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HomeMy WebLinkAbout2450 IMPALA DR; ; CB981099; Permit08/17/98 13 Page 1 of Oob ftddress Per mi t Type? Parcel N a = U a 1 u a t i o n " B U I i. D '45 3. B 2450 IMPftLfl DR s INDUSTRIflL BUILDING 209-041-20-00 1,180,110 ING PERMIT Su i te Permit No : Project No: e 1 oprnent No " CB981099 69801455 Lot* Occupancy Group = Descriptions 42,45 SF SHELL-1 Refer en cett STORY U/NEZZ ~ PftLQNflR TECH CENTER II fippl/Dunr B SMITH CONSULTING flRCHITECTS 5355 niRft SORRENTO PL #650 SflN DIEGO Cft 92121 * * * F e e 5 • R e <;.\ u i r e d * * * Fees a Idjustments' To ta 1 Fees! Fee descr i pt i on Bu i 1 d ing Perrni t Plan Check Strong Motion Fee Enter "Y" to flutoc Enter Traf f i c Inipa Pass-Thru Fees TV/IS) Enter Park FeefZone Enter #Units & Code? Enter "Y" for P1umbi E a c hi B u i i d i n g Sewer Each Roof D r a i n *+&*. *" Each Instal1/Repair Water* Enter "Y" for Electric I Three Phase 480 Per RMp "".> Enter 'Y' for Mechanical Issue Construction Types NEW Status" ISSUED ftppl ied- 04/3.7/98 flpr/Issuea 08/17/98 Entered By- Rllfl 19 452-3188 0151 08/17/98 0001 01 02 C-fRMT 64689-00 1 leeted & Cred its «** 1 ,00 ,00 2,500.00 64,689.00 Ext fee Data 3858,00 2508.00 248.00 21478.00 Y 4664.00 Y 16980.00 05 15360.00 D2 20,00 Y 15,00 49,00 7,00 10,00 Y 2000, 00 N FINALAPPROVAL '/ // IN <fl/ J*f/t DATE 11/11_INSP, CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT APPUCATION \ CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760)438-1161 Address (include Bldg/Suke #) FOR OFFICE USE O e PLAN CHECK NO. 14-EST. VAL. Plan Ck. Deposit Validated B Date .IIP ^r ^1 - ^£>f i BV . . /4Tn7W Tech Business Name (at this address) Legal Description - 041 - ZaO Lot No.Subdivision Name/Number Unit No.Phase No.Total 9 of units (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 basts 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]). Name State License # Address License Class City ^ State/Zip H^^HWrra^^F Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: O 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. Q 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: I ITHI5~5ECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARSlSlOO] OR LESS) Q 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 shatt 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. I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D 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). O 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: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. 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): 5. 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 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? O YES fj NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q 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 OFHQE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. LENDER'S ADDRESS 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 City 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 permit is not aommenced within 36»aftys from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after y$m&*- is cg/nme/iced for p»erioji of.-1 80 days (Section 106.4.4 Uniform Building Code).~ APPLICANTS SIGNATURE •DATE WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Inspection Request For: 2/25/99 Permit* CB981099 Title: 42,450 SF SHELL-1 STORY W/MEZZ Description: PALOMAR TECH CENTER II Inspector Assignment: DH 2450 IMPALA DR Lot Type: INDUS! Sub Type: Job Address: Suite: Location: APPLICANT : SMITH CONSULTING ARCHITECTS Owner: MULLER-IMPALA L L C Remarks: Phone: 6192880972 Inspector: Total Time:Requested By: RAY Entered By: CHRISTINE CD Description 19 Final Structural Act Comments 29 i-mai piumDing 39 Final Electrical 49 Final Mechanical 1u Inspection History Date Description 2/22/99 89 Final Combo 2/16/99 89 Final Combo 1/26/99 34 Rough Electric 1/25/99 39 Final Electrical 1/22/99 39 Final Electrical 1/13/99 11 Ftg/Foundation/Piers 1/6/99 11 Ftg/Foundation/Piers 1/6/99 17 Interior Lath/Drywall 1/5/99 14 Frame/Steel/Bolting/Welding 1/5/99 17 Interior Lath/Drywall 1/4/99 14 Frame/Steel/Bolting/Welding 1/4/99 16 Insulation 1/4/99 17 Interior Lath/Drywall 12/22/98 14 Frame/Steel/Bolting/Welding 12/22/98 17 Interior Lath/Drywall 12/17/98 22 Sewer/Water Service 12/16/98 22 Sewer/Water Service 12/11/98 17 Interior Lath/Drywall Act CO NR AP CO NR AP AP AP NR NR AP AP NR AP PA AP NR NR Insp DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH Comments #10 AWG REQ IN LIGHT POLES NEED OTHER DEPTS SIGN OFF HOUSE METER REL PAVING/SOILS REPORTS LIGHT POLES EXCEPT TELE RM ONE SIDE CENTER STAIRS Inspection List Permit#: CB981099 Type: INDUST Date Inspection Item 2/25/99 89 2/22/99 89 2/16/99 89 1/26/99 34 1/25/99 39 1/22/99 39 1/13/99 11 1/6/99 11 1/6/99 17 1/5/99 14 1/5/99 17 1/4/99 14 1/4/99 16 1/4/99 17 12/22/98 14 12/22/98 17 12/17/98 22 12/16/98 22 12/11/98 17 12/7/98 11 12/7/98 13 12/7/98 14 12/3/98 11 11/30/98 11 11/24/98 15 11/24/98 22 11/23/98 11 11/23/98 15 11/4/98 11 11/2/98 11 10/29/98 11 10/28/98 12 10/28/98 13 10/27/98 12 10/27/98 13 10/21/98 11 10/16/98 11 10/13/98 11 10/13/98 12 10/9/98 12 10/8/98 12 10/7/98 12 10/6/98 12 10/5/98 12 Final Combo Final Combo Final Combo Rough Electric Final Electrical Final Electrical Ftg/Foundation/Piers Ftg/Foundation/Piers Interior Lath/Drywall Frame/Steel/Bo Iting/Weldin Interior Lath/Drywall Fra me/Steel/Bo Iting A/Veldi n Insulation Interior Lath/Drywall Frame/Steel/Bo Iting /Weldin Interior Lath/Drywall Sewer/Water Service Sewer/Water Service Interior Lath/Drywall Ftg/Foundation/Piers Shear Panels/HD's Frame/Steel/Bolting/Weld in Ftg/Foundation/Piers Ftg/Foundation/Piers Roof/Reroof Sewer/Water Service Ftg/Foundation/Piers Roof/Reroof Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Shear Panels/HD's Steel/Bond Beam Shear Panels/HD's Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Pters Steel/Bond Beam Steel/Bond Beam Steel/Bond Beam Steel/Bond Beam Steel/Bond Beam Steel/Bond Beam Inspector Act DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH AP CO NR AP CO NR AP AP AP NR NR AP AP NR AP PA AP NR NR AP AP AP AP CA AP AP AP AP CA CA AP AP AP NR NR AP AP AP AP AP CA NR AP AP 42,450 SF SHELL-1 STORY W/MEZZ PALOMAR TECH CENTER II Comments #10 AWG REQ IN LIGHT POLES NEED OTHER DEPTS SIGN OFF HOUSE METER REL PAVING/SOILS REPORTS LIGHT POLES EXCEPT TELE RM ONE SIDE CENTER STAIRS DRY PACK COLUMNS/MEZZ AP ON 11/23 DRYPACK COLUMNS LINES SHEATHING POUR STRIP/SEE ATT.CARD K FTGS-NORTH SIDE (TWO) FL 1T FTG.FOR LONG DOCK&TRSH E ALL PANELS PANELS-SEE CARD PANELS 8-1 5 PANELS SEE CARD Wednesday, March 03,1999 Page 1 of 2 10/2/98 12 Steel/Bond Beam DH AP 3 PANELS SEE CARD 9/29/98 11 Ftg/Foundation/Piers DH NR 9/9/98 12 Steel/Bond Beam DH AP SLAB ON GRADE 8/31/98 11 Ftg/Foundation/Piers DH AP 8/18/98 22 Sewer/Water Service DH AP Wednesday, March 03,1999 Page 2 of 2 CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB981099 FOR 12/22/98 DESCRIPTION: 42,450 SF SHELL-1 STORY W/MEZZ PALOMAR TECH CENTER II TYPE: INDUST JOB ADDRESS: 2450 IMPALA DR APPLICANT: SMITH CONSULTING ARCHITECTS PHONE: CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: C/RAY/918-9289 SPECIAL INSTRUCT: INSPECTOR AREA DH PLANCK* CB981099 OCC GRP CONSTR. TYPE NEW STE: LOT: 619 452-3188 INSPECTOR TOTAL TIME: —RELATED PERMITS— CD 14 17 LVL DESCRIPTION PERMIT! CB961609 SE980098 RW980311 FS980070 AS980197 FAD98071 FAD98072 TYPE INDUST SWOW ROW FIXSYS ASC FADD FADD STATUS EXPIRED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ST Frame/Steel/Bolting/Welding ST Interior Lath/Drywall ACT COMMENTS frctfl INSPECTION HISTORY ***** DATE DESCRIPTION 121798 Sewer/Water Service 121698 Sewer/Water Service 121198 Interior Lath/Drywall 120798 Frame/Steel/Bolting/Welding 120798 Shear Panels/HD's 120798 Ftg/Foundation/Piers 120398 Ftg/Foundation/Piers 113098 Ftg/Foundation/Piers 112498 Sewer/Water Service 112498 Roof/Reroof 112398 Roof/Reroof 112398 Ftg/Foundation/Piers 110498 Ftg/Foundation/Piers 110298 Ftg/Foundation/Piers 102998 Ftg/Foundation/Piers 102898 Steel/Bond Beam 102898 Shear Panels/HD's 102798 Steel/Bond Beam 102798 Shear Panels/HD's 102198 Ftg/Foundation/Piers 101698 Ftg/Foundation/Piers 101398 Steel/Bond Beam ACT AP NR NR AP AP AP AP CA AP AP AP AP CA CA AP AP AP NR NR AP AP AP INSP DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH COMMENTS DRY PACK COLUMNS/MEZZ FLR NAI AP ON 11/23 SHEATHING DRYPACK COLUMNS LINES 1THRU 6 POUR STRIP/SEE ATT,CARD K FTGS-NORTH SIDE (TWO) FTG.FOR LONG DOCK&TRSH ENCLRS P. 2 O^K, tnd »>• «iwsctefy prfamwoii ~ Ai/r ING-OU . 3 4 i I 1 Jtf * ___ U/ii ~ T '"" ' "* *" Jed i'OR. . totam.«icf( isa fL -w-Sfflf •*»it sutjwi :> t* ™quin»mentt a) i« piini awl crvaetfir It mponsita (c- pntWifl- 'sW aeeorTmirt a.- )0b tM er, uLUHii «nl M&nqu* ol CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB981099 FOR 12/07/98 DESCRIPTION: 42,450 SF SHELL-1 STORY W/MEZZ PALOMAR TECH CENTER II TYPE: INDUST JOB ADDRESS: 2450 IMPALA DR APPLICANT: SMITH CONSULTING ARCHITECTS PHONE; CONTRACTOR: PHONE; OWNER: PHONE: INSPECTOR AREA DH PLANCK# CB981099 OCC GRP CONSTR. TYPE NEW STE: LOT: 619 452-3188 REMARKS: C/RAY/918-9289 SPECIAL INSTRUCT: INSPECTOR M. TOTAL TIME: —RELATED PERMITS—PERMIT# CB961609 SE980098 RW980311 FS980070 AS980197 FAD98071 FAD98072 TYPE INDUST SWOW ROW FIXSYS ASC FADD FADD STATUS EXPIRED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED CD 11 13 14 LVL DESCRIPTION ST Ftg/Foundation/Piers ST Shear Panels/HD's ST Frame/Steel/Bolting/Welding ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 120398 Ftg/Foundation/Piers 113098 Ftg/Foundation/Piers 112498 Sewer/Water Service 112498 Roof/Reroof 112398 Roof/Reroof 112398 Ftg/Foundation/Piers 110498 Ftg/Foundation/Piers 110298 Ftg/Foundation/Piers 102998 Ftg/Foundation/Piers 102898 Steel/Bond Beam 102898 Shear Panels/HD's 102798 Steel/Bond Beam 102798 Shear Panels/HD's 102198 Ftg/Foundation/Piers 101698 Ftg/Foundation/Piers 101398 Steel/Bond Beam 101398 Ftg/Foundation/Piers 100998 Steel/Bond Beam 100898 Steel/Bond Beam 100798 Steel/Bond Beam 100698 Steel/Bond Beam ACT AP CA AP AP AP AP CA CA AP AP AP NR NR AP AP AP AP AP CA NR AP INSP DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH DH COMMENTS DRY PACK COLUMNS/MEZZ FLR NAI AP ON 11/23 SHEATHING DRYPACK COLUMNS LINES 1THRU 6 POUR STRIP/SEE ATT.CARD K FTGS-NORTH SIDE (TWO) FTG.FOR LONG DOCK&TRSH ENCLRS ALL PANELS PANELS-SEE CARD PANELS 8-15 CARLSBAD (760)431-2550 H ESCONDIDO {?60) 430.2300 I' P . CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB981099 FOR 10/02/98 DESCRIPTION: 42,450 SF SHELL-1 STORY W/MEZZ PALOMAR TECH CENTER II TYPE: INDUST JOB ADDRESS: 2450 IHPALA DR APPLICANT: SMITH CONSULTING ARCHITECTS PHONE: CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: C/ SPECIAL INSTRUCT: INSPECTOR AREA DH PLANCK* CB981099 OCC GRP CONSTR. TYPE NEW STE: LOT: 619 452-3188 INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT* CB961609 SE980098 FAD98071 FAD98072 TYPE INDUST SWOW FADD FADD STATUS EXPIRED ISSUED ISSUED ISSUED CD LVL DESCRIPTION 12 12 ACT COMMENTS ST Steel/Bond Beam ST Steel/Bond Beam A?ftf ***** INSPECTION HISTORY ***** DATE DESCRIPTION 092998 Ftg/Foundation/Piers 090998 Steel/Bond Beam 083198 Ftg/Foundation/Piers 081898 Sewer/Water Service ACT INSP NR DH AP DH AP DH AP DH COMMENTS SLAB ON GRADE PLANNING DEPARTMENT FINAL INSPECTION CHECKLIST ROUTING L BLACK M BLACK M. BLDG Projec Addre Projec Conta< t Name: ^ *HiJ!er>~^ t^2W . (Jz*fa //Plan Check No. CB If/ 0 ? f 3s:,-I?^3~# . /J^*»~00Jt*-F* '^ . Proiect Number: t Flannel ;t Person (""~~~^"x" / /-. 'T-ZAA-Jf-TUL* ^f^jt^-*^^. Extension Phone No. " Drawing No. Inspections 1st Projec L Mike 2nd Approved p>.<k^~u-^ & v^ j_^_ \ '^r r* j Final Inspection Items All Items below Conform with Approved Site Plan 1. Project Planner confirms conditions are met 2. Building elevations 3. Building materials 4. Building colors 5. Rooftop equipment screens 6. Fence/wall height, location, and materials 7. Size, number and location of parking spaces compact, regular, handicap 8. Outdoor recreation facilities 9. Employee eating areas 10. Trash enclosure and location 1 1 . Pavement treatment 12. Landscaping installed (under separate contract) LIST BELOW ANY ADDITIONAL ITEMS REQUIRING SPECIAL ATTENTION BY MIKE BLACK: 13. 14. 15. 16. 17. complies with all conditions, including above-listed items. Final inspection is complete. V Black Date (H:\ADMIN\COUNTER\Final Insp Check)02/17/99 City fif Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD Plan Check #: Permit*: CB981099 Project Name: 42,450 SF SHELL-1 STORY W/MEZZ PALOMAR TECH CENTER II Fire Date: 2/16/99 Permit Type: INDUST Sub Type: Address: Contact Person: Sewer Dist: Inspected Bv: Inspected Bv: Inspected Bv: Comments: 2450 IMPALA DR RAY Phone: 6192880972 CA Water Dist: CA / „ - Date/ 0 /L S) — iv-A^ Inspected: *L~> / Date Inspected: Date Inspected: & *?* <L^L- Lot: ti /I wsproved: """""Disapproved:i i Approved : Disapproved : Approved: Disapproved: CttyofCirlsbad nnal Building Inspection FEB 171999 Dept: Building Plan Check*: Permits: CB981099 Project Name: 42,450 SF SHELL-1 STORY W/MEZZ PALOMAR TECH CENTER II Address: 2450 IMPALA DR Contact Person: RAY Phone: 6192880972 Sewer Dist: CA Water Dist: CA Planning CMWD StUte Fire Date: 2/16/99 Permit Type: INDUST Sub Type: Lot: B v : £L/**I *jK*1 Inspected Bv: Inspected Bv: Comments: Date Inspected: £ " *O" Date Inspected: Date Inspected: irf Aooroved: Approved: Approved: r Disapproved: Disapproved: Disapproved: (PCT-eT-»S O:;-4O P M B V C C S:7 & & «l T 1 t 0 •* #P. 02 /5"7 /tf- ' A. ft OCT-1 1 f fi'r'C OF.431 1 0 •* S F .02 ,0 £T,# TONSTRUCTION .ESTING & NGINEERING, INC.E: ESCONDIDO*TRACY 'CORONA -OXNARD -LANCASTER ENGINEERING, INC.INSPECTION REPORT PAGE OF PROJECT NAME ADDRESS: : P<t-| CTE JOB # REPORT # o/-1A~ ARCHITECT: ENGINEER: H~i CONTRACTOR: INSPECTION DATE: I * 'X - *? *? PLAN FILE: _ BLDG PERMIT: OTHER: ( ) PILE DRIVING as. BOLT Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING { ) MASONRY BLOCK ( ) STRUCTURAL STEEL ( ) BOLTS )REBAR Certification of CompBance: AH work, unless otherwise noted, complies with the approved plans and specifications and the NAME: (PRINT) CERTIFICATION NO.: SO 373.3-3 - 8 */ SIGNATURE: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 24(4 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 c T,ONSTRUCTION J.ESTING & H/NGINEERING, INC.E: ESCONDIDO • TRACY • CORONA »OXNARD 'LANCASTER ENGINEERING, INC. PROJECT NAME: ADDRESS: INSPECTION REPORT PAGE CTEJOB#_/£Ll REPORT # OF ARCHITECT: ENGINEER: COMb. GROUT MKi/PM_ CONTRACTOR; INSPECTION DATE: / ^L - */ - *? & PLAN FILE: MORTAR TYPE/PSl ( ) FIELD WELD REBAR GRADED, ( )SHOPWEtDlNG STR. STEEL ( ) PILE DRIVING H.S.BOLT BLDG PERMIT:. OTHER: ?<&( > BATCH PLANT MAS. BLOCK ( )EXP.ANCHOR ELECTRODE (BOTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( )FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS , MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS AT- Par.* re A Cifttftcalton of Compliance: AH work, unless otherwise noted, complies with the approved plans and specifications and the bulkHng code. __^_ NAME: (PRINT)SIGNATURE; CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1 ; -r--^- ' *'*?•& 9.2'.A U V — 1 * — •*• » r* _ itf c &c TONSTRUCTION J.ESTING & H/NGINEERING,»E $\ K*f ESCONDIDO • TRACY • CORONA -OXNARD • LANCASTERC/ V^ JLJ \ ENGINEERING, INC. PROJECT NAME: f79'/#&?0s& '. ADDRESS: ^s*?4& /d- £d C/3 ARCHITECT: . T^F^» ! Th ENGINEER: v ^ S£ 0 & 2. j CONTRACTOR: & *1 £^£>St. INSPECTION DATE: //- ^ /- ^ 'f PLAN FILE: BLDG PERMIT: ^ % Q 2^ 2~-3 OTHER: INSPECTION REPORT ^^INSPECTION ( ) CONCRETE ( ) MASONRY ( )P.T. CONC. ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( } BATCH PLANT M EXP. ANCHOR (V) OTHER lS,fli Material Sampling PAGE OF CTEJOBtf /O -5<r»-B REPORT* MATERIAL IDENTIFICATION CONC MIX*/PS1 GROUT MIX*/PS1 MORTAR TYPE/PSI REBAR GRADE STR. STEEL H.S. BOLT MAS. BLOCK ELECTRODE ^7 ^?6/"/S \ \\ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( (MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT)SIGNATl.'R CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 c T,E:ONSTRUCTION AESTING & n/NGINEL ESCONDIDO* TRACY • CORONA »OXNARD -LANCAS1 ENGINEERING, INC. PROJECT NAME: ADDRESS: INSPECTION REPORT 6 PAGE CTE JOB # /O .50- REPORTS ARCHITECT: ENGINEER: GROUT MIX#/PSI t' £ & V 2 J CONTRACTOR: INSPECTION DATE: PLAN FILE: ^JL INSPECTION ( )CONCRETE ( )MASONRY ( )P.T.CONC. raLD WELD ( ) SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S.BOLT_ MATERIAL IDENTIFICATIO1V CONC. MORTAR TYPE/PSI REBAR GRADE. BLDG PERMIT:. OTHER: ( J BATCH PLANT MAS. BLOCK. ( )EXP. ANCHOR ELECTRODE ( )OTHER Material Sampling ( } CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ^STRUCTURAL STEEL ( ) BOLTS , INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Certification of Compliance: Aft work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. ^^ NAME: (PRINT)— J $77? (lf CERTIFICATION NO.: SIGNATVRt? GEOTECHN1CAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCOND1DO, CA 92029 (760) 746-4955 FAX (760) 746-9806 c T.E:ONSTRUCTION NESTING & il/NGINEERING, INC. ESCONDIDO*TRACY -CORONA -OXNARD -LANCASTER ENGINEERING. INC.INSPECTION REPORT PROJECT NAME ADDRESS: 3. & PAGE CTE JOB # /A -. REPORTS MATERIAL IDEPflOTC AHON COKaMKOTSl ARCHITECT: ENGINEER: _ CONTRACTOR: INSPECTION DATE: /V - /^3 PLAN FILE: ^____ BLDG PERMIT:. OTHER: INSPECTION ( )CONCRETE ( ) MASONRY ( >P.T.CONC MORTAR TYPE/PSI iy FIELD WELD REBAR GRADE ( ) SHOP WELDING sntsrEEL_^J ( )PILE DRIVING ( ) BATCH PLANT ( )EXP. ANCHOR ELECTRODE ( ) OTHER f 7/T-g Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING (V) STRUCTURAL STEEL ( ) BOLTS ) MASONRY BLOCK ( ) REBAR , JOBPflOflUM. MATERIAL lOBXTIFtCATION, PROGRESS. WORK REJECTED, REMARKS 11 Certfflcatfon of Compliance: AH work, unless otherwise noted, complies with the approved plans and specifications and the co*>.^ ^ ^ . /I NAME: (PRINT) CERTIFICATED y^x^^ N/NO.: _f SIGNATURE: ^~~Z?/ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDG. CA 92029 i7t>0i 746-4955 FAX i760i 746-9S06 c TONSTRUCTION TESTING & Al/NGINEERING, INC.E ENGINEERING. INC. ESCONDIDO* TRACY -CORONA »OXNARD -LANCASTER INSPECTION REPORT PAGE OF PROJECT ADDRESS: CTE JOB # REPORT * ./)^ ARCHITECT:. ENGINEER: GROUT MIXM-SI. CONTRACTOR: INSPECTION DATE: J /- PLAN FILE: INSPECTION ( )CONCRETE ( ) MASONRY ( )P.T.CONC MORTAR TYFE/PSI (/) FIELD WELD REBAR GRADE ( ) SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S.BOLT_ BLDG PERMIT:. OTHER: ( ) BATCH PLANT MAS. BLOCK. ( )EXP. ANCHOR ELECTRODE ( )OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING STRUCTURAL STEEL ( ) BOLTS MASONRY BLOCK ) REBAR ff 7-9 / 2^ - // IP -;*« Cwtfflcation of Coit^>Bance: Att work, unless otherwise noted, complies with the approved plans and specifications and the uniform buBcfing code. _^^_____ ^/ NAME: (PRINT)SIGNATU CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 24I4 VINEYARD AVENUE SUITE G ESCONDIDG. CA 92029 t7trt)j 746-4055 FAX ,760) 7-tf,-l>S06 c TiONSTRUCTION JLESTING & H/NGINEERING, INC.E ESCONDIDO* TRACY -CORONA «OXNARD -LANCASTER ENGINEERING, INC. PROJECT NAME: ADDRESS:^ INSPECTION REPORT PAGE OF CTE JOB # REPORT # f\ ARCHITECT: ENGINEER: _ CONTRACTOR: INSPECTION DATE: //" //- PLAN FILE: _^^_^_^ ( ) CONCRETE ( > MASONRY GROUT MK«Pffl_ ( )P,T,CONC MORTAR TYPE/PSI ( ) FIELD WELD REBAR GRADE ( ) SHOP WELDING STR. STEEL ( )PILE DRIVING BLDG PERMIT:. OTHER: >BATOtPLANT MAS.BLOCK ( )EXP. ANCHOR ELECTRODE ( ) OTHER Material Sampling (^CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING { ) MASONRY BLOCK ( ) REBAR (4 STRUCTURAL STEEL ( ) BOLTS , PROGRESS, WORK REJECTED. REMARKS ' Certification of Compliance: AH work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT)SIGNATURE/ CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEKRING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 7w)i 746-4955 FAX .760) 746-t>X06 c T,ONSTRUCTION J.ESTING & llfNGINEERING, INC.E: ENGINEERING, INC. ESCONDIDO*TRACY "CORONA -OXNARD •LANCASTER INSPECTION REPORT PAGE OF PROJECT NAME: P& / fr/V7 6 /L ADDRESS: CTE JOB # REPORT* A ARCHITECT: ENGINEER: CONTRACTOR: INSPECTION DATE: PLAN FILE: INSPECTION ( )CONCRETE ( > MASONRY ( )P.T.CONC $O FIELD WELD GROUT MIXWPSI MORTAR TYFE/PSl REBAR GRADE I/ - /a- ft ( ) PILE DRIVING its, BOLT BLDG PERMIT:. OTHER: ( ) BATCH PLANT MAS. BLOCK ( )EXP. ANCHOR ELECTRODE ( ) OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR STRUCTURAL STEEL ( ) BOLTS , MATOTAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Cerflfteatkxi of CompHance: AN worlc, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT)*^stf?# & %-&*SIGNATURE: CERTIFICATION NO.: GEOTECHMCAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO. CA 92029 17w)i 746-4955 FAX "60) 746-'>SO(> c T,ONSTRUCTION .ESTING & /NGINEERING, INC.E ESCONDIDO* TRACY 'CORONA 'OXNARD 'LANCASTER ENGINEERING. INC. PROJECT NAME: _ ADDRESS: INSPECTION REPORT PAGE OF CTE JOB # REPORT # INSPECTION ( )CONCRETE ARCHITECT: ENGINEER:2-/ CONTRACTOR: INSPECTION DATE: //- f - PLAN FILE: MORTAR TYPE/PS (X ) FIELD WELD REBAR GRADE__ ( ) SHOP WELDING SIR. STEEL ^^2 6~0 ( ) PILE DRIVING HABOLT. BLDG PERMIT:. OTHER:... 79 ( ) ( )OTHER MAS. BLOCK. ELECTRODE tf_ Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ^) STRUCTURAL STEEL ( ) BOLTS I lMBi».r'g»OBM«it JOB rnnm fin, MATERIAL IDENTIFTCATION, PROGRESS. WORK REJECTED, REMARKS C ^ XS//"J / /- /L / - 3- uj CerUftotton of CompKance: AH work, unless otherwise noted, complies with the approved plans and specifications and the unrtorm building code. NAME: (PRINT)X /^>n &&&J SIGNATURE: CERTIFICATION NO.: GEOTECHN1CAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCOND1DG. CA 92029 i7f>0* 746-4955 FAX i760) 746-9S06 £&JCTX- ENGINEERING, INC. PROJECT NAME: [J#/#7??d ADDRESS: 3- 7 5*"2) ~^Z3^ ARCHITECT: 5v?7 J "fn ENGINEER: f- ' £ t> V2./ CONTRACTOR: &L*C0#-- INSPECTION DATE: //-£ — ' PLAN FILE: BLDG PERMIT: ^ £/ C $J OTHER: VSTRUCTION AESTING &11/NGINEERING, INC. ESCONDIDO* TRACY -CORONA «OXNARD • LANCASTER INSPECTION REPORT PAGE QF ^ ^>/ ^j#/j0- INSPECTION ( ) CONCRETE { ) MASONRY ( )P.T.CONC. ( ) FIELD WELD ^ -/ ( ) SHOP WELDING f n ( ) PILE DRIVING ( ) BATCH PLANT ( )EXP. ANCHOR ( ) OTHER Material Sampling CTEJOB# X^~J?*^-t> REPORT # MATERIAL IDENTIFICATION CONC. MIX#/PS1 GROUT MIXI/PSI MORTAR TYPE/PSI REBAR GRADE STR. STEEL «BB^^^3j /7 ^Z-* H.S. BOLT MAS. BLOCK ELECTRODE & S&fX ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOF1NG ( ) MASONRY BLOCK ( ) REBAR (^STRUCTURAL STEEL ( ) BOLTS 1NSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS /5 ~ J.JL;+ *) - A 3 ; / #~ if, Certification of Compliance: Alt work, unless otherwise noted, complies with the approved plan^and specifications and the uniform building code. ^/f / -' ^ NAME: (PRINT) CERTIFICATION NO.: SIGNATURE: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 fc&c T.ONSTRUCTION J.ESTING & 11/NGINEERING, INC.E:.j/rrv«,Jbi& ENGINEERING, INC. PROJECT NAME: fa/Sh^O*' ADDRESS: B^i St> 3^vt c# ARCHITECT: ^S^/Tf\ ENGINEER: f /A0 o 2 I CONTRACTOR: &<1C04. INSPECTION DATE: //-^5"~?<? PLAN FILE: BLDG PERMIT: ^ £ / ff f f OTHER: ' ESCONDIDO* TRACY • CORONA »OXNARD 'LANCASTER INSPECTION REPORT PAGE OF ^£/. INSPECTION **/A ( ) CONCRETE ( ) MASONRY ( )P.T. CONC (Y) FIELD WELD . ( (SHOP WELDING ( ) PILE DRIVING ( J BATCH PLANT ( )EXP. ANCHOR ( ) OTHER Material Sampling CTEJOBtf /a 30-*o REPORT » MATERIAL IDENTIFICATION CONC. MIX#/PSI GROUT M1X*/PS1 MORTAR TYPE/PSI REBAR GRADE STR. STEEL /? ? S /^^T^ H.S. BOLT MAS. BLOCK ELECTRODE 0- /& f 2 ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) mSTRUCTURAL STEEL ( )BOLTS INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and s uniform building code. /) SIGNATURE:NAME: (PRINT) CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSF 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) T,E, ENGINEERING, INC. PROJECT NAME: ADDRESS: ONSTRUCTION AESTING & -l^NGINEEP7 ESCONDIDO*TRACY • CORONA »OXNARD 'LANCASTER INSPECTION REPORT PAGE /I CTE JOB # REPORT* INSPECTION MATERIAL IDENTIFICATION CONC M1X#/PS( ARCHITECT: ENGINEER: £/f.0U2t CONTRACTOR: INSPECTION DATE: //* 3 PLAN FILE: ^_^ ( ) MASONRY GROUT MiX*/PSi ( ) P.T. CONC. MORTAR TYPE/PSI (^) FIELD WELD REBAR GRADE ( ) SHOP WELDING STR. STEEL A 3 & ( ) PILE DRIVING as. BOLT BLDG PERMIT:. OTHER: $ / O ( ) BATCH PLANT MAS. BLOCK. ( )EXP. ANCHOR ELECTRODE ( )OTHER / X Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK { ) REBAR ( X) STRUCTURAL STEEL ( ) BOLTS I INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS G £ IJ A to -/<"-0 P s it I; /7 P 03 Certification of Compliance: All work, unless otherwise noted, complies with the approved plags and specifications and the uniform building code. a plans NAME: (PRINT)0&&>7 SIGNATURELL~/^a71 iff T* f- CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 c T,ONSTRUCTION J.ESTING & AL/NGINEERING, INC.E: ESCONDIDO* TRACY •CORONA -OXNARD • LANCASTER ENGINEERING, INC. PROJECT NAME: PA I &*¥} 0/2 ADDRESS: INSPECTION REPORT k PAGE CTE JOB # SO - REPORT # OF C ARCHITECT. ENGINEER: GROUT MlX#/PS1_ CONTRACTOR: INSPECTION DATE: PLAN FILE: INSPECTION ( )CONCRETE ( ) MASONRY ( )P.T. CONC. (\) FIELD WELD ( > SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S.BOLT_ MATERIAL IDENTinCATION CONC. MIXJ/PS1 MORTAR TYPE/PSI REBAR GRADE. /T 3 C BLDG PERMIT: OTHER: ( J BATCH PLANT MAS. BLOCK ( ) EXP. ANCHOR ELECTRODE ( ) OTHER 7 Material Sampling ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING STRUCTURAL STEEL ( ) BOLTS ( )MASONRY BLOCK ( )REBAR INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS 13 Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code.. NAME: (PRINT). CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 A- ENGINEERING, (NC. PROJECT NAME: P.-* ADDRESS: .3^5^ /:' ZT/?,: ARCHITECT: ^5/?l/ ENGINEER: f / /*- L CONTRACTOR: $ W INSPECTION DATE: /^ PLAN FILE: BLDG PERMIT: *3 % OTHER: I^ONSTRUCTION AESTING & H/NGINEERING, INC. ESCONDIDO* TRACY -CORONA »OXNARD • LANCASTER INSPECTION REPORT PAGE OF CTEJOBtf /C-Jt-z^ REPORTS IAWS 7r-cA ^- INSPECTION MATERIAL IDENTIFICATION , ( ) rnNrRPTF CONC MIX*/PSI ^- // ( ) MASONRY GROUTM1X#/PS1 / /7 ( IPTPONr MORTAR TYPE/PSI ^U Z i rv) FTFI n WFI n REBAR GRADE £&/*L " __ ,. ^ -, ( \ SHOP WPI HTMr, STR. STEEL Sfjjt? 1 ' af-ff '/ 2 ( \pn.FnRivmr* H.S.ROIT ( CRATCH PI AMT MAS. BLOCK i } EXP ANCHOR ELECTRODE & / / / $ ( ) OTHER fi £*--*<-* Material Samp line { ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( } REBAR { ) STRUCTURAL STEEL ( ) BOLTS / I INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS ' f GZ.'A 6-2.-£ JAJUf d^Lst A. Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT)X fmb&</i SIGNATURE: CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 At ENGINEERING, INC. • PRO3ECTNAME: fi ADDRESS: <3/S"2> £*J9AJ V ARCHITECT: ^ ENGINEER: ft CONTRACTOR: #( INSPECTION DATE: PLAN FILE: BLDG PERMIT: J? OTHER: CONSTRUCTION IfiSTING &IlrfNGINEERING^INC. ESCONDIDO -TRACY • CORONA «OXNARD • LANCASTER INSPECTION REPORT PAGE / OF' ^ . . ^ INSPECTION ~£*9A*/* && ( ) CONCRETEA A*t rnrfk ( ) MASONRY tZOUZ! ()P:T.CONC. Uf) FIELD WELD^ «• a st* /O- Z 7 - ? % ( ) SHOP WELDING ( ) PILE DRIVING g /o£>€f ( )BATCHPLANT ( )EXP. ANCHOR ( ) OTHER \1flterial Samoline <-TF jr>p* y« , 3*00 * RFPORT* MATERIAL IDENTIFICATION TONC M^«/PSI ORr»! T MIX*/PSl MORTAR TYPF/PSI RFRARGRAnp «TB STFF.1. ^ W>M ?& <• A if HS ani.T MAS Pl^^f ELECTROPF At £ 3.32' £7'-r-l { ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOF1NG ( ) MASONRY BLOCK ( ) REBAR '^T) STRUCTURAL STEEL ( ) BOLTS y INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Sktfi.^ / e>f //C-f r / ft Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. 4 NAME: (PRINT) CERTIFICATION NO.:$£06 0 ? * / SIGNATURE:f A £*** GEOTECHMCAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION c T,ONSTRUCTION iESTING & Jt/NGINEERING, INC. ESCONDIDO* TRACY 'CORONA »OXNARD "LANCASTER ENGLNEERING, fNC. &A ADDRESS: ARCHITECT: ENGINEER: CONTRACTOR: INSPECTION DATE: PLAN FILE: BLDG PERMIT: OTHER: INSPECTION REPORT CTE JOB # REPORT* PAGE / OF / £*_ INSPECTION ( ) CONCRETE ( J MASONRY ( )P.T. CONC. ( ) FIELD WELD MATERIAL IDENTIFICATION CONC MIX#/PS1 GROUT M1XK/PS1 MORTAR TYPE/PSI REBARGRADE (PQ SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S.BOLT_ ( J BATCH PLANT MAS BLOCK. ( ) EXP. ANCHOR ELECTRODE { )OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( JGROI'I ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( )STRUCTURAL STEEL ( )BOLTS I 1NSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT)SIGNATURE: CERTIFICATION NO.: GEOTECHMCAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 Jr%#?& ENGINEERING, INC. PROJECT NAME: ADDRESS: ARCHITECT: -^ao ENGINEER: CONTRACTOR: fy INSPECTION DATE: PLAN FILE: BLDG PERMIT: OTHER: V^ (INSTRUCTION i ESCONDIDO* TRACY INSPECTION ESTING &.ENGINEERING, INC. •CORONA «OXNARD 'LANCASTER REPORT PAGE ^ OF; CTE JOB # /. INSPECTION j0 i '/X &&*&&- /r*l*JS SfS&&£( '*" ^ t/~//£^<fc-2y X*.<* , X // ^*^. _/ r/ /) (c0sf. / £*!&•*£''?' <&-r<*-r sff-J2-<7? (^( ( ( ( Material Sai ) CONCRETE J MASONRY ) P.T. CONC. ) FIELD WELD 5 SHOP WELDING ) PILE DRIVING ) BATCH PLANT ) EXP. ANCHOR ) OTHER upline REPORT* & - *?*o/> MATERIAL IDENTIFICATION CONC MIXWPSI GROUT MIXWPS1 MORTAR TYP&PSI REBAR GRADE STR. STEEL /T^ H.S. BOLT MAS. BI OTK -f ELECTRODE & ^C c >/ ^ ( ) CONCRETE ( ) MORTAR ( IGROI.'I ( ) RREPROOF1NO I ) STRUCTURAL STEEL ( } BOLTS MASONRY BLOCK ( )REBAR 1NSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Certification of Compliance: AJt work, unless otherwise noted, complies wrth the approved plans and specifications and the uniform building code. NAME: (PRINT)SIGNATl'l CERTIFICATION NO-: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX i760) 746-9S06 c T.E:ONSTRUCTION AESTING & 1LNGINEERING, INC. ESCONDIDO • TRACY • CORONA »OXNARD • LANCASTER ENGINEERING, INC. PROJECT NAME: f ADDRESS. INSPECTION REPORT PAGE CTE JOB # /&~- REPORT * t>g C-AftLiSB40 j MATERIAL IDENTIFICATION Pie ~ CONC. M1X»/PS1 ARCHITECT: ENGINEER: CONTRACTOR:re. INSPECTION DATE: PLAN FILE: C iTY INSPECTION O5 CONCRETE ( ) MASONRY ( )P.T.CONC. ( ) FIELD WELD REBARGRADE A5~m A-<,l£7£z ( ) SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S.BOLT MORTAR TYPE/PS1 BLDG PERMIT: OTHER: 9& ~ ( ) BATCH PLANT MAS. BLOCK ( ) EXP. ANCHOR ELECTRODE <3 OTHER - Material Sampling ( ) CONCRETE ( ) MORTAR { ) GROUT ( ) FIREPROOFING ( ) STRUCTURAL STEEL ( )BOLTS )MASONRY BLOCK ( )REBAR INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS . A Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT)SIGNATURE: CERTIFICATION NO.: GEOTECHMCAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO. CA 92029 (760) 746-4955 FAX (760) 746-9806 c TiONSTRUCTION AESTING & H/NGINEERING, INCE: ESCONDIDO* TRACY -CORONA »OXNARD -LANCASTER ENGINEERING, INC. PROJECT NAME: _ ADDRESS: INSPECTION REPORT PAGE OF J_ CTE JOB # REPORTS ARCHITECT: ENGINEER: /. //?/?£< CONTRACTOR:/ INSPECTION ( ) CONCRETE ( ) MASONRY ( JP.T.CONC. FIELD WELD MATERIAL IDENTIFICATION CONC MIXWPS1 GROUT MIXC/PSI. MORTAR TYPE/PSI REBAR GRADE INSPECTION DATE: PLAN FILE: ___ 9 &( ) SHOP WELDING SIR. STEEL ( ) PILE DRIVING H.S.BOLT BLDG PERMIT:. OTHER: ( ) BATCH PLANT MAS. BLOCK ( )EXP. ANCHOR ELECTRODE ( ) OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS i INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED. REMARKS t Certification of Compliance: Alt work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. ; _ =l ^ • * NAME: (PRINT)^SIGNATURE: CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 c T,ONSTRUCTION TESTING & JLNGINEERING, INC.E: ENGINEERING, INC, PROJECT NAME: ADDRE$S;Sgtfl JL ESCONDIDO-TRACY'CORONA «OXNARD -LANCASTER INSPECTION REPORT CTEJOB # J , _ REPORTS OF ARCHITECT: ENGINEER: CONTRACTOR; INSPECT .'ON DATE: lO • I PLAN FILE: BLDC PERMIT: OTHER: INSPECTION (CONCRETE ( ) MASONRY ( ) P.T.CONG.. MORTAR TYPE/PSI ( ) FIELD WELD REBAR GRADED. ( ) SHOP WELDING SIR. STEEL ( ) PILE DRIVING H.S,BOLT__ MATERIAL IDENTinCATION CONC ( ) BATCH PLANT MAS. BLOCK ( ) EXP. ANCHOR ELFCTROUE ( )OTHER Material Sampling V) CONCRETE ( ) MORTAR { ) GROUT ( ) F1REPROOFING ( ) MASONRY BLOCK { } REBAR ( )STRL!CTtJRAL STEEL ( (BOLTS I INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Certification of Compliance: Ali work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. , NAME: (PRIN CERTIFICAT10N NO.: ) _ ' __ )&AJ/V/g_SIGNATURE GKOTECHN1CAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 24 J4 VINEYARD AVFMI'P ^I'fTu - cONSTRUCTION TESTING & H/NGINEERING, INC.E: ENGINEERING, INC. PROJECT NAME: ADDRESS: .^ STO ARCHITECT: ENGINEER: CONTRACTOR:. B< INSPECTION DATE: i~ 1 PLAN FILE: BLDG PERMIT:. OTHER: ESCONDIDO*TRACY • CORONA -OXNARD -LANCASTER INSPECTION REPORT PAGE OF K CTE JOB # REPORT # ( >EXP. ANCHOR ELECTRODE OTHER e Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS 1 Carti5citlon of CdmpBance: Alt work, untess otherwise noted, complies with the approved plans and specifications and the NAME: (PRINT)•— 13 id SIGNATURE: CERTIFICATION NO.: GEOTECHNICAL & CONSTRUCTION ENG1NEKRING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (7tiOi 746-4955 FAX (760) 746-^S06 (C lONSTRUCTION JLESTING & H/NGINEERING, INC "ENGINEERING, INC. PROJECT NAME: ADDRESS: ESCONDIDO*TRACY -CORONA »OXNARD • LANCASTER INSPECTION REPORT CTE JOB # /O REPORT # pAQP I OF -3QO O . Dr. / >c/v ARCHITECT: ENGINEER: B INSPECTION ( )CONCRETE ( ) MASONRY ( )P.T. CONC. ( ) FIELD WELD MATERIAL IDENTIFICATION CONC MIX#/PS1 GROUT MIXWPSl MORTAR TYPE/PS1 REBAR GRADE y 'INSPECTION DATE: PLAN FILE: I c_ QO/ - Z^) I J ( )SHO WELDING STR STEEL ( ) PILE DRIVING H.S.BOLT /' BLDG PERMIT: VO/O 9 ^ OTHER: ( ) BATCH PLANT MAS. BLOCK. ( )EXP. ANCHOR ELECTRODE ()^ OTHER Material Sampling { ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOF IN(i ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS I INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS &;T<ire<D MT o 4- Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) Qq/C G''o JgJ— CERTIFICATION NO.: SIGNATURE' GEOTECHN1CAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO. CA 92029 (760) 746-4955 FAX (760) 7-16-9806 ENGINEFRING, INC. PROJECT NAME: ADDRESS: CONSTRUCTION TESTING & ENGINEER^INC ESCONDIDO*TRACY -CORONA 'OXNARD 'LANCASTER INSPECTION REPORT PAGE _LOF _L CTE JOB ft REPORT # ARCHITECT ENGINEER:. CONTRACTOR: INSPECTION DATE: /^'/ ^ " PLAN FILE: BLDG PERMIT: '8 OTHER: INSPECTION MATERIAL IDENTIFICATION (^CONCRETE CONC Mix*/P ( ) MASONRY GROUT Mix#/PSL_ ( ) P.T. CONC. MORTAR TYPE/PS! ( ) FIELD WELD REBAR GRADE__ ( ) SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S.BOLT ( ) BATCH PLANT MAS BLOCK ( ) EXP. ANCHOR ELECTRODE ( )OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) F1REPROOFING ( > MASONRY BLOCK i ( (STRUCTURALSTEEL ( )BOLTS I INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS ) REBAR j&>* Certification of Compliance: Ail work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. __ NAME: (PRINT) CERTIFICATION NO.: SIGNATl'RH & rONSTRUCTION ENGINEFRING TESTING & INSPECTION : 3 T P . OCT - 13 'Si i? 1 1 : -S'S-P.05 - AT INSTALL, 6c.T-is-»e i i i F- . a CCT-is-*s0 11 :« ^r- BVCOP TiO 431 t .OS - AT -:, / -, . ,/ rr-N. • • ' • • /i -/•'->&; w/v/ -//Ir tr r TONSTRUCTION lESTING & ILNGINEERING, INC.E ^-- JL_-Vo _^___ _— __— _~__^^_ • w\_, r!A; ESCONDIDO* TRACY • CORONA »OXNARD • LANCASTER ENGINEERING, INC. PROJECT NAME: PaLfo&~1&&t ADDRESS: 0-Vp? T-^fJLc* raA/^uS. ARCHITECT; -fc^-t^l^ <^^>V^ ENGINEER: 'f^Ljtd^ CONTRACTOR: &Cp£fl. ^t A C & <2INSPECT ION DATE; / O ~~ T ' ^^ PLAN FILE: BLDG PERMIT: __/ U /°V/ OTHER: INSPECTION REPORT Cto&l JX INSPECTION ( ) CONCRETE £^j£^ ( ) MASONRY ( )P.T.CONC. ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( ) BATCH PLANT ( )EXP. ANCHOR ( ) OTHER Material Sampling PAGE ' OF^ CTEJOB* /* - ToOd REPORT # <^ MATERIAL IDENTIFICATION rnNr MIX^PSI fiUdllTMIXil^Sl MORTAR TYPE/PSI RFRARCRADE A 0 /k3<l ^7^6*-* f ST R. STEEL H S ROLT MAS. BLOCK ELECTRODE ( } CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS I INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS /•?_. 'ti. /?.r "f 9 / UwJfrt Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. ^ NAME'(PRINT) ^SIGNATURE: CERTIFICATION NO.: GEOTECHMCAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION c T,CONSTRUCTION AESTING & H/NGINEERING,INC. ESCONDIDO • TRACY • CORONA »OXNARD • LANCASTER ENGINEERING, INC. PROJECT NAME: INSPECTION REPORT PAGE_J_OF__L CTEJOB# JO - REPORT *_*/ ADDRESS: 1 L/ S O ARCHITECT: ENGINEER: CONTRACTOR: INSPECTION DATE: /O* ~7 " PLAN FILE: BLDG PERMIT: °l 8 /& ^ *f OTHER; ____ __ GROUT MIX*/PSI_ INSPECTION $Q CONCRETE ( ) MASONRY ( )P.T.CONC. ( ) FIELD WELD REBAR GRADE ( ) SHOP WELDING SIR. STEEL ( ) PILE DRIVING HS.BOLT MATERIAL IDENTIFICATION CONC.MIXI/PSI MORTAR TYPE/PSI ( ) BATCH PLANT MAS BLOCK, ( )EXP. ANCHOR ELECTRODE (BOTHER r Material Sampling (^CONCRETE ( ) MORTAR ( ) GROUT ( ) F1REPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( } BOLTS L INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS so. // /a. /^ 3^ srf Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) CERTIFICATION NO.: SIGNATURR:^XQ^^/.. GEOTECHN1CAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION - t« fj H T ; 4 6 CCT-- os- 'j"3 OT : -4 .-i ,',M E vci-ir.p. e» No 36433 V - feiil" ^^V^^ ENGINEERING, INC. PROJECT NAME: ADDRESS; CONSTRUCTION TESTING & ENGINEERING, INC ESCONDIDO • TRACY -CORONA -OXNARD 'LANCASTER INSPECTION REPORT PAGE _L OF X- CTE JOB # REPORT » ARCHITECT ENGINEER: CONTRACTOR: INSPECTION ( )CONCRETE ( } MASONRY ( JP.T.CONC. ( ) FIELD WELD MATERIAL IDENTIFEC ATION CONC. MIX*;PSI MORTAR TYPE/PSI REBARGRADE INSPECTION DATE: PLAN FILE: BLDG PERMIT: OTHER:. ___ ( ) SHOP WELDING STR STEEL ( ) PILE DRIVING H.S. BOLT ( } BATCH PLANT MAS. BLOCK. ( )EXP. ANCHOR ELECTRODE 00 OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) STRUCTURAL STEEL { ) BOLTS ) REBAR INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS S^*9 rSterf*tt*•s -ff^7-—-?%/—7^.^ *• Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) _SIONAH'RJ-: CERTIFICATION NO.: a. roiv«TiiiirTION ENGINEERING TESTING & INSPECTION ra *£T& ENGINEERING, INC. PROJECT NAME:/0^^?/^ ADDRESS: 2*/5 f) 1 rt tfro_( <;fSAA ARCHITECT: 5*^ < "?/** < ENGINEER: f(fi-C?(J&l CONTRACTOR: fS W ' (L*£ INSPECTION DATE: /O ' PLAN FILE: BLDG PERMIT: £& ^' OTHER: CONSTRUCTION iESTING & H/NGINEERING,INC. ESCONDIDO* TRACY 'CORONA 'OXNARD 'LANCASTER INSPECTION REPORT PAGE OF CTEJOB# *%&&£> REPORT ft-//?/£ TTijc^'tf 1 PA / A- fM) INSPECTION MATERIAL IDENTIFICATION (XI rnNrRF.TT C.ONC. MIXM>SI 3^3 3 ^CJ^/ T£?^^ { 1 MASONRY GROUT MTXS/PSI S/?/(^ ZtSt-T/ s^f & { ^PT rONC. MORTAR TYPE/PSI C- ^/^ / < L/i 7~> A / (^ ' ( )PIKI.nWF.1O REBAR GRADE' 1 C ^ ./ ( )RMOPWmniNn STR.STFFL ( ) PII P nRivr^r, H.S.BOI.T - y G Q ' JRATPHPI ANT MAS. BLOCK ( 1FXP ANCHOR ELECTRODE ( ) OTHER Material Sampling (X) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( } REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS /A/ S", T 5 f < t'l fJ L /3 A / C A Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) _j CERTIFICATION NO.: 1 SIGNATURE: t GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 02 y^n £ * .**j ,,: IV ^ X- QjTO E«3EPTON TKKEH D MAKE OORSBCT1; n R£w * t Q - o ./ / / c TONSTRUCTION iESTING & ll/NGINEERING, INC.E: ESCONDIDO* TRACY • CORONA -OXNARD • LANCASTER ENGINEERING, INC. PROJECT NAME: ADDRESS: 7 INSPECTION REPORT PAGE OF CTE JOB # / o REPORT # ARCHITECT: ENGINEER: CONTRACTOR: INSPECTION DATE: PLAN FILE: INSPECTION ( )CONCRETE ( ) MASONRY ( )P.T.CONC. ( ) FIELD WELD MATERIAL IDENTIflCATlON CONC. MIX#;PSI___ GROUT M1XWPSL MORTAR TYPE/PSI REBAR GRADE 6 - 9 ff __________ ( ) SHOP WELDING STR. STEEL ( ) PILE DRIVING H.S.BOLT BLDG PERMIT: V *£" / 0 OTHER: ( ) BATCH PLANT MAS. BLOCK. ( )EXP. ANCHOR ELECTRODE Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( }BOLTS INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS , c j X Cwtificaticm of Compliance: Aft work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) CERTIFICATION NO.: /O tf ft SIGNATURE: GEOTECHN1CAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. Suite G Esoondtio, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA 490 E. Princdand a. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 mi VENTURA, CA 1645 Padflc Ave. Suite 105 Onwrd,CA 93033 (805) 486*475 (805) 486-9016 FAX TRACY, CA 392 V. Larch Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th SL V. UnilK Lancaster, CA 93534 (805) 726-9676 (805) 726-9676 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 75° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Pre-Mixed Concrete Co. 3033500 4" II Amb. Temp: 70° Loading Dock Footing 1 @ 7 Days, 2 @ 28 Days 3000 PSI at 28 Days AC Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Design Strength: Tested By: Other 10/26/98 284999 202 50 Minutes 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Lab Control No. 16A 16B 16C Date Tested 11/02/98 1 1/23/98 1 1/23/98 Dimensions in Inches 6x 12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 65,550 86,905 89,190 Compressive Strength PSI 2,320 3,070 3,150 Reviewed by: ElifE. Cetin Date: December?. 1998 Cmi-'Ji. E4.'K,. E74-WI, EHI-W. Conforms With Required Compressive Strength _^ Yes _ No Distribution: 1) BycorGeneral Contractors 1) Smith Consulting 1) City of Carlsbad 1) Job File 1) Firouzi Consulting GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA 2414 Vtoeyinl Ave. Suite G Esoondklo, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA 490 E. Prlncriand a. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2)68 FAX VENTURA, CA 1645 Pacific Ave. Suite 105 Oxnard, CA 93033 (805) 4866475 (805) 4869016 FAX TRACT, CA 392 W. Larch Rd. Suite 19 Tracy. CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th SLW. UnilK Lancaster, CA 93534 (805) 726-9676 (805) 7269676 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 83° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Pre-Mixed Concrete Co. I" Rock, 6 Sack 3033500 4 i/r II Amb. Temp: Footings @ 8.5 to 9/B.2 to B.8 1 @ 7 Days, 2 @ 28 Days 3000 PSI at 28 Days RGH Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Design Strength: Tested By: Other 10/21/98 284002 390 45 Minutes Not Measured 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Lab Control No. 15A 15B 15C Date Tested 10/28/98 11/18/98 11/18/98 Dimensions in Inches 6x 12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 93,560 124,990 123,150 Compressive Strength PSI 3,310 4,420 4,360 Reviewed by: ElifE.Cetin Date:Decembers. 1998 . CI-ll-'Jii. CI71-W,All sii.iipll«n mid losing eonduaed in accordance »iih ASTM Sumbrt Doignalkms Cil-%. C-TJ-'lft. C41-'J4. CTH.-J4. Ctlll-'H E4-'*, ET4-VJ. EI7I-W Conforms With Required Compressive Strength \S Yes No Distribution. I) Bycor General Contractors 1) Smith Consulting 1) City of Carlsbad 1) Job File , CI92-1J.C21I-1)7. C47li-i)4. cSI1-'»7.Cf.n-94, ClliT7-%. I) Firouzi Consulting p:\ig-30QOUabU5.doe GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA • 2414 Vineyard Ave. Suite G Escondklo, CA 92029 (760) 7464955 (760) 746-9806 F« RIVERSIDE, CA • 490E.PrincetandCt. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA • 1645 Pacific Avt Suite 105 Oxnard,CA 93033 (805) 486*475 (805) 486-9016 FAX TRACY, CA 392 W. larch RA Suite 19 Tracy. CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156lOthSLT, UnitK Lancaster, CA 93534 (805) 7269676 (805) 726-9676 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 84° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Pre-Mix 3000 PSIPRK Pump 4033000 5" II Amb. Temp: Panel # 22 1 @ 7 Days, 2 @ 28 Days, I Hold 3000 PSI at 28 Days DS Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Other 10/14/98 281697 60 Minutes Design Strength: Tested By: 4000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Hold Lab Control No. 13A 13B 13C 13D Date Tested 10/21/98 1 1/1 1/98 11/11/98 Dimensions in Inches 6x 12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 109,255 160,240 163,240 Compressive Strength PSI 3,860 5,670 5,770 Reviewed by: ElifE. Cetin Date:November 20. 1998 All wnvH^audi.»iiig conducted to accordances^ FCMBWII. CI1JI. Bt-'JJ, EI71-H7 Conforms With Required Compressive Strength _j^"Yes _ No Distribution: 1 ) Bycor General Contractors I ) Smith Consulting 1) City of Carlsbad 1) Job File 1) Firouzi Consulting P:\10-3000\lab\13.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC SAN DIEGO, CA • 2414 Vineyard Ave. Suite G Escondido, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA • 490E.Prlncehnda Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA • 1645 Pacific Ave, Suite 105 Oxnard, CA 93033 (805) 4866475 (805) 486-9016 FAX TRACY, CA 392 W. Lard) Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th Si W.UmiK Lancaster, CA 93534 (805)726-9676 (805) 726-9676 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Grout Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 82° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Pre-Mix Placement Date: 4000 PSI 1" RK Pump Ticket Number: 4033000 Truck Number: 4 V Time in Mixer: II Admixture: Amb. Temp: Air Content: Panel # 28 1 @ 5 Days, 2 @ 28 Days, 1 Hold 3000 PSI at 28 Days Design Strength: DS Tested By: Other 10/14/98 281829 30 Minutes 4000 PSI CR LABORATORY DATA Age 5 Days 28 Days 28 Days Hold Lab Control No. 14A 14B 14C 14D Date Tested 10/19/98 11/11/98 11/11/98 Dimensions in Inches 6x 12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 108,700 148,775 143,765 Compressive Strength PSI 3,850 5,260 5,090 Reviewed by: EiifJE. CetiiL Date:November 20. 1998 uipltniE :MKI latin* conducted in icconbncc « iih A5TM Stntad Doijiuikau Ci I -91 . OWW. CI.1H-W. CI41-'K).Cni-'«. CJ Conforms With Required Compressive Strength }/ Yes _ No Distribution: 1 ) Bycor General Contractors 1 ) Smith Consulting I) City of Carlsbad 1) Job File . CJII-'il.Cfin-HT. FCII1T7-W. CI2JI.E4-M. E17I-S7 1 ) Firouzi Consulting P:\10-3000\lab\14.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA • 24 14 Vineyard Ave. Suite G Escondido, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA • 490E.PrincdandCt. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA • 1645 Pacific Ave. Suite 105 Oxnard, CA 93033 (805) 4866475 (805) 486-9016 FAX TRACY, CA 392 W. Larch Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 lOthSLW. UnitK Lancaster, CA 93534 (805) 726-9676 (805) 726-9676 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Grout Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 81° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Pre-Mix Placement Date: 3000 PSI1" RK Ticket Number: 3033000 Truck Number: 4 '/r Time in Mixer: II Admixture: Amb. Temp: Air Content: Panel # 38 I @ 7 Days, 2 @ 28 Days, 1 Hold 3000 PSI at 28 Days Design Strength: Contractor Tested By: Other 10/13/98 281340 55 Minutes 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Hold Lab Control No. 12A 12B I2C 12D Date Tested 10/19/98 11/10/98 1 1/10/98 Dimensions in Inches 6x12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 87,350 111,240 111,735 Compressive Strength PSI 3,090 3,930 3,950 Reviewed by: Elif E. Cetin^Date:November 20. 1998 . C4W-1.1A C! 11-41. C6IT-BT. FCIOTT-13. Cmi.E4-«,El7l-B7 Conforms With Required Compressive Strength I/ Yes _ No Distribution: 1) BycorGeneral Contractors I) Smith Consulting t ) City of Carlsbad 1 ) Job File 1) Firouzi Consulting P:\10-3000\lab\12.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. Suite G Escondido, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA 490 E. Princriand a. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA 1645 Pacific Ave. Suite 105 OMard, CA 93033 (805) 4864475 (805) 486-9016 FAX TRACY, CA 392 W. Larch Rd Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th St W. IratK lancaster.CA 93534 (805) 726-9676 (805) 726-9676 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Grout Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 85° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Pre-Mix Placement Date: 3000 PSI I" RK 5.25 Ticket Number: 3033000 Truck Number: 7" Time in Mixer: II Admixture: Amb. Temp: Air Content: Panel # 7 1 @ 7 Days, 2 @ 28 Days, 1 Hold 3000 PSI at 28 Days Design Strength: DS Tested By: Other 10/07/98 280085 45 Minutes 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Hold Lab Control No. I1A MB itc 11D Date Tested 10/14/98 1 1/04/98 1 1/04/98 Dimensions in Inches 6x12 6x12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 78,785 106,990 104,780 Compressive Strength PSI 2,790 3,780 3,710 Reviewed by: Elif E. Cetin Date:November 16. 1998 All amplliig :>iid leatag conducted in Kxonfeu** with ASTM SlwM Dolman™ C3 1-91, C3M6, C13M2, CI43-90.C1TI-93. CM1-91B, C4T1M5A. C3I1-M.C6P-S7. FCIO77.91ClJ31.B4-M.EnM7 Conforms With Required Compressive Strength iX^Yes _ No Distribution: 1) Bycor General Contractors I) Smith Consulting 1) City of Carlsbad 1) Job File 1) Firouzi Consulting RECEIVE P:\io-30oo\lab\n.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, me. ENGINEERING, INC. SAN DIEGO, CA • 2414 Vineyard Ave. Suite G Escondido, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA • 490 L Princehnd Ct. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA • 1645 Pacific Avt Suite 105 Oxnard,CA 93033 (805) 4864475 (805) 486-9016 FAX TRACY, CA 392 W. larch Rd Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th St W. I'nitK Lancaster, CA 93534 (805)726-9676 (805) 726-9676 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PL AN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Grout Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 77° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Pre-Mix Placement Date: 3000 PSI1" RK 5.25 Ticket Number: 3033000 Truck Number: 4'/4" Time in Mixer: II Admixture: Amb. Temp: Air Content: Panel #9 1 @ 7 Days, 2 @ 28 Days, 1 Hold 3000 PSI at 28 Days Design Strength: DS Tested By: Other 10/07/98 279898 25 Minutes 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Hold Lab Control No. IOA 10B IOC 10D Date Tested 10/14/98 1 1/04/98 11/04/98 Dimensions in Inches 6x12 6x12 6x12 Test Area Sq. Inches 28.2 28.2 28.2 Max Load Pounds 72,625 103,375 104,500 Compressive Strength PSI 2,570 3,660 3,700 Reviewed by: ElifE. Cetin Date:November 16. 1998 All anoint and toning conducted to «ccoiitonc« wMi ASIM Stetod Derivation CJ 1-91 3M6. CI3I-VZ. C14VJO.CI73-9J.CI3l-9IB,C4TtW3A.C511-»lC6l7^7. FClCTT7-in. Cllll, E4-91.E171-S7 Conforms With Required Compressive Strength ^/_ Yes _ No Distribution: 1) Bycor General Contractors 1) Smith Consulting 1) City of Carlsbad 1) Job File 1) Firouzi Consulting P:\10-300Q\lat\10.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. Suite G Escondido, CA 92029 (760) 7464955 (760) 746-9806 r« RIVERSIDE, CA 490 E Princetand Ct. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA 1645 Pacific Ave. Suite 105 Oxnard,CA 93033 (805) 4864475 (805) 486-9016 FAX TRACY, CA 392 V. Larch Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th SL W UnilK lancaster.CA 93534 (805) 726-9676 (805) 7264246 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive. Carlsbad. CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Grout Supplier: Mix Description: Mix Number Slump: Type Cement: Concrete Temp: Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Pre Mixed Cone. Placement Date: 3000 PSI Ticket Number: 3033000 Truck Number: 4'/2" Time in Mixer: II Admixture: Amb. Temp: Air Content: Panel 29 Wing Wall I @ 7 Days, 2 @ 28 Days, 1 Hold 3000 PSI at 28 Days Design Strength: LE Tested By: Other 10/02/98 278789 60 Minutes 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Hold Lab Control No. 09A 09B 09C 09D Date Tested 10/09/98 10/30/98 10/30/98 Dimensions in Inches 6x 12 6x12 6x12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 75,215 102,125 101,580 Compressive Strength PSI 2,660 3,610 3,590 Reviewed by: Ejif £. Cetin Date:November 12. 1998 T^Conforms With Required Compressive Strength j^Yes No Distribution: 1) Bycor General Contractors 1) Smith Consulting 1) Firouzi Consulting 1) City of Carlsbad I) Job File P:\10-3000Uab\09.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC, ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. Suite G EscondWo, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA 490 E. Princeland Ct. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA 1645 Pacific Ave. Suite 105 Oxnard,CA 93033 (805) 4866475 (805) 486-9016 FAX TRACY, CA 392 W. Larch Rd Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th SL V. UnitK Lancaster, CA 93534 (805) 726-9676 (805) 726-0246 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 85° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Palomar Transit Mix 3000 Pump 4" 514 yds 403003 4'/4" II Amb. Temp: 71° Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content; Other 09/10/98 853242 833 50 Minutes Between lines ((D5& EO & Lines {4.5 & 5) Slab on grade 1 @ 7 Days, 2 @ 28 Days, 1 Hold 3000 PSI at 28 Days Design Strength: 3000 PSI LE Tested By: CR LABORATORY DATA Age 7 Days 28 Days 28 Days Hold Lab Control No. 06A 06B 06C 06D Date Tested 09/17/98 10/08/98 10/08/98 Dimensions in Inches 6x 12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 61,430 86,365 89,545 Compressive Strength PSI 2,170 3,060 3,170 Reviewed by: ElifE. Cetin Date:October 16. 1998 j jmd I coins conducied in Kconbncc with ASTM Sunkud Detigiuilkmi ClI-'H. C3U-M. Cl.lll-'>2. CU1-W.CI71-W. C31I-91B. C4TO-'J1A. CJI1-M. C6I7-H7. FCH)77-'fl Cull. E4-')1. E17I-H7 Conforms With Required Compressive Strength \S Yes No Distribution: 1) Bycor General Contractors !) Smith Consulting 1) City of Carlsbad 1) Job File 1) Firouzi Consulting P:\10-iaooHab\06.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC, ENGINEERING, INC. SAN DIEGO, CA - 2414 Vineyard Ave. Suite G Escondido, CA 92029 (760) 7464955 (760) 746-9806 m RIVERSIDE, CA • 490 E. Princebnd Ct. Suite? Corona, CA 91 7 19 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA • 1645 Pacific Ave Suite 105 Oxnard, CA 93033 (805) 4866475 (805) 4869016 FAX TRACY, CA 392 W. Lardi Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th StW. UnltK Uncaster, CA 93534 (805) 726-9676 (805) 726-0246 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 85° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Palomar Transit Mix 3000 Pump 4" 54 lyds 403003 3/2" II Amb. Temp: 69° Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Other 09/10/98 853190 59 58 Minutes Between lines (7.5 & 8) & Lines (C5&B8) 1 @ 7 Days, 2 @ 28 Days, 1 Hold 3000 PSI at 28 Days Design Strength: LE Tested By: 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Hold Lab Control No. 05A 05B 05C 05D Date Tested 09/17/98 10/08/98 10/08/98 Dimensions in Inches 6x 12 6x 12 6x12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 63,875 86,575 92,160 Compressive Strength PSI 2,260 3,060 3,260 Reviewed by: Elif E. Cetin JE f-T Date:October 16. 1998 l mnpliiiK .iud igfling conducted In acwriancc with ASTMlttmfiid Deu^iloni C1|J>L C3V-W.. Cl.llt-yi CL41-'«. C171.«.C3J1-VIB,C47(I-'>1A. CM1-U Cfin-K7. FClii7T-')2. C1231, E4-'H. Conforms With Required Compressive Strength \S Yes No Distribution: 1) Bycor General Contractors 1) Smith Consulting I) Firouzi Consulting I) City of Carlsbad 1) Job File F:\10-3000Uab\QS.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. Suite G Esomdkto, CA 92029 (760) 7464955 (760) 746-9806 F« RIVERSIDE, CA 490 E. Princeland Ct. Suite? Corona. CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA 1645 Pacific Ave. Suite 105 Oxnard,CA 93033 (805) 486*475 (805) 486-9016 FAX TRACY, CA 392 V. Larch Rd Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th Si W. UnitK Lancaster, CA 93534 (805) 726-9676 (805) 7264246 FAX REPORT OF COMPRESSION TESTS PROJECT; PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 87° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Palomar Transit Mix 3000 Pump 4" 541 yds 403003 2l/3" II Amb. Temp: 75° Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Other 09/10/98 853462 857 32 Minutes Between lines ((1.5 & I) & Lines (C5&C) 1 @ 7 Days, 2 @ 28 Days, 1 Hold 3000 PSI at 28 Days Design Strength: LE Tested By: 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Hold Lab Control No. 08A 08B 08C 08D Date Tested 09/17/98 10/08/98 10/08/98 Dimensions in Inches 6x12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 41,295 91,550 89,780 Compressive Strength PSI 1,460 3,240 3,180 Reviewed by: Elif E. Cetin Date: Conforms With Required Compressive Strength yS Yes No Distribution: 1) Bycor General Contractors 1) Smith Consulting I) City of Carlsbad 1) Job File October 16. 1998 . CL2J1. E4-11.E171-IIT 1) Firouzi Consulting P:\10-3000\LAfl\08.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC SAN DIEGO, CA • 2414 Vineyard Ave. Suite C, EscondMo, CA 92029 (760) 7464955 (760) 746.9806 FAX RIVERSIDE, CA 490E.PrlncelandCt. Suite? Corona, CA 91719 (909) 37M890 (909) 371-2168 FAX VENTURA, CA • 1 645 Pacific Ave Suite 105 Oxnard, CA 93033 (805) 4866475 (805) 486-9016 FAX TRACY, CA 392 V. Larch Rd Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th St. W. UnitK Lancaster, CA 93534 (805) 726-9676 (805) 7264246 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 86° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Palomar Transit Mix 3000 Pump 4" 514 yds 403003 4" II Amb. Temp: 76° Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Other 09/10/98 853358 836 33 Minutes Between lines (C.d & D) & Lines (2.5 & 3) 1 @ 7 Days, 2 @ 28 Days, 1 Hold 3000 PSI at 28 Days Design Strength: LE Tested By: 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Hold Lab Control No. 07A 07B 07C 7D Date Tested 09/17/98 10/08/98 10/08/98 Dimensions in Inches 6x12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 62,320 102,305 97,890 Compressive Strength PSI 2,200 3,620 3,460 Reviewed by: ElifE. Cetin Date:October 16. 1998 All sinipluiB Mild icainjoinducioj in icomtmce with ASTM SModnd Doignaltoni Cl 1-91. C39-K. C131-91 CI43-mcni-91.CMI-9lB.C4TO-93A.CMl-92.Cr.lTJO, FCIitW.«.CII3l,64J)l.ElTl-*7 Conforms With Required Compressive Strength (/ Yes _ No Distribution: 1) Bycor General Contractors 1) Smith Consulting I) City ofCarlsbad I) Job File I) Firouzi Consulting P:\10-3QOO\LAB\07.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. Suite G Escondklo, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA 490 E. Princeland Ct. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 ra VENTURA, CA 1645 Pacific Ave, Suite 105 Omard, CA 93033 (805) 4864475 (805) 486-9016 FAX TRACY, CA 392 W. Larch Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 F« LANCASTER, CA 42156 10th SI W. UnitK Lancaster, CA 93534 (805) 726-9676 (805) 726-0246 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 90° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Palomar Transit Mix 3000 303005 4!/T II Amb. Temp: 85° Footings I @ 7 Days, 2 @ 28 Days 3000 PSI at 28 Days AC Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Design Strength: Tested By: Other 09/02/98 851687 54759 45 Minutes 3000 PSI CR LABORATORY DATA Ago 7 Days 28 Dnys 28 Days Lab Control No. 03A 03 B 03C Date Tested 09/09/98 09/30/98 09/30/98 Dimensions in Inches 6x 12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 58,040 88,415 90,645 Compressive Strength PSI 2,050 3,130 3,210 Reviewed by: Elif E. Cetin Date:October 12. 1998 AI1«Mi|tliiiS.iiidlcaing™idiia«Uin.ie™daiKcwiMiA CL-lVdl. CHI-'". Cl.11. 'JIB. C4*I-'J1A. CSIUJI. C6P-H7. PCI077-'H CI111,E4-'J1.EI7I-K7 Conforms With Required Compressive Strength t^Ves No Distribution: 1) Bycor General Contractors 1 ^ Smith fun 1) City of Carlsbad 1) Job File 1) Firouzi Consulting F:\io-300QMab\OJ.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. SulltG Escondido, CA 92029 (760) 7464955 (760) 746-9806 TAX RIVERSIDE, CA 490 E. Prtnceland Ct. Suite 7 Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA 1645 Pacific Ave. Suite 105 Oxnard,CA 93033 (805) 486*475 (805) 486-9016 FAX TRACY, CA 392 V. Larch Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th SL w. I'niiK Lancaster, CA 93534 (805) 726-9676 (805) 726-0246 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED; ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 89° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Palomar Transit Mix 3000 303005 3 vr ii Amb. Temp: 85° Spread Footings L, B-7.5, 8 1 @ 7 Days, 2 @ 28 Days 3000 PSI at 28 Days AC Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Design Strength: Tested By: Other 09/01/98 851237 45 Minutes 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Lab Control No. OlA 01B QIC Date Tested 09/08/98 09/29/98 09/29/98 Dimensions in Inches 6x 12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 71,960 115,550 1 12,745 Compressive Strength PSI 2,550 4,090 3,990 Reviewed by: ElifE. Cetin Date:October 12. 1998 l s;uiiplihi;.mdlL-slm|;con(liiclcl] UliKconbnccullll ASTMSl»*rtDai|{nilli(HisC11-vl. C3'M«i. Cl-lM-'JI, CUl-Wl C17V)3.C11I-91B,C4TO-')1A CJ11-»1. Clil7-*7. FCi"'1-'l2 CI211. E-I-'". EI7I-K7 Conforms With Required Compressive Strength i^XVes _ No Distribution: 1 ) Bycor General Contractors I ) Smith Consulting 1 ) Firouzi Consulting I ) City of Carlsbad 1 ) Job File F:\iO-3000Uab\Oi.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. Suite G Esomdido, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA 490 E. Princtlaitd Ct. Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA 164; Pacific Ave. Suite 105 Oxnard, CA 93033 (805) 4864475 (805) 4869016 FAX TRACY, CA 392 V. Urtfi Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th St V. UnitX Lancaster, CA 93534 (805) 726-9676 (805) 726-0246 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Grout Other Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 89° Location of Placement: Special Test Instruction/Remarks: Required Strength (FC): Samples Made By: Palomar Transit Mix 3000 303005 4 '/." II Amb. Temp: 85° Footings, Line 5 I @ 7 Days, 2 @ 28 Days 3000 PSI at 28 Days AC Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Design Strength: Tested By: 09/01/98 851356 54835 50 Minutes 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Lab Control No. 02A 02B 02C Date Tested 09/08/98 09/29/98 09/29/98 Dimensions in Inches 6x 12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 56,665 85,300 88,710 Compressive Strength PSI 2,000 3,020 3,140 Reviewed by: ElifE. Cetin £-r-Date:October 12. 1998 All sampling ai*H«(iii( condoled ta «eonJiincc w^^^^ FC1II77-'I2. CI21I. E4--J1. EIT1-*! Conforms With Required Compressive Strength J^fes _ No Distribution: 1) Bycor General Contractors 1) Smith Consulting I ) City of Carlsbad 1 ) Job File 1) Firouzi Consulting Fi\10-3000\lab\02.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. Suite G Escondklo, CA 92029 (760) 7464955 (760) 746-9806 FAX RIVERSIDE, CA 490 E. Princeland Ct. Suite? Conm.CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTURA, CA 1645 Pacific Ave Suite 105 Oxnard, CA 93033 (805) 4864475 (805) 486-9016 FAX TRACY, CA 392 W. Larch Rd. Suite 19 Tracy. CA 95376 (209) 839-2890 (209) 839-2895 F« LANCASTER, CA 42156 I Oth StV. UnttK Lancaster, CA 93534 (805) 726-9676 (805) 726-0246 FAX REPORT OF COMPRESSION TESTS PROJECT: PROJECT ADDRESS: CONTRACTOR: PLAN FILE NO.: BUILDING PERMIT NO.: Palomar Tech Center II 2450 Impala Drive, Carlsbad, CA Bycor Contractors 98-1099 PROJECT NO: TO BE BILLED: ARCHITECT: ENGINEER: SPEC NO.: 10-3000 The Mueller Company Smith Consulting Firouzi Consulting SAMPLE DATA REPORT OF: X Concrete Mortar Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 89° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Palomar Transit Mix 3000 303005 4" II Amb. Temp: 85° Footings, Line A at 5 I @ 7 Days, 2 @ 28 Days 3000 PSI at 28 Days AC Grout Placement Date: Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Design Strength: Tested By: Other 08/31/98 850966 54059 60 Minutes 3000 PSI CR LABORATORY DATA Age 7 Days 28 Days 28 Days Lab Control No. 04A 04B 04C Date Tested 09/07/98 09/28/98 09/28/98 Dimensions in Inches 6x 12 6x 12 6x 12 Test Area Sq. Inches 28.27 28.27 28.27 Max Load Pounds 68,885 97,530 94,456 Compressive Strength PSI 2,440 3,450 3,340 Reviewed by: Elif E. Cetin Date:October 12. 1998 C(,17-H7. FCHI7T-W. C1I1I. E4-'J1.EI71-K7wwiduticd In accordance »iih ASTMSumbrd Doigiuitons O I -'H, CJ't-Sfi. C l.i»-')2. CU1-W. CI71-')!. CIIL-'IIB. C470-.HA. Conforms With Required Compressive Strength lSVes _ No Distribution: 1 ) Bycor General Contractors 1 ) Smith Consulting 1 ) Firouzi Consulting 1) City of Carlsbad I ) Job File F:\10-J000\lab\m.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION TO VINJE & MIDDLETON ENGINEERING, INC. 24§p Vineyard Avenue Suite 1,02 ESCONDlDO, CALIFORKilA 92029-1 229 Phone:(760)743-1214 Fax: (760) 739-0343 Co. THE FOLLOWING WAS NOTED: FIELD REPORT DATE JOB NO. PROJECT LOCATI OWNER WEATHER &. V L o,j\ PRESENT AT SITE o^ [\TNftfN. |\\\ 'AFF GEOLOOIST/ENGINEER/ENG. GEOLOGIST RCE/GE/CEG NUMBER CUENT REPRE HOURS ARRIVE Tl'OO _ LEAVE5 * W^ 3: DO HOURS ON SITE 3-0 HOURS TRAVEL O-TSx^- V5> TOTAL HOURS V V4 REGULAR it* ** , OVERTIME PHOTOS THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF Hl$ RESPONSIBILITY^© BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES TO VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue Suite 1 02 ESOONDIDO, CALIFORNIA 92029-1229 Phone:(760)743-1214 Fax: (760) 739-0343 Jo ^ ^ V^^xA WX/V^A E FOLLOWING WAS NOTED: FIELD F OWE j \ \\H^\ lEPORT JOB NO. PROJECT / LOCATION '^"i / _ -V'v^C'Acx -^\ \ / \^- Vi^xX CONTRAOTOR OWNER PRESENT AT SITE V\A -\ CS^VO WEATHER , O\^O\" / ^\\&J ^ A \ Cc^/\ \fL o u . \W ^\jA \W. L r A \FI6» IHSPECTDRSTAFF QEOLOG1ST/ENGINEER/ENG. GEOLOGIST CUENT REPR HOURS ARRfVE LEAVE HOURS ON SFTE 7.. "SB HOURS TRAVEL TOTAL HOURS V\.T5 EGULAR OVERTIME PHOTOS THIS REPORT DOES NOT RELIEVE3THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES Trr^v-^'ya^gsfTiip^ i FIELD REPORT VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue Suite 102 ESCONDIDO, CALIFORNIA 92029-1229 Phone:(760)743-1214 Fax: (760) 739-0343 TO /Mr. - fcvJb THE FOLLOWING WAS NOTED: > ^_by ^A; -fe * ggJL (T" it)}II !**!)?_ FIELD WSreWOFVSTABPWEOLOOrar/ENGINEEWENG. GEOLOGIST RCE/GE/CEG NUMBER CUENT REPRESENTATIVE HOURS ARRIVE LEAVE.HOURS ON SIT1 HOURS TOTAL HOUF OVERTIME PHOTOS THIS REPORT DOES NOT RE UEVB.THFCONTRACTOR OF HIS PER THE PLANS, SPECIFICATIONS AND ALL APPLIC SIBILITY TO BUILD CODES VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue Suite 102 ESCONDIDO, CALIFORNIA 92029-1229 TO -^—// I/'* Phone:(760)743-1214 Fax: (760) 739-0343 te\j 11^- C n.>i~/ ' > JL^4. V—C-/ ' THE FOLLOWING WAS NOTED: FIELD REPORT DATE ..JOB NO. PROJECT LOCATION CONTRACTOR OWNER WEATHER PRESENT AT SITE f f Upfa/i yi'i*. (J# . v)^r Jr > H , f In ^v -f/flQ Ji V!,, V . Mo t ^^i YP >X.~t ^/^M ijr AtJMT n -/•» f iu/^k* r ii^ r fj.^4- / >) INSPEffTOWSWFF GE^QLOGIST/ENGINEER/ENG. GEOLOGIST RCE/GE/CEG NUMBER ^ ' ''' t/\jJs ~]/.fM^ ^HOURS ARRIVE LEAVE HOURS on SfTE HOURS TRAVEL TOTAL HOURS Y, OVERTIME PHOTOS THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIST4KPCy>BTBlLITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES GENERAL LABOR NORTH CAROLINA CHARLOTTE (704)523-1865 Temporary Services MESA GLENDALE TUCSON ARIZONA 602602 602 898-1924 842-3338 882-7008 CALIFORNIA SAN DIEGO (619) 584-7813 * - "When You Need Extra Help. ..You Can Count On Us!" VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue Suite 102 ESCONDIDO, CALIFORNIA 92029-1229 Phone:(760)743-1214 Fax: (760) 739-0343 TO M r. THE FOLLOWING WAS NOTED: > FIELD REPORT DATE JOB NO PROJECT LOCATION f\ CONTRACTOR OWNER WEATHER AAvdl+s cue>. \ P*ffy SSCNTAT5ITF TPRESENT AT SITE A). f$ig, g^-f RCE/tiE/CEa NUMBER CLIENT HEHKSENTATlVt OVERTIME " | PHOTOS THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD Dl &MC GERAD C. GRIFFITH REGISTERED SPECIAL INSPECTOR 3962 ECOCHEE AVENUE SAN DIEGO. CA 92117 Phone (858) 274-8379 SPECIAL INSPECTOR'S REPORT Covering work performed which requires approval by the special inspector of: SHOP WELDING PROJECT: Ftorexpo FILE: R04K13 ADDRESS: 1900 Kellogg Avenue, Carlsbad, CA REPORT DATE: 11/13/04 PERMIT NUMBER: CB022962 PLAN FILE NUMBER: N/A Material Type, Grade, Source: A500, A108, A706 & A36 Steel; E71T-11 Electrode. INSPECTION DATE REPORT 08/17/04 Performed Shop Welding Inspection @ Gorky's Welding, 8115 Wing Avenue, El Cajon. Individual components inspected for compliance with shop and approved drawings include: - Tube steel stair columns designated 114A -117A, Work inspected conforms with approved plans and specifications * * * Inspection performed byjjSerad C. Griffith 279 Signature of Special Inspector1 ( Certification # cc: City of Carlsbad Gorky's Welding File EsGil Corporation In ^Partnership with (government for 'Building Safety DATE: June 12, 1998 JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 98-1099 SET: II PROJECT ADDRESS: 2450 Impala Dr PROJECT NAME: Industrial Building (Shell Only) 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. 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: 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: 1. Plumbing plans must be signed. 2. Show efcit signs for both the stairways at the second floor. 3. 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. By: Abe Doliente Enclosures: Esgil Corporation D GA D CM D EJ D PC 6/3/98 \ trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4- (619)560-1468 + Fax (619) 560-1576 " - * .-i i ~Ti :-t r i • i- • EsGH Corporation In Partnership vfitfi government for tBuifaing Safety DATE: April 29, 1998 Q APPLICANT JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 98-1099 SET: I PROJECT ADDRESS: 245O Impala Dr PROJECT NAME: Industrial Building (Shell Only) 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. 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: Smith Consulting Architects 5355 Mira Sorrento PI, Suite 650, San Diego, CA 92121 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: Smith Consulting Architects Telephone #: 452-3188 Date contacted: (by: ) Fax #: 452-3907 Mail Telephone Fax In Person REMARKS: By: Abe Doliente Enclosures: Esgil Corporation D GA D CM • EJ D PC 4/20/98 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619)560-1468 + Fax (619) 560-1576 ^ Carlsbad 98-1099 April 29, 1998 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 98-1O99 OCCUPANCY; B/F-1 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: ? SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: AprU 29, 1998 JURISDICTION: Carlsbad USE: Office, manufacturing (Shell) ACTUAL AREA: 42,450 SF STORIES: 2 HEIGHT: OCCUPANT LOAD: 293 (Verify at T. I.) DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/20/98 PLAN REVIEWER: Abe Doliente 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 98-1099 April 29, 1998 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 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. 3. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. 4. Clearly designate any side yards used to justify increases in allowable area based on Section 505. 5. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1013.1. 6. Show two sources of power for the lamps at exit signs. Section 1013.4. 7. Show that exits are lighted with at least one foot candle at floor level. Section 1012.1. 8. Show separate sources of power for exit illumination. (Occupant load exceeds 99). Section 1012.2. 9. 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. 10. Provide a copy of the updated project soils report prepared by a California licensed architect or civil engineer. See page 14 of the soils report dated Novembers, 1998. JTJLn' • Mr-—"•• Carlsbad 98-1099 April 29, 1998 11. 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. (When required by the updated soils report). 12. All tilt-up concrete walls shall be anchored to floor, mezzanine and roof diaphragm. The required anchor is a tension anchor that directly connects the wall to the diaphragm. This must be separate from anchors that are loaded in shear. This requirement is based on the research made by the Structural Engineers Association of California that the shear anchors do not have an unused margin of strength to tolerate tension anchorage forces. Refer to detail 4 on sheet SD-3 of the plans. Section 1611. 13. 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 REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION X • STRUCTURAL CONCRETE X • FIELD WELDING X • HIGH-STRENGTH BOLTS X • DESIGNER-SPECIFIED X 14. 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. 15. On the cover sheet of the plans, specify any items that will have a deferred submittal (roof joists, girders and floor joists, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 16. Specify plywood grade and panel span rating. Table 23-I-S-1. The minimum index number for 3/4" plywood is 40/20. Carlsbad 98-1099 April 29, 1998 TITLE 24 DISABLED ACCESS 17. 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 18. Revise the allowable area analysis for the building. The maximum allowable area for one story is 39,600 SF and for two stories is 52,800 SF. 19. Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylights, per Section 106.3.3: a) Manufacturer's name. b) Model name/number. c) ICBO approval number, or equal. 20. Complete and recheck all the call-outs and cross references to the details. 21. Provide a key plan or cross references for the structural calculations and the plans. Include roof and floor framing, roof and floor diaphragms, columns and footings. 22. Provide structural calculations for the panels supporting the girders, (roof only and both roof & floor girders). 23. Show the required continuous footings (3'-0M wide) as called out on page 58 of the structural calculations. Refer to sheet S-3 of the plans. 24. Please see the following corrections for plumbing. 25. 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. 26. 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: a Yes a No Carlsbad 98-1099 April 29, 1998 27. 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. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen • PLUMBING (1994 UNIFORM PLUMBING CODE) 1. Show main roof drainage sizing and overflow roof drainage sizing as per UBC, Section 1506, and UPC, Appendix 'D'. The architectural sheets reference non- existence notes and the plumbing sheets. Why do the plumbing sheets only show one drain symbol for the southern 2/3 of the roof area VS. two drain symbols for the north roof area? 2. Provide scupper sizing calculations, for main roof drainage and overflow roof drainage as per UBC, Section 1506, and UPC, Appendix 'D'. (If necessary) 3. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. City of Carlsbad Policy 84-35. Note: If you have any questions regarding this plan review list please contact Eric Jensen 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: (1) Any building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public. (2) Any sanitary facilities which are made available for the public, clients, or employees in such accommodations or facilities. (3) 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 98-1099 April 29, 1998 SITE PLAN REQUIREMENTS 1. Clearly show that the site development arid grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B. 1. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc. DISABLED ACCESS PARKING SPACES 2. 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 11B-7 the minimum number of spaces is: a) 1 for each 25 spaces up to 100 total spaces. b) 1 additional space for each 50 spaces for between 101 and 200 total spaces. NOTE: A MINIMUM OF 6 HANDICAP SPACES REQUIRED. 3. Revise site plan to show that the accessible spaces are located, per Section 1129B.1 as follows: a) On the shortest possible route to an accessible entrance, when serving a particular building. b) Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking (i.e. strip centers). 4. Revise site plan to show that accessible spaces comply with Section 1129B.4.1 as follows: a) Single spaces shall be 14'0" wide and outlined to provide a 9'0" parking area and a 5'0" loading and unloading area on the passenger side of the vehicle. ENTRANCES AND CIRCULATION 5. Revise plans to show that all entrances, and exterior ground level exits, are accessible, per Section 1001.9.1. 6. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 1114B.1.2. Carlsbad 98-1099 April 29, 1998 DRINKING FOUNTAINS 7. Plans shall indicate that the proposed water fountains comply with Section 1117B.1 as either: a) Located completely in an alcove, >32" in width and ^18" in depth. b) Positioned to not encroach into accessible pedestrian ways. TELEPHONES 8. Plans indicate public telephones (or public pay phones) are provided. Revise plans to show, or note compliance with the following, per Section 1117B.2 • GENERAL ACCESSIBILITY REQUIREMENTS • SIGNAGE 9. Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille. Section 1117B.5, 10. Provide a note on the plans stating that the signage requirements of Section 1117B.5 will be satisfied. 6-09-1998 2:S9PM FROM SMITH .CONSUL TING-OUT 6194523907 P. 2 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 2AS& |mftubx» £y. PLAN CHECK NUMBERr^dG^ OWNER'S NAME: fl/WU/ 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 inspectors) as required by Uniform Building Code (UBQ Section 1701 I 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 requij^d by UBC Section 106.3 5 for the construction project located at the site listed above. SIGNED 1. List of work requiring special inspection: EX] Soils Compliance Prior to Foundation Inspection £3 Structural Concrete Over 2500 PSI Q Prestressed Concrete H) Structural Masonry O Designer Specified Field Welding High Strength Bolting Expansion/Cpoxy Anchors Sprayed-On Fi rep roofing Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. VINJE & MIDDLETON B. PSI TESTING (760)743-1214 FOR SOIL (619M5S-0544 FOR ALL OTHERS 3. Duties of the special inspectors for the work listed above: A. AH cast in place concrete except slab on-grade and site work as identified on sheet S-l B. During placement of bolts in concrete as identified on details sheets. C. During placement of reinfQrcmgjteel in .grade beams and frlt-_up p-an_els_and_p_lacement of misc. steel embeds as identified on detail sheets. „____________ . D. All structural fieldwelding or shop welds at any location other than theshop_o_fan_appfoved Fabricator. See structural steel notes on sheet S-l, ___ E. Dunne placement of all high-strength bolts as identified on the detail sheets F. Verity soil conditions are inj&nformancc with the soil report. See foundation notes on sheet S-l. _ . G. Verify that foundation excavations extend to proper depth and bearing strata. See foundation notes on sheet S-l. Special intpectofs thill cheek in with th« City And present their credentials for approval priofto beginning work on the job she. SIP 4997 ^ Carlsbad 98-1099 April 29, 1998 JURISDICTION: Carlsbad VALUATION AND PLAN CHECK FEE PREPARED BY: Abe Doliente BUILDING ADDRESS: 2450 Impala Dr BUILDING OCCUPANCY: B/F-1 PLAN CHECK NO.: 98-1099 DATE: April 29, 1998 TYPE OF CONSTRUCTION: V-N 1 BUILDING PORTION Industrial Shell Bldg Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft-2) 42,450 SF 42,450 SF VALUATION MULTIPLIER 26.00 1.80 VALUE ($) 1,103700 76,410 1,180,110 • 1994 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ 3,857.00 • 1994 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 2,518.75 Type of Review: • Complete Review Q Structural Only d Hourly O Repetitive Fee Applicable O Other: Esgil Plan Review Fee: $ 2,005.64 Comments: Sheet 1 of 1 rnacvalue.doc 5196 City of Carlsbad Engineering Department 9>DATE: (j BUILDING ADDRESS: _ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER^OQ ~~ CM-7 BUILDING PLANCHECK CHECKLIST PLANCHECK NO.:/Q ESt. VALUE: j f ENGINEERING DEPARTMENT APPROVAL 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: DENIAL Please see^4t)e attached report of deficiencies marked rfith D. $lake necessary corrections to plans or specmeations for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By:Date: By: FOR OFFICIAL USE ONLY ENGINERING 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: Danna Trigs City of Carlsbad Address: 2075 Las Palmas Dr.. Carlsbad. CA 92009 Phone: (619)438-1161, ext. 4374 CFD INFORMATION Parcel Map No: ^^ Lots: Recordation: Carlsbad Tract: A-4 . CA 92009-1576 - (76O) 438-1161 . FAX (76O) BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan >rth Arrow £ Existing & Proposed Structures ixisting Slraet Improvements tr\ to scale.*u t »how; ight-of-Way Width & Adjacent Streets Driveway widths 2. Show on site plan: A. Drainage Patterns A^> P*2-<~ O^>a <3v5~- "7 \3> 1. Building pad surface drainage must maTniain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. 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 Q G 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. 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 pf(^Q DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. Q Q Q 4b. All conditions are in compliance. Date: H:\WORD\OOCS\CHKLST\Buldlng Ptanchack CKlst BP0001 Form OT.doc BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS *ST/ 2ND/ 3RD/ Q Q Q 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 V* 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: IMPROVEMENT REQUIREMENTS O Q Q 6a. All needed public improvements upon and adjacent to the building site must be 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 ,6n 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: Q 6b. 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: H:\WORD\DOCS\CHKLST\BulUing PttnctMCk Ckbt BP0001 Form DT.doc & BUILDING PLANCHECK CHECKLIST A sw ond/ ord/ Q Q Q 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: Q 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent 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. Q Q Q 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). Write "No Grading" on plot plan if none is required. Q Q Q 7b. Grading Permit required. A separate grading plan prepared by a registered Civil 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: Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.tow J.. Q Q 7d.No Grading Permit required. Q Q 7e.lf grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-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: ~* V**- */tJg— *AAV**-/ H:\WORD\DOCS\CHKLST\8uilding PMnctiecK Cktst BP0001 Form DT.doc BUILDING PLANCHECK CHECKLIST 9, A SEWER PERMIT is required concurrent with the building permit issuance. fee is noted in the fees section on the following page. The 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: Date: CK Q 11. 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 occurs first. 12. STRequired fees are attached Q No fees required dditional Comments: H:WVORDV3OCSVCHKLST>Buidlno PUndwck CUM BP0001 Fonn DT.Ooe ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. PC Calculation based on building plancheck plan submittal. ~ ffldg. Permit No. °l & Prepared by£)Date: (p[ \( I tffo Checked by: EDU CALCULATIONS: List types and square footages for all uses. Types of Use:^^_M_ &»- Date: APT CALCULATIONS: List types and square footages for all uses. Types of Use:-/i7f Sq. Ft./Units:ADT's: FEES REQUIRED: PUBLIC FACILITIES FEE REQUIRED: D YES D NO (See Building Department for amount) WITHIN CFD: C^YES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) D NO * ®Sz. e PARK-IN-UEU FEE FEE/UNIT: PARK AREA: X NO. UNITS: . TRAFFIC IMPACT FEE ADTsAJNITS: . BRIDGE AND THOROUGHFARE FEE ADT'sAJNITS:.X FEE/ADT: FACILITIES MANAGEMENT FEE UNIT/SQ.FT.:4£l 5. SEWER FEE PERMIT No. EDU's: BENEFIT AREA EDU's: S. DRAINAGE FEES ACRES: r. SEWER LATERAL ($2.500) ZONE: = » ~f I TOTAL OF ABOVE FEES*: $73 *NOTE: TWs calculation sheet Es NQT a complete Hst of all fees which may be due. Dedications and Improvements may also be required with Building Permits. ni/99/97 City of Carlsbad Public Works July 16,1998 Muller Impala, LLC 100 Pacific, Suite 350 Irvine, CA 9261 8 RE: Permission to grade on property located at 2450 Impala Drive and more particularly described as Parcel 2 of Map 12855 recorded August 15, 1983 in the County of San Diego. In accordance with Building Plan CB 981099, on file with the City of Carlsbad Building Department, the City finds that: 1) a grading permit is not required for grading of the aforementioned property per Section 15.16.060(A)(8) of the Carlsbad Municipal Code and 2) all issues from all departments concerned have been satisfied regarding said application for building permits with the exception of obtaining graded pad certification. Therefore, authorization is hereby granted to Muller Impala, LLC, property owner of the above described property, to grade said property in conformance with Building Plan CB 981099. As a condition of said grading, the person or company doing the grading shall maintain all safety and erosion control measures until the grading work is complete and stabilized against erosion in accordance with City Standards. Sincerely, ROBERT J. WOJCIK, P.E. Principal Civil Engineer c: Engineering Department - Inspection Division Building Department - Inspection Division Smith Consulting Architects nnslPeonfsslon to Grade on Property Letter ' """ ' ~ T7Z598as PaTmaslBr. ^Carlsbad, CA 92OO9-1576 • (76O) 438-1161 • FAX (760) 431-5769 LUSARDI CONSTRUCTION COMPANY Building Construction Engineering Construction Civil Engineering State License 207287 September 18, 1996 Ms. Michelle Masterson Engineering Department City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 Re: PC #96-1609 - Hubbard Building 2450 Impala Drive APN #209-041-2000 Dear Michelle: In our telephone conversation today we discussed the Drainage Fee for this project. It is our understanding the fees are to be charged at $5,532 per acre of property. As you can see by the attached digitized map of the property approximately 53% of this parcel is unusable due to the extremely steep slope on the Northern boundary. The area calculations for the site are as follows: Usable Site Area 94,411 SF Slope Area 106,134 SF Total Site Area 200,545 SF 2.17 Acre (47%) 2.43 Acre (53%) 4.60 Acre (100%) Given this information we wish to request the City of Carlsbad calculate the drainage fees for this project based upon the net usable site area of 2.17 acres giving a drainage fee of $12,004.44. If you have any questions or need any further information please do not hesitate to call on us. Sincerely, Lusardi Construction Com pa m Scott D. Staley Senior Project Manager SDS:mls\2286918.001 Attachments cc: Don Hubbard - Hubbard Contracting, Inc. Frank Finney - Helix Engineering 1570 Linda Vista Drive, San Marcos, Ca. 92069-3880, (619) 744-3133 FAX (619) 744-9064 *•'oo O O I- Ou> oto o_ M I—Io> a aIf N M0) ~«IV U»—• H H«(/) <t> <t>G PI Q>CO 0>ooc3 .£* Mito rtrt —.0)\O| h-«Ot~'h-»l-tt-'Ot-'t-* lOOj^l ^.. j—t (—> CO* OO O*t^l 0^ G) **J **J *•*» U) ^D (^ 0^ r^ ^^i-t Motrtvoo>t-*OHjt-1 cno^ ^_ . M M i-( . {,1 (,i ,—, .•">U>1<» • (DOOM|i>.Ji>00'<VDpOA.a.-J-^JO>Mrt- • 50IOQ.t rt W M ^1 ^l M ( if l_p.l WJ M~ & —- OMi 6o^«O rt ~ — 0> —ro roM Wto to00 00 ro o tort rtM o>(0 oiTj G U) IVa> a>0) Q) n o »-3H n gre c fca —— n> ort *-3 anan o~~ H o> a a cn> n N MAt Ah» IV(0 ID U>,Q — M Kc w <D n>0> G 0> 0> W D HM •••-•" *ttarf* 0) M. Mirt rtlpi — ni niw h h'O G (D (Dm hrj fli pi LJ» iTrt ^^^ ^-1^ fl> fS 6 ort 1-3 t3 i-3^ fifl ttrt T< ai a auc w0> C3 U> U>ai rt>0* 0) (A n H OM — U)U) ^DH •o> ron MIO rtCrt tu~ ritof»-aHP. Srt o oO uimMi (Oft •Q> Mi2 *"*;o!O) «G n>m ryt-3 §^o 6t-3 O ro|51to >i—i hrt f~+ *t**r «b^MOO o CO 619 481-8574 HELIX ENGINEERING SERVICE CIVIL ENGINEERING — LAND PLANNING 723 SANTA CAMELIA DRIVESOLANA BEACH, CALIF. 92O75 FRANK B. FINNEY, R.C.E. 10109 City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 August 7, 1998 Ref: Parcel 2, Palomar Tech Centre 2450 Impala Drive, Carlsbad, CA Attn: Engineering Dept., Michele Masterson A recent visit to the above site has indicated that this building pad has been graded to the elevations as shown on the plans and is ready for foundation construction. Very truly yours, Frank B. Finney R.C.E. No. 10109 cc: Mr. R. G. Wade, The Muller Co FBF/djf H95-8 o PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No.Address 24SD lmp/7J<X, Phone (61 9} 438-1 1 61 , extension 4^2 S" APN: I Type of Project & Zoning: M-* &. Net Project Density:DU/AC CFD ll Circle One General Plan: PI /Q 3 Facilities Management Zone: ^ .Date of participation: Remaining net dev acres: (For non-residential development: Type of land used created by this permit:^ ) Legend:X Item Complete Environmental Review Required: DATE OF COMPLETION: Item Incomplete - Needs your action YES NO y TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required:YES NO V TYPE •_^—n-v. J\ DATE PROJECT OTHER RELATED CASES: PRg - 33 Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval: D/h\jidjL ^X, \jLJ)Yfte\inc. Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES_ CA Coastal Commission Authority? YES NO X^ 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): NOCoastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1} Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2} Complete Coastal Permit Determination Log as needed. •N- Inclusionary Housing Fee required: YES NO X (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (Enter CB #; UACT; NEXT12; Construct housing Y/N; Enter Fee Amount (See fee schedule for amount); Return) Site Plan: 1. 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. 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Required -2 * Required — Required Required /£' 2. Accessory structure setbacks: N/A Front: Required Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: 4. Height: 5. Parking: Spaces Guest Spaces Additional Comments S Required Required Required Required Required * Required 5S* W\6j{ HS* ft"- pAJCc+T&H Required Required i££^ fifLji '& fjj^ $ Shown 20 Shown Shown Shown >/0* Shown Shown Shown Shown Shown Shown Shown V- Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE MORTAR FILLED BLOCK WALL PER CITY OF CARLSBAD MASONRY FENCE DETAlL(BID-7) REFUSETRUCK LOADING APPROACH 0.5X (TYP). OPTIONAL RECYCLABLE CONTAINERS INSTEAD I I >M! OF^BW-4 EACAx^ •-IH-^IJ—** I ^*—•i Q.5X (TYP) • FERROUS METAL Watt"AREA DRAW (TYP) I-Ji 6" MOW STRIP(TYP) W.IERE APPLICABLE B 3" PROTECTION POST (MOD WK16) LEVEL LOADING i (CONCRETE) DRAIN AWAY (TYP) TYPE A« DRWE AND LOAD PROMT APPROACH CURB GATE STOP(TYP) 13.0' 48'-F ACCESS WAY Z2E 48" 12»l 1_ J__,___ J._ 4 12" l TRASH BIN j i lliilt~I"IT~"' tT •^ • L A > r— —— "» l JRECYCLABLB i l l H \( \*h u i' |V M 1\ •— . r-J i ^x *^il\ / fi \ Mil \ \^\li^^§CONCRETE r-i'-A'T (ttPr-uKL.-•" ^T /koLL OUT! \ GATE CANE\ SECURING \ BOLT (TYP) GATE HINGE(TYP) CONNECTION P REFUSE TRUCK LOADING APPROACH /i s\\/' V O.SR (TYP) n LOADING AREA (CONCRETE) 15.0'(MIN.) CLEAR OVERHEADTO 25.0 FT.(MW.) HBGHT 7.5'(MIN.) 3.0' CONCRETE * CLEAR OVERHE TCL TYPE B- DRIVE AND LOAD SIDE APPROACH HEIGHT x 8" FOUNDATION . AC OVER 6 CLASS 3E A.B. (MIN.) DRAIN TO BMP SECTION A-A 13.0' —cj p31_^_ __^_l ^_i_ (""— 1 T^ ^ "' -.1 6T(TYP)r SECTION B-B SHEET 1 OF 2 SUPPLEMENTAL STANDARD NO. REV, IAPPRGVFD (DATE CITY OF CARLSBAD REFUSE BIN ENCLOSURE FOR 3 CUBIC YARD BINS NOTES: 1. LOCATION OF REFUSE BIN ENCLOSURES SHALL BE APPROVED BY THE PLANNING DIRECTOR AND THE CITY ENGINEER. ENCLOSURE SHALL BE OF SIMILAR COLORS AND/OR MATERIALS AS THE PROJECT TO THE SATISFACTION OF THE PLANNING DIRECTOR. 2. 3. 4. THE ENCLOSURE SLAB AND LOADING AREA SHALL BE LEVEL IN ORDER TO FACILITATE THE ROLLING OF BINS FOR LOADING POSITIONING. GATES SHALL BE MOUNTED SO THAT THEY SWING FULLY OPEN WITH NO PROTRUSION INTO THE PATH OF THE BIN. TOE GATES SHALL HAVE CHAINS. HOOKS OR PIN STOPS AT THEIR FULL OPEN POSITION TO HOLD THEM OPEN. ALL GATE CONNECTION LATCHES, SECURING BOLTS, FRAMING, AND HINGES SHALL BE HEAVY DUTY TYPE AND PAINTED OR TREATED AGAINST CORROSION. 5. GATE MATERIALS TO BE APPROVED BY PLANNING DIRECTOR. 6. POSITIVE DRAINAGE AWAY FROM THE ENCLOSURE AND LOADING AREAS SHALL BE PROVIDED AND MAINTAINED. 7. ALTERNATIVE CONFIGURATION AND LOCATION OF THE ACCESS WAY MAY BE ACCEPTABLE ON A CASE BY CASE BASIS PROVIDED NO PORTION OF THE TRASH BINS ARE DIRECTLY VISIBLE TO THE PUBLIC. 8. LOADING AND ENCLOSURE AREA DRAINAGE SHALL BE INDEPENDENT AND DRAINED TOWARDS AN APPROVED SITE BMP. 9. DEVELOPMENT PROJECTS SHALL INCORPORATE THE REQUIREMENTS OF THE "MODa ORDINANCE OF THE CALIFORNIA INTEGRATED WASTE MANAGEMENT BOARD RELATING TO AREAS FOR COLLECTING AND LOADING RECYCLABLE MATERIALS". 10. AREAS FOR RECYCLING SHALL BE ADEQUATE IN CAPACITY, NUMBER AND DISTRIBUTION TO SERVE THE DEVELOPMENT WHERE THE PROJECT OCCURS. 11. RECYCLING AREAS SHALL BE SECURED TO PREVENT THE THEFT OF RECYCLABLE MATERIALS BY UNAUTHORIZED PERSONS WHILE ALLOWING AUTHORIZED PERSONS ACCESS FOR DISPOSAL OF MATERIALS. 12. RECYCLING AREAS OR THE BINS AND CONTAINERS PLACED THEREIN MUST PROVIDE PROTECTION AGAINST SEVERE ENVIRONMENTAL CONDITIONS WHICH MIGHT RENDER THE COLLECTED MATERIALS UNMARKETABLE. 13. A SIGN CLEARLY IDENTIFYING ALL RECYCLING AND SOLID WASTE COLLECTION AND LOADING AREAS AND THE MATERIALS ACCEPTED THEREIN SHALL BE POSTED ADJACENT TO ALL POINTS OF ACCESS TO THE RECYCLING AREAS. 14. EACH RECYCLING AREA WITHIN A MULTI-FAMILY RESIDENTIAL DEVELOPMENT SHALL BE NO GREATER THAN 250 FEET FROM EACH LIVING UNIT. SHEET 2 OF 2 REV. I APPROVED IDATE CITY OF CARLSBAD REFUSE BIN ENCLOSURE FOR 3 CUBIC YARD BINS SUPPLEMENTAL STANDARD NO.GS-16 City of Carlsbad 98162 Fire Department Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date Of Report: Friday. Mays. 1998 Contact Name Smith Consulting Arc Address 5355 Mira Sorrento PI Ste 650 Reviewed by City, State San Diego CA 92121 Planning No. Job Name PalomarTechCntr Job Address 2450 Impala Ste. or Bldg. No. Kl 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 1 st 2nd 3rd CFDJob# 98162 File* Other Agency ID 2560 Orion Way Carlsbad, California 92008 (619) 931-2121 Firouzi Consulting Engineers, Inc. a structural analysis and design company Answers to Plan Check Comments (Structural) PROJECT: Palomar Tech Center II DATE: May 13, 1998 PLAN FILE #: Carlsbad 98-1099 PLAN CHECKER: Abe Doliente ITEM 12. Please see revised Detail 4/SD-3 and attached calculation page 63. The connection has been redesigned to allow the welded studs to only take the lateral force. A steel plate has been added to take the shear independently. 13. Please see Sheet S-l for special inspection program. 14. Please see attached special inspection sheet. 15. Please see Sheet S-l for deferred approvals. 16. Please see revised Sheet S-5, Floor Nailing Note #1. 21. With regards to cross references for the structural calculations: the designations given for the floor and roof members are the same for the calculations and plans; please see calculation pages 20 & 21 for key plans of the diaphragms; only one size of column is used for both roof and floor support; the footings are referenced by grid line or by what they are supporting on page 57. 22. Please see attached calculations pages 64-74. 23. Please see attached revised calculations pages 57-59.3 and revised Sheet S-3. 16959 Bernardo Center Drive, Suite 216, San Diego, CA 92128 (619)485-6227 (619) 485-6201 FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 PageJi Revised: May '98 FLOOR FRAMING Floor Joists Span (ft) Dead Load (psf) Beams FB-1)Span (ft) Dead Load (psf) wDL(lb/ft) FB-2) Span (ft) Dead Load (psf) FB-3) Span (ft) Dead Load (psf) wDL(lb/ft) Point Load (kips) FB-4) Span (ft) Dead Load (psf) FB-5) Span (ft) Dead Load (psf) Use: 18" TJt (Deferred Approval) Spacing (ft) Live Load (psf) WLtflb/ft) 1.33 80 107 Trib Width (ft) Live Load (psf) Wu_(lb/ft) 23 80 1840 Trib Width (ft) Live Load (psf) WLL(lb/ft) 23 80 1840 Trib Width (ft) Live Load (psf) wu.0b/tt) 12 80 960 at 3.5 ft Trib Width (ft) Live Load (psf) wLL(lb/ft) 8 80 640 125 Trib Width (ft) Live Load (psf) wu.0b/tt)625 F1ROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego. California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By:_ Date: April '98 Page 52. Revised: May '98 FOUNDATION DESIGN Continuous Footings Roof DL = Floor DL = Weight of Concrete = 15 PSF 25 PSF 145 PCF Roof LL = 20 PSF Floor LL= 125 PSF LL Reduction = 75 % Alona Line B.2 & E Along All Other Lines Wall Thickness Wall Height Roof Trib. Width Floor Trib. Width Wall Thickness Wall Height Roof Trib. Width 8 31 23 11.5 8 31 23 IN FT FT FT IN FT FT WDL WLL WLL 3629 PLF 1423 PLF 3342 PLF 345 PLF Spread Footings Roof Only Roof + Floor Floor Only Trib. Area = Roof Trib. Area Floor Trib. Area Trib. Area = 1680 2024 506 506 FT FT5 FT2 FT PDL = PLL = PDL = 25200 LBS 15120 LBS 43010 LBS 65654 LBS POL= 12650 LBS PL, = 47438 LBS Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building General Footing Analysis & Design General Information Description Continuous Footings Along Lines B.2 & E Allowable Soil Bearing Short Term Increase Base Pedistal Height Seismic Zone Overburden Weight Live & Short Term Combined fc Fy Concrete Weight 2,000.0 psf 1.330 in 0.000 in 4 0.00 psf 3,000.0 psi 60,000.0 psi 145.00 pcf Dimensions... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Min Steel Rebar Cover 3.000ft 1.000ft 18.00 in 8.00 in 12.00 in 0.0014 3.00 in Loads | Applied Vertical Load... Dead Load Live Load Short Term Load 3.629 1.423 Creates Rotation k ...ecc along X-X Axis k ...ecc along Y-Y Axis k about Y-Y Axis Creates Rotation 0.000 in 0.000 in about X-X Axis Applied Moments. Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term {pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary | 3.00 ft x 1.00 ft Footing, 18.0 DL+LL Max Soil Pressure 1,901.5 Allowable 2,000.0 "X1 Ecc, of Resultant 0.000 in "Y1 Ecc, of Resultant 0.000 in X-X Min. Stability Ratio 999.000 :1 Y-Y Min. Stability Ratio 999.000 :1 in Thick, w/8.00 DL+LL+ST 1,901. 5 psf 2,660.0 psf 0.000 in 0.000 in 1.500 :1 x 12.00 tn column 0 Max Mu/Phi Required Steel Vu : 1-Way Vu : 2-Way Footing Design OK .0 in high Actual 1.889 k-ft Area 0.000 1.905 Allowable 0.252 in2 93.1 13 psi 186.226 psi (c) 1983-97 EN ERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building General Footing Analysis Footing Design Shear Forces Two-Way Shear One-Way Shears... Vu/Phi @ Lett Vu/Phi @ Right Vu/Phi @ Top Vu/Phi @ Bottom Moments Mu/Phi @ Lett Mu/Phi @ Right Mu/Phi @ Top Mu/Phi @ Bottom AC! 9-1 1.90 0.00 0.00 0.00 0.00 ACI 9-1 1.89 1.89 0.00 0.00 ACI 9-2 1.80 0.00 0.00 0.00 0.00 ACI 9-2 1.78 1.78 0.00 0.00 ACI 9-3 Vn 0.83 psi 0.00 0.00 0.00 0.00 ACI 9-3 Ru 0.82 k-ft 0.82 0.00 0.00 & Design *Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi 8.4 psi 8.4 0.0 0.0 Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Pressures ACI Factors (Per ACI, applied ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST 1.400 1.700 1.700 *: 1.100 Left 1,901.50 1,901.50 2,804.40 2,662.10 1,284.45 Right 1,901.50 1,901.50 2,804.40 2,662.10 1,284.45 Top 1,901.50 1,901.50 2,804.40 2,662.10 1,284.45 internally to entered loads) ACI 9-2 ACI 9-3 ACI 9-3 Group Factor Dead Load Factor Short Term Factor 0.750 UBC 1.400 UBC 1.400 51 I 1 As Req'd 0.25 in2 0.25 0.02 0.02 1 Bottom 1, 901.50 psf 1,901.50 psf 2,804.40 psf 2,662.10 psf 1,284.45 psf 1 1921.2.7 "1.4" Factor 1.400 1921.2.7 "0.9" Factor 0.900 (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #96211 Date: Scope : New Building General Footing Analysis & Design 5^ 2 j General Information I Description Continuous Footings Along All Other Lines Allowable Soil Bearing Short Term Increase Base Pedistal Height Seismic Zone 2,000.0 psf 1.330 in 0.000 in 4 Overburden Weight 0.00 psf Live & Short Term Combined fc 3,000.0 psi Fy 60,000.0 psi Concrete Weight 145.00 pcf Loads Applied Vertical Load Dead Load Live Load Short Term Load 3.342 k 0.345 k k Dimensions... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Min Steel Rebar Cover ...ecc along X-X Axis ...ecc along Y-Y Axis 2.500ft 1000ft 18.00 in 8.00 in 12.00 in 0.0014 3.00 in 0.000 in 0.000 in | Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... Dead Load Live Load Short Term (pressures @ left & k-ft k-ft k-ft right) (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... Dead Load Live Load Short Term Summary | (pressures @ left & k k k 2.50 ft x 1.00 ft Footing, 18.0 in Thick, w/8. Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio DL+LL DL+LL+ST 1,692.3 1,692.3 psf 2,000.0 2,660.0 psf 0.000 in 0.000 in 0.000 in 0.000 in 999.000:1 1.500:1 999.000:1 right) (pressures 00 x 12.00 in column 0.0 in @ top & bot) k k k Footing Design OK high Actual Allowable Max Mu/Phi Required Steel Area Vu : 1-Way Vu : 2-Way 0.982 k-ft 0.252 in2 0.000 93.113 psi 0.836 186.226 psi (C)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job#98211 Date: Scope:New Building General Footing Analysis & Design 5^3 | Footing Design Shear Forces ACI 9-1 I ACI 9-2 ACI 9-3 Vn * Phi Two-Way Shear 0.84 0.82 0.48 psi 186.23 psi One-Way Shears... Vu/Phi ©Left 0.00 0.00 0.00 93.11 psi Vu/Phi ©Right 0.00 0.00 0.00 93.11 psi Vu/Phi ©Top 0.00 0.00 0.00 93.11 psi Vu/Phi © Bottom 0.00 0.00 0.00 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru As Rea'd Mu/Phi © Left Mu/Phi @ Right Mu/Phi © Top Mu/Phi © Bottom 0.98 0.98 0.00 0.00 0.96 0.56 k-ft 0.96 0.56 0.00 0.00 0.00 0.00 4.4 psi 0.25 in2 4.4 0.25 0.0 0.02 0.0 0.02 Soil Pressure Summary Service Load Soil Pressures Left Right DL+LL 1,692.30 1,692.30 DL + LL + ST 1 ,692.30 1,692.30 Factored Load Soil Pressures ACI Eq. 9-1 2,410.62 2,410.62 ACI Eq. 9-2 2,369.22 2,369.22 ACI Eq. 9-3 1,398.87 1,398.87 ACI Factors (per ACI ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST* : I Top Bottom 1,692.30 1,692.30 psf 1,692.30 1,692.30 psf 2,410.62 2,410.62 psf 2,369.22 2,369.22 psf 1,398.87 1,398.87 psf , applied internally to entered loads) 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 1.400 1.400 I UBC 1 921 .2.7 "1 .4" Factor 1 .400 UBC 1921.2.7 "0.9" Factor 0.900 <c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page 41 Revised: May '98 PURLIN SUPPORT Max. Trib. Area - Dead Load = Live Load = Maximum Load = # of Plates in Shear = Length of Plate = Width of Plate = Stress on Concrete = # of Studs in Tension = Lateral Load /1.33 = Tension per Bolt = Angle-to-Puriin Length = Angle-to-Wall Length = Angle Thickness = Moment Capacity = Anchor Size « 3/4" x 5 3/8" Welded Stud (Special Inspection Req'd) Tension Capacity = Lateral Load = 1 12 2 238 2 7.52 3.76 3 12 0.625 33750 22500 PSI K IN IN IN IN-# Bv inspection. OK 4.5 OK Phi = 5704 PSI Use 1/2" THICK STIFFENER PLATE Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Concrete Rectangular & Tee Beam Design General Information « \ I Description Section of Panel Supporting Girder Span 20.00 ft Depth 60.000 in Width 8.000 in Flange @ One Side Flange Thickness 0.000 in Web Spacing 0.000ft Beam Weight Added Interna Reinforcing Rebar @ Center of Beam... Rebar Count Size 'd' from Top #125 54.00in #1 #225 48.00 in #2 #3 1 5 36.00in #3 #4 1 5 24.00in #4 Concentrated Loads QeadLoad, #1 15.180k #2 k #3 k #4 k #5 k 1 Summary | Span = 20.00ft, WWth= S.OOin Depth = 60.00in Maximum Moment : Mu 243.32 k-ft Allowable Moment : Mn/phi 345.19 k-ft Maximum Shear : Vu 26.72 k Allowable Shear : Vn/phi 65.47 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 3.333 Min. Spacing 24.000 24.000 MaxVu 26.723 26.723 f c 3,000 psi Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 4 End Fixity : Pinned-Pinned I_L acts with ST I @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count 1 5 12.00 in #1 1 5 18.00 in #2 in #3 in #4 Live Load Short Term 12.144 k k k k k k k k k k Maximum Deflection Max Reaction @ Left Max Reaction @ Right 6.667 10.000 13.333 16 24.000 24.000 24.000 24 23.294 23.114 23.204 24 Size 'd' from Top in in in in i Location 10.000ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK -0.0214 in 18.50k 18.50k 667 20.000 ft 000 24.000 in 648 24.648 k Bending & Shear Force Summary Bending... Mn'Phi ©Center 345.1 9 k-n ©Left End 39. 11 k-ft ©Right End 0.00 k-ft Shear... Vn*Ph! ©Left End 65.47k ©Right En 65.47k Mu, Eq. 9-1 Mu, Eq. 9-2 243.32 k-ft 225.10 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-1 Vu, Eq. 9-2 26.72k 24.90k 24.65k 22.83k I Mu, Eq. 9-3 90.06 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-3 10.54k 9.21k (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Concrete Scope : Rectangular & Tee New Building Beam Design t$ \ Section Analysis | Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Center 6.43 in 5.47 in 111.50k 0.00k -111.60k Left End 2.14 in 1.82 in 37.11 k 0.00k -37.20 k Riant End 0.00 in 0.00 in 0.00k 0.00k 0.00k Find Max As for Ductile Failure... X-Ba!anced 31.96 in 10.65 in Xmax = Xbal * 0.75 23.97 in 7.99 in a-max = beta * Xbal 27.17 in 9.06 in Compression in Concrete 415.63 k 138.54 k Sum [Steel Comp Forces] 0.00 k 0.00 k Total Compressive Force 415.63 k 138.54 k AS Max = Tot Force / Fy 6.93 in2 2.31 in2 Additional Deflection Calcs 0.0000 in 0.0000 in 0.0000 in 0.00k 0.00k 0.00k 0.0000 in2 Neutral Axis 11.795 in Mcr 164.32 k-ft Igross 144000.00 in4 Ms:MaxDL + LL 100.07 k-ft Icracked 24,299.36 in4 R1 = (Ms;DL+LL)/Mcr 1.642 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 160.79 k-ft Fr = 7.5 * fcA.5 410.792 psi R2 = (Ms:DL+LL+ST)/Mcr 1.022 Z:Cracking 149.766 ksi l:eff... Ms(DL+LL) 144000.000 in4 Eff. Flange Width 8.00 in l:eff... Ms(DL+LL+ST) 144000.000 in4 Deflection Deflections... DL + [Bm Wt]] DL + LL + [Bm Wt]] DL + LL + ST + [Bm Wt]] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt]] DL + LL + ST + [Bm Wt]] ACI Factors (per ACI, applied ACI 9-1 & 9-2 DL 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-1 &9-2 ST 1.700 ....seismic = ST*: 1.100 Upward 0.0000 in at 20.0000 ft 0.0000 in at 20.0000 ft 0.0000 in at 20.0000 ft © Left ® Riant 12.423k 12.423k 18.495k 18.495 k 18.495k 18.495k internally to entered loads) ACI 9-2 Group Factor 0.750 ACI 9-3 Dead Load Factor 0.900 ACI 9-3 Short Term Factor 1.300 Downward -0.01 36 in at 10.0000ft -0.0214 in at 10.0000ft -0.0214 in at 10.0000ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor I I I 1.400 0.900 (c) 1983-97 ENERCALC e:\enercatc\palomar.ecw KW-0602755, V5.0.2,1-JurM997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Concrete Rectangular & Tee Beam Design ££ b General Information Description Section of Panel Supporting Beam (Detail 4/SD2) Span 20.00 ft fc 3,000 psi Depth 28.000 in Fy 60, 000 psi Width 8.000 in Concrete Wt. 145.0 pcf Flange @ One Side Seismic Zone 4 Flange Thickness 0.000 in End Fixity : Pinned-Pinned Web Spacing 0.000 ft LL acts with ST Beam Weight Added Intern a Reinforcing I I Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd1 from Top Count Size 'd1 from Top #146 25.00in #1 in #1 in #246 22.00 in #2 in #2 in #3 1 5 7.00in #3 in #3 in #4 in #4 in #4 in Concentrated Loads Peac) Lpad Live Load Short Te^n #1 11.385k 20.240 k k #2 k k k #3 k k k #4 k k k #5 k k k 1 Summary | Span = 20.00ft, Width* S.OOin Depth = 28.00tn Maximum Moment : Mu 267.52 k-ft ... _ _ ,.AH ui •. * .< i u- onoc-, ~ Maximum DeflectionAllowable Moment : Mn/phi 292.54 k-ft Maximum Shear : Vu 27.70 k Max Reaction @ Left Allowable Shear : Vn/phi 41.06 k Max Reaction @ Right Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 3.333 6.667 10.000 13.333 16 Min. Spacing 12.500 12.500 12.500 12.500 12.500 12 Max Vu 27.700 27.279 26.268 26.184 26.226 27 Bending & Shear Force Summary Bending... Mn*Phi Mu, Eq. 9-1 Mu, Eq. 9-2 @ Center 292.54 k-ft 267.52 k-ft 237.16 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu, Eq. 9-1 Vu, Eq. 9-2 @ Left End 41.06k 27.70 k 24.66 k ©Right En 41.06k 27.66k 24.62k i location 10.000ft 0.000ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK -0.3622 in 18.07 k 18.07k 667 20.000 ft 500 12.500 in 237 27.658 k I Mu, Eq. 9-3 61. 38 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-3 6.75k 6.72k (C)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1^Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Dale: Concrete Scope : Rectangular & Tee New Building Beam Design M\ Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Center 11.61 in 9.86 in 201.23k 9.91 k -211.20k Left End 0.00 in 0.00 in 0.00k 0.00k 0.00k Riant End 0.00 in 0.00 in 0.00k 0.00k 0.00k \ Find Max As for Ductile Failure... X-Balanced 14.80 in 0.00 in Xmax = Xbal * 0.75 11.10 in 0.00 in a-max = beta * Xbal 12.58 in 0.00 in Compression in Concrete 192.42k 0.00k Sum [Steel Comp Forces] 9.17 k 0.00 k Total Compressive Force 201.59 k 0.00 k AS Max = Tot Force / Fy 3.36 in2 0.00 in2 Additional Deflection Calcs Neutral Axis (gross (cracked Elastic Modulus Fr = 7.5*fcA.5 Z: Cracking Eff. Flange Width Deflection Deflections... DL + [Bm Wt]] DL + LL + [Bm Wt]] DL + LL + ST + [Bm Wt]] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt]] DL + LL + ST + [Bm Wt]] ACI Factors (per ACI, applied ACI9-1 &9-2 DL 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-1 &9-2 ST 1.700 ....seismic = ST*: 1.100 10.285 in Mcr 14,634.67 in4 Ms:Max DL + LL 8,715.91 in4 R1 = (Ms:DL+LL)/Mcr 3,122.0 ksi Ms:Max DL+LL+ST 410.792 psi R2 = (Ms:DL+LL+ST)/Mcr 94.347 ksi l:eff... Ms(DL+LL) 8.00 in l:eff... Ms{DL+LL+ST) Upward 0.0000 in at 20.0000 ft -0. 1 369 0.0000 in at 20.0000ft -0.3622 0.0000 in at 20.0000ft -0.3622 <a> Left ® Riant 7.948 k 7.948 k 18.068k 18.068k 18.068k 18.068k internally to entered loads) 0.0000 in 0.0000 in 0.0000 in 0.00k 0.00k 0.00k 0.0000 in2 35.78 k-ft 68.20 k-ft 0.525 169.40 k-ft 0.211 9,570.803 in4 8,771.703 in4 Downward in at 10.0000ft in at 10.0000ft in at 10.0000ft ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor ACI 9-3 Short Term Factor 1.300 I I I 1.400 0.900 (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Revised: May '98 Page t$ Panel Designation Data Calculation Panel Designation Data PANEL DESIGN, continued : Line 9, Roof: 3-6" Leg Wall Height = Parapet Height = Girder Span = Ledger Width = Opening Width = Opening Height = Leg Width = e = PDL = PLL = : Line 9, Floor: 3'-6 Wall Height = Parapet Height = Roof Girder Span = Floor Beam Span = Calculation Panel Designation Data Calculation Ledger Width = Opening Width = Opening Height = Leg Width = G 5» PDL = PLL* 14.5 1.5 44 6 20 9 3.5 0 2169 1735 "Leg 13.5 2.5 44 22 6 20 11 3.5 0 3795 4626 ft ft ft in ft ft ft in plf plf ft ft ft ft in ft ft ft in plf plf Wall Thickness = Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load = Wall Dead Load = Addt'l. Lateral = VDL" VLL = Wall Thickness = Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load = Floor Dead Load = Floor Live Load = Wall Dead Load = Addt'l. Lateral = VDL = VLL = 8 6.25 0.75 15 12 97 50.5 4102 1735 8 6.25 0.75 15 12 45 80 97 82.9 5176 4626 in in in psf psf psf psf plf plf in in in psf psf psf psf psf psf plf plf : Line 1, Roof: Girder Support Wall Height = Parapet Height = Girder Span = Girder Trib Width = Ledger Width = Opening Width = Opening Height = e = PDL = PLL = 28.5 1.5 40 40 1.47 0 0 5.47 6000 4800 ft ft ft ft in ft ft in plf plf Leg Width = Wall Thickness = Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load = Wall Dead Load = Addt'l. Lateral = VDL = VLL = 2 8 6.25 0.75 15 12 97 0.0 0 0 ft in in in psf psf psf psf plf plf Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Tilt-Up Wall Panel Design General Information Description Line 9, Roof: 3'-6" Leg Clear Height 14.500ft Parapet Height 1.500ft Thickness 8.000 in Bar Size 6 Bar Spacing 11.000 in Bar Depth 6.250 in MaxDefl. Ratio 150.0 Concrete Weight 145.00 pcf Loads Lateral Loads Wind Load 18.000 psf Point Load tbs ...height ft ...load type Seismic Lateral Load 50.50 #/ft ...distance to top 9.000 ft ...distance to bot 2.500 ft ...load type Seismic Wall Analysis f c 3,000.0 psi Seismic Zone 4 Fy 60,000.0 psi Min Vert Steel % 0.0020 Phi 0.900 Min Horiz Steel % 0.0012 Width 12.000 in Base Fixity 0 % Parapet Weight Counteracts Midd Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Using: UBC Sec. 1914.0 method... Exact, Non-Iterated Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 2,1 69.00 #/ft 1, 735.00 JWft in 4,1 02.00 #ffi 1 ,735.00 #/ft 1.000 1.000 For Factored Load Stresses For Service Load Deflections Basic Deft w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic Wind 0.052 0.014 in 27,281.6 7,082.9 in-# 11,621.4 O.Oin-# 1.314 1.369 in 46,675.7 23.368.8 in-# 18.000 in Parapet Bar Spacing 18.000 in Parapet Bar Spacing Seismic Wind 0.037 0.011 in 19,486.9 5,555.2 in-# 0.0 0.0 in-# 0.045 0.011 in 31,715.0 17,836.0 in-# Req'd : SEISMIC 18.000 in Req'd: WIND 18.000 in I I 1 Summary | 14.50ft clear height, 1.50ft parapet, 8.00in thick with #6 Using: UBC Sec. 1914.0 method. ..Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 160,432.01 in-# Moment Capacity 192,918.02 in-# bars at 1 1 .OOin on center, Wall Design d= 6.25in, f c = 3,000. OK Ops Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 1.808 in Deflection Limit 2.280 in Seismic Mn * Phi : Moment Capacity 187,374.67 m-# Applied: Mu @ Mid-Span 46,675.69 jn-# Applied: Mu @ Top of Wall 548.10 m-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * f m 0.04 in 3,907 : 1 0.0064 0.0128 110.28 psi 120.00 psi Wind 180,472.45 in-# 23,368.83 jn-# 309.82 in-# 0.01 in 15,956 : 1 0.0064 0.0128 110.28 psi 120.00 psi (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Analysis Data E n = Es / EC Fr = Ht / Thk Ratio Tilt-Up Wall 3,122,018.6 psi 9.29 273.86 psi 21.75 Scope : New Building Panel Design Sgross Mcr = S * Fr Rho: BarReinf Pet 7o| I 128.000 in3 35,054.2 in-# 0.0214 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 f c b) c = a / .85 (gross (cracked l-eff (ACI methods only) Phi: Capacity Reduction Mn = As:effFy(d-a/2) Seismic 0.727 in 1.426 in 1.677 in 512.000 in4 160.09 in4 0.00 in4 0.900 208,194.08 in-# Wind 0.678 in 1.330 in 1.565 in 512.00 in4 153.63 in4 0.00 in4 0.900 200,524.95 in-# Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 29.000 psf 29.000 psf 9,741. 00 #ffl 845.83 #/ft 10,586.83 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 13,637.39 1,184.17 14,821.56 Wind 11, 008.80 #/ft 888.1 2 #/ft 11. 896. 92 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST* : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921 .2.7 "1.4" Factor UBC 1921 .2.7 "0.9" Factor 1.400 0.900 (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Patomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Tilt-Up Wall Panel Design General Information Description Line 9, Floor: 3'-6" Leg Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight Loads Lateral Loads Wind Load Point Load 13.500 ft 2.500 ft 8.000 in 6 11. 000 in 6.250 in 150.0 145.00 pcf 18.000 psf Ibs fc FyPhi 3,000.0 psi 60,000.0 psi 0.900 Width 12.000 in Parapet Weight Counteracts Midd Using: UBC Sec. 1914.0 method.. Vertical Loads Uniform DL Uniform LL ...eccentricity Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Together Exact, Non-Iterated 3,795.00 #ffi 4,626.00 #/ft in 4 0.0020 0.0012 0 * 0.3000 0.3000 i 1 ...height ...load type ft Seismic Concentric DL Concentric LL 5,176.00 #ffi 4,626.00 #/ft Lateral Load ...distance to top ...distance to bot ...load type Wall Analysis 82.90 #/ft 11.000ft ft Seismic Seismic "I" Magnifier Wind "I" Magnifier 1.000 1.000 I For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Seismic 0.067 39,938.5 34,879.5 1.123 69,933.8 Wind 0.010 in 5,850.8 in-# 0.0 in-# 1.182 in 32,024.8 in-# Seismic 0.048 28,527.5 14,086.8 0.135 49,141.0 Wind 0.008 in 4,588.9 in-# 0.0 in-# 0.008 in 25,229.8 in-# Maximum Allow Vertical Bar Spacing 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in (Summary | 1 3.50ft clear height, 2.50ft parapet, S.OOin thick with #6 Using: UBC Sec. 1914.0 method.. .Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 160,432.01 in-# Moment Capacity 192,918.02 in-# Parapet Bar Spacing Parapet Bar Spacing Req'd : SEISMIC 18.000 in Req'd : WIND 18.000 in Wall Design OK bars at 1 1 .OOin on center, d= 6.25in, f c = S.OOO.Ops Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 1.808 in Deflection Limit Seismic Mn * Phi : Moment Capacity 212,948.12 in-# Applied: Mu @ Mid-Span 69,933.79 in-# Applied: Mu @ Top of Wall 1,522.50 jn-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * f m 0.14 in 1,200 : 1 0.0064 0.0128 199.14 psi 120.00 psi 2.280 in Wind 203,574.87 in-# 32,024.83 in-# 860.62 in-# 0.01 in 20,991 : 1 0.0064 0.0128 199.14 psi 120.00 psi (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Patomar Tech Center Dsgnr: Description: Job #98211 Date: Scope :New Building Tilt-Up Wall Panel Design Analysis Data E n = Es / EC Fr = Ht / Thk Ratio 3,122,018.6 psi 9.29 273.86 psi 20.25 Sgross Mcr = S * Fr Rho: Bar Reinf Pet 128.000 in3 35,054.2 in-# 0.0214 I Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/{.85 fc b) c = a/.85 I gross Icracked l-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Seismic 0,926 in 1.816 in 2.136 in 512.000 in4 184.57 in4 0.00 in4 0.900 236,609.02 in-# Wind 0.849 in 1.665 in 1.959 in 512.00 in4 175.32 in4 0.00 in4 0.900 226,194.31 in-# Additional Values Loads used for analysis Wall Weight 96.667 psf Wall Wt * Wall Seismic Factor 29.000 psf Wall Wt * Parapet Seismic Factor 29.000 psf Service Applied Axial Load 18,222.99 #/ft Service Wt @ Max Mom 894.17 #/ft Total Service Axial Loads 19,117.16 #/ft Factored Loads Seismic Wind Applied Axial Load 25,512.19 21,215.84 #/ft Lateral Wall Weight 1,251.83 938.87 #/ft Total Lateral Loads 26,764.02 22,154.72#/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST*: 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1^Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Tilt-Up Wall Panel Design General Information Description Line 1, Roof: Girder Support Clear Height 28.500ft fc 3,000.0 psi Seismic Zone 4 Parapet Height 1.500 ft Fy 60,000.0 psi Min Vert Steel % 0.0020 Thickness 8.000 in Phi 0.900 Min Horiz Steel % 0.0012 Bar Size 6 Width 12. 000 in Base Fixity 0 % Bar Spacing 11.000 in Parapet Weight Counteracts Midd Wall Seismic Factor 0.3000 Bar Depth 6.250 in Parapet Seismic Factor 0.3000 Max Defl. Ratio 150.0 LL & ST Together Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method. ..Exact, Non-Iterated Loads Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type Wall Analysis 18.000 psf Ibs ft Seismic #/n ft ft Seismic I Vertical Loads Uniform DL 6,000.00 #/ft Uniform LL 4,800.00 #ffi ...eccentricity 5.470 in Concentric DL #/ft Concentric LL #/ft Seismic "I" Magnifier 1.000 Wind "1" Magnifier 1 .000 I For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Seismic 0.586 74,764.7 125,377.8 5.062 160,432.0 Maximum Allow Vertical Bar Spacing 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Wind Seismic Wind 0.527 in 0.541 0.440 in 71,997.5 in-# 70,758.7 61,209.7 in-# 103,579.1 in-# 61,104.8 48,702.8 in-# 5.283 in 1.808 1.646 in 138,633.3 in-# 96,159.1 83,757.1 in-# Parapet Bar Spacing Req'd ; SEISMIC 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in 1 Summary | 28.50ft clear height, 1 .50ft parapet, S.OOin thick with #6 bars at 1 1 .OOin on center, Using: UBC Sec. 1914.0 method.. .Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 160,432.01 in-# Moment Capacity 192,918.02 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * f m Wall Design OK d= 6.25in, f c = 3,000.0ps Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 1.808 in Deflection Limit 2.280 in Seismic 192,918.02 m-# 160,432.01 jn-# 83,254.47 Jn-# 1.81 in 189 : 1 0.0064 0.0128 128.36 psi 120.00 psi Wind 185,504.76 in-# 138,633.32 in-# 68,247.20 in-# 1.65 in 208 :1 0.0064 0.0128 128.36 psi 120.00 psi (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope : New Building Analysis Data E n = Es / EC Fr = Ht / Thk Ratio Tilt-Up Wall 3,122,018.6 psi 9.29 273.86 psi 42.75 Panel Design S gross Mcr = S*Fr Rho: BarReinf Pet 74 | I 128.000 in3 35,054.2 in-# 0.0214 Values for Mn Calculation... As:eff= [Pu:tot + AsFyJ/Fy a:(AsFy + Pu)/(.85fcb) c = a/.85 (gross I era eked l-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Seismic 0.768 in 1.505 in 1.771 in 512.000 in4 165.26 in4 0.00 in4 0.900 214,353.36 in-# Wind 0.714 in 1.399 in 1.646 in 512.00 in4 1 58.34 in4 0.00 in4 0.900 206,116.40 in-# Additional Values Loads used for analysis Wall Weight 96.667 psf Wall Wt * Wall Seismic Factor 29.000 psf Wall Wt * Parapet Seismic Factor 29.000 psf Service Applied Axial Load 10,800.00 #/ft Service Wt @ Max Mom 1,522.50 #rtt Total Service Axial Loads 12,322.50 #ffi Factored Loads Seismic Wind Applied Axial Load Lateral Wall Weight Total Lateral Loads 15,119.99 2,131.50 17,251.49 12.420.00 #/tt 1,598.62 #/ft 14,018.62 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST*: 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921. 2.7 "1.4" Factor UBC 1921. 2.7 "0.9" Factor 1.400 0.900 (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 shall maintain a distance of not less than five feet from such alley. (Ord. 9060 § 1303) 21.32.050 Building height No building in the M zone shall exceed a height of thirty-five feet or three levels and allowed height protrusions as described in Section 21.46.020 shall not exceed forty-five feet. Additional building height may be permitted to a maximum of forty-five feet by the planning director provided that: (a) The building does not contain more than three levels; (b) All required setbacks shall be increased at a ratio of one horizontal foot for every one foot of vertical construction beyond thirty-five feet. The additional setback area will be maintained as land- scaped open space; (c) The building conforms to the requirements of Section 18.04.170 of this code; and (d) The allowed height protrusions as described in Section 21.46.020 do not exceed forty-five feet; with the exception of architectural features such as flagpoles, steeples or architectural towers which may be permitted up to fifty-five feet if the planning director makes the specific findings that the protrud- ing architectural features (1) do not function to provide usable floor area; (2) do not accommodate and/or screen building equipment; (3) do not ad- versely impact adjacent properties; and (4) are nec- essary to ensure a building's design excellence. Building heights in excess of forty-five feet may be approved through a specific plan approved by the city council. (Ord. NS-240 § 7,1993; Ord. NS-180 § 21,1991: Old. 9753 § 1,1985: Ord. 9060 § 1304) 2132.060 Employee eating areas. Outdoor eating facilities for employees shall be provided outside all industrial/office buildings con- taining more than five thousand square feet, as follows, except as noted below: (1) A minimum of three hundred square feet of outdoor eating facilities shall be provided for each five thousand square feet of building area. Credit towards the required amount of square footage will be given for indoor eating facilities on a 1:1 basis, as determined by the planning director. (2) The area shall be easily accessible to the employees of die building. (3) The area shall be located such that a sense of privacy is apparent. (4) The area shall be landscaped and provided with attractive outdoor furniture, i.e., metal, wood, or concrete picnic tables, benches/chairs and trash receptacles. (5) The site size, location, landscaping and furni- ture required above shall be approved as part of the required discretionary action (tentative map, site development plan, planned unit development, or planned industrial permit) required under this title. If no discretionary permit is required, a site plan showing the location, landscaping and facilities required above shall be submitted to the planning director for approval prior to the issuance of any building permits. (6) This section shall not apply to industri- al/office buildings which are located within one thousand feet of an approved mini-park or a city park which is accessible by walking as determined by the planning director. (Ord. 9786 § 1 (part), 1986) 624-3 Fjrbuzi Consulting igineers, Inc. a structural analysis and design company STRUCTURAL CALCULATIONS PROJECT NAME: DATE: . ' ENGINEER OF RECORD: TABLE OF CONTENTS Design Loads Design Values Vertical Design Lateral Design Tilt-up walls Foundation Design PALOMAR TECH CENTER APRIL 14,1998 FIROUZI CONSULTING ENGINEERS, INC. Page 1 Page 2 - 6 Page 7 - 17 Page 18-37 Page 38 - 56 Page 57 - 62 fco 16959 Bernardo Center Drive, Suite 216, San Diego, CA 92128 (619)485-6227 (619) 485-6201 ^ROUZI CONSULTING ENGINEERS, INC. 1 6959 Bemsrtto Center Drive, Suite 21 6 San Diego, California 92128 Phone (619) 485-6227. Fax (619) 485-6201 Roof Beams & Purlins Above Warehouse: • . T Above Office: • " Roof Sub-purlins , Roof Members j , Floor Members Project: PalomarTech Job#: 98211 Date: April '98 DESIGN LOADS Dead Load Roofing Framing Plywood Insulation Misc TOTAL Dead Load Roofing Framing Plywood Insulation Ceiling Misc TOTAL Dead Load Roofing Framing Plywood Insulation Misc TOTAL Live Load 0 - 200 sq. ft 201 - 600 sq. ft Over 600 sq. ft. Office Dead Load Partition Load Live Load Concentrated Load Storage Dead Load Live Load Concentrated Load Center By: 6.0 3.5 1.5 0.5 1.5 13.0 6.0 3.5 1.5 0.5 2.0 1.5 15.0 6.0 1.5 1.5 0.5 1.5 11.0 20 16 12 25 20 80 per 25 125 per Paoe JL psf psf psf psf psfr psf psfr psf psf psfr psf psf usage psf psf usage F1ROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 48S3227, Fox (619) 485-6201 Project: PalomarTech Center Job#: 98211 By: Date: April '98 DESIGN VALUES WOOD MEMBERS DOUGLAS FIR-LARCH 2" to 4" thick, 2" and wider No. 1 Fb = 1000 psi FP = 1450 psi No. 2 Fb = 875 psl Fc= 1300 psi Ft = 675 psi Fc> j_ = 625 psi F, = 575 psi 5H thick and larger No.1 B&S No.1 P&T Fb = 1350 psi Fc = 625 psi Fb= 1200 psi Fc = 1000 psi Ft = 675 psi F, = 825 psi FCi j_ = 625 psi Size Factor, Cf GLULAM BEAMS 24F-V4 Bending: Fb (T in T) = 2400 psi 24F-V8 Axial: Bending: Axial: Fb(TinC) = 1200psi E = 1800000 psi Ft = 1150 psi Fb (T in T) = 2400 psi Fb (T in C) = 2400 psi E = 1800000 psi F,= 1100 psi Fv = 95 psi E* 1700000 psi Fv - 95 psl E- 1600000 psi Fv = 85 psi £ = 1600000 psi Fv = 85 psi E = 1600000 psi Grades Select Structural No.1 and better No.1,No.2, No.3 Stud Width 2,3, and 4 5 6 8 10 12 14 and wider 2,3, and 4 5 and 6 Fb Thickness 2" & 3° 1.5 1.4 1.3 1.2 1.1 1.0 0.9 1.1 1.0 4" 1.5 1.4 1.3 1.3 1.2 1.1 1.0 1.1 1.0 F, 1.5 1.4 1.3 1.2 1.1 1.0 0.9 1.1 1.0 Fc 1.15 1.1 1.1 1.05 1.0 1.0 0.9 1.05 1.0 Fc, x = 650 psi Fv = 165 psi Fc= 1650 psi = 1600000 psi Fc>J. = 650psi Fv= 165 psi Fc = 1650 psi E = 1600000 psi <RROUZI - CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palqmar Tech Center Job #: 98211 By: Date: April '98 Page _3_ DESIGN VALUES, continued SOIL Soils Report By: Vinje & Middleton Engineering, Inc. Dated: Novembers, 1996 Allowable Bearing Pressure = 2000 psf Minimum Footing Depth = 24 in. (continuous) = 24 in (isolated) Minimum Footing Width = 18 in. (continuous) = 24 in. (isolated) Expansion Potential = Low STEEL Pipe Columns: Tube Columns: Other Shapes: ASTM A53 Grade B. Fy=35 ksi, Fu=60 ksi ASTM A500 Grade B, Fy=46 ksi, F^SS ksi ASTM A36,Fy=36 ksi CONCRETE Foundation, Slab, & Tilt-up Walls: f c = 3000 psi CODE & PUBLICATIONS UBC 1994 Edition AISC, Ninth Edition PCI Design Handbook, Fourth Edition Nelson Stud Welding Handbook for Non-Residential Construction Simpson Strong-Tie Connectors FI5OUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job #: 98211 By: Date: April '98 Page A. DESIGN VALUES, continued HORIZONTAL DIAPHRAGM 1/2" Thick Structural I rated plywood All edges supported (except at "e") Nailed at: a) 2" O.C. EN & BN, FN at 12" O.C. (3x members req'd) b),2 1/2" O.C. EN & BN, FN at 12" O.C. (3x members req'd) c) 4", O.C. EN & BN, FN at 12" O.C. d) 6" O.C. EN & BN, FN at 12" O.C. e) 6" O.C. EN & BN, FN at 12" O.C. 5/8" Thick Structural I rated plywood All edges supported (except at "e") Nailed at: a) 2" O.C. EN & BN, FN at 12" O.C. (3x members req'd) b) 2 1/2" O.C. EN & BN, FN at 12" O.C. (3x members req'd) c) 4" O.C. EN & BN, FN at 12" O.C. d) 6" O.C. EN & BN, FN at 12" O.C. e) 6" O.C. EN & BN, FN at 12" O.C. CAPACITY OF HOLDDOWNS FOR CONCRETE TILT-UP PANELS Detail # 5/SD-1 Mark A B Cap. bar = (1.33)(0.442 in2)(24000 psi) Cap. weld = (2)(4")(1/4")(0.7)(0.3)(70,000 psi) Cap- bar = (1.33)(0.601 in2)(24000 psi) Cap. weld = (2)(4")(1/4")(0.7)(0.3)(70,000 psi) Cap. bar = (1.33)(0.786 In2)(24000 psi) Cap. weld = (2)(5.5")(1/4")(0.7)(0.3)(70,000 psi) Cap. bar= (1.33)(1.0 in2)(24000 psi) Cap. weld = (2)(6")(1/4")(0.7)(0.3)(70,000 psi) Cap. bar = (1.33)(1.23 in2)(24000 psi) Cap. weld = (2)(6.5")(1/4")(0.7)(0.3)(70,000 psi) v = 820#ffi v * 720 #ffl v*425#ffi v*320#ffi v = 215#ffi v«820#/ft v = 720#ffi v = 425 #ffi v*320#ffi v = 215#ffl 14.108 Ibs 29,400 Ibs 19,183 Ibs 29,400 Ibs 25,089 Ibs 40,425 IDS 31,920 Ibs 44,100 Ibs 39,261 Ibs 47,775 Ibs RROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227. Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page_£_ DESIGN VALUES, continued CHORD CAPACITY Capacity = Area x f 8 x 1.33 Assumed weld size = 1/4" Capacity of 1/4" fillet weld = 3710 Ibs 2-#5 2-#6 2-#7 Capacity = (.44)(24000)(1.33) = 14044 UBS Weld length required = (.44)(60000)(1.25) / ((2)(3710)) = 4.5 in Capacity = 2(.30)(24000)(1.33) = 19152 LBS Weld length required = (.30)(60000)(1.25) / ((2)(3710)) = 3.0 in Capacity = 2(.44)(24000)(1.33) = 28090 LBS Weld length required = (.44)(60000)(1.25) / ((2)(3710)) = 4.5 in Capacity = 2(.60)(24000)(1.33) = 38304 LBS Weld length required = (.60)(60000)(1.25) / ((2)(3710)) = 6.0 in CAPACITY OF 8" CONCRETE WALL Section 1911.1.1 Section 1911.10.3 vu<«>vn Shear strength Vn at any horizontal section for shear in plane of wall shall not be taken greater than: Vn<lO(fc)°-5hd Section 1911.10.4 Section 1911.10.5 Section 1921.2.7 < (10)(3000 psi)05(8")(12")(0.8) < 42065 #/ft For design for horizontal shear forces in plane of wall, d = /w Unless a more detailed calculation is made, shear strength Vc shall not be taken greater than: V0 = 2 (fe)° 5 hd = (2)(3000psi)05(8")(12H) = 10516 #/n If Vu > <t>Vc / 2, shearwall reinforcing shall be per Section 1911.10.9 lfVu>Wc,thevalueofVs=Avfyd/s2 For earthquake loading, the load factors shall be modified to: U= 1.4(D + L+E) U= 0.9D + 1.4E FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job #: 98211 By: Date: April '98 Page _§_ Section 1921.6.5.1 Section 1909.3 Section 1921.6.2.1 The shear strength reduction factor $, shall be per Section 1909.3 Shear strength reduction factor $, shall be 0.85 for shear and torsion Minimum reinforcing ratio = 0.0025 * (0.0025)(8")(12") = 0.24 in2 (#5 at 14" o.c. each way minimum) Section 1921.6.2.2 Provide two curtains of reinforcement if the in-plane factored shear exceeds 2A & (fc)0.5 Section 1921.6.2.3 For one layer of reinforcing: Valtow. * (2)(8"/2 x 12")(3000 psi)°'5(0.8) = 4207 ib/ft When Vu in the plane of the wall exceeds Acv(fc) °-5, horizontal reinforcement terminating at the edges of shear walls shall have a standard hook engaging the edge reinforcement. Valtow. s (8"/2 x 12")(3000 psi)05 = 2629 Ib/ft Special transverse reinforcement for shearwalls is not required if maximum extreme fiber stress <0,2fc Fu = (9)(10516 #/ft)(r)2/[(12")(8M)2) = 123 psi 0.2 fc = 0.2 (3000 psi) = 600 psi > 123 psi OK, No boundary member required FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 21 6 San Diego, California 92128 Phone (61 9) 485-6227, Fax (61 9) 485-6201 Sub Purlins Above Warehouse Span (ft) 7 Joist.Spacing (in) 2 Mpsi) 10 f v (PSi) 9 E(psi) 1.7E Project: Palomar Tech Center Job#: 98211 By: Date: April '98 ROOF FRAMING 8'-0" Span 5 Allow Defl. / / xxx 4 Dead Load (psf) 00 Live Load (psf) 5 Cr +06 CF CD 180 11 20 1.15 1.3 1.25 Page 7 Tributary area (ft2) 1 5 Allow Defl. (in) 0.50 w (Ib / ft) 62 S req (in3) 2.80 Reaction (Ib) 232.5 A req (in2) 2.94 Moment (Ib-ft) 435.9 1 req (in4) 5.19 Use 2x4 DFL #1 at 24" O.C. (Use 4x4 DFL #1 at Straps) 1 GMT Soan Span (ft) 1 Joist Spacing (in) 2 MPSi) . 10 rv (psi) 9 E(psi) 1.7E 0 Allow Defl. / / xxx 4 Dead Load (psf) 00 Live Load (psf) 5 Cr E+06 CF CD 240 11 20 1.15 1.3 1.25 Tributary area (ft2) 20 Allow Defl. (in) 0.50 w (Ib / ft) '62 S req (in3) 4.98 Reaction (Ib) 310 A req (in2) 3.92 Moment (Ib-fl) . 775 I req (in4) 16.41 Use 2x6 DFL #1 at 24" O.C. (Use 4x6 DFL #1 at Straps) Sub Purlins Above Office Span (ft) ! Joist Spacing (in) 2 Mpsi) 10 f v (psi) 9 E(psi) 1.7E 8'-0" Span 3 Allow Defl. / / xxx 4 Dead Load (psf) 00 Live Load (psf) 5 Cr -+06 CF CD Tributary area (ft2) 16 Allow Den. (in) w(lb/ft) . - 70 S req (in3) Reaction (Ib) 280 A req (in2) Moment (Ib-ft) 560 I req (in4) 240 15 20 1.15 1.3 1.25 0.40 3.60 3.54 9.49 Use 2x6 DFL #1 at 24" O.C. (Use 4x4 DFL #1 at Straps) FIBOUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Sub Purlins Above Office Span (ft) 1 Joist Spacing (in) 2 Mpsi) 10 fv (psi) 9 E(psi) 1.7E Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page _£_ ROOF FRAMING 10'-0"SDan 0 Allow Defl. / / xxx 4 Dead Load (psf) 00 Live Load (psf) 5 Cr .+06 CF CD 240 15 20 1.15 1.3 1.25 Tributary area (ft2) 20 Allow Defl. (in) 0.50 w (Ib / ft) 70 S req (in3) 5.62 Reaction (Ib) 350 A req (in2) 4.42 Moment (Ib-tt) 875 . I req (in4) 18.53 -Use 2x6 DFL #1 at 24" O.C. (Use 4x6 DFL #1 at Straosl Span (ft) 1 Joist Spacing (in) 2 Mpsi) 8' rv (psi) 9 E(psi) 1.7E Allow Defl. //xxx 2- 8'-0" Soan w/ Mechanical Unit 3 Point Load (Ibs) 4 Dead Load (psf) 75 Live Load (psf) 5 Cr H-06 CF 40 CD 500 15 20 1.15 1.3 1.25 Tributary area (ft2) 16 Allow Defl. (in) 0.40 w(lb/ft) 86 S req (in3) 5.03 Reaction (Ib) 342.5 A req (in2) 4.33 Moment (Ib-ft) 685 I req (in4) 1 1 .60 Use 4x6 DFL #1 at 24" O.C. under mech. unit FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227. Fax (619) 485-6201 Purlins P-1)Span (ft) 2 Spacing (ft) I Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page JL ROOF FRAMING 8 Dead Load (psf) 15 5 Live Load (psf) 16 Trib Area (ft^) 224 WTL (Ib / ft) 248 wLL(lb/ft) 128 Use: 18K4 open web steel joists Span (ft) 2 Spacing (ft) ' ' < 8 Dead Load (psf) 15 3 Live Load (psf) 16 Trib Area (ft*) 252 WTL Ob / ft) 279 ... wLL(lb/ft) 144 Use: 1 8K4 open web steel joists P-2)Span (ft) 3 Spacing (ft) 6 Dead Load (psf) 15 3 Live Load (psf) 16 Trib Area (ft*) 288 WTL Ob / ft) 248 wLL(lb/ft) 128 Use: 22K6 open web steel joists P-3)Span (ft) 3 Spacing (ft) 6 Dead Load (psf) 15 3 Live Load (psf) 18 Trib Area (ft"): 324 w^ (Ib / ft) 279 wLL(lb/ft) 144 Use: 24K7 open web steel joists Span (ft) 4 Spacing (ft) I 0 Dead Load (psf) 15 3 Live Load (psf) 16 Trib Area (ft") 320 w^ (Ib / ft) 248 wLL(lb/ft) 128 Use: 24K7 open web steel joists P-4)Span (ft) 4 Spacing (ft) £ 0 Dead Load (psf) 15 ) Live Load (psf) 16 Trib Area (fT) . 360 WTL Ob / ft) 279 wa(lb/ft) 144 Use: 28K6 open web steel joists FlpOUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (61 9) 485-6227, Fax (61 9) 485-6201 P-5) Span (ft) Spacing (ft) Trib Area (ft2) Use: P-6) Span (ft) Spacing (ft) Trib Area (ft2) Use: Span (ft) Spacing (ft) Trib Area (ft2) Use: P-7) Span (ft) Spacing (ft) Trib Area (ft2) Use: Girders G-1) Trib width (ft) Length (ft) Joist Spacing Dead Load (psf) Live Load (psf) # of Joist Spaces Use: G-2) Trib width (ft) Length (ft) Joist Spacing Dead Load (psf) Live Load (psf) # of Joist Spaces Use: Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page to ROOF FRAMING, continued 46 8 Dead Load (psf) 15 Live Load (psf) 16 368.0 Wn.(lb/ft) 248 wLL(lb/ft) 128 26K9 open web steel joists 46 9.5 Dead Load (psf) 15 Live Load (psf) 16 437 wu(lb/ft) 294.5 wLL(lb/ft) 152 26K10 open web steel joists 41.5 9.5 Dead Load (psf) 15 Live Load (psf) 16 394.3 WrL(lb/ft) 295 wLL(lb/ft) 152 26K10 open web steel joists 30.3 8 Dead Load (psf) 15 Live Load (psf) 16 242.4 Wn.(lb/ft) 248 wLL(lb/ft) 128 26K4 open web steel joists 32 40 8 15 12 5 Trib Area (ft2) 1280 Nodal Load (Ibs) 6912 Mr(odd) 1943 Mr (even) 2025 I 658 40G 5N 7.0K Joist Girder 32 20 8 15 12 3 Trib Area (ft2) 640 Nodal Load (Ibs) 6912 Mr (odd) 643 M, (even) 725 I 82 24G3N7.0K Joist Girder HROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: PalomarTech Center Job#: 98211 By: Date: April '98 Page Jl ROOF FRAMING, continued G-3) Trib width (ft) Length (ft) Joist Spacing # of Joist Spaces 40 40 8 5 Trib Area (ft2) Dead Load (psf) Live Load (psf) Nodal Load (Ibs) 1600 15 12 8640 G-4) G-5) G-6) G-7) G-8) Use: 44G 5N 9.0K Joist Girder Trib width (ft) Length (ft) Joist Spacing # of Joist Spaces Trib width (ft) Length (ft).. Joist Spacing # of Joist Spaces Trib width (ft) Length (ft) Joist Spacing # of Joist Spaces Trib width (ft) Length (ft) Joist Spacing # of Joist Spaces Trib width (ft) Length (ft) Joist Spacing # of Joist Spaces Use: 44G 6N 9.0K Joist Girder Use: 48G 6N 9.0K Joist Girder Use: 32G 5N 8.0K Joist Girder Use: 48G 5N 10.0K Joist Girder Use: 48G 6N 10.0K Joist Girder Trib Area (ft2) Dead Load (psf) Live Load (psf) Nodal Load (Ibs) Trib Area (ft2) Dead Load (psf) Live Load (psf) Nodal Load (Ibs) Trib Area (ft2) Dead Load (psf) Live Load (psf) Nodal Load (Ibs) Trib Area (ft2) Dead Load (psf) Live Load (psf) Nodal Load (Ibs) Trib Area (ft2) Dead Load (psf) Live Load (psf) Nodal Load (Ibs) 1600 9936 FIROUZ1 CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job #: 98211 By: Date: April '98 Page \1* ROOF FRAMING, continued Beams RB-1) Span (ft) • 35 Trib Width (ft) * .5 Dead Load (psO 15 3 Live Load (psf) 16 Trib Area (ft') 284 WDL (Ib / ft) 120 wLL(lb/ft) 128 RB-2) Span (ft) 16 Trib Width (ft) 2 .5 Dead Load (psf) 15 1 Live Load (psf) 16 Trib Area (ft*) 346.5 w^b/ft) 315 wLL(lb/tt) 338 RB-3) . Span (ft) 4 Trib Width (ft) 2 0 Dead Load (psf) 15 5 Live Load (psf) 12 Trib Area (ft") j 1000 WQ. (Ib / ft) 375 wLL(lb/n) 300 RB-4) Span (ft) 4 Trib Width (ft) 0 Dead Load (psf) 15 5 Live Load (psf) 16 Trib Area (ft*) 200 w^ (Ib / ft) 75 wLL(lb/tt) 80 Point Load #1 (Ibs) 0.66/.88 k at 9.5 ft Point Load #2 (Ibs 7.65/6.12 k at 25 ft Point Load #3 (Ibs) 3.63/3.87 k at 32 ft RB-5) Span (ft) 4 Trib Width (ft) < 6 Dead Load (psf) 15 J Live Load (psf) 16 Tnb Area (ft") 368 WDL (Ib / ft) 120 wLL(lb/tt) 128 Ftrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Multi-Span Steel Beam IS \ General Information I Description Roof Beams Fy- Yield Stress 36.00 ksi Load Duration Factor 1.00 All Spans Considered as Individual Beams Span Information Span Steel Shape End Fixity Loads Dead Load Live Load Point #1 DL LLex Point #2 DL LLex Point #3 DL LLex Results Mmax e Cntr ex- Max e Left End Max e Right End fb : Actual Fb: Allowable r W-l ft . ,. 35.50 W16X31 Pin-Pin k/ft 0.12 k/ft 0.13 k k ft k k ft k k ft k-ft 39.1 ft 17.75 k-ft • 0.0 k-ft 0.0 psi 9,926.3 W-2 E&-3 16.50 40.00 W14X26 W24X55 Pin-Pin Pin-Pin 0.73 0.38 0.34 0.30 36.2 135.0 8.25 20.00 0.0 0.0 0.0 0.0 12,334.8 14,235.4 psi 23,760.0 1 8,932.8 23,760.0 Bending OK Bending OK Bending OK ltt-1 40.00 W24X55 Pin-Pin 0.08 0.08 0.66 0.88 9.500 7.65 6.12 25.000 3.63 3.87 32.000 200.6 25.07 0.0 0.0 21,152.0 23,760.0 Bending OK (U-5" 46.00 W18X50 Pin-Pin 0.12 0.13 65.6 23.00 0.0 0.0 8,850.5 23,760.0 Bending OK Reactions & Deflections Shear ©Left Shear <g Right Reactions... DLQLeft LL6 Left- Total e Left DL e Right LL e Right Total @ Right Max. Deflection eX = k 4.40 k 4.40 k 2.13 k • 2.27 k 4.40 . k . 2.1? k 2.27 k 4.40 in -0.815 ft 17.75 8.78 13.50 8.78 13.50 6.01 7.50 2.77 6.00 8.78 13.50 6.01 7.50 2.77 6.00 8.78 13.50 -0.250 -1.000 8.25 20.00 10.94 18.07 5.60 5.34 10.94 9.34 8.73 18.07 -1.295 21.33 5.70 5.70 2.76 2.94 5.70 2.76 2.94 5.70 -1.077 23.00 I I I I (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2, I^Jun-1997 FJROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (61 9) 485-6227, Fax (61 9) 485-6201 Floor Joists FJ-1)Span (ft) 2 Dead Load (psf) , , 4 Project: Palomar Tech Center Job#: 98211 By: Date: April'98 Page 14 FLOOR FRAMING 3 Spacing (ft) 1.33 5 Live Load (psf) 80 wDL(lb/ft) 167 wLL(lb/ft) 107 1 Use: 20" TJI (See attached calculations) FJ-2) Seams FB-1) Span (ft) 14 Dead Load (psf) 4 .5 Spacing (ft) 1.33 5 Live Load (psf) 80 wDL(lb/ft) 167 wLL(lb/ft) 107 Use: 18" TJI (See attached calculations) Span (ft) 2 Dead Load (psf) 4 2 Trib Width (ft) 23 5 . Live Load (psf) 80 WDL (Ib / ft) _ 1 035 WLL (Ib / ft) 1 840 FB-2)Span (ft) 2 Dead Load (psf) 4 2 Trib Width (ft) 23 5 Live Load (psf) 80 WDL (Ib / ft) 1 035 WLL (Ib / ft) 1 840 -Depth limited to 16"-- FB-3)Span (ft) 1 Dead Load (psf) 4 3 Trib Width (ft) 23 5 Live Load (psf) 80 wDL(lb/ft) , ,. 1035 wLL(lb/ft) 1840 Span (ft) 2 Dead Load (psf) 4 2 Trib Width (ft) 8 5 Live Load (psf) 80 wDL(lb/ft) 360 wLL(!b/ft) 640 FB-4)Span (ft) 2 Dead Load (psf) 2 6 ... Trib Width (ft) 5 5 Live Load (psf) 125 wDL(ib/ft) 125 wLL(!b/ft) 625 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Multi-Span Steel Beam General Information Description Floor Beams Fy - Yield Stress 36.00 ksl Load Duration Factor All Spans Considered as Individual Beams Span Information • ffc-l Fft-2. Span Steel Shape End Fixity Loads Dead Load Live Load Results Mmax e Cntr ex- Max 6 Left End Max e Right End fb : Actual Fb : Allowable ft 22.00 W21X50 Pin- Pin k/ft k/ft 1.04 1.84 k-n ft k-ft k-ft psi psi 173.9 11.00 0.0 0.0 22,092.2 23,760.0 Bending OK 22.00 W16X67 Pin- Pin 1.04 1.84 173.9 11.00 0.0 0.0 17,864.1 23,760.0 Betiding OK Ffc-S 13.00 W16X26 Pin- Pin 1.04 1.84 60.7 6.50 0.0 0.0 18,995.1 23,760.0 Bending OK 22.00 W16X26 Pin- Pin 0.36 0.64 60.5 11.00 0.0 0.0 18,921.8 23,760.0 Bending OK 1.00 FS-4 26.00 W16X31 Pin- Pin 0.13 0.63 63.4 13.00 0.0 0.0 16,102.3 23,760.0 Bending OK I 1 1 Reactions & Deflections j Shear e Left Shear @ Right Reactions... DLQLeft LLQLeft Total @ Left DL e Right LL e Right Total G Right Max. Deflection @X- k k k k k k k k In ft . 31.62 31.62 11.38 20.24 31.62 11.38 20.24 31.62 -0.531 11.00 31.62 31.62 11.38 20.24 31.62 11.38 20.24 31.62 -0.548 11.00 18.69 18.69 6.73 11.96 18.69 6.73 11.96 18.69 -0.212 6.50 11.00 11.00 3.96 7.04 11.00 3.96 7.04 11.00 -0.604 11.00 9.75 9.75 1.62 8.12 9.75 1.62 8.12 9.75 -0.709 13.00 (C) 1983-97 ENERCALC e:\enercalc\patomar.ecw KW-0602755. V5.0.2,l-Jun-1997 FIROUZI CONSULTING ENGINEERS, INC. 1 6959 Bernardo Center, Drive, Suite 21 6 San Diego, California 92128 Phone (619) 485-6227. Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April ROOF COLUMNS Roof Only Roof Only Column Size Height of Column (FT) Load (KIPS) Section Modulus (IN3) Area (IN2) Modulus of Elasticity (IN4) r ON) Capacity of Column (LBS) Rw Maximum Deflection (IN) e (IN) Moment (IN-K) fb (KSI) fa (KSI) Kl/r Fb (KSI) F'c (KSI) FB . (KSI) 8" Std Pipe 28.5 45.4 16.8 8.4 72.5 2.94 90.5 6 1.71 5.13 232.902 13.86 5.40 116.33 21.6 11.02 10.85 10" Std Pipe 28.5 45.4 29.9 11.9 161 3.67 162 6 1.71 5.13 232.902 7.79 3.82 93.19 21.6 17.18 13.84 '98 Page ito Roof + Floor 10" Std Pipe 13.5 121.3 29.9 11.9 161 3.67 224 6 0.81 2.43 294.759 9.86 10.19 44.14 21.6 76.56 18.86 VFa+CmVIO-fa/F'eJFb] 1.76 > 1.7 NG 0.74 < 1.7 OK 1.07 < 1.7 OK FJROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page V?- MEZZANINE COLUMNS Floor Only Column Size Height of Column Load Section Modulus Area Modulus of Elasticity r Floor Only Capacity of Column Rw Maximum Deflection e Moment fb f . Kl/r Fb F'B F8 a/Fa+CmVKI -fa/F'e)Fb] (IBS) (IN) (IN) (IN-K) (KSI) (KSI) '.* ' (KSI) (KSI) (KSI) 90 | 6 0 2 184 21 13 72 81 43 .437 .70 .60 .00 21.6 28 16 2. .78 .22 74 Floor Only TS 6x6x3/8 13.5 75.9 13.9 8.08 41.6 2.27 157 > 1.7 NG 0.81 2.43 184.437 10.98 9.04 55.10 21.6 49.13 17.9 1.13 < 1.7 OK 0.81 2.43 184.437 13.27 9.39 71.37 21.6 29.29 16.33 1.48 < 1.7 OK f-IROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227. Fax (619) 485-6201 Project: Palomar Tech Center Job #: 98211 By: Date: April '98 LATERAL ANALYSIS Seismic Coefficient z =0.4 1.0 C Rw 2.75 V » 0.183 x Weight Seismic Force SEISMIC GOVERNS Roof Dead Load (R) = Wall Height (h)= D 2) 3) 4) 5) 6) Diap. Length s Diap. Length = Diap. Length = Diap. Length = Diap. Length = Diap. Length = wn = .183 x (R x (Diap Length) WalU Weight (W,)= Wall2 Weight (W2)= (W! + W2)xh/2) wt = W2 = W3 = W4 = W5 = W6 = 730 1016 1109 961 883 818 PLF PLF PLF PLF PLF PLF Two-Story Section: Transverse Direction Tributary Roof Dead Loads Roof DL = Wall DL = DL of 2 end walls = Tributary Floor Dead Loads 2nd Floor DL = Wall DL « W2' = DL of 2 end walls = (15psf)(88.3ft) (103 psf)(9tt)(2 walls) (W, x 921) (103psf)(88.3tt)(9n) Total DL Trib. to Roof 1324.5 1854 PLF 3179 PLF 292.4 KIPS 81.9 KIPS 374.3 KIPS (45 psf)(88.3 ft) (103 psf)(15ft)(2 walls) 3974 3090 PLF W3 = 7064 PLF (W3x92-) (103psf)(88.3ftX15ft) = Total DL Trib. to 2nd Floor =' 649.8 136.4 KIPS 786.3 KIPS FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Two-Story Section: Longitudinal Direction Tributary Roof Dead Loads Roof DL = Wall DL = (15psf)(92ft) (103 psf)(9ft)(2 walls) 1380 1854 W/ = DL of 2 end walls = Tributary Floor Dead Loads 2nd Floor DL = Wall DL = W2' DL of 2 end walls Seismic Table (Wn x 88.3') * (103psf)(92fi)(9ft) = Total DLTrlb. to Roof = (45 psf)(92 tt) (103psO(15tt)(2walls) 4140 3090 W,= (W3 x 88.3') (103psf)(92tt)(15tt) Total DL Trib. to 2nd Floor 638.4 142.1 Basic Shear, V = .183 x r(Wx) =210.7 KIPS Paoe Seismic ' LATERAL ANALYSIS, continued Table Basic Shear, V = .183 x SM = 212.4 KIPS Story R 2 1 hx 30 13.5 0 wx . 374.3 786.3 1160.5 wxhx 11228 10615 21843 Fx 109.2 103.2 212.4 FX/WX 0.292 0.131 FfW/Wpn 0.292 0.183 PLF 3234 PLF 285.6 KIPS 85.3 KIPS 370.8 KIPS PLF 7230 PLF KIPS 780.5 KIPS Story R 2 1 hx 30 13.5 0 Wx 370.8 780.5 1151.4 wxhx 11125 10537 21663 Fx 108.2 102.5 210.7 Fx/wx 0.292 0.131 Fpx/Wpx 0.292 0.183 'FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job #: 98211 By: Date: April '98 Page &Q LATERAL ANALYSIS, continued FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485^6201 Project: PalomarTech Center Job#: 98211 By: Date: April '98 Paoe 2.1 LATERAL ANALYSIS, continued FVouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Horizontal Plywood Diaphragm 2.2- \ General Information Description I Diaphragm 1 North-South Length Ease-West Length Nort-South Chord East-West Chord Boundary #1 #2 #3 #4 Boundary -#1 #2 #3 #4 60 28 60 28 .00 ,50 00 .50 Loads Acting North 730,00 Loads I North & South Walls | #ffi #/ft #/ft #/ft. ft ft n ft Diaphrgm Weight Seismic Factor Diaphragm Blocking 0.00 psf 1.0000 is Blocked Direction & South from from from from 0.000ft 0.000ft 0.000 ft 0.000 ft to to to to North-South I 28.500 ft Acting East & West #/ft #/ft #ffi #ffi from from from from Design Data & Nailing Framing At North Wall 2nd zone 3rd zone Center zone 3rd zone 2nd zone At South Wall 2x 2x 2x 2x 2X 2x 2x Thickness in 1/21 1/2' 1/2' 1/21 1/2' 1/2' 1/2' 0.000ft 0.000 ft 0.000ft 0.000 ft Requiremen Grade Structural I Structural I Structural I Structural I Structural I Structural I Structural I to to to to 0.000 ft 0.000ft 0.000 ft I 60.000ft 0.000 ft 0.000 ft 0.000 ft Shear Zone Nail Size Spacing Value Distance 10d 10d 10d 10d 10d 10d 10d in #/ft ft 2,3,12 730.0 0.00 2.5,3,12 640.0 0.00 4,6,12 425.0 0.00 6,6,12 320.0 4,6,12 425.0 0.00 2.5,3,12 640.0 0.00 2,3,12 730.0 0.00 | East & West Wails | Design Data & Nailing Requiremen Framing At West Wall 2x 2nd zone 2x 3rd zone 2x Center zone 2x 3rd zone 2x 2nd zone 2x At East Wall . 2x Thickness in 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" Grade Structural Structural Structural Structural Structural Structural Structural Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing in 2,3,12 2.5,3,12 4,6,12 6,6,12 4,6,12 2.5,3,12 2,3.12 Shear Value #ffi 730.0 640.0 425.0 320.0 425.0 640.0 730.0 Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 Shear & Chord Forces Diaphragm Shears... Total Shear Shear per Foot North O.OIbs 0.00 #ffi South O.OIbs 0.00#/ft West 10,402.5!bs 173.38#/ft East 10,402.5 Ibs 173.38 #ffi Chord Forces... @ 1/4 * Length @ 1/2 * Length @ 3/4 * Length Length / Width Ratio 2.105 921.5lbs 1,235.3lbs 931.4 Ibs O.OIbs O.OIbs O.OIbs (c) 1983-97 ENERCALC e:\enercalc\patomar.ecw KW-0602755. V5.0.2,1 Jun-1997 Flrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Date: Scope:New Building Job #98211 Horizontal Plywood Diaphragm General Information Description Diaphragm 2 North-South Length 164.00 ft * Ease-West Length 115.50 ft Nort-South Chord 164.00 ft East-West Chord 115.50ft Diaphrgm Weight Seismic Factor Diaphragm is Blocked Blocking Direction 0.00 psf 1.0000 North-South Boundary Loads Acting North & South #1 1,016.00 #/ft #2 #/ft #3 #m #4 , . #/ft < from 0.000ft to 115.500ft from 0.000ft to 0.000ft from 0.000ft to 0.000ft . from 0.000ft to 0.000ft Boundary Loads Acting East & West #1 #2 #3 #4 1 North & South Walls #/ft #/ft #ffi #/ft from 0.000 ft to 0.000 ft from 0.000ft to 0.000ft from 0.000ft to 0.000 ft from 0.000ft to 0.000ft 1 Design Data & Nailing Requiremen Framing Thickness in At North Wall 2nd zone 3rd zone Center zone 3rd zone 2nd zone At South Wall 2x 2x 2x 2x 2x 2x 2x 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" Grade Structural I Structural ! Structural I Structural I Structural I Structural I Structural I Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing in 2,3.12 2.5,3,12 4,6,12 6,6,12 4,6,12 2.5.3,12 2.3,12 Shear Value #/ft 730.0 640.0 425.0 320.0 425.0 640.0 730.0 I Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 I East & West Walls | Design Data & Framing At West Wall 2x 2nd zone 2x 3rd zone 2x Center zone 2x 3rd zone 2x 2nd zone 2x At East Wall 2x Shear & Chord Forces Diaphragm Shears... Total Shear Shear per Foot Nailing Requiremen Thickness Grade in 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" . .- 1/2" North O.OIbs . 0.00#/ft Structural Structural Structural Structural Structural Structural Structural South O.Oibs 0.00#/ft Nail Size 10d 10d 10d 10d 10d 10d 10d West 58.674.0lbs Spacing in 2.3,12 2.5,3,12 4,6,12 6,6,12 4,6,12 2.5,3,12 2,3,12 357.77#ffi Shear Value #/ft 730.0 640.0 425.0 320.0 425.0 640.0 730.0 East 58,674.0 Ibs 357.77 #ffi Zone Distance ft 0.00 0.00 6.47 6.47 0.00 0.00 I Shear per Foot . . 0.00#/ft Chord Forces... @ 1/4 * Length @ 1/2*, Length @ 3/4 * Length Length / Width Ratio 1.420 0.00#/ft 7.706.4IDS 10.330.6 Ibs 7,789.1 Ibs 357.77#ffi O.OIbs O.OIbs O.OIbs 357.77 #ffi (c) 1933-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jurv1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Date: Scope:New Building Job* 98211 Horizontal Plywood Diaphragm General Information Description Diaphragm 3 North-South Length Ease-West Length Nort-South Chord East-West Chord 198.00ft 92.00 ft .198.00 ft 92.00 ft Diaphrgm Weight Seismic Factor Diaphragm is Blocked Blocking Direction 0.00 psf 1.0000 North-South Boundary Loads Acting North & South 1 #1 1,109.00 #/ft from 0.000ft to 92.000ft # 2 #/ft from 0.000ft to 0.000 ft #3 . #ffi from 0.000ft to 0.000ft #4 . #ffl from 0.000 ft to 0.000 ft Boundary Loads Acting East & West #1 #2 #3 #4 . 1 North & South Walls #/ft from 0.000 ft to 0.000 ft #ffi from 0.000ft to 0.000ft #/ft from 0.000ft to 0.000 ft #ffi from 0.000ft to 0.000ft 1 Design Data & Nailing Requlremen Framing At North Wall 2nd zone 3rd zone Center zone 3rd zone 2nd zone At South Wall 2x 2x 2x 2x 2x 2x 2x Thickness in 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" Grade Structural Structural Structural Structural Structural Structural Structural I Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing in 2,3,12 2.5,3,12 4,6,12 6,6,12 4,6,12 2.5,3,12 2,3,12 Shear Value #/ft 730.0 640.0 425.0 320.0 425.0 640.0 730.0 Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 I East & West Walls | Design Data & Nailing Requiremen Framing At West Wall 2x 2nd zone . 2x 3rd zone 2x Center zone 2x 3rd zone 2x 2nd zone 2x - At East Wall 2x Thickness in 1/2" 1/2" 1/2" 1/2" 1/2" • MT ' 1/2" Grade Structural I Structural I Structural I Structural I Structural I Structural I Structural I Nail Size Spacing 10d 10d 2 10d 10d 10d 10d 2 10d in 2,3,12 5,3,12 4,6,12 6.6,12 4,6,12 5,3,12 2,3,12 Shear Value #ffi 730.0 640.0 425.0 320.0 425.0 640.0 730.0 Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 Shear & Chord Forces Diaphragm Shears... Total Shear Shear per Foot North O.OIbs 0.00#/ft South O.OIbs O.OOtfffi West 51.014.0lbs 257.65 #/ft East 51,014.0 Ibs 257.65 #/ftShear per Foot 0.00#/ft Chord Forces... @ 1/4 * Length @ 1/2 * Length @ 3/4 * Length Length / Width Ratio 2. 1 52' O.OOtfffi 4,420.6lbs 5,925. 9lbs 4,468.0 Ibs 257.65 #/ft O.OIbs O.OIbs O.OIbs 257.65 #/ft (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Date: Scope:New Building Job #98211 Horizontal Plywood Diaphragm General Information Description Diaphragm 4 North-South Length Ease-West Length Nort-South Chord East-West Chord 144.00 ft 60.00 ft 144.00 ft 60.00 ft Diaphrgm Weight Seismic Factor Diaphragm is Blocked Blocking Direction 0.00 psf 1.0000 North-South Boundary Loads Acting North & South # 1 961.00 #/fr from 0.000ft to 0.000 ft # 2 #/ft from 0.000ft to 0.000 ft #3 #/ft from 0.000ft to 0.000ft #4 #/ft from 0.000 ft to 0.000 ft Boundary Loads Acting East & West #1 #2 #3 #4 1 North & South Walls #/ft from 0.000ft to 0.000ft #/ft from 0.000ft to 0.000ft #/ft from 0.000ft to 0.000 ft #/ft from 0.000 ft to 0.000 ft 1 Design Data & Nailing Requlremen Framing At North Wall 2nd zone 3rd zone Center zone 3rd zone 2nd zone At South Wall 2x 2x 2x 2x. 2x 2x 2x Thickness in 1/2" 1/2" 1/2" . 1/2" 1/2" 1/2" 1/2" Grade Structural I Structural I Structural I Structural I Structural I Structural I Structural I Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing in 2,3,12 2.5,3,12 4,6,12 6.6,12 4,6,12 2.5,3,12 2,3,12 Shear Value #/ft 730.0 640.0 425.0 320.0 425.0 640.0 730.0 1 Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 I East & West Walls | Design Data & Nailing Requiremen Framing At West Wall 2nd zone 3rd zone Center zone 3rd zone 2nd zone At East Wall 2x 2x 2x 2x 2x 2x 2x Thickness in 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" Grade Structural Structural Structural Structural Structural Structural Structural Nail Size Spacing 10d 10d 2 10d 10d 10d 10d 2 10d in 2,3,12 5,3,12 4,6,12 6,6,12 4,6,12 5.3,12 2.3,12 Shear Value #/ft 730.0 640.0 425.0 320.0 425.0 640.0 730.0 Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 Shear & Chord Forces Diaphragm Shears. Total Shear Shear per Foot ,North O.OIbs 0.00#/ft South O.OIbs O.OOtf/ft West 28,830.0lbs 200.21 #/ft East 28,830.0 Ibs 200.21 #/ft Chord Forces... @ 1/4* Length @ 1/2 * Length @ 3/4* Length Length / Width Ratio 2.400 2,240.3lbs 3,003.1 Ibs 2,264.3 Ibs O.OIbs O.OIbs O.OIbs (C) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1 Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Date: Scope:New Building Job #96211 Horizontal Plywood Diaphragm General Information Description Diaphragm 5 North-South Length 115.50ft Ease-West Length 104! 00 ft Nort-South Chord 115.50ft East-West Chord 104.00ft Diaphrgm Weight Seismic Factor Diaphragm Blocking 1. 0.00 psf 0000 is Blocked Direction North-South Boundary Loads Acting North & South # 1 883.00 #/ft from #2 #ffi from #3 #/ft from #4 #/ft from Boundary Loads Acting East & West # 1 #/ft from #2 #/ft from #3 #/ft from #4 #/ft from (North & South Walls | Design Data & Nailing Framing Thickness in At North Wall 2x 1/2" 2nd zone 2x 1/2" 3rd zone 2x 1/2" Center zone 2x 1/2" 3rd zone 2x 1/2" 2nd zone 2x 1/2" At South Wall 2x 1/2" 0.000ft 0.000ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft 0.000ft Requiremen Grade Structural I Structural I Structural I Structural I Structural I Structural 1 Structural 1 to to to to to to to to 0. 0 0 0 0 0 0 0 000ft 000ft 000ft 000ft 000ft 000ft 000ft 000ft Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing 2 2.5 4 in .3, ,3, ,6, 6.6, 4 2.5 2 .6, .3, .3, 12 12 12 12 12 12 12 Shear Value #/ft 730.0 640.0 425.0 320.0 425.0 640.0 730.0 I Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 I East & West Walls I Design Data & Nailing Requiremen Framing At West Wall 2x 2nd zone 2x 3rd zone 2x Center zone 2x 3rd zone 2x 2nd zone 2x At East.Wall 2x . .• Thickness in 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" Grade Structural I Structural I Structural I Structural I Structural I Structural I Structural I Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing in 2,3,12 2.5.3,12 4.6,12 6.6,12 4.6,12 2.5,3,12 2,3,12 Shear Value #/ft 730.0 640.0 425.0 320.0 425.0 640.0 730.0 Zone Distance ft 0.00 0.00 10.40 10.40 0.00 0.00 Shear & Chord Forces Diaphragm Shears... Total Shear Shear per Foot North O.OIbs 0.00#/ft South O.OIbs 0.00#ffi West 45.916.0lbs 397.54#/ft East 45,916.0 Ibs 397.54 #ffi Chord Forces... @ 1/4 * Length @ 1/2 * Length @ 3/4 * Length Length / Width Ratio 1.111 7,710.5lbs 10,336.1 Ibs 7,793.2 Ibs O.OIbs O.OIbs O.OIbs (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-060275S, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Horizontal Plywood Diaphragm 2?- \ General Information Description I Diaphragm 6 North-South Length Ease-West Length Nort-South Chord East-West Chord Boundary #1 #2 #3 'l #4 Boundary #1 #2 #3 #4 ' 92 38 .00 .50 ft ft 92.00 ft 38.50 Loads Acting North 818.00 Loads I North & South Walls | #/ft #ffi #/ft #/ft ft Diaphrgm Weight Seismic Factor Diaphragm Blocking 0.00 psf 1.0000 is Blocked Direction & South from from from from 0.000ft 0.000ft 0.000 ft 0.000 ft to to to to Acting East & West #m #/ft #ffi #/ft from from from from Design Data & Nailing 'Framing At North Wall 2nd zone 3rd zone Center zone 3rd zone 2nd zone At South Wall 2x 2x 2x 2x 2x 2x 2x ' Thickness in 1/2' 1/21 1/2" 1/2' 1/2' 1/2' 1/2' 0.000 ft 0.000 ft 0.000ft 0.000ft Requirement Grade Structural I Structural I Structural I Structural I Structural I Structural I Structural I to to to to North-South I 0.000 ft 0.000 ft 0.000 ft 0.000 ft I 0.000 ft 0.000ft 0.000ft 0.000 ft Shear Zone Nail Size Spacing Value Distance 10d 10d 10d 10d 10d 10d 10d in #ffi ft 2,3,12 730.0 0.00 2.5,3,12 640.0 0.00 4,6,12 425.0 0.00 6,6,12 320.0 4,6,12 425.0 0.00 2.5,3,12 640.0 0.00 2,3,12 730.0 0.00 I East & West Walls | Design Data & Nailing Requiremen Framing At West Wall 2x 2nd zone 2x 3rd zone 2x Center zone 2x 3rd zone 2x 2nd zone 2x At East Wall 2x Thickness in 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" Grade Structural- Structural Structural Structural Structural Structural Structural Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing in 2,3,12 2.5,3,12 4.6,12 6,6,12 4,6.12 2.5,3.12 2,3,12 Shear Value #ffi 730.0 640.0 425.0 320.0 425.0 640.0 730.0 Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 Shear & Chord Forces Diaphragm Shears... Total Shear Shear per Foot North O.OIbs 0.00#/ft South O.OIbs 0.00#/ft West 15,746.5lbs 171.16#/ft East 15,746.5 Ibs 171.16 #ffi Chord Forces... @ 1/4 * Length @ 1/2 * Length @ 3/4 * Length Length / Width Ratio 2.390 1,228.9 Ibs 1,647.4 Ibs 1,242.1 Ibs O.OIbs O.OIbs O.OIbs (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755. V5.0.2,1-Jun-1997 Pirouzi Consulting Engineers, Inp. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Date: Scope:New Building Job #98211 Horizontal Plywood Diaphragm General Information Description Diaphragm 7 North-South Length Ease-West Length NortTSouth Chord East-West Chord 88.30 ft 92.00 ft 83.30 ft 92.00 ft Diaphrgm Weight Seismic Factor Diaphragm is Blocked Blocking Direction 0.00 psf 0.2920 North-South Boundary Loads Acting North & South | #1 3,179.00 #/ft' from 0.000ft to 0.000ft #2 #ffi from 0.000ft to 0.000ft #3 #/ft from 0.000 ft to 0.000 ft #4 #/ft from 0.000ft to 0.000ft Boundary Loads Acting East & West #1 3,234.00 #/ft from 0.000ft #2 #/ft from 0.000 ft #3 #/ft from 0.000ft #4 ,#/ft from 0.000ft 1 North & South Walls ' to 0.000ft to 0.000 ft to 0.000 ft to 0.000 ft 1 Design Data & Nailing Requiremen Framing At North Wall 2nd zone 3rd zone Center zone 3rd zone 2nd zone At South Wall 2x 2x 2x 2x. . 2x 2x 2x Thickness in 1/2" 1/2" 1/2" . 1/2" 1/2" 1/2" 1/2" Grade Structural Structural Structural Structural Structural Structural Structural Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing in 2,3,12 2.5,3,12 4.6,12 6,6,12 4,6,12 2.5,3,12 2,3.12 Shear Value #/ft 730.0 640.0 425.0 320.0 425.0 640.0 730.0 Zone Distance ft 0.00 2.83 13.07 13.07 2.83 0.00 (East & West Walls | Design Data & Nailing Requiremen Framing At West Wall 2x . . 2nd zone 2x 3rd zone 2x Center zone 2x 3rd zone 2x 2nd zone 2x At East Wall 2x Thickness ,m , 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" Grade Structural Structural Structural Structural Structural Structural Structural Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing in 2.3,12 2.5.3,12 4.6,12 6.6,12 4.6,12 2.5.3,12 2,3,12 Shear Value #/ft 730.0 640.0 425.0 320.0 425.0 640.0 730.0 Zone Distance ft 0.00 5.89 15.82 15.82 5.89 0.00 Shear & Chord Forces Diaphragm Shears... North Total Shear 41,692.1 Ibs Shear per Foot 453.17#/ft Chord Forces... @ 1/4 * Length @ 1/2 * Length ©3/4* Length Length /Width Ratio 1.042 South 41. 692.1 Ibs 453.17#/ft 8,795.2lbs 11,790.0lbs 8,889.5 Ibs West East 42,700.3lbs 42,700.3 , 483.58#ffi 483.58 7,462. 7 Ibs 10.003.8lbs 7,542.7 Ibs Ibs #/ft (C) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Date: Scope:New Building Job #98211 Horizontal Plywood Diaphragm General Information Description Diaphragm 8 North-South Length 88.30 ft Ease-West Length 92.00 ft Nort-South Chord , . 83.30ft East-West Chord 92.00 ft Diaphrgm Weight Seismic Factor Diaphragm Blocking 0.00 psf 0.1310 is Blocked Direction North-South Boundary Loads Acting North & South # 1 7,064.00 #ffi from #2 #/ft from # 3 #/ft from # 4 #/ft from Boundary Loads Acting East & West # 1 7,230.00 #/ft from # 2 #/ft from #3 #/ft from #4 #/ft from 1 North & South Walls | Design Data & Nailing Framing Thickness in At North Wall 2x 1/2" 2nd zone 2x 1/2" 3rd zone. 2x , r 1/2" Center zone 2x • 1/2" 3rd zone 2x 1/2" .2nd zone 2x 1/2" At South Wall 2x 1/2" 0.000ft 0.000ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft 0.000ft Requlremen Grade Structural I Structural I Structural I Structural I Structural I Structural I Structural I to to to to to to to to 0. 0 0 0 0 0 0 0 000ft 000ft 000ft 000ft 000ft 000ft 000ft .000ft Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing 2 2.5 4 in 3, 3, .6, 6,6, 4 2.5 2 ,6, .3, ,3. 12 12 12 . 12 12 12 12 Shear Value #ffi 730.0 640.0 425.0 320.0 425.0 640.0 730.0 ' I I Zone Distance ft 0.00 3.18 13.07 13.07 3.18 0.00 1 East & West Walls__ 1 Design Data & Nailing Requiremen Framing Thickness At West Wall 2nd zone 3rd zone 2x 2x 2x Center zone 2x 3rd zone 2nd zone At East Wall Shear & Chord 2x 2x 2x Forces in 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" Grade Structural I Structural I Structural I Structural I Structural I Structural I Structural I Nail Size 10d 10d 10d 10d 10d 10d 10d Spacing in 2,3,12 2.5,3,12 4,6,12 6,6,12 4,6.12 2.5,3.12 2,3,12 Shear Value #ffi 730.0 640.0 425.0 320.0 425.0 640.0 730.0 Zone Distance ft 0.00 5.52 15.82 15.82 5.52 0.00 Diaphragm Shears... North Total Shear ,41,815.8lbs Shear per Foot 454.52#/ft Chord Forces... @ 1/4 * Length @ 1/2* Length @ 3/4 * Length Length /Width Ratio 1.042 South 41,815.8lbs 454.52#/ft 8,767.8!bs 11.753.4lbs 8,861.9 Ibs West 42. 567.7 Ibs 482.08 #/ft 7.484, 10.033, 7,565. East 42.567.7 Ibs 482.08 #/ft ,8 Ibs .5 Ibs 1lbs (c) 1983-97 ENERCALC e:\enercate\palomar.ecw KW-0602755, V5:0.2.1-Jun-1997 FiROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 • * Phone (619) 465-6227, Fax (619) 485-6201' Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page 3O LATERAL ANALYSIS, continued Drag and Chord Forces Line 1 Line 2.5 Lines Line A LineB LineB.2&E Chord Force =10,331 Ibs Chord Force = 1,234 Ibs Drag Force = (28.5')(73.2k + 44.2k)/[(2)(60t)] 27,883 Ibs Chord Force = Chord Force = 5926 3,004 Ibs Ibs Chord Force = 10,337 Ibs Drag Force = (60')(78.8k + 21.2k)/[(2)(108t)] 27,778 Ibs Chord Force =11,790 Ibs USE (1) #6 Bar USE (1) #6 Bar USE W16x31 USE (1) #6 Bar USE (1) #6 Bar USE (1) #6 Bar USE Girder Seat USE (1) #6 Bar RROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 SUBDIAPHRAGM DESIGN WALL ANCHORAGE Along Line... C wall CROSS-TIES Cp parapet Height of Wall (ft) Height of Parapet (ft) Thickness of Wall (in) Weight of Concrete (pcf) Center one half increase Force per foot (Ibs) Anchor Force at 8' O.C. (Ibs) Use Anchor Force at 4' O.C. (Ibs) Use A,B, B.2, & E 0.3 0.75 25.5 4.5 8 145 1 &9 0.3 0.75 25.5 4.5 8 145 1.5 696 5568 1.5 696 5568 See Purlin Design Not Used 2784 2784 Not Used Detail 24/SD3 At center one half of diaphragm: Force per foot 1044 Anchor Force at 8' O.C. (Ibs) 8352 Use Anchor Force at 4' O.C. (Ibs) 4176 Use ' I Not Used 1044 8352 See Purlin Design Not Used 4176 Detail 24/SD3 Depth of Diaphragm (ft) Width of Diaphragm (ft) Diap. Ratio Max. Diap. Ratio Total Shear (Ibs) Shear per foot (plf) Allowable Shear per foot (plf) [ Chord Force (Ibs) Use At center one half of diaphragm^ Depth of Diaphragm (ft) Width of Diaphragm (ft) Diap. Ratio Max. Diap. Ratio Total Shear (Ibs) Shear per foot (plf) Allowable Shear per foot (plf) Chord Force (Ibs) Use 43.3 8 38 46 0.2 1.2 4.0 4.0 2784 16008 64 421 320 425 129 4845 OK See Roof Plan 46 8 57 46 0.2 4.0 4176 91 0.8 4.0 24012 421 320 425 182 4845 OK See Roof Plan Rrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr. Suite 216 San Diego, CA 92128 Title : PalomarTech Job # : 98211 Dsgnr: Description.... K-Frame Date: FastFrame 2-D Frame Analysis v«w. page 31 1 Nodes... Node No Label >f 1 ( 2 2C .3 4( le Coordinates C Y -t ft ).000 0.000 ).000 28.500 J.OOO 0.000 X Restraint Fixed Fixed Y Restraint Fixed Fixed Node Z Restraint Temp degF 0 0 0 Member... Member Label P A B operty Label TS8x8x1/2 TS8x8x1/2 Endpolnt Nodes 1 Node J Node 1 2 2 3 Member j End ReleasesLengthn * Y z 34.817 34.817 J End Releases X Y Z Member Stress Check Data... Member Label A B Materials... Member Label Default Steel Unbraced Lengths Lu:Z n LurXY 34.817 34.817 34.817 34.817 Slenderness Factors K : Z K : XY 1.00 1.00 1.00 1.00 AISC Bending & Stability Factors Cm Cb Internal Internal Internal Internal Youngs Density Thermal ksi kef in/100d 1 .00 0.000 0.000000 29,000.00 0.490 0.000650 Yield ksl 1.00 36.00 Section Sections... Prop Label Group Tag TS6x6x1/2 TS8x8xl/2 Material Steel Steel Area 10.400 In2 14.400 In2 Depth Width 6.000 In 6.000 In 8.000 In 8.000 in Tf Tw 0.500 in 0.500 in 0.500 In 0.500 In Ixx lyy 50.50 In4 50.50 IM 131.00 in* 131.00 In4 Node Loads.... . . : Node Label Concentrated Loads and Moments X Y Moment 2 53.500k Load Combinations... Load Combination Description ST Stress Gravity Load Factors Increase X Y 1.330 -1.000 Load Case Factors #1 #2 #3 #4 #5 1.000 Load Combination Factors #1 #2 #3 #4 #5 1.000 Node Displacements & Reactions Node Label 1 2 3 Load Combination ST ST ST Node Displacements X Y in in 0 0 0.08111 -0.00138 0 0 Z Radians -0.00110 -0.00016 0.00078 Node Reactions X Y k k -26.00188 -36.41270 0 0 -27.49812 39.82480 Zk-n 0 0 0 Member End Forces... Member Label A B Load Combination ST ST Node " 1 " End Forces Axial Shear Moment k k ft-k -44.74201 46.99799 0.36762 0.61238 0 4.26082 Node " J " End Forces Axial Shear k k 46.13851 0.61238 -48.39449 0.36762 Moment tt-k -4.26082 0 Steel Stress Checks... Member Label A B Load Combination ST ST Overall Maximum 0.256 0.312 @ Lett End 1/4 Span 1/2 Span 3/4 Span @ Right En 0.108 0.164 0.144 0.180 0.216 0.256 0.125 0.184 0.244 0.312 Shear 0.002 0.004 (c)1988-97 ENERCALC E:\ENERCALC\PALOMAR3.FFW V 5.0.8 Flsouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr. Suite 216 San Diego, CA 92128 Title : PalomarTech Job* : 98211 Dsgnr: Description.... K-Frame Date: FastFrame 2-D Frame Analysis V 5.0.8-Page 3 2 Member Overall Envelope Summar Member Labe! A B Section TS8x8x1/2 TS8x8x1/2 Axial k 44.743 46.999 Shear k 0.368 0.612 Moment ft-k 12.783 17.043 Deflection In 0.656 0.658 Maximum Stress Ratio 0.256 0.312 -> Deflection values listed are the maximum of a sampling of 31 points across the member (c) 1988-97 ENERCALC E:\ENERCALC\PALOMAR3.FFW V 5.0.8 FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: PalomarTech Center Job#: 98211 By: Date: April '98 Page 3fr SHEARWAU-S Panel Designation: Line A, Roof Panel Thickness (t) = Total Shearwall Length (LJ = Seismic Load (VJ = 8 56 10403 IN FT LBS Vc= 2(fc)5dt = 10516 vd= 1.47^(0^)= 325 d = fc = fy= PLF PLF < V0, OK Panel Length (Lp) = Height of Panel (Hp) = Panel Length Available for Shear (Lps) = Height of Lateral Force (Hps) = 30 30 26 26 FT FT FT FT OT= 0.8vd(Lps)(Hps)/1.4 = UPL = (OT - .85RM)/Lp « Framing Length (L,p) = Height of Opening (Hpo) = Length of Opening (Lpo) = Roof Dead Load (Wr) = ,]/2 = 125579 LB-FT 1343850 LB-FT -33890 LBS UPLIFT OK Panel Designation: Line 2.5, Roof Panel Thickness (t) = Total Shearwall Length (U) = Seismic Load (VJ = 8 28 74746 IN FT LBS . . . ' Vc= 2(fc)5dt= 10516 vd= 1.4V8/(0.8LP)= 4672 d = fc = fy = PLF PLF < V0. OK Panel Length (Lp) = Height of Panel (Hp) = Panel Length Available for Shear (Lps) = Height of Lateral Force (Hp,) = OT = 28 30 28 27 FT FT FT FT Framing Length (L^) = Height of Opening Length of Opening Roof Dead Load (Wr) = UPL = 0.8vd(L|M)(Hp6)/1.4 = [(145)(V12)(HpLp-HpoLpo)Lp+(.5)WrLrpLpLp]/2 (OT - .85RM)/l_p = 2018142 LB-FT 1154048 LB-FT 37043 LBS Use SE/SD1 FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone1 (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 SHEARWALLS, continued Panel Designation: Line B, Roof Panel Thickness (t) = Total Shearwall Length (Ls) = Seismic Load (Vs) = Vc = vd = 8 66 69077 1.4VS/(0.8LP) = IN d = FT fc = LBS fy = 10516 PLF 1832 PLF <V01OK 12 3000 60000 IN PSI PSi Panel Length (Lp) = Height of Panel (Hp) = Panel Length Available for Shear (Lps) = Height of Lateral Force (Hps) = 30.5 30 19 27 FT FT FT FT Framing Length Height of Opening (Hpo) = Length of Opening (Lpo) = Roof Dead Load (Wr) = OT= RM = UPL= (OT-.85RM)/L = 536917 LB-FT 1162990 LB-FT -14807 LBS UPLIFT OK Panel Designation: Line 3.5. Roof Panel Thickness (t) = Total Shearwall Length (l_s) = Seismic Load (Vs) = vc = vd = 8 70 51014 2(fe) 5dt = 1.4V8/(0.8LP) = IN d = FT fc = LBS fy = 10516 PLF 1275 PLF <VC. OK 12 3000 60000 IN PSI PSI Panel Length (Lp) = Height of Panel (Hp) = Panel Length Available for Shear (Lps) = Height of Lateral Force (Hps) = OT = RM = 25.5 30 25.5 27 FT FT FT FT Framing Length (L,p) - Height of Opening (Hpo) = Length of Opening (Lpo) = Roof Dead Load (Wr) = 0.8vd(Lps)(Hps)/1.4 = [(145)(t/12)(HpLp-HpoLpo)Lp+(.5)WrLfpL^Lpy2 = (OT - .85RM)/Lp = 501759 LB-FT 1005449 LB-FT -13838 LBS UPLIFT OK FJROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227. Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 SHEARWALLS, continued Panel Designation: Line 6, Roof Panel Thickness (t) = Total Shearwall Length (Ls) = Seismic Load (Vg) = 8 10.5 20000 IN FT LBS Vc= 2(fc)-5dt= 10516 vd= 1.4Vs/(0.8Lp) = 3333 d = f =1 c fy = 12 IN 3000 PSI 60000 PSI PLF PLF < Vc, OK Panel Length (Lp) = Height of Panel (Hp) = Panel Length Available for Shear (Lps) = Height of Lateral Force 10.5 30 10.5 27 FT FT FT FT Framing Length (L,p) = Height of Opening (Hpo) » Length of Opening (Lpo) = Roof Dead Load (Wr) = OT= 0.8vd(Lps)(Hp3)/1.4 = RM = [(145)(t/12)(HpLp-HpoLpo)Lp+(.5)WrLrpLpLp]/2 = UPL= (OT-.85RM)/LP = 540000 LB-FT 162288 LB-FT 38291 LBS Use SE/SD1 Panel Designation: Line 1, Roof Panel Thickness (t) = Total Shearwall Length (U) = Seismic Load (Vg) = vc = vd = 8 118 28830 2(fe) 5dt = 1.4Vs/(0.8Lp) = IN d = FT fc = LBS fy = 10516 PLF 428 PLF < Vc, OK 12 3000 60000 IN PSI PSI Panel Length (Lp) = Height of Panel (Hp) » Panel Length Available for Shear (Lps) = Height of Lateral Force (Hpg) = 27.5 30 27.5 27 FT FT FT FT Framing Length (L^) = Height of Opening (Hpe) = Length of Opening (Lpo) = Roof Dead Load (Wr) = OT= 0.8vd(Lps)(Hps)/1.4 = RM = [(HSJ^I^tHpLp-Hp UPL » (OT - .85RM)/LP = 181409 LB-FT 1113200 LB-FT -27811 LBS UPLIFT OK RROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page 3to SHEARWALLS, continued Panel Designation: Line E, Roof Panel Thickness (t) = Total Shearwall Length (U) - Seismic Load (Vg) = Vc = vd = 8 148.5 58674 2(fc)5dt = 1.4VS/(0.8LP) = IN d = . 1 FT f o - 30 LBS fy = 60( 10516 PLF 691 PLF < Vc, OK 2 IN 00 PSI 300 PSI Panel Length (Lp) = Height of Panel (Hp) = Panel Length Available for Shear Height of Lateral Force 27 30 15 26 FT FT FT FT Framing Length Height of Opening (Hpo) = Length of Opening (Lpo) ~ Roof Dead Load (Wr) = OT= 0.8vd(Lps)(Hp8)/1.4 = RM = [(145)(t/1 2)<HpLp-Hp0Lpo)LpH5)W,LrpLpLp]/2 * UPL = (OT - .85RM)/LP = 154093 LB-FT 861678 LB-FT -21420 LBS UPLIFT OK Panel Designation: Line 9, Roof Panel Thickness (t) = Total Shearwall Length (LJ = Seismic Load (Vg) = 8 21 42700 IN FT LBS Vc= 2(fc)5dt= 10516 vd = 1.4V«/(0.8Lp) = 3558 d = f —• fy = PLF PLF < Vc, OK Panel Length (Lp) = Height of Panel (Hp) * Panel Length Available for Shear (Lps) = Height of Lateral Force (Hps) = OT = RM = UPL = 30.5 16.5 10.5 15 FT FT FT FT Framing Length Height of Opening (Hpo) = Length of Opening (Lpo) * Roof Dead Load (Wr) = 0.8vd(L^(Hpa)/1.4 = [(145)(t/12)(HpLp-HpoLpo)Lp+(.5)WrLrpLpLp]/2 (OT-.85RM)/l_p = 320250 LB-FT 488036 LB-FT •3101 LBS UPLIFT OK FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job #: 98211 By: Date: April '98 Page .,22: SHEARWALLS, continued Panel Designation: Line 9, Floor Panel Thickness (t) = Total Shearwall Length (U) = Seismic Load (Vg) = vd = 8 21 85268 2(fc) 5dt = 1.4V8/(0.8Lp) = IN d = FT fc = LBS fy = 10516 PLF 7106 PLF <V0, OK 12 3000 60000 IN PSI PSI Panel Length (Lp) = Height of Panel (Hp) - Panel Length Available for Shear (Lps) = Height of Lateral Force (Hps) = 30.5 13.5 10.5 13.5 FT FT FT FT Framing Length Height of Opening (Hpo) = Length of Opening (Lpo) = Roof Dead Load (Wr) • OT = RM = . . .. UPL = Panel Designation: Line 7t Floor Panel Thickness (t) = Total Shearwall Length (LJ = Seismic Load (VJ = vc = vd = 0.8vd(Lps)(Hps)/1.4 = [(HSXt/l^^pLp-HpoLp^Lp+t.SJW^LpLp]^: (OT - .85RM)/LP = 8 46 85268 2(fc) 5dt = 1.4VS/(0.8LP) = IN d= 1 FT f 0 = 30 LBS fy = 60( 10516 PLF 3244 PLF < Vc, OK 575559 LB-FT 294183 LB-FT 10672 LBS Use 5A/SD1 2 IN 00 PSI )00 PSI Panel Length (Lp) = Height of Panel (Hp) = Panel Length Available for Shear (LpJ = Height of Lateral Force (Hpg) = 18.25 13.5 14.75 13.5 FT FT FT FT Framing Length Height of Opening (Hpo) = Length of Opening (LpJ = Roof Dead Load (Wr) = OT= 0.8vd(Lp8)(Hps)/1.4 = RM = E(145)(t/12)(HpLp-HpoLpo)Lp+(.5)WrLrpLpLp]/2 = UPL= (OT-.85RM)/LP = 369108 LB-FT 221445 LB-FT 9911 LBS Use X-Bracina FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 PageJS. PANEL DESIGN Wind Load: Ce= 1.19 Cq= 1.2 FwaC.Cqq.l qs= 12.6 l= 1.0 Fw= 18.0 Panel Data: Panel Designation: Line A: No Openings Date Wall Height = Parapet Height = Purlin Span = Ledger Width = Opening Width = Opening Height = ' Leg Width = Calculation e = PDL = PLL = Pane! Designation: Line B & E: No Data Wall Height = Parapet Height = Purlin Span = Ledger Width = Opening Width = Opening Height = Leg Width = Calculation e = . ., . PDL = PLL = 26 4 28.5 3.5 0 0 1 7.5 213.75 228 Openings 25.5 4.5 40 3.5 0 0 1 7.5 300 320 ft ft ft in ft ft ft in plf plf ft ft ft in ft ft ft in plf plf Wall Thickness = Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load « Wall Dead Load = Addt'l. Lateral = VDL = Vu.- Wall Thickness « Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load = Wall Dead Load = Addt'l. Lateral = VDL = VLL = 8 3.625 0.75 15 16 97 0.0 0 0 8 3.625 0.75 15 16 97 0.0 0 0 psf In in in psf psf psf psfplfplf in in in psf psf psf psfplfplf Panel Designation: Line 1: No Openings Data Walt Height = Parapet Height - Purlin Span = Ledger Width = Opening Width = Opening Height = Leg Width = Calculation e = PDL = PLL = 25.5 4.5 10 3.5 0 0 1 7.5 75 80 ft ft ft in ft ft ft in plf plf Wall Thickness = Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load = Wall Dead Load - Addt'l. Lateral = VDL- VLLS 8 3.625 0.75 15 16 97 0.0 0 0 in in in psf psf psf psf plf plf FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 PANEL DESIGN, continued Panel Designation: Line B: 3'-6" Leg Data Wall Height = Parapet Height = Purlin Span = Ledger Width = Opening Width = Opening Height = Leg Width = Calculation e = PDL = PLL = Panel Designation: Line 1: 3'-9' Data Wall Height = Parapet Height = Purlin Span = , ,. Ledger Width = Opening Width = Opening Height = Leg Width = Calculation e - PDL = PLL = Panel Designation: Line B.5 & E: No Data Wall Height = Parapet Height = , Purlin Span = Ledger Width = Opening Width = . Opening Height = Leg Width = Calculation e = PDL = PLL = 25.5 4.5 40 3.5 15.5 13.5 3.5 7.5 300 320 Leg 25.5 4.5 10 3.5 20 6.5 3.75 7.5 75 100 Openings 25.5 4.5 46 3.5 0 0 1 7.5 345 368 ft ft ft in ft ft ft in plf plf ft ft ft in ft ft ft in plf plf ft ft ft in ft ft ft In plf plf Wall Thickness = Distance to Rebar = Reveal Thickness • Roof Dead Load = Roof Live Load ~ Wall Dead Load = Addt'l. Lateral = VDL = VLL = Wall Thickness = Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load » Wall Dead Load = Addt'l. Lateral = VDL = VLL = Wall Thickness - Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load = Wall Dead Load = Addt'l. Lateral = VDU = VLL = 8 6.25 0.75 15 16 97 39.2 4196 709 8 6.25 0.75 15 20 97 47.2 6258 267 8 3.625 0.75 15 16 97 0.0 0 0 in in in psf psf psf psf plfplf in in in psf psf psf psfplfplf in in in psf psf psf psf plfplf FI$OUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page fO PANEL DESIGN, continued Panel Designation: Line B,5 & E, Roof: 3'-6" Leg Data Wall Height = Parapet Height = Purlin Span = Ledger Width = Opening Width = Opening Height = . ... Leg Width = Calculation e = PDL = PLL = Panel Designation: Line B.5 & E, Floor: Date Wall Height = Parapet Height = Roof Framing Span = Floor Framing Span = Ledger Width = - Opening Width = . . Opening Height = Leg Width = Calculation e = PDL = PLL = , 12 4.5 46 3.5 20 9 3.5 7.5 345 368 3'-6" Leg 13.5 2.5 46 23 3.5 20 11 3.5 7.5 863 1288 ft ft ft in ft ft ft in plf plf ft ft ft ft in ft ft ft in plf plf Wall Thickness = Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load = Wall Dead Load = Addt'l. Lateral » VDL = VLL = Wall Thickness = Distance to Rebar = Reveal Thickness = Roof Dead Load = Roof Live Load = Floor Dead Load = Floor Live Load = Wall Dead Load = Addt'l. Lateral = VDL = VLL = 8 3.625 0.75 15 16 97 50.5 3057 1051 8 6.25 0.75 15 16 45 80 97 82.9 3845 3680 in in in psf psf psf psf plf plf In in in psf psf psf psf psf psf plf plf Firouzl Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope : New Building Tilt-Up Wall Panel Design General Information *',1 I Description Line A: No Openings Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight 2'7.750 ft 2.250 ft 8.000 in 6 12.000 in 3.625 in 150.0 145.00 pcf fc 3,000.0 psi Fy 60,000.0 psi Phi 0.900 Width 12.000 in Parapet Weight Counteracts Midd Using: UBC Sec. 1914.0 method.. Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity 0 % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Exact, Non-Iterated Loads | Lateral Loads Wind Load Point Load 18.000 psf Ibs Vertical Loads Uniform DL Uniform LL ...eccentricity 213.75 #ffi 228.00 #ffi 7.500 in ...height ...load type ft Seismic Concentric DL Concentric LL #/ft #/tt Lateral Load ...distance to top .. .distance to bot ...load type Wall Analysis #/ft ft ft Seismic Seismic Wind T "I" Magnifier Magnifier 1.000 1.000 I For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr , , , Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing (Summary | Seismic Wind 0.343 0.205 in 47,402.4 28.113.5 in-# 40,069.2 14,618.6 in-# 9.898 10.029 in 75,123.4 49,672.9 in-# 18.000 in Parapet Bar Spacing 16.000 in Parapet Bar Spacing Seismic Wind 0.252 0.162 in 34,713.8 22,196.9 in-# 4,100.7 Q.Oin-# 0.962 0.162 in 39,155.0 26,630.9 ln-# Req'd : SEISMIC 18.000 in Req'd : WIND 18.000 in 27.75ft clear height. 2.25ft parapet, S.OOin thick with #6 bars at 12.00in on center, d= 3.63in, f c = 3,000.0ps . Using: UBC Sec. 1914.0 method.. .Exact, Factored Load Bending Maximum Iterated Moment : Mu Moment Capacity Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Non-Iterated Service Load Deflection 0.00 in-# Maximum Iterated Deflection 0.000 in 0.00 in-# Deflection Limit Seismic 81,782.62 in-# 75,123.45 in-# 5,871.60 in-# 0.96 in 346 :1 Actual Reinforcing Percentage 0.0101 Allowable Max. Reinf. Percent = 0.5 * Rho Bal 0.0128 Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * f m 20.84 psi 120.00 psi 0.000 in Wind 80.435.75 in-# 49,672.86 Jn-# 4,560.64 in-# 0.16 in 2.054 :1 0.0101 0.0128 20.84 psi 120.00 psi (C) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, VS.0.2,1-Jun-1W7 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Patomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Tilt-Up Wall Panel Design General Information Description Line B & E: No Openings Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight 27.750 ft 2.250 ft ' 8.000 in 6 12.000 in 3.625 in 150.0 145.00 pcf fc FyPhi 3,000.0 psi 60,000.0 psi 0.900 Width 12.000 in Parapet Weight Counteracts Midd Using: UBC Sec. 1914.0 method.. Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity 0 % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.7500 LL & ST Together Exact, Non-Iterated Loads | Lateral Loads Wind Load Point Load 18.000 psf Ibs Vertical Loads Uniform DL Uniform LL ...eccentricity 300.00 #/ft 320.00 #ffi 7.500 in ...height ...load type ft Seismic Concentric DL Concentric LL #/ft #/ft Lateral Load ...distance to top ...distance to bot ...load type Wall Analysis #/ft ft ft Seismic Seismic Wind "I" "I" Magnifier Magnifier 1.000 1.000 I For Factored Load Stresses For Service Load Deflections Basic Defi w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment. Seismic 0.339 46,930.3 42,106.0 9.911 77,160.3 Wind 0.212 in 28.924.2 in-# 17,545.1 in-# 10.049 in 52.599.3 in-# Seismic 0.253 34.721.6 4,504.2 1.025 39,558.4 Wind 0.168 in 22.892.1 in-# 0.0 in-# 0.188 in 27.721.2 Irv* Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing | Summary | A 18.000 in 18.000 in 27.75ft clear height, 2.25ft parapet, S.OOin thick with #6 Using: UBC Sec. 1914.0 method.. .Exact, Factored Load Bending Maximum Iterated Moment : Mu Moment Capacity Non-Iterated 0.00 in-# 0.00 in-# Parapet Bar Spacing Parapet Bar Spacing Req'd : SEISMIC 18.000 in Req'd ; WIND 18.000 In bars at 1 S.OOin on center, d= 3.63in, fc = 3,000.0ps, Service Load Deflection Maximum Iterated Deflection 0.000 in Deflection Limit Seismic Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio 82 77 9 Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw -t- Po ) / Ag Allowable Axial Stress = 0.4 * f m ,297.32 in-# ,160.28 in-# ,593.06 Jn-# 1.02 in 325 :1 0.0101 0.0128 22.70 psi 120.00 psi 0.000 in Wind 80,868.56 in-# 52,599.33 |n-# 6,119,60 in-# 0.17 in 1,983 :1 0.0101 0.0128 22.70 psi 120.00 psi (c) 1983-97 ENERCALC e:\enercalc\patomar.ecw KW-0602755, VS.0.2,1^un-1997 Ffrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope :New Building Tilt-Up Wai! Panel Design Analysis Data E , n = Es / EC Fr = ' Ht / Thk Ratio 3,122,018.6 psi 9.29 273.86 psi 41.63 Sgross Mcr = S * Fr Rho: Bar Reinf Pet 128.000 in3 35.054.2 in-# 0.0214 Values for Mn Calculation... As:eff= [Pu:tot + AsFyJ/Fy a : (AsFy + Pu)/(.85 f c b) c = a / .85 (gross I cracked l-eff(ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Seismic 0.491 in 0.962 in 1.132 in 512.000 Jn4 34,14 in4 0.00 in4 0.900 91,441.46 in-# Wjnd 0.479 in 0.940 in 1.106 in 512.00 In4 33.67 In4 0.00 in4 0.900 89,853.96 in-# Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 29.000 psf 72.500 psf 620.00 #ffi 1,558.75 #/ft 2,178.75 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 868.00 2,182.25 3,050.25 Wind 723.00 #/ft 1 ,636.69 #/ft 2,359.69 #m ACI Factors (per AC I, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST*: 1.400 1.700 1.700 1.100 ' ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921 .2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Hrouzi Consulting Engineers, Inc. 169S9 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Tilt-Up Wail Panel Design General Information Description Line 1: No Openings Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Deft. Ratio Concrete Weight 28.500 ft 1.500ft 8.000 in 6 12.000 in 3.625 in 150.0 145.00 pcf fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Parapet Weight Counteracts Midd Using:UBC Sec. 1914.0 method- Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity 0 % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.7500 LL & ST Together Exact, Non-Iterated Loads . | Lateral Loads Wind Load Point Load 18.000 psf Ibs Vertical Loads Uniform DL Uniform LL ...eccentricity 75.00 #/ft 80.00 #ffi 7.500 in ...height ft ...load type Seismic Lateral Load #/ft ...distance to top ft ...distance to bot ft ...load type Seismic Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier #/ft 1.000 1.000 Wall Analysis For FactorecLLoad Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Sejsrnjc 0.374 49,174.6 38,580.4 10.415 73,634.6 Wind 0.218 in 28.484.6 in-# 12,180.5 in-# 10.537 in 47.234.7 in-# Seismic 0.270 35,424.7 4,195.2 1.044 39,249.4 Wind 0.171 in 22,390.5 0.0 in-# 0.171 in 26,215.2 in-# Maximum Allow Vertical Bar Spacing 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in 1 Summary | 28.50ft clear height, 1 .50ft parapet, S.OOin thick with #6 Using: UBC Sec. 1914.0 method.. .Exact, Non-Iterated Factored Load Bending Maximum Iterated Moment : Mu 0.00 in-# Moment Capacity 0.00 in-# Parapet Bar Spacing Parapet Bar Spacing Req'd : SEISMIC 18.000 in Req'd:WIND 18.000 in bars at 12.00in on center, d= 3.63in, fc = 3,000.0ps Service Load Deflection Maximum Iterated Deflection 0.000 In Deflection Limit Seismic Mn * Phi : Moment Capacity 80,845.30 in-# Applied: Mu @ Mid-Span 73,634.63 jn-# Applied: Mu@ Top of Wall 2,997.75 m-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * f m 1.04 in 328 : 1 0.0101 0.0128 17.47 psi 120.00 psi 0.000 in . Wind 79,657.07 in-# 47,234.70 in-# 1,665.45 in-# 0.17 in 1,997 : 1 0.0101 0.0128 17.47 psi 120.00 psi (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, VS.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope : New Building Tilt-Up Wall Panel Design | Analysis Data E n = Es / EC Fr = Ht / Thk Ratio 3,122,018.6 psi 9.29 273.86 psi 42.75 Sgross Mcr = S * Fr Rho: BarReinfPct *fe \ I 128.000 in3 35,054.2 in-# 0.0214 Values for Mn Calculation... As:eff=[Pu:tot + AsFy]/Fy. a:(AsFy'+Puy(.85fcb) c = a/.85 (gross (cracked l-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Seismic 0.479 in 0.939 in 1.105 in 512.000 in4 33.66 in4 0.00 in4 0.900 89,828.11 in-# Wind 0.470 in 0.921 in 1.083 in 512.00 in4 33.27 in4 0.00 in4 0.900 88,507.85 in-# Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 29.000 psf 72.500 psf 155.00 #/ft 1,522.50 #/ft 1,677.50 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 217.00 2,131.50 2,348.50 Wind 180.75 #ffi 1 ,598.62 #m 1, 779.37 #/ft ACI Factors (per ACt, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... seismic = ST* : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921. 2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 (C) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1^hnv1997 Flrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128" Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope :New Building Tilt-Up Wall Panel Design General Information Description Line 8.5 & E: No Openings Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight Loads Lateral Loads Wind Load Point Load 27.500 ft 2.500 ft • 6.000 in 6 12.000 in 3.625 in 150.0 145.00 pcf 18.000 psf Ibs fc Fy Phi Width Parapet Weight 3,000.0 psi 60,000.0 psi 0.900 12. 000 in Counteracts Midd Using: UBC Sec. 1914.0 method.. Vertical Loads Uniform DL Uniform LL ...eccentricity Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Together Exact, Non-Iterated 345.00 #/ft 368.00 #m 7.500 in 4 0.0020 0.0012 0 % 0.3000 0.7500 I ...height ...load type ft Seismic Concentric DL Concentric LL #ffi #ffi Wall Lateral Load #ffi ...distance to top ' ft ...distance to bot • ft ...load type Seismic Analysis •• Seismic Wind r"I" Magnifier Magnifier 1 1 .000 .000 I For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Seismic 0.326 45,963.7 42,052.4 9.740 77,106.7 Wind 0.208 in 28,787.4 ln-# 18,206.9 ln-# 9.881 in 53,261.1 in-# Seismic 0.245 34,211.2 4,181.4 0.949 39,235.7 Wind 0.165 in 22,815.8 ln-# 0.0 in-# 0.165 in 27.832.2 in-# Maximum Allow Vertical Bar.Spacing 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in (Summary 1 27.50ft clear height, 2.50ft parapet, 8.00in thick with #6 Using: UBC Sec. 1914.0 method. ..Exact, Non-Iterated Factored Load Bending Maximum Iterated Moment : Mu 0.00 in-# Moment Capacity ' 0.00 in-# Parapet Parapet Bar Spacing Req'd : SEISMIC 18.000 En Bar Spacing Req'd : WIND 18.000 in bars at 12.00in on center, d= 3.63in, fc = 3,000.0ps . Service Load Deflection Maximum Iterated Deflection 0.000 in Deflection Limit 0.000 in Seismic Mn * Phi : Moment Capacity 82,599.88 in-# Applied: Mu @ Mid-Span 77,106.66 in-# Applied: Mu @ Top of Wall 11,292.75 m-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (PW + Po ) / Ag Allowable Axial Stress = 0.4 * f m 0.95 in 348 :1 0.0101 0.0128 23.79 psi 120.00 psi Wind 81,120.21 in-# 53,261.12 in-# 7,096.50 in-# 0.16 in 2.004 :1 0.0101 0.0128 23.79 psi 120.00 psi (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2.1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Analysis Data E n = Es / EC Fr = Ht / Thk Ratio Tilt-Up Wall 3,122,018.6 psi 9.29 273.86 psi 41.25 Scope : New Building Panel Design Sgross Mcr = S * Fr Rho: Bar Reinf Pet to* \ \ 128.000 in3 35,054.2 In-* 0.0214 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a:(AsFy+Pu)/(.85fcb) c = a/.85 Igross 1 era eked l-eff (ACI methods only) Phi: Capacity Reduction Mn = As;eff Fy(d-a/2) Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads Seismic 0.493 in 0.967 in 1.138 in 512.000 in4 34.24 in4 0.00 in4 0.900 91. 777.65 in-# Factored Loads96.667 psf 29.000 psf Applied Axial Load 72.500 psf Lateral Wall Weight 713.00 #/ft Total Lateral Loads 1,570.83 #/ft 2,283.83 #/ft Wind 0.481 in 0.944 in 1.110 In 512.00 in4 33.75 in4 0.00 in4 0.900 90,133.56 in-# I Seismic Wind 998.20 831.45 #/tt 2,199.17 1.649.37 #m 3,197.37 2.480.82 #/tt ACI Factors (per ACI, applied internally to entered loads) | ACI 9-1 &9-2 DL 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-1 &9-2 ST 1.700 ... .seismic = ST*: 1.100 ACI 9-2 Group Factor 0.750 ACI 9-3 Dead Load Factor 0.900 ACI 9-3 Short Term Factor 1 .300 UBC 1 921 .2.7 "1 .4" Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 (c) 198^-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: General Information Scope : New Building Tilt-Up Wall Panel Design 41 i 1 Description Line B: 3'-6" Leg Clear Height 27 Parapet Height Thickness Bar Size 2 8 Bar Spacing 12 Bar Depth Max Defl. Ratio 6 750 250 000 6 000 25P ft ft in in in fc 3,000.0 psi Fy 60,000.0 psi Phi Width 0.900 12.000 in Parapet Weight Counteracts Midd 150.0 Concrete Weight 145.00 pcf Using: UBC Sec 1914.0 method.. Seismic Zone Min Vert Steel % Min Horiz Steel % Base Wall Fixity Seismic Factor Parapet Seismic Factor LL& Exact, ST Together Non-Iterated 4 0.0020 0.0012 0 % 0.3000 0.7500 Loads .,-...- Lateral Loads Wall Wind Load Point Load ...height ...load type Lateral Load ...distance to top .. .distance to bot ...load type Analysis Vertical Loads 18.000 psf Ibs ft Seismic Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL 300.00 320.00 7.500 4,196.00 709.00 #ffi #/ft in m #/ft I 39.20 #/ft 13.500 ft ft Seismic T Magnifier Seismic For Factored Load Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic 0.559 79,410.0 90,452.7 4.726 125,507.0 18.000 in 18.000 in Wind "I" Magnifier Stresses Wind 0.212 in 28,924.2 in-# 31, 549.4 in-# 4.920 in 66,603.6 in-# 1.000 1.000 For Service Load Seismic 0.409 57,729.4 38,150.7 1.366 73,205.0 Deflections I Wind 0.168 in 22,892.1 in-# 3 38 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND ,538.6 in-# 0.372 in ,592.9 in-# 18.000 in 18.000 in (Summary | 27.75ft clear height, 2.25ft parapet, 8.00in thick with #6 Using: UBC Sec. 1914.0 method.. .Exact, Non-Iterated Factored Load Bending Maximum Iterated Moment '• Mu 0.00 in-# Moment Capacity 0.00 in-# bars at 12.00in on center, Service Load Deflection d=6.25in,fc = 3,OOQ.Ops Maximum Iterated Deflection 0.000 in Deflection Limit Seismic Mn * Phi : Moment Capacity 164 Applied: Mu @ Mid-Span 125 Applied: Mu@ Top of Wall 9 Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po } / Ag Allowable Axial Stress = 0.4 * f m 805.88 in-# ,506.97 in-# 593.06 in-# 1.37 in 244 ; 1 0.0059 0.0128 73.79 psi 120.00 psi 0.000 in Wind 159,040.53 in-# 66,603.62 ln-# 6,119.60 in-# 0.37 in 895 : 1 0.0059 0.0128 73.79 psi 120.00 psi (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1^Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #08211 Date: Scope : New Building Tilt-Up Wall Panel Design SO | | Analysis Data . | E n = Es / EC Fr = Ht/Thk Ratio 3,122,018.6 psi 9.29 273.86 psi 41.63 Sgross Mcr = S * Fr Rho: Bar Reinf Pet 128.000 in3 35,054.2 in-# 0.0214 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a:(AsFy + Pu)/(.85fcb) c = a/.85 (gross (cracked l-eff (ACI methods tfnly) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Additional Values Loads used for analysis Wall Weight ' ' Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 29.000 psf 72.500 psf 5,525.00 #/ft 1,558.75 #/ft 7.083.75 #/ft Seismic 0.605 In 1.187 in 1.396 in 512.000 in4 143.35 in4 0.00 in4 0.900 183,1 17.64 in-# Factored Loads Applied Axiai Load Lateral Wall Weight Total Lateral Loads Wind 0.568 in 1.113 in 1.310 in 512.00 In4 137.71 In4 0.00 !n4 0.900 176,711.69 in-# Seismic Wind 7,735.00 6,032.77 #ffi 2,182.25 1, 636.69 #ffi 9.917.25 7,669.46 #rtt I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL AC| 9-1 & 9-2 ST .... seismic = ST*: 1.400 1.700, , . . 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921. 2.7 "1.4" Factor UBC 1921 .2.7 "0.9" Factor 1.400 0.900 (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Tilt-Up Wall Panel Design General Information Description Line 1: 3'-9" Leg Clear Height 28.500 ft Parapet Height 1.500ft Thickness 8.000 in Bar Size 6 Bar Spacing 12.000 in fc 3,000.0 psi Seismic Zone 4 Fy 60,000.0 psi Mln Vert Steel % 0.0020 Phi Width 0.900 Min Horiz Steel % 0.0012 12.000 in Base Fixity 0 % Parapet Weight Counteracts Midd Wall Seismic Factor 0.3000 Bar Depth 6.250 in MaxDefl. Ratio 150.0 Concrete Weight 145 Loads Lateral Loads Wind Load Point Load . r ...height • - - . ...load type Lateral Load ...distance to top ...distance to bot ...load type Wall Analysis 00 pcf Using: UBC Sec. Parapet Seismic Factor 0.7500 LL & ST Together 1914.0 method. ..Exact, Non-Iterated I Vertical Loads 18.000 psf Ibs ft Seismic 47.20 #/ft 22.600 ft 16.000 ft Seismic For Factored Load Basic Defl w/o P-Delta Basic M w/o P-Delta . Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic 0.571 77,038.3 90,142.8 4.986 125,197.0 18.000 in 18.000 in Uniform DL 300.00 #ffi Uniform LL 320.00 #/ft ...eccentricity . 7.500 in Concentric DL 4,196.00 #/ft Concentric LL 709.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 Stresses For Service Load Deflections Wind Seismic Wind 0.236 in 0.419 0.187 in 30,575.5 M 56.419.4 24,187.3 in-# 35,062.1 in-# 37,022.1 5,175.6 in-# 5.189 in 1.410 0.450 in 70,116.4 in-# 72,076.3 40.229.9 ln-# Parapet Bar Spacing Req'd : SEISMIC 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in I 1 Summary | 28.50ft clear height, 1 .50ft parapet, S.OOin thick with#6 bars at 12.00in on center,d= 6.25in, f c « 3,000.0ps Using: UBC Sec. 1914.0 method.. .Exact, Non-Iterated Factored Load Bending Maximum Iterated Moment : Mu 0.00 in-# Moment Capacity 0.00 ln-# 1 • Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * f m Service Load Deflection Maximum Iterated Deflection 0.000 in Deflection Limit Seismic 164,677.35 in-# 125,197.01 in-# 7,880.25 in-# 1.41 in 243 : 1 0.0059 0.0128 73.41 psi 120.00 psi 0.000 in Wind 158,941.62 in-# 70.116.36 in-# 5,732.32 in-# 0.45 in 760 :1 0.0059 0.0128 73.41 psi 120.00 psl (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 9212% .. Title : Palomar Tech Center Osgnr: Description: Job #98211 Date: Scope : New Building Tilt-Up Wall Panel Design 52. j | Analysis Data E n = Es / EC Fr = . . Ht/Thk Ratio 3,122,018.6 psi 9.29 273,86 psi 42.75 Sgross Mcr = S * Fr Rho: Bar Reinf Pet I 128.000 in3 35,054.2 in-# 0.0214 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c = a/.85 ..Igross Icracked l-eff (AC) methods only) Phi: Capacity Reduction Mn = As:effFy(d-a/2) Seismic 0.604 in 1.185 in 1.394 in 512.000 in4 143.22 in4 0.00 in4 0.900 182.974.83 in-# Wind 0.567 in 1.112 in 1.308 in 512.00 in4 137.61 in4 0.00 In4 0.900 176,601.80 in-# Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 29.000 psf 72.500 psf 5,525.00 #/ft 1,522.50 #/ft 7,047.50 #/ft Factored Loads Applied Axial Load Lateral Watt Weight Total Lateral Loads Seismic 7,735.00 2,131.50 9,866.50 Wind 6,032.77 #ffi 1 ,598.62 #/n 7,631. 40 #rtl ACI Factors (per ACI, applied internally to entered loads) ACI9-1 &9-2 DL 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-1 &9-2 ST 1.700 ....seismic = ST*: 1.100 ACI 9-2 Group Factor 0.750 ACI 9-3 Dead Load Factor 0.900 ACI 9-3 Short Term Factor 1.300 UBC 1921.2.7 "1.4" Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 ftrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Tilt-Up Wall Panel Design General Information Description Line B.5 & E, Roof: 3-6" Leg Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight Loads Lateral Loads Wind Load Point Load 15.000 ft 1.500ft 8.000 in 6 12.000 in 6.250 in . -150.0 145.00 pcf 18.000 psf Ibs f c 3,000.0 psi Fy 60,000.0 psi Phi 0.900 Width 12.000 in Parapet Weight Counteracts Midd Using: UBC Sec. 1914.0 method- Vertical Loads Uniform DL Uniform LL ...eccentricity Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Together Exact, Non-Iterated 345.00 #/ft 368.00 id/ft 7.500 in 4 0.0020 0.0012 0 % 0.3000 0.7500 I ...height ...load type ft Seismic Concentric DL Concentric LL 3,057.00 #/ft 1,051.00 #/ft Lateral Load ...distance to top ...distance to bot ...load type Wall Analysis 50.50 #ffi 9.000 ft 2.500 ft Seismic < • Seismic Wind T "I" Magnifier Magnifier 1.000 1.000 I For Factored Load Stresses For Service Load Deflections Basic De.fl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Seismic 0.062 29,894.5 5,840.2 1.386 40,894.5 Wind 0.024 in 10,991.4 in-# 0.0 in-# 1.431 in 19.847.2 ln-# Seismic 0.047 22,658.7 0.0 0.047 29,476.9 Wind 0.019 in 8,894.7 ln-# 0.0 in-# 0.019 In 15,578.0 ln-# Maximum Allow Vertical Bar Spacing 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in 1 Summary | 1 5.00ft clear height, 1 .50ft parapet, 8.00in thick with #6 Using: UBC Sec. 1914.0 method. ..Exact, Non-Iterated Factored Load Sending Maximum Iterated Moment : Mu 0.00 in-# Moment Capacity 0.00 in-# Parapet Bar Spacing Parapet Bar Spacing Req'd : SEISMIC 18.000 in Req'd : WIND 18.000 In bars at 12.00in on center, d= 6.25in, fc = 3,000.0ps Service Load Deflection Maximum Iterated Deflection 0.000 in Deflection Limit Seismic Mn * Phi.: Moment Capacity, 159,813.25 in-# Applied: Mu @ Mid-Span 40,894.49 in-# Applied: Mu@ Top of Wall 8,856.75 in-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * f m 0.05 in 3,794 : 1 0.0059 0.0128 59.28 psi 120.00 psi 0.000 in Wind 155,441.49 in-# 19,847.19 in-# 6,545.70 in-# 0.02 in 9.309 :1 0.0059 0.0128 59.28 psl 120.00 psi (C) 1083-97 ENERCALC e:\enercalc\palomar.ecw KW-06Q2755, V5.0.2,1-Jun-1997 f irouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: 1 Scope : New Building Tilt-Up Wall Panel Design W \ Analysis Data | E n = Es / EC Fr = Ht/Thk Ratio 3,122,018.6 psi 9.29 273.86 psi 22.50 Sgross Mcr = S * Fr Rho: Bar Relnf Pet 128.000 in3 35,054.2 in-# 0.0214 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/{.85 fc b) c = a / .85 (gross (cracked l-eff (ACI methods only) Phi: Capacity Reduction Mn = As:effFy(d-a/2) Seismic 0.573 in 1.123 in 1.321 in 512.000 in4 138.47 in4 0.00 in4 0.900 177,570.28 in-# Wind 0.545 in 1.068 in 1.257 In 512.00 in4 134.13 In4 0.00 In4 0.900 172,712.76 in-# Additional Values Loads used for analysts Wall Weight . Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 29.000 psf 72.500 psf 4,821.00 #/ft 870.00 #/ft 5,691.00 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 6,749.40 1,218.00 7,967.40 Wind 5,381.32 #/ft 913.50 #/ft 6,294. 82 *ffi ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... seismic = ST*: 1.400 1.700 1.700 '1'.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921. 2.7 "1.4" Factor UBC 1921. 2.7 "0.9" Factor 1.400 0.900 (c)1963-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1^Jun-1997 Pirouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Tilt-Up Wall Panel Design General Information Description Line B.5 & E, Floor: 3-6" Leg Clear Height ' 13.500 ft fc 3,000.0 psi Seismic Zone 4 Parapet Height 2.500 ft Fy 60,000.0 psi Min Vert Steel % 0.0020 Thickness 8.000 in Phi 0.900 Min Horiz Steel % 0.0012 Bar Size . 6 ... Width 12.000 in Base Fixity 0 % Bar Spacing 12.000 in Parapet Weight Counteracts Midd Wall Seismic Factor 0.3000 Bar Depth 6.250 in Parapet Seismic Factor 0.7500 Max Defl. Ratio 150.0 LL & ST Together Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method. ..Exact, Non-Iterated Loads | Lateral Loads . . Wind Load 18.000 psf Point Load ' ' Ibs ...height ft ...load type Seismic Lateral Load 82.90 #/ft ...distance to top 11.000ft ...distance to bot 2.500 ft ...load type Seismic Wall Analysis For Factorec Seismic Basic Defl w/o P-Delta 0.070 Basic M w/o P-Delta 41,129.1 Moment Excess of Mcr 22,497.9 Max, P-Delta Deflection 1.112 Max P-Delta Moment 57,552.1 Maximum Allow Vertical Bar Spacing 18.000 Maximum Allow Horizontal 'Bar Spacing 18.000 Vertical Loads Uniform DL 863.00 #ffi Uniform LL 1, 288.00 #ffi ...eccentricity 7,500 in Concentric DL 3.845.00 #/ft Concentric LL 3,680.00 #/ft Seismic "I" Magnifier 1 .000 Wind T Magnifier 1.000 I Load Stresses For Service Load Deflections Wind Seismic Wind 0.030 in 0.060 0.025 in 18,718.2 fo-# 34,546.1 15.683.2 m-# O.Oin-# 10,811.0 O.Oin-# 1.156 in 0.130 0.025 in 30,534.3 in-# 45,865.3 24,979.2 in-# n Parapet Bar Spacing Req'd ; SEISMIC 18.000 in 'n Parapet Bar Spacing Req'd : WIND 18.000 in 1 Summary | 13.50ft clear height, 2.50ft parapet, S.OOin thick with 5*6 bars at 12.00in on center,d= 6.25in, fc = S.OOO.Ops Using: UBC Sec. 1914.0 method... Exact, Non-Iterated Factored Load Bending Maximum iterated Moment : Mu 0.00 in-# Moment Capacity 0.00 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw +• Po ) / Ag Allowable Axial Stress = 0.4 * fm Service Load Deflection Maximum Iterated Deflection 0.000 in Deflection Limit Seismic 176,813.41 in-# 57,552.09 in-# 26,391.74 in-# 0.13 in 1.242 : 1 0.0059 0.0128 110.11 psi 120.00 psi 0.000 in Wind 170,549.41 in-# 30,534.27 in-# 19,973.24 in-# 0.02 in 6.605 : 1 0.0059 0.0128 110.11 psi 120.00 psi (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Flrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Tilt-Up Wall Scope: New Building Panel Design 56 \ Analysis Data E n = Es / EC Fr = Ht / Thk Ratio 3,122.018.6 psi 9.29 273.86 psi 20.25 Sgross Mcr = S * Fr Rho: Bar Reinf Pet \ 128.000 In3 35,054.2 in-# 0.0214 . Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c = a/.85 Igross (cracked l-eff (ACI methods only) Phi: Capacity Reduction Mn = As:effFy(d-a/2) Seismic 0.687 in 1.346 in 1.584 in 512.000 in4 154.76 in4 0.00 in4 0.900 196,459.35 in-# Wind 0.644 in 1.262 in 1.485 In 512.00 in4 148.85 in4 0.00 in4 0.900 1 89.499.35 M Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom- Total Service Axial Loads 96.667 psf 29.000 psf 72.500 psf 9,676.00 #/ft 894.17 #ffi 10,570.16 #/tt Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 13,546.39 1,251.83 14,798.23 Wind 11 ,277.60 #/ft 938.87 #/ft 12,216.47 #/ft ACI Factors (per ACI, applied internally to entered loads) ; ACI 9-1 &9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... seismic = ST*: 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921. 2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 FIROUZI CONSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Project: Palomar Tech Center Job#: 98211 By: Date: April '98 Page Si FOUNDATION DESIGN Continuous Footings RoofDL- 15 Floor DL = 25 Weight of Concrete = 145 Weight of Stud Wall = 15 PSF PSF PCF PSF Roof LL Floor LL LL Reduction Along Line B.2 & E Wall Thickness Wall Height Roof Trib. Width Floor Trib. Width 8 30 23 11.5 IN FT FT FT Spread Footings Roof Only Roof + Floor Floor Only Trib. Area = 1680 FT2 Roof Trib. Area = 2024 Floor Trib. Area - 506 Trib. Area = 506 FT2 FT3 IV DL WLL PDL PLL PDL PLL PDL PLL 20 PSF 125 PSF 75 % 3533 1423 PLF PLF 25200 LBS 15120 LBS 43010 LBS 65654 LBS 12650 LBS 47438 LBS Plrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building General Footing Analysis & Design $g \ General Information Description Continuous Allowable Soil Bearing Short Term Increase Base Pedistal Height Seismic Zone Overburden Weight Live & Short Term Combined fc „ Fy Concrete Weight Loads Applied Vertical Load... Dead Load Live Load Short Term Load ' Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term I Footings 2,000.0 psf Dimensions... 1.330 in Width along X-X Axis 3.000 tt 0.000 in Length along Y-Y Axis 1.000 ft 4 Footing Thickness 18.00 in 0.00 psf Col Dim. Along X-X Axis 8.00 in Col Dim. Along Y-Y Axis 12.00 in 3,000.0 psi 60,000.0 psi Min Steel 0.0014 145.00 pcf Rebar Cover 3.00 in I 3.533 k ...ecc along X-X Axis 0.000 in 1.423k ...ecc along Y-Y Axis 0.000 in k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ left & right) (pressures @ top & bot) k-ft k-ft k-ft k-ft k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ left & right) (pressures @ top & bot) k k k k k k (Summary 1 3.00 ft x 1.00 ft Footing. 18.0 DL+LL Max Soil Pressure 1,869.5 Allowable 2,000.0 "X1 Ecc, of Resultant . r 0.000 in T Ecc, of Resultant 0.000 in X-X Min. Stability Ratio 999.000 :1 Y-Y' Min. Stability Ratio 999.000 :1 in Thick, w/8.00 DL+LL+ST 1,869.5 psf 2.660.0 psf 0.000 in 0.000 in 1.500 :1 x 12.00 in column 0.0 in Footing Design OK high Actual MaxMu/Phi 1.856 k-ft Required Steel Area Vu : 1-Way Vu : 2-Way 0.000 1.871 Allowable 0.252 In2 93.1 13 psi 186.226 psi (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, VS.0.2,1-JUH-1997 Hrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description : Job #98211 Date: Scope:New Building General Footing Analysis & Design V \ | Footing Design Shear Forces ACI 9-1 Two-Way Shear 1.87 One-Way Shears... Vu/Phi @ Lett 0.00 Vu/Phi ©Right 0.00 Vu/Phi @ Top 0.00 Vu/Phi @ Bottom 0.00 Moments ACI 9-1 Mu/Phi@Left 1.86 Mu/Phi@ Right 1.86 Mu/Phi @ Top 0.00 Mu/Phi @ Bottom 0.00 Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL •»• ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 ACI Factors (per ACI, applied ACI 9-1 &9-2 DL 1.400 ACI 9-1 &9-2 LL . 1.700 ACI 9-1 & 9-2 ST 1.700 .... seismic = ST*: 1.100 ACI 9-2 ACI 9-3 Vn 1.76 0.81 psi 0.00 0.00 0.00 0.00 o.oo 0:00 0.00 0.00 ACI 9-2 ACI 9-3 Ru 1.75 0.80 k-tt 1.75 0.80 0.00 0.00 0.00 0.00 Left Right 1,869.50 1,869.50 1,869.50 1,869.50 2,759.60 2,759.60 2,617.30 2,617.30 1,255.65 1,255.65 internally to entered loads) ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor *Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi 8.2 psi 8.2 0.0 0.0 Top 1,869,50 1,869.50 2,759.60 2,617.30 1,255.65 0.750 UBC 1.400 UBC 1.400 1 As Rea'd 0.25 in2 0.25 0.02 0.02 1 Bottom 1,869.50 psf 1,869.50 psf 2,759.60 psf 2,61 7.30 psf 1,255.65 psf I 1921.2.7 "1.4" Factor 1.400 1921. 2.7 "0.9" Factor 0.900 (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, VS.0.2. Firouzi Consulting Engineers, Inc. -" 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title ; Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Square Footing Design to General Information Description Roof Only Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Seperately Load Duration Factor Column Dimension 25.200 k '15.120k 0.000 4 0.000 psf 145.00pcf 1.330 10.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 6.000 ft 21.00 in 6 5 3.250 3,000.0 psi 60,000.0 psi 2,000.00 psf General Rebar Requirement Actual Rebar "d" depth used 17.438 in 200/Fy 0.0033 As Req'd by Analysis 0.0004 in2 Min. Reinf % to Req'd 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.293 in2 1.758in2 0.0014 (Summary 1 6.00ft square x 21 .Oin thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu / Phi : Actual Mn : Capacity 6- #5 bars 1,373.75 psf - 2,000.00 psf 953.75 psf 2,660.00 psf 7.60 k-ft 26.56 k-ft Actual 1-Way Shear Allow. 1 -Way Shear Actual 2-Way Shear Allowable 2-Way Shear Alternate Rebar Selections... 9 #4's 6 #5's 4 3 #7's 3 #8's 2 Footing 13.02 psi 109.54 psi 38.77 psi 219.09 psi OK #6's #9's 2 #10's (c)1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2,1-Jun-1997 Ftrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description : Job #98211 Date: Scope:New Building Square Footing Design General Information Description Roof + Floor Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Seperately Load Duration Factor Column Dimension General Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 43.010 k 65.654 k 0.000 4 0.000 psf 145.00pcf 1.330 10.00 in 17.438 in 0.0033 0.0011 in2 0.0015 % Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow % Reinf 9.000 ft 21. 00 in 9 5 3.250 3,000.0 psl 60.000.0 psi 2,000.00 psf 0.31 9 in2 2.873 in2 0.0014 I 1 Summary 1 9.00ft square x 21 .Oin thick with Max. Static Soil Pressure: Allow Static Soil Pressure . . Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu / Phi : Actual Mn : Capacity 9- #5 bars 1,595.28 psf 2,000.00 psf 784.74 psf 2,660.00 psf 22.94 k-ft 26.56 k-ft Actual 1-Way Shear Allow. 1-Way Shear Actual 2-Way Shear Allowable 2-Way Shear Alternate Rebar Selections.. 15 #4's 10 #5's 5 #7's 4 #8's Footing 36.62 psi 109.54 psi OK 11 5. 36 psi 219.09 psi 7 #6's 3 #9's 3 #iO's (c) 1983-97 ENERCALC e:\enercalc\palomar.ecw KW-0602755, V5.0.2.1-Jun-1997 £irouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title: Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope:New Building Square Footing Design General Information Description Floor Only Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & SI Act Seperately Load Duration Factor Column Dimension 12.650 k 47.438 k 0.000 4 0.000 psf 145.00pcf 1.330 8.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 7.000 tt 21.00 In 7 5 3.250 3,000.0 psi 60,000.0 psi 2.000.00 psf General Rebar Requirement Actual Rebar "d" depth used 17.438 in 200/Fy 0.0033 As Req'd by Analysis 0.0007 in2 Min. Reinf % to Req'd 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.293 in2 2.051 !n2 0.0014 1 Summary 1 7.00ft square x 21 .Oih thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu / Phi : Actual Mn : Capacity 7- #5 bars 1,480.04 psf 2,000.00 psf 511.91 psf 2,660.00 psf 13.16 k-ft 26.56 k-ft Actual 1-Way Shear Allow. 1-Way Shear Actual 2-Way Shear Allowable 2-Way Shear Alternate Rebar Selections.. 11 #4'S 7 #5'S 4 #7's 3 #8's Footing 22.76 psi 109.54 psi 69.72 psi 219.09 psi OK 5 # 6's 3 #9's 2 #10's (C) 1983-97 ENERCALC e:\enercalc\paiomar.ecw KW-0602755. V5.0.2.1^un-1997 Ffrouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Palomar Tech Center Dsgnr: Description: Job #98211 Date: Scope : New Building | Analysis Data E n = Es / EC Fr = Ht / Thk Ratio Tilt-Up Wai! 3,122,018.6 psi 9.29 273.86 psi 41.63 Panel Design Sgross Mcr - S * Fr Rho: BarReinf Pet 42.1 i 128.000 in3 35,054.2 in-# 0.0214 Values for Mn Calculation... As:eff= [Pir.tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c = a / .85 (gross I cracked l-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Seismic 0.487 in 0.954 in 1.123 in . 512.000 in4 33.97 in4 0.00 tn4 0.900 90,869.58 in-# Wind 0.476 in 0.933 in 1.098 in 512.00 in4 33.52 In4 0.00 in4 0.900 69,373.06 ln-# Additional Values Loads used for analysis' Wall Weight Wall Wt * Wall Seismic Factor . Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 29.000 psf 29.000 psf 441.75 #/ft 1,558.75 #/ft 2,000.50 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 618.45 2,182.25 2,800.70 Wind 515.14 #/ft 1, 636.69 #ffi 2,151.82 #ffi ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST*: 1.400 1.700 1.700 1.100 AC! 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 (C) 1983-97 ENERCALC e:\enercalcApatomar.ecw KW-0602755, V5.0.2,1-Jun-1997     SEE  MORE  STRUCTURAL CALCS  SCANNED  SEPARATLY  UPDATE GEOTECHNICAL REPORT LOT #2 "CARLSBAD 48" IMPALA DRIVE, CARLSBAD, CALIFORNIA NOVEMBERS, 1996 PREPARED FOR: MR. DON HUBBARD P.O. BOX 230577 ENCINITAS, CALIFORNIA 92023 JOB #96-234-F TABLE OF CONTENTS I. SITE BACKGROUND/DESCRIPTION 2 II. FINDINGS 2 A. Earth Materials 2 B. Field and Laboratory Testing 3 III. FAULTS/SEISMICITY 4 IV. GEOLOGIC HAZARDS 6 V. CONCLUSIONS 6 VI. RECOMMENDATIONS 7 A. Remedial Grading 7 B. Foundation and Interior Slab-on-Grade Floors 9 C. Exterior Concrete Slabs/Flatworks 10 D. Foundation and Earth Pressures 10 E. A.C. Pavement Design 11 F. General Recommendations 12 VII. LIMITATIONS 13 ATTACHMENTS Site Plan 1 Test Trench Logs 2-6 Fault-Epicenter Map 7 Isolation Joints and Re-Entrant Corner Reinforcement 8 Typical Retaining Wall Drain Detail 9 UPDATE GEOTECHNICAL REPORT LOT #2 "CARLSBAD 48", OFF IMPALA DRIVE, CARLSBAD, CALIFORNIA Submitted herewith please find the following update geotechnical report for the above referenced property. Reports Job #96-234-F dated September 23, 1996 and Job #96-234- P dated October 10, 1996 and letter Job #96-234-F dated October 28, 1996 prepared by this firm are no longer valid and the following report supersedes all previous reports and transmittal. The project site is a graded pad. Preliminary soil investigations were performed by MV Engineering, Inc. which resulted in written reports (referenced below). Compaction testing and engineering observations of controlled fill and grading operations were also provided by MV Engineering, Inc. The following reports and documents related to the project development are available and were reviewed in connection with this update study: 1. "Preliminary Soil Investigation Proposed Industrial Complex El Camino Real and Palomar Airport Road Carlsbad" dated November 17, 1978 prepared by MV Engineering, Inc. 2. "Addendum to Preliminary Soil Investigation Proposed Industrial Complex E! Camino Real and Palomar Airport Road Carlsbad" dated September 21. 1981 prepared by MV Engineering, Inc. 3. "Compaction Report for Carlsbad 48" dated November 12, 1982 prepared by MV Engineering, Inc. 4. "Report of Soil Investigation Addendum No. 2. Palomar Tech Centre II" dated August 31, 1983 prepared by MV Engineering, Inc. 5. Various plans prepared by Helix Engineering Services with most current one dated September 1,1996. These reports are on file with our firm and copies can be obtained upon request. We understand that the project site is now proposed for a large commercial development known as Palomar Tech Center II. Project grading and foundation plans were also made available to us and were reviewed as a part of this study. Based upon the plans, the proposed building will have exterior concrete tilt-up panel walls supported on exterior strip wall and interior spread pad column footings. The floors will be slab-on-grade type construction. Proposed building layout is reproduced from the project grading plan and is included herein as a Site Plan, Plate 1. The purpose of this report was to review the referenced reports, plans, maps and documents, and provide construction recommendations from a geotechnical engineering VINJE # MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondida, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTKJATIONS UPDATE GEOTECHNICAL REPORT PAGE 2 IMPALA DRIVE. CARLSBAD NOVEMBERS. 1996 viewpoint considering existing site conditions and the current standards of practice. The following activities were completed as a part of the preparation of this report: 1. A detailed review of the referenced reports, preliminary grading and foundation plans, and other pertinent geotechnical maps and documents are on file with our firm. 2. A site visit and inspection of the existing surface conditions. 3. Excavation of nine exploratory test trenches in the proposed building area utilizing a track mounted backhoe as approximately shown on the enclosed Plate 1. 4. Field logging of the exploratory trenches and in-place testing as the excavations progressed. Detailed logs of the trenches are included with this transmittal as Plates 2 through 6. 5. Attending meetings and coordination with the project design team. 6. Engineering analysis and preparation of this report. I. SITE BACKGROUND/DESCRIPTION Based on our observations and review of available documents and plans, site conditions have changed since completion of rough grading operations. Our research and review indicate that the subject lot was created during Phase I cut/fill grading operations conducted from November 1979 through January 1980, at which time this lot was graded to approximately to the elevation of 309. Available records also indicate that a stockpile of soil and rock was present on Lot #2 in August 1983. It seems grade alterations were made by spreading the soil and rock stockpile over the site. There are also evidence of deeper loose fills in the northeast areas of the proposed building pad. II. FINDINGS A. Earth Materials Exploratory excavations performed as a part of this study generally indicated that the upper three feet of the earth deposits on Lot #2 are comprised of loose and compressible rocky soils. Rocks ranging from 6 inches to 36 inches in diameter were encountered. Test trench T-5, however, indicated loose deposits approximately seven feet thick in that location which may represent previous tank removal and backfill site area. VINJEtfMIDDIJ-TON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escandulo, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTINQ PEHC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT IMPALA DRIVE, CARLSBAD PAGES NOVEMBERS. 1996 B. Field and Laboratory Testing The condition of site earth deposits were visually evaluated by logging of the test excavations as well as with in-place field density tests utilizing sand-cone test equipment (ASTM 1556-90 test method). Representative undisturbed chunk, and disturbed bulk samples were retained for subsequent laboratory testing. Sample intervals within test excavations are indicated on the attached logs. Based upon our test data and field exposures, site soils have been grouped into the following soil types. TABLE 1 [ Soil Typs 1 Description hrnwn siltv sand The following summarizes test procedures and tabulates laboratory test results of retained samples supplemented with pertinent tests performed during previous studies: 1. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Type 1 was determined in accordance with ASTM D-1557-91. The results are tabulated in Table 2. TABLE 2 Soil Type 1 Maximum Dry Density (pcf } 130.5 Optimum Moisture Content{%) 9.5 2. In-Place Dry Density and Moisture Content: In-place dry density and moisture content of representative fill deposits beneath the site were determined from field in-place density tests using sand-cone test equipments (ASTM D- 1556-90). Results are presented on Table 3 and presented on the attached Test Trench Logs. VINJEtfMIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTING PERCTEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT IMP ALA DRIVE. CARLSBAD PAGE 4 NOVEMBERS. 1996 TABLE 3 Sample Location T-1 @ 4' T-2 @ 4' T-3 @ 21/2' T-3 @ 5P T-4@5' T-8fp) fi' Soil Type 1 1 1 1 1 1 Moisture Content l%» 8.1 8.3 11.0 11.1 11.1 99 Field Dry Density ftJCf) 119.5 132.6 107.2 117.6 120.2 119.9. * Wax* Dry Density *pefl 130.5 130.5 130.5 130.5 130.5 1305 Ratio Of tn-Place Dry 00ra&y To Max. Dry Density TO 91.6 100+ 82.1 90.1 92.1 91 9 3. Direct Shear Test: One direct shear test was performed on representative samples of Soil Type 1. Prepared specimens were soaked overnight, loaded with normal loads of 1, 2, and 4 Kips per square foot respectively, and sheared to failure in an undrained condition. Results are presented in Table 4. TABLE 4 Soil Type 1 Sample Condition 90% Remolded Wet Density (PCfJ 125.0 Angle of Int. Fric. <D0g.) 41 Apparent Cohesion (psf* 575 III. FAULTS/SEISMICITY Faults or significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40-year period (1934-1974) 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generated modest earthquakes. Historically, the most significant earthquake events which affect local areas originate along VINJEffMIDDLETONENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT IMPALA DRIVE. CARLSBAD PAGES NOVEMBERS. 1996 well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of nine miles from the project area. This event, which is thought to have occurred along an off-shore fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.28 g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQ Fault Ver. 2.01) typically associated with the fault is also tabulated. TABLE 5 FAULT 2QWE Elsinore Fault San Jacinto Fault San Andreas Fault Coronado Bank Fault DISTANCE mOftft SITE 23 49 65 23 MAXIMUM PROBABLE ACCELERATION (Rlt) 0.13 0.03 0.15 0.13 The location of significant faults and earthquake events relative to the study site are depicted on a Fault-Epicenter Map attached to this report as Plate 7. More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in costal regions between January, 1984 and August, 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook county coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A second series of notable events shook county areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists; however, based upon empirical information and the recorded seismic history of county areas, the 1986 and 1992 events VINJE tf MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 " Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT PAGE 6 IMPALA DRIVE. CARLSBAD NOVEMBERS. 1996 are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Recent trenching along the fault in Rose Canyon indicates the at that location the fault was last active 6,000 to 9,000 years ago. Thus, the fault is classified as "active" by the State of California which defines faults that evidence displacement in the previous 11,000 years as active. More active faults (listed, on the preceding page) are considered most likely to impact the region during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the project site. Ground separation as a result of seismic activity is not expected at the property. IV. GEOLOGIC HAZARDS Geologic hazards are not presently indicated at the project site. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or other related ground rupture failures are not indicated. V. CONCLUSIONS Based on our review of previous reports, development of the study site is feasible from a geotechnical engineering viewpoint. Adverse geologic and geotechnical conditions were not indicated. The following geotechnical conditions are unique to the project site and should be considered in future planning and construction: Existing near surface fills within the areas planned to receive structures and improvements should be removed to firm compacted/native ground and recompacted as directed in the field by the project geotechnical engineer. On-site upper dump fills contain large rocks which should not be allowed in compacted fill. All over-sized rocks larger than six inches in maximum diameter should be separated from the soils and properly disposed. On-site soils are non-expansive deposits and special foundation/slab design to mitigate adverse affect of the expansive soils are not indicated at this time. Actual VINJEtfMIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, Califbrma 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTINQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT PAGE 7 IMPALA DRIVE. CARLSBAD NOVEMBER 5.1996 tests should be conducted at the completion of rough grading to determine properties of finish grade bearing soils. * Review of previous records and results of recent field and laboratory testing indicate that fill deposits generally below the upper two to three feet from the existing grades are well compacted deposits. The upper grade soils likely represent uncontrolled dump fills placed after completion of rough grading. * On-site building pad is a filled ground. Thickest compacted fill section occurs under the middle third of the proposed building in the predevelopment canyon areas. Compacted fill soils continue to thicken from a few feet in the east central of the planned building to over 40 feet at the west central areas. Typically, well compacted fills also experience minor post construction settlements. The project site, however, was rough graded approximately 17 years ago and has experienced recurrent wet seasons. The majority of the primary and secondary consolidation has likely occurred during the past years. Minor additional settlements may be anticipated after building construction and are expected to be within the allowable tolerances of the foundations and floor slab provided our recommendations are implemented and allowable foundation pressures are not exceeded. Recommendations to mitigate the potential for differential settlements within the middle third of the proposed building where the fill section is the thickest is provided in the following sections. VI. RECOMMENDATIONS The following recommendations should be incorporated into the final designs and implemented during the construction phase of the project. A. Remedial Grading All grading and earthworks should be completed in accordance with Appendix Chapter 33 of the Uniform Building Code, local grading ordinances and the requirements of the following section wherever applicable. 1. Northern and Southern Sections of The Building Pad - The upper soils should be removed to firm ground as approved by the project geotechnical engineer. Based on our subsurface exposures and test results removal depths in the areas of northern and southern sections of the building pad (see Plate 1) are estimated at three feet below the existing surface with the bottom 12 inches of over-excavations ripped and recompacted in-place. All removals should extend to a minimum distance of five feet beyond the outside perimeter of the VINJEtfMIDDLETONENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOJL TESTJtfQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT PAGE 8 IMPALA DRIVE. CARLSBAD NOVEMBERS. 1996 proposed building and improvements. Locally deeper removals over seven feet can be anticipated in the northeasterly corner of the proposed building area as indicated in Test Trench Log T-5, Plate 4. Fill deposits should be moisture conditioned to near optimum moisture content, placed in thin uniform lifts and compacted to a minimum of 90% of the corresponding laboratory maximum dry density (ASTM D-1557-91). 2. Middle Section of the Building Pad - Over-excavate to a minimum depth of five feet in the middle section of the proposed building as indicated on the enclosed Plate 1. The removed soils should be moisture conditioned and recompacted in thin horizontal lifts to a minimum of 95% of the corresponding maximum dry density (ASTM D-1557-91). The bottom 12 inches of over- excavations should also be ripped and recompacted in-place to a minimum 95% prior to the fill placement. 3. Fill Materials - Fill materials should contain at least 40% finer than #4 sieve by weight. AH rocks larger than six inches in maximum diameter and other unsuitable material encountered during the remedial grading should be removed from the soils and properly disposed of from the site. 4. Geotechnical Inspections - All grading operations including removals, suitability of earth deposits used as compacted fill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final as-graded compaction report. The nature of finished subgrade soils should also be confirmed in the final compaction report at the completion of grading. 5. Drainage and Erosion Control -A critical element to the continued stability of the graded building pads and slopes is adequate surface drainage system, and protection of the slope face. This can most effectively be achieved by appropriate vegetation cover and the installation of the following systems: * Drainage swales should be provided at the top of the slopes per project civil engineer design. * Building pad surface run-off should be collected and directed away from the planned buildings and improvements to a selected location in a controlled manner. * The finished slope should be planted soon after completion of grading. Unprotected slope faces will be subject to severe erosion and should not be allowed. Over watering of the slope faces should also not be allowed. Only the amount of water to sustain vegetation life should be provided. VINJE^MIDDLETONENQINEERINQ.INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS (JEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT PAGE 9 IMPALA DRIVE. CARLSBAD NOVEMBERS. 1996 B. Foundations and Interior Slab-on-Grade Floors The following preliminary foundation recommendations are based upon the non- expansive foundation soil at finished grades. The recommendations are given for planning purposes and should be verified in the final as-graded compaction report prior to construction. Revised recommendations may be necessary and should be anticipated. 1. Continuous strip foundations should be sized at least at 18 inches wide and 18 inches deep. Spread pad footings should be at least 24 inches square and 18 inches deep. All depths are measured from the lowest finish rough grade not including the recommended sand underlay beneath the slabs. 2. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of seven feet or one- third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. Reinforcement for deepened footings should be provided by the project structural engineer and detailed on the approved foundation plans. The indicated setback requirements may be reduced by two horizontal feet in the case of graded banks maintaining a minimum of 95% compaction levels between the outside edge of the foundations to the slope face. 3. Continuous strip foundations should be reinforced with minimum 4-#5 reinforcing bars. Place 2- #5 bars three inches above the bottom of the footing and 2-#5 bars three inches below the top of the footing. Reinforcement for the spread pad footings should be designed by the project structural engineer. 4. All interior slabs (industrial floors) should be a minimum of five inches in thickness and reinforced with minimum #3 bars spaced 18 inches on center each way placed mid-height in the slab. Slabs should be underlain with four inches of clean sand (SE 30 or greater). Place a six mil plastic moisture barrier mid-height in the clean sand. Slab design for floors supporting dead and/or live loading conditions should be confirmed by the project structural engineer. A modules of subgrade reaction of 200 pci may be used. 5. The proposed building should be provided with structural separations through the exterior footings, walls and interior slabs at approximate locations shown in the enclosed Plate 1 per project architect/structural engineer design. Styrofoam fillings or similar products should be used in the structural joints separating the northern and southern sections from the middle third according to the approved architectural/structural drawings. V VINJEffMIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOILTESTINQ PERCTEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT PAGE 10 IMPALA DRIVE. CARLSBAD NOVEMBER 5. 1996 6. Provide contraction joints consisting of sawcuts spaced 10 feet on center each way within 72 hours of concrete pour for all interior slabs. The sawcuts should be a minimum of three-quarter inch in depth and must not exceed one and one- quarter inch in depth or the reinforcing may be damaged. 7. Provide re-entrant corner reinforcement for all interior slabs in general accordance with the enclosed Plate 8. C. Exterior Concrete Slabs/Ratworks 1. All exterior slabs (walkways, and patios) should be a minimum of four inches in thickness reinforced with 6x6/10x10 welded wire mesh placed at mid-height of the slab. 2. PCC driveways and parking should be a minimum of five inches in thickness and reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed at mid-height of the slab. Subgrade soils beneath the PCC driveways and parking should be compacted to a minimum of 95% of the corresponding maximum dry density within the upper one foot. 3. Provide weak joints consisting of sawcuts spaced 10 feet on center (not to exceed 12 feet maximum) each way within 72 hours of concrete pour. The sawcuts should be a minimum depth of three-quarter inch but must not exceed one and one-quarter inch deep. 4. All exterior slab designs should be confirmed in the final as-graded compaction report. D. Foundation and Earth Pressures 1. Allowable Foundation and Lateral Pressures a) An allowable foundation pressure of 2,000 pounds per square foot may be utilized for foundation design except where specifically indicated. This value applies to dead plus live loads and may be increased by one-third for wind and seismic loading. The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 12 inches embedded in a minimum depth of 12 inches below the rough finish grade. This value may be increased per Uniform Building Code for additional widths and depths if needed (Table 18-l-A, Footnote 2). Allowable foundation pressure for the proposed pad footings at C-3, 4, 5 (please refer to the project foundation plans) should not exceed 1,000 psf maximum. VINJE # MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TEST1NQ PERC TEST SOIL INVESTIGATIONS (JEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT PAGE 11 IMPALA DRIVE. CARLSBAD NOVEMBER 5. 1996 b) An allowable lateral bearing pressure of 100 psf per foot of depth may also be used. The lateral bearing earth pressure may.be increased by the amount of the designated value for each additional foot of depth to a maximum of 1,500 pounds per square foot. A lateral sliding resistance of 130 psf may also be considered between the bottom of the footing and soils. The lateral sliding resistance may be added to the allowable lateral bearing value provided that in no case the total lateral resistance exceed one-half the dead load. 2. Earth Pressures Earth pressures for on-site soil are provided below. These values may be used for preliminary design estimates only and are to be re-evaluated when the characteristics of the backfill soils have been determined. Revised recommendations should be anticipated. - Wet density of compacted backfill soils = 125.0 pcf. - Angle of internal friction for compacted backfill soils = 41 degrees. - Active soil pressure for compacted backfill soils = 26 pcf (EFP), level backfill, cantilever, unrestrained walls. - At-rest pressure for compacted backfill soils = 43 pcf (EFP), non-yielding, restrained walls. - Passive soil pressure for compacted soils = 600 pcf (EFP), level surface at the toe. - Design coefficient of friction for concrete on compacted soil = 0.50. Notes: - Because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of two should be considered for sliding stability. - When combining passive reassure and frictional resistance, the passive component should be reduced by one-third. E. A.C. Pavement Design Specific pavement designs can best be provided at the completion of rough grading based on R-Value tests of the actual finish subgrade soils; however, the following structural sections may be considered for cost estimating purposes only. A minimum section of three inches asphalt on six inches Caltrans Class II base may be used. Base materials should be compacted to a minimum of 95% of the maximum dry density. x VINJE # MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTINQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT PAGE 12 IMPALA DRIVE, CARLSBAD NOVEMBERS. 1996 Subgrade soils beneath the asphalt roadway, parking and driveways should be compacted to a minimum of 95% of the corresponding maximum dry density within the upper one foot. Sub and base grade soils should be tested for proper moisture and minimum 95% compaction levels and approved by the project geotechnical consultant prior to the placement of the base or asphalt layers. F. General Recommendations 1. The minimum foundation design and steel reinforcement provided herein is based on soil characteristics only and is not intended to be in lieu of reinforcement necessary for structural considerations. All recommendations should be evaluated and confirmed be the project architect/structural engineer. 2. Expansive clayey soils should not be used for backfilling of any retaining structure. AH retaining walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface. Retaining walls should be provided with a back drainage in general accordance with the attached Plate 9, 3. All underground utility trenches should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective agencies. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non-expansive, granular backfill soils should be used. 4. Site drainage over the finished pad surface should flow away from structures onto the street in a positive manner. Care should be taken during the construction, improvement, and fine grading phases not to disrupt the designed drainage patterns. Rooflines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the building and structures to a suitable location. Considerations should be given by the project architect to damp proofing/water proofing the foundations and provide the planter areas adjacent to the foundations with an impermeable liner and a subdrainage system. 5. Final plans should reflect preliminary recommendations given in this report and should be reviewed by this office prior to grading. More specific recommendations should be provided when final architectural/structural drawings are available. 6. All foundation trenches should be inspected to assure adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project geotechnical consultant. , V VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TES77NG PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT PAGE 13 IMPALA DRIVE. CARLSBAD NOVEMBER 5. 1996 7. The amount of shrinkage and related cracks that occurs in the concrete slab-on- grades, flatworks and driveways depends on many, factors, the most important of which is the amount of water in a concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be considered: * Use the stiffest mix that can be handled and consolidated satisfactorily. * Use the largest maximum size of aggregate that is practical, (for example, concrete made with three-eights inch maximum size aggregate usually requires about 40 Ibs more (nearly five gal.) water per cubic yard than concrete with one inch aggregate). * Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. 8. A preconstruction meeting between representatives of this office and the property owner or planner, as well as the grading contractor/builder, is recommended in order to discuss grading/construction details associated with site development. VII. LIMITATIONS The conclusions and recommendations provided herein have been based on all available data obtained from research and review of pertinent geotechnical reports and plans, our field investigation, laboratory analyses, as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report . x VINJEffMIDDLETONENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 « Fax (760) 739-0343 SOIL TESTfNQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT PAGE 14 IMPALA DRIVE. CARLSBAD NOVEMBER 5. 1996 was prepared. It is the responsibility of the owner/developer to insure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC. shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware of the development of cracks in concrete surfaces such as floor slabs and exterior stucco associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at window/door corners, and floor surface cracks up to 1/8-inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. Vinje & Middleton Engineering, Inc. warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. VINJE # MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTINQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS UPDATE GEOTECHNICAL REPORT IMP ALA DRIVE. CARLSBAD PAGE 15 NOVEMBERS. 1996 Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #96-234-F will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Ratph M. Vinje GE #863 Dennis Middleton CEG #980 Mehdi Shariat RCE#46174 RMV/DM/MS/mmd Attachments sms \wpdocs\prelim. upd\96-234-f.ru1 mmd\prelim\96-234-f.rut distribution: addressee (6) VINJEff MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTING PERCTEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS iSM STRUCT. O-TQ !• 1x^*1 '-<( r>>N? lmw&x . U^dfecfc • -i^A •++,••*£?** • ^^^^\XJ^?W\ ^ ,\ *£o I ii^.Vftil -^lilH-^AV*. oi^Sfe^ KT^l Kt LEGEND APPROX. TRENCH LOCATION APPROX. REMOVAL DEPTH GRID NOS PER PLANS DATED 7/30/96 AREAS RECOMMENDED FOR 95% COMPACTION LEVELS SITE PLAN PLATE 1 Da 1-o - — 5 •* — — -10- __ _L - -15- te 9-18-96 iij_ia. < 05 "^^ V V NV V\\ \\ \ \ Logged by T-1 DESCRIPTION FILL: Silty sand, fine to coarse, yellow brown, dry, loose, includes 24" minus rocks. Silty sand, fine to coarse grained, moist, firm. Silty sand, fine to medium grained. Dark brown, moist. Silty sand with trace of clay. Reddish brown, moist. BEDROCK: Granitic bedrock. End test trench at 7J1. SM uCE 2 3 0~ 8.1 >. tuT%%z°gio 119.5 zIDO Pg-'«-e iwE""ICOO 91.6 Date 9-18-96 Logged by SM £P a _ _ _ -5- - -10- - -15- UJ a. « \^ \ T-2 DESCRIPTION FILL: Silty sand, light brown color, dry, loose, includes 18" minus rocks. Silty sand with trace of clay, fine to coarse grained, brown color, moist, firm, includes minus 6" rocks. End test trench at 8'. UJ<r .3 >~(io o 1 J<i. 0 z 5 u*5 IT OO 100+ Vinje & Middleton ENGINEERING, INC . V TEST TRENCH LOGS Lot #2, Carlsbad 48 Project No. 96-234-F p|Qte 2 VSand cone test • Bulk sample Q Chunk sample Q Driven rings Date 9-18-96 Logged by SM X £H ft u-o ~ _ _ _ c -10- - :«$: LJ_J W *k T ^X\ T-3 DESCRIPTION FILL: Silty sand, fine to coarse grained, light brown color, dry, loose, 18" minus rocks. Silty sand, fine coarse grained, light brown color, moist, firm. Clayey silty sand, moist, form, dark brown to black color, smell of decay. End test trench at 8'. LL!cc.3 _ o "*"2 11.0 11.1 >• tu? LL ^*£ — o 107.2 117.6 P 0 —4 < ^ ICOu 82.1 90.1 Dote 9-18-96 Logged by SM I?o U_ _ - -5- - -10- - -15- LJ -I CLs<(/) \v 1^ ^T \ T-4 DESCRIPTION FILL: Silty sand, yellow brown color, dry, loose, includes 24" minus rocks . Silty sand, yellow brown color, moist, firm. End test trench at 61. UJEC k?0^-s 11.1 >->_!=£ £za°lS —o ;120.2 zUJO >i=t 0"3 HI Iceo 92.1 Vinje & Middleton ENGINEERING, INC t TEST TRENCH LOGS Lot #2, Carlsbad 48 Project No. 96-234-F Plote 3 VSand cone test • Bulk sample D Chunk sample Q Driven rings Date 9-18-96 Logged by SM x ^ O - - 5 — - -10- -15- UJ_JO. <tc/j T-5 DESCRIPTION FILL: Silty sand, fine to coarse grained, dry, loose, includes approximately 40% minus 36" rocks by volume. • End test pit at 7? - large flat rock encountered. UJsr H-3 o "•"5. > tuTCE COO UJ *-*Q UJ O i Kt W-^.SaSiuS —0:0u Date 9-18-96 Logged by SM X • ££UJ H-Q "~" U _ _ ^^•^^P^B^ -5- _ _ - -10- — - -15- UJ_JaS L \\ \ \ T-6 DESCRIPTION FILL: Silty sand, fine to coarse grained, yellow brown color, dry, loose, includes 24" minus rocks. BEDROCK: Granitic bedrock. End test trench at 3|'. . UJ£T3 O —s >- ^_ ^ n O U O ££i;0-^525sdl-0=0o Vinje & Middleton ENGINEERING, INC . V TEST TRENCH LOGS Lot #2, Carlsbad 48 Project No. 96-234-P Plate 4 V Sand cone test • Bulk sample Q Chunk sample Q Driven rings Date 9-18-96 Logged by SM o "" 0~ -5- -10- -15- tu a.£ k T-7 DESCRIPTION FILL: Silty sand, fine to coarse grained, yellow brown color, dry, loose, includes 24" minus rocks. BEDROCK: Granitic bedrock. End test trench at 3J1.MOISTURE(%)DRYDENSITY(PCF)RELATIVECOMPACTION<%)Date 9-18-96 Logged by SM lla 5 -10- -15- LJ-Ja.5<to V ' ' — -^_^_ X T-8 DESCRIPTION FILL: Silty sand, fine to coarse grained, light brown color, dry, loose, includes 24" minus rocks. Silty sand, fine to coarse grained, light brown color, moist, firm, includes some rocks. BEDROCK: Granitic bedrock. End test trench at 9$'.MOISTURE(%)9.9 >!=uT£wo QgSo 119.9 RELATIVECOMPACTION1%)91.9 Vinje & Middleton ENGINEERING, INC X TEST TRENCH LOGS Lot #2, Carlsbad 48 Project No. 96-234-F Plate 5 VSand cone test • Bulk sample D Chunk sample Q Driven rings Date 9-18-96 Logged by SM ££ui -ia - - -5- - -10- -15- IU_)a.£<in - \ T-9 DESCRIPTION FILL: Silty sand, fine to coarse grained, brown color, dry, loose, includes 24" minus rocks. Silty sand, fine to coarse grained, reddish brown. BEDROCK: Granitic bedrock. End test trench at 9if.MOISTURE(%)DRYDENSITYtPCF)RELATIVECOMPACTION(%)Date Logged by lio — 5 -to- —15 — UJ a. DESCRIPTION MOISTURE(%)>-iu7 Q"" zUJ O >H5°"»-i£§;ui2~(TOO Vinje & Middleton ENGINEERING, INC. i TEST TRENCH LOGS Lot #2, Carlsbad 48 PFOJect No. 96-234-F P|ate 6 VSand cone test • Bulk sample D Chunk sample Q Driven rings 30 MILES FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) Map data is compiled from various sources including California Division of Mines and Geology, California Institude of Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." Earthquake Magnitude , 4.0 TO 4.9 CD 50 TO 5.9 CD - 6.0 TO 6.9 v 7.0 TO 7.9 ... Fault PROJECT: 96-234-P Impala Dr., Carlsbad PLATE NO. ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale . (b) CONTRACTION JOINTS RE-ENTRANT CORNER—-* REINFORCEMENT NO. 4 BARS PLACED 1.5* BELOW TOP OF SLAB RE-ENTRANT CORNER CRACK NOTES: 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI). 2. In order to control cracking at the re-entrant corners {±270° corners), provide reinforcement as shown in (c). 3. Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors. V1NJE & MIDDLETON ENGINEERING, INC. PLATE ft TYPICAL RETAINING WALL DRAIN DETAIL Waterproofing Perforated drain pipe drainage Granular, non-expansive ••/ backfill. Compacted.;' Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material (see specifications below) Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S.STANDARD : ; SIEVE SIZE 1" 3/4 3/8 No. 4 NO.-8 NO. 30 No. 50 No. 200 Sand % PASSING 100 90-100 40-100 25-40 1B-33 5-15 0.7 0.3 Equivalent* 75 1. Provide granular, non-expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard. 2. Provide back drainage for wall to prevent build-up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet at minimum 1%. Provide 3A~ - \W crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. 4. Seal back of wall with waterproofing in accordance with architect's specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. * Use 1 Vj cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE VINJE & MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102 Job #96-234-F Escondido, California 92029-1229 Phone (760) 743-1214 Fax (760) 739-0343 November 11, 1997 Mr. Don Hubbard P.O. Box 230577 Encinitas, California 92023 AS-GRADED COMPACTION REPORT FOR THE REMEDIAL GRADING CONDUCTED WITHIN THE PROPOSED BUILDING AREA, LOT #2 PALOMAR TECH CENTRE II. 2450 IMPALA DRIVE. CITY OF CARLSBAD PLAN FILE #96-1609 II In accordance with the Grading Ordinance for the City of Carlsbad, this as-graded compaction report has been prepared for the above referenced project now that no additional grading is to be conducted. We have completed engineering observation and testing services in conjunction with the removal and recompact of the upper soils in the building area plus a 5 foot perimeter. This report summarizes the results of our tests and observations of the compacted fill. The compacted fill within the building area was placed periodically from December 4,1996 through December 19, 1996. Actual dates are shown on the enclosed compaction test result sheets. I. GRADING INFORMATION/GROUND PREPARATION As of the date of this report, the building area is approximately 6 inches below the grades shown on the attached drawing. Removals of 2 to 3 feet within proposed paved areas also has not been conducted. Grading plans for this project were prepared by Helix Engineering Service, Solana Beach. Grading operations for the removal and recompact of the building area were performed by Astleford Construction of San Marcos. The following listed reports were reviewed by this office as part of this project: A. "Update Geotechnical Report Lot #2 "Carlsbad 48" Impala Drive, Carlsbad, California" dated November 5, 1996, Job #96-234-F, prepared by this office. B. "Foundation Plan Review, Proposed Hubbard Building, Lot #2, Carlsbad 48, 2450 Impala Drive, Plan File #96-1609II, Carlsbad" letter dated November 29, 1996, Job #96-234-F, prepared by this office. Mr. Don Hubbard As-Graded Report, Lot #2 November 11,1997 Page 2 Due to the differential fill depths beneath the proposed building, with the thickest part occurring beneath the central third of the building, removals were conducted in sections within the building area and ranged from 3 to 8 feet below existing grades in the northern and southern portions of the building, and 5 feet in the central portion of the building. Compaction requirements also varied, with 90% compaction required for the northern and southern portions of the building, and 95% compaction required for the central third of the building. This was done to mitigate the potential for differential settlement across the building. All questionable loose compressible soils and rocks greater than 6 inches in diameter were removed from the building area. The bottom of all removals were inspected, ripped to a depth of 12 inches, moisture conditioned and recompacted to a minimum of 90% in the northern and southern portions, and 95% in the central portion of the building prior to backfilling. Site preparation and grading were conducted in substantial conformance with the Grading Ordinance for the City of Carlsbad and our above listed update geotechnical report. All inspections and testing were conducted under the supervision of this office. In our opinion, all embankments and excavations were constructed in substantial conformance with the provided grading plan, and are acceptable for their intended use. II. FILL PLACEMENT Fill was placed in six to eight inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with ASTM Method D-1556- 90 sand cone method, and ASTM D-2922-91 nuclear densimeter, as the fill was placed. The moisture content for each density sample was also determined. The approximate locations of the field density tests are shown on the attached drawing. The locations of the tests were placed to provide the best possible coverage. Areas of low compaction, as indicated by the field density tests, were brought to the attention of the contractor. These areas were reworked by the contractor and retested. The test locations and final test results are summarized on the compaction test result table. The results of our field density tests and laboratory testing indicate that the backfills at the site were compacted to at least 90% of the corresponding maximum dry density at the tested locations in the northern and southern portions of the building, and 95% in the central third portion of the building. VINJE ff MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOILTESTINQ PERCTEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS Mr. Don Hubbard As-Graded Report, Lot #2 November 11,1997 Page 3 If the building pad should undergo any seasonal wetting and drying periods prior to construction, remedial grading could be required depending on the site soil characteristics. Depths of removal and recompact can best be determined just prior to construction by appropriate inspection and testing. III. APPROPRIATE LABORATORY TESTS A. Maximum Dry Density Optimum Moisture Tests: The maximum dry density and optimum moisture contents of the different soil types used as compacted fill were determined in accordance with ASTM Method D-1557-91. B. Expansion Tests: No test were conducted, as these soils are derived from decomposed granite and are therefore granular non-expansive sandy soils, foundation C. Direct Shear Tests: A direct shear tests was performed on a representative samples of the soils used in the construction of the pad during the update phase of this project to determine the allowable bearing capacity and to provide retaining wall design parameters. As no new soils were encountered during the grading operations, no additional testing was conducted. IV. RECOMMENDATIONS It is our understanding that this lot is to be sold as is, therefore the following recommendations should be considered and adhered to: A. If a building other than the building footprint shown on the attached drawing is to be placed outside the limits of grading and re-compacted fill, further engineering and recommendations will be required. B. When the exact nature of the building is known, this office should be provided a current site plan so that site specific recommendations, especially foundation, flatwork, and paving recommendations can be provided. V. LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed periodically from December 4, 1996 through December 19, 1996. The conclusions contained herein have been based VINJE#MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondtio, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS (JEOTECHNICAt INVESTIGATIONS Mr. Don Hubbard As-Graded Report, Lot #2 November 11,1997 Page 4 upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested. The attached drawing details the approximate locations of cuts, fills, and locations of the density tests taken and is applicable to the site at the time this report was prepared. This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE, PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY. If you have any questions or need clarification, please contact this office at your convenience. Reference to our Job #96-234-F will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Ralph M.Vinje GE #863 RMV/MS/MPR/mmd Distribution: Addressee (6) mprtfi|teont\96-234-f.rf1 MehdiShariat RCE #46174 VINJEff MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTING PERC TEST SOH. INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS VINJE 6f MIDDLETON ENQINEERINQ, INC. P, 0 2 2450 Vineyard Avenue, *1Q2 JOD#98-218-E • Escondldo, California 92029-1229 Phone (760) 743-12H Fax(7.0,739-03,3 The Mutter Company Attn: Mr. Bob Wade 1921 Wandering Road Encinitas, California 92024 Foundation Han Hewew, Proposed Commercial Building, Pa/0/rrar Tec/i Center II. Impa/a Drive. Carlsbad. California We have received and reviewed the project foundation plan and selected excerpts of foundation details for the above-referenced commercial construction provided to us by Smith Consulting Architects. Based on our review of drawings made available to us, and from a geotechnical engineering point of view, the foundation plan/details are in substantial compliance with our "Update Geotechnical Report, Lot #2 'Carlsbad 48' ImpaJa Drive, Carlsbad. California," Job #96-234-F, dated November 5, 1996 and "As-Graded Compaction Report For The Remedial Grading Conducted Within The Proposed Building Area, Lot #2 Palomar Tech Center It, 2450 Impala Drive, City of Carlsbad Plan File #96- 1609 II," Job#96-234-F, dated November 11,1997. The level building pad and foundation constructions, however, should be inspected, tested as necessary, and approved by the project geotechnical engineer. Geotechnical engineering construction inspections and test results should be presented in written field and final geotechnica! reports. All recommendations should be further field verified, confirmed, or revised, if necessary. The following comments are also appropriate and should be considered and/or incorporated into the final plans where applicable. 1. It is recommended that all exterior flat works be a minimum of four inches thick and reinforced with a minimum of 6x6/10x10 welded wire mesh and be placed in the slab mid-height. Please refer to the referenced report Job #96-234-F, dated November 5, 1996 for more details. 2. All PCC driveways, truck docks and surfaces subject to traffic should also conform to the referenced report Job #96-234-F, dated November 5,1996 (Page 10, Exterior Concrete Slabs/flat works). It is also our practice to recommend a minimum 12" wide to 12" deep thickened slab edge reinforced with 1-#4 bar top and bottom in front of trash enclosure slabs. The Muller Company May 27,1998 Page 2 3. All wall back drains should conform to Plate 9 of the referenced report Job #96-234- F, dated November 5, 1996. If you have any questions, or need clarification, please do not hesitate to contact this office. Reference to our Job #98-218-E will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE A MIDDLETQN ENGINEERING, INC. I 'A. Mehdi Shariat RCE#46174 RMV/MS/sgr Distribution: Addressee (2) Smith Consulting Architects (Fax, 3) ^(760) 743-1214 SOILTESTfNQ rase TEST a D JS«a a eft O mso (0LUte COmK ZO o Oo oe o*5US. oo 3. ind , ..* c a><D co c1 o l|| C E clitCQ50 oCO 81 C9 V i U) c 0>Q 2"3il u>CO"SLLih O co O O T3£finO)I'5 aT3CO in O to O <o O TJ0a:OCD*nIL.oo O <Dft!Oa> 'u_ coit1oor I p OJO) CO O01 oooo COoen co iho» CD<ben pin01 OJinO)o> oq inen ten CO toa>enoo ooCO COen oen in in tn u>tn oCO oCO oCO oCO oCO oco oCO oCO oCO oCO inoCO in oCO oCO in dco m oCO oCO O)oo oo* inoo in<oCN p OJ CO inOJ CM oq T- CM 00 in en OJ oqdOJ p CO CO OJin OJ oo oq ci p CO OJ o> CD 01 CO in OJ OJ CM <0 a>(0 O) m w O) ffl CM o O) CD CO m 9 C O a> O) OQ to 3 CO o(0 O) m a>to o> OQ <o O CO o>cis m p cO a>COo» is '3m ItQ T- o OJ o OJ 1 in co••soCOa> ta CD in co••8oCO O) 2CD LU C O a> CO D) CD ino OJ m LU C O CO oc CO OJ CD Ol y~c-o 1 CO O) CD CO (D OJ IL. O) 2'5CO CO at CO OO CD o••8<DCO (3 CO CD O) 1 *co .5°- ^5e « * Eeo ai3 f£•S-o „£| ^•9 J2 s5 != M 5o S 6..1 vtc0)Q o sO .2_j u. D: oO) in o<0 « <M o ••8o 0}o CO O) CMa> U)o CO c> <M CM a>v> O)cis '5m CO o> 01 u> o oct (0 CD JO *3m a> a> inotn .inCM q CM aeo (Oco••80> CO O) ET3 '5m o CM O) ••8a>(0 O) CM i in" ja o> g 1TJ Bo 'b.Q .558.£ (O 13(0jajo O -eoa.oa: Tou"c oVO (O•& | OID Q.E 07/1V98.. WED 20:41 FAX 7606357890 Bob Wade 7-16-1998 7: 12AM FROM SM I TH_CONSULT ING-OUT 6194523987 NON-RESIDENTIAL CERTIFICATE: NOMMMW und o~w. p*-~ ^ w» onyouproperty. of rfp«eo1*ri _ 727- 9200 City SM* - 7.0 by *• C% Count* of th«City of C«teb«d. — ^.^^ — **.^L^^.^^* ^J^^ A^^JlSAkAA ^C^^^^A fc»^ 4 AVTHI woiwnurrvaBBwaMncKNCk i. A oT 1h* MkbiMrif pMrt. ««• hvw «w opton to (1 ) ro«w SPECIAL DCVELOmKNTTAX ON&- ULTAX- toiM fay OPTION (1): I^Mt«»p^ttwSPCCULDevei^PMCNrTAXQNErT1^new.Maon»^ Amount of OnfrTtmo SpieM •tac > TS. 8.11 _ , Own** OmON(2): 1«lM* to pay«io«KCIM.oeveLOPMENr TAX ANNUALLY for » ported not to , Owner OWNER OP i>c suueer PRO»«RTI AND THAT i UNDCKSTANO A*O VMU COMPLY WITH THE PROVMONS AS STATV» AftOVC. TMo T. notin<>>tnJ»ni» M»rti«il »«inftmiiBiMi^oM»n above. Therofore.w* MON-RESOENTIAL CERTIFICATE 07/15/98 WED 20:40 FAX 7608357890 Bob Wade 7:1QAM FROM SMITH^COW-SULT ING-OUT 6194523907 P. 1 a oo 2 This term nfot b« compl»ud by lha CMy and «M briHdinQ pom*. The City wM not «oue any buJWJng ptnritt without a oomptaM school too form' Project Marine: Building Permit Plan Cheat Number. Project A.P.M: Project Ailicant *$0 Project Description: Building Residential:Number of Maw Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit Square Feet of Living Area in SOU j — Res. Additions:Net Square Feet New Area Comerc./ Ind.: City Cefti^cation: United School Ottrtd 801Pin«A»i CAl«?OOfi (434-0661) eet ROOT Area S»n Mara* Unfftod School Dirtrtct 215Mrt»W»y Svt Mvcot. CA •2080 (73&-2200) Eneinitas Union School Dbrrtct 101 South ftineh S«nta P» ftd CA 82024 fft*4-4300l S«n Di«0ufco Union HJe^i School DMrtat 710 Encinftn Blvd. Eneintei. CA 92024 (75^6491) Oftilication of Applicart K>*r*n. Th> p<r«on oocubnq tN» dodarabon CO**»Q cmtHbt unihr perafty of perjury thai (1) th* Intonation prowidtd t» eorrtct and tru* to «w bwl of tt» Owti^tknowiadaeandmatthaOwMrwilifltoan am»n<tod c«tM|catioffi of payment and pay th« addttMM^l ^ tf Oiijtw r^qu«ft» an ^KTM^ In th» mjmc^r o or ftquara tocltag* after th* building p*rm* «iMtMd or if th* initial o^*nninatlonofunteor«o^Mmfootegei««oundtobe ineomvct and that tt) «»• Ownor to th» OMMVI/ ««v«lec«r o» th« above d«»cflb«d prei«el(«X or thai tho paraon this dwtaratwn i* authorind to won on behatf of ttw Own*- Signature^Dttor. 2O7S Lm» P«lmae Dr. - Carlsbad. CA 92OO9-1 S76 4381161 • FAX (819) 438-OM4 07/15/98 WED 20:40 FAX 7606357890 Bob Wade 7-1fr-1998 7:10AM FROM iMITH_CONSU_TING-OUT 6194523907 P-2 Si 003 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To b» computed by the school districts)) SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING (Check one); Gov. Cod* 5308QO5995 (AS 181) Gov. Code 85070 (SB 201) Cod* 53311 Prior ExMing Exempt from fee requirements Total amount of (new) floor area within the buldtog Fee Amount per Square Foot -Or if subject to Prior Existing Mfcgabon Agreement: For Detached Residential DweKng Units or Attached DwaWng Units > 1600 Square Feet Total Number of Dwelling units Amount per Dwelling Unit Amount Collected _ _ -and/or- For Attached and Detached Dwelling Units < 1600 squamfeatf per oweWng (If applicable) Total Number of Dwelling Units Amount per Dwelling Unit ___^_ Amount Collected on SCHOOL DISTRICT: This i* to certify ttwl the applicant mJUgaHondetermlned by ttM Mem bunding pwintts tor this project. SIGNATURE OF SCHOOL DISTRICT OFFICIAL DATE AAV lh*»peidall above gttiar applicable ediool City may iscue PHONE NUMBER Th* C«itobad Uni«M School OMrtet hat f»dim« dotcribod in the Scftoo* towoef I to imooMri aw IOM antf/or amount* hof»te upon a tr»*n0 that the** ft* JvHteaton SJwdy fcr CarfkMtf (MUM SeMof OhMet proparodby David Tauttig ft A*«oeiatM for tho DbVtot SjMtfen e»020 of th« G«r«nwhortCorf««n»ctodMA»»omWyB«3OI1. »el forth M Chapter 549. StttulM of tho Sttte of CaNfemtt. roquiro* that aH school dfetrkte. indudtog the Cwtobed UnHM and tha Enotnita« Union School Distrieta. ftfOMda a wriBan nolloalothapiiojactapplicamatthattonaof pa^inentertha school Haas, midflatton paymams, or othar axaetton. TOt notice Is to advisa tha project applicant that tha protest period regard to *uch Amounts or the vaidHy tharaof in accordance with Section 86020 of tha Government Coda and other applicable taw, commence* with *uch payment or performance of any other requirement is described in Section 06020 of the Government Code. Additionally, ihto nottoe ed^toei ttiat the protect thereof must oocur wrifhin 90 calender days thereafter. 0- N PCR No: PCR9&210 Project No: A9b049uu 02 C-PRMT 218-00 B U I L D I N G P E R M I T 11/20/98 09:40 Page 1 of 1 Job Address: 2450 1MPALA DR Suite: Permit Type: PLAN CHECK REVISION Parcel No: 209-041-20-00 Lot*: Valuation: 0 Construction Type: VN Occupancy Group: Reference*: Status: ISSUED Description: ROOF TRUSS SUBMITTAL Applied: 11/02/96 : PERMIT CB98-1099 Apr/Issue: 11/20/98 Entered By: MOP 760 918-9287Appl/Ownr : KANTER RAY 6867 NANCY RIDGE DRIVE SAN DIEGO CA 92121 * * * Fees Required ***s Collected & Credits Fee d e s c r i p 11 o n Plan Check Revisio * * * . 00 . 0 0 218.00 Ext fee Data 218.00 FINAL APPROVAL MSP.DATE. CLEARANCE. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760)438-1161 1. PR T INFORM* FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By Date___ Address (include Bldg/Suite f)Business Name in this address) Legal Description Lot No.Subdivision Name/Number Unit No. Phase No. Total • of units Assessor's Parcel Existing Use Proposed Us* Descnp'ti/r/of Work 2. CONTACT PERSON (H dMierent from appMcentl SQ.FT.*of Stones * of Bedrooms # of Bathrooms t 187- Neme 3. APPLICANT Conactor Address for Contractor City for Owner i State/Zip Telephone t Fax * Name 4. PROPERTY OWNER Addraas City Stete/Zip Telephone^ Name E. CONTRACTOR Address Cfty Sttte/Zfp Telephone COMPANY NAME . (Sec. 7031.5 Business and Profesaiona Code: Any City or County which requires a permit to construct, alter, taprovo, oeniolish or repair any structure, prior to Its issuance, also requires the applicant for such permit to fHe • signed statement thn 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 applicant to a civil penalty of not more than five hundred dollars ($500)). Name Designer Name State License * Address License Clss* Address City State/Zip Crtv Business License * City State/Zip Telephone * Telephone 6. WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of penury one of the following declarations: D ' 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. Q 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 It 1001 OR LESS) D CERTIFICATE OF EXEMPTION: I certify that tn the performance of the work for which this permit is issued, I shea not employ any person in any manner so as to become aubiact to the Workers' Compensation Law* of CaNfomia. WARNING: Falhire to secure workers' compensation coverage Is unlawful, and aha! subject an employer to criminal peneHlaa and chrll fines up to one hundred thousand dollars 1*100,000). In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor coda. Interest and attorney's tees. SIGNATURE _ DATE _,_. _ 7. OWNER-BUILDER DECLARATION ' •-•••!•"'-• •-•;---.?>-- ... tw-;.-. I hereby effirm that I am exempt from the Contractor's License Lew for the following reason: D 1, as owner of the property or my employees with wages as their sole compensation, will do the work end the structure is not intended or offered tor sale (Sec. 7044, Business end Professions Code: The Contractor's License Law does not apply to an owner of property who buMda or Improves thereon, and who does such work himself or through his own employees, provided that such improvements are not Intended or offered tor eate. 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 buttd or Improve lor the purpose of sale). Q I, as owner of the property, >m exclusively contracting with licensed contractors to construct the prefect (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 contractorts) licenced pursuant to the Contractor's License Lew). D I »m exempt under Section _ Business end Professions Code for this reason: 1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES QfJO 2. t (have / have not) signed an application for a building permit for the proposed work. 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phono number / contractors Kcenae number): 4. I plan to provide portions of the work, but I have hired the following person to coordinaia, supervise and provide the major work (include name / address / phone number / contractors license number); _ _ ___________ __ _____ _____ _ __ E.will provide some of the work, but I have contracted (hired) the following persona to provide the work indicated (Include name A address / phone number / type of work): DATEPROPERTY OWNER SIGNATURE COMPLETE THIS SECTION FOR HON^gStDBfOAL BUILDtNO PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration term or risk management and prevention program under Sections 25S05, 25533 or 25534 of the Prasley-Tenner Hsiardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air poNution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site7 D YES D 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. £. CONSTRUCTION LENDING AGENCY " " " ™-,^.r:- -,-.-- . ,--,,, 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, •9, APPLICANT CERTIFICATION '•-—-••-— •'-.—,--.-.,---™. T-^-,*--.-r:w™J,f,, 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 City 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 S'O" deep end demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued bytta BuildingjCffficisI under the provisions of this Code shall expire by limitation and become nut) end void if the building or work authorized by such permit is-^p^mmeroeXjyithin 365 days from ttw date of ttich t»rmit or if the building or work authorized by such permit is suspended or abandoned et eny time efterWsjWork is corqr£aftced IW I paiiud-qf 180 days (Seti-wi 1-3.4.4 Uniform Building Code). APPLICANT'S SIGNATURE jf^^^^^U, X|| ^^^ DATE ?/ llfLJITC. II ' •••• i ***** . ..__._ _„... — fWHITE: Rle rApplicam PINK: Finance EsGil Corporation In fartnersfiip vtitft government for Quitting Safety DATE: November 10, 1998 JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 98-1099 PCR98210 SET: I PROJECT ADDRESS: 2450 Impala Dr. PROJECT NAME: Palomar Tech Center II 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. 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: 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: Revision No. 1. (Roof trusses) By: Abe Doliente Enclosures: Esgil Corporation D GA D MB D EJ D PC 11/3/98 trnsmldot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 4 (619)560-1468 4 Fax (619) 560-1576 Carlsbad 98-1099 PCR98210 November 1O, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PCR98210 PREPARED BY: Abe Doliente BUILDING ADDRESS: 2450 Impala 0r. BUILDING OCCUPANCY: B/F-1 PLAN CHECK NO.: 98-1099 DATE: November 10, 1998 TYPE OF CONSTRUCTION: V-N BUILDING PORTION BUILDING AREA (ft-2) VALUATION MULTIPLIER VALUE SSL REVISION NO 1 TO Air Conditioning Fire Sprinklers TOTAL VALUE THE ORIGINAL SET OFAPPROVED PLANS E3 199 UBC Building Permit Fee Q Bldg. Permit Fee by ordinance: $ E3 199 UBC Plan Check Fee D Plan Check Fee by ordinance: $ Type of Review: Q Complete Review Q Structural Only Q Hourly n Repetitive Fee Applicable Q Other: Esgil Plan Review Fee: $ 174.30 Comments: 2 hours© 87.15 = Sheet 1 of 1 macvalue.doc 5196 SMI JOIST ARKANSASMM mv. » MXIH, MFC. M TI*OIf.o. MR KOO Hon w. nm-aooo fAI (MO>-U7-7S>I SM "ittST SOUlW CAftOUNA•H TAIUK ST, CAVCC, fC MOM F.O. Mff MOO CAVQE. K W71 <*U) 7M-H10 - (MO) 103-OOMlh SSJ & LSJ BILL OF MATERIALS SMI JOIST aORlOA C-IOO-A UKOIN CITY ROWMT. 3, NX » STMKC. FV J(•04) M4-4U1 - (BOO) 708-B4WtM (aOOHIJ-OJW PAINT SMI JOIST NEVADA 1111 TREHTO LJWC. FM10N. HV H40I P.O. BOX 440 FAUON. MV BV407-Q440 (701) B67-21M - (800) 149-1377fAX (BM)-W7-2140 OXIDE END NET UPLIFT •• 0 PLT BASE LENGTH OVERALL LENGTH P.O.No: JOG:TECH CTR^ IE, SHIP To: TYPE'R" TYPE'S" PLEASE SKIP A SPACE 0EHHEEH JOIST MARKS. m»m*n m*t nf TM. SIT)nn-t - ONE WKU CXTCNOCOn«-i • aoTH MOLES cxToeeo JS HDR. MARK QTY JOIST TYPE OAL TCXL LGTH TYPE TCXR LGTH TYPE BASE LENGTH SEAT DIM BCXL ™ BCXR LGTH TYPE PUNCHED SEATS GA.REMARKS A. fil3/|44.) L.E FL6 ij: i.e. \Dm\fNtAnOCTNpllLCMAT\MU RCV 4-U-S7 AL.L.THIS BHT MIKJ.TC WIDTH -A/A/L02- a AX/At- LOAD~ IO.O& U>U pen. o.sjc. AT AMY PAMEL. P<P/HT• • L/240} LL fiNAL PLANS FOR FIELD USE 71? IT SS.I A LSJ Bill MATERIALS PUASC 3K» A SPACC BCnCEN JOIST UANKS.NET UPLIFT - W PLF MARK OTY JOIST TYPE OAL TCXl LCTHlTYPC TCXR LCTHlTYPS BASE LENGTH SEAT DIM OR BCXL LCTHJTYPE BCXR LCTHJTYPEJ PUNCHED SEATS HRE I CA.REMARKS B.E mku_\odpp MOLDfo^C^_^i* <*o e. fei3c144) FLAT . Wi^OP j4oLOR?t Jo I-Afa ft.Q fl^IS . i4>oo^ ftoLP^4^. •nk MOLPRbXlU No A/a SL^tf JOB NO:JOB:TECH Ox>IDE. 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NV 11407JOB #JOB NAME;LOCATION DWG.BY CKO.BY SHEET < \ .. < » ^ CM 3 £0* 5 OO 2 3! oi JOB # BUILDING PERMIT 12/02/98 15:38 Paqe 1 of 1 ,., , , . job Address: 2450 IMPALA DR ouite. Permit Type: PLAN CHECK REVISION "-" „,„„„.. c PCR No: PCR98221 Project No: A9H01455 Development No: : I-JOISTS-8061 SF OF MEZZ Appl/Ownr : KANTER, BAY 2450 IMPALA DR CARLSBAD CA 92008 **# Fees Required *** Fees ; Adjustments: Total Fees: Fee description Plan Check Revisi. Apr/Issue: 12/02/98 Entered By: 760 916-9Z89 Collected & Credits it * * . on . o o 109.00 Ext fee Data 109.00 '02/98 0001 01 02 C-PRHT 109-00 FINAL APPROVAL INSP.DATE, CLt'^WE. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760)438-1161 1. PROJECT INFORMA FOR OFFICE USE QNLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated Date Address (include Bldg/Suite *)BUSKIMS Name fit this address) Lepri Description 'Lot No.Subdivision Natneffkimber r — r ' — ft *T\ : Unit No.Phase No. < i J. itAssessor's Parcel *Existing Use .^..Description of Work 2. CONTACT PERSON (tt dHfarant from aiipikanr) Nsrns Address Cttv 3. APPLICANT D Contractor D Aoant for Contractor * D Owner D Apart for Owner Name 4. PROPERTY OWNER Address City State/Zip Telephone t Name S. CONTRACTOR - COMPANY NAME Address Oty State/Zip Telephone* (Sec. 7031.5 Business end Profession* Code: Any Crty or County which require* • permit to construct, alter, improve, demolish or repair any structure, prior to tts issuance, also requires the applicant for such permit to ftte a stoned statement that he is liceneed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with. Section 7000 of Division 3 of the Business end Professions Code) or that he Is exempt therefrom, and the basts for the aHegad exemption. Any violation of Section 7031.5 by any applicant for a permit sutaiects the applicant to a civil penalty of not more than five hundred dollars 1*5001). Name State License Address License Class City State/Zip City Business Licene* # Telephone f Designer Name Address City State/Zip Telephone State License f 6. WORKERS'COMPENSATION - - --- -;---- - Workers' Compensation Declaration: I hereby affirm under penerty of perjury one of the following declarations: Q 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 tor which this permit is issued. Q 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 wwkw's compensation insurance csnwr snd policy number srs: Insurance Company _ Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1*100] OH LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shsfl not employ eny 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 ahsN subject an employer to criminal panaMaa and ehrfl fines up to one hundred thousand dollars 1*100.000), In addition to the cost of compensation, damages a* provided for In Section 3706 of the Labor coda, Interest and attorney's was. SIGNATURE DATE 7. OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: O I' as owner of the property or my employees with wages as their sol* compensation, will do the work snd the structure HI not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not eppty to an owner of property who buHds or Improves thereon, and who does such work himself or through his own employees, provided that such improvements era not Intended or offered for aaie. If, however, the building or Improvement la sold within one year of completion, the owner-builder wilt have the burden of proving that he did not build or Improve for the purpose of sale). Q l. as owner of the property, am exclusively contracting with licensed contractors to construct the protect (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 aueh protects with contractorls) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Coda for this reason: 1. I personally plan to provide the major boor and materials for construction of the proposed property Improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit tor the proposed work. 3. I nave contracted with the following person (firm) to provide the proposed construction (Include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following parson to coordtnats. supervise and provide ttw major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following parsons to provide the work indicated (Include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON4U&BBIWU. BUILDMO PERMITS ONLY"" ts 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? Q YES Q NO Is the applicant or future building occupant required to obtain a parmrt from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site7 Q YES Q 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 OFRCE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. S. CONSTRUCTION LENDING AGENCY " - .-,-,,-..~- -,„.,..,„„, _„... ...... „-,...,. I hereby affirm that there is a construction lending agency for the performance of the work for wNch this parmrt is issued (Ssc. 3097(i) Civil Code). LENDER'S NAME . . LENDER'S ADDRESS «. APPLICANT CERTIFICATION ~""'——•"— ------ -..-—yr--r-^;,.---.- • •.r^,.^,,,f^ - I certify that I hive reed 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 Crty 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 M 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 permit is not eopftienced wltbtn 365 days from the dtte of such permit or 11 th» bunding or work authorized by such permit is suspended or abandoned at any tr r after the wgr>Vcommen6d8 for» period of 1BO days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In fartnersfiip witb (jovernrrunt for Quifefatg Safety DATE: November 19, 1998 JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 98-1099 (PCR98221) SET: I PROJECT ADDRESS: 2450 Impala Dr PROJECT NAME: Palomar Tech Center 2<] 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. 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: [XI 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: Mezzanine I -Joists deferred submitted. REVISION NO. 2. By: Abe Doliente Enclosures: Esgil Corporation D GA D MB D EJ D PC 11/13/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (619)560-1468 + Fax (619) 560-1576 Carlsbad 98-1099 (PCR98221) November 19, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PCR98221) PREPARED BY: Abe Doliente BUILDING ADDRESS: 2450 Impala Dr BUILDING OCCUPANCY: B/F-1 PLAN CHECK NO.: 98-1099 DATE: November 19, 1998 TYPE OF CONSTRUCTION: V-N BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft.2) VALUATION | VALUE MULTIPLIER 1 ($) E3 1994 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ (3 1994 UBC Plan Check Fee Q Plan Check Fee by ordinance: $ Type of Review: CD Complete Review D Structural Only [3 Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 87.15 Comments: 1 hour® 87.15 Sheet 1 of 1 macvalue.doc 5196