOPE 41. 11/26/97 PAD D FILL SLOPE 42 12/02/97 PAD D FILL SLOPE 43 12/02/97 PAD D ST 44 12/03/97 PAD D FILL SLOPE ST 45 12/03/97 PAD D FILL SLOPE ST 45A 12/05/97 PAD D FILL SLOPE Elev. Plus Max. Opt. Field Field Field Req'd or 3/41- Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 150 2 0 114.4 13.2 107.0 15.8 94 90 156 2 0 114.4 13.2 106.1 14.7 93 90 184 2 0 114.4 13.2 108.4 15.1 95 90 184 2 0 114.4 13.2 106.5 14.4 93 90 184 2 0 114.4 13.2 105.1 16.6 92 90 186 2 0 114.4 13.2 105.1 .16.6 92 90 186 4 0 117.8 14.2 108.4 18.3 92 90 186 4 0 117.8 14.2 106.3 17.9 90 90 184 2 0 114.4 13.2 105.8 15.6 92 90 187 2 0 114.4 13.2 103.3 16.2 90 90 153 1 0 121.0 12.6 110.4 14.4 91 90 156 2 0 114.4 13.2 104.3 15.0 91 90 187 2 0 114.4 13.2 106.7 16.4 93 90 188 2 0 114.4 13.2 106.7 16.4 93 90 188 2 0 114.4 13.2 105.3 13.8 92 90 158 2 0 114.4 13.2 103.4 16.0 90 90 160 2 0 114.4 13.2 104.3 16.3 91 90 160 2 0 114.4 13.2 106.6 15.5 93 90 162 2 0 114.4 13.2 104.4 15.2 91 90 163 3 0 117.1 13.9 105.8 17.8 90 90 162 3 0 117.1 13.9 105.2 17.2 90 90 161 2 0 114.4 13.2 104.3 18.1 91 90 159 2 0 114.4 13.2 99.8 20.4 87 90 159 2 0 114.4 13.2 104.2 17.9 91 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - = Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist.. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ST 46 12/03/97 PAD D FILL SLOPE 157 2 0 114.4 13.2 98.5 19.8 86 90 ST 46A 12/05/97 PAD D FILL SLOPE 157 2 0 114.4 13.2 103.3 17.6 90 90 47 12/05/97 PAD D FILL SLOPE 164 3 0 117.1 13.9 106.9 18.7 91 90 48 12/05/97 PAD D 191 2 0 114.4 13.2 103.4 18.8 90 90 49 12/05/97 PAD D 190 3 0 117.1 13.9 105.5 17.4 90 90 50 12/05/97 PAD D 190 4 0 117.8 14.2 108.4 16.6 92 90 51 12/04/97 .PAD D FILL SLOPE 166 4 0 117.8 14.2 106.5 17.2 90 90 52 12/04/97 PAD D FIL SLOPE 165 3 0 117.1 13.9 105.8 16.9 90 90 53 12/04/97 PAD D FILL SLOPE 166 4 0 117.8 14.2 108.0 17.2 92 90 54 12/04/97 PAD D FILL SLOPE 168 2 0 114.4 13.2 104.3 17.5 91 90 55 12/04/97 PAD D FILL SLOPE 170 2 0 114.4 13.2 102.8 18.2 90 90 56 12/04/97 PAD D FILL SLOPE 171 3 0 117.1 13.9 103.3 19.4 88 90 56A 12/04/97 PAD D FILL SLOPE 171 3 0 117.1 13.9 105.4 19.1 90 90 57 12/04/97 PAD D FILL SLOPE 171 2 0 114.4 13.2 104.1 18.5 91 90 58 12/04/97 PAD D FILL SLOPE 172 4 0 117.8 14.2 108.5 17.8 92 9.0 59 12/05/97 PAD D FILL SLOPE 174 2 0 114.4 13.2 106.7 16.4 93 90 60 12/05/97 PAD D FILL SLOPE 173 2 0 114.4 13.2 104.5 16.7 91 90 61 12/05/97 PAD D FILL SLOPE 177 4 0 117.8 14.2 106.2 18.1 90 90 62 12/05/97 PAD D FILL SLOPE 191 4 0 117.8 14.2 108.2 17.3 92 90 63 12/05/97 PAD D FILL SLOPE 193 1 . 0 121.0 12.6 110.3 14.8 91 90 64 12/05/97 PAD D FILL SLOPE 193 1 0 121.0 12.6 109.2 13.9 90 90 65 12/09/97 WEST OF PAD D 179 2 0 114.4 13.2 99.6 16.6 87 90 65A 12/09/97 WEST OF PAD D 179 2 0 114.4 13.2 102.9 15.3 90 90 66 12/09/97 WEST OF PAD D 179 2 0 114.4 13.2 100.7 16.2 88 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 66A 12/09/97 WEST OF PAD D SZ 67 12/09/97 PAD D FILL SLOPE SZ 68 12/09/97 PAD D FILL SLOPE 69 12/09/97 WEST OF PAD D 70 12/09/97 SW OF PAD D 71 12/09/97 PAD D FILL SLOPE 72 12/09/97 PAD D FILL SLOPE 73 12/10/97 WEST OF PAD D 74 12/10/97 SW OF PAD D 75 12/10/97 SW OF PAD D 76 12/10/97 WEST OF PAD D 77 12/10/97 WEST OF PAD D SZ 78 12/10/97 PAD D FILL SLOPE 79 12/10/97 WEST OD PAD D 80 12/10/97 SE OF PAD D 80A 12/11/97 SE OF PAD D 81 12/11/97 SW OF PAD D 82 12/11/97 PAD D FILL SLOPE 83 12/11/97 WEST OF PAD D 84 12/11/97 SW OF PAD D 85 12/11/97 SOUTH OF PAD D SZ 86 12/11/97 PAD D FILL SLOPE 87 12/11/97 SW OF PAD D SZ 88 12/11/97 PAD D FILL SLOPE Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 179 2 0 114.4 13.2 105.3 16.1 92 90 175 2 0 114.4 13.2 106.6 16.3 93 90 1767 3 0 117.1 13.9 106.8 . 17.2 91 90 181 3 0 117.1 13.9 106.5 15.7 91 90 179 2 0 114.4 13.2 106.7 14.2 93 90 178 4 0 117.8 14.2 110.1 16.5 93 90 181 4 0 117.8 14.2 110.3 16.3 94 90 183 4 0 117.8 14.7 113.4 14.7 96 90 182 2 0 114.1 13.2 105.1 .16.9 92 90 183 2 0 114.4 13.2 103.0 17.2 90 90 184 4 0 117.8 14.2 111.3 16.3 94 90 186 4 0 117.8 14.2 108.4 17.6 92 90 182 2 0 114.4 13.2 105.6 17.3 92 90 187 4 0 117.8 14.2 106.2 18.1 90 90 179 2 0 114.4 13.2 98.5 17.8 86 90 179 2 0 114.4 13.2 104.3 17.1 91 90 175 3 0 117.1 13.9 108.1 16.4 92 90 180 3 0 117.1 13.9 106.8 16.7 91 90 188 2 0 114.4 13.2 104.1 16.0 91 90 179 3 0 117.1 13.9 107.6 17.2 92 90 180 3 0 117.1 13.9 106.2 16.0 91 90 185 4 0 117.8 14.2 108.3 16.8 92 90 182 4 0 117.8 14.2 108.7 16.1 92 90 184 2 0 114.4 13.2 104.5 17.4 91 90 Note: See last page of table for explanation of coded terms - .- - - - - - - M = - - - - - - - - - Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 89 12/11/97 SOUTH OF PAD D 183 2 0 114.4 13.2 103.5 15.6 90 90 SZ 90 12/11/97 PAD D FILL SLOPE 184 2 0 114.4 13.2 104.4 15.2 91 90 91 12/11/97 SE OF PAD D 184 7 0 119.0 13.6 110.3 14.7 93 90 SZ 92 12/11/97 SE OF PAD D 182 4 0 117.8 14.2 109.2 15.8 93 90 SZ 93 12/11/97 PAD D FILL SLOPE 186 2 0 114.4 13.2 103.8 17.7 91 90 94 12/11/97 SW OF PAD D 185 2 0 114.4 13.2 105.4 17.1 92 90 95 12/11/97 SOUTH OF PAD D 186 4 0 117.8 14.2 108.1 14.7 92 90 96 12/11/97 SW OF PAD D 187 4 0 117.8 14.2 107.0 15.0 91 90 SZ 97 12/11/97 PAD D FILL SLOPE 187 2 0 114.4 13.2 105.9 13.6 93 90 98 12/11/97 WEST OF PAD D 189 2 0 114.4 13.2 104.5 14.9 91 90 99 12/11/97 SW OF PAD D 189 4 0 117.8 14.2 106.3 15.3 90 90 SZ 100 12/11/97 PAD D FILL SLOPE 188 4 0 117.8 14.2 108.5 15.7 92 90 SZ 101 12/15/97 PAD D SE SLOPE 183 2 0 114.4 13.2 103.6 15.1 91 90 SZ 102 12/15/97 PAD D SE SLOPE 183 2 0 114.4 13.2 105.5 15.9 92 90 103 12/15/97 PAD D S SLOPE 189 2 0 114.4 13.2 104.9 14.7 92 90 104 12/15/97 PAD D SE SLOPE 185 2 0 114.4 13.2 101.8 16.3 89 90 104A 12/15/97 PAD D SE SLOPE 185 2 0 114.4 13.2 103.4 16.7 90 90 105 12/15/07 PAD D SW SLOPE 190 4 0 117.8 14.2 107.6 14.4 91 90 106 12/15/97 PAD D S SLOPE 191 4 0 117.8 14.2 106.2 16.2 90 90 107 12/15/97 PAD D SE SLOPE 186 2 0 114.4 13.2 104.8 17.0 92 90 108 12/15/97 PAD D 193 4 0 117.8 14.2 109.1 15.0 93 90 109 12/15/97 PAD D 194 4 0 117.8 14.2 107.3 17.1 91 90 110 12/15/97 PAD D SE SLOPE 187 2 0 114.4 13.2 100.8 15.9 88 90 110A 12/15/97 PAD D SE SLOPE 187 2 0 114.4 13.2 104.3 16.4 91 90 Note: See last page of table for explanation of coded terms Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 111 12/15/97 PAD D S SLOPE 112 12/18/97 PAD D SE SLOPE 113 12/18/97 PAD D SE SLOPE 114 12/18/97 PAD D SW SLOPE 115 12/18/97 PAD D SW SLOPE 116 12/18/97 PAD D 117 12/18/97 PAD D SE SLOPE 118 11/18/97 PAD D SE SLOPE 119 12/18/97 PAD D SE SLOPE 120 12/18/97 STABILITY FILL 120A 12/19/97 STABILITY FILL 121 12/18/97 PAD D SE SLOPE 122 12/18/97 PAD D SE SLOPE 123 12/19/97 PAD D SE SLOPE 125 12/19/97 PAD D 126 12/19/97 STABILITY FILL 126A 12/19/97 STABILITY FILL 127 12/19/97 STABILITY FILL 127A 12/19/97 STABILITY FILL 128 12/19/97 STABILITY FILL 129 12/19/97 STABILITY FILL 130 12/19/97 STABILITY FILL 131 12/19/97 STABILITY FILL ST 132 12/23/97 PAD D FILL SLOPE Elev. Plus Max. Opt. Field Field Field Req'd or 3/4U Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 192 2 0 114-.4 13.2 103.2 15.8 90 90 189 2 0 114.4 13.2 106.6 14.3 93 90 189 2 0 114.4 13.2 106.6 14.3 93 90 192 2 0 114.4 13.2 104.8 17.0 92 90 192 2 0 114.4 13.2 106.1 16.8 93 90 189 2 0 114.4 13.2 104.2 16.7 91 90 192 2 0 114.4 13.2 106.3 15.6 93 90 191 2 0 114.4 13.2 104.1 16.7 91 90 181 2 0 114.4 13.2 107.0 15.4 94 90 205 2 0 114.4 13.2 99.8 16.3 87 90 205 2 0 114.4 13.2 103.3 15.9 90 90 193 2 0 114.4 13.2 106.9 15.0 93 90 193 2 0 114.4 13.2 104.3 16.9 91 90 194 2 0 114.4 13.2 105.1 16.2 92 90 196 2 0 114.4 13.2 103.9 15.3 91 90 204 2 0 114.4 13.2 100.9 16.2 88 90 204 2 0 114.4 13.2 102.8 14.8 90 90 203 2 0 114.4 13.2 98.6 15.7 86 90 203 2 0 114.4 13.2 102.8 14.8 90 90 204 2 0 114.4 13.2 105.0 16.6 92 90 207 2 0 114.4 13.2 104.4 16.9 91 90 208 2 0 114.4 13.2 107.4 16.2 94 90 210 2 0 114.4 13.2 105.7 16.2 92 90 168 2 0 114.4 13.2 105.7 17.4 92 90 Note: See last page of table for explanation of coded terms Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%') (pcf) (%) (%) (%) 133 12/23/97 PAD D FILL SLOPE 170 2 0 114.4 13.2 108.6 17.4 95 90 ST 134 12/23/97 PAD D FILL SLOPE 175 2 0 114.4 13.2 104.8 16.0 92 90 ST 135 12/23/97 PAD D FILL SLOPE 179 2 0 114.4 13.2 100.8 16.4 88 90 ST 135A 12/23/97 PAD D FILL SLOPE 179 2 0 114.4 13.2 104.1 16.0 91 90 ST 136 12/24/97 PAD D FILL SLOPE 184 2 0 114.4 13.2 106.0 17.8 93 90 ST 137 12/24/97 PAD D FILL SLOPE 186 2 0 114.4 13.2 108.7 16.2 95 90 ST 138 12/24/97 PAD D FILL SLOPE 180 2 0 114.4 13.2 99.8 15.9 87 90 138A 12/24/97 PAD D FILL SLOPE 180 2 0 114.4 13.2 103.0 15.0 90 90 FC 139 12/19/97 PAD D CONTOUR AREA 194 2 0 114.4 13.2 105.2 16.6 92 90 FG 140 12/29/97 PAD D CONTOUR AREA 194 2 0 114.4 13.2 104.3 17.1 91 90 FC 141 12/29/97 PAD D CONTOUR AREA 191 2 0 114.4 13.2 102.9 17.6 90 90 142 12/29/97 SDG&E ACCESS 206 2 0 114.4 13.2 103.3 16.8 90 90 143 12/29/97 SDG&E ACCESS 207 2 0 114.4 13.2 105.4 15.7 92 90 144 12/29/97 SDG&E ACCESS 208 2 0 114.4 13.2 104.3 15.3 91 90 145 12/29/97 SDG&E ACCESS 210 2 0 114.4 13.2 103.1 14.5 90 90 SZ 146 12/30/97 NE OF WRIGHT PLACE 191 1 0 121.0 12.6 111.6 13.2 92 90 SZ 147 12/30/97 NE OF WRIGHT PLACE 194 1 0 121.0 12.6 110.4 12.9 91 90 148 12/30/97 SDG&E ACCESS 210 2 0 114.4 13.2 99.7 15.2 87 90 148A 12/30/97 SDG&E ACCESS 210 2 0 114.4 13.2 103.2 14.7 90 90 149 12/30/97 SDG&E ACCESS 212 2 0 114.4 13.2 98.6 16.3 86 90 149A 12/30/97 SDG&E 212 2 0 114.4 13.2 102.8 15.9 90 90 150 12/31/97 SDG&E ACCESS 215 2 0 114.4 13.2 105.4 14.5 92 90 151 12/31/97 SDG&E ACCESS 214 2 0 114.4 13.2 104.8 16.2 92 90 152 12/31/97 SDG&E ACCESS 218 2 0 114:4 13.2 106.6 15.4 93 90 Note: See last page of table for explanation of coded terms MM MM - - - - - - - - -, - - - - - - Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 153 12/31/97 SDC&E 222 2 0 114.4 13.2 104.1 16.8 91 90 ST 154 01/02/98 STABILITY FILL 210 2 0 114.4 13.2 108.9 14.5 95 90 ST 155 01/02/98 STABILITY FILL 215 2 0 114.4 13.2 107.3 14.1 94 90 ST 156 01/02/98 ST FILL SDC&E ACCESS 207 2 0 114.4 13.2 105.9 15.2 93 90 157 01/20/98 ALL N OF DESILING 194 2 0 114.4 13.2 103.6 16.4 91 90 158 01/20/98 ALL N OF DESILING 196 2 0 114.4 13.2 102.7 17.3 90 90 159 01/21/97 SL ABOVE WALL C 1+45 186 2 0 114.4 13.2 103.7 19.2 91 90 160 01/21/97 SL ABOVE WALL 'C 1+70 185 2 0 114.4 13.2 106.5 16.5 93 90 ST 161 01/27/98 SLOPE BACK OF WALL B 182 2 0 114.4 13.2 104.3 116.1 91 90 ST 162 01/21/97 SLOPE BACK OF WALL B 189 3 0 117.1 13.9 106.7 14.3 91 90 163 01/28/98 SLOPE BACK OF WALL C 187 2 0 114.4 13.2 105.9 17.0 93 90 164 02/27/98 SLOPE ABOVE WALL A-1 190 3 0 117.1 13.9 106.4 14.7 91 90 165 02/27/98 SLOPE ABOVE WALL A-i 201 2 0 114.4 13.2 104.0 14.6 91 90 166 03/02/98 WALL D 210 2 0 114.4 13.2. 104.0 14.6 91 90 167 03/16/98 WALL G 230 3 0 117.1 13.9 110.3 13.7 94 90 ST 167 03/03/98 WALL D 212 3 0 117.1 13.9 112.6 14.4 96 90 ST 168 03/03/98 WALL A-2 SLOPE 212 2 0 114.4 13.2 105.2 16.2 92 90 169 03/03/98 WALL A-1 SLOPE 195 3 0 117.1 13.9 109.8 16.6 94 90 170 03/03/98 WALL A-1 FILL 194 3 0 117.1 13.9 109.1 16.0 93 90 171 03/04/97 E BLDG D POOL AREA 195 3 0 117.1 13.9 107.3 15.9 92 90 171A 03/04/98 E BLDG D POOL AREA 197 2 0 1144 13.2 105.1 16.0 92 90 172 03/04/98 WALL A 3+45 SL FILL 200 2 0 114.4 13.2 104.6 15.8 91 90 173 03/04/98 WALL A 3+45 SL FILL 201 2 0 114.4 13.2 105.3 16.4 92 90 174 03/05/97 WALL E SLOPE FILL 218 2 0 114.4 13.2 105.5 15.6 92 92 Note: See last page of table for explanation of coded terms - - - Mae - - - MM - - - - - MM - - Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 175 03/05/97 WALL E SLOPE FILL 224 3 0 117.1 13.9 107.8 13.6 92 90 176 03/05/98 WALL H SLOPE FILL 204 3 0 117:1 13.9 108.1 14.3 92 90 ST 177 03/05/98 WALL H FACE 208 3 0 117.1 13.9 106.8 17.7 91 90 178 03/05/98 WALL E SLOPE FACE 226 3 0 117.1 13.9 110.1 15.0 94 90 179 03/05/98 WALL E SLOPE FILL 220 2 0 114.4 13.2 105.4 15.8 92 90 180 03/06/98 WALL E .. 228 2 0 114.4 13.2 107.1 16.4 94 90 181 03/06/98 WALL E 225 2 0 114.4 13.2 106.4 15.8 93 90 182 03/09/98 WALL E 229 2 0 114.4 13.2 105.2 16.2 92 90 183 03/09/98 WALL C 219 3 0 117.1 13.9 108.2 16.9 92 90 184 03/09/98 WALLG 209 3 0 117.1 13.9 110.8 13.5 95 90 185 03/09/98 WALL E 212 2 0 114.4 13.2 103.3 13.5 90 90 ST 186 03/10/98 WALL G 233 2 0 114.4 13.2 107.6 18.1 94 90 187 03/10/98 WALL C 229 3 0 117.1 13.9 109.3 14.5 93 90 188 03/11/98 WALL E 218 3 0 11.7.1 13.9 109.8 16.4 94 90 189 03/10/98 WALL E 218 3 0 117.1 13.9 110.0 17.0 94 90 190 03/11/98 WALL E 230 3 0 117.1 13.9 108.3 16.3 92 90 FG 191 03/11/98 WALL A-1 196 3 0 117.1 13.9 106.4 15.9 91 90 192 03/11/98 WALL A-1 194 3 0 117.1 13.9 107.3 16.4 92 90 193 03/12/98 WALL E 226 3 0 117.1 13.9 107.1 17.1 91 90 194 03/12/98 WALL E 228 3 0 117.1 13.9 108.3 16.3 92 90 195 03/12/98 WALL E 231 3 0 117.1 13.9 108.1 16.9 92 90 196 03/12/98 WALL E 232 3 0 117.1 13.9 107.3 17.2 92 90 197 03/16/98 WALL C 230 3 0 117.1 13.9 110.3 13.7 94 90 FC 198 03/17/98 PAD C N 201 3 0 117.1 13.9 110.2 13.5 94 90 Note: See last page of table for explanation of coded terms Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field. Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) FC 199 03/17/98 PAD C M 201 3 0 117.1 13.9 105.6 15.6 90 90 FC 200 03/17/98 PAD C E 201 2 0 114.4 13.2 105.7 13.9 92 90 203* 12/19/97 STABILITY FILL 211 2 0 114.4 13.2 104.3 17.6 91 90 204* 12/19/98 STABILITY FILL 213 2 0 114.4 13.2 107.2 14.6 94 90 205* 12/19/97 STABILITY FILL 213 2 0 114.4 13.2 106.6 13.2 . 93 90 206* 12/19/97 STABILITY FILL 217 2 0 114.4 13.2 103.4 16.1 90 90 207* 12/19/97 PAD D 196 2 0 114.4 13.2 105.2 15.3 92 90 208* 12/19/97 PAD D 196 2 0 114.4 13.2 104.8 15.0 92 90 209* 12/19/97 PAD D 196 2 0 114.4 13.2 106.1 16.2 93 90 FC 210* 12/19/97 PAD D 198 1 0 121.0 12.6 109.8 12.4 91 90 FG 211* 12/19/97 PAD D 198 1 0 121.0 12.6 112.0 13.9 93 90 FC 212* 12/19/97 PAD D 198 2 0 114.4 13.2 107.8 16.6 94 90 FC 213* 12/22/97 PAD D 198 2 0 114.4 13.2 106.6. 15.7 93 90 214* 12/22/97 STABILITY FILL 200 2 0 114.4 13.2 108.5 17.5 95 90 215* 12/22/97 STABILITY FILL 202 2 0 114.4 13.2 105.9 14.8 93 90 216* 12/22/97 STABILITY FILL - 199 2 0 114.4 13.2 105.1 14.4 92 . 90 217* 12/22/97 STABILITY FILL 204 2 0 114.4 13.2 106.5 16.4 93 90 218* 12/22/97 STABILITY FILL 203 2 0 114.4 13.2 103.9 16.1 91 90 219* 12/23/97 STABILITY FILL 206 2 0 114.4 13.2 105.8 15.2 92 90 220* 12/23/97 STABILITY FILL 208 2 0 114.4 13.2 106.3 15.8 93. 90 221 03/18/98 DESILTINC POND 191 3 0 117.1 13.9 105.8 18.6 90 90 222 03/18/98 DESILTINC POND 193 3 0 117.1 13.9 106.8 16.9 91 90 223 03/19/98 DESILTINC POND 190 3 0 117.1 13.9 109.3 18.3 93 90 224 03/19/98 DESILTING POND 195 3 0 117.1 13.9 105.9 14.7 90 90 * DUPLICATE NUMBERING SEQUENCE INADVERTANTLY USED 12-19-97 TO 12-23-97,TEST 'RENUMBERED TO 203 TO 220 Note: See last page of table for explanation of coded terms - - - - - - M- .- - M.-IM - Im - - - Project No. 05724-22-02 (C) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist.. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ST 225 03/20/98 WALL E SLOPE 225 3 0 117.1 13.9 107.3 16.3 92 90 ST 226 03/20/98 WALL E SLOPE 230 3 0 117.1 13.9 109.3 15.8 93 90 ST 227 05/07/98 WALL C 220 3 0 117.1 13.9 108.6 18.6 93 90 ST 228 05/07/98 WALL C 218 2 0 114.4 13.2 103.5 15.0 90 90 229 05/08/98 WALL C 183 2 0 114.4 13.2 103.8 18.7 91 90 230 05/08/98 WALL C 181 2 0 114.4 13.2 104.0 16.0 91 90 SZ 231 05/11/98 WALL C SLOPE FILL 190 2 0 114.4 13.2 106.4 16.6' 93 90 SZ 232 05/11/98 WALL C SLOPE FILL 187 2 0 114.4 13.2 104.3 15.8 91 90 233 05/12/98 WALL C SLOPE FILL 188 2 0 114.4 13.2 105.3 16.5 92 90 234 05/12/98 WALL C SLOPE FILL , 190 2 0 114.4 13.2 103.4 16.1 90 90 Note: See last page of table for explanation of coded terms - - - Project No. 05724-22-02 (G) EXPLANATION OF CODED TERMS - TEST SUFFIX A, B, C,...: Retest of previous density test failure, following moisture conditioning and/or recompaction. R: Fill in area of density test failure was removed and replaced with properly compacted fill soil. - - PREFIX CODE DESIGNATION FOR TEST NUMBERS AD - Area Drain JT - Joint Trench ST - Slope Test B - Base Test MT - Moisture Test SW- Sidewalk CC - Curb & Gutter RW - Retaining Wall SZ - Slope Zone CW - Crib Wall SD - Storm Drain UT - Utility Trench DW - Driveway SG - Subgrade WB - Wall Backfill FG - Finish Grade SL - Sewer Lateral WL - Water Lateral IT - Irrigation Trench SM - Sewer Main WM - Water Main - CURVE NO. Corresponds to curve numbers listed in Table II, representing the laboratory maximum dry density/optimum moisture content data for selected fill soil samples encountered during testing and observation. - ROCK CORRECTION For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory maximum dry density and optimum moisture content values listed are then unadjusted values. - TYPE OF TEST SC: Sand Cone Test NU: Nuclear Density Test DC: Drive Cylinder Test - ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-91 Sample Description p Maximum Dry Optimum Moisture No. Density (pci) Content (% dry wt.) 1 Medium yellow-brown, Clayey SAND, with trace silt 121.0 12.6 2 Light olive-yellow, Clayey SAND, with trace ofsilt 114.4 13.2 3 Light brown, Clayey, fine to medium SAND, with little silt 117.1 13.9 4 Brown, fine to coarse Sandy CLAY, with little silt 117.8 14.2 5 Light gray, very well-graded SAND, trace clay 120.3 11.8 6 Light olive-brown, Clayey, fine to medium SAND 115.0 16.0 7 Brown, Clayey, fine to coarse SAND 119.0 13.6 U I TABLE III SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Sample No. Moisture Content Dry Density (pci) Expansion Index Location Before Test (%) After Test (%) A 10.4 24.1 107.7 52 Building D, Parcel C B 12.8 31.4 99.4 70 Building D, Parcel C C 13.1 28.9 99.0 62 Building C, Parcel B D 11.1 22.8 104.4 49 Building C, Parcel B F 9.1 27.1 112.4 52 Building B, Parcel A G 10.1 26.0 110.0 56 Building B, Parcel A H F~ Project No. 05724-22-02 July 21, 1998 I n H I I, I-J I I I I I I I I L OT L o -r 5 i CONSTRUC liON NO TES: N575321W894 PROVIDE ACCESS TO SD GM TO$ER - 46025 144 50' 289 3(Y PER £0 C STANDARD DRA $INC S ACCESS ROAD TO BE PA VED }4f1U CLASS IIAGGc'EG.47E9ASE, MIN. 6IHICK. ES TThIC 200' EASE%IENT TO S0C/f RECORDED 4+15-54, SDGAE ACCESS CARL SB A 1) TR A CT N C' s -J 4 PTER ii CONTRACTOR TO REMO AND REPLACE CURB, DOC NO 4924l ,'8K 5205 PC 476 0 R 4f TH 2 RICH t ' * MA P N 0 ; 12 7 70 QATJ( f THIN 5.0 G * £ GUTTER AND SIDEWALK TO ACCOMMODATE CESS TO TRIMS OUTSIDE 200 EASEMENT - "53 - EA'MENT DATEDB4S-47 'D25' CURB CIJILET INS TALLA 17CW LU - L C) I I '-'5z, ml - ' D 202 00 MPROVE)WENTSLOCA7ED ®?HINTHEA1G1T*CWAY FO go 5 Itt 28 - 0 'y 9194 149 - \ ,I95 182 80 9 4.1 0 714' 2050 134 js • - 2 - . - L DI £ - () CONTRACTOR 70 (XWF1RM AS-BUILT LOCAJICW OF 7 I \ / T 50 • •7 .185 S43 'jP28 67 4 2/219 42. ITY Iwi 133 22' ALL STORM DRAIN POINTS C CONNEC7C4V PRIOR iO4_ CUD 206 120 Jr 205 -9DEW&K 20" WDE CWWROAL DRIVEWAY PER GS // \ INSTALL 20' WDE GATE, SE DETAIL ON EET Z FG 20J. 00 TW 223.00 FG 198& Tsd CON7RACTOR TO R04OW E)OST CURB, G7R. AND SIDEWALK TO ACCOMMODATE 7HE INSTALLA770M OF NEW LOT LINE 30' INDE "A"CIAL DRIVEWAY PER GS 98 NEW LOT LINE NEW LOT LINE CURB INLET, L-10' qy\ Tsd INSTALL PRIVATE Trp `0 2' CONIRACTOR TO MODIFY MT CURB INLET TDA V-1 BASIN, TG-196.50, IE=191150 L4 o~ '97 nuPER SOILS REPORT N5 7~53'21 *W STABILITY 2550 ___ - -- F VAA&I SLOPE GRADWG REWENDA c - _ rLLiruPREPARtO8YCE0Cc*4,!Na 40 \ -"k - - / * F • DA - .' F CLSE$REASMT INSTALL PVT INS TALL PRIVATE TYPE 8-1 CURB INLET OCO MAP NO 11287 198 - PER '. ' TYPE 'A _A' .3 • 'T-i' TO -19500 FL_19417 IE=19000 çj' I 00 IlL ' - . - - ' - - ' 1W 196.5 1W 1 7 CLEANOUT - - LL PRIVAIE TIPE `G-I' CATCH INSTALL PRIVA7E TrE INSTALL PVT, IE=192.40 'A UNDERW 5' AM RE"CO W IN `G-2' CATCH BASIN T~PE 'A-4,' CO. INSTALL PVT, 4g A N, TG--193,00, IE~i18&93 7 14 N 4' TG=195.30, TYPE `G INSTALL PR! VA TE TWE 'G-l' f = 8 4 CA TCH BASIN PARCEL B PER SCILS ,PC%'T CATCH BASIN, TO-492.00 -.------- -l'_p nv 195 TG-19740 L 0199 ' \ IE-?8813 201 " \ FC 1910 .. IE=193.00 7" 72' \ / S .222 202' • -fJJ- ,,fr '° HIGLY £k1'AN9f aA'ITOVE MAY BE ESXPOV *1?N INSTALL NEW VA TE \J INSTALL PVT. ' cf .: .- hf CUT POR11G'JS L013 7 AND & Th SOILS \ 2 23 TYPE 4 CATCH BASIN TYPE `G-2' I c, .9IALL (4DERJT 10 A MHM.*( DEPTH OF ,5 FEET \ . OPEN 1jt'dR SiDES CATCH BASIN 'V •1 AND PLAC(D WTh (RAM/tAR SOILS PER SOILP(T \ N " W=195.00, IE-787.40 / TC-194.00, N15, TW 1 4 . - \ -- ----- 4 6 C 2 - 80 NOTES: V 1. EVS77NG LOT LINES ARE TO BE ADVtTED 8Y FG , 195.50 W2 2W N565137W 198 '47 2. EXIS77NG STORM DRAIN PER Dt. NO 224-1 1 0-13 LOT LINE - F " I 8"PVC•S F0188.4.• . . • "•tl1T? > 4. EAISTING TCOO(RAPHY PER SAN LO AERIAL SURYS 1. :, __- IL ('I tfl' ffU (CO - - - -- flO$ 10-1-96 J rC. ' r.i At P ' _' / -. .•. g_ • .--' - - I-' L / '-" OR!fWAY <._-" - 83 -• 1644 GEOCON LEGEND °) WRI ACP WTR 26 116' ¶1 7iA\_ ca. Vk _-- 35* ' - .Ali \., 136 029 l2 169 QCLCOMPACTED FILL SOIL \ -v /TT L81.39' ' •ST-Il9\Tw / • • FG-139' l2l -. 186.ü TS DEL MAR FORMATION -- Coll 22 13 k' S .'E LET1ER or TW 184. 118 ~224 OCATION,OF 'IN-PLACE DENSITY TEST VA 960 Oil FG 19.7 JVO 0 PSWMW 70 E5 No.30836 CEL FG FINISH GRADE ST SLOPE TEST __-\ / ' OW 37 C 13 I FG-I40 _ p4, -135 (RAX FCII 2 - - \ ' I PAD 79 F6 191 5 OFFYTE , 78 .196 25 I 7 \\ l9 • 102 DA TM 1 21 - 3! 1 37 /' 107 '- _____CARL S B F/ -r ND i4 C) 1W 184.5 ° • I I •I7 48' 2? S - Th-O ' • 63' .1 FGi rw - S I i'viAP NO I J67 2. 8, 19 11 28 104 - ic 'ji S S FG-141,11 Lcir 2 1700 -1 1 AP END 7 12' 0 PR! VA TE STORM DRAIN DATA NO. BEARING/DELTA RADIUS LENGTH REMARKS SLOPE N201445E 56.10' 18" PVC SOR-35 1.90*' 2 NI014'54"W 42.18' - 1.909 3 S N57*5y21hW - - 37.63' - - 1.90% 4 N57'53'21 W 102.71' 24" RCP (1350-0) 0.809 5 09'59'31" 200' 34.88' " 0.80% 6 N541'20"W 14300' " 273% 7 N4427'31 7E 75.17' 78" PVC S0R-35 1.68% 8 N57'53'21W 88.91' 12" PVC SOR-35 1.80% 9 N28 V3'34 "E 20.00' 12" PVC SOR-35 1.00% 10 N78'02'34W - - 247.61w 75" PVC SDR-35 2.83% 11 N79'JJ'JJ"E 12.02' 18 PVC SDR-35 25.00% 12 N1777'I4T 79.57' 75" PVC SDR-35 7.25% 13 N56'35'53T 20.01' 72" PVC SUR-35 14.50% 14 N2626.54"E 15.01' 12" PVC SDR-35 4.00% N80V7'47"E 4.15% 388% 15 65.13' 8128' 12" PVC SOR-35 24 RCP (1350-O) *16 N4430'45"E ry \\.8 0209 •7 INSTALL PRIVATE TYPE 1082 190 •\ 036 11 j/io pa 0 095 97, 0086 R.CE. 30836 S S ' \Vr\ \ \\ "N. 00 '81 85 REQS7PA I7OAL EXPIRES J312000 S rw rG 07 2 de 33 41 74 \ 1~_\. eFG-140 87 Latitul \ \ 1000 * FG-139 -k.1-I62 /.31 71 / / / PLanntng and Engineering INSTALL PR! VA TE TYPE SSI JYW\4\ \ \ 694 'T-161* / / I / jL." 4180 La Jolla Village Dr., Ste. 330 BASIN, TC189.OQ IE 184.00 'I ) \ .78 - - 59\ ' ". -.-' - La Jolla, CA 92037 - S 106 r'"_ -• TI86 161 -. 42 ,- 819-552-0033 Fax 819-552-0756 TYPE 'F* CATCH BASIN REMGW EXIST.- 0 750 63 72 .93 gO 37' - - -. •l3 . S M-16c/ 58. 0 •212 ': 1 A S B U IL f (DROP) (Z= 159 IE= 180.00 041 FG,-141 - - c 82 - 136 TW PCE - XP - ATE - S i2 5 ST-184 5T I - 170 - - - - EG176. 68 * '604 • - / ,-, EVTE\EL EY U 20 40 - 9U 7U /5ALL WITH rIGHT o/NrS - / • C I \ ____ iNPECTOP - DATE 177/ \ * - ? IfEEJ~ CITY OF -CARLSBAD _I_SHEETSj EX '8" c'CP, ' - 44 - ENGINEERING DEPARTMENTJ 6 @ 19. GRADING PLANS FOR. .. S / - CORNERSTONE CORPORATE CEN TRE. PARCELS A, B & C LOT LiNE ADJJS7M&4T PtA T NO. 544 APPROVEO--/ / - S 7 - S ICITY ENGINEER'E -EXPIRES _____DATE ________________ DWN BY - PROJECT NO [DRAMNG NO Rvm BY: I_m__Y1 PIP _97-04 3552A BENCH MARK DESCRIPTION: 'CONCRETE MONUMENT WI STANDARD CVSC STAMPED T.C.R.15" LOCATION: 500' SOUTH OF INTERSECTION OF EL CAMINO REAL a PALOMAR AIRPORT ROAD EAST SL OF EL CAMINO REAL, ALONG PENCE LINE. S RECORD FROM, SAN 01F00 COUNTY PRECISE SURVEY S S LEVELS IR.S. /800-1/ S S ELEvATIoNS 2%.48 DATUM; U.S.C. 8 0.5. DATE INITIAL DATE _ INITIAL REViSION DESCRIPTION DATE INITIAL ENNEER Of WORK 0'THtR APPROVAL CITY APPROVAL 25GP03OWC (XR.25-MS.DWG&_2T0P0.OWC)10-24-97 11 GEOTECHNICAL INVESTIGATION CARLSBAD TRACT NO. 81-46 UNIT 1, LOT NOS. 7, 89 119 AND 15 CARLSBAD, CALIFORNIA I I I I I I 1 I I I I I I I I PREPARED FOR NEWPORT NATIONAL CORPORATION CARLSBAD, CALIFORNIA MAY 1996 L3C7 (z6'5 Project No. 05724-12-01 May 8, 1996 Newport National Corporation 5050 Avenida Encinas, Suite 350 Carlsbad, California 92008 Attention: Mr. Scott Merry Subject: CARLSBAD TRACT NO. 81-46 UNIT 1, LOT NOS. 7, 8, 11, AND 15 CARLSBAD, CALIFORNIA GEOTECHNICAL INVESTIGATION Gentlemen: In accordance with your authorization and our proposal dated April 10, 1996, we have performed a geotechnical investigation for the subject project. The accompanying report presents the findings of our study and our conclusions and recommendations pertaining to project development. Based on the results of our study, it is our opinion that the proposed facilities can be constructed as planned, provided the recommendations of this report are followed. If there are any questions regarding this report, or if we may be of further service, please do not hesitate to contact the undersigned at your convenience. Very truly yours, GE9CON INCO: ii RE 22527 Exp 3197 * AS:DFL:dmc (4/del) Addressee I I I I I I I I I I I I 1 I I I I I I Ali Sadr CEG 1778 TABLE OF CONTENTS I PURPOSE AND SCOPE ......................................................................................... 1 SITE AND PROJECT DESCRIPTIONS .....................................................................2 SOIL AND GEOLOGIC CONDITIONS.....................................................................3 I Fill (Qaf).........................................................................................................3 DelmarFormation (Td).......................................................................................4 GROUNDWATER...............................................................................................4 GEOLOGIC HAZARDS ........................................................................................5 I Faulting and Seismicity .......................................................................................5 Liquefaction.....................................................................................................6 I CONCLUSIONS AND RECOMMENDATIONS ..........................................................7 General...........................................................................................................7 SeismicSetting .................................................................................................9 I Soils and Excavation Characteristics .......................................................................9 Grading........................................................................................................10 HeelDrains ...................................................................................................12 I I Foundations ...................................................................................................12 Concrete Slabs-On-Grade ..................................................................................14 SlopeStability ................................................................................................15 I Retaining Walls and Lateral Loads .......................................................................16 SiteDrainage .................................................................................................17 Foundation and Grading. Plan Review ...................................................................18 I LIMITATIONS AND UNIFORMITY OF CONDITIONS I MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map U Figure 2, Geologic Map (Site Plan) Figure 3,, Wall/Column Footing Dimension Detail Figure 4, Typical Stability Fill Detail 1 Figure 5, Retaining Wall Drain Detail APPENDIX A I FIELD INVESTIGATION Figures A-i - A-3, Logs of Borings Figures A-4 - A-14, Logs of Trenches I APPENDIX B LABORATORY ANALYSIS I Table B-I, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results Table B-Il, Summary of Direct Shear Test Results I Table B-ill, Summary of Expansion Index Test Results APPENDIX C RECOMMENDED GRADING SPECIFICATIONS I I LI Project No. 05724-12-01 May 8, 1996 GEOTECHNICAL INVESTIGATION PURPOSE AND SCOPE This report, presents the results of a geotechnical investigation for the subject project located within Carlsbad Airport Center in Carlsbad, California. The purpose of our investigation was to evaluate the surface and subsurface soil and geologic conditions and, based on the conditions encountered, to provide recommendations pertaining to the geotechnical aspects of site development. The scope of the field investigation consisted of a site reconnaissance and the excavation of two large-diameter exploratory borings and 11 exploratory trenches. A review of a portion of the as-graded geotechnical report prepared by Moore & Taber, dated February 25, 1987, was also performed. Laboratory tests were performed on selected soils samples obtained at various depths in the trenches to evaluate various physical properties. Details of the field investigation and laboratory tests are presented in Appendices A and B, respectively. The recommendations presented herein are based on analysis of the data obtained from the borings and trenches, laboratory tests, and our. experience with similar soil and geologic conditions. The data presented in the referenced as-graded geotechnical report was considered as supplemental information where appropriate in arriving at the recommendations. -1- I I I I I I I I I I I 1 1 I I I I I I Project No. 05724-12-01 May 8, 1996 SITE AND PROJECT DESCRIPTIONS The site is located just north of the Palomer Airport Road at the intersection of Palomar Oak Way within Airport Center of Carlsbad, California (Vicinity Map, Figure 1). The subject lots were sheet-graded as a part of mass grading of Carlsbad Airport Center in the mid 1980's. Testing and observation services were performed by Moore & Taber and reported on February 25, 1987. It is our understanding that two- or three-story commercial structures with associated parking and driveways are planned for the property. Grading plans for the proposed development are not available for our use; however, it is anticipated that earth work within Lots 7 and 8 will involve cuts up to 10 feet; Lot 11 will receive fill to a depth of approximately 20 feet, while Lot 15 will essentially remain at the same elevation. A review of the referenced as-graded geotechnical report indicates that during the mass grading operation, due to the presence of adverse geologic conditions, buttress fills were constructed within Lots 7, 8, and 11. The effect of future grading on the existing buttresses is discussed hereinafter. The Geologic Map, Figure 2, presents approximate locations of the borings and trenches. The descriptions contained herein are based upon our site reconnaissance and a review of the previously referenced project plans and reports. If project details vary significantly from those -2- Project No. 05724-12-01 May 8, 1996 outlined herein, Geocon Incorporated should be notified for review and possible revision of recommendations presented herein prior to final design submittal. It is anticipated that when the entire design team has been selected, this report may require modification to address specific issues. SOIL AND GEOLOGIC CONDITIONS The site is underlain by compacted fill soils and the Delmar Formation. The approximate geologic contacts are shown on the Geologic Map, Figure 2, and are based upon the referenced reports and plans and the field exploration performed for this investigation. Fill (Oaf) Fill soils of variable thickness were encountered in the majority of Lot 11 and eastern portion of Lot 8. In addition, buttress fills were constructed during the mass grading operation along most of the south-facing cut slopes. In general, these materials consist of light greenish gray to light grayish brown, silty to clayey sand to green, sandy clay. Fill soils encountered in the exploratory excavation were generally moderately dense with relatively uniform moisture content, except the near-surface materials which are disturbed by roots and/or weather. The fill soils are considered suitable for receiving additional fill or structures. -3- I I I I I I I I I I I I I I I I I I I 1 I Project No. 05724-12-01 May 8, 1996 Delmar Formation (Td) I The Eocene-aged Delmar Formation is present in the cut areas and underneath the fill soils. The I Delmar Formation as encountered in the exploratory excavation consists primarily of interbedded sandstone, claystone, and, less commonly, siltstone. The sandstone beds are generally massive to thinly bedded, slightly cemented. Cementation, however, can vary from well-cemented drill- resistant concretionary beds of approximately 1 to 2 feet thick to slightly cemented, nearly cohesionless sand. The claystones are generally thinly bedded, fractured to relatively massive, and well cemented. Bedding plane shear zones are common within the claystones. The claystones and siltstones are typically characterized as having "medium" to "high" expansion potential. Cut slopes exposing alternative sandstone and claystone bedding may present surficial instability and seepage, and require mitigation by construction of stability fill. GROUNDWATER The Delmar Formation which underlies the majority of the site has permeability characteristics and/or bedding that could be susceptible to water seepage under certain conditions. A slight seepage was encountered at the depth of 33 feet in Boring No. 1 and the depth of 13 feet in Trench No. 1, and at 10 and 12 feet in Trench No. 2 Groundwater conditions, either potential or actual, will be mitigated by installation of subdrains, heel drains, and drainage panels constructed to flow to allow suitable outlets. -4- Project No. 05724-12-01 May 8, 1996 GEOLOGIC HAZARDS Faulting and Seismicity It is our opinion, based on our field investigation and review of aerial photographs and published geologic maps (Weber, 1963 and 1982), the site is not located on any active or potentially active fault trace as defined by the California Division of Mines and Geology. The Rose Canyon and Elsinore Fault Zones, the closest active faults, lie approximately 10 and 22 miles to the west and northeast, respectively. As shown on Table I, a Maximum Probable Earthquake of Magnitude 6.5 occurring on the Rose Canyon fault could result in a peak site acceleration of approximately 0.20 g. Other active faults listed on Table I are more distant from the site and, hence, ground shaking from earthquakes on those faults will be less intensive. It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the above-mentioned faults; however, the seismic risk at the site is not considered significantly greater than the surrounding area. I I 1 I -5- I I I I I 1 I I I I I I I I I Project No. 05724-12-01 May 8, 1996 TABLE I DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS Fault Name Distance From Site (miles) Maximum Credible Event Maximum Probable Event ________________ Maximum Credible (Mag) Peak Site Acceleration (g) Maximum Probable (Mag) Peak Site Acceleration (g) Rose Canyon 10 7.0 2.6 6.5 0.20 Offshore Zone of Deformation 13 7.5 0.27 6.5 0.16 Elsinore 22 7.5 0.15 6.75 0.10 Coronado Banks Fault Zone 23 6.75 0.10 6.0 0.06 San Diego Trough 33 6.5 0.05 6.0 0.04 Newport-Inglewood 44 7.5 0.06 6.5 0.04 Casa Loma-Clark (San Jacinto) 45 7.5 0.06 7.0 0.05 Coyote Creek (San Jacinto) 47 7.5 0.06 7.0 0.04 Gin. Helen-Lytle Cr-Clairemont 49 7.5 0.05 7.0 0.04 Liquefaction Soil liquefaction is generally limited to granular soils located below groundwater which are in a relatively loose, unconsolidated condition at the time of a large earthquake event. It is our opinion that, due to the high density and cemented nature of the formational soils occurring on the site, and lack of near surface groundwater there is no significant risk of seismically induced liquefaction within the project limits. It I 1 I I [1 I 1 I I I I I I I I I I 1 I Project No. 05724-12-01 May 8, 1996 CONCLUSIONS AND RECOMMENDATIONS General No soil or geologic conditions were observed during the course of the investigation or noted in review of the referenced documents which, in our opinion, would preclude the development of the property as presently planned, provided the recommendations of this study are followed. The site is currently sheet-graded and is underlain by shallow fill soils and formational materials of the Delmar Formation. These materials are generally considered suitable for receiving additional fill or settlement-sensitive structures. Laboratory tests have determined that the existing near-surface soils and soils that will be exposed in the cut areas are moderately to highly expansive. Thus remedial and select grading and/or special foundation considerations are recommended herein. Buttress fill slopes have been constructed on the north margins of Lots 7 and 8, on the southern margins and within the short fill slopes within Lots 7 and 8 as well as within the southern edge of Lot 11 adjacent to Palomar Airport Road. Planned grading, as we understand it, will result in lowering the grades with Lot 7 and 8 and elevating the pad grade within Lot 11 by as much as 20 feet. Based on the conditions observed during our site investigation, the impact of the future grading on the existing buttresses was re-evaluated as discussed below. -7- 1 1 I I I I I I I I I I I I I I .1 I I Project No. 05724-12-01 May 8, 1996 Adverse bedding conditions were not observed within the formational soils underlying the buttress located north of Lots 7 and 8. Therefore, reconstruction of buttress fill slopes is not required. However, due to the characteristics of the formational materials, including interbedding of sandstone and claystones, it is recommended that drained stability fill be constructed below the existing buttress to reduce potential surficial instability. Adverse bedding conditions were not encountered within the formational soils behind the existing buttress south of Lot 11. Thereforç, it is not anticipated that the planned placement of additional fill will require special consideration during site development. It is anticipated that with the 30-foot radius maintained as a setback for grading around the existing San Diego Gas and Electric (SDG&E) power pole, located at the northwest corner of Lot 8, the pole stability should not be an issue. However, the cut slope around the pole will require construction of a stability fill similar to the adjacent areas. No significant grading is anticipated for Lot 15. However, the pad is underlain by expansive soils which may require remediation as recommended herein. Construction of a retaining wall at the lower portion of the cut slope along Palomar Oaks Way, would not require special construction during construction. 111 I 11 I I I I I I I I I I Project No. 05724-12-01 May 8, 1996 Seismic Setting The project is located within seismic Zone 4. Details regarding seismicity and faulting were previously discussed. A site coefficient, "S" factor (Table No. 16A-J, Uniform Building Code), equal to 1.0 should be used in design of the foundation system. Soils and Excavation Characteristics Based on our field observation and laboratory test results, the prevailing soil conditions are anticipated to vary from "very low" expansive, silty sands derived from the sandstones of the Delmar Formation to "medium" to "high" expansive material derived from clayey portions of the Delmar Formation. The expansive character of the soils is defined in accordance with the Uniform Building Code (UBC) Table 18A-1-B. Excavation of the fill soils should be possible with light to moderate effort with conventional heavy-duty grading equipment. Moderate to heavy effort should be anticipated for excavations in the formational soils. Excavation of the highly cemented concretionary zones within the Delmar Formation will generally be difficult, may require heavy ripping and will probably result in the generation of oversized material (greater than 12-inch). It should also be anticipated that after site grading is complete, future excavations in cut areas that expose the Delmar Formation are likely to encounter oversize material and require special excavation equipment. 1 I I I I I I I I I .1 I 1 I I I I I I I I Project No. 05724-12-01 May 8, 1996 I Grading All anticipated grading for site development should be performed in accordance with the Recommended Grading Specifications contained in Appendix C, and in accordance with pertinent ordinances of the City of Carlsbad. Where recommendations of Appendix C conflict with this section of the report, the recommendations of this section shall take precedence. All earthwork should be observed by, and all compacted fill tested by, representatives of Geocon Incorporated. Prior to commencing grading, a preconstruction conference should be held at the site with the Owner or Developer, Grading Contractor, Civil Engineer, and Geotechnical Engineer in attendance. Special soil and oversize material handling and/or the grading plans can be discussed at that time. Site preparation should begin with removal of all deleterious matter and vegetation in areas to be graded. The depth of removal should be such that material to be used in fills is free of organic matter. Material generated during stripping operations should be exported from the site to an approved location. The site should then be brought to final subgrade elevations with structural fill compacted in layers. In general, native soils are suitable for reuse as fill if free from vegetation, debris and other deleterious matter. Layers of fill should be no thicker than will allow for adequate bonding and compaction. In areas proposed for improvements, all fill (including backfill I I -10 - I I I I I $ I I I I Project No. 05724-12-01 May 8, 1996 I and scarified ground surfaces) should be compacted to at least 90 percent of maximum dry I density at or slightly above optimum moisture content, as determined in accordance with I ASTM Test Procedure D1557-91. Grading operations on the site should be scheduled so as to place the oversized rocks, cemented material and :"high" expansive soils in the deeper fills. All fill slopes should be constructed with granular materials having a "low" expansion potential. The upper 12 inches of the sheet-graded areas subject to receiving fill or improvements should be processed by cross-ripping, moisture conditioning, and recompacting. It is anticipated that highly expansive claystone will be exposed within the proposed cut portion of Lots 7 and 8. It is recommended that highly expansive, clayey soils be undercut to a minimum depth of 5 feet and replaced with granular soils with "medium" to "low" expansion potential. Surficial subgrade soils exposed for an extended period subsequent to grading tend to lose proper moisture content. Prior to construction of site improvements, particularly concrete flatwork, subgrade soils should be moisture conditioned and recompacted as necessary. It is assume that, except for the highly expansive soils discussed above, the regrading of the site result in soils having a "medium" expansive characteristics. Laboratory tests should be performed during grading to verify this condition. Project No. 05724-12-01 May 8, 1996 To reduce the potential for differential settlement, it is recommended that the cut portion of cut-fill transition lots be undercut at least 5 feet and replaced with properly compacted fill soils. Heel Drains It is our understanding that heel drains from the existing buttress fills are connected to the permanent drain system. Heel drains installed for the proposed stability fills should also be connected to the storm drain system. Foundations The following preliminary foundation recommendations are based on presence of "medium" expansive soils within the upper 5 feet of building pads. It should be noted that the foundation recommendations will be provided upon completion of the grading operations and based on the actual subgrade soils. Foundations for the two- to three-story structures should consist of continuous strip footings and/or isolated spread footings. Continuous footings should be at least 12 inches wide and extend at least 30 inches below lowest adjacent pad grade. Isolated spread footings should have a minimum width of 3 feet and extend at least 36 inches below lowest adjacent pad grade. Continuous footing steel reinforcement should consist of at least four No. 5 reinforcing bars placed horizontally in the footings, two near the top and two near the -12 - Project No. 05724-12-01 May 8, 1996 bottom. Steel reinforcement for the spread footings should be designed by the project structural engineer. The minimum reinforcement recommended above is for soil characteristics only (Expansion Index of 90 or less) and is not intended to replace reinforcement required for structural considerations. The recommended allowable bearing capacity for foundations designed as recommended above is 3,000 psf. This allowable soil bearing pressure may be increased by an additional 500 psf for each additional foot of depth and 300 psf for each additional foot of width, to a maximum allowable bearing capacity of 5,000 psf. The values presented above are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. If the foundations are constructed as recommended above, differential and total settlements of less than ½ inch and 1 inch, respectively, are estimated. Foundation excavations should be observed by a representative of Geocon Incorporated prior to the placement of reinforcing steel or placement of concrete to verify that the exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. For a detail of footing dimensions see Figure 3. - 13 - I. I I I I I I I' I I I I I I I I. I I I Project No. 05724-12-01 May 8, 1996 Footings located within 7 feet of the top of slopes are not recommended. - However, footings that must be located within this zone should be extended in depth such that the outer bottom edge of the footing is at least 7 feet or horizontally from the face of the slope. Concrete Slabs-On-Grade Concrete slabs-on-grade should have a minimum thickness of 5 inches, be underlain by 4 inches of clean sand and reinforced with No. 3 steel reinforcing bars spaced 18 inches on center placed at the slab midpoint. If floors are subjected to large point loads or heavy forklift loads, slab thickness and reinforcement should be designed by the project structural engineer. Where moisture sensitive floor coverings, or storage areas for moisture sensitive materials are planned, the slabs should be underlain by a visqueen moisture barrier placed at the midpoint of the sand blanket. The above minimum reinforcement recommendations for footings and concrete slabs-on- grade are based upon anticipated soil characteristics only and are not intended to be in lieu of structural considerations. Additional steel reinforcement should be designed by the project structural engineer. All exterior concrete fiatwork with dimensions exceeding 8 feet, underlain by expansive soils, should be reinforced with 6x6-10/10 welded wire mesh to reduce the potential for cracking. In addition, all concrete flatwork should be prOvided with crack control joints at a maximum spacing of 12 feet. -14 - Project No. 05724-12-01 May 8, 1996 All subgrade soils should be at proper moisture content prior to concrete placement. Where drying has occurred, reconditioning of surficial soils will be required. The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundations due to expansive soils, differential settlement of deep fills or fills of varying thickness. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade may still exhibit some cracking and/or movement. The occurrence of concrete shrinkage cracks are independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, the use of control joints and proper concrete placement and curing. Control joints within slabs should be spaced at intervals as recommended by the American Concrete Institute to reduce shrinkage cracking. Slope Stability The proposed cut slopes around the perimeter of the subject lots are considered stable against deep-seated failure. However, due to the variable nature of the Delmar Formation, it is recommended that stability fill slopes be constructed to provide suitable surficial slope stability for long-term performance. A typical stability fill configuration is shown on Figure 4. - 15 - I I I I I I I I I I I I I I I I I I I Project No. 05724-12-01 May 8, 1996 Retaining Walls and Lateral Loads Active earth pressures against walls will depend upon the slope of backfill and the degree of wall restraint. Unrestrained walls with a level backfill surface should be designed to resist an active pressure equivalent to that generated by a fluid weighing 35 pcf. For rigid, absolutely restrained walls, an additional uniform pressure of 7H psf (where H equals the wall height in feet) should be added to the above active pressures. These values assume a drained backfill condition with no hydrostatic pressure behind the wall. The above recommendations assume level, properly drained granular backfill with no surcharge loading on the wall. For 2 to 1 sloping backfill, an active earth pressure equivalent to that exerted by a fluid weighing 45 pcf should be assumed. All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect or design engineer. Figure 5 presents a recommended retaining wall drainage detail. The above recommendations assume a properly compacted granular backfill material with no hydrostatic forces or imposed surcharges. If conditions different than those described are anticipated, or if special drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. Lateral loads may be resisted by a passive pressure equivalent to that generated by a fluid weighing 250 pcf and 350 pcf for foundations in properly compacted fill and natural - 16 - 1 I I I I I I I I I I I I I I I I I I Project No. 05724-12-01 May 8, 1996 formational soils, respectively. The upper 12 inches of soil not protected by pavement or floor slabs should not be included in the design for lateral pressure. A coefficient of friction of 0.35 may be used to calculate the resistance to sliding along the concrete/ soil interface. Site Drainage Adequate drainage is imperative to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from the structure and the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits which carry runoff away from the proposed structure. Discharge of roof drains and surface drainage structures on to surrounding subgrade soils should be prohibited. Landscaping planters immediately adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. It is suggested that either subdrains, which collect excess irrigation water and transmit it to drainage structures, or impervious, above-grade planter boxes be used. In addition, where landscaping is planned adjacent to the pavement, it is recom- mended that consideration be give to providing a cutoff wall along the edge of the pavement that extends at least 6 inches below the base material. -17 - I I I Project No. 05724-12-01 May 8, 1996 Foundation and Grading Plan Review 42. Geocon Incorporated should review the grading plans and foundation plans prior to final design submittal to determine if additional analysis and/or recommendations are required. ii I I - 18 - I I Project No. 05724-12-01 May 8, 1996 I LIMITATIONS AND UNIFORMITY OF CONDITIONS I . I1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the I investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon I Incorporated should be notified so that supplemental recommendations can be given. The I evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This report is issued with the understanding that it is the responsibility of the owner, or of I his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into I the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural I . processes or the works of man on this or adjacent properties. In addition, changes in I . applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated I wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after, a period of three years. I I I SOURCE 1996 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WrTH PERMISSION GRANTED BY THOMAS BROTHERS MAPS. THIS MAP IS COPYRIGHTED BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY OR REPRODUCE ALL OR ANY PART THEREOF, WHETHER FOR PERSONAl. USE OR RESALE, WITHOUT PERMISSION GE000N 1~m INCORPORATED GEOTECHNICAL ENGINEERS AND ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 - FAX 619 558-6159 AS / RSS DSK I G0000 1 VICMAP I NO SCALE N VICINITY MAP CARLSBAD TRACT 81-46 LOT NO'S 7, 8, 11 & 15 CARLSBAD, CALIFORNIA DATE 05-08- 19961 PROJECT NO. 05724 -12 - 01 1 FIG. 1 I I I I [ii I I I I I I I I I I I I I I iOaEU GEOCON INCORPORATED GF.OTF.CHNICAI. ENOINFF.RS AND ENGINF.F.RJNG GF.0I .00iISTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 FAX 619 558-6159 AS / RSS I f DSK I G0000 5724AS SITE PLAN CARLSBAD TRACT 81 -46 LOT NO'S 7, 8, 11 & 15 CARLSBAD, CALIFORNIA DATE 05-08- 1996 PROJECT NO. 05724- 12-01 FIG. 2 I I I I I I I I I I I I I I I I I I I WALL FOOTING CONCRETE SLAB 0.. .0. •.. SAND ••*—. PAD GRADE VISOUEEN 10 FOOTINGS WDTH COLUMN FOOTING CONCRETE SLAB ~77 7377776. 7-77 6. 0< 0 O0 ó0 30O°4°0j#Z __ 0 0 Ti\0 0 7 0 .0.. 0 VISQUEEN e .0. . .0.• . .0. .' .0. . . 00 0 6 0 0o o FOOTING VVIDTH* * ......SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL/ COLUMN FOOTING DIMENSION DETAIL I GE000N INCORPORATED GEOTECHNICAL ENGINEERS AND ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE - SANDIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 - FAX 619 558-6159 AS/RSS DSK/GTYPI I724AS2 CARLSBAD TRACT 81-46 LOT NO'S 7, 8, 11 & 15 CARLSBAD, CALIFORNIA DATE 05-08-1996 1 PROJECT NO. 05724-12-01 1 FIG 3 U U I U I I I I I I U I I I I I I I I 2 EXISTING GROUND SURFACE FINISHED SLOPE 8UTTRESS ---- - -- - - - - - - - - 2 NOTE 1 IL TNOTE 2 NOTE 4 FINISHED LOT GRADE / SEE :9.• ____ UNDISTURBED SEE DETAIL 10' FORMATIONAL NOTE 4 MIN. SOIL 5T5 2" MINi '1N NO SCALE 'DETAIL NOTES: 1......EXCAVATE BACKCUT AT 1:1 INCLINATION 2......BASE OF STABILITY FILL TO BE 3 FEET INTO DENSE, FORMATIONAL SOILS SLOPING A MINIMUM 5% INTO SLOPE 3.....BUTRESS FILL TO BE COMPOSED OF PROPERLY COMPACTED GRANULAR SOIL Will-I MINIMUM SHEAR STRENGTH OF = 25 C 250ps( 4 ...... WHERE SEEPAGE IS ENCOUNTERED IN BACKCUT, CHIMNEY DRAINS TO BE APPROVED PREFABRICATED CHIMNEY DRAIN PANELS (MIRADR.AJN. TENSAR, OR EQUIVALENT) SPACED APPROXIMATELY 30 FEET CENTER TO CENTER OR 124NCH BY 24-INCH SLOTS FILLED WITH FILTER MATERIAL (SEE NOTES). DRAINS WILL BE REQUIRED WHERE AREAS OF SEEPAGE ARE ENCOUNTERED. 5.....FILTER MATERIAL TO BE 1-INCH, OPEN-GRADED CRUSHED ROCK ENCLOSED IN APPROVED FILTER FABRIC 6 ...... COLLECTOR PIPE TO BE 44NCH MINIMUM DIAMETER, PERFORATED, THICK-WALLED PVC SDR 21 OR EQUIVALENT, AND SLOPED TO DRAIN AT 1 PERCENT MINIMUM TO APPROVED OUTLET. CHIMNEY DRAINS MAY BE REQUIRED IF AREAS OF ACTIVE SEEPAGE ARE ENCOUNTERED TYPICAL STABILITY FILL DETAIL GEOCON INCORPORATED Q0 GEOTECHNICAL ENGINEERS AND ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE - SAND!ECIO, CALIFORNIA 92121-2974 PHONE 619 558-6900 - FAX 619 558-6159 AS I RSS DSK / G0000 724AS3 CARLSBAD TRACT 81-46 LOT NO'S 7, 8, 11 & 15 CARLSBAD, CALIFORNIA DATE 05-08- 1996 1 PROJECT NO. 05724- 12 - 011 FIG ' 1 I I I I I I I I I I I I I I I I I I GROUND SURFACE \ d 2,0 APPROVED FILTER FABRIC OPEN GRADED 1" MAX. AGGREGATE 5 MAX. PROPOSED GRADE FOOTING \[ L_1" 4" DIA. PERFORATED PVC PIPE MIN. 1/2% FALL TO APPROVED OUTLET NOTE: IF DESIRED, WALL DRAINAGE PANELS SUCH AS MIRA DRAIN OR EQUIVALENT MAY BE USED IN LIEU OF EXTENDING GRAVEL TO TWO THIRDS OF THE WALL HEIGHT NO SCALE I RETAINING WALL DRAIN DETAIL I fJ111i GEOCON iNCORPORATED GEOTECHNICAL ENGINEERS AND ENGINEERING GEOLOGISTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 - FAX 619 558-6159 AS/RSS DSK/GTYPI 724AS1 PROPERLY COMPACTED BACKFILL -.-- CONCRETE - BROWDITCH PROPOSED RETAINING WALL 2/3 H CARLSBAD TRACT 81-46 LOT NO'S 7, 8, 11 & 15 CARLSBAD, CALIFORNIA DATE 05-08-1996 1 PROJECT NO. 05724 - 12 - 011FIG. 5 APPENDIX Project No. 05724-12-01 May 8, 1996 EVIJUXOT-10A, FIELD INVESTIGATION The field investigation was performed on April 17 and 19, 1996, and consisted of a site reconnaissance by an engineering geologist from our firm, the excavation of 2 large-diameter borings and 11 exploratory trenches to depths ranging from 3 to 42 feet below existing ground elevation. The approximate locations of our exploratory borings and trenches are shown on Figure 1. As drilling and trenching proceeded, the soils encountered were continuously observed, visually classified and logged. Logs of the borings and trenches are presented on Figures and A-i through A-14. The logs depict the various soil types encountered and indicate the depths at which samples were obtained. The exploratory borings were excavated by an E-120 truck-mounted bucket drill rig equipped with 30-inch-diameter bucket auger. The relatively undisturbed samples were obtained by driving a 3- inch O.D. split-tube samples into the undisturbed soil mass with blows from the drill rig Kelly bar falling 12 inches. The exploratory trenches were performed by means of a hydraulic backhoe mounted on a rubber-tire Case 590 backhoe equipped with a 24-inch bucket. 1 1 I I 1 I I I 1 I I I I I I I I I I CRT81 Figure A-i Log of Boring B 1, page 1 of 2 PROJECT NO. 0.5724-12-01 BORING B 1 DEPTH SAMPLE o .j o c o SOIL °o HzI U_ H w' FEIN ET z CLASS ELEV. (MSL.) 177 DATE COMPLETED 4/19/96 EQUIPMENT E-120 MATERIAL DESCRIPTION - 0 - ___ ___ SM FILL I Medium dense moist, light grayish brown, Silty, fine - 2 - to medium SAND with little clay - Becomes medium dense, very moist, dark grayish - SC brown, very Clayey, fine SAND -4 - -6 - - SM DELMAR FORMATION - l-. I Dense, moist, light tan to yellowish brown, Silty, very - 8 - fine SANDSTONE, laminated, yellow and orange --f - - - - CL _S'! ----------------------------- Hard, moist, gray, thinly laminated with light yellow 10 - staining, random orientation - - - ______ -Bedding N75, 8SW at 9 feet • -Wet lenses at 9.5 feet 12 - - -Becomes purplish brown laminated, heavy orange - x I SM staininat10feet -- - Dense, moist, light gray, Silty, fine to medium SAND 14 :1- '-•I• laminated - -Bedding N1OW, 6SW at 11 feet, orange yellow and dark purple with gypsum veinlets from 11 to 11.5 feet - 16 - 1 1 - - — -Becomes very light gray, massive from 15 feet - -Becomes laminated with gypsum veins and dark • brown and orange at 16 feet ------------------------------------- - 18 • Hard, moist, grayish brown, thinly bedded - CL CLAYSTONE, gypsum, yellow staining, irregular - - deposional and contact at 16.5 feet - 20 - - - -Carbon rich layer at feet, near horizontal :••.•:: - - 22 - - Very dense, moist, light grayish brown, Silty, fine to medium SANDSTONE, cross bedded 24 : SM 26 - - - 28 - -Becomes wet, medium to coarse white and light - - - yellow - SAMPLE SYMBOLS 0 •.. SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE ' NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I 1 1 I F11 1 I I I I I I 1 I I I I PRflLPCT MO 05724-I2-01 BORING B 1 DEPTH SAMPLE SOIL NO. CLA ELEV. (MSL.) 177 DATE COMPLETED 4/19/96 LA F_ FEET CD EQUIPMENT E-120 MATERIAL DESCRIPTION 30 32 -Slight seepage . :: 2 -Bedding N30E, 15SE 34 - ____ • 7/ CL Very hard, well cemented, black to very dark gray, rjchicarbondypsum - ( - SM - 36 - - - Very dense, moist, light yellow to orange, Silty, fine to medium SANDSTONE - -Becomes very dense, moist, dark gray, massive, - 38 - - moderately cemented, Silty, fine to medium - - :1- SANDSTONE t.I SM 40 42 - BORING TERMINATED AT 42 FEET Figure A-2 Log of Boring B 1, page 2 of 2 CRT81 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR SAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I LI Li I I LII Li I I I P 1 I PRCHFCT NO 0574-12-01 >- w BORING B 2 10 >- DEPTH SAMPLE C.D - SOIL . HzI i- H' W X " ELEV. (MSL.) 179 DATE COMPLETED 4/19/96 FEET CD EQUIPMENT E-120 W xca MATERIAL DESCRIPTION 0 - TT1 FILL Medium dense, moist, medium grayish brown, Silty to 2 - SM-SC Clayey, fine to medium SAND .4 - :i - .*.:3:. DELMAR FORMATION - SM Dense, moist, light gray, laminated, Silty, very fine 8 - SANDSTONE, orange and yellow staining along • :j••: bedding planes • 10 -Becomes medium gray with gypsum lenses - 12 i.f -Concretion layer 4 to 5 inches thick carbon rich with - • gypsum crystals - near horizontal - - 14 -Gypsum veins and thin clay layer N50W, 5SW 16 -Concretion lenses 4 to inches thick, heavy staining - 18 - - - - CL Hard, moist, olive to yellowish brown, Sandy - CLAYSTONE, laminated — - 20 - Well cemented, very dark, gray SANDSTONE - _____ - Extremely difficult drilling \_-Refusal BORING TERMINATED AT 20 FEET Figure A-3 Log of Boring B 2, page 1 of 1 cRT81 I I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. Li [] I I I I I I H Ij Li I I I I 1 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL II •.. STANDARD PENETRATION TEST I •.. DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE LJ •.. CHUNK SAMPLE •.. WATER TABLE OR SEEPAGE PROJECT NO. 05724-12-01 - w TRENCH T 1 I DEPTH SAMPLE CD o I- 3 SOIL -. w IN NO. .. z CLASS ELEV. (MSL.) 211 DATE COMPLETED 4/17/96 j I FEET H 0 (USCS) CD EQUIPMENT CASE 590 EXTENDAHOE 0 Ci MATERIAL DESCRIPTION 11 0 : FILL /7 Slightly dense, moist, yellow, Clayey medium - I2- - SC SAND 1 SM DELMAR FORMATION Dense, moist, yellow and white mottled, Silty - I medium SAND --------------------- -- CL Stiff, moist, olive with rust, it I to I 2 inch, N55E, 5S -Waxy clay gypsum layers red-brown with tan __ I 6 SC '_yellow Very dense, moist, olive with yellow and brown SAND, layers, Clayey medium cross stratified, - some clay lenses, trace carbon • 8 - _____ _____ -Contact N27E, 14N - - - Very dense, moist olive green, Silty medium SAND, cross bedded - - 10 - :111 SM __ 12 CL Hard, very moist, purplish brown, thinly bedded, I - light yellow and medium brown CLAY, rich in yellow-and - iron oxide, occasional gypsum 14 - ______ .. -Bedding near horizontal to N8OE, SSW _ CL ' -Moderateseepaefrornl3feet - Stiff, moist, olive brown, and black, Sandy CLAY, _laminatedITO2mm I TRENCH TERMINATED AT 15 FEET I Figure A-4, Log of Trench T 1 CR181 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE 10 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE ' NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I PROJECT N0 05724-12-01 I DEPTH IN FEET I >- SAMPLE NO CD 0 .1 w I- E cr SOIL CLASS (USCS) TRENCH T 2 ELEV. (MSL.) 214 DATE COMPLETED 4/17/96 EQUIPMENT CASE 590 EXTENDAHOE o H wu) >- :- w Z -Q 0 Ci MATERIAL DESCRIPTION 1 0 SC FILL Dense, moist, light olive, Clayey, medium SAN D T2-1 116.3 9.7 2 DELMAR FORMATION Dense, moist, light olive green with rust, Clayey - - SC medium SAND, gypsum and indistinct layering at • - top grading into massive bed - I .2; -Sharp contact undulatory red brown, very stiff, 1 -- moist, olive brown with rust Sandy CLAY, - gypsum, laminated 1 to 2 mm CL _-Sharp -near-horizontal contact -- 1 8 T2-2 - CL Hard, moist, black, CLAY, waxy, thinly laminated - SZ -Slight seepage - I - io- -Concretion at 9.5, 11 and 13 feet 12 - 7 - -Slight seepage at 12 feet - --Refusal at13feet TRENCH AT 13 FEET I I I -- Figure A-5, Log of Trench T 2 CR181 I SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I tROJECT NO. 05724-12-01 w — TRENCH T 3 DEPTH I >- SAMPLE CD 0 SOIL ZLL (n W IN NO. CLASS ELEV. (MSL.) 219 DATE COMPLETED 4/17/96 FEET (USCS) wHo I EQUIPMENT CASE 590 EXTENDAHOE zgi LJJ >- CL 0 C.) MATERIAL DESCRIPTION 10T31 7 T3-2 FILL Firm, moist, olive, Sandy CLAY, massive 106.0 14.8 2 - CL 114= -Chunks of laminated claystone 1 -Pieces of wood at 5 and 8 feet -6 - 1. 11 8 1 1 10 12 -Thin layer of medium dense, very moist, very - dark brown, Clayey SAND I - -'-Contact clean and benched DELMAR FORMATION CL - 14 - Hard, moist, brown laminated, yellow and rust, I CLAYSTONE laminated 1 to 2 mm gypsum - - veinlets TRENCH TERMINATED AT 15 FEET I I _ Figure A-6, Log of Trench T 3 cR181 I SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE L ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I PROJECT NO 05724-12-01 TRENCH T4 DEPTH SAMPLE SOIL u w FEET NO CLASS ELEY. (MSL.) 198 DATE COMPLETED 4/17/96 (USCS) CD EQUIPMENT CASE 590 EXTENDAHOE wc 0 0 MATERIAL DESCRIPTION - 0 -i-- SM FILL Loose,moist,tan,Silty,mediumSAND DELMAR FORMATION - T4-1 2 - Dense, moist, light green, Silty, medium SANDSTONE - SM -Orange mottling EXCAVATION TERMINATED AT 4 FEET Figure A-7. Lo of Trench T 4 rPTR1 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) I I ... DISTURBED OR BAG SAMPLE 50 ... CHUNK SAMPLE .. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I 1 I LI I I I LI El] I LI I I I I I PROJECT NO. 05724-12-01 TRENCH T5 U, 0 - -'. w DEPTH SAMPLE SOIL CLASS • FEET NO ELEV. (MSL.) 196 DATE COMPLETED 4/17/96 inch w CW i_Icn D wu U) -j 0 (USCS) ZJ >- 0z W EQUIPMENT CASE 590 EXTENDAHOE W 00 a. 0 MATERIAL DESCRIPTION 0 - :1J1• SM - - FILL Loose,moist,lighttan,Silty,mediumSAND . - SM T5-1 DELMAR FORMATION 2 . Dense, moist, light tan with brown, Silty, medium - SAND, indistinct laminations .4 - EXCAVATION TERMINATED AT 4 FEET Figure A-s, Log of Trench T 5 CRT81 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I 1 I I I I I I [1 1 tROJECT NO DEPTH I SAMPLE IN NO. FEET 1 .0 1.2 1 4 1• I I I I 1 I 724-12-01 - w TRENCH T 6 (D o -cc SOIL CLASS ELEV. (MSL.) 162 DATE COMPLETED 4/17/96 (USCS) CD EQUIPMENT CASE 590 EXTENDAHOE a. 0 MATERIAL DESCRIPTION SM FELL \ _SAND DELMAR FORMATION - CL Very firm, slightly moist, olive green, CLAYSTONE, highly fractured with gypsum veins on fracture surfaces _ Loose, slightly moist, light tan, Silty, medium ç SM Dense, slightly moist, light tan, Silty SANDSTONE -Becomes orange-brown - CL Stiff,slightlymoist,olivegreen,CLAYSTONE EXCAVATION TERMINATED AT 6.5 FEET I FigureA-9,LogofTrenchT6 CRT81 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE I,uI; inc LUL3 ur U0LJNrM1.t I..UNU1I1UN SMUWN MtRON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF S U B S U R F A C E C O N D I T I O N S A T O T H E R L O C A T I O N S A N D T I M E S . I PROJECT NO. 05724-12-01 I > TRENCH T7 DEPTH IN SAMPLE a a z SOIL CLASS 'LLELEV. HF- FEET NO. (MSL.) 166 DATE COMPLETED 4/17/96 Wj I H -j 0 (USCS) WHO W CD EQUIPMENT CASE 590 EXTENDAHOE I MATERIALDESCRIPTION - FILL - - - SM Loose, moist, tan and light brown, Silty medium SM SAND - , - I - ,-, ' DELMAR FORMATION Very dense, moist, orange, Silty, medium to coarse 'SANDSTONE,indurated ------------------ - I - H \. - ,°lSa YSTNE Stiff, moist, olive brown, CLAYSTONE, shiny - 4 -partings highly fractured - I - - -------------------------------------- Very dense, slightly moist, Silty, medium - SM SANDSTONE - 6 - EXCAVATION TERMINATED AT 6.5 FEET I I I I I I tj 1-Igure A-1U, Log of I rench I ( CR181 SAMPLE SYMBOLS 11 ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) I I ...UZZIUMOCU VIS OMO QMMrLC ... LHUNK Ml1rtC .X.. ... WMICK I MDLr UK OrrrMUL NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 0724-12-01 - Iii TRENCH T 8 DEPTH SAMPLE CD 0 I-<C SOIL r.. W' O No' (USCS) CLASS ELEV. (MSL.) 163 DATE COMPLETED 4/17/96 j FEET .J WHO CD EQUIPMENT CASE 590 EXTENDAHOE W &a CL 0 0 MATERIAL DESCRIPTION - 0 - T8-1 j- SM FILL - Loose,moist,orangetan,Silty,mediumSAND / CL __ DELMAR FORMATION - :• , - Sc Stiff, moist, olive green, medium Sandy _____ 2 - /- ' Dense, moist, orange and olive, mottled Clayey CL • \• - SANDSTONE -- \ Stiff, moist, brown with yellow stringers, CLAY, \_highly fractured, shiny parting surfaces EXCAVATION TERMINATED AT 3 FEET Figure A-il, Log of Trench T CR181 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS _ DISTURBED ., ..._ IATD YADIC nD CCDI I IOlbi U UK blUi SAMPLE i ... npirI. "'' NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I n I I n L L I L I 1 I r I I PROJECT NO. 05724-12-01 I Of CD TRENCH T9 DEPTH SAMPLE SOIL cc 0— H0 i" WX FEET SAMPLEIN NO CLASS ELEV. (MSL.) 180 DATE COMPLETED 4/17/96 z I —J (USCS) CD EQUIPMENT CASE 590 EXTENDAHOE ZWIXCO ) 0: r-J Z a.0 Ci MATERIALDESCRIPTION FILL Slightly dense, moist, olive brown, Clayey SAND - - 2 SC - CL DELMAR FORMATION - Very stiff, moist, brown, CLAYSTONE, highly [ A fractured TERMINATED AT 3 FEET I I EXCAVATION I I I I I I I Figure A-12, Log of Trench T 9 CRT81 dal SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 10 ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 05724-12-01 )- w TRENCH T10 DEPTH CD o I-<r SOIL ,, SAMPLE NO CLASS ELEV. (MSL.) 206 DATE COMPLETED 4/17/96 LL FEET -J Z (USCS) U)> CD EQUIPMENT CASE 590 EXTENDAHOE LiiD a.0 Ci MATERIAL DESCRIPTION o - - Sc DELMAR FORMATION - ' Dense, slightly moist, olive, Clayey SANDSTONE, I - laminated, highly fractured, gypsum layers 2 - CL Hard, slightly moist, black, CLAYSTONE - .4 - EXCAVATION TERMINATED AT 4 FEET INOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I I Ill Li I I I I I I I 1 I Figure A-13, Log of Trench T 10 ill SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) - - - flTTURRfl OR RAC SAMPLE W . - CHUNK SAMPLE V ... WATER TABLE OR SEEPAGE CR181 PROJECT NO. 05724-12-01 I- TRENCH T11 DEPTH SAMPLE a a SOIL CD I X Cn LLIN L)' H- LL H0 '-' FEET E = z CLASS NO ... ELEV. (MSL.) 217 DATE COMPLETED 4/17/96 j H 1 0 ( CS) EQUIPMENT CASE 590 EXTENDAHOE wHo • H.... - MATERIAL DESCRIPTION SC DELMAR FORMATION - - Dense, moist, yellow tan, Clayey SANDSTONE, I - -' mm peat laminations - %X: SC 2 -' Dense, moist, dark brown, Clayey SANDSTONE - - ____ Dense, moist, tan with yellow mottling, Clayey . SANDSTONE 4 ØSC . 44 . _ : CL Very slightly moist, light olive, 10 EXCAVATION TERMINATED AT 10 FEET Figure A-14, Log of Trench T 11 CR181 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL F ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION A N D A T T H E DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TI M E S . I I I I I APPENDIX I I I 1 I I I I I I I I I I I I I Project No. 05724-12-01 May 8, 1996 I APPENDIX B I LABORATORY TESTING I Laboratory tests were performed in accordance with generally accepted test methods of the I American Society for Testing and Materials (AS1'M) or other suggested procedures. I Selected relatively undisturbed drive samples were tested for their in-place dry density, moisture I content. The maximum dry density and optimum moisture content of selected disturbed bulk I samples were determined in accordance with ASTM D1557-91. Portions of the bulk samples were remolded into rings and subjected to direct shear and Expansion Index tests. The results of the 1 laboratory tests are included in tabular form herewith. I 1 I I I I I I I Project No. 05724-12-01 May 8, 1996 1• TABLE B-I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D1557-91 Sample Description Maximum Dry Optimum Moisture Content No. Density (pcf) (% Dry Wt.) 72-2 Dark gray, Silty CLAY 112.8 16.2 T3-1 Grayish brown, Clayey, fine to medium SAND 113.6 15.1 T5-1 Light tan, Silty, fine to medium SAND 120.0 11.8 I I I 1 I I I I I 1 I I I I I Project No. 05724-12-01 May 8, 1996 I TABLE B-il I SUMMARY OF DENSITY AND DIRECT SHEAR TEST RESULTS Dry Moisture Unit Angle of Shear Sample No. Density Content Cohesion Resistance (pet) (%) (pst) (degrees) T3-1 102.6 14.7 545 24 T5-1 108.4 11.1 580 28 I Samples remolded to approximately 90 percent maximum dry density at near optimum moisture content. I 1 I 1 1~ I I I I I I Li I I I Project No. 05724-12-01 May 8, 1996 I I TABLE B-HI SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Moisture Content Sample No. Before After Dry Density Expansion Index Test Test (pct) (%) (%) T2-2 12.4 35.2 100.4 128 T3-1 12.4 31.4 102.2 99 T5-1 8.9 22.0 113.0 16 I 1 I Li] I I I I I I I Li I I APPENDIX U I I I I I 1 I APPENDIX C RECOMMENDED GRADING SPECIFICATIONS I FOR 1 CARLSBAD TRACT NO. 81-46 UNIT 1, LOT NOS. 7, 8, 11, AND 15 I CARLSBAD, CALIFORNIA 1 Project No. 05724-12-01 I I I I RECOMMENDED GRADING SPECIFICATIONS 1 1 'GENERAL I . 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recom- mendations contained in the text of the Geotechnical Report are a part of the earthwork I and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for ' substantial conformance with the recommendations of the Geotechnical Report and these specifications. It will be necessary that the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was I performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep him apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency I ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, and so forth, result in a I quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. 2 DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. I 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. rj] I I U L!1 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the I . Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during I the site grading. I 2.7 Geotechnical Report shall refer to a soil report (including all addendunis) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. $ 3 MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materiai can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3. 1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 1 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 1 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard I lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. I 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined I as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 1 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. I I I 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request froth the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock ifl slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized, provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4 CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. 4.3 After clearing and grubbing of organic matter or other unsuitable material, loose or 1 . porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction shall be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified I to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. I 4.4 Where the slope ratio of the original ground is steeper than 6:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in I accordance with the following illustration. TYPICAL BENCHING DETAIL flP4lS)4 CRACE I N A—xtzrP4c GROUNO 1 ---FINISH 57_ I 1 f-UQVC AS iCCIMMOM 0093 mar ccclift . I . more J 2- 1 NO SC.L NOTES: (1) Key width RB" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. 1 (2) The outside of the bottom key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational I .material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may. be modified as approved by the Consultant. 11 4.5 After areas to receive fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Contractor until it is uniform and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. 5 COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented- steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6 PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D1557-91. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, ' water shall be added by the Contractor until the moisture content is in the range specified. I . 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the I . moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be I thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry I density as determined in accordance with ASTM D1557-91. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum density has been achieved throughout the entire fill. I I 6.1.6 Soils having an Expansion Index of greater than 50 may be used in fills if placed at least 3 feet below finish pad grade and should be compacted at a I moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. I 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered I preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with I . a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at I . least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in I accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension maybe I incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 1 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using I similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading, as specific cases arise I and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to I allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and I 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed I utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. I 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet I center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 All rock placement, fill placement and flooding of approved granular soil in the windrows must be continuously observed by the Consultant or his representative. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, maximum slope of 5 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made will be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D1196-64, may be performed in both the compacted soil fill and in the rock fill to aid in determining the number of passes of the compaction equipment to be performed. If performed, a minimum of three plate bearing tests shall be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction, equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approximately 5,000 to 10,000 cubic yards of rock fill placed. I I I I I LI I I I LI I 1 1 I I I I P I 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. I 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below ' the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be I submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. I 6.3.7 All rock fill placement shall be continuously observed during placement by representatives of the Consultant. 1 7 OBSERVATION AND TESTING I 7.1 The Consultant shall be the Owners representative to observe and perform tests during clearing, grubbing, filling and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill shall be placed without at least one field I density test being performed within that interval. In addition, a minimum of one field density test shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. I 7.2 The Consultant shall perform random field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion as to whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials I below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas I represented by the test shall be reworked until the specified density has been achieved. 7.3 During placement of rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant I shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient I . moisture has been applied to the material. If performed, plate bearing tests will be performed randomly on the surface of the most-recently placed lift. Plate bearing tests will be performed to provide a basis for expressing an opinion as to whether the rock I . fill is adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the maximum deflection of the properly compacted soil fill. When any of the above criteria indicate that a layer of rock fill or any portion I thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. Li I I 7.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 7.5 The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6 Testing procedures shall conform to the following Standards as appropriate: 7.6.1 Soil and Soil-Rock Fills: 7.6.1.1 Field Density Test, ASTM D1556-82, Density of Soil In-Place By the Sand-Cone Method. I 7.6.1.2 Field Density Test, Nuclear Method, ASTM D2922-81, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 1 7.6.1.3 Laboratory Compaction Test, ASTM D1557-91, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound I Hammer and 18-Inch Drop. 7.6.1.4 Expansion Index Test, Uniform Building Code Standard 29-2, I Expansion Index Test. 7.6.2 Rock Fills: 1• 7.6.2.1 Field Plate Bearing Test, ASTM D1196-64 (Reapproved 1977) Standard Method for Nonrepresentative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and I Design of Airport and Highway Pavements. 8 PROTECTION OF WORK 8.1 During construction, the Contractor shall properly grade all excavated surfaces to I provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded I areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 1 8.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the i Consultant. I 9 CERTIFICATIONS AND FINAL REPORTS I - 9.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes I are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil I . Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. I .9.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in I geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. I I I I I I Gcocon tncorperaxcd Form, Rcvisicxi daze: 08193 I I I I I .1 NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you throughly understand the options before signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the timeof the first bLildng permit issuance. Property owner signature is required before a building permit will be issued. Your signature is confirming the accuracy of all parcel and ownership information shown. CornerStone Corporate Centre, LLC (760) 438-4242 Name of Owner Telephone 5050 Avenida Encinas, Suite 350 1911Wright Place Address Project Address Carlsbad, CA 92008 Carlsbad CA 92008 City State ZpCode City State Zip Code 212-091-14-00 Assessor's Parcel Number, or APN and Lot Number if not yet subdivided. C8 971265 Building Permit Number As cited by Ordinance No. NS-155 and adopted by the City Council of the City of Carlsbad, California, the City is authorized to levy a special Tax in Community Facilities district No. 1. Afl non-residential property, upon the issuance of the first building pernit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE-TIME or (2) assume the ANNUAL SPECIAL. TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initialing the appropriate line below: OPTION (1): I elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now, as a one-time payment Amount of One-Time Special Tax: $ . Owner's Initials_______ OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five 5 Maximumears. Maximum Annual Special Tax: $ 16,219.43 . Owner Initials_______ 100 HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. By: Cornerstone Corporate Centre, LLC By: Newport National / Cornerstone, LLC, as Asset Manager By: Newport National Corporation, Manager President OSignature of Property Owner Title Scott R. Brusseau i(iilc Print Name Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. Appendix A - Page 2 J - 12/11/1997 17:00 6194531913 BRIAN PAUL ASSOCIATE PAGE 02 / CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD Plan Check No. Ti - i?hS COMMUNITY DEVELOPMENT 2075 LAS PALM5 DR., CARLSBAD, CA 92009 (619)438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: 'j.... Carlsbad Unified 801 Pine Avenue Carlsbad CA 92009 (434-0661) - Encinas Union 101 South Rancho Santa Fe Rd. Encinitas CA 92024 (944-4300) - San Marcos Unified 1290 West San Marcos Blvd. San Marcos CA 92024 (744-4776) San Dieguito Union High School 710 Encinitas Boulevard Encinitas CA 92024 (753-6491) Project Applicant: oC-($or' Co2'ft APN: Z -f- U4 Project Address: t?t '3_, iJcic4, Vt It Wc'\ V'Ii.:c.c RESIDENTIAL: SQ. FT. of living area - number of dwelling units COMMERC Prepared by SQ. FT. of covered area USTRIAL:, SQ.flIJ7REA 91 cO SQ. FT. of garage area Date /ilY/7 'FEE CERTIFICATION \[ (To be completed by the School District) Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 - Final Map approval and construction started before September 1, 1986. (other school fees paid). Other Residential Fee Levied: $. based on IL Comm/Indust Fee Levied: $ based on sq. ft. @ J. H. Blair L -ii Assistant Supt 1 ç-7 V' Business Services I/f District Official 0 Title Date Permit No: Project No: Development No: CB971265 A9701645 BUILDING PERMIT 05/12/98 11:54 Page 1 of 1 Job Address: 1903 WRIGHT PL Suite: Permit Type: INDUSTRIAL BUILDING Parcel No: Lot#: Valuation: 2,358,720 Occupancy Group: Reference#: Description: SHELL TILT UP 52000 SF Appl/Ownr : ZEGARSKI, LEN 4350 LA JOLLA SUITE 130 SAN DIEGO, CA 92122 Construction Type: Vi Status: ISSUED Applied: 05/16/97 Apr/Issue: 01/15/98 Entered By: JM 619 453-1200 *** Fees Required *** Fees Collected & Credits *** Fees: 99,904.00 Adjustments: .00 Total Credits: .00 Total Fees: 99,904.00 Total Payments: 99,577.00 Balance Due: 327.00 Fee description Units Fee/Unit Ext fee Data Building Permit --------------------------------------------------------------------------- 6258.00 Plan Check 4068.00 Strong Motion Fee 495.00 Additional Plan Check Fees > 327.00 327.00 Enter fly,, to Autocalc P.F.F. > 42929.00 Y Enter Traffic Impact Fee > 5720.00 5720.00 Pass-Thru Fees(Y/N) or Waived(W)? > I Enter Park Fee(Zone 5,13,16) > 23600.00 23600.00 05 Enter #Units & Code-Potable Water > 1 15360.00 D2 Enter "I" for Plumbing Issue Fee > 20.00 1 Each Plumbing Fixture or Trap > 48 7.00 336.00 Each Building Sewer > 1 15.00 15.00 Each Roof Drain > 8 7.00 56.00 Each Install/Repair Water Line > 1 7.00 7.00 Each Water Heater and/or Vent > 1 7.00 7.00 Gas Piping System > 1 7.00 7.00 Each Vacuum Breaker > 3 7.00 21.00 Enter "1" for Electric Issue Fee > 10.00 1 Three Phase 480 Per AMP > 600 1.00 600.00 Enter 'I' for Mechanical Issue Fee> 15.00 1 Each Exhaust Fan > 3 6.50 19.50 Each Boiler/Compressor to 15 HP > 2 16.50 33.00 GNR U ENGINEERING, INC. 990 HIghland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX (619) 794-9615 TO ....43 ............ 130........ LIEUTEM EF URROMMUML JOB NO. ATT RE: JS 7-OWE. LDC I) .A.. ........... 1.EC .......................................... RECEIVED WE ARE SENDING YOU ALAttached Li Under separate cover via FEMe 1111items: &.4an Paul & Aciat8i, IN- El Shop drawings Li Prints LI Plans Li Samples Li Specifications Li Copy of letter Li Change order 9 PjR__RFl (iVi COPIES DATE NO. DESCRIPTION SHiE1S i Th)tL) 5 tRirn Jo)-ST- r1kC)1JLLAt.i Joi - DWIa o. 192% HEE)S 2 5 P..EV)S1ti ) —06 TRUCrL)AL A-BcV.. /rr+ O?JC-JJML S4 SN1 DMD 1--23-98 ARE TRANSMITTED as checked below: LI For approval Li Approved as submitted Li Resubmit copies for approval LI For your use LI Approved as noted Li Submit copies for distribution LI As requested LI Returned for corrections Li Return _______corrected prints Li For review and comment 9 FOR 13P1 1 12m- LI FOR BIDS DUE 19-Li PRINTS RETURNED AFTER LOAN TO US REMARKS 7h. A&oV bEge Si M)r'i-p DOCu1ENrs HAVT±. 1EEM REVrE.WED MJD ARx itJ GEJtEZFL Co 5U1,4'JCE DESkJ OF TE. 1U)LDD.I6. COPYTO _____________________________________ SIGNED:_________________________________ If enclosures are not as noted, kindly notify us at once. ,,, EsGiI Corporation In Partnership viit/i government for Building Safety DATE: April 19, 1998 0 APPLICANT JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 97-1265 Rev. No. 1 SET: III PROJECT ADDRESS: 1903 Wright Place PROJECT NAME: Cornerstone Corporate Centre Building D - Lot 11 R The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. F-1 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: U Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person LII REMARKS: By: Abe Doliente Enclosures: Esgil Corporation U GA U CM 0 EJ LI Pc 4/23/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 EsGil Corporation In Partnership with government for Building Safety DATE: April 2, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1265 Rev. No. 1 PROJECT ADDRESS: 1903 Wright Place SET: II ANT C] JURIS. PLAN REVIEWER O FILE PROJECT NAME: Cornerstone Corporate Centre Building D - Lot 11 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brian Paul & Associates 4350 La Jolla Village Drive, Suite 130, San Diego, CA 92122 U Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted (by: ) Fax #: Mail Telephone Fax In Person LI REMARKS: By: Abe Doliente Enclosures: Esgil Corporation E] GA [I CM LIEJ LIPC 3/25/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 97-1265 Rev. No. 1 II April 2, 1998 Floor and roof joists lay-outs must be signed by the engineer of record for the project. Check final sets of plans for signatures. Provide structural calculations for thethird floor ioists. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. EsGil Corporation In Partnership with Government for Building Safety DATE: March 4, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1265 Rev. No. 1 PROJECT ADDRESS: 1903 Wright Place SET: I U APPLICANT U. PLAN REVIEWER 0 FILE PROJECT NAME: Cornerstone Corporate Centre Building D- Lot 11 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brian Paul & Associates 4350 La Jolla Village Drive, Suite 130, San Diego, CA 92122 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted (by: ) Fax #: Mail Telephone Fax In Person LI REMARKS: By: Abe Doliente Enclosures: Esgil Corporation E] GA LCM EIEJ 1-1 PC 2/26/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 Carlsbad 97-1265. Rev. No. 1 March 4, 1998 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad 1 PROJECT ADDRESS: 1903 Wright Place DATE PLAN RECEIVED BY ESGIL CORPORATION: 2/26/98 REVIEWED BY: Abe Doliente PLAN CHECK NO.: 97-1265 Rev. No. DATE REVIEW COMPLETED: March 4, 1998 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building. Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this. list? DYes UNo Carlsbad 97-1265 Rev. No. 1 March 4, 1998 Floor and roof joists lay-outs must be signed by the engineer of record for the project. Provide structural calculations for the third floor joists and the roof joists. The jurisdiction has contracted with Esgil Corporation located, at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. Carlsbad 97-1265 Rev. No. 1 March 4, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 1 PREPARED BY: Abe Doliente BUILDING ADDRESS: 1903 Wright Place BUILDING OCCUPANCY: PLAN CHECK NO.: 97-1265 Rev. No. DATE: March 4, 1998 TYPE OF CONSTRUCTION: BUILDING PORTION BUILDING AREA (ft.2) VALUATION MULTIPLIER VALUE ($) REVISION NO. I TO THE ORIGINAL SET OF APPROVED PLANS Air Conditioning Fire Sprinklers TOTAL VALUE LI 199 UBC Building Permit Fee LI Bldg. Permit Fee by ordinance: $ LI 199 UBC Plan Check Fee LI Plan Check Fee by ordinance: $ 326.81 Type of Review: LI Complete Review LI Structural Only • Hourly LI Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 261.45 Comments: 3 hours @87.15 X 1.25 = $326.81 Sheet I of I macvalue.doc 5196 I 97040 - Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: _Tuesday, March 24, 1998 Reviewed by: t2ce1/L (1 Contact Name Futas Design Group Address 4720 E 2Nd St City, State Long Beach CA 90803 ~Iclg:!Depl! No. CB97-2294 Planning No. PlP97-04 Job Name CornerstoneTi Job Address 1903 Wright Ste. or Bldg. No. CK Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. E Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st 2nd 3rd Other Agency ID CFD Job# 97040 File#___________ 2560 Orion Way 0 Carlsbad, California 92008 a (619) 931-2121 BUILDING PERMIT 07/22/98 13:24 Page 1 of 1 Job Address: 1903 WRIGHT PL Permit Type: PLAN CHECK REVISION Parcel No: I Valuation: 0 Occupancy Group: Ref erence#: Description: REVISION TO 1 HOUR WALL DETAIL Appl/Ownr : NICHOLS, JOE 4350 LA JOLLA SUITE 130 SAN DIEGO, CA 92122 *** Fees Required *** Fees: 109.,- Adjustments: Total Fees: 1f9.0 Fee description / c'- Plan Check RevisionlP I PCR No: PCR98114 Project No: A9701645 Development No: Suite: 9302 07/22/98 0001 01 02 ot4t: CPRMT 109..00 Construction Type: Vi C8971265 Status: ISSUED Applied: 07/02/98 Apr/Issue: 07/22/98 Entered By: RMA 619 453-1200 'e-Collected & Credits .00 .00 \ 109.00 n t Ext fee Data 109.00 ANAL APT OVAL INSP. DP: CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMEN?!(1 2075 Las Palmas Dr., Carlsbad CA 92009 V (760) 438-1161 j\ FOR OFFICE USE 0 Y PLAN CHECK NO. EST. VAL. Plan Ck. Deposit _____________ Validated By . Date 112]a / VL '-U 'Ir'.LIL Address (include Bldg/Suite #) Business Name (at this address) 1 o i4 %r t-X, tA Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use Description of Work SQ. FT. - f Stories # of Bedrooms # of Bth oms 2 CONTACT PERSON (if different from applicant) . .. . .. .,.. . .JO f4V-OL 4o LA .JoU,A V(LL'c 1t3O fA4 PIbo cA. Name Address City State/Zip . a- one # Fax # a 1:0W .4c N1c,'/ e*i,k ¼UL 4 6oL. PiI 1 61-k 1200 Name Address City State/Zip Tele hone # pc/c—r t-g tL.*P CA Name Address City State/Zip Telephone # Y3 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicanS to a civil penalty of not more than five hundred dollars ($5001). N141M/cN L ii-1tot'4 tAN PI0, IA Name Address City State/Zip Telephone # State License # - License Class City Business License # Designer Name Address City State/Zip Telephone State License # ______________________ 10,~_E ..,., -;_. --•'- - ,. -' - Ut umr In I .-___ .,,_._..__.._____._._;.,__ .---.-----*-- Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No._____ Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in'the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000); In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7 '-OWNERBUILDERDECLARAT1ON -" -: ..:. I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, 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 and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number I contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE _ COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUlLDINGPERMITS Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO F ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE F:EQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. r8sTRuc LENNAGENCY - - ;- ;:- I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS__________________________________________________________ I certif'ihat I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: A'n OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commend within ,65 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after thwS?is.,4t'mence..*9'a pod of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE 7/2 WHITE: File YELLOW: Applicant PINK: Finance EsGiI Corporation - In Partnership with govenunent for Building Safety DATE: July 9, 1998 U'APP CANT JURI. JURISDICTION: Carlsbad VIEWER 0 FILE PLAN CHECK NO.: 97-1265 (PCR 98114) SET:! PROJECT ADDRESS; 1903 Wright Place PROJECT NAME: Cornerstone Corporate Center Building D U The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. F-1 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: U Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plancheck has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person U REMARKS: Revision No. 2. PCR 98114 By: Abe Doliente Enclosures: Esgil Corporation C] GA LJCM DEJ DPC 7/7/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 209 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 ( Carlsbad 97-1265 (PCR 98114) July 9, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1265 (PCR 98114) PREPARED BY: Abe Doliente DATE: July 9, 1998 BUILDING ADDRESS: 1903 Wright Place Rev. No. 2 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: V-1HR BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE D 199 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ 199 UBC Plan Check Fee LI Plan Check Fee by ordinance: $ 108.94 Type of Review: Complete Review Structural Only • Hourly LI Repetitive Fee Applicable El Other: Esgil Plan Review Fee: $ 87.15 Comments: 1 hour @87.15 X 1.25 = $ 108.94 Sheet I of I macvalue.doc 5196 1233 T BRIAN PAUL & TES ARCHITECTS & PLANNERS RECORD MEMO [ Telephone [j Conference FAX A Transmittal TO: Mike Peterson Date 7/2/98 WITH: City of Carlsbad Project No 110-6670 2075 Las Palmas Dr. Project Cornerstone Bldg. D Carlsbad, CA 92009-1576 EMail [Overnight Delivery FAX 560-1576 This is page 1 of1 [Messenger E Blueprint Company 36Hand REMARKS Re: Cornerstone Building D 1903 Wright Place Carlsbad, CA Permit No. (Plan Check No.) 97-1265 Attached is the owner's set of permit drawings with two copies of revised detail 16/A8.7, signed and sealed by the architect, for amendment to the approved plans. Carlsbad Building Inspector Tim Phillips requires this course of action. Also attached is a copy of a memo regarding a meeting with Kurt Culver of Esgil regarding this particular detail. APPROVED JUL 22-11909080 City Of BUILDING DEPT. COPIES Enclosed ci ci Signed/By: ol L:\DOcS\BPA-MEMO.DOC "' 11 q e / 1 (4 23 DETAIL A PERPENDICULAR AICHITI H CTS a PtAHIII 1 LAYER 5/8" TYPE 'X' GYP. " BRD. ON NON-CORRIDOR SIDE OF WALL OR MULTIUPLE LAYERS OF PLYWOOD TO ACHEIVE A TOTAL 1-1/2" (MIN.) OF SOLID WOOD © WEB - _- PREFAB. WD. TRUSS BLI BETWEEN JOISTS W/SO WOOD WEB FILLERS © I END OF TRUSS BLOCK JOIST SPACE ABOVE \t 2-LAYERS 3/4" PLYWC CONTINUOUS THE LENG OF WALL. NAIL TO 1301 CHORDS OF TRUSSES STAGGER PANEL JOINT 2-0" PREFABRICATED, SOLID WEB, WOOD TRUSSES - PER MANUFACTURER DETAIL B PARALLEL 1 HOUR PARTITION PER PLAN Q SCHEDULE — SI WALL DETAILS FOR TOr- ir, WALL TRACKS 16 TOP OF 1 HOUR WALL CONDITIONS 1 1/2" = 1-0" REF: PLAN CHECK NO.: CB 97-1265 c'- CORNERSTONE BLDG D DESCRIPTION: SCALE: NO. REVISED DETAIL 16/A8.7 1-1/2 = 28 DWG. REF. — 16/A8.7 RFI NO. DATE: N/A 6-29-98 DETAIL A PERPENDICULAR I LAYER 5/8' TYPE 'X' GYP. - BRD. ON NON—CORRIDOR SIDE OF WALL OR MULTIUPLE LAYERS OF PLYWOOD TO ACHEIVE A TOTAL 1-1/2" (MIN.) OF SOLID WOOD o WEB. _.-"-- PREFAB. WD. TRUSS BLI BETWEEN JOISTS W/SO WOOD WEB FILLERS @ I END OF TRUSS BLOCK JOIST SPACE ABOVE V'd 2—LAYERS 3/4" PLYWC CONTINUOUS THE LENG OF WALL, NAIL TO BOT CHORDS OF TRUSSES STAGGER PANEL JOINT 2-0' PREFABRICATED, SOLID WEB, WOOD TRUSSES - PER MANUFACTURER DETAIL B PARALLEL 1 HOUR PARTITION PER PLAN C SCHEDULE - SI WALL DETAILS FOR TO— '.jr WALL TRACKS 16 TOP OF 1 HOUR WALL CONDITIONS 1 1/2" = 1-0" REF: PLAN CHECK NO.: CB 97-1265 CORNERSTONE BLDG D DESCRIPTION: SCALE: NO. REVISED DETAIL 16/A8.7 1-1/2 = 1'-O AX DWG. REF. - 16/A8.7 RFI NO. DATE: N/A 6-29-98 4350 LA JOLLA VILLAGE DRIV BRIAN PAUL & ARCHITECTS & PLANNERS June 24, 1998 MEETING NOTES Project: Cornerstone Building D Carlsbad Permit No. 97-1265 Present: Kurt Culver, Esgil Joe Nichols, BPA Meeting Date: June 24, 1998 Location: Esgil Purpose: Discuss termination of 1-hour corridor walls in response to questions raised by Carlsbad Building Inspector Tim Phillips. JN reviewed the basis upon which details 10/A8.7 and 16/A8.7 were created. Specifically the City of San Diego ... Building Newsletter 10-2 (rev. July 1996), Cases 1 and 3 and the commentary contained in the Handbook to the Uniform Building Code (1994 ed.) on page 182, first paragraph. These references were used to arrive at a solution not otherwise specifically defined in the U.B.C. but that met the intent of the code. KC felt that the inspector had a point in regards to detail 16A/A8.7 in that the web member typically is only 3/8" thick and not equivalent to a solid wood block equal to 1-1/2" thickness. KC would accept as equivalent either 1.) the application of 1 layer of 5/8" type 'X' gypsum board to the truss block on the tenant side of the wall or 2.) the application of multiple layers of plywood to the web of the truss block to achieve a total cross-sectional thickness of 1-1/2". 3. KC felt that detail 16B/A8.7 was acceptable as drawn. Prepared by: Joe Nichols Revised by: Action: Please review and respond within five (5) days if content is incomplete or incorrect. Attachments Copy: Kurt Culver Jef Farrell Len Zegarski