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HomeMy WebLinkAbout2858 LOKER AVE E; ; CB981764; PermitCity of Carlsbad 05/25/1999 Building Permit Permit No:CB981764 Building Inspection Request Line (760) 438-3101 Job Address: 2858 LOKER AV EAST CBAD Permit Type: Parcel No: INDUST Sub Type: 2090830100 Lot#: 0063 05/25/99 0001 01 Status: ISSUED CHECM Valuation: $3,808,404.00 Construction Type: NEW Applied: 06/08/1998 Occupancy Group: Reference #: Entered By: JM Appr/lssued: 12/08/1998 Project Title: INDUSTRIAL TILT UP 156239 SF Inspect Area: PS Applicant: WARE MALCOMB ARCHITECTS 18002 COWAN 92614 949 660-9128 Total Fees: ; --._, f ~ ~~-/ \ \_,/ \ :e::::::::-TOTAL-\-~ ~. ,'~{l/j :\ff :/~II)-\§) -)------2, 010 F:: * MECHANICAL TOTAL \ \ "-, v·~ WJj }l (,r~ / f 41. 00 * PLUMBING TOTAL \ \ ~; ';~ tg~f _f!,/2 / 140.00 Additional Adjustment1 Pl -~/ ftt C: / 14,400.00 BLDG PLAN CHECK \ (0) -INCORPORATED ~,,___"'-/ 5, 8 04 . 4 7 BUILDING PMTS (~~· J19~ \\ \>?// 8,929.95 Enter Additional Reclaim"' ~//) :--~~\\\ ·. 15,360.00 LocAL FAc MGMT PLAN ~ v 1 ( 11 r2 C~':.. 0\0 <~~ 62,496. oo PLDA A ~ '-..! (/ /~ ~ t'--> / 55,672.48 PUBLIC FACILITIE ,~ '-'--~· 69,312.95 STRNG MOTION ---__.... 799. 76 TRAFFIC IMPACT 17,182.00 FINAL APPROVAL Date: (o,(; ·97 Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 03 29760 .. 00 V "?:>L{O~ PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT FOR OFFICE USE O1\J,.t.,); PLAN CHECK NO .. 77B/76L( EST. VAL. 1:3?'0 ;;Jt; , ' /C _7,-<J) Plan Ck. Deposit te~l k L• uv 2075 Las Palmas Dr., Carlsbad (760) 438-1161 CA 92009 Validated By , -..JI.AA mm Date ~'--~~ I I N/A Business Name (at this address) Lot No. Subdivision Name/Number / :\ Umf-M!. ,Jo; VIJ:inase<N\:f/.:l;.1. \..,T,otal #1.&:units t'.?2 03 VAcA/JT LA-NL> c F/1201.JG,1 ?I /JlA-IV#'El:RM}/vl)f/.s-,fA:/f4/JO Legal Description 2~ .. o~:J-o I 7/<ACT II]?· 21 MA-/> #/0372 Cl,Y orC14~~= r;o. Or SAN /)/EGO Assessor's Parcel # Existing Use ProP.osed Use NcW ffet>vsr~1A-t.. 71t.r-t,/f' &IJG. · , (::) SING,t..G .tV/A #/A Desc:ipti~no.fWork"" .. ·. 3/. •••• •• •• S~l'tf;Z~_'f _tFries ".3/ ._,~~fBedro~g8 :{ ~-c-(1o~~hrg:l(5S- ?· ;~JA;l."~r,:(1tcHf~t~nt;7a~fi~k -~ 't>f/1-Lco/H.i. MC/kT€CT}: "<. .·'.·f .: •. ·J:,, ,.· V ,," ~-37'3?/ flJ4 Q~,~~~=e ~~~~i:~T~J~'";;~~E:~~F~J~~Ff;~~I~~-:;;;;a Name · Address City State/Zip Telephone# ·J't>?QReflTI:0 j;;oT ·voN /<.ifA/4/ii-/ Ave. : i1)20 · )~ v; ).)e __ :_ ·c)J.: >1~};,iz· ·· ;(CJii~j B 3'3 =;· '791 i> Name Address City . State/Zip Telephone # ,;2../ 3 $, · t:oNTRActoR ·:: cJ)MPAN'v..,.!'iA"Me · · · "i<~J u 7.x;.,:, · 't,';J!Jft"1f?ITE/o!T-7'1ii1'°~~Y. ~(J/f;i.,3fl%ir~:~ :~ ~:<i· :=-:~ $:?,:C)i (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construif?iiiftfrrnprove, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of_ ~.action 7031.5 by any applicant for a.Jlermit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). ' • ~I) 'e~ )YlotJrt?"XP ~ ,v C -~~ -oc, zZJ Designer ame State License # C / '/-0 2 4 Address City ~: WORK!'fr{sr·t;:oMPEN:SA.f(orc·--.. . .. ·::.· .:·· .• ··-~ ··:.::.:~·:~:-:: ·.-.. ·:· :·.-.::::::.: -~---::::~.:.~--- Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: ~ .......... ,, ~--~"'---~ ' , : ' ' ~-' D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ~ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is ~d. My worker's compensation ins,urance carrier and policy number are: Insurance Company '7?}(/& JI,( ,,!kl k/;; --f/18€ I K..> Policy No. Jf/CIZ. /~ 9tJ 7 U Expiration Date ______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS. [$100) OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ( 1 0,0001, · dition to cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE~::::¥:::l'C/4U~~~~tt!~-------------DATE /<f-~ f--7!]- -z. _-:mNflE!'l·PV!4Q~8 Pl;.C . . . . . . ., ... . .. .. .... . _ .. . .... · .. , ·":" ~--~-> , ~ ' ~ ., ' ,,, '""* .. > 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). 0 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). D ( I am exempt under Section ______ Business and Professions fade for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES ONO 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 _____________________ _ i99M.PL~T~.'.ttH$ $ECTJON. FQ!l foi"<;iNi(if$/QEN.f{Ai.,:BUJt.Pli{,~,pj:t3MJt$9N!i'f, ''. .. :. ~: =< ~ .,, < ':.:.:>:.>,,'_! 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? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 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. :~;--~:.c9_~~r~u-~,:i9_N)~~Pl~fo-.J:\~EN.C:V . .' ... ~--.,:: ;. ::. . ... : ... : ... : .... -'-~ ·: . -.. : .. ·, , · ..• · · .... ·-··· .. ;:_: .. ~--;. ~-.... " -" ...... · · • 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 _____________ _ '~,. · . AP~l:ICAt\l.T <;:!:f!.TlffQl\:TlQI\I' I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit\' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commence hin 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after t ork i~~ll'f.i,~tJ. or a period of 180 days (Section 106.4.4 Uniform l;!uilding Code). APPLICANT'S SIGNATURE ,ri:)_AI P/Mc ~ /J1//LCQll8 DATE IP• S • "78, ------=-=-------- YELLOW: Applicant PINK: Finance S E W E R P E R M I T 12/08/98 13:02 Page 1 of 1 Job Address: 2858 LOKER AV EAST Permit Type: SEWER -OFFICE/WAREHOUSE Parcel No: 209-083-01-00 Descrip~ion: INDUSTRIAL TILT UP 156239 SF Suite: Permitee: WARE MALCOMB ARCHITECTS 949 660-9128 18002 COWAN IRVINE CA 92614 *** Fees Required Fees: Adjustments: Total Fees: Fee description Enter Warehouse Total EDUs Sewer Fee Enter Sewer EDUs a * SEWER TOTAL *** Permit No: SE98013~ Bldg PlanCk#: CB981764 4168 .12/08/98 OOOi 01 G--PRMT o·, :5968Bu00 Status: ISSUED Applied: 07/20/98 Apr/Issue: 12/08/98 Expired: Prepared By: DT .oo .oo 59,688.00 Ext fee Data 31.25 31.25 57000.00 2688.00 G 59688,00 F'INAL APPROVAL INSP, ____ DATE_-....... __ CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 City of Carlsbad Inspection Request For: 10/4/99 Permit# CB981764 Title: INDUSTRIAL TILT UP 156239 SF Description: Type: INDUST Sub Type: Job Address: Suite: Location: 2858 LOKER AV EAST Lot APPLICANT WARE MALCOMB ARCHITECTS Inspector Assignment: PS Phone: 7609300738 Inspector:~ Owner: INDUSTRIAL DEVELOPMENT INTERNATI Remarks: AM PLEASE Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Inspection History Date Description 9/27/99 89 Final Combo 8/6/99 39 Final Electrical 7/16/99 34 Rough Electric 7/12/99 39 Final Electrical 6/23/99 11 Ftg/Foundation/Piers 6/23/99 31 Underground/Conduit-Wiring 6/22/99 11 Ftg/Foundation/Piers 6/16/99 18 Exterior Lath/Drywall 6/10/99 21 Underground/Under Floor 6/10/99 31 Underground/Conduit-Wiring 6/8/99 14 Frame/Steel/Bolting/Welding 6/8/99 31 Underground/Conduit-Wiring 5/28/99 14 Frame/Steel/Bolting/Welding 5/28/99 63Walls 5/27/99 17 Interior Lath/Drywall 5/21/99 11 Ftg/Foundation/Piers 5/17/99 31 Underground/Conduit-Wiring 5/3/99 11 Ftg/Foundation/Piers Act co co co co PA PA co AP WC AP WC AP WC AP AP CA AP WC Requested By: RUSTY Entered By: CHRISTINE Comments 5/J~ll cP&lV N'O GA~ . 7 lnsp Comments PS NO ONE ON SITE PS PS ND GFI TEST PS PS PARKING LOT POLE LIGHTS PS PS DH NAILING EFIS SYSTEM PS PS PLANTER PS PS UNDER DRIVE SOUTH ENTER PS PS WATER PROOFING TP MEZ. STR WALLS PS BY RUSTY FLAT WORK PS PARKING LOT CONDUIT PS Inspection List Permit#: CB981764 Type: INDUST INDUSTRIAL TILT UP 156239 SF Date Inspection Item Inspector Act Comments 10/4/99 89 Final Combo RI AM PLEASE 10/4/99 89 Final Combo PS AP SHELL ONLY-NO GAS 9/27/99 89 Final Combo RI 9/27/99 89 Final Combo PS co NO ONE ON SITE 8/6/99 39 Final Electrical PS co 7/16/99 34 Rough Electric PS co ND GFI TEST 7/12/99 39 Final Electrical PS co 6/23/99 11 Fig/Foundation/Piers PS PA PARKING LOT POLE LIGHTS 6/23/99 31 Underground/Conduit-Wirin PS PA 6/22/99 11 Ftg/Foundation/Piers PS co 6/16/99 18 Exterior Lath/Drywall DH AP NAILING EFIS SYSTEM 6/10/99 21 Underground/Under Floor PS WC 6/10/99 31 Underground/Conduit-Wirin PS AP PLANTER 6/8/99 14 Frame/Steel/Bolting/Weldin PS WC 6/8/99 31 Underground/Conduit-Wirin PS AP UNDER DRIVE SOUTH ENTER 5/28/99 14 Frame/Steel/Bolting/Weldin PS WC 5/28/99 63 Walls PS AP WATER PROOFING 5/27/99 17 Interior Lath/Drywall TP AP MEZ. STR WALLS 5/21/99 11 Fig/Foundation/Piers PS CA BY RUSTY FLAT WORK 5/17/99 31 Underground/Conduit-Wirin PS AP PARKING LOT CONDUIT 5/3/99 11 Fig/Foundation/Piers PS WC 5/3/99 14 Frame/Steel/Bolting/Weldin PS AP ROOF 5/3/99 24 Rough/Topout PS AP ROOF DRAINS COMPLETE 4/28/99 61 Footing PS AP BLOCK WALL HILITED PLANS 4/27/99. 61 Footing PS CA BY RUSTY 4/26/99 24 Rough/Topout PS AP 5 ROOF DRAINS HILIGHTED PINK 4/21/99 14 Frame/Steel/Bolting/Weldin PS AP WOOD MEZZ AREAS 4/20/99 14 Frame/Steel/Bolting/Weldin PS CA BY RUSTY ON SITE 4/16/99 11 Ftg/Foundation/Piers PS WC 4/16/99 14 Frame/Steel/Bolting/Weldin PS CA BY RUSTY 4/15/99 11 Ftg/Foundation/Piers PS AP LARGE CENTER BRACE FRAME 4/14/99 11 Fig/Foundation/Piers PS AP 3SMALLBRACEFRAMES 4/14/99 14 Frame/Steel/Bolting/Weldin PS NR 4/12/99 14 Frame/Steel/Bolting/Weldin PS NR MEZZSUB FLR 4/9/99 14 Frame/Steel/Bolting/Weldin RB PA FLR NLG @ MEZZ PERIMETER ONLY 4/9/99 17 Interior Lath/Drywall RB WC 4/5/99 66 Grout PS AP ATCOLM 4/2/99 11 Ftg/Foundation/Piers DH NS 4/2/99 66 Grout DH NS 3/30/99 15 Roof/Reroof TP AP PER P.S. CORR 3/30/99 17 Interior Lath/Drywall TP WC 3/30/99 66 Grout TP co CLMN BASES 3/29/99 61 Footing DH co REMOVE WATER FROM FTGS 3/26/99 11 Ftg/Foundation/Piers PS co PIERS FULL OF H20 DRY PCK INSP Tuesday, October 05, 1999 Page 1 of 2 3/25/99 66 Grout PS CA BY RUSTY AT SITE 3/23/99 11 Ftg/Foundation/Piers PS AP POUR STRIP 3/19/99 11 Ftg/Foundation/Piers PS AP STORE FRONT POUR STRIP SOUTH EN 3/19/99 15 Roof/Reroof PS co 3/10/99 11 Ftg/Foundation/Piers PS AP RAMP WALL & SCREEN WALLS 2/25/99 22 Sewer/Water Service PS AP 2/22/99 11 Ftg/Foundation/Piers PS AP EXT. CONT. FTW COMP 2/16/99 12 Steel/Bond Beam TP AP PNLS 44-53,75-85, T 1-6 2/12/99 12 Steel/Bond Beam PS AP PANELS 54-63,86,87 (12 TOTAL) 2/10/99 12 Steel/Bond Beam PS AP PANELS 1-8, 64, 65 10 TOTAL 2/9/99 12 Steel/Bond Beam PS CA BY RUSTY 2/4/99 12 Steel/Bond Beam PS AP 66A-66H,24, 9-H 14 PANELS 2/2/99 12 Steel/Bond Beam PS AP PANELS 14-21,23,67-7013 TOTAL 2/2/99 34 Rough Electric PS AP 2/1/99 12 Steel/Bond Beam PS co NOS.I. REPORT 1/22/99 12 Steel/Bond Beam PS AP 35-42 PANEL 1/21/99 12 Steel/Bond Beam PS NR NO ONE ON SITE 1/20/99 12 Steel/Bond Beam PS NS RAIN OUT ROLL TO 1/21/99 1/19/99 12 Steel/Bond Beam PS AP PANELS 25-34 10 TOTAL 1/18/99 12 Steel/Bond Beam PS CA BY RUSTY 1/12/99 11 Ftg/Foundation/Piers PS AP PRIM FTG HILITED GREEN 12/29/98 11 Ftg/Foundation/Piers PS CA 12/28/98 11 Ftg/Foundation/Piers PS AP SLAB COMPLETE 12/23/98 11 Ftg/Foundation/Piers PS AP INTER GRADE BEAN & SLAB 12/17/98 11 Ftg/Foundation/Piers PS CA 12/16/98 11 Ftg/Foundation/Piers PS AP HILITED PINK 12/15/98 11 Ftg/Foundation/Piers PS AP HIGHLITED IN PINK 12/14/98 22 Sewer/Water Service PS co DONE ON FRI 12/11/98 21 Underground/Under Floor PS co NO APPRD PLUMB PLANS 12/11/98 21 Underground/Under Floor PS AP 2NDTIME OUT Tuesday, October 05, 1999 Page 2 of 2 CilY of Carlsbad · Final Building Inspection Dept: Building Errgirreering-Planning CMWD St Lite Fire Plan Check#: Permit#: Project Name: Address: Contact Person: Sewer Dist: CB981764 INDUSTRIAL TILT UP 156239 SF 2858 LOKER AV EAST Phone: Water Dist: ~;peel~ I/-~ Date Inspected: Inspected Date By: Inspected: Inspected Date By: Inspected: Comments: Date: 10/6/99 7:14:10 PermitType: INDUST Sub Type: Lot: //)-6'-C/9 Approved: V Disapproved: __ Approved: Disapproved: __ Approved: Disapproved: __ ------------------------------ , . CilY of Carlsbad ~-; Final Building Inspection 4 ........ 71.... .. Dept: Building Engineering Pl~nilfg CMWD St Lite Fire Plan Check #: Permit#: Project Name: Address: Contact Person: Sewer Dist: CB981764 INDUSTRIAL TILT UP 156239 SF 2858 LOKER AV EAST Phone: Water Dist: Date: 8/30/99 3:25:27 Permit Type: IN DUST Sub Type: Lot: -1~:~;;;~~"""'" .............................. ;;;; ................................................. 7 ................................ .. By: . ~ lnspected:q" 0 .qct, Approved:. __ Disapproved: Inspected Date By: Inspected: Approved: Disapproved: __ lnspe~ted Date By: Inspected: Approved: Disapproved: __ .......................................................................................................................................................... , Comments: _____________________________ _ PLANNING DEPARTMENT FINAL INSPECTION CHECKLIST ROUTING BLDG M.·HARD._Y_jijj__..,.., PLANNER V, L- L BLACK. __ MBLACK M. HARDY_,.½yl----,-)/---:-1 BLDG __ _ Project Name:~ II.-~ .. :7 hu· / :1 :I,;/../ li /St 2.3 ?stPlan Check No. -=C=B_.9_,8'......_/ 7...,;'-~V,___ ____ _ Address: 2-? S-8' Y&#e.A Av d-rt..s-r Project Number: __________ _ ProjectPlanner: YtL--1-~ Extension _______________ _ Contact Person Phone No. _________ .Drawing No. ____________ _ Inspections 1st 2nd Approved ~ //.L 5(' r/,L k t/.L- K t/.L V )( 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 11. Pavement treatment 12. Landscaping installed (under separate contract) LIST BELOW ANY ADDITIONAL ITEMS REQUIRING SPECIAL ATTENTION BY MIKE BLACK: 13. 14. 15. 16. 17. Project c, mplies wi hall conditions, including above-listed items. Final inspection is complete. Ll}Jt ~M _,,, q-W-<lj Mike Black Date (H:\ADMIN\COUNTER\Final Insp Check) 08/17/99 Citv of Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD Sl11!i& Fire Plan Check #: Permit#: Project Name: Address: Contact Person: Sewer Dist: C8981764 INDUSTRIAL TILT UP 156239 SF 2858 LOKER AV EAST Phone: Water Dist: Date: 8/30/99 3:25:27 Permit Type: INDUST Sub Type: Lot: .......................................................................................................................................................... ~::ectedf),,_-==---~-=-=e.--ApprovedA,_ Disapproved: __ Inspected Date By: __________ Inspected: _____ Approved: ___ Disapproved: __ Inspected Date By: Inspected: ______ Approved: ___ Disapproved: __ ........................................................................................................................................................... Comments: ______________________________ _ CilY of Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lite ~ Plan Check #: Permit#: Project Name: Address: Contact Person: Sewer Dist: CB981764 INDUSTRIAL TILT UP 156239 SF 2858 LOKER AV EAST Phone: Water Dist: Lot: Date: 8/30/99 3:25:27 Permit Type: IN DUST Sub Type: .......................................................................................................................................................... Inspected 111A Date ~a-3 By: Inspected: Approved: {X Disapproved: __ I Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ .......................................................................................................................................................... , Comments: ____________________________ _ Thienes Engineering CIVIL ENGINEERING • LAND SURVEYING December 21, 1998 City of Carlsbad Mr. Paul Smit Building Department 2075 Las Palmas Drive Carlsbad,Ca.92009-1576 Re: Pad certification for Carlsbad Palomar Business Park 2858 Lokar Avenue East Grading Permit # GR 980044 PIP 98-06 Dear Mr. Smith: I hereby certify that our survey crew has field verified subject building pad on November 24, 1998. Said pad was determined to be in substantial conformance, horizontally and vertically, with the approved Precise Grading and Drainage Plans as prepared by this office (Drawing #368-?A). More particularly, the positioning of said building is in accordance with the site dimension plan that was processed and approved as a part of our civil engineering drawings. Please do not hesitate to call should you have any questions or require further information. Sincerely, THIENES ENGIN H:\1762\ 1762CERT.doc 16800 Valley View Avenue • La Mirada, CA 90638 • (714) 521-4811 • Fax (714) 521-4173 TO RUDl:.KI rnR•5 ..,. ----------Consulting Soll, Foundation & Gaata•leal ......... ,. 10505 ROSELLE STREET SAN DIEGO, CALIFORNIA 92121 (619) 453-5805 I CONTRACTOR OWNER TEMP. 0 at 0 at THE FOLLOWING WAS NOTED: > > Our representative(s) has/have inspected the materials exposed in the footing . The materials consist essential! ort. Accordin I it is our opinion that the footing excavations have been carried to the proper depth and that the materials exposed are suitable for the support of footings designed in accordance with the recommendations presented in the ..L,z;/~..7 investigation report for the project dated ~-.ei I?, /7'? / Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. ~ ;;,, /1« a.d, ~ @ .. ke, p;/ <~ -~ -~ .. COPIES TO -~--"'7'"-4,-=·__. / ____ /(.~~7 ~~ ..... u'---.....___ ____ _ A.M. P.M. Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'$ DAILY REPORT I SWIT Job No. 5?'.3b3 I Date / · /'7' TYPE OF l:iJ' Reinforced Concrete D Structural Steel Assembly D Quality Control INSPECTION D Post Tensioned Concrete D Fire Proofing D Other REQUIRED D Reinforced Masonry D Asphalt Job Address ,) lt' !i' JI , City '.,1 ·.'i. ') ',:; ,] 1. t,:_,: : f l ,.J . ,<,,. . , Job Name .~1 . /'t> I u /.hiJ ,. ;:.. ,.,?,,;f. Permit No.9 if I Issued By ( ,,1,,-i t \ 13,, ,) l'A:. i!'J 71;.. cl 1 ~r" ,::;., l ', .-l "" \ ,._,• ,.,;,_• • .J Type of Structure ji ,'} . .I;. l J. Architect t . . , l11t.r -,.d'-1,J 11 t.1-1,.IJ? l/,4,,~, Material Description (type, grade, source) Engineer D ;.\ .~ -,.. ,:. ~./Vw > .i I,;; 12~ /~>.?/ /,l i .... /.-l.-,./ Sn!t. 1H 1/I _/J,{1)·; ?,,.:, Contractor / _ , A \. /'J 'J I/.-, lnspector(s) Name t'J...f,J& '.4C, //,. -~ Subcontractor J .. ·J ,-_/ .1" • 1), ;,1,,._,,;_,;,:-,__..;. TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES ? INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT-AMOUNiFS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC • . l e-7 -~ /; !. i ,t,./ / ,dlc. l I ,;1/ (,,;, Iµ ( t' /:: £: 7,1 "',,_; {,.J,/!1; ('/,l~ ( I, /_ .,) .{:f:/_ ' - ;? i ~? ..... 771,,;i{/ 3 t/ (ft /L-41 ·:1 JI I s, ..: ~J-;~r,.,._'1:,y'r l," \ I ,· i /':I Al/-.i _) "' ,-• ,I ,.t J. l/4.1' ' \ \, LI, t) il )/t1"' 1'-s,,J 1,...:)1 .. !. ·/, _-) fit .. {A./,, ~ ,_) I i , •. " !}/·. 1,7.1 'I -s 9:0 I,, .;/ .4 / IJ ,,:. !' // <I/·· 1~.-t Jr.I·'!:' i . , __ s /' .. ?[ ·t...'/•: • A .{ ; ,,A1 I le ··:. l-,,.~~ .... 1: l,1 ,.,,,-..it,#7 ... ,I . - --\ I,: ... ~_..: .<* .. ~ ::: .} -7/ ..I 9.: ' j ... , ,. . ·l :!::</~, s .. •,/. ,;; , , ... J ,,. .;1 rf. s /I.; :--'.I _,It" ,~' ,i ,i ~-.....,) ,. j l, J /..~ I 1.,r{.,.1 _!:i ~-'-.,. ,, ,, ' /1 ,.:~,) ,.., r:-.,.::, l.,, ) ( ,' I -· £ ,'114 I,. ,·,1 ,:,It;;;.,{ ,) ,,,., :: /).., ,., .I ... , ,_ ~ }f .~· J''.,. (,. ,;t CERTIFICATION OF COMPLIANCE I HEREBY CERTIFYTHAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. .. I ,,,..~ ~ ... .(_. ~-·---~;. !:-::__,' • "',.-": ... / . SIGNATURE OF REGISTERED INSPECTOR /'.,; /l,.,,, . ...,,_,/;t;:[,;~ ,S_l7 _.:, {(P!,.f SPECIALTY NO. AGENCY CONTINUED ON NEXT PAGE 0 PAGE ! OF TIMEIN TIMEOUT REG. HOURS 0.T. HOURS CYLINDERS /: "; ') I I: . ',,,."'.,;ti; ~~-,.__., ') • ,'l' '-<' ' All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. ~7 , I:/ .. Approved by . .I.~-;,. .... <~ . • < .. --_.) ..,._,.;..,--_ -:,· ~ -F'' • -Project Superintendent . - WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY \. \ Bepurtmeut nf 11.iluilhing aub s;ufety Qteriifitate-nf l\pprnual FABRICATOR'S LICENSE NUMBER 132 ( T H l S C E R T IF I E S T H A T RICHWELL STEEL COMPANY. INC.. L O C A T E D AT 350 West 168th Street, Gardena, Ca1ifornia 90248 IS APPROVED BY THE DEPARTMENT OF BUILDING AND SAFETY UNDER THE PROVISIONS OF SECTION 96. 203 0 F THE LOS ANGELES MUNICIPAL CODE AS A DATE: March 31, 1993 ANNUAL RENEWAL. June 1, TYPE I FABRICATOR OF UNLIMITED STRUCTURAL STEEL, HIGH STRENGTH STEEL AND REBAR (USS/HSS/REBAR). ,)~ ~-~ FOR THE GENERAL MANJER THIS CERTIFICATE IS THE PROPERTY OF THE CITY OF LOS ANGELES AND MAY BE REVOKED FOR ANY OF THE CAUSES SET FORTH IN ARTICLE 8, CHAPTER 9 OF LAMC. 0 I-' ...... ' I-' . iD ...... i iD iD ;~ I-' I-' c-., en -~ 'l><l c-., I-' 0 ;c-., N ii>, ·-I :0) ·-i -I ,::I H i b Ul ~ tI:I t"' i!§il 0 0 I-' .If..,./ ·-Southwest inspection; and Testin2:1 Inc. 10826 South Norwalk B!vd .. , Santa Fe Springs, CA 90670 (562} 941·2990 .. (714} 526-8441 .. Fax (562} 946J'...02S REGiSTEHED iNSPECTORS:S DAiLY REPORT I TYPE <if Cl Reinforced Concrete , Cl Structural Steel Assembly iNSPEcrm CJ Posnensi'onecrconc:rete O Fire Proofing CJ Quality Control I tYome-d ~Q!J!RE Ci RliififOiCed 111.-c;·Surny CJ Asprr-:lti ~ r OA? r -, .. I ,. ; J\ £;.. -,1r,1..JJ Job Address f lnspector(s) Name I -. ... -- ( INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMA~KS, ETC. f I ~!,~;~~::::2~~~~ ·c-:~~~~~~~;:;r~~~~~ ~~fi~a:~~~:c~~~~~: TYPE & !DENT. NO~OF I P~L~.,I~ .J Tl) .JP '\I /'.11..i.l.l A ~ / A e-.,_ I Ji LiAILI S£Ct:hCLD ZY h..J/~L 77£.S' Ar F/JcH /,VrLK'.$Lerr7t'J,../ Tl I l.z&re,c/l.. lltLN.;tr-RPrLLcLHLNTll1Vtf/LAI fre.szt a,,t1oecz4:c I ~ • OM :,, L ---~nLL C1r1;1A1ue 1-.r ....-~,.-r L£LJ~..rt CERTIFICATION OF COMPLIANCE CONT!N!Jt!) ON NEXT PAGE D PAGE OF I All inspections based on a minimum of 4 hours and over 4 hours -8 hour f minfmu_"'!· In, addition. any inspection extending past noon hour will be an a ( I::::~~ 2--2--nl / Project Superintendent I Southwest Inspection and Tesfin29 Ine: 10826 So!!th Norwalk. B!vd., Santa Fe Springs .. CA 90670 (562} 941-2990 • (714} 52~1 • Fax {552) 94e 0026 REGiSTEREO iriSPECTORS!S-iiAiL Y REPORT I TYPE OF !I Reinforced Concrete O Structural Steel Assembly ifiSi!ECTlvF. O Post Tensioned Concrete Ci Fire Prooftng P.ECU!!!E!> [J Reinforced ~.o..~-,ry O Aspho!t I Joo Address I INSPECTION SUMMARY -LOCATrONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. f I !,_NE~uA~-~!'~~~~~~~!o0~-.. ~~~E~s0?,~ !~!ERf~~ ~~TD ~!.~~ ... ~ .. ~E~~~~.:.~e~MBE~, TYPE & !DENT: NO'S OF I t .::tt .:t-"mrs.i;;.::,-t,..r;;:av; .::ttn \..t, \..Vt'ltv \.ti iv;, 1vv PoUC n •• DULt;:; fvnyw ..-n .. rtet.l\ IJ, t:tl.. CERTIACATION OF COMPLIANCE CONTINUED ON NEXT PAGE D --... ·---.. -· .... ·--oi: -· TIMEl."J f TIMEOt.'T ~'lib .: "' .. -~.-. 'U: '""'" ;; ""'G UQIJRS f O.,. u,01 '::$ f "'"..!ND"'RS t r r All inspections based on a minimum of 4 hours and over 4 hQ!lr$-. 8 hour f minimL!"!· In addition, any inspection extending past noon hour will be an a I I ......... m~:2 /l , ~ I l'Approvedby .~<~-2-:Z-;7'.9 f ( 7? Project Superintendent .. I I I Southwest Inspection and Tcsr.u--ig, Inc. 10826 South Norw~lk Blvct; Santa Fe Springs, CA 90670 f~.,p..=,11 OA'l~.,aan. l"HA\ a::?a..QA.41 • S:sav f5R">\ 94R,.RO,R •---~ ;-IJ:.fl,;f;;V--I, 1--::1 v=;;~ ~ e a--n 't -~, -------,.---.. -.. -~.-.-.-. ~-,.-_-__ -_ -----,, I• isw,;wm, l'iW-~ 1· Ui;lja O --' REGiSTcnED iNSPECTORS1S DAii. v REPORi r ,.K, ~t?'.>d ;a2 ~3 ~ , 7J I TYPE OF Reinforced Concrete CJ Structural Steel Assembty· 0 Quoiiiy Comroi I ! ~~ ost rensronea c.;oncr e CJ /:ire Froofifrg r ~ = Ctr.er 1 im..nM11 O Reinforced ?..bst"-;.r; 0 P..spha.tt .n &. = ..I'J./ .5,DLC!17 J') .AJ !- ,.. (!A I I TESTS PERFORMED · SLUMP _ _J l I I INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK Rl:Ji:C r ti), .iOB PROBLEMS, PROGRESS, REMARKS, ETC. IN;,·L·u·n;a;;, ·1·N·;:;,-.cMA" 'T:n:.1 A;;v-·u-, A ·m·t"',HN'·"' ... ~ ••A'T"'"'IA' ............ ~~'""'"II ........ ,. ..... ., ............ ,:: .. TVDI: o. •oca.1T· o.rn•c na: "" u1i...., ,vn ,1u1'4 w ... ., ""'""' H)vrMR c;n LCliJ'lt\,,,CU-vrtYW\,l'fl'nl'"Cnrvnm~u,t'tUnun.;n,ttt1;..~t ~r-1:-t..-t~'="wbf• TEST SAM~LES TAKEN~ STP.!JCT. CONNECTIONS !'.'VELD MADE H.T. BOLTS TORQUED) CHECKED. ETC. I I CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE D PAGE OF -· TIMEIN TIMEOUT REG.HOURS O.T .. HOURS { CYLINDERS . /~v 5.,v ,,_L_ --t -. ~ ~,v -. I Al! i!'specti?ns ~~s.ed on a ,minim~!" of 4 ho_urs and over 4 houl'l! • 8 hour ( I mrmmu_lT!-m aadimm-, any mspeci11111 exietidmy p&$t noon hour mil be an 81 I hour minimum~ ,4 ~ I""""'"~""'---.t--3-:99 I l~oj:(Superintendent I I. Lj-TH ffo1<. Southwest Inspection and Testin2, inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 ICt:"1\ ftA'I "'iftftt\ _ l"l"iA\ C"'.le 844" _ c ... .., lli:t:Al\ ftAe ftft-»e \;;,,V"'-J .;,-, --~'"1'"1V • \I 1-,.J ;;,,,u-I • I QA l"'V"'-/ -VV"'-V I SW_!J:_J~ N.9. ~ I Date..... • _ ,..,,I.. REGiSTEReD iNSPECTORs~s DAiLY REPORT ,. ,Vy~ ,? f d-/D-Z?f I ~-~~---,tJ Reinforced Concrete 1 0 ~cturol Steel Assembly ,.,, 0 '?UOlity Control I ~ I INlll'tt.,RJN D Post rensioned concrete U Fire Proofing C7. D otner v llEQIJIRfll CJ Reinfoiced MuSOiiiy Cl Asphalt / /re -"ZN· .Sp .i: C 77 Z> r-/' I Job Address £.is· r-Cily -~-.e L,S /.3'# CJ ' Q./1 I Patm!t No7 J7 I 7, 4 r=ued s, @A§( L-r I l~or{$) Nome TESTS PERFORMED ' QuAivTtr, ii\i SET ./4-3 / --r" bv · I _ _ . . I I INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMA~KS, ETC, I I INCLUDES INFORMATION ABOUT -AMOUNTS OF MATI:RIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF I TEST SAFv1PLES TAKEN; STRUCT. CONNECTIONS ,~v-rcLD rv1AOE H.T. BOLTS iOROUEOi CHEeKED, ETC. .. I I I I I CERTIFICATION OF COMPI.IANCE CONTINUED ON NEXT PAGE O PAGE OF I Tlur: IN I TIMS: n1 IT I as:r. unuac I n T unuac I rv11111ni:nc I I -~==:-... -I ··-··----r .... ~ .. --...... 1--·····--··-f ..... _.,_ .. ili:i I I I I I I All inspections based on a minimum of 4 hou;s and over 4 hours • 8 hour I minimu_"'!· In addition, any ins~on extending past noon hour will be an 8 I nour mtr::murr~ V \ / -Lf', _ ,., ,.... I I Approvedby ~ c{J-@->:z' I ! . ,. . I roject Superintendent & ----------..... ..., .......................... . 10826 South Norwalk Blvd .• Santa Fe Springs, CA 90670 (562) 941-2990 • {714) 525-8441 • Fax {562) 945-0025 REGiSTERED iNSFECiORS'S DAILY REPORT J swl,oiN?, '5 f d-tl: 9q J i TYPE OF ~ fi Reinforced Concrete Ci Structural Steel ASsembly Ci Quality Controi ' I iiiSrcCT'dm -• • · Ci PostTensioned Conciete Cl Fiie Pioofing ----~ P.EQU!P.ED P/,t} ,X( Cl ReL'1forced Masonry Cl A.spho!t ..,S~/ H t:J ,e. " . ~: /..-</.S/Ji1::.'fi7d'. I I !NSPEC'f!ON SUMMARY -LOCAiiONS OF WORK INSFECTED, I ST SAMPLES TA:{EN, 'WORK REJECTED, JOB PROBLEMS, PROGRESS, R!;MA~KS, ETC. I I INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL. Pl.ACED OR WORK PERFORMED. NUMBER, TYPE & !DENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED. ETC. I. 200.le A,;P,£1//N~ &.Ill.?) ?~.47Z. _ 18\ 6 0 ,::'Q,e t. ,0 ~ ~ {;z,err:f l'i/4 r J>,,, c?. a. .. ) r!Y IS .l>M/4 "e.ewt&,., t'Vic.a. LU~ · 7 I J.S-S ,2>&6ft c>PR..J,1 r 61.5' -f J .cf 2>04~ ~/JL,,v;,~G7 CJr.ed/~f /~O 3-# 6 @ 1:z 11 I I __ ,.Q, S-.S:2-j I a-rd.o 7?/.RT S?7.rrw~u /-f;,e °&AMS ,M,'LJ t:J/L;(.' Z::u,,,p~S • ,El.£,£ ?L~:/ <:?4tr/+b p;t/A.r .(ffF_/ '1 M.A JTZ?@ 5"6 JA/LJ ..:S..S: U,-'(,;a.e/4) r CONTINUED ON NEXT PAGE O PAGE o2 ur g<, CERTIFICATION OF COMPLIANCE I TIMEIN l TIME OUT I REG. HOURS I 0.T. HOURS j CYLINDERS i I I . I I I I I All inspections based on a minimum of 4 hours and over 4 hours -a hou; , 1 I minimu,rr;, !n addition, any inspection e.lCtending p11i;t noon hour will be an 8 hour m1n1mum. <P ~NAiVnE OF RcGISTi:llEO INSPECTOR~ I , ~ \""", A (l.£/llr \plV~ ..._)CZ> ~6-1 I Approved by ,4~~ _ tl-//-[7 1, SPECIALTY NO. ,/ AGENC1' / C .e t!J ~o ~I I --l'TOJect :'lupenntenaent I WHiTE -OFFiCE COPJ\ CAi'1ARi' -ACCOUt.JTit.JG COPY. PINK -INSPECTOR'S COPYl GOLDENROD -JOB SITE COPY ll --· -S·~i cJ.5/4 ir .. I' • lJ a, .J/4 f I ,-r A I ~, 171;d:_ ,~ <£ /:.' riAr # I-e.. ,,11 /16,t/z;._ I ~,, rn,11c=J:.., u 4 e /~ I/ o.e.. E11c1::1 fa..J~,>' ... / 7 A ~/4 ., --r /7 r f4 ~ /4 /I~.<!- A ·• 9:-"' ; 4 -2 ,1 ~-c..-- ,, ,s ¥k / _, ~ -P-v • ,11;;,.,,, I' v-c.:. .. t 7 • ./LP UA; ,f"'J .. I ---· ,v ....,..,__ ,._ ~ /' /~ &,.C Ve.~JJ i-f • I e II-½, t'e c... --/y o.C --µ Southwest lnspei.::tion and Testing, Inco ~ • 10826 South Norw~lk Blvd.I Santa Fe Springs, CA 90670 ~ (552) 941=2990 ~ (714) 526-8441 • Fa~ (562} 946-0026 ' --------,., Da-.A------,, ...... REGISTERED iNSPECTORSeS DAiLY REPORT l~ ~.I/~ 9 qi TYPE OF d rnJ Reinforced Concrete Cl Structuroi Steei Assembly O Quality-Control I "11 INSPECTION ., · ., , , POST tensioned Concreie a Fiie P;oofing o Other "! iiEGtiiRED ,PO u R a Reinforced Mosom',' C! Asp!"!o!t I .'1:t ... -__ _,:_.:::;.:::;..:....::..,_.;;;;;;... _____ ..,;._ _____ ...;_ ________________ --ti ~Jot>Address d) ff ~fl' / // -r .FA,.S r Cit-; sPEe!AiJY NO. /CASO CONTINUED ON NEXT PAGE D PAGE Of TIME IN TIME OUT I REG. HOURS I O.T. HOURS I CYLINDERS I / 0 /) I All inspections based on a minimum of 4 hours ancJ over 4 hours -8 hour I -.:-. "tm"m (.,. .c.d#&;~AA ~~v ;nDnor-t"1n.n O.vtonrfinn pa~t nnnn hnt r •n 1..-2 n I 111111 111,l .... nt iaw.wn,•vu. Wi• I .. ~ ... ""' ... " ._. ..... " ........... •:, ........ _.,,, ....... J. W! •• LJ-:: _n ~ I . hour minimum. O-G-:-- 1 Approvedby l@e~-4-/~ °'-//-f79 I I ' v l'roJect :>upennienaeni -I .. Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT swg-J~NJ TYPE OF INSPECTION REQUIRED lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry D Structural Steel Assembly D Fire Proofing D Asphalt TESTS PERFORMED Issued By C D Quality Control D Other SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFYTHAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPE APPLICABLE SECTIONS OF THE GOVERNIN B LDING LAWS. SPECIALTY NO. AGENCY ~ ,}-,--'!, ·: '-1/~ ~ ;_~,:\:, :_:-~.'.:~~t CONTINUED ON NEXT PAGE 0 PAGE OF TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS :oo 5_,,00 All inspections based on a minimum of 4 hours and over 4 hours -8 hour ~~~~m;i~~~~od~nspection extending past noon hour will be an 8 Approved by ~ , ,I¢ ... 1J-: ~ WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 r:::-::-:=--:-7""-:-:-----~------, REGISTERED INSPECTORS'S DAILY REPORT sw~1i·6 TYPE OF INSPECTION REQUIRED lnspector(s) Name TYPE OF SAMPLE l:8J. Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry D Structural Steel Assembly D Fire Proofing D Asphalt Permit No. Architect Engineer Contractor TESTS PERFORMED D Quality Control D Other QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES 3 INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREB RTIFYTHAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WO UNLES THERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SP IFICATIONS, AND APPLICABLE SECTIONS OF THE GOVER NG UILDING LAWS. SIGNATURE OF REGISTERED CTOR CONCf< 17/f 05'( 9G Zs-S'ff .__-,--- kc/JO SPECIALTY NO. AGENCY CONTINUED ON NEXT PAGE D PAGE OF TIMEIN TIMEOUT REG. HOURS O.T. HOURS CYLINDERS -5,'00 1:00 r: / / 'J__ All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. ~ App""'dby ~ ' Cl·iJ-2-~ ~ ~oject Superintendenr' WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT SWIJ)ob No. ¥3(,;J Date. / /:Z/ So TYPE OF INSPECTION REQUIRED Job Address lnspector(s) Nome TYPE OF SAMPLE L. C . 71:: IX] Reinforced Concrete O Post Tensioned Concrete O Reinforced Masonry 0 Structural Steel Assembly 0 Fire Proofing D Asphalt C Permit Noc 1, 0 Quality Control D Other Subcontroctoy £) CA ///J e .EI,. L TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. SPECIALTY INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. ··~·-:.. CERTIFICATION OF COMPLIANCE SIGNATURE OF REGISTER INSPECTOR o(l/r;cz.r-rr Tc co NO. AGENCY CONTINUED ON NEXT PAGE 0 PAGE OF TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. App,.,odby ~ ;,f·dO-'J,}- ProjectSuperintent WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'$ DAILY REPORT TYPE OF INSPECTION REQUIRED [81 Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry Material Description (type. grade. source) G<1UJE 0·0 D Structural Steel Assembly D Fire Proofing D Asphalt Subcontracto~ . /.J. TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES 3 INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. . CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE O PAGE OF I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPEGff'!eA'!'IONS, AND APPLICABLE SECTIONS OF THE GOVERN! G BUI ING LAWS. TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS 1--,'0 SIGNATURE OF REGISTER SPECTOR o<r'Ll9Gz,-F--8t' .J: c/1;, SPECIALTY NO. AGENCY WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY 8 hour be anB SOUTHWEST INSPECTION & tESTING 10826 SOUTH NORWALK BLVD. SANTA FE SPRINGS, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTOR'S DAILY REPORT TYPE OF INSPECTION REQUIRED TYPE OF SAMPLE IX! Reinforced Concrete 0 Post Tensioned Concrete D Reinforced Masonry D Structural Steel Assembly D Fire Proofing D Asphalt TESTS PERFORMED D Quality Control D Other ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED} CHECKED; ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS ~----•< .. _.COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS THE GOVERNING BUILDING LAWS. NO. AGENCY CONTINUED ON NEXT PAGE D PAGE OF TIME IN TIME OUT REG.HOURS O.T. HOURS CYLINDERS h!oe ,2.cio f?' / 12. All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. ~d_/-~27-Approved By ~tS~ndent WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY SOUTHWEST INSPECTION & TESTING 10826 SOUTH NORWALK BLVD. SANTA FE SPRINGS, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTOR'S DAILY REPORT TYPE OF INSPECTION REQUIRED lnspector(s) Name TYPE OF SAMPLE ~ Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry D Structural Steel Assembly D Fire Proofing D Asphalt D Quality Control D Other SubcontractoT ..0 (./-) /VI ,4 g ELL TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED; ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO MPL Y WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SE S OF GOVERNING BUILDING LAWS. SIGNATURE OF REGISTERED INSPECT C: o 11c~j(le 0%''/? ~ Z.f'--f:[ .J::cdfl SPECIAL'. NO. AGENCY CONTINUED ON NEXT PAGE 0 PAGE ___ OF __ _ TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS J:Jo I /? All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 ho,cmt,tm,m~ Approved By • /-'5 ... ,_ _f)9' ~tendent ' WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. ) 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 ~ (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS1S DAILY REPORT 1 8~3°63 1Dc4te I· 19· 'J 9 TYPE OF §" Reinforced Concrete D Structural Steel Assembly D Quality Control INSPECTION Post Tensioned Concrete D Fire Proofing D Other REQUIRED D Reinforced Masonry D Asphalt Job Address ,)..J'S~ ll'JKJ: ,e I;. City C/f-etSEA -z> JobNamec /} /U.S 13 -4-D /JnLoHAA.. J3V!. /'}(. Permit No.7 i'J ? & V 'Issued i 1,Y o/' ~ ,!$;U£ 6 ~ .2) Type of Structure Architect /4..1, cl r1 J.. 'T -u P /> It" ;Jfi,t:.. ..I 'A,~,£ ff,-U..etJM.i Material Description (type, grade. source) Engineer VAssc b./41(;, JUI If/ rtJA,tl NG? S rtGI-lrS 7"# I'>~ t,, .,-: t., 0 Contractor /( II TI H ;9 lnspector(s) Name 111..vtJ& L-,(}e It .f ~ Subcontractor JAM e S" 1). l?A M/' .86£L TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. , -(p ~ £ · CJ-I £-C!k: J f'~~ sret::, R eJAJ ~d/l/JI ;vk J/<.ISp/5-e-na..,.;; -I PAN6/.-S" ~ f' 77-I/U./ 2 (/ f -&"1 /J J. J.t:_~ W/7'1-/ S7/41/G'7'U/2~ L r·ur.r \-l/, {) ' S" Ir/ S'-5". ~ -e11&tfl<t o YJ--t,t., W/£(,f~ J})..A~S-. 'JJl:J'nl or /J/J#bt--.J 9¼ ~ cl /..61J ,e/LJ . ' · ... ' J? /lll d'. h.J:~ ~e,..LJ ALI ~,n;J£,(_ / ~ ,..,_ll_ TLI ·~ H4-PA ...v~.s <J 1fhLV ',I .3 <f.-S~L I...A 'f'oLr1" ht--~t:::> /'1111"(/>t.J~.S-LU/7'P ST°J(.. _r--'/. o · f' S,..f, :i. I • I If 'f,l>4-1i.1$.U •'I::.'·'" - /J p 17P.., ~,{) A-/rl-1... KNt:?C.k-el1rr /);11µ,GL..5 SCti:.f~ f,..l,. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFYTHAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. ~--~½4, / SIGNATURE OF REGISTERED INSPECTOR f'. f; I C!oA/C&,c-Fti S-~ 7 19e,;!:.""1.,f I SPECIALTY NO. AGENCY CONTINUED ON NEXT PAGE 0 PAGE / OF r TIME IN TIME OUT REG. HOURS 0.T. HOURS CYLINDERS r All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hooc m;,;m,~ Approved by 't: ~~ ,4,,,anoteodoot WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • 1Fax (562) 946-0026 REGISTERED INSPECTORS'$ DAILY REPORT TYPE OF INSPECTION ,,-. REQUIRED l., 4 lnspector(s) Name TYPE OF SAMPLE t/2" gReinforced Concrete D Post Tensioned Concrete D Reinforced Masonry D Structural Steel Assembly D Fire Proofing D Asphalt Architect TESTS PERF.ORMED QUANTITY IN SET 3 .3 AL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. CX INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS {WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. z.~1/f'/£. L 2J1uv.c.~J?LJ n ,P,,;et!)c/L/ZT C!dU~ro 'I Y JOC/C Al ....P.PL& ~ LO ~ 0&..f'.Ul/.i0 7Jrl JI r- CERTIFICATION OF COMPLIANCE NO. / CL3?J g.}3~c,~/ CONTINUED ON NEXT PAGE 0 PAGE OF TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS ,O All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum, WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY r Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'$ DAILY REPORT TYPE OF INSPECTION REQUIRED Job Address Job Nome D Structural Steel Assembly D Fire Proofing D Asphalt City D Quality Control D Other Type of Structure ~ L, L lnspector(s) Nome C TESTS PERFORMED TYPE OF SAMPLE QUANTITY IN SET Tl 3 3 Lf" ..3 INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. SPECIALTY INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE VED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED NO. CONTINUED ON NEXT PAGE O PAGE OF TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS - All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum; Ap'""'" ~£~ 2:-Z-'11 . ~ Project Superintendent WHI1E -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SI1E COPY Southwest Inspection and Testing, Inc. ~ ~ 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 ,.,3f;lJ /1}t//< (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0021""'."6~------r------. REGIST'ERED INSP.ECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED Job Address TYPE OF SAMPLE 1!1J Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry D Structural Steel Assembly D Rre Proofing D Asphalt TESTS PERFORMED D Quality Control D Other · I P ~ Z -/Al C.,PL(lrJoAJ QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WE ADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE'£EST OF MY KNOWLEDGE ALL OF THE CONTINUED ON NEXT PAGE D PAGE o<, OF 2--· TIME IN TIME OUT REG. HOURS Q.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'$ DAILY REPORT TYPE OF INSPECTION REQUIRED lnspector(s) Name TYPE OF SAMPLE TESTS PERFORMED QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE N • AVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, LA • AGENCY / C.86 CONTINUED ON NEXT PAGE 0 PAGE OF TIMEIN TIME OUT REG. HOURS O.T . .HOURS CYLINDERS - All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'$ DAILY REPORT TYPE OF INSPECTION REQUIRED Type of Structure C lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry ~ Structural Steel Assembly /WEf../)/1.:k, D Quality Control D Fire Proofing D Other D Asphalt City Architec!A/.,4 R.e Engineer Contractor Subcontractor ,L. TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. SPECIALTY INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL.PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE PAGE ( OF / O.T. HOURS CYLINDERS '.} All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum~ Approved by -fL-.::....:c...:::....,"-""'"'b'"::;;;.,.<'-""".=.:=-=""""=--'-------~ WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 w rS_W_I __ T_J-ob---:N-o.--.-'D:...:at:....e ____ _, REGISTERED INSPECTORS'S DAILY REPORT 3 J-. TYPE OF INSPECTION REQUIRED Job Address Job Name lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry l&1 Structural Steel Assembly'W~kOIAJ<; D Quality Control D Fire Proofing D Other D Asphalt Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE O PAGE / OF . I HEREBY CERTIFYTHATI HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OFT TIME IN TIME OUT REG. HOURS Q.T. HOURS CYLINDERS SPECIALTY NO. AGENCY All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 Ti Date REGISTERED INSPECTORS'S DAILY REPORT .3. -99 TYPE OF INSPECTION REQUIRED Job Address Job Name Type of Structure lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry 1:81 Structural Steel Assembly W~I-DIA..t:. D Quality Control D Fire Proofing D Other D Asphalt City Engineer Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. PAGE { OF I I O.T. HOURS CYLINDERS WORK UNLESS OTHERWI TED. I HAVE FOUND THIS WORK TO COMPLY WIT SPECIFICATIONS, AND PPLIC BLE SECTIONS OF THE GOVERNIN SPECIALTY NO. AGENCY All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspecti xtending past noon hour will be an 8 hour minimum. WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY-,~-. . Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS1S DAIL y REPORT TYPE OF INSPECTION REQUIRED Type of Structure lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry IRI Structural Steel AssemblY. D Fire Proofing D Asphalt Arch1teck!A 4e r/-t1A I-C0f1..8. Subcontractor TESTS PERFORMED D Quality Control D Other SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. - - INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE 0 PAGE / •... • 'OF I I HEREBY CERTIFYTHAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OFTHE A O.T. HOURS CYLINDERS R All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. ~ App~edby ~ • rojec1Superintendent WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS1S DAIL y REPORT TYPE OF INSPECTION REQUIRED Job Name Type of Structure lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry Dir Structural Steel Assembl ,Wel./)I~ D Quality Control D Fire Proofing D Other D Asphalt SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE A WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE ,ar1c,,,.,.,;,,c.,._.,, CONTINUED ON NEXT PAGE D PAGE I OF I TIME OUT REG. HOURS O.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. App,.,,ol by ~::f. WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'$ DAILY REPORT TYPE OF INSPECTION REQUIRED Job Address Job Name lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry !2!I Structural Steel Assembl Wlf1,.()0Jt:; D Quality Control D Fire Proofing D Other D Asphalt Engineer Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. - - INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE 0 PAGE I OF I I HEREBY CERTIFYTHAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE O.T. HOURS CYLINDERS WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE AP171l'11i'Ui,1,"t\ai, All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. Appco,edby ~ ;;;;Superintendent WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS1S DAIL y REPORT TYPE OF INSPECTION REQUIRED Job Address Job Name lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D PostTensioned Concrete D Reinforced Masonry IX! Structural Steel Assembly W/5'/.l)/AK:, D Quality Control D Fire Proofing D Other D Asphalt City Engineer Contractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. - CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE O PAGE / OF I I HEREBY CERTIFYTHAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OFTHE ABOV TIME OUT REG. HOURS O.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. Apprn,edby ~ ProjectSuperintdent WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED Job Address lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry S Structural Steel Assemb)/WS°'.t,0/~O Quality Control D Fire Proofing D Other D Asphalt Engineer Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF ;TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. -- CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APr.m,111:iu~x; SPECIFICATIONS PPLICABLE SECTIONS OF THE CO~TINUED ON NEXT PAGE 0 PAGE I OF TIME OUT 0. T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection xtending past noon hour will be an 8 hour minimum. WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. ' 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED Job Address Job Name D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry lia Structural Steel Assembly Wl#'J.,/)11.K; D Quality Control D Fire Proofing D Other D Asphalt MatAJescription (type. grade. source) Engineer Contractor lnspector(s) Name Subcontractor TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. ·-:'"' .. INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF (). TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. - - .. ~! .tt .. ' ·r~.._J;)•. -,:~ ... CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE 0 PAGE I OF I I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABO O.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours • 8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. ~ WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 SWIT Job No. Date REGISTERED INSPECTORS1S DAIL y REPORT J--..2 TYPE OF INSPECTION REQUIRED '2J Reinforced Concrete tJ PostTensioned Concrete O Reinforced Masonry 0 Structural Steel Assembly 0 Fire Proofing 0 Asphalt 0 Quality Control O Other Material Description (type. grade. source) . /...'Tl , -/OIO oY Y Subcontractor TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE 0 PAGE OF J TIMEIN TIMEOUT REG. HOURS 0.T. HOURS CYLINDERS J;'t?o I ~ 2..., -Z,o - All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 ho,c mioim,m. ~ Approved by J;. ~ ------;;;~ WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS1S DAIL y REPORT TYPE OF INSPECTION REQUIRED Job Address Type of Structure lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry 181 Structural Steel AssemblY, WllLD 11.k; D Quality Control D Fire Proofing D Other D Asphalt City Architect Engineer Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC . . .-.. ·>-. ; ..:. ,, .. :;.', .. ~~- .. ,,,',,• y ~ ••• " • • 9 r,,. l)f- t5~~~ ~< ,.~,. CERTIFICATION OF COMPLIANCE ··,, ,•,- ,-.:·} '/ I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE Rf"' ED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPR ~ SPECIFICATIONS, AND !CABLE SECTIONS OF THE GOVER ING BUILDING LAWS. OC S ,,._,,,:, < 1 • ,: f)_fY: .• SPECIALTY ..... , .J· 0, •. ..., .. •,,..~ NO. PAGE OF O.T. HOURS CYLINDERS All inspections, based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noo hour will be an 8 hour minimum, I WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED Job Address lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry J!ia Structural Steel Assembl¼ We'/-JOI~ D Quality Control D Fire Proofing D Other D Asphalt City Engineer Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE R CONTINUED ON NEXT PAGE 0 PAGE OF O.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hooc mioim,m. £ Approved by ~ ~:,;"'"'""'" WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED Job Name Type of Structure lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry gJ Structural Steel Assemblv, We,tl)J,a:;'0 Quality Control D Fire Proofing D Other D Asphalt Architect Engineer Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENt NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. - CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOV. ORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE AP. ~ SPECIFICATIO , A APPLICABLE SECTIONS OF THE G ERNING BUILDING LAWS. QC l CONTINUED ON NEXT PAGE D PAGE I OF I TIME OUT REG. HOURS O.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum, () Approved by ~ ~-a~ ~perintendent WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS1S DAILY REPORT I SWIT Job No. Ji':U.:l I Date J ·_1/._ -9tr TYPE OF D Reinforced Concrete IXI Structural Steel AssemblyWE'l.OtN~ D Quality Control INSPECTION D Post Tensioned Concrete D Fire Proofing D Other REQUIRED D Reinforced Masonry 0 Asphalt Job Address _:i_}?._,ry I /fJJ,lp/J ~1//:f' w. City (' A /U .. T ,I),(/ f) Jo't,~me 'LI II I ~ ,q .d ,/) flA L/.lM A /l fir :tr_ f),d/.i/<._ Permit ~oj? / 1 & I-( I Issued By rA /,l L~ A A.ii - Type of Struct~O 7/J. Architect 'WH 'L"T-1 .1,t:J I/VJ R # ~ 11 .d LI' n H 8. ~~c:,t~½e, 9}1,'1;;,~ourA <0n A A-<"~A Engineer ,',) ,/.._)...,,~ , J , Contractor j.( ,,0-/ /1-,4 lnspector(s) Name /), (/. 8YJ2/J Subcontractor f< / /1, J./i,J..//=.l f__,, TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. ~/~ / - CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE 0 PAGE I OF REG. HOURS Q.T. HOURS CYLINDERS WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY 10826 S. Norwalk #~ Santa Fe Sp~ings, CA 90670 71Li--;.:.26-84-41 ===-=======-====::::::::=::::::::;::;::::::.::::============-·==:==:===-======-============:::::;::::::: .. _-=:;:::;-::;::==.=.-::::::-=:::::::::.:::==----= ASTM C31, CONCRETl::.: X GNUUT;; ~ll::.LD _DA1~ ON T~ST S~~ClMi::.NS C13B~ CjA3, jY/CJRTAN: C172, Ci 73, SHUTC..:Rl::.Ti::.:: Cc:31 ~ -C 1!L16Lt (.;CJHf::.S: GUN I Tl::.: ADDHESS1 28~8 LOK~R AVE. EAST .JOB Ni::-1MI::.: CARLSBAD i::•ALCJMAN BUSS. f-•l-{ AHCHI TEC r: WAKE f;, Mf-=!LCtJrt'iB JL}E\ :j:): ~ j:.•l::.RM'.i T ~:!:: 981764- DAT!::~ 2/ :i./99 ISSUl::.D BY: CAkLSBAD ENGINE1:::R 1: CONT R(.:1t..:TW-< ti KA.JI M?-i SUB CUNTRt:H..;T(J!-{: .J D C..:1'.:lMPBl::.LL. _ ... _______ .. _____________ .. ___ .. _________ .. ______________ "" __________ .. ____________________ ., _____ _ LOCATJ.UN IN STRUC..:TUHi::.: SLAB ON GkAD!::. GkID 3 & l:::. CONCkl::.Tt:. supµL,Ii::.H~ i::.SCUNDIDO TYPI::: tJF C~MENf: II CONCHEfE TJ:::MP: 60 H. M f-1Lf-lNT : 1-lDMI XTUNE: t.Jf...lTl::.W ADD!::.D: MIXING TIM£: (12; PO:ZZ ft.1 6QJ cor.-1Pkt:.SS 1 UN TEST l Nl-i MAt;H 1 NI::. USl::.D I ~ :RIEf-lLl:.: MIX ~:;,: TICKET#: AIR Tl::.MP~ TIME CASTg 36-5f...• 3;::!;=:tZI56 .4.;:,-f\ t:t 8: 31ZI 1'.:JM ; :BHAINAMD-KlLMAN __ .... ____ ,_ .. ____ .. _____________ . __________________ .. ___________________________ , ---------i-•-N __ _ DATE CfiST: 12/~1/~8 R!::.C~IVED Al LAB: 1/~/99 . . ' ------------------------------------------------------------------------------- SPECJ.M!::.NS M(--lDl:::. BY: D!::.NNlS L GUY S!-11::C IF-I E::.D PS I : .4,,znw21 FIELD 1D~NTl~lLAlIUN A B (.; D r· u=1B IDE::.,i\n If-I(.;1'.:n IUN ~ 813.lH?J8 g 813411.JB ~ 813L1,1t.lB : : ----------------------1---------1---------1---------1--------!--------1-------- AG.E Df.:.JYS :: 7 ~ i::B 1: 28 : : : .OAl"J::: Tt::::3fcD SIZE-IN. u . i:1Ht::A-SG!. !i\l CRUSH LUf.)D-L.BS . u CIJM1:1-STR. -PSI~ . n l HID : CORH FACTLlR . . CORR. s·1 R. -·t--'81 u . TINE Tt::ST1:::D 1/7 . . 6X12 . . 2,Sn 27 . . 1111?J1t.11Z1 . . 3'126 . . u . u . . . 1 /2B : :l /2e. r, : : 6X12 ·g GX1C: : : ~ 1 iJ-l1.!::,lt.ilZI ~111 : i:~B. ·,:~7 ~ 1-4.L:-lt:112.ilt.i : !j!Zl':)~; . . " " . . . u . . . . --------·-------·-·---------.... --------.. -------·---------·-------------------·---.. ----.. ---.. - 1qsrM G3<:t, Ci 74~ Ci92~ CL:, l!lJ~ C6J.7, C42 COt.,..iPL. I 1:::.S: X DtJE::S NO"i CCJMPLY: flKE'.HK TYP!::'. f·-h X B:: c~ D: E~ ·-·-----.. -------·--------------------------------------------------------------·------.. --.. THJ:S liEP!JHT SHALL NOT BE Rl::'.PRUDUCl:::'.D~ EXCt::PT .tN FULL iHTHGUT !"HE AP!-<OVAL OF SITI ----------------------------------------------------------------------------- Ub"L;AH_... D. AND f-<l::.S LAB. Mf4NAGER A= cone B= cone and split D= shear ~= columnar .... .. . ..ai.:. .. Southwest Inspection and Testing, Inc. 10826 South Norwatk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED Type of Structure lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry {},tt. Structural Steel Assembly/WG/.J)JA.Jt; D Quality Control D Fire Proofing D Other D Asphalt PS.I TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF • TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE RE WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPR AWS QC1 CONTINUED ON NEXT PAGE 0 PAGE I OF O.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. WHITE -OFFICE COPY. CANARY -ACCOUNTING COPY. PINK -INSPECTOR'S COPY. GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED lnspeclor(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry Di:! Structural Steel Assembly W~J.../JIAI:; D Quality Control D Fire Proofing D Other D Asphalt Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF • TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. - CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE 0 PAGE OF / I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH T O.T. HOURS CYLINDERS WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY. PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry .@ Structural Steel AssemblyU/6"'.LL)l.,{k; D Quality Control D Fire Proofing D Other D Asphalt Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. - INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE D -PAGE / OF I I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS t:JtJA ~:oo ,a All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 Approvedby ~ 44.~ hooc miolm,m. ~ ~ ~~upuintendent WHITE -OFFICE COPY. CANARY -ACCOUNTING COPY. PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY, Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 RE,GISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry Structural Steel Assembl')/W€'WO,k:, D Quality Control D Fire Proofing 7 ' D Other D Asphalt Engineer Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, .REMARKS, ETC. INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF • TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. - - CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE D PAGE I OF / I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABO WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE A O.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 Approved by ~ ~ hour minimum. --~-~-0001 WHITE -OFFICE COPY. CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED Job Address lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry RfJ Architect Engineer Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENt NO'S OF TEST SAMPLES TAKEN: STRucr. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE O PAGE / OF TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS · All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 :,:::o~m,~ :u~ WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 1 ()826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'$ DAILY REPORT TYPE OF INSPECTION REQUIRED Job Address lnspector(s) Name TYPE OF SAMPLE D Reinforced Concrete D PostTensioned Concrete D Reinforced Masonry 12 Structural Steel Assembl1/W~t.i) 11..l; D Quality Control d Fire Proofing D Other D Asphalt Contractor Subcontractor TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF • TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED CONTINUED ON NEXT PAGE 0 PAGE I OF TIME IN TIME OUT REG. HOURS O.T. HOURS C LINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum, WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY 5\S2-9-4-1-299it:1 SUUTHW~ST INSPt::CTIUN AND TESTING INC. 10826 S. Norwalk #M tianta ~e Springs, CA 90670 71L}-;:,26-·84-'H ====================== ·====================================================~===~ F-11::.LD DATA ON. Tl::.oT Sf-•EC I iYH::.NS ASTM C31 9 Ci38, C143, C172, C173, C231, C1064 CONCRETE: X GHUUT: MORTAM: SHOTCRl::.TI::.: CUHl::.S: GUNITI::.: ADDHESo: 28~8 LUK~R AV~. EASr JOB *!:: 8363 DA!"E: 2/:1./<:.'.!9 JOB NAM!::.: CAKU::5:f:.\~HJ PALLWl?-lH BUS8. !-1~\ ARCHITECT: WAHE & MALCOMB CONT1~f'.:1CTUH: 1-<AJ"IFIA Pl:::.HMIT #: 981764 ISbULD BY: CAHLSBAD £NG I 1\IEt::H: SUB CUNTH~CTOk: JD C~M~B~LL LOCATIUN IN SlHUCTUkl::.: SLAB ON GHADI::. GHID 1 & J C01\ICRETI:::. SU!-1!=-'Lil:::.H: i:::.SCUNDIDU l-<. iYl PU.:'.!NT: 12):S TY~£ UF CEMENT: II ADMIXTUN~~ ~uzz 32~N SLU!\)P: -4" i,J(.::ffl::.k ADDE:.D: 0 CONCKE l°E TEMP: 62 tin: X ING TI Mr::::~ L}l£1 COMPRESSlDN T!:::.STIN6 MACHlNE:. US!:::.D! Ml X ~:i:: 3boP TICKET ~* : 32). ':Ht.i8 Al Ii Tl::.ii"if-': .l~o-68 TiME C~ST: 6~00 AM : :BHAlNf-lHD-KILMAN DATE GAST: 12/2Y/98 R!:::.CEIV~D AT LAB: 12/30/98 SPECIM!::.NS Mf-lD!:::. BY: Dl::.NNlS L bUY FIELD ID!:::.NTI!-IL:AlIUN A B C D E ·I !- LAB ID!::.NTIFICATIUN : 8132b7 : 8132b7 : 8132~7 : ----------------------1---------!---------1---------l--------1---.----!-------- AGE DAYS . 7 . 28 " 28 . . . . . DAl"E TESTLO::D . 1/~ . 1/26 . l/2E, . . r. . . . • . ff S1ZE-·IN. · 6X12 . 6X12 . 6X li.7.'. . . " u f-)R£i'.=l-tiG!. iN . 28.27 . 28.27 . 28.27 . . . . " . . . " CRUSH LUAIJ-LBS . 111 !:sli.JIL1 . 14:::-S~.'5!LHLI . 1!::i!:,0QIIZI . . ~ . . . . . Cl)IY11:1-STH. -i..:•sr. . 3943 l; ::d 46 . ::i48i::'. . . . . . . . " l HID . . . . . . . . . . . . C!JW~ FACTLlH . . . . " . . . . . . . CORR. STf<. -!-161 . . . . . . . . . . TIMt:: ft:::STED . . . .. . . . . . REMARKS: ------------------------·----------------------------------------------------- Ci 74, COiYtPL I ES: X BH~~K TYPE A: X B: [-.. ~. Cl92, C470, C617, C42 DUt::.S NUT CUMt"-1L Y : D: E: -----·------------------------------------.. ----·-----------------.------------.. ---- THIS HEPUHT SHALL NUT SE R~PRODUC~D, ~XCEPT IN FULL WITHOUT THE APHOVAL UF SXTI SAMPL~S CAST BY OTHERti: SUBMITTED · -~·~ ~CTIUN AND T~STING USLAH D. t=iNDRt.S U-:i'.e.. Mt~NAGEH A= cone B= cone and split C= COTH? D= shear ~= co1unnar l ' I SOUTHt,JE:ST INSPECTION AND TEST .tNG INC., 10826 S. Norwalk #A Santa Fe Springs, CA 90670 714-526-B.t1.L1-1 =================================================================================== FIELD DATA ON Tf::.ST S~ECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 CONCRETE:.: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITf::.: ADDRESS:: .28:58 LOCKER AVE. !::AST JOB NAME:.: CARLSBAD PALOMAR BUSS.PK ARCHITECTl WARE & MALCOMB CONTRACTOR: KAJ'IMA JOB#: 83b3 PE:.RMIT #n 981764- ENGINEER: DASS. DATE: i2/ 16/9'-3 ISSUED BY: CARLSBAD SUB CONTRACTOR: JD CAMPB~LL . ' -----------------------------------------------------------------------------.LOCATION IN STRUCTURE:.~ SLAB ON GRADE:. GRID 2.5 & C.3 CONCRETE::. SUPPL.IE:.R: ESCCJNDIDO R.M PL.ANT: 03 MIX ti:: 36t)f-1 TYPE L)F CEMENT: II ADMIXTURE~ POZZ 322N TICKET *f: 3i::'.2112'.15 SLUMP: l1. 1/411 WATf::.R ADD!::.D: 5 AIR TEMP: 45-75 CONCRE:fE TEMl-=1 : 60 MIXING TIME: ,35 MIN TIME CAST: COMPRESSION TESTING M?lCHINE USE::.D l . :RIEHLE : :BRAINARD-KILMAN . DATE CAST: 1/4/99 SPECIMENS MADE::. BY: D~NNIS L GOY FIELD ID~NTIFICATION A RE::.C~IV~D AT LAB: 1/~/99 S~E::.CIFIED PSI: 4000 C D E u:m I DE::.NT IF I C1'.:!T I ON g 912'.1012H 1 1 l:itZllt.llZI 11. 1 9012'.1011 : ll :: F -·----·--·---------------·-I -----. ______ l ---------i ·---------I --------1 ----------I --------·--·- AGE D1~1YS : 7 : 28 : 28 · : : DA l"E TESTED : 1111 : 2/ 1 : 2 / 1 : : SIZE-IN. 6X12 : 6X12 1'6X12 ; : : AREA-SQ.IN : 28.27 28.27 : 28.27 : : 1 CRUSH L.GAD-LBS 109500 : 156500 : 147000 : : : COMP-STR. -PSI. . 3873 . 5035 5199 . . . . . . . . I HID : . . . . . . . . CORR FACTOR . . J! . . : . . . . CORR. STR. -PSI . . . . . . TIME TESTED . : . . . . . . . . . REMARl·<Sn ----------------------------------------------------------------------------- ASTM C39, COMPLIES: X BHEAK TYf-tE A : X B:: Cl 74, C: C:192; C470, C&17, C:42 DOES NtJT COMf-'L Y : D: E: THIS· REPORT SHALL N!JT BE REPRL3DUCED,1 EXC!:::PT IN FULL 1.-JITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: INSPE::.CTION AND T~STING OSCAR D·. ANDRE:.S LAB. MANf.=!GE R ASTM C39 Bf-<EAKS A= cone B= cone and split C= cone . .,, SOUTHhl!:::ST INSPECTION AND TESTING INL 10826 S. Norwalk #A Santa Fe Springs, CA 90670 714-~26-8441 Fax-562-946-0026 :::::::==========-=========================-=============:::::================:=============-==== FIELD D(-:ITA ON Tl:::.ST SF-1ECIMENS ASTM C31, C13B, C1L}3? C172~ C173, C231~ Ci1Zt64 CONCRETE: X GROUT: MLJRTAR: EJHOTGRl:::.TE: CCJRES: GUNITE: ADDRESS: 28~8 LOCKER AVE. EAST JOB#: 8363 DATE: 2/16/99 JOB NAME: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA Pf::.RMIT #: 981764 ISSUED BY: CARLSBAD ENGINEf-R: D(~:::3S. SUB CONTRACTOR: JD CAMPBl:::.LL -------------------------------------------------------------------------------- LOCATION IN STRUC1lJRE: SLAB ON GRAD!:::. GRID 6 & C.3 CONCRETI:::. SUPPLI~R: ES80NDIDO TYPE IJF CEMENT: II SLUMP: 4 1/211 R.M PLANT: ADMIXTURE~ WATf:.R ADDED: t"h ..... If.•,;, Ptn:z :;22N !ZI MIX :J:l:: TICKET#: AIR Tf:.Ml-1 : 36~3P 32i2l34 L~5-75 CONCRETE TEMP: 64 MIXING TIME: 31i..' MIN TIME CAST: :I. l ~ 51i.) AM COMPRESSION T~STIN8 MACHIN~ USED! DATE CAST: 1/4/99 : :BRAINARD-KILMAN RECEIV~D AT LAB: 1/b/99 --------------------------------------------------------.----------------------SPECIMENS MADE BY g Dt.NNIS L GCJY sµECIFIED PSI: 4000 FIELD !Df:.NTIFICATION A B C D E F LAB IDf:.NTIFICATION . : 900013 : 900013 : 900013 : : : ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS : 7 : 28 ~ : 28 :: : DATE TESTED : 1 / 11 : 2/ 1 : 2/ 1 : : : SIZE-IN. : 6X12 : &X12 : 6X12 : : AHEA-SQ" IN .. i:=:8n 27 . . . CRUSH LOAD-LBS 112165121121 : COMP-ST Ru -·PS I " . 3767 u . . I H/D : . . CORR FC:lCTCtR l; . . CORR. STR. -PSI ~ g TIME TESTED . . . . REMARl·{S: ASTM C39, Cl 74, COMPLIES~ X BREAK TYPE A: X B: C: 28. i:::7 : 28n i:=:7 u . 1341ZIIZIIZI . 1 L1,3t.t1Zf0 : . 4739 . ~12175 . . . . . . n . . " . . . . . ll . . C192, C470, C617, C42 DOES NOT CC.IMPLY: D: E: u u " . . u . " . . u . fl " THIS REPORT SHALL NOT BE l~EPRODUCED, EXCl:::'.PT IN FULL \AJITHOUT THE f-JPROVAL OF SITI ------------------------------------------------------------------------------- SAMPLES CAST BY OTHERS: ·TFULL Y SUBM I TTJ:::D J_ST INSPECTION AND TESTING OSCAH D. ANDRES LA-B. MANAGER ASTM C39 E',REf.:11-(S A== cone B== cone and split C== cone D== i:.hear E== co 1 umnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 ~:56i::'.···9L:, l-·299rZi 714-526-8441 Fax-562-946-0026 ================================================================================ FIELD DATA ON T~ST S~ECIMENS ASTM C31, C138, Ci43, C172, C173. C231, C1064 CONCRETE::.: X GROUT: MORTAR: SHOTCR~TE: CORES; GUNITE: ADDRESS: 2808 LOCKER AVE. EAST JOB I: 8363 DATE: 2/16/99 JOB NAME: CARLSB?-iD PALOMi!=lR BUSS. Pl-{ ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 981764 ISSUED BY: CARLSBAD ENGINEER: DASS. SUB CONTRACTOR: J D CAMPB!:::.LL ·. LOCATION IN STRUCTUR~: SLAB ON GkAD~ GRID 1.2 & C.3 CONCRETE SUPPLIER: ESCONDIDO R.M PLANT: 03 TYPE OF CEMENT: II ADMIXTURE: POZZ 322N SLUMP: 4" WATER ADDED: 0 CONCRETE TEMP: 60 MIXING TIME: 40 MIN MIX :I:f.: 2;i;5p TICKET ei:l: : 3.:::i:::~{'.19 5 AIR TEMP: Li-::.r-75 TIME CASTr. E:.:35 COMPRESSION TESTING MACHINE Ubl:::.DI DATE CASTg 1/4/99 : : RIEHLE : : B R~l I Ni!=! RD-KI LM(:.iN SPECIME:.NS MADE:: BY: DENNIS L GCJY FIELD IDENiIFICATION A B Rl::.CF.:.I VE::.D AT LAB~ :L /5/i:l9 S~ECIFIED PSI: 4000 C D E F __ .. ___ ,. .. __ .. ___ ., __ .. _____ .. ____ .,. ______ ., ___ .. __ .. .,. _ _._ .. ___ .,. ___ .... ___ J_,. _____ .. ____ .., ____ .. _______ .,. _______ ,. ___ .. ________ .., __ _ LAB ID~NTIFICATION : 900010 : 900010 : 900010 : : : ----------------------1---------1---------1---------1-------!--------! ~------AGE DAYS u 7 . . i:'.8 . 28 g . . . . . DATE TESTED . 1/11 . 2/1 n 2/1 . . . . . . n SIZE-IN. . ·6X12 . 6X12 . 6X12 . . . . . AHEA--SQ. IN g i:'.8. 27 L-::8a 27 . i:'.8. 27 . . n " . . CRUSH LOAD-LBS . 12251!1,ZI . 1770,ZIIZI g 168012.10 . . . . . . .. . COMP-STR. -·PSI. . 4333 " 6260 . 594;::: n n . . . . " . . I H/D " . . " . . . . . . CORR FACTOR . . . . . . " . . n CORR. STR. -PSI . . = g . u . . . . TIME TESTED . g . . = . . . " " REMARl-<S; ------------------------------------------------------------------------------ ASTM C39, Ci 74·, COMPL I ES : X BREAK TYPE A: X B: C: C192, C470, C617? C42 DOES NOT COMPLY: D~ E: -------------------------------------------------------------------------------THIS REPORT SHALL NOT BE REPRODUCED, EXCt:::PT IN FULL WITHOUT THE APROVAL OF SITI ------------------------------------------------------------------------------- SAMPLES CAST BY OTHERS: ASTM C39 BREAKS A= cone B= cone and split C= cone D= shear E= ·columnar SOUTHWEST INSPECT I ON f=lND TEST I NG I NCn 10826 S. ·Norwalk #A Santa Fe Springs, CA 90670 714-526-8441 Fax-562-946-0026 -=-----------=-----------L-------------------==J=.-------=----=========-====-= FIELD DATA ON Tl::.ST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 CONCRETE: X GROUT: MORTAR: SHOTCR~TE.: CORES: GUNITE~ ADDRESS:· 28~8 LOCKER AVE. ~AST JOB NAME: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WAl~E & MALCOMB CONTRACTOR: KAJIMA JOB :J:l:: 8363 PE:.RMIT #: 981764 ENGINEER: DASS. SUB CONTRACTOR: J' DATE: 2/16/99 I SSUE:.D BY: CARLSBAD LOCATION IN STRUCTURE: SLAB ON GR~)Dl::. GRID 4.5 & C.3 CONCRETE. SUPPLIER: ESCONDIDO R.M PLANT: 03 TYPE OF CEMENT: II ADMIXTURE~ POZZ 322N D CAMPBl::.LL MIX :!',~: 365P TICKET !;:p 1 24377[::: SLUMP: £~ 1/211 t--JATER ADDED: 11Zt CONCREfE TEMP: 66 MIXING TIME: ~0 MIN AIR TE.MP 1 5121-75 TIME CAST: 8120 AM COMPRESSION TESTING MACHINE:. USED! DATE CAST: 1/5/99 I I RIEHLE : :BRAINARD-KILMAN SPECIMENS MADE BY1 DENNIS L GOY RECEIVED AT LAB1 1/7/99 S~ECIFIED PSI: 4000 ------------------------------------------------------------------------------FIELD IDENTIFICATION A B C D E F __ .. ____ .... _ .. ___ .,.... ______________________________ ,. _____ ·--------·----.. ------·-. _ .. ___________ ,.. ____ _ LAB IDENTIFICi::JTION : 901ZHZIB9 : 90,Z1Q189 : 91Zl01Z1B9 : ----------------------1---------1---------1---------1--------1--------1--------. AGE DAYS : 7 : 28 : 28 : : : DATE TESTED : 1/11 : 2/1 : 2/1 : g SIZE-IN.. : 6X12 : 6X12 : 6X1,t : : : AHEA-SQ. IN. : 28. 27 : 28. i?.7 : 28. 27 : : 1 CRUSH LOAD-LBS 10600~ : 156500 : 147000 n g COMP-STR.-PSI. 3749 I HID : CORR FACTOR u CORR. STR. -PSI : TIME T~STED : REMARl-<S: COMPL. I f:.S: X BREA!-< TY1:•E ASTM C39~ A: Ci 7t.1., C: . . . . . . . . ~ 5!j35 . 5199 . . . . : . " . u . . . . . . : . C192~ C470~ C617~ DOES NOT COMPLY: D~ E: ~ . . . " . . :-. • . . . " Cti--2 THIS REPORT SHALL NDT BE l~EPRODUCED~ EXCEPT IN FULL WITHOUT THE APFIOVAL OF SITI Tf:·.STING SAMPLES CAST BY OTHERS: ASTM C39 BJ=-<EAKS A= cone B= cone and split C= cone D~ shear E= columnar I ,I " ti I SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A · Santa Fe Springs, CA 90670 714-526-8441 Fax-562-946-0026 ======================-===============================-========~=====---==--=-·--FIELD DATA ON TEST sµECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CURESg · GUNITE: ADDRESS: 28~8 LOCKER AVE. EAST JOB#~ $363 DATE: 2/16/~9 .JOB Nf.-tME: CARLSBAD PALOMAR BUSS. PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA Pt.RMIT :ti:: 981764 ISSUl:::.D BY: CAHLSBAD ENGINEl::'.R: DASS. SUB CONTRACTOR: JD CAMPB~LL LOCATION IN STRUCTURE; SLAB ON GkAD~ GRID 1.2 & C.3 CONCRETE SUPPLIER: MIX#: ,365.P TYPE OF CEMENT: II SLUMP~ '+ 1 /211 CONCRETE TEMP: 60 ESCONDIDO R.M PLANT: 03 ADMIXTUf~E: POZZ t,.JATER ADDED: 10 MIXING TIME: 35 TI Cl-<ET :~t-: AIR TEMP: TIME CAST: l 15;?!:73 5121-·7:':i 5:50 AM COMPRESSION TESTING MACHINE USEDJ : :RIEHLE ~ :BRAINARD-KILMAN ------------------------------------------------------------------------------ DATE CAST: 1/5/99 RECEIVED AT LAB~ 1/7/99 SPECIMENS MADE BY: Df:.NNIS L GOY SPECIFIED PSI: 4000 ------------------------------------------------------------------------------- FIELD IDENTIFICATION A B C D E F LAB ID~NTIFICATION : 900087 : 900087 : 900087 : : : ----------------------1---------1---------1---------1--------1--------1-------- AGE DAYS : 7 : 28 : f:8 : : : DATE TESTED : :1./12 • i2/2 . SIZE-IN~ : . &Xii:'. : 6X12 . AREA-SQ. IN CRUSH Lmm-LBS COMP-STR. -PSI. I H/D CORI~ Ff.:}C l"OR CORR. STR. -PSI TIME TESTED . . . . u . : . . . . 28.27 11.801210 i~:l91 . 28 .. 27 . g :l .<'.1-9121121121 . 5270 •U . . . . : . . 2/2 : : 6X12 . u . . 28.27 u . u u . " 1 ;5851ZIIZI . . . " 5606 . . : . . " u . . . . . . u ,, . . . " n . . . u . . u ------------------------------------------------------------------------------- HEMARl-{S~ ASTM C39, C174i, COMPLIES~ X BREAK TYPE A: X B~ C: Cl92, C470, C617, C42 DOES NOT COMPLY: D: E: THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL hlITHOUT THE APROVAL iJF SITI SAMPLES-CAST BY OTHERS: ULLY SUBMITTED -T INSPECTION AND T~STING OSC~lR D. i~NDRl::.S LABn MANAGER ASTM C39 BREAKS A= cone ·B= cone and split C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 71 t~-52:6-84,Lt 1 Fc1x-·562-9l1-6-1Zui126 =======~-==-==============-=~==~==================================-============= ASTM C31, CONCRETE: X GROUT: FIELD DATA ON TEST S~ECIME:.NS C13B, C1it3~ MORTAR: I C172, Ci73, SHOTCRE:.TE: c.~31, c 11ZI6"t CORES: GUN I TE: ADDRESS: 28~8 LOCKER· AVE. EAST JOB#: 8363 DATE: 2/16/99 JOB NAME: CARLSBAD PAL.OMAR BUSS. Pl·{ ARCHITECT: ltJAHE & MALCOMB CONTRACTOR: KAJIMA P!::.RMIT #: 981.764 ISSUE:.D BY: Ct=lRLSBAD ENGINEJ::::R ~ D~)HS. SUB CONTRACTOR~ JD CAMPB~LL LOCATION IN STRUCTURE: SLAB ON GRADE GRID 2.5 & C.3 CONCRETE SUPPL.I ER: ESCONDIDO R.M PLANT: 1213 MIX #: 3651=' TYPE ·OF CEMENT: II ADMIXTURE~ POZZ 32i2J\l TICIJ~ET #ll 24375i2 SLUMP~ li·" ltJATER ADDED: 10 AIR TEMP: 5e1-7';j CONCRETE TEMP: bfi.:I MIXING TIME: itlZt M.f.N TIME CF!ST: 6:55 AM COMPRESSION TESTING Mf-tCHINE USED! . :RIEHLE . : BRAINt=lRD-KILMAN . . DATE CAST g 1 /5/9l::l SPECIMENS MADI:. BY: Df::.NNIS L GCJY FIELD IDf::.NTIFICATION A B· RECf::.IVED AT LAB: 1/7/99 SPECIFIED PSI: 4000 C D E LAB IDf::.NTIFICATION : 900088 : 900088 : 900088 : r F ----------------------1---------1----·---.·l---------1--------1--------1-------- AGE DAYS : 7 : 28 r 28 : : DATE T~STED 2/2 : . 1/12 . " . ~ C:/2 . : . SIZE-IN. AREA-SQ. IN CRUSH LOAD-LBfs COMP-STR. -PSI. I HID CORR FACTOR CORR. STR. -PSI TIME TESTED REMARi-1-S~ . " . . . . . . . . : . . 6X12 28.27 12251'21121 L}333 . . . . . n . . . . -· . : n . 6X12 28u27 1551ZIIZIIZI 5i}82 . 6X12 . . 28.27 . 1 &4:!::il'ZHZI . 5818 . . . " • : . . . . . . . A . . . . . " . . . . . . . . . u a . . a : . . . . . " -------------------------------------------------------------------------~--- COMPLIES: X BREAl-1-TYPE .ASTM C39, C174~ C: C192, C470, C&17, DOES NOT COMPLY: D: E: C42 THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHEl~S: -ULLY SUBMITTED INSPECTION AND TESTING OSCAR D. ANDRE:.S LAB. MANAGER ASTM c;:J9 BREAKS A= cone B= cone and split C= cone D= shear E= columnar i SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A · Santa Fe Springs, CA 90670 562'.-94-1-2990 714-526-8441 Fax-562-946-0026 =============================================================================== FI~LD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172~ C173, C231, C1064 --- CONCRETE~ X GROUT: MORTAR: SHOTCRl:::.TE: CORES~ GUNITE: ADDRESS: 28~8 LOCKER AVE. EAST JUB #: 8363 DAfE: 2/16/99 JOB NAME: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR~ KAJIMA P~RMIT #: 981764 ISSUED BY: CARLSBAD ENGINEERi: DASSff SUB CONTRACTORg JD CAMPBELL -------------------· ·------------------------------------·-------------------.-- LOCATION IN STRUCTURE: SLAB ON GRADE GRID 6 & C.3 CONCRETE SUPPL.IERg ESCONDIDO RnM PLANT: 07 ,_, MIX tl:: 365r-{ TYPE OF CEMENT:: II ADMIXTURE: POZZ 32i~I\J TICKET :J:l:: 11!5'-1-56 SLUMP: 'i· 1 /l1-11 Wf-lTER 1!:!DDED: 5 t'.=lI R TEMPg 5121-75 CONCRE1E TEMP: 7121 MIXING TIME: 45 MIN TIME CAST: 10: 2121 COMPRESSION Tf:.STING MACHINE. USED! n :RIEHLE . :BRAINARD-KILMAN . .. DATE CAST: 1/5/99 SPECIMENS MADE BY: Dl::.NNIS L GOY FIELD ID~NTIFICATION A B· R~CEIVED AT LAB: 1/7/99 SPECIFI~D PSI: 4000 C D E LAB IDl::.NTIFICATION : 900090 : 900090 : 900090 : : : F ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS : 7 : 28 : 28 ; : : DATE TESTED : 1 / 12 : 2/2 : 2/2 n : : SIZE-IN. 6X12 . 6X:l2 . AREA-SQ. IN : 28.27 : 2Bui?..7 CRUSH LOAD-LBS : 157000 . 11z1700e1 . COMP-STR.-PSI. : 5553 . 378'-l-. I H/D : : cmrn FACTOR CORR. 8TH. -PSI TIME TESTED REMARl-<S: . . . n n . . 6X12: : . : i::Blt ;.;:7 . " . 14800FZI ll . . 523'1-~ • . . .. . n . . . . . . . :t ff COMPLIES: X BREA!-< TYPE ASTM C39, C192, C470, C617, DOES NOT COMPLY: C: D: E: . . . . : . . : ff . . n . . . n . . n . . . . . . : THIS REPORT SHALL NUT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI Sr=IMPLES CAST BY OTHEliS: OSCAR D .. ANDRES U4B" MANAGE r~ ASTM C~;9 Bf;,Ef-=!KS A= cone B= cone and split C= cone D= shear E= columnar . , .. '[., SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 714-526-8441 Fax-562-946-0026 =======================================-===============-======================== FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, ·C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORt;:S: GUNITE: ADDRESS: 2858 LOCER EAST CARLSBAD JOB NAME: CARLBAD BUSS. JOB#: 8353 DATE: 3/6/99 ARCHITECT: WARE L MALCOMB CONTRACTOR: KAJIMA CONSTR. PERMIT#: 781764 ISSUED BY: ENGINEER: ROBERT D. SCHEIBLE SE SUB CONTRACTOR: JAMES D. CAMPBELL ---------------------------,-.--·-----------------------------------------·---------- LOCATION IN STRUCTURE: PANEL 3i~ TILT UP WALL -----------------------------------------------------------------~--------------CONCRETE SUPPLIER: ESCONDIDO PLANT: OCEANSIDE MIX#: 356 P TYPE OF CEMENT: II ADMIXTURE: POZZ TICKET#: 380355 SLUMP: 411 WATER ADDl::D: 0 AIR TEMP: 61+ CONCRETE TEMP: 65 MIXING TIME: 60 TIME CAST: 9;55 AM COMPRESSION TESTING MACHINE USEDI . : l~IEHLE : BRA I NARD-I-< I LMAN . DATE CAST: 1/29/99 RECEIVED AT LAB: 2/2/99 -----~-------------------------------------------------------------------------SPECIMENS MADE BY: JOHN WIRTZ SPECIFIED PSI: 3000 ------·--------------------~----------------------------------------------------FIELD IDENTIFICATION A B C D E F -------------------------------------------------------------------------------LAB IDENTIFICATION : 900799 : 900799 : 900799 : : : ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS : 7 : 28 : 28 : : : DATE TESTED : 2/5 : 2/26 : 2/26 : : : SIZE-IN. : 28.27 : 28.27 : 28.27 : : : AREA-SQ. IN : 6X12 : 5X1c: : 5X12 : : CRUSH LOAD-LBS : 79000 : 113000 : 120000 : : COMP-STR.-PSI. : 2794 : 3997 : 4244 : : I HID : : : : : CORR FACTOR : : : : : CORR. STR. -PSI : : : : : TIME TESTED : : : : : . . : --------------------------------------~---------------------------------~~------ REMARKS: ---------------·---------------------------------------------------·---·-----·---------· COMPLIES: X BREAK TYPE A: X ,~srM C39, Ci 74, B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: -----------------------------------------------------------------------------THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: UBMITTED Nmt~.I':,;T I ON AND TEST I NG OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and·split C:::: cone D==shear E=columnar -· SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 562-941-2990 -714-526-8441 Fax-562-946-0026 ================================================================================ FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2858 LOCER EAST CARLSBAD JOB.NAME: CARLBAD BUSS. JOB#: 8363 DATE: 3/6/99 -PERMIT#: 781764 ISSUED BY: CARSLBAD ARCHITECT: WARE L. MALCOMB CONTRACTOR: KAJIMA CONSTR. ENGINEER: ROBERT D. SCHEIBLE SE SUB CONTRACTOR: JAMES D. CAMPBELL ---------------------------~--------------------------------------------------~-LOCATION IN STRUCTURE: PANEL 85 TILT UP WALL -------------------------------------------------------------------~------------CONCRETE SUPPLIER:_ ESCONDIDO PLANT: OCEANSIDE TYPE OF CEMENT: II ADMIXTURE: POZZ SLUMP: 4 11 WATER ADDED: 0 MIX#: 356 P TICKET #: 38121375 AIR TEMP: 68 CONCRETE TEMP: 64 MIXING TIME: 60 TIME CAST: 12:20 PM COMPRESSION TESTING MACHINE USEDI DATE CAST: 1/29/99 : : RIEHLE : :BRAINARD-KILMAN RECEIVED AT LAB: 2/2/99 ----------------------------------------------------------------------------SPECIMENS MADE BY: JOHN WIRTZ SPECIFIED PSI: ~000 FIELD IDENTIFICATION A B C D E F _______ ,. __ °' _____ H·----·---·--------·-----------------------------------------------...,.;-.-- LAB IDENTIFICATION : 900800 . : 900800 : 900800 : : : ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS : 7 : 28 : 28 : : : DATE TESTED : 2/5 : 2/26 2/26 : : : SIZE-IN. : 28. 27 : ·28. 27 : 28. 27 : : : AREA-SQ.IN : 6X12 : 6X12 : 6X12 : : : CRUSH LOAD-LBS : 79000 : 114500 : 120000 : -: : COMP-STR.-PSI. : 2794 : 4050 : 4244 : : : I H/D : : : : : : CORR FACTOR : : : : : CORR. STR. -PSI : : : : : : TIME TESTED : : : : : : --.------, --------------------------------------------------------------------- REMARKS: . -----------------------------------------------------------------------------ASTM C39, C174, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: ----------------------------------------·--·-----------------------------------·---· THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI. --. ----·------------------------------------------------·----------_______________ .. _ LY SUBMITTED NSPECTION AND TESTING SAMPLES CAST BY OTHERS: OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREAKS ·A= cone B= cone and split C= cone D=shear E=co l •.tmnar 562-941-2990 SOUTHWEST INSPECTION AND. TESTING INC. 10826 s. Norwalk #A Santa Fe Springs, CA 90670 714-526-8441 Fax-562-946-0026 ------------------------------------~=------------------------------------------FIELD DATA ON TEST SPECIMENS ASTM C3'1, C138, C143, Cl.72, Ci 73, Ci.=:!31, C1064 --- CONCRE:TE: X GROUT: MORTAR: SHOTCRETE: CORES: GUN I TE: ADDRESS: 2858 LOCER EAST CARLSBAD JOB NAME: CARLBAD BUSS. ARCHITECT: WARE L.. MALCOMB CONTRACTOR: KAJIMA CONSTR. . JOB~: 8363 DATE: 3/6/99 PERMIT#: 781764 ISSUED BY: CARSLBAD ENGINEER: ROBERT D. SCHEIBLE SE SUB CONTRACTOR: JAMES D. CAMPBELL ----------------------------------------------------------------·------------------ LOCATION IN STRUCTURE: PANEL 33 TILT UP WALL --------------------------------------------------------------------------------CONCRETE SUPPLIER: ESCONDIDO TYPE m:-CEMENT : I I · SLUMP: 4 11 CONCRETE TEMP: 65 PLANT: ADMIXTURE: WATER ADDED= MIXING TIME: OCEANSIDE POZZ 0 60 MIN MIX#: TICKET i: AIR TEMP: TIME CAST: 356 P 38121322 60 6: 15 AM COMPRESSION TESTING MACHINE USEDI : : RIEHLE : :BRAINARD-KILMAN -------------------------------------------------------------------------------DATE CAST: 1/29/99 RECEIVED AT LAB: 2/2/99 ------------------------------------------~------------------------------------SPECIMENS MADE BY: JOHN WIRTZ SPECIFIED PSI: 3000 _______ ..., __________________________________________ -'!" _______________________________ _ FIELD .IDENTIFICATION A . B C D E F ------------------------------------------------·-----------------------------LAB IDENTIFICATION . 900798. : ~00798 . 900798 . . : . . . u -------------------~--1---------1-~-------1---------1--------1--------1--------AGE DAYS : 7 . 28 . 28 . : : . . . DATE TESTED • 2/5 . 2/2€, . 2/2€, • . : . . . . . SIZE-IN. . 28.27 .. 28.27 . 28.27 : . : . . . . AREA-SQ.IN . 6X12 . 6X12 . 6X12 • . . . . . • . u CRUSH LOAD-LBS . 76500 . 126500 . 119000 . . . .. . . . . . COMP-STR. -PSI. . 2706 . 4474 . : 4209 . . . . . . . . I HID : . : . a . . . . . CORR FACTOR : . : . : : . . CORR. STR. -PSI . . . u . . . . . . . . TIME TESTED . . . . . : . • . . . REMARKS: ------------------------------------------------------------------------------ASTM C39, C174, COM~1L I ES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: ------------------------------------------------------------------------------· THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI -------·---~---------,.--------------------------- SAMPLES CAST BY OTHERS: OSCAR D. ANDRES. LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and split C= cone TESTING D=shear E=columnar I I I .I SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 31 IZl-941-2990 714-526-8441 Fax-310-946-0026 ,... -... -:...,_ .. _____ .. ____ ,_, _______ ' ----------------------------------... ----·---------,--------- FIELD DATA ON TEST SPECIMENS ASTM C31, C1387 C143, C1727 C173, C231, C1064 CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES~ GUNITE: ADDRESS: 2858 LOCER EAST, CARLSBAD CA JOB#: 8363 DATE: 3/15/99 ,JOB NAME: CARLSBAD BUSINESS PAHK PERMIT 'i*: 781764 ISSUED BY: Cf1RLSBf~D ARCHITECT: WARD & MALCOMBS ENGINEER: ROBERT D. SHEIBEL SE CONTRACTOR: KAJIMA CONSTRUCTION SUB CONTRACTOR: "JAMES D. CAMPBELL LOCATION IN STRUCTURE: WALL PANEL 39 TILT-UP _,,..,. .... ___ ..,.. .. _.,. ____ ,. _____ .. _ .. __ ... __ .. _ _,..._ ... _ .. , __ .. _____ , _____ ,._ ..... _., __ .. ________ .. _____________ .. _________________ ... _____ . __ . ' CONCRETE SUPPLIER: ESCONDIDO PLANT: OCEANSIDE MIX :If: 35 P TYPE OF CEMENT: TYPE II ~IDMIXTURE: POZZ T I Ct{ET :I* : 3'::l31ZI 1 7 SLUMP: 4 11 \rJATEli ADDED: f~.l: R TEMP: 60 CONCRETE TEMP: 62 MIXING TIME: 60 MIN. TIME CAST: 7:37 AM DATE CAST: 2/2/99 RECEIVED AT LAB: 2/3/99 SPECIMENS MADE BY: JOHN WIRTZ · SPECIFIED PSI: 31Z11Z11Z1 . FIELD IDENTIFICATION A B C D E F LAB IDENTIFICATION : 900991 : 900991 ~ 900991 ----·-----·--·--------.. --·----·-·-I-·-······-·--·--I-·-·-.. --.. ---.. -I----.. ·----··---·-I---··-·---·--··· I --·-·------1 -·-·-···--·-- AGE DAYS 7 : 28 :: 28 : DATE TESTED : 2/9 : 3/2 : 3/2 : SIZE-IN. 6X12 : 6X12 : 6X12 AREA-SQ.IN : 28.27 : 28.27 28.27 CRUSH LOAD-LBS : 100500 : 142500 : 151000 : COMP·-STR. -PSI. : 3554. . 51Ztl.HZI .. 531.t,1 : . u I HID # . :: : . . CORR FACTOR . . . : . . . CORR. STH. -·PSI n . : . . . . TIME TESTED . .. . . --·' --------------------.. ·--------·-·-------------------.. ------------.. --------------.. ----- HE-MARKS: COMPLIES: X BliEAK TYPE A: X ASTM C39, Ci74, C192, C470, C617, C42 DOES NOT COMPLY: C: D: E: ..... , .... __________ .. _____ .. _______ .. _______________ , ______ .. ___ ," .. _ .. ________ .. _____________ .. ____ .. ________ .. __ ....... _ .... __ _ THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI ------------------------------------------------------------------------------- SAMPLES CAST BY OTHERS= !ESPE "FULLY SUBMITTED sou· I,· '-~T INSPECTION AND TESTING OSCAR D. ANDRES LAB. MANAGER ASTM C39 BHEA~{S A= cone B= cone and split C== cone D= shear E== columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A San-ta Fe Sprinf~s, CA 91Zlfi71Zt 714-526-8441 Fax-310-946-0026 · . . ==========:::::::."::::::::==================-===================::::.=::;=-=============·=--==---===----.. -==--- FIELD DATA ON TEST SPECIMENS ASTM C31, c1aa,· C143, C172, C173, C231, Ci064 CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2858 LOCER EAST, CARLSBAD JOB NAME: CARLSBAD BUSINESS PARK ARCHITECT: WARD & MALCOMBS CONTRACTOR: KAJIMA CONSTRUCTION CA JOB#: 8363 DATE: 3/15/99 PERMIT#: 781764 ISSUED BY: CARLSBAD ENGINEER: ROBERT D. SHEIBEL SE SUB CONTRACTOR: JAMES D. CAMPBELL -------------------------------------------------------------------------------LOCATION IN STRUCTURE: WALL PANEL 43 TILT-UP CONCRETE SUPPLIER: ESCONDIDO PLANT: OCEANSIDE TYPE OF CEMENT: II ADMIXTURE: POZZ SLUMP: 4 11 i.JATER ~1DDED: MIX :I*:: 356 P TICKET ~~:: 3881ZI!Zt0 AIR TEMP: 61 CONCRETE TEMPI 60 MIXING TIME: 60 MIN. TI ME CAST: 9 : L~lZt AM . ---------------------------------------------------------------· --------------- DATE CAST: 2/2/99 RECEIVED AT LAB: 2/3/99 ---------------------------------------------~ --------------------------------SPECIMENS MADE BY: JOHN WIRTZ SPECIFIED PSI: 3000 FIELD IDENTIFICATION A B C D E F LAB I DENT IF I CAT I ON : 901Zt992 : 900992 ::. 900992 : : : ----------------------1---------1---------1---------1--------1--------1-------- AGE DAYS : 7 28 : 28 : : Dr=nE TESTED SIZE-IN. f.11~EA·-SQ. IN CRUSH LOAD-LBS COMP--STR. -PS I. I HID com~ Ff.)CTOI~ CORR. STf-~. -PSI TIME TESTED . . . . . . : . . . . . . . " i::!/9 6X ii:'. 28.27 1 Ql3IZ101ZI 36L}3 : 3/i~ . 6X12 . " i::!Ba 27 . : 1 L1-71Zt01Zl . 5199 . . . . . . . .. 3/i:2 . . . . . . fiX12 . : " .. . . . . 28.27 . . . . . : 1391Zl1Zt0 . -: . . 4916 . . . . " " . : .. . . . . . " . . . . . . . . . . . ------------------------------------------------------------------------------ COMPLIES: X BREA!-<. TYPE A: X B: C174-, C: C192, C470, C617, DOES NOT COMPLY: D: E: fHIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULJ_ WITHOUT THE APROVAL OF SITI ~-~FULLY SUBMITTED INSPECTION AND TESTING SAMPLES CAST BY OTHERS: ASTM C39 Bf<EAKS A= cone B= cone and split· C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 714-5~6-8441 Fax-310-946-0026 ======================-====================-==================================== FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITEI ADDRESS: 2858 LOKER EAST, CARLSBAD CA JOB#: 8363 DATE: 3/15/99 JOB NAME: CARLSBAD BUSINESS PARK PERMIT#: 781764 ISSUED BY: CARLSBAD ARCHITECT: WARD & MALCOMBS ENGINEER: ROBERT D. SHEIBEL SE CONTliACTOR: l{AJIMA CONSTRUCTION SUB CONTRACTOR: ,JAMES D. CAMPE\ELL LOCATION IN STRUCTURE: WALL PANEL CONCRETE SUPPL I Eli: ESCONDIDO P131NT: IJCEf.1NSIDE MIX 'ff: 3!56 p TYPE OF CEMENT: I I ADMIXTURE: POZZ TICtZET #: 387983 SLUMP: Lj. II i.JATER ADDED: CONCRETE TEMP::: 60 MIXING TIME: DATE CAST: 2/2/99 SPECIMENS MADE BY: JOHN WIRTZ FIELD IDENTIFICATION A B 6121 r~IR TEMP: 51ZI MIN. TIME CAST: 6 :1Zt5 RECEIVED AT LAB: 2/3/99 SPECIFIED PSI: 3000 ·c D E LAB IDENTIFICATION : 900990 : 900990 ~ 900990 ; : : AM F ----------------------1---------1---------1---------1--------1. -------1-------- AGE DAYS : 7 : 28 : 28 : : : Dr=nE TESTED SIZE-IN. AREA--SQ. IN CRUSH LOf:)D-·LBS COMP-STR. -PS I. I H/D cmrn FACTOR CORR. s·1 R. -PSI TIME TESTED REMARKS: COMPLIESu X BREAK TYPE A: X B: . . . . . . . . . . " . . . . . i:'./9 6X1.2 ;:~a·. 27 99500 3519 Cl 74, I,.. • .., . . . . . . . . . : ~3;-i:: ff 3/2 . . . 6X12 : 6X12 28.27 . 28.27 . . . 137t2t!Zt0 :: 1 L~6t211znz1 " . L~84-5 . 5:l6L~ . . . .. . .. . . . . . . . . . . . C192, C470, C617, C42 DOES NOT COMPLY: D:· E: : . " . . . : . . . . . : . . . . . . . u . . THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROUAL OF SITI SAMPLES CAST BY OTHERS: ,--uLL Y SUBMITTED -INSPECTION AND TESTING OSCf-)R D. ANDRES LAB. MANr--iGER ASTM C39 BfxEAKS A= cone B= cone and split C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 714-526-8441 Fax-310-946-0026 ============~===~=======-===-==========--=====-================-:================ F.IELD DATA ON TEST SPECIMENS ASTM C31, C13B, C143, C1721 C173, C231, C1064 --- CONCRETE: X ijROUT: MORTAR: SHOTCRETE: CORES: GUNITE~ ADDF~ESS: 2H58 LO~ER EAST; CARLSBAD Ct='! JOB 4:!:: 8363 DATE: 3/ 15/99 JOB NAME: CARLSBAD BUSINESS PARK PERMIT#: 781764 ISSUED av: CARLSBAD ARCHITECT: PRECAST WALL PANELS ENGINEER; ROBERT D. SHEIBEL SE CONTRACTOR: KAJIMA CONSTRUCTION SUB CONTRACTOR: JAMES D. CAMPBELL LOCATION IN STriUCTURE: PANEL 2!.} PRECAST t4ALL P!=INEL -------------------------------------------------------------------------------- CONCRETE SLJPPL.IEr-x: ESCONDIDO PLANT: MIX *~: 356 p TYPE OF CEMENT: II ADMIXTURE: POZZ TICKET ~*: 393762 SLUMP: Lt,11 l•Jt'.=ll"Eli ADDED: m:R TEMPll 55 CONCRETE TEMP; 6121 MIXING TIME: \SJZI MIN. TIME CAST: 7:1210 i:1M DATE CAST: 2/10/99 RECEIVED AT urn; .?./ 11 /99 _______________ ,. ___ .. ________ ., ____ ,.. __ ,_ .......... _, ..... __ .. ______ .,_,,,.._ .. , __ ,. ___ .. _,, __ .. _..... _...,._,._ .. ___ ....... _ .......... _ .. ___ .. .._ ____ .. _____ -.:, .... _ .. __ .... _ SPECIMENS MADE BY: JOHN WIRTZ SPECIFIED PSI: 3000 FI~LD IDENTIFICATION A B C D I. E F LAB IDENTIFICATION . : 901168 : 901168 : 901168 : ----------------------1· --------1---------1---------1--------1--------1-------- AGE DAYS : 7 : 28 : 28 : : DATE TESTED : 2/17 3/10 : 3/10 : · : : SIZE-IN. : 6X12' : 6X12 : 6X12 : AREA-SQ.IN : 28.27 : 28.27 28.27 CRUSH LOAD-LBS : 92000 : 130000 : 139000 : 4916 COMP-Sn~. --PSI. . 32!54 . 4598 . . . . l H/D . :: . CORli FHCTOR . A . . COR.R. STR. ·-PSI . . .. ., . " TXME TESTED . . . . . . . . " . . ------------------------------------------------------------------------------ASTM C39, COMPLIES: X BREAK TYPE A: X B~ Ci 74, C: C192, C470, C617, C42 DOES NOT COMPLY: D: . E: THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI LY SUBMITTED AND TESTING SAMPLES CAST BY OTHERS: ASTM C39 BREt1KS A= cone B= cone and split C= c:-one D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 310-941 ·-·2990 714-526-8441 Fax-310-946-0026 ==============================================================================~= FI ELD DATC-~ ON TE'ST SPEC I MENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETEg CORES: GUNITE: ADDRESS: 2858 LO~H EAST, CARLSBAD CA JOB ~*: 83€-:,3 DATE: 3/ 15/99 JOB "NAME: CARLSBAD BUSINESS PARK PERMIT#: 781764 ISSUED BY: CARLSBAD ARCHITECT: WARES MALCOMB ENGINEER: ROBERT D. SHEIBEL SE . CONTRACTOR: KAJIMA CONSTRUCTION SUB CONTRACTOR: JAMES D. CAMPBELL -------------------------------------------------------.------------------------ LO CAT I ON IN STRUCTURE : PANEL 66 A-·H P RECAST l...JALL Pr=~NEL CONCRETE SUPPLIER: ESCONDIDO PLANT: MISSION RD. TYPE OF CEMENT: II ADMIXTURE: POZZ SLUMP.: Lr-" L.JATEFc ADDED: MIX *!'IT 356 P TI C~ZET fi:: 388128 AIR TEMP: !58 CONCRETE TEMP: 62 MIXING TIME: 60 TIME CAST: 11:15 AM DATE CAST: 2/10/99 SPECIMENS MADE BY: JOHN WIRTZ FIELD IDENTIFICATION B . RECEIVED AT LAB: 2/11/99 SPECIFIED PSI: 3000 C D E LAB IDENTIFICATION : 901170 : 901170 : 901170 : : F ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS : 7 :: 28 : 28 : : DATI~ TESTED : 2/17 : 3/10 3/10 : : SIZE-IN. : 6X12 : 6X12 : 6X12 : AliEA-·SCi1. IN n 28.27 . CRUSH LOAD-·LBS . 8LHZIIZHZI . COMP· .. ·ST R. ···PS I . . 2':371 . I HID . . CORR Ff.=ICTOR : COl~R. STR. -PSI TIME TESTED : .i;~8. 27 n . . . . . 114-500 . . . " . . " .. . " . . . .. . u . . = i.~8. 27 :L2001Zr,Z1 i.}i2'+'t . . . . . . u . . . : . . ____ .,, ________ ,,,_ _______ .. , _____ .. ___ ,._ .. ____ .. __ ..... _, ___ .. _, .. ____ ,._.,_ .. ______ .... , ... ____ ,._ . ,,_ .. __ ,.._..__., ____ .. _ .. _ ..... _ .. , .... _.,_·---·--·---· ----------------------------------------------------------------------------ASTM C39, Ci 74, COMPLIES: X BREAK TYPE A: X s·: C; C192, C470, C617, C42 DOES NOT COMPLY: D: ·=. ~-. ____ ,. _______________ ,. __ .,. .. _____ ,.._., _________________________________ ,. ____ , ___ ...... _ .. __ .., __ , ___ ,.., ..... __ ,._ THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROUAL OF SITI SAMPLES CAST BY OTHERS: .. =uLL Y SUBMITTED INSPECTION AND TESTING OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and split C= cone D= shear E= columnar SOUTHl.JEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 31 IZJ-9L1-1 ·-i2990 714-526-8441 Fax-310-946-0026 =======================-=============~-===============-=======-===-~==-·-======-- FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE~ ADDRESS: 2858 L01KER EAST, CARLSBAD CA J'OB :!=!:: 8363 DATE: 3ii5/9'3 JOB NAME: CARLSBAD BUSINESS PARK PERMIT#: 781764 ISSUED BY: CARLSBAD ARCHITECT: L.JARES & MALCOMB ENGINEER: !~OBERT D. SHEIBEL SE CONTR~)CTOR: K~UIMA CONSTRUCTION SUB CONTRP1CTOF~: JAMES D,. CAMPBf::::LL LOCATION IN STRUCTURE: BLDG. 19 PRECAST WALL PANEL CONCRETE SUPPLIER: ESCONDIDO PLANT: MISSION RD. TYPE OF CEMENT: II ADMIXTURE: POZZ SLUMP: L~ 11 . WATEJx ADDED ~ MIX :r-!:: 356 P TI Ct<ET ~*: :--59~~80-'~ t~IR TEMP: 58 CONCRETE TEMP~ 60 MIXING TIME: 60 MIN. TIME CAST: 9:10 AM ------------------------------------------------------------------------------- DATE CAST: 2/10/99 SPECIMENS MADE BY: JOHN WIRTZ FIELD IDENTIFICATION R~CEIVED AT LAB: 2/11/99 SPECIFIED PSI: 3000 C n E F ---.. --... --·-·------... -----... -.. --·----·--·--·-.. --.... -------··-·-------·-··---.. -·--------·---· .. -...... , ___ , __ .,..., __ ...-.. ___ , ___ .,_ LAB IDENTIFICATION : 901169 : 901169 : 901169 : : ----------------------1---------1---------1---------1--------1--------1--. ____ _ AGE DAYS . : 7 : 28 :: 2B : : : DATE TESTED : 2/17 : 3/10 : 3/i!Zt = : : SIZE-IN. : 6X12 : 6X12 ~ 6X12 : : AREA-SQ.IN : 28.27 28.27 : 28.27 I CRUSH LOAD-·LBS : 79501Zl : 1285,Zt!Zt : 13651ZnZ1 : 4-828 COIYll='·-STR. -PSI. X 2812 . Li-545 . . . . I HID : a " . . cm=rn FAC1"0R u . . . COl~m. STR. -PSI . . " . . u TIME TESTED . :: : . . . . a . . ·-----' ______ .. _______________ ., _____________ .,_ -_______ .. ___ , ____ .. _ .. __ .. ____ .. , .. ________ .. ____________ _ REMARKS: --·----,-.--~-----.. --------------------------·--·----.. ----... --....... _____________________ ,.. _____ ., __ ., __ _ ASTM C39, COMPLIES: X BREAK TYPE A: X B: Ci 74-, C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: -----..... --.. ---.. -------·-----........... ., ____ .,_ .. _ .. _____ ... -----·--.. -----· .. ---------------------....... _____ .. _____ .. __ _ THIS REPQRT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROUAL OF $ITI ------------------------------------------------------------------------------- SAMPLES CAST BY OTHERS: ---.J....,,~~::;:>-'~:;::·~-~ osc~rn D. ANDRES LAB. MAl\lt~GE R ASTM c2;9 BHEAHS A= cone B= cone and split C= cone D= shear E= columnar ' SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A 311Z1-941-2'391Z1 -Santa Fe Springs, CA 90670 714--526-84,Lf 1 F ./..=tX·-31 IZl·-·94-6-0026 ' ======================================== ======================================· FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS·: 2858 LQl·{ER AVE. EAST, CARLSBAD JOB :!:~: 8363 DC:ITE: 3/ 16/99 JOB NAME: CARLSBAD BUSINESS PARK PERMIT#: 781764 ISSUED BY: CARLSBAD ARCHITECT: WARE & MALCOMB ENGINEER: ROBERTD. SHRIBEL ~ =~~:-~~~=~~~-:--~~=:~~--=~~=~: _________________ :~~--=~~~~~=~~~~--=~~~=:-~:-=~~:~~===·-------------- LOCATION IN STRUCTURE: PAI\IEL 13 PRECAST WALL PANEL CONCRETE SUPPLIER: ESCONDIDO PLANT: MISSION AVE. MIX #: 356 p TYPE OF CEMENT: I I ADMIXTURE: POZZ TICKET #: 388141. SLUMP: 4 1/411 l.JATER CONCRETE TEMP: 57 MIX INC:i DATE CAST: 2/11/99 SPECIMENS MADE BY: JOHN WIRTZ FIELD IDENTIFICATION A ADDED: TIME: 60 B AIi~ TEMP: 5Lf MIN. TIME CAST:: 6:20 RECEIVED AT LAB: 2/15/99 SPECIFIED PSI: 3000 C D E LAB IDENTIFICATION : 9011.71. : 901.1.71 : 901171 : : ~)IV! F -·······----····---·-·-···---------·----·-I ·--·----·--·--I ---·-------I -·---·-------I -·-----·-·-··· l -----·-------·-I ·-·--····-·--··· AGE DAYS : 7 : 28 : 28 : : DATE TESTED : 2/18 3/11 3/11 : : : SIZE·-:IN.. : 6X1.2 : 6X12 : 6X12 : : : AREA-SQ.IN : 28.27 : 28.27 : 28.27 : : : CRUSH LOAD-LBS : 74500 : 113000 : 118000 : : COMP-STR.-PSI. : 2635 : 3997 : 4173 : : : I H/0 : : g : · : : CORR FACTOR : : : : : : CORR. STR. -PSI : : : : : : TIME TESTED : : : : : REMARl-<S: COMPLIES: X BREA!-< TYPE ASTM C39, A: X B: C: C192, C470, C617, DOES NOT COMPLY: D: E: THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI ---------------------ry------~--------------------------------------------------- SAMPLES CAST BY OTHERS: OSCAR D. ANDRES LAB. -MANAGER ASTM C39 B REAf{S A= cone B= cone and split C= cone AND TESTING D= shear E= columnar I I ,1 I -I I SOUTHWEST INSPECTION AND TESTING 1NC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 714-526--·84L} :l F aI<·-311Z1-9Lt-6-IZIIZ126 -~=~===~====-=================================================================== FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE~ ADDRESS: 2858 LQKER AVE. EAST, CARLSBAD JOB ~*= 8363 DATE: 3/16/99 JOB NAME: CARLSBAD BUSINESS PARK PERMIT#: 781764 ISSUED BY: CARLSBAD ARCHITECT: WARE & MALCOMB ENGINEER: ROBERTD. SHRIBEL ~ =~~~~~~=~~~~--~=~::~~---=~~=~:--·-----·-·--·--=~~-=~~:~~=~~~~-:~~==--~:-=~~~~!~==·----···-----LOCATION IN STRUCTURE: PANEL 8 PRECAST WALL PANEL ---.. -~----------------.. -----~---.. ------· ..... --------·-"··-----.. ------.. ------------... -----·----·-----.. -------- CONCRETE ~3UPPLIER: ESCONDIDO PLANT: MISSION AVE. IYIIX :~1: :: 356 p TYPE OF CEMENT: II ADMIXTURE: POZZ TIC~{ET ~*: 388151 SLUMP: 4" Wt=lTER ADDED: AIR TEMP: 57 CONCRETE TEMP: EA M'IXING TIME: E,IZI MIN. TIME CAST: 7:37-AM DATE CAST: 2/11/99 RECEIVED AT LAB: 2/15/99 SPECIMENS MADE BY: JOHN WIRTZ SPECIFIED PSI: 3000 FIELD IDENTIFICATION A B C D E F LAB IDENTIFICATION : 901172 : 901172 : 901172 : : : ----------------------1---------1---------1---------1--------1--------1------:-AGE DAYS : 7 : 28 : 28 : ~ DATE TESTED : 2/18 : 3/11 : 3/11 : : SIZE-IN. : GX12 : 6X12 : GX12 : AREA-SQ. IN : 28.27 : 28.27 28.27 : : : CRUSH LOAD-LBS : 78000 : 127500 ~ 121500 : : COMP·-ST R. -·PS I • n i:t759 . I H/D a " CORR FACTOR . . CORR. STR. -PSI a . TIME TESTED REMARKS: ASTM C39, COMPLIES: X BREAK TYPE A: X B: C174·, C: . . . .. " . n . .!~!:;12)'3 4-297 . . . . . . . . . a n n C192, C470, C617, C42 DOES NOT COMPLY: D:. E: . . . . . . . . . . . u .. . THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: OSCAR D. b)NDRES LAB. MAN,~GE R ASTM C39 BREAl{S A= cone B= cone and split C=--= cone TESTING D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 714--526"-SL}.t.1, :t F ax-311zi-91,i.fr··li.'IIZt26 . . =-~=================================================================-=========== FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064·--- CONCRETE: X GROUT; MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2858 L~KER AVE. EAST, CARLSBAD JOB#: 8363 DATE: 3/16/99 ,JOB NAME: CARLSBAD BUSINESS PA'RK PERMIT #: 781764 ISSUED BY: CAHLSBtm ARCHITECT: WARE & MALCOMB ENGINEER: ROBERTO. SHRIBEL tONTRACTOR: KAJIMA CONST. SUB CONTRACTOR: JAMES D. CAMPBELL ..... _.., _______ .. _____ .... ____ ,. ____ ..... _ .. , ..... ----·---------... --.. '" .. _________ ,.. ________ ' --------------·----.. --.. ----.. ---- LOCATION IN STRUCTURE: PANEL 65 PRECAST WALL PANEL -----------------------·----------------·------------------------·,---------------CONCRETE SUPPLIER: ESCONDIDO PLANT: MISSION AVE. TYPE OF CEMENT: II ADMIXTURE: POZZ SLUMP: 4-11 t.JATER ADDED: MIX#: 356 P T ICt<ET #: 388171Zt r~I R TEMP: 58 CONCRETE TEM~: 68 MIXING TIME: 60 MIN.· · TIME CAST: 10:25 AM ------------------------------------------------------------------------------- DATE CAST: 2/11/99 RECEIVED AT LAB: 2/15/99 SPECIMENS MADE BY: JOHN WIRTZ SPECIFIED PSI: 3000 FIELD IDENTIFICATION A B C D E F LAB IDENTIFICATION : 901173 : 901173 : 901173 : .: -----------. ---------1---------1---------1---------1--------1--------1-------- AGE DAYS : 7 : 28 : 28 : : : DATE TESTED 3/ 11 : : : . 2/1.8 u 3/11 . . SIZE-IN. 6X12 : : : . 6X12 " 6X12 . . . . AREA-SQ.IN 28.27 : : : . 28.27 : i:~8. 27 n . . CRUSH LOAD-LBS 144000 : : . 951ZllZltZI = 1360tZIIZt . . . COMP-STR. -·PSI. I H/D cor~R FACTOR CORR. STR. -PSI TIME TESTED : . . . . . . . . 3~36121 . . :l . . . . . . t~81 (~ . . . . . . . . 5093 . . . . n . --·-··· , ______ .. _, ___ ... " ___ .. __ . _______________ .,. ... _____________ ... _.., .. ___________ ,. ________ .. _ .. ____ .. , .. ____ ...,.._ .. _ .. _, ______ _ REMARl<S: ------------------------------------------------------------------------------ASTM C39, C174, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: THIS REPORT SHALL. NOT BE REPRODUCED, EXCEPT IN FULL t.JITHOUT THE APR.OVAL OF SITI SAMPLES CAST BY OTHERS: LLY SUBMITTED INSPECTION AND TESTING -.:.....-~rtY,.::;..;~~ OSCAR D. ANDl~ES LAB.. MAN(-=!GE R ASTM C39 BREAKS A= cone B= cone and split C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe SpringJ, CA 90670 714-526-8441 Fax-562-946-0026 =======================-======================================================== FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C1721 C173? C231, C1064 --- CONCRETE~ X GROUT: . MORTAR: -SHOTCRETE: CORES: GUNITE~ ADDRESS: 2858 LOKER AVE. EAST JOB NAME: CARLSBAD BUSS.PARK ARCHITECT: WARR & MALCOMB CONTRACTOR: KAJIMA CONST JOB#: 8363 PERMIT *~: 781764 ENGINEER: ROBERT D. SUB CONTRACTOR: J.D LOCATION IN STRUCTURE: PANEL 54 PRECAST WALL PANEL CONCRETE SUPPL I El~: ESCONDIDO PLANT: MISS. AVE. TYPE OF CEMENT: II ADMIXTURE: POZZ SLUMP: L} II WATEF~ ADDED: 0 D~lTE: ISSUED BY: SHEIBEL C1'.:\MPBELL MIX ~(:: 3/24-/';;,9 CARLSBAD TICKET #: 388256 AIR TEMP: L}L} CONCRETE TEMP: 5L1. MIXING TIME: 6121 MIN TIME CAST: E,; '215 am COMPRESSION TESTING MACHINE USED! . : f~IEHLE . :: BRA I NA RD-+< I LMAN . . DATE CAST: 2/15/99 SPECIMENS MADE BY: JOHN WIRTZ FIELD IDENTIFICATION A B LAB IDENTIFICATION . 91211179 : 901179 . . . RECEIVED AT LA~: 2/16(99 SPECIFIED PSI: 3000 C D E 90117':3 : F . . ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS . 7 . 28 28 : . . . • . . DATE TESTED . 2/22 . 3/1:5 : 3/15 : " . . . . . SIZE-IN. . 6X12 6X12 6X1;:: . . . . . AREA-SG!. IN . 28.27 2a. f:.:7 28.27 . " . . . . " CRUSH LOAD-LBS . 9IZIIZ101ZI . 13950121 : 130500 . . : . . . . CQMP-STR. -PSI. . 3183 . 4-92A . 4-615 . u . . . . u n . I H/D . . . . . : . . . . . CORR FACTOR . . . . . . n . CORR. STR. -PSI . : : . . . . " . " TIME TESTED . . . " u . . . . . u . _ .... --.-....... ,.. ______ .. ____ ,. ___________ , __ .. ____ .. _____ , ____ .. ___ , ___ .. _____ ,_ .... _____ .. ____ .. ___ ._, ...... ___. __ , .... _, _________ _ COMPLIES: X BREAK·TYPE ASTM C3'"9, A: X B: Ci 7L}, C: C192, CL~70, CE.17, DOES NOT COMPLY: D: E: C42 THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: 1ECl -LY SUBM :C TTED o~i~:=T I ON AND TEST ING OSCAR D. (:.)NDRES U=IB. MANAGER ASTM C.39 BREAKS A= cone B= cone and split C= cone D=shear E=columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 , 562-9•41-2990 714-526-8441 Fax-562-946-0026 :=:::::::::=========:==========-==::::::::======================-=======-====-========================= FIELD DATA ON TEST SPECIMENS, ASTM C31, C138, Ci43, C172, C173~ C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE~ ADDRESS~ 2858 LOKER AVE. EAST JOB NAME: CARLSBAD l3USS .. PAHI-< ARCHITECT: WARR & MALCOMB CONTRACTOR: KAJIMA CONST JOB tl: 8363 PERMIT#: 781764 ENGINEER: ROBERT D. SUB CONTRACTOR: J.D DATE: ISSUED BY: 3/i.~4-/99 CARLSBAD SHEIBEL CAMPBELL -------------------------------------------------------------------------------LOCATION IN STRUCTURE: PANEL 63 PRECAST WALL PANEL CONCRETE SUPPLIER: ESCONDIDO PLANT: MISS·. AVE. MIX ~:f= ~ 356 p TYPE OF CEMENT: II ADMIXTURE: POZZ TICKET #: 388285 SLUMP: L} u .WATER ADDED: 121 AIR TEMP: 69 CONCRETE TEMPfi 60 MIXING TIME: 60 MIN TIME CAST: 1rzr:10 AM COMPRESSION TESTING MACHINE USED! . : f~IEHLE :: B l~A I NA RD·-1-< I LMAN . DATE CAST: 2/15/99 RECEIVED AT LAB: 2/16/99 ------------------------------------------------------------------------------SPECIMENS MADE BY: JOHN WIRTZ SPECIFIED PSI: 3000 FIELD IDENTIFICATION A B C· D E F --------------------~------. ----------------------------------. ----------------LAB IDENTIFICATION : 901181 : 90118.1 : 901181 : : i: ----------.-----------1---------1---------1---------1--------1--------1--------(.:tGE DAYS : 7 : ~::8 : 28 : DATE TESTED 2/22 3/15 3/15 : SIZE-IN. : 6X12 : 6X12 : 6X12 AREA-SQ.IN : 28.27 28.27 : 28.27 . . CRUSH LOAD-LBS. : 91000 135000 143000 : COMP-STR.-PSI. : 3218 : 4775 5058 l H/D : : CORR FACTOR CORR. STR. -PSI TIME TESTED REMARKS: ,. . . " ----------------------------------------------------------------------------- COMPLIES: X BREAK TYPE ASTM C39, A: X B: Cl 7L1--, C: C192, C470, C617? DOES NOT COMPLY: D: E:- THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI --.--------------------------------------------------------------------------- SAMPLES CAST BY OTHERS: ) -..:i......~~.~ OSCAR D. ANDRES LAB. MANAGER t~STM C39 EIREAl-{S A= cone B= cone and split C= cone E==c:-olumnar SOUTHWEST INSPECTION AND TESTING INC. 10826 s. Norwalk #A Santa F~ Springs, CA 90670 , 562·-9/.~ 1 ·-299121 714-526-8441 Fax-562-946-0026 ::::::::::::::::::::::::::::::===:::::!:".::=::======~::-======--,-==========--:===================--====-=---=---===-N-------::::.-.. ----... -- CONCRETE: X ASTM c;31, GROUT: FIELD DATA ON TEST SPECIMENS C138, C14·3, MORTAR: C172~, C173, SHOTCRETE: C231, Cl064 --- CORES: GUNITE: ADDRESS: 2858 LOKER AVE. EAST JOB NAME: CARLSBAD BUSS.PARK ARCHITECT: WARR & MALCOMB CONTRACTOR: KAJIMA CONST JOB#: 8363 DATE: 3/24/99 PERMIT#: 781764 ISSUED BY: CARLSBAD ENGINEER: ROBERT D. SHEIBEL SUB CONTRACTOR: J.D .CAMPBELL LOCATION IN STRUCTURE: PANEL 60 PRECAST WALL PANEL CONCRE1E SUPPLIER: ESCONDIDO PLANT: MISS. AVE. TYPE OF CEMENT: II ADMIXTURE: POZZ SLUMP: t.1.11 WATER ADDED: ,Z1 CONCRETE TEMP~ 58 MIXING TIME: 60 MIN MI X :ft-: 3!56 P l"ICKET :M:: 388273 AIR TEMP: 5,2 TIME CAST: 8:15 AM COMPRESSION TESTING MACHINE USED! DATE CAST: 2/15/99 : : RIEHL.E : BRA I NARD-I-< I LMAN RECEIVED AT LAB: 2/16/99 -----------------------------------------------------------------------------SPECIMENS MADE BYt JOHN WIRTZ FIELD IDENTIFICATION B C SPECIFIED PSI: 3000 D E LAB IDENTIFICATION : 901180 : 901180 : 901180 : : ~ F ----------------------1---------1---------1---~-----1--------1--------1--------AGE DAYS 7 : 28 n 28 : : DATE TESTED : 2/22 : 3/15 : 3/15 : : SIZE-IN. . GXH:'. . 6X12 . 6X12 : . . . . . AREA-SQ.IN . 28.Z7 28a27 28.27 . " . • . " . CRUSH LOAD-LBS . 80500 . 12450121 . 1 i.7IZIIZl0 . . . . . . . . " COMP-STR. -PSI. . 28L~7 4403 . 4138 . . . n I H/D . . . . . . . . . . . u CORR FACTOR .. . . . . . . . . " u . CORR. STR. -PSI . . . . . . . . . . TIME TESTED : : . . . . " . REMARKS: -------------------------------------------------• L---------------------------ASTM C39, COMPLIES: X BREAK TYPE A: X B: Cl 74, C: C192, C470, C617, C42 DOES NOT COMPLY: D: E,: THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: SPEC -LLY SUBMITTED SOUT .. INSPECTION AND TESTING , .. M_;),.,-,, .__,-e-~~ oscr-rn D. ANDRES LAB. MANAGER ASTM C39 BREAl-\8 A= cone B= cone and split C= cone D=shear E::::co 11.1mnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 31121-94· 1-2"390 714-526-8441 Fax-310-946-0026 , --===----==...:=--==-=---===--====--====--===--===----===--==----=------.. -----.. --------- FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MOl~TAI~: SHOTCRETE: CORES: GUNITE: ADDRESS: 2858 LOKER AVE. E., CARLSBAD JOB-#: 8363 DATE: 3/24/99 JOB NAME: CARLSBAD BUSINESS PARK. PERMIT#: 781764 ISSUED BY: CARLSBAD ARCHITECT: WARELAND MALCOMB ENGINEER: ROBERT D. SHRIBLE CONTRACTOR: KAJIMA CONSTRUCTION SUB CONTRACTOR: JAMES D. CAMPBELL CONC. ------------------------------------------------------------------------------ LOCATION IN STRUCTURE: PANEL Lr9 PRECAST ltJALL PANEL -------------------------------------------------------------------------------- CONCRETE SUPPLIER: ESCONDIDO· PLANT: MISSION (.%VE. M:CX *f: 356P TYPE OF CEMENT·: II ADMIXTURE: POZZ TIC•<ET :(:I: : 388357 SLUMP: 4.11 ltJATER ADDED: AIR TEMP: 71 CONCRETE TEMP: 58 MIXING TIME: 60 MIN. TIME CAST: 8:35 DATE CAST: 2/17/99 RECEIVED AT LAB: 2/18/99 ------------------------------------------------------------------------------- SPECIMENS MADE BY: JOHN WIRTZ SPECIFIED PSI: 3000 ------------------------------------------------------------------------------- FIELD IDENTIFICATION A B C D E F -----------------------------------------------·------------------------------LAB IDENTIFICATION : 901268 : 901268 : 901268 : : : ----------------------1---------1---------1---------1--------1--------1-------- AGE PAYS : 7 : 28 . : 28 : : : DATE TESTED : 2/24 : 3/17 : 3/17 : : SIZE-IN. : 6X12 6X12 6X12 : : AREA-SQ.IN : 28.27 : 28.27 : 28.27 : CRUSH LOAD-LBS : 85500 : 131500 : 139000 : : COl'r1P··-·ST R. -PS I. : 30i:~L} L}65:l 5916 . . ~ . . I H/D . . . : . . . CORI~ FACTOR . . . . . . . . . . . . CORR. STR. -PSI . . . . . . . . . . TIME TESTED . . . . . . . . . REMARKS: ------------------------------------------------------------------------------ASTM C39,1 COMPLIES: X BREAK TYPE A: X B: C174, C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI ------------------------------------------------------------------------------ SAMPLES CAST BY OTHERS: ASTM C39 Bf~EAl{S A= cone B= cone and split C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 310-94-1-··2"390 714-526-8441 Fax-310-946-0026 .. ================================================================================= FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C1~3, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: ·coRES: GUNITE: ADDRESS: 2858 LOKER AVE. E. , CARLSt\?-)D JOB #: 8363 DATE: -3/2.l}/99 JOB Nt:tME: CARLSBf:tD BUSINESS PARI-{ PEl~MIT :J:l::. 7817EA ISSUED BY: CARLSBAD ARCHITECT: WARELAND MALCOMB ENGINEER: ROBERT D. SHRIBLE CONTRACTOR: KfUIMA CONSTRUCTION SUB CONTRACTOR: J(.::iMES D. CAMPBE:LL. CONC. LOCATION IN STRUCTURE: PANEL 44 PRECAST WALL PANEL _ .. ____ .. __ .. ___ .,.... .. , .. -... --.. --------------·-.. ----------------------.,-----------------·-----------------------. ----- CONCRETE SUPPLIER: ESCONQIDO PLANT: MISSION AVE. -TYPE OF CEMENT: II ADMIXTURE: POZZ SLUMP:. I.} 11 WATER ADDED: 10 CONCRETE TEMP: 59 MIXING.TIME: 60 MIN. MIX *~: 356P TICKET#: 388364' AIR TEMP: 71 TIME CAST: 9:40 AM DATE Cf-)ST: 2/ 17 /':39 SPEC1MENS MADE BY: JOHN WIRTZ RECEIVED AT LAB: 2/16"/'39 SPECIFIED PSI: 3000. -------------------------------------------------------------------------------FIELD IDENTIFICATION A B C D E F --------------·-----------------~-------------------· --------------------------LAB IDENTIFICATION : 901269 : 901269 : 901269 : : ----------------------,----~ ---1, --------,-~-------1--------1--------1-------- AGE DAYS : 7 : i:!8 -: 28 : : DATE TESTED : 2/24 · : 3/ 1 7 : 3/ 1 7 : : SIZE-IN. : 6X12 : 6X12 : 6X12 : AREA-SQ.IN : 26.27 : 28.27 28.27 : CRUSH LOAD-LBS : 96000 : 136000 : 144500 : COMP-STR.-PSI. : 3396 4810 : 5111 I HID : : : CORR FACTOR : : : CORR. STR. -PSI : : : TIME TESTED : : REMARKS: . . n . --------------------------------------------------------------~-------------ASTM C39, COMPLIES: X BREAK TYPE A: X B: Cl 74-, C: C192, C470, C61~, C42 DOES NOT COMPLY: D: E·: TI~IS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: ~~~-~LILLY SUBMITTED -S~ INSPECTION AND TESTING OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREA~<S A= cone B= cone and split C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 ~J. IZt·-941-299121 714-526-8441 F ax·-310--9L~6·-00i::'.6 ===============================================================================~ FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2H58 LOKER AVE. E. , CARLSBAD JOB #: 8363 DATE: 3/2L1./99 JOB NAME: CARLSBAD BUSINESS PARK PERMIT#: 781764 ISSUED BY: CARLSBAD ARCHITECT: WARELAND MALCOMB ENGINEER: ROBERT D. SHRIBLE CONTRACTOR: KAJIMA CONSTRUCTION SUB CONTRACTOR: JAMES D. CAMPBELL CONC. ------------------------------------------------------·------------------------ LOCATION IN STRUCTURE: PANEL 52 Pf~ECAST WALL PANEL ------------------------------------------------------------------------------CONCRETE SUPPLIER: ESCONDIDO PLANT: TYPE OF CEMENT: II ADMIXTURE: SLUMP: /.} 1 /I.}" WATER ADDED: CONCRETE TEMP: 58 MIXING TIME: DATE CAST: 2/17/99 SPECIMENS MADE BY: JOHN WIRTZ FIELD IDENTIFICATION A B MISSIOI\I ~WE. MIX :I=!: : 356P POZZ TICt-<ET :M:: 3B83Li-3 l.121 60 AIR TEMP: 51 MIN TIME CAST: 6: 15 RECEIVED AT LAB: 2/18/99 SPECIFIED PSI: 3000 C D E AM F ------------------------------------------------------------------------------- LAB IDENTIFICATION : 901267 : 901267 : 901267 : ····-···-·--·-·-·--·-·--·-·---·-·-·-·-·-I---····-·----I--··--------I-····--·-·---·-I --·-·-·--··--1 ·----··--·--I·---···---- AGE DAYS : 7 : 28 : 28 : : : DATE TESTED 3/17 : : : 2/i:~4 . 3/17 . SIZE-IN. 6X12 : : : . 6X12 : 6X12 . . . AREA-SQ.IN 28.27 : : : . 28.27 . i:!8. 27 n . . . CRUSH LOAD-LBS 130500 : : : .. 9121000 . 13850121 . . . . COMP-STR.-PSI. 4615 : : : 3183 . L~898 . I H/D : . . : . . CORR FACTOR : : : . . . . CORR. STR. -PSI : : . . . . . . TIME TESTED : . . . . . . REMARKS: ----"----.. -~--___ ..... ___ , ___ .. ______________________ ,. ____ ., ________ ,., _______ .,. ... _, ___________________ .. _.., .. ____ _ COMPLIES: X BF~EAK TYPE ASTM C39, A: X B: C: . C192, C470, C6l.7, DOES NOT COMPLY: D: E: THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: ~~=,·FULLY SUBMITTED T INSPECTION AND TESTING ---...i.....~~:~~ OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and split C=· cone D= shear E= columnar t Southwest Inspection and Testing, Inc. > 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 DS (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 \ ~~'."""'.'""'.~---r-------. -. REGISTERED INSPECTORS'$ DAILY REPORT i·s 0 Structural Steel Assembly 0 Fire Proofing 0 Asphalt 0 Quality Control O Other Architect ,?(/ ,4 .I?£. ;/N'.D ~L (cJM..8 wzls 6 l T/:/Ro oc-# INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. ::;? / (7 ,,.., 1 / INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF -"7 V 6 L-'..:;I. TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS a~ / 3-o All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum, WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. i ~: -v ·1"? ·t./¥? ·,,, 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 1 1/ VI? r__'0. (562) 941-2990 • (714) 526-8441 • Fax (562) 946-002r:-6:-:-::=--:-:--:-:-----r~------:.-' , Date REGISTERED INSPECTORS'S DAILY REPORT c:?- TYPE OF INSPECTION REQUIRED Job Address lnspector(s) Name TYPE OF SAMPLE. SLUMP D Structural Steel Assembly D Are Proofing D Asphalt Subcontractor TESTS PERFORMED D Quality Control D Other ,P~£-"..2NSP.£C77Z> QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE SPECIALTY NO. AGENCn # /j /C,6cJ· /.S07'. CONTINUED ON NEXT PAGE D PAGE OF 2 TIME IN TIME OUT REG. HOURS · :16.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any ins tion extending past noon hour will be an 8 hour minimum. WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY "t ~ ~ ~ Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT D Quality Control D Other TESTS PERFORMED ADDITIONAL REMARKS ON SAMPLES ' ,· INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. /J '\/ INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & !DENT: NO'S OF C, /, TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CONTINUED ON NEXT PAGE 0 PAGE / OF TIMEIN TIMEOUT REG. HOURS O.T. HOURS CYLINDERS (; tJP /30 ~D -q All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 SPECIALTY ho"'m;a;m,~ Approvedby , & .~-//-99 ~uperintendent -,-r /C~o ?"SON;;t; WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 .-::-:-:~-:-:-~---,------. REGISTERED INSPECTORS1S .DAILY REPORT TYPEOF .,,c,_; INSPECTION '-I /M REau1REo PotJ ~ lnspector(s) Nome 4t Reinforced Concrete D Post Tensioned Concrete D Reinforced Masonry D Structural Steel Assembly D Quality Control D Rre Proofing ~ ~ ~ D Asphalt · '-J77-/ /-tJO £. ~£ City TESTS PERFORMED QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES 8 INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, EST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. @ /::Z ,, CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE D PAGE ,..:} OF . I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED TIMEIN TIMEOUT REG. HOURS O.T. HOURS CYLINDERS All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum, Approvedby ~ fi .. //-f'f' . -~nt . NO. AGEN.,3/ / /C,e>e ~(J~ WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY \ ~outhwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION a Reinforced Concrete REQUIRED Pc?() R D Post Tensioned Concrete D Reinforced Masonry D Structural Steel Assembly D Fire Proofing D Asphalt Job Address Architect Engineer INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE 0 PAGE OF I HEREBY CERTIFYTHATI HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OFTHE ABOVE REPORTED TIMEIN TIMEOUT REG. HOURS 0.T. HOURS CYLINDERS 7ot. I 3--r:. P)c --4- '1,.11 inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. Approved by ~ c:2_-I~ -EJ' NO. _ jGENCY /C go /?.S-{!)-o/ I WHITE -OFFrCE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY S_outhwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 r:s:::-:w:-::::1T=-,.J;s>,,-:--:- 2 b-:-:-NN_9, --2--.-::--Da-te---~ REGISTERED INSPECTORS'$ DAILY REPORT %vho .:::2 ·/F 9 TYPE OF £-r, J INSPECTION / /7 REau1REo Po o/? lnspector(s) Name TYPE OF SAMPLE ~ Reinforced Concrete 0 Post T ens1oned Concrete D Reinforced Masonry CERTIFICATION OF COMPLIANCE D Structural Steel Assembly D Fire Proofing D Asphalt Architect Engineer Contractor CONTINUED ON NEXT PAGE D D Quality Control D Other PAGE / OF I HEREBY CERTIFYTHAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS r2. NATURE OF J!EiG~RED J!2'PECTDR U:C/N7-. tJb f>-/ d7J //d SPECIALTY NO. AGENCY / Cl3p. All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum, WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY Southwest Inspection and Testing, Inc. 28~ 45 ~ 1~ 11 · 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 , h 6 C // ~ i (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026~~{~~« :;: :~i Date REGISTERED INSPECTORS'S DAILY REPORT ~ -~ Architect Engineer Contractor ~ ~ ~~~=~~===.:...!.-l~-=.i:::===;;..a..:~::::;__.~~~__,;:.:.::~=-.:.-.::;.J.-J.~~;..==,,..1-l,,..W~~..q'......- ~ ~~~~~~~~ CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED I AGENCY l'<Q /~C.,-"-1 .. CONTINUED ON NEXT PAGE 0 PAGE OF TIME IN TIME OUT REG. HOURS O.T. HOURS CYLINDERS "<----------_-_ -__ -~=_:.:_ ~:.-:::._..=l:::::_.===I=---- All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. Appm,,dby ~ ~ -/S:. J'.'i' rojectSvperintendent WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY ~ l~~me~ 36 Southwest Inspection and Testing, Inc. · 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 City Permit No.//'/ 7 h 9 Issued By Architect TESTS PERFORMED lJ~ ~~t======:;:::::=====::;::=======::::;::===============I "-.J TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES \-;£ /NS,P, 7701'/ dF /JR.£ &1.J'T aJA L 7/NL J ,' K ~ II SIA '5013 L/9/3 //tA ~7A ~~A 4.5'.e .t/.L/.8 8-11.K HA/. Is Ca 1/~ ~G e:zo s .; # / ~.;6~ ~-~ ~ INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMA~KS, ETC. \ , /. ~ / ~ INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF .,lb 77-r 17Jd If, TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. t---. 1-===:~=====-~~..::..::;_:;~...:.:...::..:.:......:..:.:..:.:;;.:.....::...::...........::....::......::....:...:..:....:..:.:.:....:...:...~~..::....:..._:__..........:..___;_......:....:.. _________ -I ~ 1---'...A=~"'-L......L.,;.~~~~~6:::af==.L...........::::~=..;;...:!...-..£....!..;~=--=-==--~;...:__:.~=~-'--==~~=------1 ~ 1--------................................. =----==-=---------------............... --------........... ------------.... ~..µ=!::~~.L.::£..,!l!__~~~'=::LLLL..L..L.~~~~'.£..L..LL-.L.~~__.,_~£&:,~!::.....~:=£..:!..£.L.:.!=a.£::....~S:9~--1 TIMEIN TIMEOUT REG.HOURS O.T. HOURS CYLINDERS 700 ;? Jo ?,v ---er 'All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. SPECIALTY Approved by ~ NO. AGEN./ C.6 D WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY I ,. .:,u u,11 we~1 .1.Dspecnon and· .testing, Inc. 10826 South Nnn.usallr Rlytf Can+a fA Cn•:"n,....,. I"/\ onc70 • • •...,• •• --••• .... ..,.., W..-a I.... '-""f"I I 1::,~, '6r'I -.IVV ! ,,_ ~ I (552) 941-2990 • (714) 526-8441 • Fax {562i 946-0026 .. L ··-. . . ·-. REGiSiERED iNSPECTORS'S DAILY REPORT D Structural steel Assembly D Fire Proofing CJ Asphoit C Quality Control OOther Type ot StructurefJ ~ ,t/ /_ ~ / ·r~ i .r----//f L e',4 s r ,P'{//l LL /-1') N LL\.f Architect M£L ,I/I' LJ -/YJ.JL Com 13 4 I A -~ M~~'!Ptio~(t~. groqe.~t;? / e-:::::2 :,: :/lvSY/1"/ .rt tt:>/:S-0:7'/t~L:L tLJ {> /5-:J:l!.A/f Engineer ~ !J'fT LJ3#'£1/.!£l ~- I -:4.JI hl/1 (}L)dsv;((/07,cJJ SYN I 'li z;.,. 7lM?L5£Lt GA/e. TESTS PERFORMED I/PE OF SAMP-LE 0UANIII T IIV :>i:J AUUffiUNAL Rl:MARKS ON SAMPLES X /2. I/ 12' CONTINUED ON NEXT PAGE n PAGE / OF T!ME!N ._ .. ot> ;J./.. SPECiAtif NO. ?sci"¥.J·-/ : < AGENCY / eBo .: All inspections based on a minimum of 4 hours and over 4 hours -8 hour I minimu_~. In additiqn, any inspection extending past noon hour will be an 8 f I:::::~·~~ , l I P . ect Superintendent I SOUTHWEST INSPECTION AND TESTING INC. 10826 s. Norwalk #A Santa Fe Springs, CA 90670 562-941-2990 714-526-8441 Fax-562-946-0026 =------=-------------~--------------------=---------------=----~-----------~--=--FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 28::58 LOKER AVE. ·EAST JOB#: 8363 DATE: 1/20/99 JOB NAME::: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 981764 ISSUED BY: CARLSBAD ENGINEt:::R: SUB CONTRACTOR: JD CAMPBELL ---------------------------------------------~---------------------------------~ LOCATION IN STRUCTURE: FOUNDATIONS CONCRETE SUPPLIER: TYPE OF CEMENT: II SLUMP: 4" CONCRETE: TEMP,: 70 DATE CAST: ESCONDIDO R. M PLANT: !lt2 ADMIXTURE:::: .POZZ WATl:'.R ADDl:::D: 0 MIXING TIME: 35 MIN MIX f: 350 TICKET#: 243028 AIR TEMP: 74 TIME CAST: 10:30 RE:::CEIVED AT LAB: 12/18/98 -----------------~-~------------~---------------~-----------------~-----------~-SPECIMENS MAPE BY: SPECIFIED PSI: 2500 --------------------------~---------------------------------------------------~ FIELD IDENTIFICATION A B C D E I F LAB IDENTIFICATION : 812924 : 812924 : 812924 : : : ----------------------1---------1---------1---------1--------1--------1--~-----AGE DAYS : 7 : 28 : 28 : : : DATE TESTED : 12/24 : 1/14 : 1/14 : : : SIZE-IN. : 6X12 : 6X12 : 6X12 : : : AREA-SQ. IN : 28. 27 : 28. 27 : 28. 27 : : : CRUSH LOAD-LBS : 7 850f'lt : 121500 : 112000 : : : COMP-STR.-PSI. : 2776 : 4297 : 3961 : : : I" H/D : : : : : : CORR FACTOR : : : : : : CORR. STR. -i:1SI : : : : : : TIME TESTED : : : : : : ---~--------------------------------------------------------------------------- REMARKS: --------~--------------------------------------~------------------------------ASTM C39, C174.; COMPLIES: BREAK TYt-=1E A: B: C:· Cl92, C470, C617, C42 DOES NOT COMPLY: D: E: --------------------------------------------------------------------~--------~-THIS REPORT SHALL NOT BE REPRODUCED, EXCtPT IN FULL WITHOUT THE APROVAL OF SITI · SAMPLES CAST BY OTHERS: LLY SUBMITTED NSPECTION AND TE::STIN6 OSCAR D. ANDRES LAB. MANAGER ·ASTM C39 BREAKS -~ ,..; ~ A= cone B= cone and spli~ C= cone D= shear E= columnar j 1 8UUTHWE:8T INSPECTION AND TESTING INC. 10826 s. Norwalk #A Santa Fe Springs, CA 90670 562-941-299121 714-526-8441 Fax-562-946-0026 =======-======================================================================== FIE::LD DATA ON TEST St:-11:::CIMENS ASTM 831, C1J8, C143, C172, C173. C231, C10&4 --- CONCRETE::: X GROUT: MORTAR: SHOTCRE.TE: CORE.S: GUNITE::: ADDR,ESS: 2808 LOCl-<ER AVE. EAST JOB NAME.: GARLBAD i:•ALOMAR ARCHITECT: WAHE & MALCOMB CONTRA8TOR: KAJIMA JtJB #: 8363 Pt::::RMIT #: 9817&4 ENGINEER: DATE: 1 /29/99 ISSUED BY: CARLSBAD SUB CONTRA8TOR: J D CAMPBELL -----------------------------------------·-------------. -~----------------·-----LOCATION IN STRUCTURE: GRADE BEAM GRID 1-2 & B.8 -----------------------------------------------------------..:...--------------"":'"------- CONCRETE SUPt:-1LIER: ES(;CJNDIDO R.M PLANT: 01 MXX #: 35P TYPE OF CEMENT: II ADMIXTURE: POZZ 322N TICKE:T #: 114784 SLUMP: 4 1 /211 WATE:.R ADDED: 0 AIR TE:.MP: 45-6!::) CONCRETE TEMP: 7t"ZJ MIXING TIME: ::50 TIME CAST:: 3: 15 -----·-------------------------------------------------------------------------- DATE CAST: 12/28/~8 RECEIVED AT LAB: 12/30/98 ------------------,----------------------------------~-------------------------SPECIMENS MADE BY: DENNIS L GtJY SPECIFil:::D PSI: 2ollt0 FIELD IDENTIFICATION A B C D E F -------------------------------------------------------------------------------LAB IDENTIFICATION : 8132S1 : 8132~1 : 8132~1 : . : : ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS : 7 : 28 : i:::8 : : : DATE TEST~D : 1/11 : 1/2~ : 1/25 : : : SilE-IN. : &X12 : &X12 : &X12 : : : AREA-SQ.IN : 28.2'l 28.27 : 28.27 : : : CRUSH LOAD-LBS : 98tlltll~ .: 11401£10 : 118::::ifLttZI : : : COMP-STR.-PSI. : 34&6 : 4032 : 4191 : : : I H/D : : : : : : CORR FACTOR : : : : : : CORR. STR. -i:•SI : : : : : : TIME Tt::::SlED : : : : : : ______________________________________ , ---------------------------------------- REMARKS: ------------------------------------------------------------------------------ASTM C39, COMPLIES: X BREAK TYPE A: X B: C174, C: Cl 92, C47'?', C617, · C42 DUE::S NOT CUMPLY: D: Eu -------------------~-------------~---------------------------------------------THiS REPORT SHALL NUT BE REi:•RtJDUCED, EXC€PT IN FULL WITHOUT THE APROVAL OF SITI ---~---------------------------------~------------------------------------------ SAMPL~S CAST BY UTHERS: TFULLY SUBMITTED -~~sT INSPECTION AND T~STING OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and solit , C= cone· D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norw~lk #A Santa Fe Sp~ings, CA 90670 562-941-2990 714-ti26-8441 Fax-562-946-0026 -====.====================================-===-=======-----------=-=-------=---- FIELD DATA ON TE:::ST SPE::CIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GkOUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 28~8 LOCKER AVE. ~AST JOB NAME:::: CARLBAD PALOMAR ARCHITt:::CT: WARE & MALCOMB CONTRACTOR: KAJIMA JOB#: 8363 PERMlT #: 981764 ENGINEl::::t~: DA.fE: 1 /29/99 ISSUED BY: CARLSBAD SUB CONTRACTOR: J D CAMf:.1BELL LOCATION IN STRUCTURE:::: SLAB ON GRAP!£ GRID 6 & K CONCRETE SUPPLIER: TYPE OF CEMENT: II SLUMP: 4 1/211 CONCREfE TEMP: 68 DATE CAST: 12/28/98 ~SCONDIDO R.M PLANT: ADMIXTURE: WATE::R ADDl:::D: MIXING TIME: 01 POZZ 322N 0 35 MIN MIX#: 36tiP TICKET#: 321876 AIR TE::MP: 45-6:i TIME CAST: 10:45 RECEIVED AT LAB= 12/30/98 --------------------------------------------------------------------·----------SPECIMENS MADE BY: DENNIS L GOY SPECIFIED PSI: 2~00 ------------------~------------------------------------------------------------FIELD IDENTIFICATION A C D E F -------------------~-------------------------------------------------------~---LAB IDcNTIFICATION : 813200 : 813250 : 8132~0 : : : ----------------------1--~-------1---------1---------1--------1--------1--------AGE DAYS : 7 . : 28 : 28 : : : DATE T~ST~D : 1/11 : 1/2~ : 1/25 : : : SIZE-IN. : 6X12 : 6X:l.2 : 6X12 : : : AREA-SQ.IN : 28.27 : 28.27 : 28.27 : : : CRUSH LOAD-LBS : 108000 : 151000 : 142500 : : : COMP-STR .. -PSl. : 3823 : 5341 . : 5041£1 : : : I H/D : : : : : : CORR FA8TOR : :· : : : : CIJR,R. STR.. -PSI : : : : : : TIME TcSTED ~ : : : : : -------------------------------------------------------------------------------- REMARKS: --------------------~------------------------------------------------------~--ASTM C.39, 8174, COMPLIES: X BRl::::AK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY= D: E: --------------------------------------,---~------------------------------------THIS REPORT SHALL NUT BE Rl:::PRODUCl::::D, EXCE'.PT IN FULL WITHOUT THE APROVAL OF SITI SAMPLl:::S CAST av OTHl:::RS: ASTM C39 BREAKS A= cone RES• ·r-uLLY SUBMITTED S T I ~ECTION AND TESTING ...... ~~ ... OSCAR D. ANDRl::::S LAB. MANAqER B= cone and solit C= cone SOUTHWEST INSPl£CT ltJN AND TESTING INC. 10826 s. Norwalk #A Santa re Springs, CA 90670 562-941-2990 714-526-8441 Fax-562-946-002& -----~--------------------------------------------------=---------~--------------FlE::LD DATA ON TEST SPECIMENS ASTM C31, Cl38, Cl4J, Cl72, C173, 8231, Cl064 --- CONCRETE: X GROUT: MCJR1'AR: SHOTCRl:::TE::: CORES: GUNITE: ADDRESS: 2808 LOCKER AVE. £AST JOB NAME: CARLBAD PALOMAR ARCHITECT: WARE & MALCOMB CONTRACTCJR: KAJIMA JLlB #: 8363 DAT£: 1/29/99 PE::.RMIT #: 981764 ISSUE::.D BY:-CARLSBAD ENGINEER: .SUB COI\ITRAGTOR: JD CAMPBELL LOCATION IN STRUC,;TURE::.: SLAB ON GRADE GRID 1 &· L CONCRETE::: SUPPLIER: ESCONDIDO R.M PLANT: 01 TYPE OF CEMENT~ II ADMIXTURE: POZZ 322N SLUMP: 4" WATE:::R ADDl:::D: 0- CtJNCRETE TEMP: 62 MIXING TIME: &0 MIX#: 365P TI Cl-1-1::::T # : 32184121 AIR TE::.MP: 4e5-6o TIME CAST: 6:35 ---------------------------~------------------------------------------~--~------ DATE CAST: 12/28/98 SPECIMENS MADE BY: DENNIS L GOY RECEIVED AT LAB: 12/30/98 SPECIFI~D PSI: 2500 -------------------------------------------------------------------------------. . FIELD IDENTIFICATION A B C D E F LAB IDENTIF!CATIIJN : 813248 : 813248 : 813248 : : : -----~--~-------------1------~--1---------1--------~1---~---~1--------1--------AGE DAYS DATE TESTED SILE-IN. AREA-BG!. IN CRUSH LOAD-LBS COMP-STR. -PSI. ! HID CORR FACTOR CORR-. STR. ....psr TIME TJ:::STED REMARKS: : 7 : 1/4 : 6X12 : 28.2.7 : 11401£10 : 4032 . . . . : 28 : 1/25 : 6X12 : 28.27 : 14€.-50121 : 5181 . . . . : 28 : 1/2::i : 6Xl2 : 28.27 : 104500 : 546-'• . . . . • . • . . . : . . . . . . : . . . . . . . . : . . . . " . . . " . -----------------~------~~----------------------------------------------------ASTM C.39, C174, COMPLIES: X SREAK TYPE A: X B: C: C192, C470, C617, C42 DOE::S NOT COMPLY: D: E:· -------------------------------------------------------------------------------THIS Rt:::PtJRT SHALL NtJT SE HEPRODUCt:::D, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI ---·---------· -----~------------------------------------------------------------ SAMPL~S CAST BY OTHERS: Jiii.1-!~;cTFULLY SUBMITTED -·~··T ll\lSPE::CTION AND TESTING OSCAR D. ANDRES LAB. MANAGER ASTM C3t.:l BREAKS A= cone B= cone and split C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa. Fe Springs, CA 906712:t 562-941-2990 · 714-526-8441 Fax-562-946-0026 -----------=--------~--------------------=------=-----~-------------------------FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2858 LOKER .AVE. EAST JOB#: 8363 DATE: 2/1/99 JOB NAME: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 98176; ISSUED BY: CARLSBAD ENGINEER: SUB CONTRACTOR: JD CAMPBELL LOCATION IN STRUCTURE: SLAB ON GRADE GRID 6.8 & J CONCRETE SUPPLIER: ESCONDIDO TYPE OF CEMENT: II SLUMP: 4 11 R.M. PLANT: 03 ADMIXTURE: POZZ 322N WATER ADDED: 0 MIX#: TICKET#: AIR TEMP: 365P 321965 45-68 CpNCRETE TEMP: 70 MIXING TIME: 40 MIN TIME CAST: 1: 10 PM COMPRESSION TESTING MACHINE U8EDI DATE CAST: 12/29/98 SPECIMENS MADE BY: DENNIS L GOY FIELD IDENTIFICATION A B : : RIEHLE : :BRAINARD-KILMAN RECEIVED AT LAB:· 12/30/98 SPECIFIED PSI: 4000 C D E F ----------------------------------~--------------------------------------------LAB IDENTIFICATION • 813260 . 813260 . 813260 • . • . .. . . • • --~-------------------1---------1---------1---------1--------1--------1--------AGE DAYS . 7 : 28 : 28 . . . . . . . DATE TESTED . 1-/5 . 1/26 . 1/26 . : . . . . . . SIZE-IN. . 6X12 • 6X12 : 6X1E: • . • . . . . " AREA-SQ.IN . 28.27 . 28 .. 27 . 28.27 . ·• . . . . . . " CRUSH LOAD-LBS . 111000 . 138500 . 145500 . . . . . a . . . COMP-STR. -PSI. . 3926 • 4898 . 5146 . . . . . . . • . I H/D . • : a .. . . . . • . CORR FACTOR • • . . . . . . . • • .. CORR. STR. -PSI . . . . : . . . . . . TIME TESTED • . . . . . . . . . . • ---------------------------------------------~--------------------------------- REMARKS: ----~-------------------------------------------------------~-----------------ASTM C39, Cl 74, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: -------------------------------~--------------------~--------------------------THIS REPORT SHALL NIJT BE REPRODUCED, EXCl::PT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: LLY SUBMITT~D OSCAR D. ANDRES LAB. MANAGER AND TESTING ASTM C39 BREAKS A= cone B= cone.and split C= cone, D= shec\r E= .. coli..rnm_ar StJUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Sa.nta Fe Spri ng-s, CA 90670 562-941-2990 714-526-8441 F.ax-562-946-0026 ==========================·==-================================================== FI~LD DATA ON TEST S~ECIMENS ASTM C31, C138~ C143, C172, C173, C231, C10&4 --- CONCRETE: X 81-<0UT: MORTAR: SHOTCRETE: CURES: GUNITE: ADDRESS: 2808 LOCKR AVE. EAST JOB NAME: CARI-BAD PALOMAR f4RCHifECT:: WAliE & MALCOMB CONTRACTOR: KAJIMA JOB#: 8363 DATE: 1/29/99 Pl::::RMIT #: 981764 ISSUED BY: CARLSBAD ENGINEE~: SUB CONTRACTOR: JD CAMPBl::::LL . . --------------------------------------------------------------------------------LOCATION IN STRUCTURE: SLAB ON GRADE G~ID 3 & J -------------------------------------~------------------------------~----------CONCRETE SUPPLIER: ESCCJNDlDO PLANT: 03 MlX #: 36t.iP TYPE UF CEMt::NT: II ADMIXTURE: POZZ 322N TICKET #: 321928 SLUMP: 4" WATE::R ADDE:::D: 0 AlR TE::MP: 45-6.9 CONC~ETE TEMP: 66 MIXING TIME: 3tll TIME CAST: 8:35 AM ------------------------------------------------------------------------------- DATE CAST: 12/29/98 RECEIVED AT LAB: 12/30/98 ------------------------------------------------·------------------------------SPECIMENS MADE BY: D~NNIS L GOY. SP~CIFI~D PSI: 4000 ------------------------------------------------------------,------------------FIELD IDENTIFICATION A B C D E F LAB IDENTIFICATION . 81_32:58 . 8132::58 . 8132::58 : . . . . . . . ----------------------1----~----1---------1---------1--------1--------1--------AGE DAYS . 7 . 28 . 28 . . . . • . . . . DATE TE::.STEiD . 1/5 . 1/26 . 1/26 . . . . . . . . . SI:iE-IN. . 6X12 : 6X12 : 6X12 . . . . . . . AREA-St!.!N : 28.27 : 28.27 . 28.27 : . : . . CRUSH LOAD-LBS . 112::il.ll . 14551Lt0 : 1:::530tit0 : . . . . . . COMP-STR. -PSI. . 3979 . 5146 : 5411 . . : . . . . I H/D . . . . . . • . • . . . CORR FACTOR : . . . . . . .. . . . CORR. STR. -PSI . . . . : . • . . . . TIME TESTED . . . : . . . . . . . . -------------------------------------------------------------~------------·---- REMARKS: ASTM C3'3, C174, COMPLIES: X BREAK TYPE A: X B: C: Ci92, C47~, C617, C42· . DOES NOT COMPLY : D: E: --"-----------------------------------------------------------------------------' THIS Rl:'.PORT SHALL NUT BE Rl:::PRODUCl='.D, EXCEPT IN FULL WITHOUT THE APROVAL UF SITI ---------~----------------------------------------------~---------~-~-----------RESPECTFULLY SUBMITTED SOUT 'ST INSPECTION AND TESTING SAMPLES CAST BY OTHERS: LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and split C= cone D= sh•ar E=. columnar SOUTHWEST INSPECTION AND TESTING INC. 1082& S. Norwalk #A Santa Fe Springs, CA 90670 5&2-941-2990 714-526-8441 Fax-562-946-0026 ===============================================-==============================·= ASTM C31, CONCRETE: X GROUT: FIELD DATA ON TEST SPECIMENS C13B, C143, MORTAR: C172 C173 . ' ' SHOTCRE::TE: C231, C1064 CORES: GUNITE: ADDRESS: 28~8 LOKER AVE. EAST JOB NAME: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA · JOB #: 8363 PERMIT#: 981764 ENGINEER: DATE: 2/1/99 ISSUED BY: CARLSBAD SUB CONTRACTOR: J D CAMPBELL -------------------------------------------------------------------------------LOCATION IN STRUCTURE: SLAB ON GRADE GRID 6 & J CONCRETE suPµLIER~ ESCONDIDO R.M PLANT: 03 MIX #: 365P TYPE OF CEMENT: II ADMIXTU11E: POZZ 322N TICKET :J:l:: 3i:'.1946 SLUMP: 4 1/211 WATER ADDED: 5 AIR TEMP: 45-&8 CONCRETE TEMP: 68 MIXING TIME: 30 MIN TIME CAST: 10:40 AM COMPRESSION TESTING MACHINE USEDI . :RIEHLE . :BRAINARD-KILMAN . . -------------------------------~-----------------------------------------------DATE CAST: 12/29/98 R~CEIVED AT LAB: 12/30/98 -------------------------------------------------------------------------------SPECIMENS MADE:: BY: DENNIS L GOY SPECIFIED PSI: 4000 FIELD IDENTlFICATION A B C D E F LAB IDENTIFICATION . 813259 . 813259 : 813259 : . . . . . . ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS . 7 . 28 . 28 . . . . . . . DATE TESTED : 1/5 . 1/26 : 1/26 . . = . . . SIZE-IN. . 6X12 . 6X12 . 6X12 . . . . . • . . . ARl:::A-SQ.IN . 28.27 . 28.27 . 28.27 : . . . . . . . CRUSH LOAD-LBS . 104000 . 149000 . 153000 . . . • . . . . .. COMP-STR.-PSI. : 3678 . 5270 =· 541:1. . : : . . I HID : -· . . . . . . . CORR FACTOR . . . . . . . . . . . . CORR. STR. -PSI . . . • . . . . . . . . TIME TESTED . . . : . . . . . . . ---------------------~------------------------------------------~-------------- 'REMARKSi: ---------------------------------------------------------~--------------------ASTM C39, Ci 74, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: ---------------------------------------.---------------.-----------------------THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOU~ THE APROVAL OF SIT! ------------------------------------------------------------------------------- SAMPLES CAST BY OTHERS: LLY SUBMITTED t INSPECTION AND TESTING OSCAR. D. ANDRES LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and split C= cone_ D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 562-941-2990 714-526-8441 Fax-562-946-0026 -----------------------------------~------------------------~-------------------FIELD DATA ON TEST SPECIMENS ASTM C31,; C138., C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOT CRETE: CORES: GUN I TE: ADDRESS: 28::58 LOKER AVE. EAST JOB#: 8363 DATE: 2/1/99 JOB NAME: CARLSBAD PALOMAR BUSS.PH ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 981764 ISSUED BY: CARLSBAD ENGINEER: SUB CONTRACTOR: J o·cAMPBELL LOCATION IN STRUCTURE: SLAB ON GRADE 6.5 & H.3 CONCRETE SUPPLIER: ESCONDIDO R.M PLANT: 03 MIX#: 365P TYPE OF CEMENT: II ADMIXTURE: POZZ 322N TICKET#: 322021 SLUMP: 4 1/211 WATE.R ADDED: 0 AIR TEMP: 45-65 CONCRETE TEMP: 68 MIXING TIME: 30 TIME CAST: 11:50 COMPRESSION TESTING MACHINE. USEDJ u :RIEHLE : :BRAINARD-KILMAN a ----------------------------------------------~--------------------------------DATE CAST: 12/30/98 R~CEIVED AT LAB: 12/31/98 -----------------~-----------------------------. --------------------------------SPECIMENS MADE BY: DENNIS L GOY SPECIFIED PSI: it000 FIELD IDENTIFICATION A B C ·D E F LAB IDENTIFICATION : 813331 : 813331 : 813331 : : : ----------------------1---------1---------1-~-------1----~---1--------1--------AGE DAYS : 7 : 28 : 28 : : : DATE TESTED : 1/6 : 1/27 : 1/27 : : : SIZE-IN. : 6X12 : 6X12 : 6X12 : : : AREA-SQ.IN : 28.27 : 28.27 : 28.27 : · : 1 CRUSH LOAD-LBS : 100000 : 137000 : 14450121 : : : COMP-STR. -PSI. :: 3537 : 4845 : 5111 : : : I H/D : : : : : : CORR FACTOR : : : : : :. CORR. STR. -PSI : : : : : : TIME TESTED : : : : : : REMARKS: ------------~-------------------------------------------------------~---------ASTM C39, COMPLIES: X BREAK TYPE A: X B: Cl 74, C: C192, C470, C617, C42 DOES -NOT COMPLY: D: E: THIS RE.PORT SHALL NIJT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI ---~--------------------------------------------------------------------------- SAMPLES CAST BY OTHERS: OSCAR D. ANDRES LAB. MANAGER ASTM C.39 BREAKS A= cone B= cone and split C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 562-941-2990 714-526-8441 Fax-562-946-0026 =======================================-===============================-==-===== FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2858 LOKER AVE. EAST JOB # :· 8363 DATE: 2/ 1 /99 JOB NAME: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA Pl:::RMIT #: 981764 ISSUED BY: CARLSBAD ENGINEER: SUB CONTRACTOR: j D CAMPBELL LOCATION IN STRUCTURE: Sl.,.AB ON GRADE 6 & H.3 ---~-----------------~------------------------------------------~---------------CONCRETE SUPPLIER: ESCONDI,00 R. M PLANT: 03 MIX #: 365P TYPE OF CEMENT: II ADMIXTURE: POZZ 322N TICKET#: 322010 SLUMP: 4 1/211 WATER ADDED: 5 AIR TEMP: 45-65 CONCRETE TEMP: 66 MIXING TIME: 30 TIME CAST: 10:25 COMPRESSION TESTING MACHINE USEDI . :RIEHLE • :BRAINARD-KILMAN . . ------------------------------------------------------------------------------DATE CAST: 12/30/98 SPECIMENS MADE BY: DENNIS L GOY RECEIVED AT LAB: 12/31/98 SPECIFIED PSI: 4000 ---. -----------------------------------------,---------------------------------FIELD IDENTIFICATION A B C D E F -------------------------------------------------------------------------------LAB IDENTIFICATION : 813330 : 813330 : 813330 : : : ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS : 7 : 28 : 28 : : : DATE TESTED : 1/6 : 1/27 : 1/27 : : : SIZE-IN. : 6X12 : 6X12 : 6X12 : : : AREA-SQ.IN : 28.27 : 28.27 : 28.27 : : : CRUSH . LOAD-LBS : 1241Zt00 : 150000 : 162t2t00 : : : COMP-STR.-PSI. : 4386 : 5305 : 5730 : : : I H/D : : : : : : CORR FACTOR : : : : : : CORR. STR. -PSI : : : : :· : TIME TESTED : : : : : : REMARKS: ASTM C39, C174, COMPLIES: X BREAK TYPE A: X B: C: Cl 92, C47tZI, C617, C42 DOES NOT COMPLY: D: E: -------------------~-----------------------------------------------------------THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SIT! ----------------------------------------------~-------------------------------- SAMPLES CAST BY OTHERS: FULLY SUBMITTED -'·T INSPECT I ON AND TEST ING OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and solit C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 1082& S. Norwalk #A Santa Fe Springs, CA 90670 562-941-299121 714-526-8441 Fax-562-946-0026 ========================~==========================.======================-====- FI ELD DATA ON TEST SF-1EC I ME.NS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCR~TE: CORESJ GUNITE: ADDRESS: 2808 LOKER AVE. EAST JOB#: 8363 DATE: 2/1/99 JOB NAME: CARLSBAD PALOMAR .BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 981764 ISSUED BY: CARLSBAD ENGINEER: SUB CONTRACTOR: JD CAMPBELL --------------------------------~---------------------~-------~----------------~ LOCATION IN STRUCTURE: SLAB ON GRADE 4 & H.3 --------------------------------------------------------------------------------CONCRETE SUPPLIER: ESCONDIDO R.M PLANT: 03 MIX #: 36.5P TYPE OF CEMENT: II ADMIXTURE: POZZ 322N TICKET#: 321994 SLUMP: 411 WATER ADDED: 0 AIR TEMP: 45-65 CONCRETE TEMP: 62 MIXING TIME: 20 TIME CAST: 8:: 1121 AM COMPRESSION TESTING MACHINE USED! .. :RIEHLE . :BRAINARD-KILMAN . . DATE CAST: 12/30/98 SPECIMENS MADE BY: DENNIS L GOY FIELD IDENTIFICATION A B RECEIVED AT LAB: 12/31/98 SPECIFIED-PSI: 4000 C D E LAB IDENTIFICATION : 813329 : 813329 : 813329 : : : F ----------------------1---------1---------1---------1--------1--------1---·-----AGE DAYS : 7 : 28 : 28 : : : DATE TESTED : 1/6 : 1/27 : 1/27 : : :: SIZE-IN. : 6X12 : 6X12 : 6X12 : : : AREA-SQ.IN : 28.27 : 28.27 : 28.27 : : : CRUSH LOAD-LBS : 114000 : 148500 : 157500 : : : COMP-STR. -PSI. : 4032 : 5252 : 5570 : : . : I HID : : : : : CORR FACTOR : : : : : : CORR. STR. -PSI : : : : : : TIME TESTED : : : : : : --------------------------------------~---------------------------------------- REMARKS: -------------------------------,----------------------------------------------ASTM C39, Cl 74, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: THIS REPORT SHALL NIJT BE r~EPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI ------------------------------------------------------------------------------- SAMPLES CAST BY OTHERS: . . LILLY SUBMITTED INSPECTION AND TESTING OSCAR D. ANDRES LAB. MANAGER ASTIYI C39 BREAKS A= cone B= cone and solit C= cone D= shear E= columnar SOUTHWEST INSPECTION AND TESTING INC. 1082& S. Norwalk #A Santa Fe Springs, CA 90670 5&2-941-2990 714-526-8441 Fax-562-946-0026 =======-==============•==========~=-===============================-============ FIELD DATA ON TEST SF-1ECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2858 LOKER AVE. EAST JOB#: 8363 DATE: 2/1/99 JOB NAME: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 981764 ISSUED BY: CARLSBAD ENGINEER: SUB CONTRACTOR: JD CAMPBELL LOCATION IN STRUCTUR~: SLAB ON GRADE 1.5 & H.3 CONCRETE SUPPLIER: ESCONDIDO R.M PLANT: 03 TYPE OF CEMENT: II ADMIXTURE: POZZ 322N SLUMP: 4" WATER ADDED: 0 CONCRETE TEMP: 62 MIXING TIME: ?5 MIN MIX#: 365P TICKET#: 321979 AIR TEMP: 45-65 TIME CAST: 6:10 AM COMPRESSION TESTING MACHINE USEDI : : RIEHLE : :BRAINARD-KILMAN ----------------------------------------------------------·---------------------DATE CAST: 12/30/98 SPECIMENS MADE BY: DENNIS L GOY FIELD IDENTIFICATION A B R~CEIVED AT LAB: 12/31/98 SPECIF lED PS I : 4000 C D· E F -------------------------------------------------------------------------------LAB IDENTIFICATION : 813328 : 813328 : 813328 : : : --------------•-------1---------1---------1---------1 -------1--------1--------AGE DAYS : 7 : 28 : 28 : : : DATE TESTED : 1/6 : 1/27 : 1/27 : : : SIZE-IN. : 6X12 : 6X1i:! : 6X12 : : : AREA-SQ. IN : 28. 27 : 28. 27 : 28. 27 : : : CRUSH LOAD-LBS : 120000 : 158500 : 149500 : : : COMP-STR. -PSI. 4244 : 5606 : 5287 · : : :: I HID : : : : : : CORR FACTOR : : : : : : CORR. STR. -PSI : : : : : : TIME TESTED : : : : : : ------------------------------.------------------------------------------------ REMARKS: ------------------------------------------------------------------------------ASTM C39, Ci 74, COMPLIES: X BREAK TYPE A: X B: C: C 192·,. C4 71/J, Co 1 7, C42 DOES NOT COMPLY: D: E: -----------------------------------------------------------------------~-------THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WI.THOUT THE Ai:1ROVAL OF SITI ------------------------~------------------------------------------------------ SAMPLES CAST BY OTHERS: LLY SUBMITTED INSPECTION AND TESTING ~ OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and split C= cone D= shear E= columnar I ·I I I I SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 562-941-2990 714-526-8441 Fax-562-946-0026 --=------------~------=---------------------------------------------------------FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 CONCRETE: X ·GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2858 LOKER AVE. EAST JOB NAME: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA JOB#: 8363 PERMIT#: 981764 ENGINEER: DATE: 2/1/99 ISSUED BY: CARLSBAD SUB CONTRACTOR: J D CAMPBELL LOCATION IN STRUCTUR~: SLAB ON GRADE GRID 3 & E --------------------------------------------------------------------------------CONCRETE SUPPLIER: ESCONDIDO R.M PLANT: 03 TYPE OF CEMENT: II ADMIXTURE: POZZ 322N. SLUMP: 4" WATER ADDED: 0 CONCRETE TEMP: 60 MIXING TIME: 60 MIX#: 365P TICKET#: 322056 AIR TEMP: 45-65 TIME CAST: 8:30 AM COMPRESSION TESTING MACHINE USED! : i: RIEHLE : :BRAINARD-KILMAN -~------------------------·--------------------~--------------------------------DATE CAST: 12/31/98 RECEIVED AT LAB: 1/5/99 -----------·----------------------------------------~--------------------------SPECIMENS MADE BY: DENNIS L GOY SPECIFIED PSI: 41Z11z11z1 ---------------------------------------~---------------------------------------FIELD lDENTIFICATION A B C D E F ------------------------------------------------~------------------------------LAB IDENTIFICATION : 813408 : 813408 : 813408 : : : ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS : 7 : 28 : 28 : : : 1 DATE TESTED : 1/7 :. 1/28 ·: 1/28 : : : SIZE-IN. : 6X12 : 6X12 : 6X12 : : : AREA-SQ.IN : 28.27 : 28.27 : 28.27 : : : CRUSH LOAD-LBS : 111000 : 144500 : 144000 : : : COMP-STR. -PSI. : 3926 : 5111 : 5093 : : : I HID : -: : : : : CORR FACTOR : : : : : : CORR. .STR. -PSI : : : : : : TIME TESTED : : : : : : ------------------------------------------~------------------------------------ ~EMARKS: -----~-~---------------------------------------------------------------~------ASTM C.39, C174, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: LLY SUBMITTl::D INSPECTION AND TESTING OSCAR D. ANDRES LAB. MANAGER ASTM, C39 BREAKS A= cone B= cone and split C= cone D= shear E= columnar --------,.,..........,,.---.,.-~~---~---- SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90&71Zt 562-941-2990 714-526-8441 Fax-562-946-0026 ----------------------------------------------------~---------------------------FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, CONCRETE: X GROUT: MORTAR: SHOTCRETE: C231, C1064 --- CORES:-GUN 1 TE: ADDRESS: 2858 LOKER AVE. EAST JOB#: 8363 DATE: 2/1/99 JOB NAME: CARLSBAD PALOMAR .BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 981764 ISSUED BY: CARLSBAD ENGINEER:: SUB CONTRACTOR: JD CAMPBELL LOCATION IN STRUCTURE:: SLAB ON GRADE GRID 1.5 & E --------------------------------------------------------------------------------CONCRET~ SUPPLIER: ESCONDIDO R. M PLANT: ,zi-· ~ MIX #: 365P TYPE OF CEMENT: II ADMIXTURE: POZZ 322N TICKET#: 322048 SLUMP: 4 II WATER ADDED: 0 AIR TEMP: 45-&5 CONCRETE TEMP: &0 MIXING TIME: 40 MIN TIME CAST: 6:35 AM COMPRESSION TESTING MACHINE. USED! • :RIEHLE;: . :BRAINARD-KILMAN . . -----~-----------------------~-------------------------------------------------DATE CAST: 12/31/98. RcCEIVED AT LAB: 1/5/99 ----------------------------------~----------------~---------------------------SPECIMENS MADE BY:-DENNIS L GOY SPECIF I ED PS I : 400,Zt -----------------------------~-------------------------------------------------FIELD IDENTIFICATION A B C D E F --------------------------------------------------------~----------------------LAB IDENTIFICATION : 813407 : 813407 : 813407 : : : ----------------------1---------1---------1---------1-~------1--------1--------AGE DAYS : 7 : 28 : 28 : : : DATE TESTED : 1/7 : 1/28 : 1/28 : : : SIZE-IN. : 6X12 : 6X12 : 6X12 : : : AREA-SQ.IN : 28.27 : 28.27 : 28.27 : : : CRUSH LOAD-LBS : 123000 : 160000 : 168000 : : : COMP-STR. -PSI. : 4350 : 5659 : 5942 : : : I HID : : : : : : CORR FACTOR : : : :: :: :: CORR. STR. -PSI : : : · : : : TIME TESTED ; : : : : : REMARKS: -------------------------------------------------------------------~--~-------ASTM C39, C174, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: --~------------------------------------------------------------~----------~----THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI SAMPLES CAST BY OTHERS: ASTM C39 BREAKS LLY SUBMITTED INSPECTION AND TESTING OSCAR D .. ANDR~S LAB. MANAGER· C= cone D= shear E= ~-o 1 umnar . lfJII . ' . SOUTHWEST INSPECTION AND TESTING INC. 10826 s. Norwalk. #A Santa Fe Springs, CA 90670 562-941-2990 714-526-8441 Fax-562-946-0026 =========================================-===========. ===-====--===-=====--==-== ' ' FIELD DATA ON T~ST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUN I TE: ADDRESS: 28~8 LOKER AVE. EAST JOB#: 8363 DATE: 2/1/99 JOB NAME.: CARLSBAD PALOMAR. BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 981764 ISSUED BY: CARLSBAD ENGINEER: SUB CONTRACTOR: JD CAMPBELL ----------------------~-----------------------------~---------------------------LOCATION IN STRUCTURE: SLAB ON GRAD~ GRID 4.9 & E -----------------------------------------------~--------------------------------CONCRETE SUPPLIEf<: ESCONDIDO R. M. PLANT: 03 TYPE OF CEMENT: II ADMIXTURE: POZZ 322N SLUMP: 4 1/4" . WATER ADDED: 0 CONCRE.fE TEMP: 62 MIXING TIME: 30 MIX#: 365P TICKET :J:I:: 32i~073 AIR TEMP: 45-65 TIME CAST: 11:45 COMPRESSION TESTING MACHINE USE:::DI : : RIEHLE : :BRAINARD-KILMAN ~--------------------------------------------~---------------------------------DATE CAST: 12/jl/98 R~CEIVE.D AT LAB: 1/5/99 ------------~------------------------------------------------------------------SPECIME:::NS MADE BY: DE::NNlS L GOY SPECIFIE.D PSI: 4000 -------------------------------------------------------------------------------FIELD IDE::NTIFICATION A B C I · D E F -----------------------------~-------~-----------------------------------------LAB lDENTIFICATlON . 813409 : 813409 . 813409 .: : : . . ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS . 7 . 28 . 28 . : : . . . . DArE TESTED . 1/7 . 1/28 . 1/28 . . . . . . . -. . SIZE-IN. . 6X12 : 6X12 = 6X12 : . . . . . AREA-SQ.IN . i=:8.27 . 28.27 : 28.27 . . . .. • . • . CRUSH LOAD-LBS . 12450'2:I . 154000 . 166500 . : . . . . . . COMP-STR. -PSI. : 4403 • 5447 ·-5889 ,. : : . . . I HID . : : . : . . . . CORR FACTOR . : . : . : . . . CORR. STR. -PSI • . . . . . . . . . u . TIME TESTED . . • : . : • . . . REMARKS: ------------------------------------------------------------------------------ASTM C39, C174, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMj:..tLY: D: E: , ' ----------~-~------------------------------------------------------------------THIS R~PORT SHALL NOT BE R~PRODUC~D, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI ------------------------------------------------------------------------------- SAMPLES CAST BY OTHt::RS: FULLY SUBMITTt::D LHt:tEfiT INSPECT I ON AND TI::ST I NG OSCAR D. ANDRES LAB. MANAGER ASTIYJ C39. BRJ::A~S 8= cone B= q_one_ ~:nd _sp,1 it _ C= cone .,, SOUTHWl:::ST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, GA 90670 562-941-2990 714-526-8441 Fax-562-946-0~26 -=-=-----------------=--------------=~------------------------------------------FIE::LD DATA ON TEST Sf-'ECIME::NS ASTM C31, Cl38, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRE:::TE: CORES: GUNITE::: ADDRESS: 28~8 LOKER AVE. EAST JOB#: 8363 DATE: 2/1/99 JOB NAME: CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 981764 ISSUE::D BY: CARLSBAD ENGINEER: SUB CONTRACTOR: JD CAMPBE:::LL --------------------------------------------------------------------------------LOCATION IN STRUCTURE:::: SLAB ON GRADE GRID 6 & E CONCRETE:: SUPPLIER: ESCONDIDO R.M PLANT: 03 TYPE OF CEMENT: II ADMIXTURE: POZZ 322N SLUMP: 4 11 WATER ADDED: 0 CONCREfE TEMP: 64 ·MIXlNG TIME: 30 MIX#: 365P TICKET#: 322078 AIR TEMP: 45-65 TIME CAST: '12:30 COMPRESSION TESTING MACHINE USED! DATE CAST: 12/31/98 : : RIEHLE : :BRAINARD-KILMAN RECEIVED AT LAB: 1/5/99 ------------------------------~---~----------------------"--------~-------------SPECIMENS MADE BY: DENNIS L GtJY SJ:.1ECIFIED PSI: 4000 -------~-----------------------------------------------------------------------FIELD.IDENTIFICATION A B C D E F LAB ID~NTIFICATION : 813410 : 813410 : 813410 : : : ----------------------1---------1---------1----~-----1--------1--------1--------AGE DAYS : 7 : 88 : 28 · : : : DATE TEaTED : 1 /7 : 1 /28 : 1/28 : : : SIZE-IN~ : 6X12 : 6X12 : 6X12 : : : AREA-SQ.IN : 28.27 : 28.27 : 28.27 : : : CRUSH LOAD-LBS : 119500 : 144500 : 153500 : : : COMP-STR. -PSI. : 4226 : 5111 : 5429 : : : I HID : : : : : : CORR FACTOR : : : ·: : : CORR. STR. -PSI : : : : : : TIME TESTED : : : : : : -----------------------------------------------------------------------~------- REMARKS: ---------------------~--------------------------------------------------------ASTM C39, Cl 74, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOE::S NCJT COMPLY: D: E: ------------------------------------------------------~------------------------THIS Rl:::PORT SHALL NUT BE REPRODUCED, EXCE:PT IN FULL WITHOUT THE APROVAL OF SITI ------------~----~------------------------------------------~------------------ SAMPLES CAST BY OTHERS: ULLY SUBMITTED INSPECTION AND TESTING OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREAKS A= cone B= cone and ·spli~ C= cone D= shear E= c.o 1 umnar -SOUTHWEST INSPECTION AND TESTING INC. 10826 S. Norwalk #A Santa Fe Springs, CA 90670 562-94-1-2990 714-526-8441 Fax-562-946-0026 -------=----=------------------~--=----~--------~=--=------------=--------------FIELD DATA ON TEST SPECIMENS ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X GROUT: MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2858 LOKER AVE. EAST JOB#: 8363 DATE: 1/20/99 JOB NAME: ·CARLSBAD PALOMAR BUSS.PK ARCHITECT: WARE & MALCOMB CONTRACTOR: KAJIMA PERMIT#: 981764 ISSUED BY: CARLSBAD ENGINEER: SUB CONTRACTOR: JD CAMPBELL LOCATION IN STRUCTURE: SLAB ON GRADE GRID 4.3 & C.3 --------------------------~-----~--------~--~------------------~----------------CONCRETE SUPPLIER: ESCONDIDO R.M PLANT: 02 TYPE OF CEMENT: II ADMIXTURE: POZZ 322N SLUMP: 4" WATER ADDED: 0 CONCRETE TEMP: 62 MIXING TIME: 30 MIX#: 365 P TICKET#: 322121 AIR TEMP: 45-75 TIME CAST: 10:00 COMPRESSION TESTING MACHINE USED! .DATE CAST: 1/4/99 . . :RIEHLE . . :BRAINARD-KILMAN SPECIMENS MADE BY: DENNIS L GOY RECEIVED AT LAB: 1/5/99 SJ:.1ECIFIED PSI: 4000 -------------------------------------------------------------------------------FIELD IDENTIFICATION A B C D E ,. F ---------------------------------------------~---------------------------------LAB I DENT IF.I CAT I ON : 900012 . 900012 . 900012 . • . . . . . . ----------------------1---------1---------1---------1--------1--------1--------AGE DAYS : 7 . 28 . 28 . . : . . . . DATE TESTED . 1/11 • 2/1 . 2/1 . : . . . . • . SIZE-IN. = 6X12 . 6X12 . 6X12 . . . • . . . . AREA-SQ.IN : 28.27 .. 28.27 . 28.27 . • = . . . .. CRUSH LOAD-LBS . 106500 • 151000 . 142500 . . : . . . • . COMP-STR. -PSI. • 3767 . 5341 • 5040 : . . . . . . . I HID . . . : . : . . • • CORR FACTOR . . : . . . • . . . . CORR. STR. -PSI • . . . . . . . • . • . TIME TESTED . : • • . . . . • . . --------------------------------------------------------------------~---------- REMARKS: ------~-----------------------------------------------------------------------ASTM C39, Cl 74, COMPLIES: X BREAK TYPE A: X B: C: C192, C470, C617, C42 DOES NOT COMPLY: D: E: ------------------------------------~------------------------------------------THIS Rl::'.PORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT THE APROVAL OF SITI ----------------~--------------------- SAMPLES CAST BY OTHERS: ULLY SUBMITTED :~~»:;.,. INSPECT I ON AND TEST I NG · OSCAR D. ANDRES LAB. MANAGER ASTM C39 BREAKS A= ~one B~ cone and split C= cone D= shear· E= columnar V Carlsbad 98-1764 6/25/98 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 2 SS e, L.ofae/< A-Ve. EA 8i-1 CA-~l.SMt) PLAN CHECK NUMBER: 18 " / 7b f OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) a required by Uniform Building Code (USC) Section 1701 .1 for the construction project locate at the ite listed above. USC Section 106.3.5. 1. List of work requiring special inspection: D Soils Compliance Prior to Foundation Inspection J8 Structural Concrete Over 2500 PSI D Prestressed Concrete D Structural Masonry D . Designer Specified Jg Field Welding 18 High Strength Bolting 18. Expansion/Epoxy Anchors D Sprayed-On Fireproofing D Other ____ _ 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed a-bove: A. Po§36'Lr-~4=:~06~ R. "'36w:n,d::U;>S"S""\ ':l-e=5:l /19 '2 C. 3. Duties of the special inspectors for the work listed above: A. k M"t§9:z:z ~ ?<,?'T. 'rl LL, 1= l4rr .e-M,pti::,;.---n,QI() ~I?--: B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. SIP 4997 DATE: 12/3/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1764 EsGil Corporation 'l.n Partnersliip witli (jovemment for 'Bui/aing Safetg SET: III PROJECT ADDRESS: 2858 Loker Avenue East PROJECT NAME: Industrial Developments International ~NT ~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. [Z'] 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is ~nclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [Z'] Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephonwn~ Date contacted: (by: ) tJf Fax #: Mail Telephone Fax In Pers~m ~ [Z'] REMARKS: 1. City to verify that the building has 6b feet yard in all sides. 2. City to approved the special inspection program. By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC log trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 DATE: 9/17/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1764 EsGil Corporation 'l.n Partnersliip witli (}ovemment for qjuifaing Safety SET: III PROJECT ADDRESS: 2858 Loker· Avenue East PROJECT NAME: Industrial Developments International D APPLICANT ~ ~ REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [gj The check list transmitted below is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [gj The applicant's copy of the check list has been fax to: Ware and Malcomd Architectes lnc.(Paul Fletcher) (714)863-1581 cg] Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: . (by: ) Fax#: Mail Telephone Faxv In Person [gj REMARKS: 8. City building department does not enforce CC&R agreement. Check with city for the 60 feet yard ·using CC&R agreement. 23. City to approve the special inspection program. By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 9/10 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 EsGil Corporation 'l.n Partnersliip Witli (jovemment for '.BuiUing Safety . DATE: 8/7 /98 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1764 PROJECT ADDRESS: 2858 Loker Avenue East SET:11 PROJECT NAME: Industrial Developments International 0 APPLICANT ~URIS. 0 PLAN REVIEWER 0 FILI; D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D 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. D 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 fax to: Ware ans Malcomb Architects lnc.(Paul Fletcher) (714)863-1581 [Zl Esgil Corporation staff did not advise the applicant that the plan check has been completed. D 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 D REMARKS: By: David Yao Enclosures: Esgil Corporation D GA DCM D EJ 0 PC 7/30 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 98-1764 II 8/7/98 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1764 PROJECT ADDRESS: 2858 Loker Avenue East SET: II DATE PLAN RECEIVED BY ESGIL CORPORATION: 7/30 REVIEWED BY: David Yao FOREWORD (PLEASE READ): DATE RECHECK COMPLETED: 8/7/98 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes DNo Carlsbad 98-1764 II 8/7/98 7. Clearly designate any side yards used to justify increases in allowable area based on Section 505.(60' side yards on all sides.crosshatch?) 8. Clearly dimension building setbacks from property lines, street center.lines, and from all adjacent buildings and structures on the site plan. The site plan appears to show less than 60 feet yard on south side. Please check with building department for using the CC&R agreement for side yard. 12. Show exit signs on the mezzanine plan .. Section 1013.1 15. Show the location of the curtain board on the plan per UBC 906. 19. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 20. 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. (See page 3 of the soil report). 23. 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. Pleas~ review Section 106.3.5. Please complete the attached form. 45. The braced frame footing sizes along grid line F and J.2 are not clearly specified on the foundation plan. Provide calculation to justify the footing sizes too. If you have any questions regarding these items, please contact David Yao of Esgil Corporation at (619) 560-1468. Thank you. EsGil Corporation 'l.n Partnersfiip Witfi (jovemment for '.Buiufin.g Safety DATE: 6/25/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1764 PROJECT ADDRESS: 2858 Loker Avenue East SET: I PROJECT NAME: Industrial Developments International D APPLICANT ~JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [gj The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D 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: Ware and Malcomb Architects Inc. (Paul Fletcher) 18002 Cowan Irvine CA 92614 [gj Esgil Corporation staff did not advise the applicant that the plan check has been completed. D 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 D REMARKS: By: David Yao Enclosures: Esgil Corporation D GA 0 CM ~ EJ D PC 6/11 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 98-1764 6/25/98 PLAN REVIEW CORRECTION LIST COMMERCIAL JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1764 OCCUPANCY: B/S-1/F-1 USE: office/warehouse/manufacture TYPE OF CONSTRUCTION: V-N ACTUAL AREA: 157602 sf ALLOWABLE FLOOR AREA: unlimited STORIES: 2 SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED:6/25/98 FOREWORD (PLEASE READ): HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/11 PLAN REVIEWER: David Yao 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 correctioAs based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other d~pa[tments. 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 98-1764 6/25/98 • GENERAL 1. Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. • PLANS 2. All sheets of the plans 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. Indicate on the Title Sheet whether or not a grading permit is required for this project. 5. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in U~C Tables 3-D and 3-E. 6. 7. 8. • SITE PLAN Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." Clearly designate any side yards used to justify increases in allowable area based on· Section 505.(60' side yards on all sides) Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent bujldings and structures on the site plan.(north side) • EXITS 9. Exits shall not pass through kitchens, store rooms, or spaces used for similar purposes. Section 1003.5. 10. Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." In lieu of the above, in a Group B, F, Mor S occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signage i~ only allowed at the main exit. Section 1004.3. Carlsbad 98-1764 6/25/98 11. Regardless of occupant load, a floor or landing not more than 1 inch (1/2-inch if disabled access is required) below the threshold is required on each side of an exit door. Section 1004. 9. • EXIT SIGNS 12. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1013.1.(second floor) 13. Show two sources of power for the lamps at exit signs. Section 1013.4. • GLASS AND GLAZING 14. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 ( see exceptions): 15. 16. a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. • ROOFS Provide adequate curtain boards per USC 906. Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 106.3.3: a) Manufa~turer's name. b) Model name/number. c) ICBO approval number, or equal. • FiRE EXTINGUISHING 17. 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. • FOUNDATION 18. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with USC Section 1804. Carlsbad 98-1764 6/25/98 19. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 20. 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 soil report). 21. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 22. Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 1804. 7. 23 .. 24. ---~ 25. 26. 27. • FRAMING 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. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, 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." Sheet 6 of the calculation show BM18. The plan appears to not show it. Please clarify. Sheet 7 of the calculation show BM8 and BM9. The framing plan did not show it. Please clarify. Sheet 13 of the calculation show BM18 span 30 feet. The framing plan on sheet S-3.2 shows two beams. Please clarify. Carlsbad 98-1764 6/25/98 28. Sheet 4-1 of the plan show panel 43 is type A. Panel 40,41 and 42 is type B. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. ---~ 40. 41. 42. 43. 44. Please check. Sheet 48 of the calculation show the panel with truck door has 5' -9" leg. The plan appears to show different leg width. Is the same reinforcement adequate? The lintel size and reinforcement shall be clearly identified on the plan. Sheet 61 of the calculation show pilaster at M6.(15x24w/3-#7) The plan appears to not show it. Please check. Page 65 of the calculation show the shear wall at line A has #5@11 'o.c. horizontal reinforcement. The wall elevation appears to show less reinforcement. Please check. The width of the roof diaphragm IV and V shall be specified on sheet S-3.2. The drag beam (W18x76) along line F shall be braced at bottom flange at 16' o.c. per calculation. Is the bracing member for the brace frame complies with UBC 2211.8.4.1? The brace connection detail on page 7 4 of the calculation appear to not exact the same as detail 17 and 18 of S-7.0.(weld length?) Please check. The chord connection detail along line M, west face and east face appear to not show on the plan. The dowels and hold down for the shear walls appear to not clearly show on the wall elevation. Please check. The horizontal reinforcement for the shear walls on west side and east side appears to not the same between the calculation and the plan. Please check. - The brace frame for the mezzanine shall be clearly specified on the mezzanine framing plan. Page 84 and 85 of the calculation shows some of the diaphragm requires 2-rows of nailing. The plan appears to not show it. Please clarify. The computer run for the brace frame at line F shows the beam and column sizes is different from the framing plan and detail. Please check. Page 86 of the calculation show the brace frame has brace TS6x6x3/8. The detail 4/S-3.2 shows TS 5x5x1/2. Please check. Provide calculation to show the bracing member for 4/S-3.2 is adequate. Carlsbad 98-1764 6/25/98 45. What are the footing size and reinforcement for all the brace frame? Provide calculation to justify it. 46. Page 100 of the calculation show the beam seat detail at roof. The detail shows on 20/S-5.2 appears to different from the calculation. Please check. 47. The wall panels on sheet S-4.3 did not have any designation. Please clarify.· 48. What is the connection detail at M.5 and 4, L.1 and 3,F and 6.8, Band 2? Provide calculation to show the connection is adequate. • ADDITIONAL 49. Note on the plan that this building can not be occupied until the tenant improvement is reviewed and approved by the building department. 50. Please refer to the following corrections for electrical and plumbing items. 51. 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. 52. 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 a.nd where they are located in the plans. --.·..:.:=._ Have changes been made to the plans not resulting from this correction list? Please indicate: 0 Yes O No 53. 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 David Yao at Esgil Corporation. Thank you. Carlsbad 98-1764 6/25/98 + ELECTRICAL PLAN REVIEW + 1993 NEC + PLAN REVIEWER: Eric Jensen / Vollie Waggoner 1. Show the ampere interrupting capacity ( AIC ) ratings of the service and subservice equipment. NEC 110-9, 230-65. 2. Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits. Show the fuse letters if used to limit fault current (i.e. , JJN, A3T, LPN). Also note on the plans that circuit breakers used in the subpanels will be listed for series combination with the current limiting main fuses or circuit breakers. 3. Show the " nearest electrode" used for each transformer secondary ground system (i.e., building steel, cold water pipe). NEC 250-26(c). 4. Show the location of all panels, load centers, switchboards, and transformers. NEC 110-16,240-24,300-21. 5. Provide illumination in electrical room. NEC 110-16(e). 6. Note on the single line diagram that all feeder overcurrent devices shall be labeled as a "Service Disconnecting Means". 7. Show, on the grounding detail, that both cold water supply pipes are required to be connected to the grounding system. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review --=-process, note on this list (or a copy) where the corrected items have been addressed on the plans. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (1994 UNIFORM PLUMBING CODE) 8. Provide the site Utility plumbing plans showing the sizes and locations of the gas meters and water meter; and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. Carlsbad 98-1764 6/25/98 9. As per UPC, Section 710.0, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the public upstream manhole rim elevations. 10. Detail required roof access ladder to roof mounted HVAC equipment. UMC, Section 321.8 END OF DOCUMENT .. Carlsbad 98-1764 6/25/98 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 2858 Loker Avenue East BUILDING OCCUPANCY: B/F-1/S-l BUILDING PORTION BUILDING AREA (ft. 2) office/warehouse 157602 Air ConditioninQ Fire Sprinklers TOTAL VALUE PLAN CHECK NO.: 98-1764 DATE: 6/25/98 TYPE OF CONSTRUCTION: V-N VALUATION VALUE MULTIPLIER ($) 4381336 (per city) D 199 UBC Building Permit Fee ~ Bldg. Permit Fee by ordinance:$ 10,018.93 D 199 UBC Plan Check Fee ~ Plan Check Fee by ordinance: $ 6.512.3 __ ....:=-. Type of Review: ~ Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 5,209.84 Comments: Sheet 1 of 1 macvalue.doc 5196 ,1 7 ,. '\; ,; ., >. City of Carlsbad M#i,i·ii,t441ih·I •24·81 ;; l,i§h I BUILDING PLANCHECK CHECKLIST DATE: -r/~6/ 't f3 BUILDIN<1ADDRESS: PLANCHECK NO.: CB 78/ 7~4 Lzs!Gi2\<-. A..1£-eA:ST PROJECT DESCRIPTION: -=S::::_wtei,;... )j::!....\'---£:.....i .. ~.....:\__,,+_·-...J,u~f>i<=-'-· -----------'-- ASSESSOR'S PARCEL NUMBER:~O1-08c.3-Qt1 02.. 6 3 EST. VALUE: "1, 38/: s3(p ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specification~ provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: Please eached report of deficiencies marked ith D. M ·-e necessary corrections to plans or speci 1 • s for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By{).µ ;..~;r ~ ~o/98 s& ~ 0 if2·"' B(u / C/ B By: Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: By: • 1~~/9&Dat : 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 ' Name: ENGINEERING DEPT. CONTACT PERSON Danna Trigs City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619) 438-1161, ext. 437 4 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 l " BUILDING PLANCHECK CHECKLIST TE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: ~~ Arrow ~roperty Lines bl W\~N 'S I ('.)N ~ ") . isting & Proposed Structures c~ements . . E~sting Street...Lmorovements ~ Right-of-Way Width & Adjacent Streets J(€,,«-j)..,.,) ~ E 1 ~ -5' o-:---Driveway widths 2. Show on site plan: dainage Patterns ~ ~ P? 1.· Building pad surface drainage must maintain a minimum slope of one J,4g_ ?/:J 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 3. Include on title sheet: / ~ddress ¥~~essor's Parcel Number V'Legal Description · For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE . ;[l foJ ~ 4a. Project does not comply with the following Engineering Conditions of approval for c1/ \/ Project; ~~ ~ C~+.if\ #7 o~. ~i{,f!JF <\Ci :£ _,J§a; pc/or iv "'/de; / 4b. All conditions are in compliance. Date: I 2 / 2 / q ® ~ t. H:\WORDIDOCSICHKLST\Building Plancheck Cklst BP0001 Form DT.doc 674 -2... l I 2 w+s 3 ,:QJ 3 3 / q_..) ~ Rev.12/26/96 I - 1su 0 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 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 ½" x 11" plat map and submit with a title report. All easement documents must be approved and srgned 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 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 on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: _________ _ Date: ----- 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:IWORD\DOCS\CHKLST\Bulldlng Plancheck Cklst BP0001 Form OT.doc 3 Rev. 12/26/96 0 a a 0 BUIL.,DING PLANCHECK CHECKLIST 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 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. 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. ~ 1iJ:} a(' 7b. Grading Permit required. A3 eparate grading plan prepared by a registered Civil V 31 ~ n_ .... 1 '-{\ Engineer must be submitted toge,ther with the completed application form ~ v-' q o...v V attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Date: / Grading Inspector sign off by: ,@ 6} GI"' Y..r 7c. Graded Pad Certification required. Q'-}-. W~ if a grading permit is not required.) \"1-( 1,,/ &\V (Note: Pad certification may be required even 0 0 0 7d.No Grading Permit required. a a a ?e.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 trimmir;ig'° driveway construction, tieing into public storm drain, sewer and water utilities. t'",0\2.,. \V re~( ·r Right-of-Way permit required for: V1<, I If f).;,Jtr:/ A-??~ D~C-H ·Rw gt0~..seo3 H:IWORDIDOCS\CHKLST\Building Plancheck Ck/st BP0D0] Fann DT.doc 4 Rev. 12126/96 " 0 0 0 BUILDING PLANCHECK CHECKLIST 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 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: 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 / occ~t. . :Ur~{\~, Fu:...s ~+ \:;,-e_ Gl"" o o 12. ~Required fees are attached ~u l*~ 0~: ( M:vJ S-3""3 0 No fees required +.ifu._,t~f~?~ I' Alc.,0 L"-i-d 8/1d18 ~~ / 1,l,C e,,f:B, }4C-R,fi!!":S. -tfA)y C,ha.n7.es 1-o v, a lit' ... ~-J~3. Additional Comments: A"uT ~3 -w; t( Ch~~ ~s , . '&Wj/f!r& ~u~1?-efi1 ti$Af:11 ,ncdvb.Q.~ AwU~~' OV) S/olC//1'8 PR-d> · 3 · l tJ 7 , 1 tv eef) A-pprc \/CUI Pr\br ,tu l3LJ~ i?v~t lssl)-MCI(_ JK '2 . ..3.147 Cov'Y\.f\~~ <60i o/t/96 H.IWORD\OOCS\CHKLST\Bullding Plancheck Cklsl BP0001 Form OT.doc 5 Rev. 12126/96 .. ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on 1,1nconfirmed information from applicant. D Calculation based on building plancheck plan submittal. Address: 2-858 Lo~ Av. ·£C\.s+ Bldg. Permit No. 0c B 1 -,~ 4 Prepared by:_1>_\ ___ Date: I I/ JO / q_B Checked by: ----,--Date: ____ _ EDU CALCULATIONS: List types and square footages for all uses. Types of Use: S:. ~ '2-\ \ Types of Use: ------ -· ~Units: 15"".0 239 Sq. Ft./Units: ------ ADT CALCULATIONS: List types and square footages for all uses. Types of Use: -~-~--e,~\ '~-- . Types of Use; ------ S~./Uliits: \ ~ 2 -o C, Sq. Ft./U_riits: _____ _ FEES REQUIRE_Q;_ _/ : EDU's: ~I. Z~ EDU's: ----- ADT's: / 8 ( ADT's: ----- WITHIN CFO: OYYES (no bridge & tho~oughfare fee in District #1 , reduced Traffic Impact. Fee): ONO ~!:A,. PARK-IN-LIEU FEE PARK A~EA & #: ___ _ FEE/UNIT:_~-__ _ ~AFFIC IMPACT FEE X NO. UNITS:_~_ ADT's/UNITS: 7 8 / X FEE/ADT: 'Z, -z_, ~/h': BRIDGE AND THOROUGHFARE FEE (DIST. #1 ·__ DIST. #2 ADT's/UNITS:._____ X FEE/ADT: ___ _ D 4. FACILITIES MANAGEMENT FEE ZONE: ___ _ '7$ \'Jl82- DIST. #3 __ ). =$ st? UNIT/SQ.FT.: IS-(oZ.:19 X FEE/S@.,uNIT: .-40 ¢-=$ 02 4 9b D 5. SEWER FEE - PERMIT No.se-~8-}'3 2.. EDU's: '3 /. 2 S--x FEE/EDU: ; B 2-4 DRAINAGE BASIN: 5& =$ 57000 BENEFIT AREA: G --- EDU's: 3 /. Ls X FEE/EDU: /3 (p D 6. SEWER LATERAL ($2,500) D 7. DRAINAGE FEES PLDA ,8 HIGH )( /LOW __ _ ACRES: q, ', 77 X FEE/AC: 5;°~{}4 TOTAL OF ABOVE FEES*:$ ------ * NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. P:IDOCS\MISFORMSIFEE CALCULATION WORKSHEET REV 7/13/98 :, r-: . -: \ ' ·, ; \ \ ' ' i. \ ) I • CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE f)0 \\J.1ri'1 \2\-z.\9~ En5 \"~\ z\'l~ PROJECT INSPECTOR: WJL.J.:.tAM LOFf!:Z DATE: l"L • I .., ~ t!J PROJECT ID P!/, JP. C?S'•O(p GRADING PERMIT NO. __ _ LOTS REQUESTED FOR RELEASE: PMCEL A 4>7":S 3Z 1 ~ "?> N/A = NOT APPLICABLE -../= COMPLETE O = lncom lete or unacceptable 1st 2nd. V 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter of request for partial release submitted 8½" x 11" site plan showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of work certification of work done and pad elevations. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Project conditions of approval checked for conflicts Can water service be installed prior to bringing building combustibles on site. NO LLJ~ L,IHF..-:J I~~ Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. D Partial release of the site is denied for the following reasons: ,z,,,1-'ie> Date ,} .. /z{~j/ Date H:\LIBRARY\ENG\ WPDATA \INSPECT\FORMS\P ARTSITE.FRM • 11/30198 MON 15:14 FAX 949 476 4495 ID! WESTERN REGION i4JOU1 ' ~ ~ I ~ ~ ~ ~ $ $ "' "' Cl Cl '-.) .J ~ ~ >->-.0 .0 ;;;; N 'It -°" "" () () Q) Q) .c .c (..) u C: C: "' "' a: a: ' ~ ~ I D ........ $ "' Cl .J ~ >-.0 "' 'It "" u Q) .c u C: "' a: PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB ?8-l76tf Address Z6 >'B w/!.t:12-)t/5' ~s.T Phone (619) 438-1161, extension 4325 Type of Project & Use: /AJl)vrr 71/W. Net Project Density: M~ DU/AC n~-~ Zoning: P.IIV1.~ General Plan: f.:P Facilities Management Zone: ____ ::, __ _ CFO £ri7hutl # / Date of participation: .f'""---7--1' I Remaining net ~ev acres: 0 l.ci-Fde One (For non-residential development: Type of land used created by this permit: /tJJ/Jtt!T l[vf />.Afi!:, ) Legend: [XI Item Complete Cid] Item Incomplete -Needs your action ~ D D Environmental Review Required: YES __ NO -15;._ TYPE ___ _ ~bo DATE OF COMPLETION: ______ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES K NO APPROVAURESO.--N-0:' p. C>t&flp/L PROJECT NO ..... fe-..-~_-__ 0__.6~---- TYPE 0THER RELATED CASES: __________________ _ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES __ NOK CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at -3111 Camino Del Rio North, Suite 200, San Diego CA 92108-172~; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO 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 Coasta_l Permit Determination Log as needed. .. ·(7l D. tJ inclusionary Housihg.Fee.·re~uir.ed: YES ___ NO 2(_ ~ (Effective date of'lnclllsiooary Housing Ordinance • May 21, 1993.) ·~D·D. . Data Entry. Com.pl~tedi'YES . . NO·. l~i:\rei ,,CB,~; ,UAC:T;, ~EXT-1:;2;,,Construpt holis\ng ·v.tN;. Ent(!r Fee ·Am9ur,t (~ee fee schedule for amount);. R'eturn), :~i . Site;Plan: 1. ·:P,rovide, a hilly cliJnen~iohal _:s'j:i:e· plaq d_rawn to scale. Show:· North arr.ow, pro,j:>erty ,lin~s,_ easements, ,existing, and ,pr,oposed structures,, s.tr::eet~, existing ' ' :street irnprov~m~r;rts·, .ri~,ht-,of-yvay,' width, di,mensional setbacks anq ~xisting topegrapbicai lines. · -· ~f :o: ,~: T:' 2. · Provide legal cJesqription of property and ass~ssbr's parcel number; \ ~:, :,: ,.: '·/--· .. : ,l:oning: · _:·~ [1.0 .. 1 ;· Setb.ackst '' : _,. ~~~:~ ===::· vJ:::6!:_.·:'·:):-' =/== ·Of' . ~y(f, -~o::o· Front: Interior Sid~: Street Side: · Re.ar: Required --'·=>=··J::...._.; ...... · -'---'-'- :R13quired _-.--....,....1 .... i?_,._,,_.,...._ __ Required._. _____ _ Reqµ i rl?ef ___ · '---.~Zo=-~· . " __ ___. _____ Shown ~ --'-,---------,--'-- Shown { 1-z_ r. _ ____s____::::::;___----:._:_ Ac::cesso_ry §tructure setbacks.: .·Front: Required Shown --"----'-'---e;-..,.~--------~'--- 1 nteriod:iide:: .Reqwir~<;f · '· _-.. 4 · · ~hown Street Si'de:: 'Required -~--/Zfi,·. · Shown ----,--:+-:--,--,- Reat: Heq\lired, _ 7 -Shown --------~,---,'-.--'-----+----- Str-ucture separ;::ition: . ReqL!ited $hown ---~--,---- _.,<I•,:;' \ ,' 4. Heigh~: . , Requi~ed _· ·---'--"------'-'---'-'--.Shown ---,-.---'---..,. .m.o .o. 5 ... Parking,: Shown _...:::!=:..:f-1.Z~:-·...;...:,=---- Shown . Gyest Sgaces ·R!:;qlJire,~ ___________ _ ---'------ · D 0: 0 Add,iti0hal'·Coi1'1merrt~--_-~-,.,--.,...,...,.---......_,.__.,..,......,-..,........~------------.---'--------------- OK TO ISS~I; :AND EN1EREO APPROVAi;. :IN'i"O .(;OMPUT!;R ··v, W~. r-J [ ·~fu~: ,·, ,•;::' 98119 City of Carlsbad Fire Department • Bureau of Prevention Plan Review: Requirements Category: Date of Report: Friday, September 4, 1998 Building Plan Check Reviewed by: __ ea~-,q..,1-"'=/'----- Contact Name Ware & Malcomb/Irv. Address 18002 Cowan ------------------ City, State _lr_v_in_e _C_A_9_26_1_4 ____________ _ Bldg. Dept. No. CB981764 Planning No. PIP98-06 Job Name Carlsbad Palomar Bus Job Address 2858 Loker Av East Ste. or Bldg. No. _____ _ jg! Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st. __ _ 2nd.-'-. __ _ 3rd. __ _ Other Agency ID CFO Job# __ 98_1_1_9 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 ' ~ ' I ' i L. ~ ' ' I -1 : ' '. I I I i ! ' ' ·------.. -- trt-t ~ ~4~ PPNL rz_ r:-14l w .rT 61' e-~ ,L ~ ~ '.t & o I I , s-~ · ~~ fL . :-----DASSE DESIGN --.. -· ---· SOUTIIBRN CALIFORNIA, INC. vHfcl ~11,:71~1t, _ IPZ'Z---iif · _'vrieb ~. ~11_,7 (S-4-t i1.7 f 1&,~+;z.4· 124.-t14t~w41~1 sB~) ~40il ? ~l . . ·-: ----· ...i. .. : . -. ----... -• • -I -:,,_ • I ' , : : I : J --I I --~-,.~., 4 ' · SOUTHERN CALIFORNIA, INC. j_. ' i ' \Iv-=-[.4·,<-) 1° .-\~~ ~ V ~ _,_ . ~?.;. 't 1-~ ')( 44 -1.. ~a --· 114 k. ? \J L,- ' ' ---~ .,. _ .... ~---· ' ; I ; ' -~ -------·-' . ; I ' ' ! ---· ---,· -,_ i I ; . ' -------' r -, - ' • • -_, I - ' i : .. j --~----DASSE DE-SIGN -----" .. ---~ - ' i . SOUTHERN CALIFORNIA, INC. IRVINE_ . · : .. -:-PROJECT v&l~BPD :PALJH~-· --. PROJ. NO. J~~ 1° 11 PAGE Ix '3 ' -_: :BY.' --. rl>W~ -. DATE b/ijh.(p ' ' ---• ----<---~ --- I 1 \ I • ' 1 ' ' . -. --. --, ---. -''\ --·... -. ---.. -----. . . --+ ' : 1~1 t If 1 -l --_:_ -T - -j : -· · ----Pv _ -1· --frri€C 11--r-,__ '. · ·, ·_- -_ .-i;(ur; '. · vJ . • . El_ c;., 1 · · ,~~, _ . r 17 -.-. . ~ -,---. . . _ .J v'~t-i{i tr--1 ft.M~r,J71t-UW f ~l?L ~J7 -} if f {f;, ,}J. ~ J ~ _ PJ riev-rioi-1___ . . ·_ p~ ~ ~ ~. 1 k.. t 94: f k. l-Af -,-: .. -: . --. · ---_, ---. : --. ---. ---. -._ -. . . ' . -,_ -' -. . --' .. ~ ---------~·-- ---' ., --_, --------. , ··---~ _.,. 4'0. ~+ 6.t? ,-1-o'1,t_b ~ 6~. 4· f-, i >;.,. 474,_;l "? ,4~ i:· lJfLt ff_ il-. : _ : . ' U-fuff ~l~tw :·f?i :ti>~NE:v1~~1 ·19 ._ft?OTfNt; UH~ ~~ - ~ f7C-f ftNP!0WLAfZ i00ff~~. UJNHfL-fE:1? 1v fpP5 -1uff tll2f ~ .. >1!XL ~Utlt'l5 _ __ _ · _ _ . f'1or1~f !t--1 @ly-Jq -. r1v1 ~1~4it ~1-t 1&1 I~ /~ o ~ fbt/~.' . 'L As -%& t--l-z/41.bo( ~-d, -~§/1' )--1,4 I? K~ . -. . . W>G I I ~I C)f t 4f>11 t?@t?' fff ,iJ J.· ~f v~._.. '74.2il•4,(.lb(;o-;-_ ,to,4'1l-- 4'Vv~ ,tf;(jf--~(. ~4tl-1 ~())Vz ; 40IL) Wv-. -//t.r1 11, 4 HowN we, M?1Ir¼ tJN~ 0f '2- ' -----~' ------- • • • • DESIGN OF SOUTHERN CALIFORNIA INC. STRUCTURAL ENGINEERS 8001 Irvine Center Drive, Suite 825 • Irvine, CA 92718 • 714/450-0444 • Fax 714/450-0448 PLAN CHECK RESPONSES FOR CARLSBAD PALOMAR BUSINESS CENTER Prepared for •• Ware & Malcomb •• Architects, Inc . Prepared by DASSE Design of Southern California, Inc. July 22, 1998 DASSE Job Number: 9881017 . __ ) .... ·--· --·' ~ • i 1 .••• ---'-·· I l •• i ; . ·-1--i---· I I j . --, ---i~---~ ' . ' :f..(.,y ~ ':J?. 'Z l Jv/(1 A./f-<-I'-) Fi,;..; 15.1 /( 1~ :oG )i4 .... 10 ~ . \ 1 ='. ti L). B ···,i_1, __ {..~ ~P~ -~: __ ~.rt J ~-j1s '-z1.i: _ __ :wl41?? PL- -~f ~P-L w~ 1t4. ~:(q~~ 1-1~ f?o)~ 11!4-t-1~4 • 7t>~~ r1~ ~,41 ~ · · :r~ ~ 114-ri ; I --'-__ ,,_._! ___ : _ __J___ ... l ; ! , ;--------, • •• --r- • -· ••• w • • • • ~ Ol:36P Ware & Malcomb -Irvine Carlsbad. 98-1764 6/25/98 714 863 l.SSl. SPECIAL INSPECTION PROGRAM f:>-09 ADDRESS OR LEGAL OESCRlPTION: ______________ _ PLAN CHECK NUMBER: _____ OWNER'S NAME: ________ _ I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/englneer of record, witl be responsible for employing the special inspector(s) as required by Uniform Building Code (USC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed _______________ _ I, as the Jngineer/architect of record, certify that I have prepared the following special inspectio~ program ss required by UBC Section 106.3.5 for the construction project located at the site listect above. Signed _______________ _ 1. List of work requiring special inspection: D Soils Compliance Prior to Foundation Inspection g Field Welding ~ Structural Concrete Over 2500 PSI ~ High Strength Bolting D Prestressed Concrete -~ ExpansionlEpoxy Anchors D Structural Masonry D Sprayed-On Fireproofing 0 Designer Specified O Other _____ _ ~J\IN~ ~ lNfO 1lJ ~ ~ut'f? e,y ~r,eer (0WM~ 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. -------------------------------C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work O!\ the job site. SIP4997 ~ ... ~-. .. ~-~ ... I l -r--· ~----; - ··--;- ' -· ____ j_~· ·---,-· .-.. j . !----. ··-+- ! __ ) __ ~ _, - •- _f!INltjUf} 9f~:~-f111 ~ ~,ft7!2-;<.A'-..._~J4-,N/ 1 I :. --} --i _L_ .. .. ! _:_____ --_ _ ----_ _ ___ . . 2-·i.fft~l 1 . 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'. -: -------------. ------~~----~ ---· • • DASSE Design, Inc. CARLSBAD PALOMAR BRACE FRAME@ LINE F RISA-2D CR) Version 3.03 Job Pag-e--,-,X...,~- Date ___ _ =======================--------================:======------------ Units Option : US Standard AISC Code Checks: 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 . Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------Cft)--------Cft)-----Cin,K/in)----Cin,K/in)---Cr,K-ft/r)-----CF)- 1 0.00 0.00 R R 0.00 2 52.00 0.00 R R 0.00 3 104.00 0.00 R R 0.00 4 0.00 35.50 o.oo 5 26.00 36.00 0.00 6 52.00 36.50 0.00 7 78.00 36.00 0.00 8 104.00 35.50 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)-----------------------(F)--------CK/ft3)------(Ksi)---- ST 29000.00 0.30000 0.65000 . 0.490 36.000 . ---------------------------------------------------------------------------- Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------CinA2)---------CinA4>----. ------------ BM W18X76 ST 22.30 1330.000 1.20 COL TU8X8X6 ST 11.10 106.000 1.20 BRC TU14X14X8 ST 26.40 791.000 1.20 I· J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in)----(in)------Cft) 1 1 -4 COL 35.50 2 2 -6 COL 36.50 3 3 -8 COL 35.50 4 4 -5 BM 26.00 • • • • • RISA-2D (R) Version 3.03 DASSE Design, Inc. CARLSBAD PALOMAR BRACE FRAME@ LINE F Job __ ...,..,._ Page X 9 Date ___ _ ==========--------===============---------================================== J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------. -----------------------------------------------Cin)----Cin)------Cft) 5 5 -6 BM 26.00 6 6 -7 BM 26.00 7 7 -8 BM 26.00 8 1 -5 BRC 44.41 9 5 -2 BRC 44.41 10 2 -7 BRC 44.41 11 7 -3 BRC 44.41 J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Le In Out Cm Cb --------------------Cft)-----Cft)-----Cft)---------------------------------- 1 2 3 4 5 6 7 8 9 10 11 1 - 2 - 3 - 4 - 5 - 6 - 7 - 1 - 5 - 2 - 7 - BLC No. 4 6 8 5 6 7 8 5 2 7 3 LATERAL Basic Load Case Description Nodal Loads, BLC 1: LATERAL Node Load Totals Nodal Point Dist. 3 Number Global X Global Y Moment ------------------------(K)------------------(K)------------------(K-ft)---- 4 6 8 Load Combination No. Description 1 LATERAL 112.000 140.000 140.000 Self Wt BLC Dir Fae Fae 0 1 1· BLC Fae 0.000 0.000 0.000 BLC Fae BLC Fae BLC 0.000 0.000 0.000 W E Fae DYNA S V • • DASSE Design, Inc. CARLSBAD PALOMAR BRACE FRAME@ LINE F RISA-2D CR) Version 3.03 Job __ -=-_ Page 'Pl>/ 0 I Date. ___ _ =====================:====-:::_:; __ ::,_::;_:::_=================:====------------ Dynamic Analysis Data Number of modes (frequencies) Basic load Case for masses BLC mass direction of action Acceleration of Gravity Load Combination is 1 : LATERAL Nodal Displacements 3 None X only 32.20 ft/sec**2 Node Global X Global Y Rotation ---------------------(in)-----------------Cin)----------------(rad)--------- 1 0.00000 0.00000 -0.00048 2 0.00000 0.00000 -0.00046 3 0.00000 -0.00000 -0.00051 4 0.24835 -0.00262 0.00001 5 0.19424 0.00190 -0.00005 6 0.23263 -0.00047 -0.00000 7 0.20340 -0.00199 -0.00005 8 0.27104 0.00332 0.00002 Load Combination is 1 : LATERAL Reactions Node Global X Global Y Moment ----------------------(K)------------------CK)---------------CK-ft)--------- 1 -97.04636 -132.24905 0.00000 2 -193.32524 -5.80960 0.00000 3 -101.62840 138.05864 0.00000 Totals -392.00000 -0.00001 0.00000 • Load Combination is 1 : LATERAL Member End Forces Nodes ==========I-End========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------CK)--------CK)------CK-ft)-------(K)--------CK)------CK-ft)-- 1 1-4 1.98 0.07 0.96 -1 .98 -0.07 1.56 2 2-6 0.35 0.06 0.79 -0.35 -0.06 1.32 3 3-8 -2.51 0.08 1.09 2.51 -0.08 1.72 4 4-5 111.95 -0.17 -1.56 -111.95 0.17 -2.93 5 5-6 -79.46 -0.08 -1.57 79.46 0.08 -0.56 6 6-7 60.51 -0.10 -0.76 -60.51 0.10 -1. 77 7 7-8 -139.94 -0.19 -3.11 139.94 0.19 -1. 72 8 1-5 -165.59 0.03 -0.96 165.59 -0.03 2.12 9 5-2 161.18 0.04 2.37 -161.18 -0.04 -0.55 10 2-7 -168.78 0.05 -0.24 168.78 -0.05 2.68 • • • • • DASSE Design, Inc. CARLSBAD PALOMAR BRACE FRAME@ LINE F RISA-2D CR) Version 3.03 Job ----,-- Page ,'/.. // Date __ _ ===============---------========---------=================================== Nodes ==========I-End--------------------J-End - No I J Axial Shear Moment Axial Shear Moment ------~--------(K)--------(K)------CK-ft)-------(K)--------CK)------CK-ft)-- 11 7-3 173.41 0.03 2.21 -173.41 -0.03 -1.09 Load Combination is 1 LATERAL AISC Code Checks ---------------------------------------------------------------------------- Nodes Member Quarter Points No J Maximum 0 1/4 1/2 3/4 L Shear ---------------------------------------------------------------------------- 1 1-4 0.0524 0.0411 0.0290 0.0284 0.0404 0.0524 0.0008 2 2-6 0.0294 0.0192 0.0092 0.0093 0.0194 0.0294 0.0007 3 3-8 0.0432 0.0311 0.0178 0.0165 0.0299 0.0432 0.0009 4 4-5 0.4914 0.4884 0.4860 0.4865 0.4890 0.4914 0.0015 5 5-6 0.1709 0.1709 0.1689 0.1669 0.1651 0.1671 0.0007 6 6-7 0.2662 0.2639 0.2624 0.2633 0.2648 0.2662 0.0009 7 7-8 0.3024 0.3024 0.2978 0.2932 0.2925 · 0.2971 0.0017 8 1-5 0.2999 0.2947 0.2960 0.2973 0.2986 0.2999 0.0001 9 5-2 0.4707 0.4707 0.4684 0.4661 0.4638 0.4614 0.0002 10 2-7 0.3079 0.2971 0.2998 0.3025 0.3052 0.3079 0.0003 11 7-3 0.5083 0.5083 0.5064 0.5046 0.5027 0.5008 0.0001 • • • • RISA-2D (R) Version 3.03 Job DASSE Design, Inc. Pag-e -x:~,-2 - Date --- CARLSBAD PALOMAR MEZZANINE BRACE FRAME =====================-----===============--================================= Units Option : US Standard AISC Code Checks 9th Edition ASD Shear Deformation: No P-Delta Effects No Redesign No Edge Forces No A.S.I.F. 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Tern&. -----------(ft)--------(ft)-----(in,K/in)----(in,K/in)---(r,K-ft/r)-----(F -1 0. 00 0. 00 R R O. 0 2 16.00 0.00 R R 0.00 3 0.00 15.50 0.00 4 8.00 15.50 0.00 5 16.00 15.50 0.00 Material Elastic Poisson's Thermal Wei~ht Yield Stress --~~~=~-------~,~~1)~--------~~:!~-----~~:!f}>!=~=----~R;¥1i{ ______ (~~¥~----sT 29000.00 0.30000 0.65000 0.496 36.060 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef BM ___________ W18X35 _________ ST--------{i~~~lo--------{i~~ci~ooo ____ l.20 _____ _ COL . TUSXSX6 ST 6.58 22.800 1.20 BRC TUSXSX8 ST 8.36 27.000 1.20 I J I Releases J End Offsets _No_Node __ Node ___ Section ____ x_y_z ____ x_y_z __ sec __ sway_(fn)----(~n)----Le(fi~ 1 1 -3 COL 15. 50 2 3 4 5 6 2 -5 COL 3 -4 BM 4 -5 BM 1 -4 BRC 4 -2 BRC 15.50 8.00 8.00 17.44 17.44 • • • • DASSE Design, Inc. CARLSBAD PALOMAR MEZZANINE BRACE FRAME RISA-2D (R) Version 3.03 Job P ag-e _,.,l;,-....( ....... 3 - Date --- ============================================================================ I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Le In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 1 1 -3 2 2 -5 3 3 -4 4 4 -5 5 1 -4 6 4 -2 BLC No. 1 LATERAL Basic Load Case Description Nodal Loads, BLC 1: LATERAL Node Load Totals Nodal Point Dist. 1 Number Global X Global Y Moment -------3----------------~~~500---------------(~~ooo ___ 0 ·---------<~.666 ___ _ Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description· Dir Fae Fae Fae Fae Fae Fae DYNA S V 1 LATERAL 0 Dynamic Analysis Data Number of modes {frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity 1 1 Load Combination is 1 : LATERAL Nodal Displacements 3 None X only 32.20 ft/sec**2 Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)---------1 0.00000 0.00000 -0.00085 2 0.00000 -0.00000 -0.00078 3 0.12672 0.00013 -0.00001 4 0.10954 -0.00001 -0.00000 5 0.10953 -0.00011 -0.00001 • • • • DASSE Design, Inc. CARLSBAD PALOMAR MEZZANINE BRACE FRAME RISA-20 (R) Version 3.03 Load Combination is 1 : LATERAL Reactions Job Pag-e -,<.~/~>:- Date ~ ' Node Global X Global Y Moment --------1-------------~~~74730-------------!~~a2a13----------CK-f5~ooooo ___ _ 2 -26.75270 51.82813 0.00000 Totals -53.50000 0.00000 0.00000 Load Combination is 1 : LATERAL Member End Forces Nodes ==========I-End========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)--1 1-3 -0.13 0.06 0.19 0.13 -0.06 0.69 2 2-5 0.11 0.04 0.11 -0.11 -0.04 0.57 3 3-4 53.44 -0.13 -0.69 -53.44 0.13 -0.38 4 4-5 0.04 -0.11 -0.34 -0.04 0.11 -0.57 5 1-4 -58.18 0.01 -0.19 58.18 -0.01 0.34 6 4-2 58.20 0.02 0.38 -58.20 -0.02 -0.11 Load Combination is 1 AISC Code Checks LATERAL ----------------------------------------------------------------------------Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear ----------------------------------------------------------------------------1 1-3 0.0391 0.0116 0.0025 0.0147 0.0269 0.0391 0.0011 2 2-5 0.0328 0.0074 0.0046 0.0140 0.0234 0.0328 0.0008 3 3-4 0.3377 0.3377 0.3367 0.3356 0.3354 0.3365 0. 0017 4 4-5 0.0061 0.0037 0.0014 0.0015 0.0038 0.0061 0.0015 5 1-4 0.3395 0.3321 0.3340 0.3358 0.3376 0.3395 0.0001 6 4-2 0.6801 0.6801 0.6740 0.6679 0.6618 0.6557 0.0002 ,,.,,_ ' \ • ·:. -.i --j--', ---: . ; . ~!--. .. ;(w I _. __ ., I 'l ' ____ , ----' -·· '.--L ' i -~ ----, . --I. -+-----+-' --·, ,,., • ~~it?1~~ -~Sl.S1A;Ja:" 1.~it,3 ~i1,i} ~o.t,-~~-~6:~t~t~ +Z-14 741141·2,q 1i~0 _ . . ~ _._tj-,.c"I I Ob-~ 14-Z-1; ,., I 1 4 ~d 1_it'. 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'---' • • I { ~ ' . -~-----'----+--··•------; t ' _____ !_._-:_: ---i .. ' -; .. -__ l, _______ -!------:--·~------2~~--'--t-----'--' -+-- I • • • • Analysis: PANELS Project _ _:::CAR==L~S=B~AD=-~P~A=L~O~MAR==------- By HSWW Page 1 q of __ _ Date 06/02/98 Job_~9~8~B~1 .... 0-=1'-'-7_ S O L I D P A N E L A N A L Y S I S 28.5 FT PANEL E-W SIDE INPUT Concrete Strength Concrete Weight Steel Yie~d Strength Steel Mod. of Elas . Panel Height Roof Height Panel Thickness Reveal Depth Ledger Width Roof Dead Load Add'l Axial Dead Ld. Service Defl. Limit VERTICAL REINFORCING Bar Size: f'c: Cwt: Fy: Es: Hp: Hr: Tp: Rd: Lw: Rdl: Adl: Dlm: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 28.500 ft 8.000 in 0.750 in 2.000 in 265 plf 0 plf H/150 #6 Bar Spacing: s: 14.500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.3641 in"2 0~0038 0.0025 Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: Wind In O -20 ft. W1: Wind In 20 -40 ft. W2: Wind Out Full Ht. Wo: 4.000 in 96.67 psf 265 plf 1378 plf 725 plf 2368 plf 29.00 psf 10.54 psf 12.04 psf 11.04 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets .WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward :Parapets O to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: V: qs: Iw: Exp: Cq: Cq: Cq: Ce: ,Ce: HORIZONTAL 'REINFORCING Bar Size: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 -#4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: o .1333 in"2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt. + Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In O -20 ft. Wu1: Wind In 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 278 plf 1447 plf 761 plf 2486 plf 40.67 psf 13.43 psf 15.35 psf 14.07 psf • • • • Analysis: PANELS Project_--=CAR==L=S=B=AD=-~P~AL=O~MAR=::.=-------- By ____ ~H=S~WW.:..;.:.. __ _ Page 1/? of ___ _ Date 06/02/98 Job __ ~9~8=B=l~0=l~7- S O L I D PANEL ANALYSIS INWARD ANALYSIS 28.5 FT PANEL E-W SIDE OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 3.6250 in 0.3641 in"2 0.4056 in"2 0.7952 in 0.9356 in 8.3144 in 0.8827 3122.00 ksi 9.289 78.536 in-k 69.327 in-k 30.525 in"3 10.041 in 49.554 in-k -1.156 in-k 10.432 in-k 4.843 in-k 63.674 in-k 0.918 Wall Section is Adequate for·strenqth Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds I Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273. 861 psi 512.000 in"4 381. 078 in"'4 28.790 in-k 0.219 in 35.333 in-k -1.102 in-k 2.257 in-k 1.047 in-k 37.536 in-k 1.946 in 2.280 in 0.854 Wall Sec. is Adequate for Slenderness Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Ine.rtia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 3.6250 in 0.3641 in"2 0.4056 inA2 0.7952 in 0.9356 in 2.9356 in 0.8827 3122.00 ksi 9.289 78.536 in-k 69.327 in-k 30.525 in"3 J.0.041 in 49.554 in-k 0.408 in-k 10.432 in-k 4.843 in-k 65.238 in-k 0.941 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"4 381. 078 in"4 28.790 in-k 0.219 in 35.333 in-k 0.389 in-k 2.257 in-k 1. 047 in-k 39.026 in-k 2.240 in 2.280 in 0.983 Wall Sec. is Adequate for Slenderness • • Project_--"CAR==L=S=B=AD~=P=AL=O=MAR='------- By ______ H=S~WW~---Date 06/02/98 Analysis: PANELS Page --Z-1 of ___ _ Job __ =9=8=B=l=0=1~7- S O L I D P A N E L A N A L Y S I S INPUT SHORTER TYPICAL PANEL SEISMIC DESIGN Concrete Strength f'c: Concrete Weight Cwt: Steel Yieid Strength Fy: Steel Mod. of Elas. Es: Panel Height Roof Height Panel Thickness Reveal Depth Ledger Width Roof Dead Load .Add' 1 Axial Dead Ld. Service Defl. Limit VERTICAL REINFORCING Bar Size: Hp: Hr: Tp: Rd: Lw: Rdl: Adl: Dlm: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 29.250 ft 8.000 in 0.750 in 2.000 in 2(?5 plf ,0 plf H/1.50 '#6 Bar Spacing: s: 11.500 in Area of Steel/ ft As/Ag Ratio: Min~ As/Ag Ratio:* As: 0.4591 in"2 0.0048 0.0025 Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt. + Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Wind In Wind In 0 20 ft. 20 -40 ft. Wind Out Full Ht. F: Wl: W2: Wo: 4.000 in 96.67 psf 265 plf 1414 plf 653 plf 2332 plf 29.00 psf 10.54 psf 12.04 psf 11.04 psf Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward · Parapets O to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: "HORIZONTAL REINFORCING Bar Size: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf l.00 B 1.20 -1.10 1.30 0.70 0.80 -#4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In O 20 ft. Wul: Wind In 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 278 plf 1485 plf 686 plf 2449 plf 40.67 psf 13.43 psf 15.35 psf 14.07 psf • •• • Project __ CAR __ L_S_B_AD __ P_AL~O~MAR=""-------- By ____ ~H~S_WW ___ _ Date 06/02/98 Analysis: PANELS Page -1,,,'1-of ___ _ Job __ z.9-=-S=B=l-=-0=1.a...7_ S O L J: D PANEL A N A L Y S J: S SHORTER TYPJ:CAL PANEL J:NWARD ANALYSJ:S Seismic Loads Govern Design Depth to Re inf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 3.6250 in 0.4591 inA2 0.4999 inA2 0.9803 in 1.1533 in 8.0967 in 0.8830 3122.00 ksi 9.289 94.036 in-k 83.033 in-k 34.508 inA3 11.202 in 52.197 in-k -1.125 in-k 10.798 in-k 5.545 in-k 67.415 in-k 0.812 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"'4 381. 078 in"4 28.790 in-k 0.231 in 37.217 in-k -1.073 in-k 2.148 in-k 1.103 in-k 39.395 in-k 2.014 in 2.340 in 0.861 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSJ:S Seismic Loads Govern Design Depth to Re inf . d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: -Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 3.6250 in 0.4591 in"'2 0.4999 in"2 0.9803 in 1.1533 in 3.1533 in 0.8830 3122.00 ksi 9.289 94.036 in-k 83.033 in-k 34.508 in"3 11.202 in 52.197 in-k 0.438 in-k 10.798 in-k 5.545 in-k 68.978 in-k 0.831 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds I Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"'4 381.078 in"4 28.790 in-k 0.231 in 37.217 in-k 0.418 in-k 2.148 in-k 1.103 in-k 40.886 in-k 2.265 in 2.340 in 0.968 Wall Sec. is Adequate for Slenderness • • ~- • Analysis: PANELS Project_-=CAR==L=S=B=AD=-~P=AL=OMAR==-------- By HSWW Page 1..-:; of __ _ Date 06/02/98 Job_-----'9"-8=B=l=O"""l""'"7_ SOLID PANEL A N A L Y S I S TYPICAL PANELS INPUT Concrete Strength f'c: Concrete Weight Cwt: Steel Yieid Strength Fy: Steel Mod. of Elas. Es: Panel Height Roof Height Panel Thickness Reveal Depth Ledger Width Roof Dead Load Add'l Axial .Dead Ld. Service Defl. Limit VERTICAL REINFORCING Bar Size: Hp: Hr: Tp: Rd: Lw: Rdl: Adl: Dlm: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 30 .·000 ft 8.000 in 0.750 in 2.000 in 265 plf 0 plf H/150 #6 Bar Spacing: s: 9.500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.5558 in"'2 0.0058 0.0025 , Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt. + Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Wind In Wind In 0 20 £t. 20 -40 ft. Wind Out Full Ht. F: Wl: W2: Wo: 4.000 in 96.67 psf 265 plf 1450 plf 580 plf 2295 plf 29.00 psf 10.54 psf 12.04 psf 11. 04 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets o to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cg: Cq: Ce: Ce: HORIZONTAL REINFORCING Bar Size: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 :#4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 in"'2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101. 50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In Wind In 0 20 ft. Wul: 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 278 plf 1522 plf 609 plf 2409 plf 40.67 psf 13.43 psf 15.35 psf 14.07 psf • •• ( • • Analysis: PANELS Project_-=CAR=;L=S=B=AD=-~P~A~L~O~MAR==-------- By ____ -"H=S:..:WW.:..:.:... __ _ Page '2.-9' of __ _ Date 06/02/98 Job_--9~8~B=l~0=l~7- S O L I D PANEL ANALYSIS TYPICAL PANELS INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 3.6250 in 0.5558 in"'2 0.5959 in"'2 1.1685 in l. 3747 in 7.8753 in 0.8833 3122.00 ksi 9.289 108.726 in-k 96.035 in-k 38.423 in"'3 .12.236 in 54.908 in-k -1.095 in-k 10.853 in-k 6.208 in-k 70.874 in-k 0.738 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"'4 381.078 in"'4 28.790 in-k 0.243 in 39.150 in-k -1.043 in-k 2.028 in-k 1.160 in-k 41.295 in-k 2.119 in 2.400 in 0.883 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e : Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: .Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 3.6250 in 0.5558 in"'2 0.5959 in"'2 1.1685 in 1.3747 in 3.3747 in 0.8833 3122.00 ksi 9.289 108.726 in-k 96.035 in-k 38.423 in"'3 12.236 in 54.908 in-k 0.469 in-k 10.853 in-k 6.208 in-k 72.438 in-k 0.754 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"'4 381.078 in"'4 28.790 in-k 0.243 in 39.150 in-k 0.447 in-k 2.028 in-k 1.160 in-k 42.785 in-k 2.343 in 2.400 in 0.976 Wall Sec. is Adequate for Slenderness • ;. • Analysis: PANELS Project_-=CAR==L=S=B~AD~~P~AL=O=MAR==------- By HSWW Page 1_.,,t5 of ___ _ Date 06/02/98 Job_----'9==--8=B=l=0"-"1"""7_ S O L I D PANEL A N A L Y S I S 30 FT PANEL 8 FT PARA INPUT Concrete Strength f'c: Concrete Weight Cwt: Steel Yield Strength Fy: Steel Mod. of Elas. Es: Panel.Height Roof Height Panel Thickness Reveal Depth Ledger Width Roof Dead Load Hp: Hr: Tp: Rd: Lw: Rdl: Add'l Axial Dead Ld. Adl: Service Defl. Limit Dlm: VERTICAL REINFORCING Bar Size: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 38.000 ft 30.000 ft 8.000 in 0.750 in 2.000 in 265 plf 0 plf H/150 #6 Bar Spacing: s: 9.500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:~ As: 0.5558 in ... 2 0.0058 0.0025 Chair Size: , SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Wind In Wind In 0 -20 ft. 20 -40 ft. Wind Out Full Ht. F: Wl: W2: Wo: 4.000 in 96.67 psf 265 plf 1450 plf 773 plf 2488 plf 29.00 psf 10.54 psf 12.04 psf 11.04 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets O to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: HORIZONTAL REINFORCING Bar Size: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 :#4 Bar Spacing: s: 18.000 in .Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As; O .1333 in ... 2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In Wind In 0 -20 ft. Wul: 20 40 ft. Wu2: Wind Out Full Ht. Wuo: 278 plf 1522 plf 812 plf 2612 plf 40.67 psf 13.43 psf 15.35 psf 14.07 psf • • • • Analysis: PANELS Project_----=CAR==L=S=B=AD=-~P~A=L=O=MAR==------- By HSWW Page "2.-lP of ___ _ Date 06/02/98 Job_-=9'--'B=B=l=O-=l'-'-7_ S O L I D PANEL ANALYSIS 30 FT PANEL 8 FT PARA INWARD ANALYSIS Seismic Loads Govern Design d: As: Depth to Reinf. Area of Steel /ft Eff. Area of Stl Aseff: Stress Block Width Neutral Axis Roof Load Ecc. Phi Factor Mod. of Elas. Cone. Ratio Es / Ee a: c: e: Phi: Ee: n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 3.6250 in 0.5558 in"2 0.5993 in"2 1.1751 in 1.3825 in 7.8675 in 0.8819 3122.00 ksi 9.289 109.224 in-k 96.320 in-k 38.565 in"3 12.247 in 54.908 in-k -1.094 in-'k 13.349 in-k 6.213 in-k 73.376 in-k 0.,62 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273 .861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.243 in 39.150 in-k -1. 042 in-k 2.491 in-k 1.160 in-k 41.759 in-k 2.179 in 2.400 in 0.908 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design d: As: Depth to Reinf. Area of Steel /ft Eff. Area of Stl Aseff: Stress Block Width Neutral Axis Roof Load Ecc. Phi Factor Mod. of Elas. Cone. Ratio Es/ Ee a: c: e: Phi: Ee: n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal .Deflection Dn: _Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 3.6250 in 0.5558 in"2 0.5993 in"2 1.1751 in 1.3825 in 3.3825 in 0.8819 3122.00 ksi 9.289 109.224 in-k 96.320 in-k. 38.565 in"3 12.247 in 54 .908 .in-'k · o .470 :in-k 13.349 in-k 6.213 in-k '74.940 in-k 0.778 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.243 in 39.150 in-k 0.448 in-k 2.491 in-k 1.160 in-k 43.249 in-k 2.401 in 2.400 in 1.000 Wall Sec. is Adequate for Slenderness • • • • Analysis: PANELS Project_~CAR~-L~S~B_AD __ P_AL_O~MAR~~------ By ____ =H=S~WW~--- Page 1,.1 of ___ _ Date 06/02/98 Job __ ~9~8=B=l~0=l-'-7_ S O L I D PANEL A N A L Y S I S 30 FT PANEL 8 FT PARA PARAPET DESIGN Seismic Load Fu: 108.46 psf Parapet Height Hp: Ult. Seismic Mom. Mus: 41. 649 in-k Min Depth to Reinf. d: Wind Ld. 0 -20 ft. Wul: 14".55 psf Area of Steel Req'd. As: Wind Ld. 20 -40 ft. Wu2: 16.63 psf Ult. Wind Moment Muw: 6.387 in-k Panel Area of Steel As: Seismic Load Governs Panel .Reinf. is Adeggate .HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 45.000 .Reveal H / t Ratio: LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 698 plf 404 plf Outward Reac. at Roof: Outward Reac. at Floor: 8.000 ft 3.625 in 0.2267 in"'2 0.5558 in"'2 for Para12et 49.655 698 plf 404 plf • Project CARLSBAD PALOMAR ~f? By HSWW Date 06L02L9B Analysis: PANELS Page "2,/6 of Job 98Bl017 SOLID p ANEL ANAL y s I S 30 FT N-S PANELS INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 0.4000 Concrete Weight Cwt: 145 pcf Seismic Imp. Factor Is: 1.00 Walls Cp: 0.75 Steel Yield Strength Fy: 60,000 psi Parapets Cp: 2.00 • Steel Mod. of Elas. Es: 29,000 ksi WIND DESIGN Panel Height Hp: 36.000 ft Roof Height Hr: 30.000 ft Basic Wind Speed V: 70 mph Panel Thickness Tp: 9.750 in Stagnation Pressure qs: 12.54 psf Reveal Depth Rd: 0.750 in Wind Imp. Factor Iw: 1.00 Ledger Width Lw: 2.000 in Exposure Type ·Exp: B Roof Dead Load Rdl: 40 plf Walls Inward Cq: 1.20 Add'l Axial Dead Ld. Adl·: 0 plf Walls Outward Cq: 1.10 Parapets Cq: i.30 Service Defl. Limit Dlm: 'H/150 0 to 20 ft .. Elev. C~: 0. 70 €Ji.-20 to 40 ft. Elev. Ce: 0.-80 VERTICAL REINFORCING HORIZONTAL ·REINFORCING Bar Size: #6 Bar Size: #4 Bar Spacing: s: 16.000 in 'Bar Spacing: s: J,.7.000 ·in Area of Steel / ft As: 0.3300 in"2 .Area of Steel I ft As: 0.1412 in"2 . As/Ag Ratio: 0.0028 As/Ag Ratio: 0.0012 Min. As/Ag Ratio:* 0.0025 Min. As/Ag Ratio:* 0.0012 Chair Size: 4.750 in, * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged •• SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 117. 81 psf Wall Weight Wtu: 123.70 psf Roof Dead Load P1: 40 plf Roof Dead Load Pu1: 42 plf Panel Wt. at Mid-ht. P2: 1767 plf Panel Wt. at Mid-ht. Pu2: 1855 plf Ppt. Wt. + Add'l Ld. P3: 707 plf Ppt. Wt. + Add'l Ld. Pu3: 742 plf Total Ld. at Mid-ht. P: 2514 plf Total Ld. at Mid-ht. Pu: 2639 plf Seismic Load F: 35.34 psf Seismic Load Fu: 49.57 psf ~:~ Wind In 0 -20 ft. Wl: 10.54 psf Wind In 0 -20 ft. Wu1: 13.43 psf Wind In 20 -40 ft. W2: 12.04 psf Wind In 20 -40 ft. Wu2: 15.35 psf Wind Out Full Ht . Wo: 11.04 psf Wind Out Full Ht. Wuo: 14.07 psf • • •• • Project_~CAR=~L~S~B~AD=-~P~AL=O~MAR=~------ By ____ ::H:S..:..:WW..:..:_ __ _ Date 06/02/98 Analysis: PANELS Page 1.3 of ___ _ Job __ """9""8"""B .... l'"""0 .... l'---7_ S O L I D PANEL ANALYSIS 30 FT N-S PANELS INWARD ANALYSIS Seismic Loads Govern Design Depth to Re inf . d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 4.3750 in 0.3300 in"2 0.3740 in"2 o. 7333 in 0.8627 in 10.1373 in 0.8850 3122.00 ksi 9.289 89.943 in-k 79.597 in-k 45.423 in"3 8.562 in 66.919 in-k -0.213 in-k 6.713 in-k 5.294 in-k 78.713 in-k 0.989 Wall Section is Adequate for Strength Modulus of Rupture Gr. Mom. of Inertia Reveal M. of Inert. Cracking Moment Cracking Defl. fr: 273.861 psi Ig:. 926.859 in"4 Igr: 729.000 in"4 Mer: 44.365 in-k Der: 0.207 in Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 47.714 in-k -0.203 in-k 1.793 in-k 1.414 in-k 50.718 in-k 1.371 in 2.400 in 0.571 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf, Area of Steel /ft Ef-f. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: ·Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 4.6250 in 0.3300 in"2 0.3740 in"2 0.7333 in 0.8627 in 2.8627 in 0.8850 3122.00 ksi 9.289 95.553 in-k 84.561 in-k .51. 741 in"3 7.986 in 66.919 in-k o. 060 in-k 6.261 in-k 4.938 in-k 78.178 in-k 0.925 Wall Section is Adequate £or Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking ·Defl. Der: Lateral Load Mom. Ms1~ Roof Ecc. Moment Ms2: Rf. + Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl . Da: Ds / Da Ratio: 273.861 psi 926.859 in"4 729.000 in"4 44.365 in-k 0.207 in 47.714 in-k 0.057 in-k 1. 793 in-k 1.414 in-k 50.978 in-k 1.212 in 2.400 in 0.505 Wall Sec. is Adequate for Slenderness • • Analysis: PANELS Project_~CAR~-L~S_B_AD __ P_AL_O_MAR~------- By ___ _:H=S~WW=.:.. __ _ Page '7iD of ___ _ Date 06/02/98 Job __ =9~8B~1~01=7--- S O L I D PANEL A N A L Y S I S 31 FT N-S PANELS INPUT Concrete Strength f'c: Concrete Weight Cwt: Steel Yield Strength Fy: Steel Mod. of Elas. Es: Panel Height Roof Height Panel Thickness Reveal Depth Ledger Width Roof Dead Load Hp: Hr: Tp: Rd: Lw: Rdl: Add'l Axial Dead Ld. Adl: Service Defl. Limit Dlm: VERTICAL REINFORCING Bar Size: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 31.000 ft 9.750 in 0.750 in 2.000 in 40 plf 0 plf H/150 #6 Bar Spacing: s: 15.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Chair Size: SERVICE LOADS Wall Weight As: 0.3520 inA2 0.0030 0.0025 4.750 in Wt: 117.81 psf Roof Dead Load Pl: 40 plf 1826 plf 589 plf Panel Wt. at Mid-ht. P2: Ppt. Wt. + Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Wind In Wind In 0 -20 ft. 20 -40 ft. Wind Out Full Ht. F: Wl: W2: Wo: 2455 plf 35.34 psf 10.54 psf 12.04 psf 11.04 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce:· HORIZONTAL REINFORCING Bar Size: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 #4 Bar Spacing: s: 17.000 in Area of Steel / ·ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1412 inA2 0.0012 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 123.70 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt. + Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In O -20 ft. Wul: Wind In 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 42 plf 1917 plf 618 plf 2577 plf 49.57 psf 13.43 psf 15.35 psf 14.07 psf t , -: • .. ••• -: • Analysis: PANELS Project_-=CAR==L=S=B=AD=-~P~AL=O=MAR=::..:------- By HSWW Page 31 of __ _ Date 06/02/98 Job __ -=-9-"-8=B=l-"-0=1..:...7_ S O L J: D PANEL A N A L Y S J: S 31 FT N-S PANELS J:NWARD ANALYSJ:S Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 4.3750 in 0.3520 in"-2 0.3949 in"-2 O. 7744 in 0.9111 in 10.0889 in 0.8853 3122.00 ksi 9.289 94.499 in-k 83.661 in-k 47.045 in"-3 9.275 in 71.455 in-k -0.212 in-k 6.121 in-k 5.926 in-k 83.290 in-k 0.996 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf. + Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273. 861 psi 926.859 in"4 729.000 in"'4 44.365 in-k 0.221 in 50.948 in-k -0.202 in-k 1.560 in-k 1. 509 in-k 53.816 in-k 1. 928 in 2.480 in 0. 777 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: .Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment -Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 4.6250 in 0.3520 in"2 0.3949 in"2 0.7744 in 0.9111 in 2.9111 in 0.8853 3122.00 ksi 9.289 100.423 in-k 88.906 in-k 53.628 in"3 8.646 in 71.455 in-k 0.061 in-k 5.706 in-k 5.525 in-k 82.747 in-k 0.931 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: _ Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 926.859 in"4 729. ooo in"4 44.365 in-k 0.221 in 50.948 in-k 0.058 in-k 1.560 in-k 1.509 in-k 54.076 in-k 1.680 in 2.480 in 0.678 Wall Sec. is Adequate for Slenderness • • • • Analysis: PANELS Project_--=CAR==L=S=BAD=-~PAL==OMAR==------- By HSWW Page :fl; of __ _ Date 06/02/98 Job __ "'"9"""8=B=l-"-0=l_,_7_ S O L I D P A N E L A N A L Y S I S 32 FT N-S PANELS INPUT Concrete Strength Concrete Weight Steel Yield Strength Steel Mod. of Elas. Pane:). Height Roof Height Panel Thickness Reveal Depth Ledger Width Roof Dead Load Add'l Axial Dead Ld. Service Defl. Limit 'VERTICAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Chair Size: SERVICE LOADS Wall Weight f'c: Cwt: Fy: Es: Hp: Hr: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 32.000 ft Tp: 9. 750 in Rd : __ 0 ___ 7_5_0.....,.i_n_ Lw: 2.000 in Rdl: 40 _plf Adl: 0 plf Dlm: H/150 #6 s: 14.000 in As: 0.3771 inA2 0.0032 0.0025 4.750 in Wt: 117.81 psf Roof Dead Load Pl: 40 plf 1885 plf 471 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Wind In O -20 ft. Wind In 20 -40 ft. Wind Out Full Ht. F: Wl: W2: Wo: 2396 plf 35.34 psf 10.54 psf 12.04 psf 11.04 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets O to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: .HORIZONTAL REINFORCING Bar Size: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 -#4 Bar Spacing: s: 17.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1412 inA2 0.0012 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 123.70 psf Roof Dead Load Pu1: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In Wind In 0 -20 ft. Wu1: 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 42 plf 1979 plf 495 plf 2516 plf 49.57 psf 13.43 psf 15.35 psf 14.07 psf • :e .,. • 6·~· ~-~· Analysis: PANELS Project_---=CAR==L~S~B~AD=-~P~A=L=O~MAR==-=------- By HSWW Page )? of ___ _ Date 06/02/98 Job __ =9=8B=l=0=l7-=- S O L I D PANEL A N A L Y S I S 32 FT N-S PANELS INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: 4.3750 in 0.3771 in"'2 0.4191 in"'2 0.8217 in 0.9667 in 10.0333 in 0.8857 3122.00 ksi 9.289 99.677 in-k 88.280 in-k 48.834 in"3 10.042 in OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: 4.6250 in 0.3771 in"2 0.4191 in"2 0.8217 in 0.9667 in 2.9667 in 0.8857 3122.00 ksi 9.289 105.963 in-k 93.847 in-k 55.711 in"3 9.358 in Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 76.139 in-k .Lateral Load Mom. Mul: 76.139 in-k 0.062 in-k 5.025 in-k 6.173 in-k Mu2: Mu3: Mu4: Mu: Mu/ PhiMn Ratio: ~0.211 in-k 5.393 in-k 6.625 in-k 87.945 in-k 0.996 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 926.859 in"'4 729.000 in"'4 44.365 in-k 0.235 in 54.288 in-k -0.201 in-k 1.308 in-k 1.609 in-k 57.004 in-k 2.476 in 2.560 in 0.967 Wall Sec. is Adequate for Slenderness Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu2: Mu3: Mu4: Mu: 87.399 in-k 0.931 Wall Section is Adequate £or Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 926.859 in"4 729.000 in"4 44.365 in-k 0.235 in 54.288 in-k 0.059 in-k 1.308 in-k 1.609 in-k 57.264 in-k 2.146 in 2.560 in 0.838 Wall Sec. is Adequate for Slenderness •• • ~- • Analysis: PANELS Project_----=CAR==L=S=B=AD-"-=P=AL=O=MAR='------- By HSWW Page 35 of ___ _ Date 06/02/98 Job_----'9=--'8=-=B=-=l::.:0:.::1:..:7_ S O L I D P A N E L A N A L Y S I S INPUT N-S 33 FT HIGH PANEL SEISMIC DESIGN Concrete Strength f'c: Concrete Weight Cwt: Steel Yield Strength Fy: Steel Mod. of Elas. Es: 3,000 psi 145 pcf 60,000 psi 29,000 ksi Panel Height Hp: 36.000 ft Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN -~--~~~--=-,---Roof Height Hr: 33.000 ft Basic Wind Speed ___ __,,,,......,,,.,,,..,,......,.,.__ __ Panel Thickness Tp: 9.750 in Stagnation Pressure Reveal Depth Rd: 0.750 in Wind Imp. Factor Ledger Width Lw: 2.000 in Exposure Type Roof Dead Load Rdl: 40 plf Walls Inward Add'l Axial Dead Ld. Adl: .0 plf Walls Outward Service Defl. Limit Dlm: H/150 Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: .Cq: .Ce: .Ce: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 .1.10 1.. 30 ,0. 70 0.80 VERTICAL REINFORCING HORIZONTAL REINFORCING Bar Size: .Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #6 s: 11.000 in As: 0.4800 in"2 0.0041 0.0025 Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* ;#4 s: 17.000 in As: 0.1412 in"2 0 .. 0012 0.0012 Chair Size: 4.750 in * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged SERVICE LOADS Wall Weight Wt: Roof Dead Load P1: Panel Wt. a~ Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: Wind In Wind In 0 -20 ft. 20 40 ft. Wind Out Full Ht. W1: W2: Wo: 117.81 psf 40 plf 1944 plf 353 plf 2337 plf 35.34 psf 10.54 psf 12.04 psf 11.04 psf ULTIMATE LOADS Wall Weight Wtu: Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In O -20 ft. Wul: Wind In 20 40 ft. Wu2: Wind Out Full Ht. Wuo: 123.70 psf 42 plf 2041 plf 371 plf 2454 plf 49.57 psf 13.43 psf 15.35 psf 14.07 psf • ;• • Project_~CAR~~L~S_B_AD __ P_AL~O_MAR~------- By ____ H~SWW~---Date 06/02/98 Analysis: PANELS Page 36 of __ _ Job _____ 9~8~B=l~0=l ..... 7_ S O L I D PANEL A N A L Y S I S N-S 33 FT HIGH PANEL INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu I PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 4.3750 in 0.4800 in"'2 0.5209 in"'2 1.0214 in 1.2016 in 9.7984 in 0.8860 3122.00 ksi 9.289 120.775 in-k 107.009 in-k 55.667 in"3 11.352 in 80.972 in-k -0.206 in-k 4.688 in-k 7.723 in-k 93.178 in-k 0.871 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 926.859 in"4 729. ooo in"'4 44.365 in-k 0.250 in 57.734 in-k -0.196 in-k 1.038 in-k 1. 711 in-k 60.286 in-k 2.564 in 2.640 in 0.971 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: .Lateral Load Mom. ·Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 4.6250 in 0.4800 in"2 0.5209 in"'2 1.0214 in 1.2016 in 3.2016 in 0.8860 3122.00 ksi 9.289 128.589 in-k 113.932 in-k 63.647 in"'3 10.571 in 80. 972 in-k 0.067 in-k 4.366 in-k 7.192 in-k 92.597 in-k 0.813 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 926.859 in"'4 729.000 in"'4 44.365 in-k 0.250 in 57.734 in-k 0.064 in-k 1. 038 in-k 1.711 in-k 60.546 in-k 2.233 in 2.640 in 0.846 Wall Sec. is Adequate for Slenderness • • • Project_-=CAR==L=S=B~AD-=P=AL~O=MAR==-'------ By ____ H~SWW~---Date 06/02/98 Analysis: PANELS Page 3'lo of __ _ Job __ ~9~8=B=1~0=1~7- S O L I D PANEL ANALYSIS 9 FT PARAPET AT lB INPUT Concrete Strength f'c: Concrete Weight Cwt: Steel.Yield Strength Fy: Steel Mod. of Elas. Es: 3,000 psi 145 pcf 60,000 psi 29,000 ksi Panel Height Roof Height Panel Thickness Reveal Depth Ledger Width Roof Dead Load Add'l Axial Dead Hp: 38.000 ft Hr: 29.250 ft Tp: 8. 000 in Rd : __ o ___ 7_5_0_i_n_ Lw: 2.000 in Rdl: 180 plf Ld. Adl: 0 plf Service Defl. Limit Dlm: H/150 VERTICAL REINFORCING Bar Size: #6 Bar Spacing: s: 11.500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.4591 in"'2 0.0048 0.0025 Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: Wind In O -20 ft. W1: Wind In 20 -40 ft. W2: Wind Out Full Ht. Wo: 4.000 in 96.67 psf 180 plf 1414 plf 846 plf 2440 plf 29.00 psf 10.54 psf 12.04 psf 11.04 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward .Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cg: Cg: Ce: Ce: .HORIZONTAL REINFORCING Bar Size: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 #4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 in"'2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total 'Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In O -20 ft. Wul: Wind In 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 189 plf 1485 plf 888 plf 2562 plf 40.67 psf 13.43 psf 15.35 psf 14.07 psf • • • Project._-=CAR=~L~S~B~AD=-~P~A~L~O~MAR=~------ By ____ H=SWW=---Date 06/02/98 Analysis: PANELS Page 31 of. ___ _ Job. __ ~9~8=B=1=0=1~7- S O L I D PANEL ANALYSIS 9 FT PARAPET AT lB INWARD ANALYSIS Seismic Loads Govern Design Depth to Re inf . d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Mul: Roof Ecc. Moment ·Mu2: Rf. + Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 3.6250 in 0.4591 inA2 0.5018 inA2 0.9840 in 1.1576 in 8.0924 in 0.8822 3122.00 ksi 9.289 94.334 in-k 83.223 in-k 34.584 in ... 3 11.212 in 52.197 in-k -0.765 in-k 12.076 in-k 5.550 in-k 69.058 in-k 0.830 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in ... 4 381.078 in ... 4 28.790 in-k 0.231 in 37.217 in-k -0.728 in-k 2.401 in-k 1.103 in-k 39.992 in-k 2.108 in 2.340 in 0.901 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 3.6250 in 0.4591 in ... 2 0.5018 inA2 0.9840 in 1.1576 in 3.1576 in 0.8822 3122.00 ksi 9.289 94.334 in-k 83.223 in-k 34. 584 .in"'3 11.212 in 52.197 in-k 0.298 in-k 12.076 in-k 5.550 in-k 70.121 in-k 0.843 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512. 000 in"'4 381.078 in ... 4 28.790 in-k 0.231 in 37 .217 in-k 0.284 in-k 2.401 in-k 1.103 in-k 41.005 in-k 2.278 in 2.340 in 0.973 Wall Sec. is Adequate for Slenderness •• • • • Analysis: PANELS Project _ ___.aCAR==L=S=B=AD~~P~A=L=O=MAR==------- By HSWW Page ?/6 of __ _ Date 06/02/98 Job __ =9-"'8=B=l~0=l_,_7_ S O L I D PANEL ANALYSIS 9 FT PARAPET AT lB PARAPET DESIGN Seismic Load Ult. Seismic Mom. Wind Ld. 0 -20 Wind Ld. 20 -40 Ult. Wind Moment ft. ft. Seismic Load Governs Fu: 108.46 psf Mus: 49.824 in-k Wul: 14.55 psf Wu2: 16.63 psf Muw: 7.641 in-k HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 43.875 LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 716 plf 386 plf Parapet Height Min Depth to Reinf. Area of Steel Req'd. Panel Area of Steel Hp: d: As: As: Panel Reinf. is Ade9:1!ate Reveal H / t Ratio: Outward Reac. at Roof: Outward Reac. at Floor: 8.750 ft 3.625 in 0.2750 in"'2 0.4591 in"'2 for Para12et 48 .414 716 J>lf 386 plf • Project CARLSBAD PALOMAR (:/· By HSWW Date 06L02L98 Analysis: Page t21 of Job 98B1017 PANELS S O L I D PANE L ANALYS I s 35 FT PANEL INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 0.4000 Concrete Weight Cwt: 145 pcf Seismic Imp. Factor Is: 1.00 . Walls Cp: 0.75 Steel Yield Strength Fy: 60,000 psi Parapets Cp: 2.00 •• Steel Mod. of Elas. Es: 29,000 ksi WIND DESIGN Panel Height Hp·: 36.000 ft Roof Height Hr: 34.500 ft Basic Wind Speed v: 70 mph Panel Thickness :!l2: 9.750 in Stagnation Pressure qs: 12.54 psf Reveal Depth Rd: 0.750 in Wind Imp. Factor Iw: 1.00 Ledger Width Lw: 2.000 in Exposure Type Exp: B Roof Dead Load Rdl: 265 plf Walls Inward Cq: 1.20 Add'l Axial Dead Ld. Adl: 0 plf Walls Outward Cq: 1.10 Parapets Cq: 1.30 Service Defl. Limit Dlm: H/150 0 to 20 ft. Elev. Ce: 0.70 ®:'. 20 to 40 ft. Elev. Ce: 0.80 VERTICAL REINFORCING HORIZONTAL REINFORCING Bar Size: #6 Bar Size: #4 Bar Spacing: S: 8.000 in Bar Spacing: s: 17.000 in Area of Steel / ft As: 0.6600 in"2 Area of Steel I ft As: 0.1412 in"2 As/Ag Ratio: 0.0056 As/Ag Ratio: 0.0012 Min. As/Ag Ratio:* 0.0025 Min. As/Ag Ratio:* 0.0012 Chair Size: 4.750 in * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ,. SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 117.81 psf Wall Weight Wtu: 123.70 psf Roof Dead Load Pl: 265 plf Roof Dead Load Pul: 278 plf Panel Wt. at Mid-ht. P2: 2032 plf Panel Wt. at Mid-ht. Pu2: 2134 plf Ppt. Wt. + Add'l Ld. P3: 177 plf Ppt. Wt. + Add'l Ld. Pu3: 186 plf Total Ld. at Mid-ht. P: 2474 plf Total Ld. at Mid-ht. Pu: 2598 plf Seismic Load F: 35.34 psf Seismic Load Fu: 49.57 psf Wind In 0 -20 ft. Wl: 10.54 psf Wind In 0 -20 ft. Wul: 13.43 psf , .. : .. -.. t":·· .. -;r:f Wind In 20 -40 ft. W2: 12.04 psf Wind In 20 -40 ft. Wu2: 15.35 psf Wind Out Full Ht . Wo: 11.04 psf Wind Out Full Ht. Wuo: 14.07 psf • • • -.• • Analysis: PANELS Project_--=CAR==L=S=B=AD=-~P~A~L=O~MAR==-=--------- By _____ H~S_WW ___ _ Page lJ O of __ _ Date 06/02/98 Job __ "--9-=-8B=l"--01=7-'--- S O L I D PANEL ANALYSIS 35 FT PANEL INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 4.3750 in 0.6600 in"2 0.7033 in"2 1.3790 in 1.6224 in 9.3776 in 0.8852 3122.00 ksi 9.289 155.520 in-k 137.666 in-k 66.581 in"3 13.358 in 88.500 in-k -1;303 in-k 6.198 in-k 9.502 in-k 102.897 in-k 0.747 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 926.859 in"4 729.000 in"4 44.365 in-k 0.274 in 63.102 in-k -1.243 in-k 1.220 in-k 1.869 in-k 64.949 in-k 2.697 in 2.760 in 0.977 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: .Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 4.6250 in 0.6600 in"2 0.7033 in"2 1. 3790 in 1.6224 in 3.6224 in 0.8852 3122.00 ksi 9.289 166.070 in-k 147.004 in-k 75.981 in"3 12.499 in .88 .500 in-k 0.504 in-k 5.800 in-k 8.891 in-k 1!J3.695 in-k 0.705 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 926.859 in"4 729.000 in"4 44.365 in-k 0.274 in 63.102 in-k 0.480 in-k .1.220 in-k 1.869 in-k 66.671 in-k 2.514 in 2.760 in 0.911 Wall Sec. is Adequate for Slenderness • • •• • Project_----=CAR==L=S=B=AD=-~P=A=L~O=MAR='------- By ____ =H=S-=-=WW=-----Date 06/02/98 Analysis: PANELS Page 41 of ___ _ Job __ """9~8=B=l-"-0=1.,_7_ S O L :ID PANEL A N A L Y S :I S 33 FT H:IGH WEST PANEL :INPUT Concrete Strength f'c: Concrete Weight Cwt: Steel Yield Strength Fy: Steel Mod. of Elas. Es: 3,000 psi 145 pcf 60,000 psi 29,000 ksi Panel Height Hp: 38.000 ft Roof Height Hr: 33. ooo J-t Panel Thickness _Tp __ : __ 9....,. 7_5_0...,;i.n Reveal Depth Rd: 0.750 in Ledger Width Lw: 2.000 in Roof Dead Load Rdl: 265 plf Add' 1 Axial Dead Ld .. Adl: 0 plf Service Defl. Limit Dlm: R/150 VERTICAL REINFORCING Bar Size: #6 Bar Spacing: s: 11. 000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.4800 inA2 0.0041 0.0025 Chair Size: 4.750 in SERVICE LOADS Wall Weight Wt: 117.81 psf Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: Wind In O -20 ft. Wl: Wind In 20 -40 ft. W2: Wind Out Full Ht. Wo: 265 plf 1944 plf 589 plf 2798 plf 35.34 psf 10.54 psf 12.04 psf 11.04 psf SE:ISM:IC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets W:IND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 17.000 in As: 0.1412 inA2 0.0012 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 123.70 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In O -20 ft. Wul: Wind In 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 278 plf 2041 plf 618 plf 2937 plf 49.57 psf 13.43 psf 15.35 psf 14.07 psf • • • • Analysis: PANELS Project_--=CAR==L=S=B~AD=-~P~AL=O~MAR=:.:_ _____ _ By ____ -=H=Sa.:WW-'-'-'---- Page 4'2.,, of __ _ Date 06/02/98 Job __ 9~8~B~l~0~l~7- S O L I D PANEL A N A L Y S I S INWARD ANALYSIS 33 FT HIGH WEST PANEL OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of S~eel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn :· Lateral Load Mom. Mul: Roof Ecc. Moment Mu2: Rf. + Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 4.3750 in 0.4800 in"2 0.5289 in"2 1. 0372 in 1.2202 in 9.7798 in 0.8833 3122.00 ksi 9.289 122.391 in-k 108.104 in-k 56.169 in"3 11.401 in 80.972 in-k -1.359 in-k 10.215 in-k 7.756 in-k 97.584 in-k 0.903 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl . Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 926.859 in"4 729.000 in"4 44.365 in-k 0.250 in 57.734 in-k -1.296 in-k 2.255 in-k 1. 711 in-k 60.403 in-k 2.542 in 2.640 in 0.963 Wall Sec. is Adequate for Slenderness Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: ;Lateral Load Mom. Mul: Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu2: Mu3: Mu4: Mu: 4.6250 in 0.4800 in"2 0.5289 in"2 1.0372 in 1.2202 in 3.2202 in 0.8833 3122. oo ksi 9.289 130.326 in-k 115.112 in-k 64.227 in"'3 J,.0.617 in 80.972 in-k 0.448 in-k .9.513 .in-k 7 .223 in--k .98.155 in-k 0.853 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 926.859 in"4 729.000 in"4 44.365 in-k 0.250 in 57.734 in-k 0.427 in-k 2.255 in-k 1. 711 in-k 62.126 in-k 2.392 in 2.640 in 0.906 Wall Sec. is Adequate for Slenderness I . -- i -!--- ! l _,_...,._ I i l : --~--1··--, f-- 1 I f ' • __ 1 -; ----l ----' ... ' , I __ _,I-~- ·----·---I. ,_ · ___ J_ -.L -J --t-· I -r·----. ···-~-.. I ' l ·-J-· . -i·-----~·-· -- •• .. --'--+--.J . _J_ -----'--. ··-' --~· ___ : __ ,, ·1--, --,---, - ' SOUTHERN CALIFORNIA, INC . . ' ___ ... -----·---. ·---·-, ---PROJECT · PROJ. NO. I { • ' ---·- -~-r--· '--~·: i -----..:. - . . . __ _I R V I _N E , ~==uie10_11 -11~ iJ tr-l _: ·A-, -~-PAGE · ' 7 "J ··OATf-G / 14 /4b • -· -___ l ___ .._ __ .. _____ :_ ---~--·--4- : --,_ 1--.--· ------f __ _ ---·. --l . r ------. --,--, __ _; , ___ · -'_·_ 1--!--!_ -:---,--~-----'.---,.-~--+--~----' • ~- • Analysis: PANELS Project_---=CAR==L=S=B=AD=-=P=AL=O=MAR==------ By HSWW Page A~ of __ _ Date 06/02/98 Job_~9~8~B~1~0_1~7- DOOR PANEL ANALYSIS TRUCK DOOR 8.SXl0 INPUT Concrete Strength Concrete Weight Steel Yield Strength Steel Mod~ of Elas. Panel Height Roof Height Panel Thickness Reveal Depth Roof Dead Load Ledger Width Add'l Axial Dead Ld. Door Width Door Height Panel Leg Width Service Defl. Limit f'c: Cwt: Fy: Es: Hp: Hr: Tp: Rd: Rdl: Lw: Adl: Wdr: Hdr: Plg: Dlm: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 29.250 £t 8.000 in 0.750 in 265 plf 2.500 in 0 plf 8.500 'ft 10.000 ft 2.250 ft H/100 SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward '.Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 -0. 70 -0.80 VERTICAL REINFORCING EACH FACE BORIZONTAL REINFORCING Bar Size: #6 Bar Size: #4 Bar Spacing: s: 12.000 in Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: As: 0.8800 inA2 Area of Steel/ ft As: 0 .1333 inA2 0.0014 0.0012 Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt. + Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Wind In Wind In 0 20 ft. 20 -40 ft. Wind Out Full Ht. Fl: F2: Wl: W2: Wo: 0.0092 As/Ag Ratio: 0.0025 Min. As/Ag Ratio:* 1.500 in 6.500 in 96.67 psf 766 plf 4084 plf 1885 plf 6735 plf 29.00 psf 83.78 psf 30.44 psf 34.79 psf 31. 89 psf * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 804 plf 4288 plf 1979 plf 7071 plf Seismic Load Below Seismic Load Above Ful: 40.67 psf Fu2: 117.50 psf Wind In O 20 ft. Wul: Wind In 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 38.81 psf 44.36 psf 40.66 psf • • •• • r:,.,. ~-l-· Analysis: PANELS DOOR PANEL Project_---=CAR==L=S~B=AD=-~P=AL=O=MAR==-=--------- By . HSWW Page A·t:i of ___ _ ANALYSIS Date 06/02/98 Job __ ~9~8=B=l~0=l-'-7_ TRUCK DOOR 8.5Xl0 INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 6.1250 in 0.4400 in"2 0.5578 in"2 1.0938 in 1.2869 in 8.4632 in 0.8509 3122.00 ksi 9.289 186.704 in-k .158.866 in-k 129.820 in"3 5.912 in .127.,43 in-k -3.402 in-k .16.453 in-k 12.675 in-k .153.469 in-k 0.966 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds I Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"4 381. 078 in"4 28.790 in-k 0.231 in 91.082 in-k -3.241 in-k 9.305 in-k 7.167 in-k 104.313 in-k 2.948 in 3.510 in 0.840 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: .Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 6.1250 in 0.4400 in"2 0.5578 in"2 1. 0938 in 1.2869 in 3.7868 in 0.8509 3122.00 ksi 9.289 186.704 in-k 158.866 in-k 129.820 in"3 5.912 in 127.743 in-k 1.522 in-k 16.453 in-k 12.675 in-k 158.393 in-k 0.997 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 512.000 in"4 381. 078 in"4 28.790 in-k 0.231 in 91.082 in-k 1.450 in-k 9.305 in-k 7.167 in-k 109.005 in-k 3.117 in 3.510 in 0.888 Wall Sec. is Adequate for Slenderness • • • • Analysis: PANELS DOOR PANEL Project_--=CAR==L=S=B=AD=-~P~AL=O=MAR=::..:..... _____ _ By HSWW Page 410 of __ _ A N A L Y S I S Date 06/02/98 Job _ ___,9"'"'8=B=l=0"-=1'-'-7_ TRUCK DOOR+ LOUVER INPUT Concrete Strength Concrete Weight Steel Yield Strength Steel Mod. of Elas. f'c: Cwt: Fy: Es: Hp: Hr: Tp: Rd: Rdl: Lw: Panel Height Roof Height Panel Thickness Reveal Depth Roof Dead Load Ledger Width Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Dlm: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 29.250 ft 8.000 in 0.750 in 265 plf 3.500 in 0 plf 8.500 ft 18.000 ft 2.250 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: #6 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.5867 inA2 0.0061 0.0025 Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight Wt: Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt. + Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: F2: Wind In O -20 ft. W1: Wind In 20 -40 ft. W2: Wind Out Full Ht. Wo: 1.500 in 6.500 in 96.67 psf 76€; plf 3468 plf 1885 plf 6119 plf 29.00 psf 83.78 psf 30.44 psf 34.79 psf 31. 89 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1..30 0.70 0.80 .JIORIZONTAL REINFORCING .Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18.000 in As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section-2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pu1: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 804 plf 3641 plf 1979 plf 6424 plf Seismic Load Below Seismic Load Above Ful: 40.67 psf Fu2: 117.50 psf Wind In O -20 ft. Wu1: Wind In 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 38.81 psf 44.36 psf 40.66 psf • • C·. :.:· -· • • Project ____ CAR==L=S~B=AD~~P~A=L=O=MAR==-'-------- By HSWW Date 06/02/98 Analysis: PANELS Page 41 of ___ _ Job __ -=-9=8=B=l=O=l..:..7_ DOOR PANEL A N A L Y S I S TRUCK DOOR+ LOUVER INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 6.1250 in 0.2933 in"'2 0.4004 in"'2 0.7851 in 0.9237 in 9.8263 in 0.8554 3122.00 ksi 9.289 137.722 in-k 117.806 in-k 103.778 in"3 5.455 in 81.367 in-k -3.950 in-k 15.182 in-k 9.931 in-k 102.529 in-k 0.870 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.231 in 58.015 in-k -3.763 in-k 9.305 in-k 6.086 in-k 69.643 in-k 2.190 in 3.510 in 0.624 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: ·Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 6.1250 in 0.2933 in"'2 0.4004 in ... 2 0.7851 in 0.9237 in 4.4237 in 0.8554 3122.00 ksi 9.289 137.722 in-k 117.806 in-k 103.778 in"3 5.455 in 81.367 in-k 1.778 in-k 15.182 in-k 9.931 in-k 108.258 in-k 0.919 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking·Defl. Der: Lateral Load Mom. Roof Ecc. ·Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273. 861 psi 512.000 in ... 4 381. 078 in"4 28.790 in-k 0.231 in 58.015 in-k 1. 694 in-k 9.305 in-k 6.086 in-k 75.101 in-k 2.452 in 3.510 in 0.699 Wall Sec. is Adequate for Slenderness ··-·· -1-· I ~_J=· I -, -- 1 ---!.--' l --··--I : i ___ \... .. - I ___ 1.,. ___ ,_ - I • I ' _'. _:,DASSE DESIGN . : -----... ··SOUTHERN CALIFORNIA, INC. --~-~ ------_. ... : ___ .: ____ JRVJN~ __ _L_; ___ J.. ___ i ·· j ---: --PROJECT-~'7_b,I? ..... 1 . . . I i ' , PROJ. NO. -4t!?!7 JOl1 :ev ·-_: --H~~ H ·: --:----:·_··_-,r_-_-__ -_· -t·· · --'. --· ---~--7---~ ,------, l. 1---·---~ __ ,_< ----• --.J..... _,Jn_, "• ·- I ' ' I , ----··----:--~~,~---· ---' __ 1 __ _ . ., . ., ..... -. --· • -' 1 "' i I i 1' ! ji !,· '· . : -· --. -' I __ L__ i : ' ' i ! ? ; • , • i ! 'f' 7--------~-· ----·!'·--'•-• --->----!'--·---C ' --~--!~-~--·'----~--+--!--~~--'.----eJ. __ , __ i: ____ 1i_J ____ 1!_::.· -1-1i_ i:' Ii :-,i 71, --·}==-~---· :,'.·--! , ' : r l ! i . . --T-~---:--·_11--.1,--+1, ----;·--r,--_!· -··· -·--"--r--1---1----, ·; i i -~_J! -1,:-i ' ~:-~il ==;:-'-=· =4:=-=~= ............. ~;===:,;;l,;::::·~ j ! I : ---i ---, 1; I I -, _ _j,___ I l I I l I !1 I : L l I , 1 L i · : -! __ t_}-1 _ 1 : 1 __ . i ~1':~"-·1--r--r--=~ .... : ~=: 1 1 ==,.__ ---~----+-I ' ! I i : ! . I l I ! ! 1 I ' ---; ·1 j1 -.-.-·-·-t--t---tl-+---+--+-1---+--+---ll- -i-----: , · ' c __ ---+'--+' --i--+--¼----l:---+--t---1--...;...--l I I -~:-,_µ, _ _1_L_ --t-J L_i ! -... l ! ! l I ' f I l i 7 l ! i7fi\ I l 1 i I I 11 ·r -1.Q}, I I ' 1 _ __,_-+--+-+--4---4-! --! ! I -]i l 1' I ,---i--+, -il"---1:---+--+--¾---+---l--!---+---1---L--l-- l '11 t, it i ! 1 I ,7·-··-1 l -, I -: --+-l--!-1____.L....--1-1: -l l L~:=-, _L!-~~ L _ _ _ -:_~ . ! i ' , 1 '-; ··-) i ---,',---+1-!---'---+---l--+-----'-- 1 l l j I I I ' 7 l . ---,-+---· -,--,--, . ---, -··i·--7----l--J,._ 7---. •=t;w' l -1 _ _,___.. ___ j_J ___ '_j __ _! ___ ! _!~i __,!____ l . I i i . 1 I ; ift · I 1 1 : l : 1 ! i I l l ! -;--·· -: -r-··;--r· ,--- 1 --·.-.. .: --------~1..4. -----, -~.l..~---f--~-l~ ~'---·-i-----:--J--1--;.--:1--...J.;--i----1-:_.:._: ---~---- -f-.. ·, --!--,' '-!:_ ......... '_ ··: • ·,-·····:,:·· -·· i 1 ' L_L.t l L I ; : I ' 1-' 1 ! l I t 1 ! I I ' , 1 • , ·-;--i--·7 1e1--v~·-7 . --1-T--. --;--· __ -1 ___ . 1 i---i 1 --r-, -· --i.-·-1: --+,··-l-:, -·.---·----•·--_! _ _,__..., j l I ! ' I I I : l I \ ! -------...J---.. ' ,; -, _......; __ : _J_ · t t f t : • ' r I--·-:-: ---, e;-·--} .. :... I· . , l \ I I ' -! --,:--~,----. -. -;---· --· - -: -__ _l__ -: ______ ! __ --·: ·-" l ! j -... ~-. ' f ! 1 t -T--: --1---,-----i---; --------·-- i l .i ~,-·---, -----~----.... ----\ ... ---> ••• - +---_j __ __ ,:_ ---'---------'·- ' • j . ' --.-.---,-~-(---·---- \ J • r -·-r--. -• ----1 ----• I ' ' . I -~~---~--J ___ :--+---·--! i '. ·, . ---i----; . --: ---j I 1-------~.f ~ . j_ --. -------r·. - --it -, .. --~ ' • -: ' l ; ! --+--....;·--·f-------1-\----· • i I ! ·--.L ... T ..... .i..--t--· '.· ! -i· --'I-· - -j~ ·+··· ! ! ----~-7 --- 1 • I i ' ; : ' . 1 i ' ----· --. ~---1 ~--• -----..A•----'----i--___L--,---.L---...;...-.....i.--1--...;...--{._--L.__ ; ' ! l ' • :• • {<--~-- Project_-=CAR==L=S=B=AD=-=P=A=L~O=MAR='------- By HSWW Date 06/02/98 Analysis: PANELS Page 40 of __ _ Job __ =9~8=B=1~0=1~7- DOOR PANEL ANALYSIS TRUCK DOOR 10Xl2 INPUT Concrete Strength Concrete Weight Steel Yield Strength Steel Mod. of Elas. f'c: Cwt: Fy: Es: Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg~ Service Defl. Limit Dlm: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 29.250 ft 8.000 in 0.750 in 265 plf 3.500 in 0 plf 10.000 ft 12.000 £t 3.-000 £t H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight -#6 s: 14.000 in As: 0.7543 inA2 0.0079 0.0025 Wt: 1.500 in 6.500 in 96.67 psf Roof Dead Load P1: 707 plf . 3770 plf 1740 plf 6217 plf Panel Wt. at Mid-ht. P2: Ppt. Wt. + Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Wind In Wind In 0 -20 ft. 20 -40 ft. Wind Out Full Ht. F1: F2: W1: W2: Wo: 29.00 psf 77 .33 psf 28.10 psf 32.11 psf 29.44 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets o to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 HORIZONTAL REINFORCING Ear Size: Bar Spacing: Area of Steel/ £t As/Ag Ratio: Min. As/Ag Ratio:* -#4 s: 18.000 in As: 0.1333 in"2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pu1: Panel Wt. at Mid-ht. Pu2: Ppt. Wt. + Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 742 plf 3958 plf 1827 plf 6527 plf Seismic Load Below Seismic Load Above Ful: 40.67 psf Fu2: 108.46 psf Wind In Wind In 0 -20 ft. Wu1: 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 35.83 psf 40.94 psf 37.53 psf • ' .,. :.e • Analysis: PANELS DOOR PANEL Project_--=CAR==L=S~B~AD~~P~AL=~OMAR==---------- By HSWW Page -6D of __ _ A N A L Y S I S Date 06/02/98 Job __ =9=8=B=l-=-0=17-=-- TRUCK DOOR 10X12 INWARD ANALYSIS Seismic Loads Govern Design Depth to Re inf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: 6.1250 in 0.3771 in"'2 0.4859 in"'2 0.9528 in 1.1209 in 9.6291 in 0.8547 3122.00 ksi 9.289 164.688 in-k 140.755 in-k 118.662 in"'3 5.705 in Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 109.907 in-k Mu2: -3.572 1n-k Mu3: 14.656 in-k Mu4: 11.290 in-k Mu: .132.282 in-k Mu/ PhiMn Ratio: 0.940 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Cracking Defl. Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds I Da Ratio: Mer: Der: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"'4 381.078 in"'4 28.790 in-k 0.231 in 78.365 in-k -3.404 in-k 8.589 in-k 6.616 in-k 90.167 in-k 2.703 in 3.510 in 0.770 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: .Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 6.1250 in 0.3771 in"'2 0.4859 in"'2 0.9528 in 1.1209 in 4.6209 in 0.8547 3122.00 ksi 9.289 164.688 in-k 140. 755 in-k 118.662 in"'3 5.'705 in 109.907 in-k 1. 714 in-k 14.656 in-k 11.290 in-k · 137.568 in-k 0.977 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in ... 4 381.078 in"'4 28.790 in-k 0.231 in 78.365 in-k 1.634 in-k 8.589 in-k 6.616 in-k 95.204 in-k 2.906 in 3.510 in 0.828 Wall Sec. is Adequate for Slenderness .......,. -. . ' l -t-_j __ i -i- _ _J -. . __ } -t ··-'1.----I · -DASSE DESIGN -soUTHERN CALIFORNIA, INC.- . , -. . __ ... _ ·-IR. VINE , --·--; ·· PROJECT: .. 4A~~~f?l:P -~-~---- T. -·. -1'. -; ---·, -·· --:----PRO~.flO~ 1 t;~ IO 11 . __ i,.AG~ ._.5....,1 __ _ ; ..... '·· ···{-·-· ·._._--·-1---· -· .. '.--;---'--; J_ · __ :_ ·-i--i----ey _; __ ~_ H ~Wld -~--~DATE-~/ 11 /~ e, __ I , , I , · ' . I -- 1 j __ r~a: wz bfW:1N~i--U __ JJ_LL_Lj :-_, ; ; . . ~ ___ ,_: __ -4 ___ ! --~----- I .... . ·. --.--. -·-·- i i ' ! ! - I ! ; ; , t • ; i ! . ! -..--·---------i--i---;----....I --: ----· ------,,.---- • l j t ---·~--:---: --t_ -,_ ' . . . ---. -------------. i 3_ ·---------t----:-, ' _J . --~ -·· -... ---------.. --' . i I ; ; ! l ~ ' .. -.--'. --.:. --;--~--f-i---- 1 I : : 1 I ' ----' ----1-- . ' • ----~ --J ---: --r-. . ; f l -··-· --r-···:-.. . . . -·--.-----' . --.-.~----' ! ··-··t-' j ·----___ ). __ J_ ___ .. _.,_ _ _,_ ______ __;_ _: ____ : ___ J ___ .; __ _L__[ _____ : __ --------'····' . -· .... , ' ! . , • I 1 J l • ; . f ( ! 1' i . -· -· ~------;----+·-··i --·. --·--, --~~ ~ · '. I l l ! · j i . ~ ! I 1 i ~ :::.e--+-----•------+----t--1---r---;--"'7 -y--i---.:....---------.-:--------...:---1 _____ . -•,-N-~~---··-' ... ~-......J _ _;... ___ ~_ ,... I i I ; I I ! : l I I ! : l i ; ,· -~ -+-·--t ·-i : -1-·7 j·=i-t I -·-r--r-T7---1--+1_J_--i .... _ -..,l--+--1--..L 1 ! l J ! l --4---r--·1 ·-;··~---; -l -·-'f.---1·--+--+- '• -o--~----+ ---+-. , . __ 1,.._ --+------+--+--+---1--..___,_1__ ! : 1 • , L_j--------+--'---'-1m, • ! , : , : 1 --·T-, 1-1·-·! , : . I ! l i l i I i I i I I I ., -· ~ r· ! i ! ' ' t,_-+--+--+--+--+--+---+---+---1 ! !,I --+----j'•I _; ,--+--,..--'---+---1--..;....::- j 1· ; i ' i ,i l l j l l l i . I 11 : • • ·; ! I --7 J ---r-y--t·---j -+--~-----+-_,_--+---!!-----+..:....+--l--+~4~--l-'-l---<e------i-....:;.-.....L __ I ! 1 l , ,1 I 1 , j j I I I I , i i ·1 ---; l j j i 1 1 i p". . 1 I I · ·+1-+-· -~'---+----'-~+-, --i:__:-l-- 1 ' 1 · I i · ·! i t 1 : 4 . j i I · } · l f-. I . · J\. · '., j-- l ' i I I . I i 1 j I· I i . j _. l t ' ! l . l 1 , i t I . 1 -i ·1 {. 1 . ' l r I_· '·:J 1 ' -·l J' . i l . i . j I l •• ··1k}· ! ·l i I ' l I i l i i i ' i I ·! , i ! l l I l l I ! i i. ' I ! . j ' .. l • j . 1 -10:::, _,: t. i-r ,.f '11 · l. f 1·. J· r: -1 1 -1 -.1 :,-,· -~:1 -tu:.··. . i 1 • • l I i . ' • .'J . j' J ! . ' j . : l . _-::-Jr·· .j ·:" t -11 ··.·=r,· · ,-l, 1. .ut _·i,· 1. l 1 J, i. -1.1 .. 11,:_ .1 :1 •.. · ·, .,, •. -i-· r.. \ . 1 -J I · _ t -1 --.-. · ~_ .. _ t-. · i i l l ; i 1 l 1 , ! 1 ·. I.· i ~--i_...., ! 1_ __ 1 _+--+--1--4· ._, -.;..----1--+--.....--;..:--+--+--I'-·. -I l. 1 -1 L j • _1 · 1 i ~ , ~ --... -r----r--·--,-_ _..__-'--l I . i l l i ! i .I i · i i ! .I ~ 4·.j· I . r ·; ·-:· --·l T -1 . 1 ~ --+---+---'l·"---+--ir---+--+-1--r---,-1' y-: -L __ ; l . . l j _ __j ___ i • -4....: __ i __ i--J_ l . , l · · i l 1 l ! ; l I; 1• 1·1 1 ---·-r j ( 1 ; 1· ! · t I J • > • I : j • ; , -r··-j_·--t--i---·rn--: l ! -! -t--i-7·\-~-I : ; ! 1 1 1 ---·,--:.--, 1 '·-• ; • -~ -,,··-;--·1 --=-t---,,'-+---+-,-.;....-...... -~--'--fl ,.-l----~---r-;--___ ,__ r-j----r--r--• -·•--!,-• ! ' I j ' • ' l i •,; 1_,_ '1• i i _,_, ___ J'.... i l ! ; f t • ! ; ! i i t ---..(-. ·· -~~ ---·----1------,-·----!---;----+--~~-----------·--l ------T--· . ~---..1.--.-.~----,---•--:-· i l ' ; . ! . . ' ; . ! t i ~ f --_: ___ 4 __ -------~ ___ ; __ .____ --~-"--'.--,---·-:-·-··~-- ; i . -• n--•• -1 ----· . . -,~-_,..._ -•·'·---~-·•-A • "'' • • -... i .. _ . --. ----:. ~. -· -·---:·--·' _,.._·!-! ! __ .L .. • .L--·----------·· . . ~ ' -. -----· i --s----+-- • • • • Project_----"'CAR==L=S=BAD=-~P-AL~O_MAR ______ _ By ____ H=SWW=---Date 06/02/98 Analysis: PANELS Page '67,;, of ----Job __ ~9 .... 8=B=1-=0=1..a..7_ DOOR PANEL ANALYSIS 15' OPEN W/ 2-3 11 LEG INPUT Concrete Strength Concrete Weight Steel Yield Strength Steel Mod. of Elas. f'c: Cwt: Fy: Es: Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl; Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Dlm: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 38.000 ft 30.000 ft 8.000 in 0.750 in 265 plf 2.000 in 0 plf 15.000 ft 18.000 ft 2.250 .ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight Roof Dead Load Panel Wt. at Mid-ht. Ppt. Wt. + Add'l Ld. Total Ld. at Mid-ht. Seismic Load Below Seismic Load Above Wind In Wind In 0 20 ft. 20 -40 ft. Wind Out Full Ht. #6 s: 12.500 in As: 0.8448 in"'2 0.0088 0.0025 Wt: Pl: P2: P3: P: 1.500 in 6.500 in 96.67 psf 1148 plf 5317 plf 3351 plf 9816 plf F1: 29.00 psf F2: 125.67 psf W1: W2: Wo: 45.66 psf 52.18 psf 47.83 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets O to 20 ft. Elev. 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: ·Cq: Cq: .Ce: Ce: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 .s: 18.000 in As: 0.1333 in"'2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Roof Dead Load Panel Wt. at Mid-ht. Ppt. Wt. + Add'l Ld. Total Ld. at Mid-ht. ~eismic Load Below Seismic Load Above Wtu: 101.50 psf Pu1: Pu2: Pu3: Pu: 1205 plf 5583 plf 3519 plf 10307 plf Fu1: 40.67 psf Fu2: 176.25 psf Wind In Wind In 0 20 ft. Wu1: 20 -40 ft. Wu2: 58.22 psf 66.53 psf Wind Out Full Ht. Wuo: 60.99 psf • • Project_---=CAR==L=S=B=AD~~P~A=L=O=MAR==------- By HSWW Date 06/02/98 Analysis: PANELS Page 5~ of __ _ Job ______ 9 ___ 8=B=l---0=1 ..... 7_ DOOR PANEL ANALYSIS 15' OPEN W/ 2-3° LEG INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 6.1250 in 0.4224 in"'2 0.5942 in"'2 1.1651 in 1.3707 in 7.8793 in 0.8284 3122.00 ksi 9.289 197.595 in-k 163.692 in-k 135.059 in"'3 6.326 in 113.476 in-k -4.747 in-k 29.886 in-k 17.660 in-k 156.275 in-k 0.955 Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia Ig:. 512.000 in"'4 Reveal M. of Inert. Igr: 381.078 in"'4 Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.243 in Lateral Load Morn. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds I Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 80.910 in-k -4.523 in-k 16.196 in-k 9.571 in-k 102.154 in-k 2.887 in 3.600 in 0.802 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e : Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: _Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Mo!fient Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 6.1250 in 0.4224 in"2 0.5942 in"'2 1.1651 in 1.3707 in 3.3707 in 0.8284 3122.00 ksi 9.289 197.595 in-k 163.692 in-k 135.059 in"'3 6.326 in .11.3.476 in-k 2.031 in-k 29.886 in-k 17.660 in-k 163.053 in-k 0.996 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Ms1: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 in"'4 381.078 in"'4 28.790 in-k 0.243 in 80.910 in-k 1.935 in-k 16.196 in-k 9.571 in-k 108.612 in-k 3.120 in 3.600 in 0.867 Wall Sec. is Adequate for Slenderness • -. -· I -:-,--· - --\-· _J_. I -r _j_ --r--- 1 I '-· I --,·-. -· r --~ --.-· • I . : -•• 1 __ _ ' ; : ; i ; l .... -.. . ••. .. • - ~ . __ 1,: _j_ __ ~ l --~ • ~ I i i ! ! . : ; f : ·-·--• . I ~ -r--~ -· ' -· .----~----·1-·-·-·t--.:--;--;--. ~ -.. ; ; , : ~ .i. ? : ! I ' I . '. ·, _·1' I ; • • '•; 1_. ' i t ' t ~ j : i ! 0 ~~-~: ... 1--1 1 --rt:-;,:=r i.---·--.---~--! T l 1 i ~ . i-i +:-'l( !:-1 i -ri r-+~~i --j I 7 i------+---i-I I ; , l i , i • l ! 1 , , ! . ! I I . '· -·-. l .. --j l I . ,--·• --, ,---r· -;----t---+--"T·-·-7·---t--+ ---- { I ~ i ! ••• • '•--ii•.. : __ .J _ •_.1 ~ -f l i l ! l •} ! ! • ~ -----f---·--+--l·-~•-w• ;----.. -~----t • ___L___L __ : _7•--I I ----J --+--·!--,----'--+---=--·•-• I , ' i I i l l· I l I i i i l I -1--.;.--1--~,-...;,l--+-1 -+----· --! 1 --l '1' 1 I -H : ·Ii' ! l-i---- 1 l i t , 1 l · . I l · .j ... 1 J · I · I I ' . 1 ----+-+-1-·--a1~ .... !--.,.---·--;---1-·-r--l1~~'\ · . l · -.1 I J: -1 -! I l · .. l J i 1 '. I I ' ·--,-;~-=-.-, I I 1· 1· ·.4 :i .1.· 1 I j .. l ·1 l l ' I ! +··. I !-1-··i l }'. j ~ l l l I 1 l 1 l I ·\ : ... l I· ! : 1 ' r -! i i 11 i I ! ! ! ! • ---. -.... ------·. -~~ : - ; . ~~-~---; i ' I ------·-J· • i ---. ·-·-; ·-: --·-: -'-.-, : ________ ·. ---. -...;..--+·--'---'--. ·-· -- • • • • Analysis: PANELS DOOR PANEL Project_-=CAR==L=S=B=AD=-~P=AL=-O=MAR=:c:------- By HSWW Page ffi of ___ _ ANALYSIS Date 06/02/98 Job __ =-9-=-8=B=l-=-0=1..:..7_ 6' OPEN WITH 1'-6R LEG INPUT Concrete Strength Concrete Weight Steel Yield Strength Steel Mod. of Elas. f'c: Cwt: Fy: Es: Hp: Hr: Tp: Rd: Rdl: Lw: Panel Height Roof Height Panel Thickness Reveal Depth Roof Dead Load Ledger Width Add'l Axial Dead Door Width Ld. Adl: Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Dlm: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 30.000 ft 8.000 in 0.750 in 265 plf 2.000 in 0 plf 6.000 ft 22.500 ft 2.500 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight -#6 s: 18.000 in As: 0.5867 in"2 0.0061 0.0025 Wt: 1.500 in 6.500 in 96.67 psf Roof Dead Load Pl: 583 plf 2320 plf 1276 plf 4179 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Wind In Wind In 0 -20 ft. 20 -40 ft. Wind Out Full Ht. Fl: F2: Wl: W2: Wo: 29.00 psf 63.80 psf 23.18 psf 26.49 psf 24.29 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Bas:j.c Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev~ 20 to 40 ft. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: HORIZONTAL REINFORCING Bar Size: 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 0.80 -#4 Bar Spacing: s: 18. 000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 in"2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight · Wtu: 101.50 psf Roof Dead Load Pu1: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Below Seismic Load Above Ful: Fu2: Wind In o -20 ft. Wul: Wind In 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 612 plf 2436 plf 1340 plf 4388 plf 40.67 psf 89.48 psf 29.56 psf 33.78 psf 30.96 psf • • • • r_ __ . ~~~~~- C-.. . •' '. Analysis: PANELS DOOR PANEL Project_----=CAR==L=S=B=AD=-~P~AL=O=MAR=::.:.,_ _____ _ By ___ --'H=S=-WW~--- Page 6la of __ _ A N A L Y S I S Date 06/02/98 Job_~9~8_B_l_0_l~7- 6' OPEN WITH ·1 1 -611 LEG INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area.of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. Phi Factor e: Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: Mu2: Mu3: Mu4: Mu: 6.1250 in 0.2933 inA2 0.3665 inA2 0.7186 in 0.8454 in 8.4046 in 0.8695 3122.00 ksi 9.289 126.782 in-k 110.241 in-k 97.308 inA3 5.634 in 63.144 in-k -2.572 in-k 10.997 in-k 6.862 in-k 78.432 in-k 0.711 Wall Section is Adequate for Strength Modulus of Rupture -·£r: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf. + Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds·: Da: 273.861 psi 512.000 inA4 381.078 inA4 28.790 in-k 0.243 in 45.023 in-k -2.450 in-k 6.692 in-k 4.176 in-k 53.441 in-k 1.599 in 3.600 in 0.444 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf . d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. Phi Factor e: Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: .Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf. + l'pt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mul: Mu2: Mu3: Mu4: Mu: 6.1250 in 0.2933 inA2 0.3665 inA2 0.7186 in 0.8454 in 2.8454 in 0.8695 3122.00 ksi 9.289 126.782 in-k 110.241 in-k 97.308 in"'3 5.634 in 63.144 in-k 0.871 in-k 10 .997 in-k 6.862 in-k 81..874 in-k 0.743 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 512.000 inA4 381.078 inA4 28.790 in-k 0.243 in 45.023 in-k 0.829 in-k 6.692 in-k 4.176 in-k 56.720 in-k 1.780 in 3.600 in 0.494 Wall Sec. is Adequate for Slenderness • • • • Analysis: PANELS FLUSH P I L A S T E R Project_~CAR==L=S=B=AD~~P~A=L-O~MAR=~------ By HSWW Page 'SJ of __ _ Date 06/02/98 Job _ ___,9"-'S=B=l"""O"""'l-'-7_ PANEL ANALYSIS TYPICAL FLUSH PILATERS INPUT Concrete Strength Concrete Weight Steel Yield Strength Steel Mod. of Elas. f'c: Cwt: Fy: Es: Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Beam Dead Load Bdl: Beam Bucket Length Lb: Add'l Axial Dead Ld. Adl: Effective Wall Length Le: Service Defl. Limit Dlm: 3,000 psi 145 pcf 60,000 psi 29,000 ksi 36.000 ft 35.00Q ft 9.750 in 0.750 in 16,200 lbs 7.000 in 0 plf 4.917 ft H/150 VERTICAL REINFORCING EACH FACE Bar Size: #6 Bar Spacing: s: 18.000 in Area of Steel/ £t As/Ag Ratio: Min. As/Ag Ratio:* As: 0.5867 in"'2 0.0050 0.0025 Low Chair Size: High Chair Size: SERVICE LOADS 1.500 in 8.250 in Wall Weight' Wt: 117.81 psf Roof Dead Load Pl: Panel Wt. at Mid-ht. P2: Ppt. Wt. + Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: Wind In O -20 ft. Wl: Wind In 20 -40 ft. W2: Wind Out Full Ht. Wo: 3295 plf 2062 plf 118 plf 5475 plf 35.34 psf 10.54 psf 12.04 psf 11.04 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft .. Elev. Z: Is: Cp: Cp: v: qs: Iw: Exp: Cq: Cq: ·Cq: Ce: Ce: llORIZONTAL 'REINFORCING 0.4000 1.00 0.75 2.00 70 mph 12.54 psf 1.00 B 1.20 1.10 1.30 0.70 -0. 80 ,#4 Bar Size~ Bar Spacing: s: 17.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1412 in"'2 0.0012 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 123.70 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Seismic Load Fu: Wind In o -20 ft. Wul: Wind In 20 -40 ft. Wu2: Wind Out Full Ht. Wuo: 3460 plf 2165 plf 124 plf 5749 plf 49.57 psf 13.43 psf 15.35 psf 14.07 psf • ~. ~ .. ~- '• • Analysis: PANELS FLUSH P I L A S T E R Project ___ CAR==L=S=B=AD~~P~A=L~O~MAR==------- By HSWW Page SB' of __ _ Date 06/02/98 Job_----'9~8=B=1~0=1~7- PANEL ANALYSIS TYPICAL FLUSH PILATERS INWARD.ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mu1: -Mu2: Mu3: Mu4: Mu: 7.8750 in 0.2933 inA2 0.3892 inA2 0.7631 in o. 8977 in 11. 6023 in 0.8672 3122.00 ksi 9.289 174.972 in-k 151.743 in-k 178.879 inA3 5.757 in 91.084 in-k -20.072 in-k 20.633 in-k 4.155 in-k 95.800 in-k 0.631 Wall Section is Adequate for Strength Modulus of Rupture £r: Gr. Mom. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Service Deflection Allowable Defl. Ds / Da Ratio: Msl: Ms2: Ms3: Ms4: Ms: Ds: Da: 273.861 psi 926.859 inA4 729 • 000 inA4 44.365 in-k 0.282 in 64.944 in-k -19.115 in-k 9.556 in-k 1.925 in-k 57.310 in-k 0.824 in 2.800 in 0.294 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. Area of Steel /ft Eff. Area of Stl d: As: Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia .Icr: Nominal Deflection Dn: Mul: Mu2: Mu3: Mu4: 7.8750 in 0.2933 inA2 0.3892 inA2 0.7631 in o. 8977 in 4.3977 in 0.8672 3122.00 ksi 9.289 174.972 in-k 151. 743 in-k 178.879 inA3 5.757 in 91.084 in-k 7.608 in-k .20.633 in-k 4.155 in-k Lateral Load Mom. Roof Ecc: Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu: 123.480 in-k Mu/ PhiMn Ratio: 0.814 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mbm. of Inertia Ig: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl . Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowab~e Defl . Da: Ds / Da Ratio: 273.861 psi 926.859 inA4 729.000 inA4 44.365 in-k 0.282 in 64.944 in-k 7.245 in-k 9.556 in-k 1.925 in-k 83.670 in-k 1. 929 in 2.800 in 0.689 ·Wall Sec. is Adequate for Slenderness e-:- ---:---"(. i . t i I I -----( --I ·---/ , I 1 ' -Er-; ! i -f ___ -c· .1 I ~: -+----__ , ---+--: I '. --·-: ________ ..., _ I ... ·-I---:--~--·• • --~" --•, l. , , 1 I ,,: ___ ! __ -. ----i---------__ , ____ -----l..-- j • • DASSE DESIGN : ' ! ' f ' ' : -· -SOUTHERN CALIFORNIA,-INC.·:·--_'._ ' l ! ! l I l I j ' I I : / r . l I I l l I ! l t l l l {- 1 l i I I f I l l l l ! ---· ! l i I ' I l l ; I l t i I -l I I ! ; l l ' i l l ! ! i ' ' -- ! I ! i j I , ----i ' -i j -----.... ---. --____ ,;,. I j l I ' , I -•---~ --·•-·--~-I -· ... -------~----..!--J------~ ---1 ----- : ! i ; ! I , I ' _J_ • --.!. __ --I ' --·-·-·' i . i I i ' : l I I -~---,--~---'--r--~ --+--..;· __ __! _________ L ·-!----+--+---'--' .. -· -. - l •;-. ---------1--'t_ -: ; ' l ~ --. ·r··-DASSE DESIGN~--[- ·soUTHERN CALIFORNIA, INC;-. - W ~r ·1 i ,L 2-1 rlf-7~i..- tr4 $ "'/t;lt7' vJ/ {t{ 11€5 ~ - ' -~ ·- ' . -__ ,...., __ ,_ ~------~- .-.--i . --;----,-;--~----' --. '.- --· -!---DASSE DESIGN-----~ -- ; --SOUTHERN CALIFORNIA, ·INC. ------ __ ! ___ i j" ' j j • ·-,--1 - I ' I I ! ' -...---< I l l I ·,---_, .! . . I , --~----~-J ___ l _ ~~. -k~I·-------+---1 : . ! : . . i : . l i . .,,... -··-! ---~---r-.---: i -------:.-_,___ _____,_ __ --.; -----~---! _. ___ _J_ ___ _ ,: .. .. • ., • 0-i- Page4_of 4 Report No. 1952 TABLE NO. II-ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HIGH-LOAD HORIZONTAL BLOCKED DIAPHRAGMS WITH FRAMING OF DOUGLAS-FIR, LARCH OR SOUTHERN PINE• FOR WIND OR SEISMIC LOADING1> CASES1ANDZC PANEL lilSTENiJI IIINIMUM ~Spec:irlg Par Ur-. at Soundariee ~) • 2\'l 2 GRADE•AHD NOMINAL MINIMUM Minimum WIDTH OF Fmaner Specln; Pw Ur-. at Olhef Panel E6gN (lnchM) NOMINAL ,.__lonln FJ!AJ .. IG UfES 'llUCKNESS Framl~ MEMBER OF I • • s s (lnchN) 1'tPe (lnct.e (IIIChM) ~ERS 2 10d 3 2 650 870 940 1230 -- Common 1¾ 2 155 980 1080 1410 -APA Nails 4 - Structural I 3 940 1305 1375 1810 -- • 'D/32 14 gauge 3 2 600 600 840 900 1040 1200 2 Staples 4 3 840 900 1140 13S0 1440 1800 10d 3 2 64S 870 935 1225 --Rated Sheathing Common I¾ 2 750 980 1075 139S -APA Nails 4 - C-0 3 935 1305 1370 1510 -- C-C 14 gauge 3 2 600 600 820 900 1020 1200 2l1J2 2 Staples 4 3 820 900 1120 1350 1400 1510 •Allowable shear "alues for fasteners in framing members ofother species set forth in Table No. 25-17°1 of lbc U.B.C. Standards shall be cak:uJaicd for all grades by multiplying lhc values for fasteners in Strucniral I by the following factors: Oroup ID, 0.82 and Oroup IV, 0.65, ·-Fastening aJong intermediate framing members: Space nails I 2 inches on center, except 6 inches on center for spans greater than. 32 inches. ~els confo:ming to U.B.C. Srandanl No. 25-9 or NER-108. 'This table gives shear values for Cases I and 2. The values shown arc applicable to Cases 3, 4, Sand 6, provided fasteners at all C011tinuous panel edges an: spaced in acconlancc with the boundary fastener spacing and provided the maximwn shear is limited to 1200 plf. f. ~ ---; C\I t ..,~ -$-- L TABLE NO. II l _ SPACING _ 1 '1 3" NOMINAL-TWO LINES ;-__ N""I _________ ._.., ____ • ;;!J ;;!I • ..... -'-1~1 .fit ;-------------t ·-----·--· ·-·. -----------,-----! ..---r-TABLEN07'!. --- f SPACING 1 4-NOMINAL-TWO LINES PANELJOINT ·-• ---------·--=----~ . ---·-----------------r T:~~~11 ~~-- 4• NOMINAL-THREE LINES TABLE NO.II SPACING PANEL!:DGE TYPICAL BOUNDARY FASTENING (Shown la two llnea staggered.) NOTE: SPACE PANEL END AND EDGE JOINTS¼ INCH. REDUCE SPACING BETWEEN LINES OF NAILS AS NECESSARY TO MAINTAIN MINIMUM ¼-INCH FASTENER EDGE MARGINS. MINIMUM SPACING BETWEEN LINES IS¾ INCH. FIGUREN0.2 I , •• > ~-) ~ a) n ,) ~ '.i) 9 ,) © r CD x) --------- Ct v ~ I I I I I I •1•,r -I ~ ~ ~ ...... 7 '® . ~ I ~ Le I ~' C!!, IIIJ 4 LIii. ~ I l .. ¢ ' \U·~:r N tit -1-J ~~ 'I!/ • ' I I ~ ~ I \:J .. I z -i-t·· I ~ -. ,::, ),-. I J-__ ~ ~ . i!I -~ --------7::1 ---- l:f ~ ~ 0 4) • ----------· ~) ~ ~> . n) •) •) :) 0 ® r) ® I I W5 w W;. l -w I 1-;o I w .. 1,06' 2~i1 ~PO ,fl-1 ., fii~t-l1 'r 1/J? 'ZD I .114 'id I ~, • I~( e.,_ --l---_) .. , , I -J----:--_..; ___ ,, -· i j • l ! l ! f f .i -·1-~--·'-----:·--+ ·1 . ,-·-,-!. f J 'I --j --.; -----z---'· ·----:- l f • I ) "•--·----·. ---· -- --' ' l ' I . ! ' . ' ---· _t ----·---' --' •--:-- I ,--·,·-· ·--.. -.. i -, ! . ' : --..--- I 'I 1 • ' .- ' ' i ' ----i-----. ' -..... --~----!- -· i-···-. ----·---·---_,. -" ' _j_ ______ '. i _ • __ _L _;___i ___ -- ! . i -..---+--i-- ., I ' 'r--·-·~,-__ , ' J I I -',·----~-L---j-_; --,-. ~ - I ' -'f-· ' I / ' • I I .___ ~ ---___ ! • ! l ! j • • .. ; -, -r--~ ! .. -' '~-. --~ --- . . ' r -~-t- ; \ . 4 ---.. : =! i~=: I : r I -'. i-4 --! ,, ·.---. -·--~ --~--~-... -\ i ·t-·---i :dsf1/~11]?L1·~1 ~'J .. · ·. .. lo~ ~ e) 3, I i .x ;:-l ~ 4''.' ... J - X t"b 14 ', 92, .t. 1f1o ). /1.4: 1 ~ 40.2, 1;.;., i'e: l, -U Sf I~~ eJ I f12r! 1<.f , . 1 Z . : . . I 0~ e ,z. I ;, I 2 x ~1 h J:.oii . ' . ---------'" ---' . I ·:·-Ll>f ·10J e e,i/i 4, 12 'x~4ttv11 . I bf-Wltv~ 2-,~ YU-rf 6~_'$$0 "'. ~ k-,· A-v ·'L,OttJ~ I. clstl(J-tr ~fu~ .. · ·-' -·---~' ---_...._ ·< ___ 1 --' ----.~ --.,._ ------I • ' . ---; ---7----~ ----,--·--' ----~-----.:.-. ----'.·-·---!-----~----'.---. ------! -. : --'--'---------4---~ - l _______ ' - ei·-·· __ J.. __ _ i ; ; i ------------- ---i· ---- i ·1 -~---- ' -•---·---·-·~--------,.. ' • ' I I , ____ ..,_ ___ , ____ --~\--' ··----. --------i------------------....--"----4--- • -----~--.. ---t -·- ' ' 1 ... --~. --: ~ -' -I ' i ---L--I -------·--.. ---------: ~! . - I I ___ __; __ _ I -;---P---; --. -.----1--.. r : -, ' '"• ~--V •-' • •' • •; -, I I ~-~·---} ______ ) ! ___ , ___ ; I I t ' ' . ' -·+--t·-. ~ - ,------r------ ----• '1 - -·· 1 ' . ' _J_-+--4---! ! ___ l_ '--~---------+--i--..-e • :e •• .. ., •. • RISA-2D CR) Version 3.03 DASSE Design, Inc. Job ___ _ Page. ___ _ (;\)' Date __ _ ·cARLSBAD PALOMAR BRACE FRAME@ LINE F -----====----------==========================:::-=====:-=-=========== Units Option : US Standard AISC Code Checks: 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------Cft)--------(ft)-----Cin,K/in)----Cin,K/in)---(r,K-ft/r)-----(F)- 1 0.00 0.00 R R 0.00 2 52.00 0.00 R R 0.00 ~'·_3 104.00 o.oo R R o.oo ··4 0.00 35.50 o.oo -5 26.00 36.00 0.00 6 52.00 36.50 0.00 7 78.00 36.00 o.oo 8 104.00 35.50 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio ·Coefficient Density (Fy) ---------------(Ksi)-----------------------(F)--------(K/ft3)------(Ksi)---- ST 29000.00 0.30000 0.65000 0.490 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------CinA2>---------(inA4>----------------- BM W18X97 ST 28.50 1750.000 1.20 COL BRC TU8X8X8 TU14X14X8 ST ST 14.40 26.40 131.000 791.000 J I Releases J Encl Offsets 1.20 1 .20 No Node Node Section x y z x y z Sec Sway I J Length --------------~ ------------~------------------------(in)----(in)------Cft) (s)! ; : : ~~~ ::::~ ... 3 3 -8 COL 35.50 4 4 -5 BM 26.00 • • • • RISA-2D CR) Version 3.03 DASSE Design, Inc. (rt:: ·:, 'i':ARLSBAD PALOMAR BRACE FRAME@ LINE F Job ___ _ Page ___ _ Date ___ _ ===--------=====================================:::--==-=--==-==-======== J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length --------. ---------------------------------------------Cin)----Cin)------Cft) 5 5 -6 BM 26.00 6 6 -7 BM 26.00 7 7 -8 BM 26.00 8 1 -5 BRC 44.41 9 5 -2 BRC 44.41 10 2 -7 BRC 44.41 11 7 -3 BRC 44.41 -------------------------------------------------------------------------·-- J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Le In Out Cm Cb --------------------(ft)-----Cft)-----(ft)---------------------------------- 1 1 -4 2 2 -6 3 4 EJ 5 :·'..6 7 8 9 10 11 3 - 4 - 5 - 6 - 7 - 1 - 5 - 2 - 7 - BLC No. 8 5 6 7 8 5 2 7 3 1 LATERAL Basic load Case Description Nodal Loads, BLC 1: LATERAL Node Load Totals Nodal Point Dist. 3 Nl.lllber · Global X Global Y Moment -. ----------------------CK)------------------(K)------------------CK-ft)---- 4 112.000 0.000 0.000 6 140.000 0.000 0.000 8 140.000 0.000 0.000 Load Combination Self Wt .BLC BLC BLC BLC BLC W E _.)~o. Description Dir Fae Fae Fae Fae Fae Fae DYNA S V Q~~:~: LATERAL -0 1 1 10 • OASSE Design, Inc. ~i&{~LSBAD PALOMAR BRACE FRAME@ LINE F RISA-2D (R) Version 3.03 Job. ___ _ Page ___ _ Date ___ _ =================-·------===================-=--=------ Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity Load Combination is 1 : LATERAL Nodal Displacements 3 None X only 32.20 ft/sec**2 . ---------------------------------------------------------------------------- Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 0.00000 -0.00049 2 0.00000 0.00000 -0.00047 3 0.00000 -0.00000 -0.00052 4 0.23729 -0.00200 0.00001 5 0.19495 0.00190 -0.00004 6 0.22527 -0.00040 -0.00001 7 0.20266 -0.00197 -0.00004 (];;:. 8 0.25559 0.00254 .0.00001 Load Combination is 1 : LATERAL Reactions ----------------· ----------------------------------------------------------- Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 -97.40617 ·132.75130 0.00000 2 3 Totals -193.33061 -101.26321 -392.00000 -4.80510 137.55640 -0.00000 0.00000 0.00000 0.00000 . • Load Combination is 1 : LATERAL Member End Forces Nodes ----------I-End -========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------CK)--------CK)------CK-ft)-------CK)--------CK)------CK-ft)-- 1 1-4 1.96 0.08 1.03 -1 .96 -0.08 1.78 2 2-6 0.38 0.07 0.87 -0.38 -0.07 1.54 3 3-8 -2.49 0.09 1.15 2.49 -0.09 1.93 4 4-5 111.94 -0.19 -1.78 -111.94 0.19 -3.13 5 5-6 -80.18 -0.09 -1.59 80.18 0.09 -0.67 6 6-7 . 59.79 -0.10 -0.87 -59.79 0.10 -1.77 @ji;;~ 7-8 -139.94 ~0.20 -3.29 139.94 0.20 -1.93 1-5 -166.19 0.03 -1.03 166.19 -0.03 2.22 5-2 161.78 0.04 2.50 -161. 78 -0.04 -0.57 10 2-7 -168.18 0.06 -0.31 168.18 -0.06 2.76 • 11 • • • • DASSE Design, Inc. ~:. ~~ltLSBAD PALOMAR BRACE FRAME@ LINE F RISA-20 CR) Version 3.03 Job ___ _ Page __ _ Date __ _ --------------===-==-:==================================================== Nodes ----------I-Encl ------------J-End ---------- No I J Axial Shear Moment Axial Shear Moment --------·------CK)--------(K)------(K-ft)-------(K)--------(K)------CK-ft)-- 11 7-3 172.77 0.03 2.30 -172.77 -0.03 -1.15 Load Combination is 1 LATERAL AISC Code Checks ---------------------------------------------------------------------------- Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear ---------------------------------------------------------------------------- 1 1-4 0.0457 0.0341 0.0233 0.0240 0.0348 0.0457 0.0007 2 2-6 0.0274 0.0171 0.0078 0.0088 0.0181 0.0274 0.0006 3 3-8 0.0378 0.0257 0.0138 0.0141 0.0260 0.0378 0.0008 4 4-5 0.3734 0.3716 0.3700 0.3701 0.3718 0.3734 0.0013 5 5-6 0.1349 0.1349 0.1333 0.1316 0.1305 0.1322 0.0006 6 6-7 0.1995 0.1984 0.1975 0.1978 0.1987 0.1995 0.0007 7 7-. 8 0.2370 0.2370 0.2332 0.2293 0.2292 0.2330 0.0014 8 1-5 0.3014 0.2961 0.2974 0.2987 0.3000 0.3014 0.0001 i~-:: 5-2 0.4730 0.4730 0.4706 0.4681 0.4657 0.4632 0.0002 2-7 0.3073 0.2963 · 0.2990 0.3018 0.3045 0.3073 0.0003 11 7-3 0.5071 Q.5071 0.5052 0.5033 0.5013 0.4994 0.0001 •. : :---· :-··;-;.-.-~--.-: . . 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No --,r.Je?t} ~. tvl{;ffpltfro/ · ~11, _ : -.. --. ·. .. -- ' ' I ' I ! , -+--__;_. __ .. .J~~ -..,--I J -~----' _;__I_. - ' ' •:··· l ; ._.i --·-'.------~--. -,! ___ --_J ------- i :- ' ' ' ---: _____ J. -< ---~'. ' : . -----;------t ·7-- ! . . -· . --.L --.. ·-·· I ' I ~ ! . ; ·--~. ·-· ·--, --:-····-__;.___; ___ , __ ' ... ---1-· . ----(- , --:--- ; ' J __ . ·'.·-~. ----_I __ _ I --··; -7€8~-- -'-;-'"· ' ! ' ' • .,... ___ , .. __ • l -------• -----. --. -~---+----! ' l /·---;---__ -~ -~ ~-. --'-·-' ' --··-__ I----DASSE DESIGN ·soUTHERN CALIFORNIA, INC .. -.. ---- ' i I 1 i·---------: ----1 I -----~ .. -----~ --.. --.---------~--- ' ' ' ·------------'--- -t 1 : ! ! L __ ._i__ _ _: ----_:. ;__ -. -· ' ' I . --< 44-1k ---~--L __ i_--r' --_'.-. I '. -i----.~--· ' -----:-------- ' ~ ~· ·-------\ -· ---.,-·--· - '5GE ~tN~--L -~~ fFfr1t:= -t?G? 10 t-1.. : ,_ l---.- • l _J_ ~-: ---------'. -i-+------'-----_J - -----------' ... ' t. --·--l ----1----.!-·- I • ;· ! ! 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Job. ___ _ Page ___ _ ~~~ Date ___ _ BRACE FRAME@ LINE F -----------------------------------=:--==-:=-=--==-=--=-=====--=--=============== Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces No A.S.I.F. 1.333 Node Boundary Conditions No x-coord Y-Coord X-dof Y-dof Rotation Temp. -----------Cft)--------Cft)-----Cin,K/in>----Cin,K/in)---Cr,K-ft/r)-----CF>- 1 0.00 0.00 R R 0.00 2 16.00 0.00 R R 0.00 E~! ~:~~ ~!:!~ ~:~~ 5 16.00 15.50 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)-----------------------CF)--------CK/ft3)------(Ksi)---- ST 29000.00 0.30000 0.65000 0.490 36.000 Section Label Database Shape Matl. Set Area Moment of Inertia b ~ Coef --------------------------------------(in~2)---------Cin~4)------------·---- :BM W18X40 ST 11.80 612.000 1.20 COL TU5X5X6 ST 6.58 22.800 1.20 BRC TU6X6X6 ST 8.08 41.600 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------Cin)----Cin)------Cft) 1 1 -3 COL 15.50 2 2 -5 COL 15.50 3 3 -4 BM 8.00 4 4 -5 BM 8.00 ~ 1 -4 BRC 17.44 4 -2 BRC 17.44 • ··• ·- • RISA-20 CR) Version 3.03 DASSE Design, Inc. Job. ___ _ Page ___ _ e}=· Date ___ _ '·cARLSBAD PALOMAR BRACE FRAME@ LINE F ================================================================------------ J Unbraced Lengths K Factors Bending·coefs No Node Node Lb-in Lb-out Le In Out Cm Cb --------r-----------Cft)-----Cft)-----Cft>---------------------------------- 1 2 3 4 5 6 1 - 2 - 3 - 4 - 1 - 4 - BLC No. 3 5 4 5 4 2 1 LATERAL Basic Load Case Description Nodal Loads, BLC 1: LATERAL Node Load Totals Nodal Point Dist. 1 Qi/ Number Global X Global Y Moment .. ---·----------------------(K)------------------CK)------------------(K-ft)---- 3 .66.000 0.000 ·0.000 -------------------·-----------------,-------------------------------------- Load Combination No. Description 1 LATERAL Self Wt BLC Dir Fae Fae 0 1 1 Dynamic Analysis Data BLC Fae BLC Fae Number of modes (frequencies) 3 Basic Load Case for masses BLC mass direction of action Acceleration of Gravity Load Combination is 1 : LATERAL Nodal Displacements None X only 32.'20 ft/sec**2 BLC Fae BLC Fae W E DYNA S V Node Global X Global Y Rotation ---------------------Cin)-----------------Cin)----------------Crad)--------- 1 0.00000 o.opooo -0.00103 2 0.00000 -0.00000 -0.00098 ~~> 3 0.15824 0.00020 -0.00001 4 0.13974 -0.00002 -0.00001 5 0.13973 -0.00018 -0.00001 • -· .:. • RISA-2D CR) Version 3.03 DASSE Design, Inc. Job ___ _ Page. __ _ 6"11RLSBAD PALOMAR BRACE FRAME@ LINE F Date. __ _ ==========================================================================-- Load Combination is 1 : LATERAL Reactions Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 -32.99683 -63.93750 0.00000 2 -33.00317 63.93750 0.00000 Totals -66.00000 0.00000 0.00000 Load Combination is 1 : LATERAL Member End Forces Nodes ==========I-End========== ========== J·End ========== No I J Axial Shear Moment Axial Shear Moment ---------------CK)--------(K)---···(K·ft)-------(K)--------(K)----·-(K-ft)-- 1 1-3 -0.20 0_08 0.28 0.20 -0.08 o.88 2 2-5 0.18 0.06 0.17 -0.18 -0.06 0. 75 3 3-4 65.92 -0.20 -0.88 -65.92 0.20 -0.75 4 4-5 0.06 -0.18 -0.71 -0.06 0.18 -0.75 -0.02 0.70 -0.03 -0.17 er-1-4 -71. 73 0.02 -0.28 71.73 .. ·'o 4-2 71.76 0.03 0.76 -71.76 Load Combination is 1 LATERAL AISC Code Checks ---------------------------------------------------------------------------- Nodes ·Menber Quarter Points No J Maxi1111.111 0 1/4 1/2 3/4 L Shear ---------------------------------------------------------------------------- 1 1-3 0.0504 0.0170 0.0020 0-.0182 0.0343 0.0504 0.0014 2 2-5 0.0434 0.0117 0.0052 0.0180 0.0307 0.0434 0.0011 3 3-4 0.3553 0.3553 0.3540 0.3526 0.3535 0.3549 0.0025 4 4-5 0.0064 0.0061 0.0031 0.0005 0.0034 0.0064 0.0022 5 1-4 0.4366 0.4213 0.4251 0.4289 0.4327 0.4366 0.0004 6 4-2 0.6759 0.6759 0.6684 0.6610 0.6536 0.6462 0.0005 ~- • . .. • 800000000000 C,· -':: -:~~ 4 5 -~~----------,---=------------, 66 RISA-2D Fl:Full Plt. 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' l ------, -l I ----;--··, •. -- -; --i -··> ' l ' ----r ' i i ' ' ----j-· ---. --.. ----.. ,_ -~-' ' . = Vs i = . '1!71 c. ~ , h1 tP :~·)b,_ ">-;, f~ 2 . . ~v,_,::;. ,b13tiotit.bt~tl,c.(:;"oo) t, 102. _,_ --l~-t ; f ' ! : ~ 1 i · ~ l • I • ----------DASSE DESIGN·---,---: -----·; . ----i --I. -- 1 i . --~ --------·· -------·+ --•• --. _,_ --' ;-. . _ ______ ,, ' ' '>" T""-: &-7/i \p" A-,~-oL .. l . , __ -., --- -fGj ___ : --~--- I -r--__ L, __ ' ' , ______ ,.L ;-·-----·--------i-- _ _... __ :------------· : i -- l -----_._ ·-' . -------~--! ---·-' . ·•,----~ , . ~/..1! j_ ___ · -·· ' ' -;_-I_J ".".I j • : ' --. i--. ••• . : -~-7. i --+--4 -· : I 1· I f l / l ~ --~ • \ •---..,..,•-•r--'---~ ~-.. --I -_, ·- I• , • t , ·-;- i -~-~y ··ti --···· I ~, --·· · -___ ; ___ :. 11·,i -'~-~-'~--~ .. _: __ ·-' I ! I ·--L .. , 1 ' . :·-! ---+--+---"--- .-,-. I i ; ! : ' • -~:-:----,-+---+----,-, 7' ---t-----! _ __._. 'f.- ' ~J) ---1 >t,G r.-1G JIJZ- 1 ~'J~ 1,t~ jE,1 ' ' l ' I \ I j ' -----' . -·-·------· : ! --1_ ---·- '? il'Z-t\ t I . ~.,,, -;; 1 f3 & ~L~,1 f:It; l ___ ,..._ __ ,. ----I . -. -·----~' _j__i__ - July 31, 1998 560-1, 98-236 ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers Industrial Developments International 18101 Von Karman Avenue, Suite 120 Irvine, California 92612 Attention: Mr. Jon Kelly Re: Grading and Foundation Plan and Project Specifications Review Carlsbad Oaks East -Lots 32, 33, & 34 Carlsbad, California Gentlemen: Robert R. Prater, C.E. 1942-1980 Wm. David Hespeler, C.E. In accordance with the request of Mr. Paul Fletcher of Ware Malcomb, we have reviewed the grading"\.~ and foundation plans and project specifications. In addition, .we are addressing the plan check" ~ '\, comments regarding the potential for liquefaction at the subject site. We previously performed a \j . geotechnicai investigation for the project, the results of which were presented in our report titled 1 "Geotechnical Investigation for Carlsbad Oaks East-Lots 32, 33, & 34, Carlsbad, California," dated November 19, 1997. In addition, we issued a letter dated June 19, 1998 regarding supplemental recommendations for retaining walls as well as imported soils from off-site sources. GRADING AND FOUNDATION PLAN AND PROJECT SPECIFICATIONS REVIEW Based on our review, it is our opinion that the project plans dated June 19, 1998 and project specifications generally conform to the recommendations of our geotechnical investigation and a supplemental letter dated November 19, 1997 and June 19, 1998, respectively. We recommend the foUowing changes and/or clarifications, however, be incorporated into the pla.ns and.specifications. Grading Plans The initials PE adjacent to the signature block for the soil engineering statement should be changed to GE (Geotechnical Engineer). A note should be placed on the plans indicating that the lime stabilized pavement subgrade sections are preliminary and the final sections should be evaluated based on laboratory testing of the actual subgrade soils exposed at the rough subgrade level after grading. Foundation Plans On Sheet S-1.0, item l.B, the character of the soil should be changed to "SC/CL". Detail 7 on Sheet S5.0 indicates a 2-inch sand layer over visqueen over 4 inches of gravel under slab on grade areas. As indicated in our investigation report, the exterior slabs could be supported directly on the onsite 10505 Roselle Street, San Diego, California 92121 • (619) 453-5605 FAX: (619) 453-7420 July 31, 1998 560-1, 98-236 Page2 soils provided the soils are moisture conditioned and compacted to the recommendations of the investigation report. In addition, the concrete paving detail on sheet L-lA of the landscape plans indicates a 4-inch slab with a deepened edge of 6 inches over 4 inches of washed river sand, if required by Geosoils report. We recommend that the references to river sand and Geosoils reports be deleted and the deepened slab should extend 12-inches as indicated in our investigation report. Specifications Section 02310-3.3 Item J, indicates temporary slopes should be 3/4 to 1. We recommended in our June 19, 1998 letter, that temporary slopes should be no steeper than 1 to 1. Section 02710-2, 2.2, A, indicates a C3-AR-4000 asphalt concrete mix. We recommended that the · AC mix consist of Type III B3-AR-4000. LIQUEFACTION The site is underlain at relatively shallow depths by undisturbed, dense to very dense formational sandstone and mudstone of the Eocene age Santiago Formation. Based on the preceding it is our opinion that the potential for liquefaction at the subject site is nonexistent. Our services consist of professional opinions ari.d recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES ~.~ Wm. D. Hespeler, G.E. WDH:jb Copies: Addressee (2) Kajima, Attn: Ms. Terri Ashton (1) Ware & Malcomb, Attn: Mr. Paul Fletcher (2) Thienes Engineering, Attn: Mr. Duke.Aghaian (1) I I I I I I I I I I 1· I I I I I 1· I I l i GEOTECHNICAL INVESTIGATION FOR CARLSBAD OAKS EAST -LOTS 32, 33, & 34 CARLSBAD, CALIFORNIA NOVEM:BER 1997 ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers ·1 I I I I I I I .I I I I I I ,I' I I I I 07/07/98 TUE 08:43 FAX 949 476 4495 IDI WESTERN REGION ~002 --ROBERT PRATER ASSOCIATES Robert R. Prater. c.E. 1942-1980 Consulting Soil, Foundation & Geological l;:nginccrs Wm. Oavid ficspelcr. C.F.. June 19, 1998 560-1, 98-213 Industrial Developments International 18101 Von Kannan Avenue, Suite 120 Irvine, California 92612 Anention: Mr. Jon Kelly Re: Supplemental Recommendations Carlsbad Oaks East -Lots .32, 33, & 34 Carlsbad, California Gentlemen: RECEIVED JUN 2 2 1998 IDI -CALIFORNIA In accordance with your request we are providing supplemental recommendations regarding proposed ·retaining walls at the subject site. In addition, it is our undersmnding that current plans are to import about 10,000 cubic yards of soil, versus the previous plan to balance the grading. We previously ~ perfonned a geot.echnical investigation for the subject site, the results of which were presented in our report titled "Geotechnical Investigation for Carlsbad Oaks F.ast -Lots 32, 33, & 34, carlsbad, California," dated November 19, 1997. · · It is our understanding that three retaining walls up to a maximum height of about 6 feet will be constructed along the east side of the propeny. Two of the three walls will be constructed at the base of a 2(horizontal) to !(vertical) composite cut/fill slope that extends up from the property to a maximum height of about 36 feet. The other wall will be constructed near the top of an existing 2 to 1 fill slope that descends from the property to a maximum depth of about 20 feet. SITE CONDITIONS Based on a review of our previous work and recent reconnaissance, the materials exposed in the composite cut/fill slope consist of about 5 feet of existing fill soils overlying relatively flat lying clayey sandstone of the Eocene age Santiago Formation. The composition of the fill soils above the formational mat.edals is currently unknown, however, it appears that the fill soils are most likely derived from the cuts in the nearby vicinity. The materials ~sed in the fill slope consist of compacted sandy clay and clayey sand. 1050S Roselle Streci, San Diego. California 92til • (619) 453-560.S FAX: (619) 453-7420 JUL. 07 ' 98 (TUE) 07: 45 COMMUNICATION No: 24 PAGE. 2 I I I I I I I I I I I I I -1 I -1 I I I 07/07/98 TUE 08:43 FAX 949 476 4495 IDI WESTERN REGION --.. SUPPLEMENTAL RECOMMENDATIONS 1. Material for Fill June 19, 1998 So0-1, 98-213 Page2 ia)003 All on-sit.e soils with an organic content of less than 3 percent by volume are in general suitable for reuse as fill except where low-expansion potential fill is required. We recommend that the imported fill material be used for capping as previously recommended and a low-expansion potential (U.B.C. Expansion Index of 30 or less). granular soil with a plasticity index of 12 or less. In addition, the material should not contain rocks or lumps more than 6 inches in greatest dimension, not more than 15 percent larger than 2-1/2 inches, and no more than 25 percent larger than 1/4-inch.'All materials for use as till should be approved by our representative prior to filling. 2,. Retaining Walls Retaining walls must be designed ·to resist lateral earth pressures and any additional lateral pressures caused by surcharge loads on the adjoining retained surface. We recommend that unrestrained (cantilever) walls with level backfill be designed for an equivalent fluid pressure of 35 pounds per cubic foot (pcO. We recommend that restrained walls with level backfill be designed for an equivalent fluid pressure of 35 pcf plus an additional unifonn lateral pressure of SH pounds per square foot where H = the height of baclifill above the top of the wall footing in feet. Unrestrained walls with up to 2 (horizontal) to 1 (vertical) sloping backfills should be designed for an equivalent fluid pressure of 50 pcf. Wherever walls wlll be subjected to surcharge loads, they should also be designed for an additional uniform lateral pressure equal to one-third the anticipated surcharge pressure in the c.ase of unrestrained walls and one-half the anticipated surcharge pressure in the case of restrained walls. The preceding design pressures assume that there is sufficient drainage behind the walls to prevent the build-up of hydrostatic pressures from surface water infiltration. Adequate drainage may be provided by means of weepholes _with permeable filter material installed behind the walls or by means of a system of subdrains. If gravel is used as a drainage material, it should be wrapped in a suitable filter fabric such as Mirafi 140N. Backfill placed behind the walls should be compacted to a minimum degree of compaction of 90 percent using light compaction equipment. If heavy equipment is used, the walls should be appropriately temporarily braced. In addition, the preceding wall pressure recommendations are based on the use of low-expansion potential soil backfill within a 1 to 1 prism behind the walls. Retaining walls should be supported on footing foundations designed in accordance with the recommendations presented in our report dat.ed November 19, 1997 with the exception of the wall located in the fill slope. The allowable bearing pressure for the footings supponing the wall near the top of the fill slope should be 2,CXXJ pounds per square foot for combined dead and live loads. Lateral load resistance for the walls can also be developed in accordance with the recommendations presented in our report dated November 19, 1997 with the exception that the allowable passive resistance for footings located adjacent to the fill slope should be reduced to 35 pounds per cubic foot. In JUL 07 '98 (TUE) 07:46 COMMUNICATION Nc:24 PAGE. 3 I I I I I .I I I I I I I I I I I I, I I 07/07/98 TUE 08:44 FAX 949 476 4495 IDI WESTERN REGION ------June 19, 1998 560-1, 98-213. -· Page3 iaJ004 calculating passive pressure the ck1>th should be calculated as the vertical cover to the slope face from the edge of the footing nearest the slope. 3. T~porary Construction Slopes Based on our subsurface investigation work, laboratory test results, and engineering analysis, temporary cut-slopes for construction of the proposed retaining walls should be safe against mass instability at an inclination of 1 (horizontal) to 1 (vertical). Some localized sloughing or raveling of the soils exposed on the slopes, however, may occur. Since the stability of temporary construction slopes will depend largely on the contractor's activities and safety precautions (storage and equipment loadings near the tops of cut-slopes, surface drainage provisions, etc.) it should be the contractor's responsibility to establish and maintain all temporary construction slopes at a safe inclination appropriate to his methods of operation. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnic.al engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call. Very truly yourst ROBERT PRATER ASSOCIATES ~p?~ Wm. D. Hespeler1 G.E. WDH:jb Copies: Addressee (3) Thienes Engineering, Attn: Mr. Duke Aghaian (2) JUL. 07 '96 (TUE) 07:46 COMMUNICATION Nc:24 PAGE. 4 I I I I I I I I I I I I I I I I I I I November 19, 1997 560-1, 97-389 ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers Industrial Developments International 18101 Von Karman Avenue, Suite 120 Irvine, California 92612 Attention: Mr. Jon Kelly Re: Geotechnical Investigation Carlsbad Oaks East -Lots 32, 33, & 34 Carlsbad, California Gentlemen: Robert R. Prater. C.E. 1942-1980 Wm. David Hespeler. C.E. In accordance _with your request we have performed a geotechnical investigation for the subject site. The accompanying report presents the results of our field investigation, laboratory tests, and engineering analysis. The soil, foundation, and geologic conditions are discussed and recommendations for the geotechnical engineering aspects of the site development are presented. If you have any questions concerning our findings, please call. Very truly yours, ROBERT PRATER ASSOCIATES WDH/JB:mkd Copies: Addressee (5) Ware & Malcomb Architects, Inc., Attn: Mr. Jinger Reyes (3) l0505 Roselle Street, San Diego, California 92121 • (619) 453-5605 FAX: (619) 453-7420 .I I I I I .1 I I I I I I 1· I I I I I I GEOTECHNICAL INVESTIGATION For CARLSBAD OAKS EAST -LOTS 32, 33, & 34 Carlsbad, California To INDUSTRIAL DEVELOPMENTS INTERNATIONAL 18101 Von Karman Avenue. Suite 120 Irvine, California 92612 NOVEMBER 1997 I I I I I I I I. I I I I I I I I I I Letter of Transmittal Title Page Table of Contents INTRODUCTION SCOPE SITE CONDITIONS A. Surface B. Subsurface C. Ground \\Tater D. Seismic Considerations TABLE OF CONTENTS CONCLUSIONS AND RECOMMENDATIONS A. Earthwork 1. Clearing and Stripping 2. Excavation 3. Subgrade Preparation 4. Low-Expansion Potential Fill Layer 5. Compaction 6. Slopes 7. Trench Backfill 8. Drainage 9. Construction Observation B. Foundations 1. Footings 2. Slabs-On-Grade 3. Loading Dock Walls 4. Lateral Loads C. Corrosion Potential D. Asphalt Concrete Pavements E. Concrete Pavements F. Limitations Figure 1 -Site Plan and Geologic Map APPENDIX A-FIELD INVESTIGATION Figure A-1 -Key to Exploratory Boring Logs Exploratory Boring Logs 1 through 10 APPENDIX B -LABORATORY TESTING Table B-1 -Results of No. 200 Sieve Tests Table B-2 -Results of Expansion Index Tests Table B-3 -Results of R(Resistance)-Value Test Figure B-1 -Compaction Test Results Figures B-2 and B-3 -Direct Shear Test Results I D-TEK Laboratory Results Page No. 1 1 1 2 2 2 3 4 4 4 4 4 5 5 5 6 6 6 6 7 7 8 8 8 9 10 I I I I I I I I I I I I I I I I I I I INTRODUCTION GEOTECHNICAL INVESTIGATION FOR CARLSBAD OAKS EAST -LOTS 32, 33, & 34 CARLSBAD, CALIFORNIA In this report we present the results of our geotechnical investigation for a proposed industrial building(s) to be constructed at the site. The purpose of this investigation was to evaluate the subsurface soil and geologic conditions at the site and to provide recommendations concerning the soil, foundation and geologic engineering aspects of the project. It is our understanding that 1 or 2 industrial buildings of concrete tilt-up constructi~n, with a total area of approximately 250,000 square feet, will be constructed on the site. The building(s) may also include mezzanines. Maximum combined dead plus live column and wall loads are not expected to exceed about 70 kips and 4 kips per lineal foot, respectively. Truck loading docks will also be provided for the building(s). Grading is expected to consist of cuts and fills of less than about 5 feet deep. SCOPE The scope of work performed in this investigation included a site reconnaissance, subsurface exploration, laboratory testing, engineering analysis of the field and laboratory data, and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing design and construction criteria for site earthwork, building foundations, slab-on-grade floors, loading dock walls and pavements. SITE CONDITIONS A. Surface The property consists of three, vacant, terraced graded lots. Each lot is sheet graded from high elevations ranging from about 439 feet on the east end of Lot 34 to about 435 feet on the east end of Lot 32 to low elevations ranging from about 432 feet at the west end of Lot 34 to about 428 feet at the west end of Lot 32. A composite cut and fill slope up to a height of about 30 feet with an inclination of 2 (horizontal) to 1 (vertical) is present along the central-east portion of the site. A 2 to 1 fill slope is present descending from the northeast end of the site to a depth of about 25 feet. Additional cut and/or fill slopes, less than 5 feet in height, are present along the south side of the site adjacent to Palomar Airport Road. The property is essentially devoid of vegetation with the exception of the landscaped slopes near the border of the property. I I I I I I I I I I I I I I I I I I I 560-1 Page 2 The site was previously graded under the observation and testing of San Diego Geotechnical Consultants, Inc., the results of which were presented in their report dated February 19, 1987. The previous grading predominantly consisted of cuts up to about 30 feet. Fill soils were placed to a maximum depth of about 14 feet in the northeast corner of the site and less than 5 feet in the southwest corner of the site. B. Subsurface A subsurface investigation was performed using a truck-mounted, continuous-flight auger drill to investigate and sample the subsurface soils. Ten exploratory borings were drilled on November 3, 1997, to a maximum depth of 15 feet at the approximate locations shown on the Site Plan and Geologic Map, Figure 1. Logs of the borings and details regarding the field investigation are presented in Appendix A. Details of the laboratory testing and the laboratory test results are presented in Appendix B. The materials encountered in the borings generally consisted of hard sandy clay (formational mudstone) and dense clayey sand (formational sandstone) to the maximum depths explored. Some well-cemented rones of the formational materials (concretions) were encountered in Borings 3, 5, 7 and 9 at depths of 6-1/2, 2 and 10-1/2, 10-1/2, and 5 feet, respectively. Drilling refusal was encountered in Boring 5 at a depth of 11 feet.. Compacted sandy clay and clayey sand fill soils were encountered in Boring 1 to the depth explored of 5 feet and in Boring 8 to a depth of about 1 foot. Based on a review of the previous as-graded geotechnical report, some scattered thin lenses of fill soils may be present across Lot 32. Based on our laboratory testing the formational sandstones in general possess a low expansion potential and the mudstones possess a high expansion potential. The geology exposed at the subject site consists of relatively flat lying marine sedimentary deposits of the Eocene age Santiago Formation. No evidence of faulting, landsliding or other geologic hazards was observed at the subject site. The boring logs and related information depict subsurface conditions only at the specific locations shown on the site plan and geologic map and on the particular date designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these boring locations. Also, the passage of time may result in changes in the subsurface conditions due to environmental changes. C. · Ground Water Free ground water was not encountered in any of the exploratory borings drilled at the site and no surface seeps were observed. It must be noted, however, that fluctuations in the level of ground water may occur due to variations in ground surface topography, subsurface stratification, rainfall, and other possible factors which may not have been evident at the time of our field investigation. D. Seismic Considerations The San Diego area, as most of California, is located in a seismically active region. The San Diego area has been referred to as the eastern edge of the Southern California Continental Borderland, an extension of the Peninsular Ranges Geomorphic Province. The borderland is part of a broad tectonic boundary between the North American and Pacific Plates. The plate boundary is dominated by a complex system I I I I I ·1 I I I I I I I I I I I I .I 560-1 Page 3 of active major strike-slip (right lateral); northwest trending faults extending from the San Andreas fault, about 70 miles east, to the San Clemente fault, about 50 miles west of the San Diego metropolitan area. During recent history the San Diego County area has been relatively quiet seismically. No fault ruptures or major earthquakes have been experienced in historic time within the San Diego area. Since the period of instrumentally recorded earthquakes, the San Diego area has experienced scattered "micro seismicity" with Richter magnitudes generally less than 4.0. During June 1985 a series of small earthquakes occurred beneath San Diego Bay; three of these earthquakes had recorded magnitudes of 4.0 to 4.2. In addition, the Oceanside earthquake of July 13, 1986 resulted in a magnitude of 5.3 (Hauksson, 1988) located approximately 26 miles offshore of the City of Oceanside. Based on a review of some available published information including the County of San Diego Faults and Epicenters Map, there are no faults known to pass through the site. The prominent fault zones generally considered to have the most potential for earthquake damage in the vicinity of the site are the active Elsinore and San Jacinto fault zones mapped approximately 23 and 47 miles northeast of the site, respectively, and the active Rose Canyon and Coronado Bank fault zones mapped approximately 9 and 24 miles southwest of the site, respectively. Although research on earthquake prediction has greatly increased in recent years, geologists and seismologists have not yet reached the point where they can predict when and where an earthquake will occur. Nevertheless, on the basis of current technology, it is reasonable to assume that the subject project will be subject to the effects of at least one moderate to major earthquake during its design life. During such an earthquake, the danger from fault offset through the site is remote, but relatively strong ground shaking is likely to occur. CONCLUSIONS Ma> RECOMMENDATIONS From a geotechnical engineering standpoint, it is our opinion that the site is suitable for Construction of the proposed building(s) provided the conclusions and recommendations presented in this report are incorporated into the design and construction of the project. The primary feature of concern at the site is the high expansion potential of the more clayey on-site soils. In order to minimize possible damage to the structure(s) resulting from swelling and shrinkage of these materials, the building(s) must be supported on footings that are extended deeper than we would normally recommend and the building floor . slab as well as adjoining exterior slabs must be supported on a layer of low-expansion potential material. Due to the interfingered nature of the formational materials at the site, selective grading procedures, including possible mining in pavement areas, will be required to avoid or minimize the need to import low expansion potential capping materials. Detailed earthwork and foundation recommendations are presented in the following paragraphs. The opinions, conclusions, and recommendations presented in this report are contingent upon Robert Prater Associates being retained to review the final plans and specifications as they are developed and to observe the site earthwork and installation of foundations. I I I I I I I I I I I I I I I I I I I A. Earthwork 1. Clearing and Stripping 560-1 · Page 4 The site should be cleared of any trash and debris and stripped of any surface vegetation that may be present at the time of construction. Prior to any filling operations, the cleared and stripped materials should be disposed of off-site. 2. Excavation Based on the results of our exploratory borings and our experience with similar materials, it is our opinion that the natural formational materials can be excavated utilizing ordinary heavy earthmoving equipment. Some heavy ripping could, however, be required where layers of concretionary µiaterial are encountered. In addition, any required excavations for foundations and/or buried utilities extending into layers of concretionary material may be difficult to accomplish using ordinary light backhoe equipment. Contractors should not, however, be relieved of making their own independent evaluation of the excavatability of the on-site materials prior to submitting their bids. 3. Subgrade Preparation After the site has been cleared and stripped, the exposed subgrade soils in those areas to receive fill, building improvements and/or pavements should be scarified to a depth of 8 inches, moisture conditioned, and compacted to the requirements of Item A.5, "Compaction." Clayey soils with an expansion index of more than 50 that are exposed at the finished subgrade level in cut areas for the building and/or adjoining exterior slabs-on-grade should be removed and replaced with compacted low-expansion potential fill so as to provide an 18-inch minimum thickness of low-expansion potential soil at the subgrade level. The depth and areal extent of any required removal should be determined by our representative at the time of construction based on an examination of the soils exposed. 4. Low-Expansion Potential Fill/Soil Layer Because of the high expansion potential of the more clayey on-site soils, we recommend that the building floor slabs and adjoining exterior slabs-on-grade be supported on an 18-inch minimum thickness of low- expansion potential (Expansion Index of 50 or less per ASTM D 4829-95) soil. In cut areas where soil with an Expansion Index greater than 50 is exposed at or within 18 inches of the finish subgrade level, this will require that the soils be undercut and replaced with an 18-inch thickness of compacted low- expansion potential on-site or imported sandy soil. Similarly, in fill areas the upper 18 inches of the finish subgrade soils should be a compacted low-expansion potential on-site or imported sandy soil. The suitability of soils for use beneath floor slabs should be determined by our representative in the field at the time of construction. The low-expansion potential soil layer should extend a minimum of 5 feet beyond the perimeter limits of the proposed building and adjoining exterior slabs-on-grade. The thickness of the low expansion potential layer may be reduced to 15 inches within the building(s) at a distance of 40 feet from the perimeter footings. I I I I I I I I I I I I I I I I I I I 560-1 Page 5 In general, the low expansion potential sandy formational materials are present along the south side of Lot 33 and on most of Lot 34. As indicated previously selective grading will be necessary to cap the building areas with a low expansion potential soil and minimize the need for import. 5. Compaction All structural fills should be compacted to a minimum degree of compaction of 90 percent at a water content at least 2 percent over the laboratory optimum based on ASTM Test Designation D 1557-91. The upper 6 inches of subgrade soil beneath pavements should be compacted to a minimum degree of compaction of 95 percent just prior to placement of the aggregate base layer. Fill material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill should be brought to a water content that will permit proper compaction by either: 1) aerating the fill if it is too wet, or 2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture. 6. Slopes We recommend that any required cut and fill slopes be constructed to an inclination no steeper than 2 (horizontal) to 1 (vertical). The project plans and specifications should contain all necessary design features and construction requirements to prevent erosion of the on-site soils both during and after construction. Slopes and other exposed ground surfaces should be appropriately planted with a protective ground cover. Fill slopes should be constructed so as to assure that the recommended minimum degree of compaction is attained out to the finished slope face. This may be accomplished by "backrolling" with a sheepsfoot roller or other suitable equipment as the fill is raised. Placement of fill near the tops of slopes should be carried out in such a manner as to assure that loose, uncompacted soils are not sloughed over the tops and allowed to accumulate on the slope face. 7. Trench Backfill Pipeline trenches should be backfilled with compacted on-site soils. Backfill material should be placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to a minimum degree of compaction of 90 percent at least 2 percent over the laboratory optimum by mechanical means. In pavement areas, that portion of the trench backfill within the pavement section should conform to the material and compaction requirements of the adjacent pavement section. In addition, the integrity of the low-expansion potential soil layer should be maintained in utility trench backfill within the building and adjoining exterior slab areas. Around perimeter footings, trench backfill beneath the level of the low- expansion soil layer should consist of on-site clayey materials in order to minimize the potential for migration of water below the perimeter footings at the trench locations. Our experience has shown that even shallow, narrow trenches, such as for irrigation and electrical lines, which are not properly compacted can result in problems, particularly with respect to shallow ground water accumulation and migration. I I I I I .I I I I I I I I I I I I I I 8. Drainage 560-1 Page 6 Positive surface gradients should be provided adjacent to the building(s), and roof gutters and downspouts should be installed so as to direct water away from foundations aI1d slabs toward suitabie discharge facilities. Ponding of surface water should not be allowed, especially adjacent to the building(s) or on pavements. Due to the expansive soil conditions on-site we recommend that drainage provisions include a minimum 2 percent surface gradient away from buildings for a minimum distance of 10 feet. In addition, all planters near the building(s) or adjacent exterior slabs-on-grade should be provided with closed drainage systems with subdrains leading to free outlets. Trees should not be planted closer than ½ the mature drip line diameter from the building(s) and adjacent exterior slabs. 9. Construction Observation Variations in soil and geologic conditions are possible and may be encountered during construction. In order to permit correlation between the preliminary soil and geologic data and the actual conditions encountered during construction and so as to aid in evaluating conformance with the plans and specifications as originally contemplated, it is essential that we be retained to perform on-site review during the course of construction. All earthwork should be performed under the observation of our representative to aid in proper site preparation, selection of satisfactory fill materials, as well as placement and compaction of the fills. Sufficient notification prior to earthwork operations is essential to make certain that the work will be properly obser:ved. B. Foundations 1. Footings We recommend that the proposed building(s) be supported on conventional, individual-spread and/or continuous footing foundations bearing on undisturbed formational material and/or well-compacted fill material. All footings should be founded at least 24 inches below the lowest adjacent finished grade. Footings located adjacent to the tops of slopes should be extended sufficiently deep so as to provide at least 8 feet of horizontal cover or 1-1/2 times the width of the footing, whichever is greater, between the slope face and outside edge of the footing at the footing bearing level. Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1-1/2 to 1 plane projected upward from the bottom edge of the adjacent utility trench. At the recommended depths footings may be designed for allowable bearing pressures of 3,500 pounds per square foot (psf) for combined dead and live loads and 4,700 psf for all loads, including wind or seismic. The footings should, however, have a minimum width of 12 inches. All continuous footings should contain top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. We recommend that a minimum of two No. 5 top and two No. 5 bottom reinforcing bars be provided in the footings. In order for us to offer an opinion whether the footings are founded I I I I I I I I I I I I I I I I I I I 560-1 Page 7 on soils of sufficient load bearing capacity, it is essential that our representative inspect the footing excavations prior to the placement of reinforcing steel or concrete. Settlements under building loads are expected to be within tolerable limits for the proposed structure(s). For footings designed in accordance with th~ recommendation:; presented in the prc:ccdii1g paragraphs we estimate that post-construction differential settlements should not exceed ¼ inch in 20 feet. 2. Slabs-On-Grade The building floor slabs as well as adjacent exterior sidewalks should be supported on a layer of low-expansion potential soil as recommended previously in Items A.3, "Subgrade Preparation" and A.4, "Low-Expansion Potential Soil Layer." Floor slab thickness and reinforcing should be provided in accordance with the anticipated use of and loading on the slab. As a minimum, however, we recommend that the slabs have a thickness of 6 inches and be reinforced at mid-height with No.4 rebar on 24-inch centers both ways to minimize hairline cracking of the slabs due to concrete shrinkage. In areas where moisture-sensitive floor coverings are to be utilized and in other areas where floor dampness would be undesirable, we recommend that an impermeable membrane be provided beneath the slabs. The membrane should be covered with 2 inches of sand (minimum sand equivalent of 30) to protect· it during construction. The sand should be lightly moistened just prior to placing the concrete. The sand may be incorporated as part of the recommended low-expansion potential layer. Areas to receive non-adjacent exterior sidewalks where potentially expansive soils (Expansion Index greater than 90) are present should be moisture conditioned to a minimum depth of 10 inches below finish subgrade. The subgrade materials should be brought to a moisture content of at least 3 percent above the laboratory optimum and compacted to a degree of compaction of 85 percent. In addition, we recommend that exterior sidewalks be provided with deepened slab edges a minimum of 12 inches in thickness. 3. Loading Dock Walls Retaining walls for truck loading docks must be designed to resist lateral earth pressures and any additional lateral pressures caused by surcharge loads on the adjoining slab surface. We recommend that walls be designed for an equivalent fluid pressure of 35 pounds per cubic foot (pct) plus an additional uniform lateral pressure of 8H pounds per square foot where H = the height of backfill above the top of the wall footing in feet. Wherever walls will be subjected to surcharge loads, they should be designed for an additional uniform lateral pressure equal to one-half the anticipated surcharge pressure. These design pressures assume that the loading dock walls will be restrained from movement at the top. The design pressures presented in the preceding paragraph assume that there is sufficient drainage behind the walls to prevent the build-up of hydrostatic pressures from surface water infiltration. Adequate drainage may be provided by means of weep holes with permeable filter material installed behind the walls or by means of a system of subdrains. In addition, wall backfill within a 1 to 1 prism behind the wall should consist of low expansion potential soil. I I I I I I I I 560-1 Page 8 Backfill placed behind the walls should be compacted to a minimum degree of compaction of 90 percent using light compaction equipment. If heavy equipment is used, the walls should be appropriately temporarily braced. Retaining walls should be supported on footing foundations designed in accordance with the recommendations presented previously under Item B.1, "Footings." Lateral load resistance for the walls can be developed in accordance with the recommendations presented below under Item B.4, "Lateral Loads." 4. Lateral Loads Lateral load resistance for the building(s) supported on footing foundations may be developed in friction between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.30 is considered applicable. An additional allowable passive resistance equal to an equivalent fluid weight of 250 pounds per cubic foot acting against the foundations may be used in design provided the footings are poured neat against the adjacent undisturbed native soils and/or compacted fill materials. These lateral resistance values assume a level surface in front of the footing for a minimum distance of 3 times the embedment depth of the footing and any shear keys and are based on a factor of safety of 1.5. I C. Corrosion Potential I 1· I I I I I I I I Laboratory pH, resistivity and sulfate tests were performed by D-TEK on two samples representative of the on-site soils to evaluate their corrosion potential on metal pipes as well as degradation of concrete from sulfates. Details regarding the tests and the test results are included in Appendix B. Based on criteria developed by the State of California, Department of Public Works, Division of Highways and presented in Test Method No. Calif. 643-C, we have utilized the pH and resistivity data to estimate a service life of 32 to 77 years for 16 gauge metal piping. Based on this estimate, it is our opinion that the on-site materials have a low to moderate potential for corrosion attack on metal piping. The sulphate content tests indicate less than 1,500 parts per million (ppm). Based on Table 26-A-3 of the Uniform Building Code, 1991 edition, this value indicates a negligible potential for sulfate attack on concrete. Table 26-A-3 indicates the use of Type II cement is appropriate at the site. D. Asphalt Concrete Pavements A bulk sample representative of the better quality near surface soils at the site was obtained and an R(Resistance)-value test was performed to evaluate the pavement subgrade quality of the soils. The results of the test are presented in Appendix B and indicate a design R-value of 11. Based on our past experience we estimate an R-value of 5 for the poorer quality near surface soils. Based on assumed traffic indices for different pavement loading requirements, we have developed pavement section alternatives for both conventional construction and the use of lime stabilized subgrade using Procedure 301 of the State of California, Department of Transportation. The lime stabilized subgrade sections are preliminary and the final sections should be evaluated based on laboratory testing of the actual subgrade soils exposed at the rough subgrade level after grading. The sections are based on achieving lime treated subgrade R-Values of about 50 or more and unconfined compressive strengths of at least 200 psi with an I I I I I I I I I I I I I I I I I I I 560-1 Page 9 anticipated hydrated lime slurry treatment rate of about 6 to 7 percent. The recommended pavement section alternatives should provide a pavement life of 20 years with normal maintenance. RECOMMENDED PAVEMENT STRUCTURAL SECTION ALTERNATIVES Asphalt Crushed Lime Treated Total Concrete Miscellaneous Subgrade Section Location (Inches) Base (Inches) (Inches) (Inches) Automobile Parking and Minor 2 8 to 9 ---10 to 11 Traffic Channels (T.I. = 4.0 For 20-year life) 2 3 6 11 Major Automobile Traffic 2.5 10 to 11 ---12.5 to 13.5 Channels and Fire Lanes (T.I. = 5.0 For 20-year life) 2.5 3 7 to 8 12.5 to 13.5 Truck Access and Loading Areas 3 12.5 to 13.5 ---15.5 to 16.5 (T.I. = 6.0 for 20-year life, up to 17 heavy trucks/week) 3 4.5 8 to 9 15.5 to 16.5 Truck Access and Loading Areas 4 14 to 15.5 ---18 to 19.5 (T.I. = 7.0 for 20-year life, up to 62 heavy trucks/week) 4 4.5 9.5 to 11 18 to 19.5 Asphalt concrete should consist of Type III-B3-AR-4000 in accordance with the Standard Specifications for Public Works Construction, 1994 Edition (Standard Specifications), Section 400-4 and be placed in accordance with Section 302-5. Aggregate base should conform to the requirements for Crushed Aggregate Base or Crushed Miscellaneous Base in Section 200-2 of the Standard Specifications. The upper 6 inches of the pavement subgrade soil or the full depth of the lime stabilized layer as well as the aggregate base layer should be compacted to a minimum degree of compaction of 95 percent. Preparation of the subgrade and placement of the asphalt concrete and base materials should be performed under the observation of our representative. · E. Concrete Pavemeilts We recommend that concrete vehicular slabs for truck loading docks have a minimum thickness of 7½ inches and be reinforced with No. 4 reinforcing bars at 24 inches both ways. The upper 12 inches of the underlying subgrade soil should be compacted to a minimum degree of compaction of 95 percent. The concrete should conform to Section 201 of The Standard Specifications for Public Works Construction, 1994 Edition, for Class 560-C-3250. I I I I I I I I I I I I I I I I I I I F. Limitations 560-1 Page 10 The recommendations presented in this report are specifically for the proposed construction of 1 or 2 single story industrial buildings at the subject site. Our office should be notified of any changes in the proposed development for further recommendations, if necessary, based on our review. As grading and foundation plans are developed we should be retained to review them for conformance to our recommendations. We also recommend that our office review any other plans which may affect the geotechnical conditions on-site such as landscaping, irrigation, plumbing, or other similar type plans. We should also be retained to review any future development plans including building additions in order to develop specific recommendations for proposed construction. Additional subsurface exploration could be required. The conclusions and recommendations presented in this report are based on our evaluation of the subsurface materials encountered on-site, our understanding of the proposed development, and our general experience in the geotechnical field. If significant variations in the geotechnical conditions are encountered during construction, our office should be consulted for further recommendations. The satisfactory performance of the site is also dependent on proper maintenance. Proper maintenance includes, but is not limited to, providing and maintaining good drainage away from structures and slopes, establishing good vegetation cover on slopes, and avoiding excess irrigation. Significant variations in geotechnical conditions may occur with the passage of time due to natural processes or the works of man on this or adjacent properties. In addition, changes in the state of the practice may occur as a result of legislation or the broadening of knowledge. 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I j) "' '· ,, . -' ··--. ::-.:::-~~:.:·.:.~:·:-------; Compacted Fill Tertiary age Santiago Formation Approximate Scale (feet) Indicates approximate geologic contact 0 100 200 400 SITE PLAN AND GEOLOGIC MAP '-~ ~EB-1 Indicates approximate location of exploratory boring ROBERT PRATER ASSOC/A TES Consulting Soil, Foundation, & Geologic Engineers CARLSBAD OAKS EAST -LOTS 32, 33 & 34 Carlsbad, California Base: A site plan titled "Carlsbad Airport Business Center -Scheme B-2", dated November 14, 1997, prepared by Ware & Malcomb PROJECT NO. 560-1 DATE November 1997 FIGURE 1 ':~~;t~~fo, iii (·-,!' :~~ I~ ~~- \~ .~ /•j r /f. ~~ '}(:, -'!,, ,,.,, :, ~!..- \< ,'i} .. , I I I I I I I I I I I I I I I APPENDIX A FIELD INVESTIGATION A-1 The field investigation consisted of a surface reconnaissance and a subsurface exploration program using a truck-mounted, continuous-flight auger drill. Ten exploratory borings were drilled on November 3, 1997, at the approximate locations shown on the Site Plan and Geologic Map, Figure 1. The soils encountered in the borings were continuously logged in the field by our representative and described in accordance with the Unified Soil Classification System (ASTM D 2487). Logs of the borings as well as a key for soil classification are included as part of this appendix. The boring locations shown on the site plan and geologic map were estimated from site plan titled "Carlsbad Airport Business Center -Scheme B-2", dated November 14, 1997, prepared by Ware & Malcomb Architects, Inc. The elevations indicated on the boring logs were based on a portion of a grading plan from the as-graded geotechnical report (February 19, 1987). Representative samples were obtained from the exploratory borings at selected depths appropriate to the investigation. All samples were returned to our laboratory for evaluation and testing. Standard penetration resistance blow counts were obtained by driving a 2-inch O.D. split spoon sampler with a 140-pound hammer dropping through a 30-inch free fall. The sampler was driven a maximum of 18 inches and the number of blows recorded for each 6-inch interval. The blows per foot recorded on the boring logs represent the accumulated number of blows that were required to drive the last 12 inches or portion thereof. Samples contained in liners were recovered by driving a 2.5-inch I.D. California sampler 18 inches into the soil using a 140-pound hammer. Boring log notations for the standard split spoon and California samplers as well as for jar and sack samples taken from auger cuttinme indicated below. ~ Standard Split Spoon Sampler California Sampler Indicates sack sample taken from auger cuttings "X" Indicates jar sample taken from auger cuttings The boring logs show our interpretation of the subsurface conditions on the date and at the locations indicated, and it is not warranted that they are re,presentative of subsurface conditions at other locations and times. I I I I I I I I I I I I I I I I I· Cf) .....I 0 Cf) 0 w z 4: 0:: (9 LU Cf) 0:: ~ 0 0 Cf) .....I 0 Cf) 0 LU z 4: 0:: (9 LU z u::: PRIMARY DIVISIONS GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN GRAVELS (LESS THAN 5% FINES) GRAVEL WITH FINES CLEAN SANDS (LESS THAN 5% FINES) SANDS WITH FINES SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% SIL TS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% HIGHLY ORGANIC SOILS GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH Pt SECONDARY DIVISIONS F;le: KEY MAS I Well graded gravels, gravel-sand mixtures, little or no fines. Poorly graded gravels or gravel-sand mixtures, little of no fines. Silty gravels, gravel-sand-silt mixtures, non-plastic fines. Clayey gravels, grave>l-3ard-clay m1xt11re• non-pla~tic fines Well graded sand, gravelly sands, little or no fines Poorly graded sands or gravelly sands, little or no fines. Silty sands, sand-silt mixtures, non-plastic fines. Clayey sands, sand-clay mixtures, plastic fines. Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Organic silts and organic silty clays of low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity, organic silts Peat and other highly organic soils DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12" SIL TS AND CLAYS '1-----.....--S_AN_D __ ~----+I __ G_R_A...,..V_E_L __ , COBBLES I BOULDERS 1 FINE r MEDIUM , COARSE , FINE I coARsE 1 GRAIN SIZES SANDS, GRAVELS AND BLOWS/FOOT* CLAYS AND STRENGTH** BLOWS/FOOT* NON-PLASTIC SIL TS PLASTIC SIL TS VERY LOOSE 0-4 VERY SOFT 0-1/4 0-2 LOOSE 4 -10 SOFT 1/4 -1/2 2-4 FIRM 1/2 -1 4-8 MEDIUM DENSE 10 -30 STIFF 1 -2 8 -16 DENSE 30 -50 VERY STIFF 2-4 16 -32 VERY DENSE OVER 50 HARD OVER4 OVER 32 RELATIVE DENSITY CONSISTENCY ·Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch 0.0. (1-3/8 inch 1.0.) split spoon (ASTM 0-1586) . .. Unconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated by the standard penetration test (ASTM 0-1586), pocket penetrometer, torvane, or visual observation. ROBERT PRATER ASSOC/A TES Consulting Soi/, Foundation, & Geologic Engineers KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D-2487) CARLSBAD OAKS EAST -LOTS 32, 33 & 34 Carlsbad, California PROJECT NO. DATE 560-1 November 1997 FIGURE A-1 I I I I I I I I I I I I DRILL RIG CME 55 SURFACE ELEVATION 433' (approx.) LOGGED BY cw DEPTH TO GROUNDWATER None BORING DIAMETER 8 Inches DATE DRILLED 11/3/97 Zw~ ~ w DESCRIPTION AND CLASSIFICATION 0:: Qui-: 0 IZ w 1-zLL o::i=" o::f-<( <(Cl>~ DEPTH .....J ~j::u3 wz Q. f-W wzo::LL (FEET) 1-(l)S IWO(I) SOIL 2 <Cf-SYM-COLOR CONSIST. <( w-o s z (1)0::f-~ DESCRIPTION AND REMARKS Z(l).....J tni£ SOL TYPE (/) wWco 0 a..O::~ u C.LA YEY SAND (fill) light medium SC --yellowish dense brown -1 --~ ' -- -2 -18 ---- -3 - -- -4 -X -- 5 Bottom of Boring @ 5 feet -- -- ---- -- -- -- -- -- -- -- -- -- -- -- -- -- -- '-- -- -- -- -- -- -- '-- -- -- -- Note: The stratification lines represent the approximate boundary --between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOC/A TES Carlsbad Oaks East-Lots 32, 33 & 34 Consulting Soil, Foundation, & Geologic Engineers Carlsbad, California PROJECT NO. DATE BORING NO. 560-1 November 1997 !::: f-ZI~ ::) ('.) LL _u >-wa. ~s~ 1 I. I I I I I I :I I ,. I I I I I I I I' I DRILL RIG CME 55 SURFACE ELEVATION 430' (approx.) LOGGED BY cw DEPTH TO GROUNDWATER None BORING DIAMETER 8 Inches DATE DRILLED 11/3/97 zw~ ~ w DESCRIPTION AND CLASSIFICATION e::: Qu~ 0 :r:z t:: I-e:::i==" e:::1-<( w I-zu. <Cc:>>~ z:r:~ DEPTH ...J ~iii3 wz :JC) u. 0.. 1-W wze:::u. (FEET) 1-(/)S J:WQ Cl) _u SYM-SOIL 2 <Cl->-w o.. COLOR CONSIST <( w-o sz (1)0:::f-~ ~s~ DESCRIPTION AND REMARKS · TYPE Z(l)...J I->-BOL Cl) wWro 0 o..O:::~ u Cl) 0) CLAYEY SAND (formational sandstone) yellowish dense SC --X and olive brown very ~ 1 --- dense ,---2 -82 13 ,--I-I--3 --- -4 - -- 5 - SANDY CLAY (formational mudstone) olive hard CL --X brown ,-. 6 - I---7 - ---8 - I---9 ---X 10 Bottom of Boring @ 10 feet -- I-- ,-- ,-------- ---- I---------- -- ._ - ._ - I---- Note: The stratification lines represent the approximate boundary -- between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOC/A TES Carlsbad Oaks East-Lots 32, 33 & 34 Consulting Soil. Foundation, & Geologic Engineers Carlsbad, California PROJECT NO. DATE 560-1 BORING NO. 2 November 1997 I I I I I I I I I DRILL RIG CME 55 SURFACE ELEVATION 433' (approx.) LOGGED BY cw DEPTH TO GROUNDWATER None BORING DIAMETER 8 Inches DATE DRILLED 11/3/97 Zw~ w DESCRIPTION AND CLASSIFICATION ~ a:: Qui-: 0 IZ w !;;:~!:': a:: i=' a::1-<!'. 1--------------------,----,-----~--~--iDEPTH SOIL (FEET) <(<.9>~ --1 wz a. a:: I-(/) ~~ wza::LL 1-(1)5 J:WQ(I) DESCRIPTION AND REMARKS CLAYEY SAND (formational sandstone) SIL TY-SANDY CLAY (formation2l mudstone) Well-cemented concretion from 6-1/2 to 8 feet Bottom of Boring @ 10 feet Note· The stratification lines represent the approximate boundary between material types and the transition may be gradual. ROBERT PRATER ASSOC/A TES Consulting Soil, Foundation, & Geologic Engineers SYM- BOL CONSIST. TYPE COLOR ~ <!'. w-o 5Z (1)0::1-~ z (/) --1 I->-(/) wwco 0 a...o::~ u yellowish dense SC '--X brown '-1 -'-- L-- 2 48 15 - olive hard CL ~ -'-'- and olive brown '-3 - '-- '-4 - '-- -5 -X I-- '-6 - '-- '-7 - '-- ~ 8 - ~ - -9 - -- 10 ~ - '-- '-- '-- ~ --- -- -- '-- L-- L-- I-- L-- L-- '-- '-- '-- '-- '-- '-- EXPLORATORY BORING LOG Carlsbad Oaks East-Lots 32, 33 & 34 Carlsbad, California (/) co t: I-ZI~ :::) (.9 LL _u >-WO. ~s~ . PROJECT NO. DATE 1----------1---------~BORING NO. 3 560-1 November 1997 I I I I I I I I I I I I I I DRILL RIG CME 55 SURFACE ELEVATION 433' (approx.) LOGGED BY cw DEPTH TO GROUNDWATER None BORING DIAMETER 8 Inches DATE DRILLED 11/3/97 Zw~ ~ UJ DESCRIPTION AND CLASSIFICATION Cl:'. Qo.-: 0 IZ UJ 1--zLL Cl:'. i=' o::1--<J: <i:<'.J>~ DEPTH .....J c'2i:::ii3 UJZ a.. 1--UJ wzo::LL (FEET) IUJO(I) SOIL 2 i--(l)S ~~ SYM-COLOR CONSIST. <{ w-o (i)Cl:'.J--~ DESCRIPTION AND REMARKS TYPE z(l).....i t;~ BOL (/) wWlll 0 o..0::-0 SANDY CLAY and CLAYEY SAND yellowish dense CL/ -- (formational mudstone/sandstone) and SC olive I/ -1 -'-- brown -- -2 -49 CLAYEY SAND (formational sandstone) yellowish very SC ---- brown dense 3 -and - light -- gray -4 - --f-- 5 s olive --'-- gray -- -6 -61 ---- -7 -s -- -8 -LL yellowish --brown and gray -9 -X -- 10 Bottom of Boring @ 10 feet -- -- -- -- -- -- .-- -- -- '-- -- -- -- -- -- -- '---- -- Note: Tne stratification lines represent the approximate boundary --between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Carlsbad Oaks East-Lots 32, 33 & 34 Consulting Soil. Foundation, & Geologic-Engineers Carlsbad, California PROJECT NO. DATE BORING NO. 560-1 November 1997 !:: 1--ZI~ :::, ('.) LL _o >-WO.. §s- 4 I I I I I I I I I I ,1 I I I I DRILL RIG CME 55 SURFACE ELEVATION 436' (approx.) LOGGED BY CW DEPTH TO GROUNDWATER None BORING DIAMETER 8 Inches DATE DRILLED 11 /3/97 1--------------------,---,-----r-----,---lDEPTH SOIL (FEET) DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY-SANDY CLAY (formational mudstone) Well-cemented concretion from 2 to 5-1 /2 feet Well-cemented concretion from 10-1 /2 feet to bottom of boring Bottom of Boring @ 11 feet Met drilling refusal on concretion Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. ROBERT PRATER ASSOC/A TES Consulting Soil. Foundation. & Geologic Engineers SYM- BOL COLOR olive brown CONSIST. TYPE hard CL :_ -I ,_ 1 -S ,-- ,-2 - ,-- ,-3 -~~ ,_ - I-4 - ,-- ,-5 -..... - ,-6 _,__ --22 49 -7 - ,-_,__ ,-8 - ,-- ,-9 - ,-- ,-10 - -- 11 ,_ - ,-- ,-- ,-- ,-- -- ,_ - ,_ - ,-- ,-- >---- ,-- ,_ - ,-- >-- >-- ,_ - EXPLORATORY BORING LOG Carlsbad Oaks East-Lots 32, 33 & 34 Carlsbad, California PROJECT NO. DATE l----- 5 - 6 - 0 -_- 1 ---1-----------l BORING NO. 5 November 1997 I I I I I I I I I I I I I I I I I I I DRILL RIG CME55 SURFACE ELEVATION 433' (approx.) LOGGED BY cw DEPTH TO GROUNDWATER None BORING DIAMETER 8 Inches DATE DRILLED 11/3/97 Zw-~ w 0:: Qo~ IZ w o::j:::' o::f-<i:: 1------------------~-~--'----------l DEPTH SOIL (FEET) DESCRIPTION AND CLASSIFICATION f-z LL. -:i::0>-...J ~~u5 wz [l.. f-W wzo::LL. ~ r-(/)S <i:: f-IWOU) (1)0::f-~ DESCRIPTION AND REMARKS CLA{EY SAND (formational sandstone) Scattered thin lenses of sandy clay from 1 to 3 feet Scattered thin lenses of sandy clay from 7 feet to bottom of boring Bottom of Boring @ 10 feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. ROBERT PRATER ASSOC/A TES Consulting Soil, Foundation, & Geologic Engineers SYM- BOL CONSIST. TYPE COLOR <i:: w-o sz z (I) ...J tn>-(/) wWo:i 0 n.o::~ 0 D'.l yellowish medium SC s --'-- brown and dense olive -1 - --27 -2 --- dense -- >-3 -..... -s ..... 4 - -- -5 --'- -- -6 - -- ..... 7 --- -8 -X -- -9 - -- 10 ...... - ...... - ..... - -- -- -- -- -- >-- f-- f-- -- -- -- -- -- ...... - ..... --- >-- EXPLORATORY BORING LOG Carlsbad Oaks East-Lots 32, 33 & 34 Carlsbad, California t::i-zI-:::> C) LL. _o >-W 0.. ~s~ PROJECT NO. DATE 1----------1----------IBORING NO. 6 560-1 November 1997 I I I I I I .I I I I 1· 1· I I I 1. I I DRILL RIG CME55 SURFACE ELEVATION 435' (approx.) LOGGED BY cw DEPTH TO GROUNDWATER None BORING DIAMETER 8 Inches DATE DRILLED 11/3/97 Zw~ ~ w DESCRIPTION AND CLASSIFICATION a: Qot-= 0 IZ w 1-zLL a: i=' o:::1-<{ <{('.)>~ DEPTH _J <( <( ii5 wz Cl. g:tns 1-W wzo:::LL SOIL (FEET) 2 <{ I-IWQC/J SYM-COLOR CONSIST <{ w-o sz wo:::1-~ DESCRIPTION AND REMARKS · TYPE zW _J I->-BOL Cl) wWro 0 0. 0:: ~ 0 (/J [lJ CLAYEY SAND (formational saridstone) yellowish dense SC ,-.. - brown 1 ,-.. - ,_ - ,_ 2 -,_ - 3 -~ 5% 20 SIL TY-SANDY CLAY (formational mudstone) olive hard CL ...... -3" ,_ 4 - ,-.. - 5 - CLAYEY SAND (formational sandstone) yellowish very SC ,_ -brown and dense ,_ 6 -.__ gray ,_ --7 -61 15 ...... _,__ ...... 8 - ,-.. - ,-.. 9 --- ,_ 10 - ,-.. -Well-cemented concretion from 10-1/2 to 12-1/2 feet -11 - ,-- ,_ 12 --- ,-13 - ,_ - -14 -X ...... - 15 Bottom of Boring @ 15 feet ...... - ,_ - ,-.. - -- I-- ,-- ,_ - ,_ - ,-.. - Note: The stratification lines represent the approximate boundary ,_ -between material types and the transition may be gradual. EXPLORATORY BORING LOG -· ROBERT PRATER ASSOCIATES Carlsbad Oaks East-Lots 32, 33 & 34 Consul/mg Soil, Foundation, & Geologic Engineers Carlsbad, California PROJECT NO. DATE BORING NO. 560-1 November 1997 !:: I-ZI~ ::J ('.) LL _o >-WO.. ~s~ 7 I I I I 1· I I I I I I I I I I I I I I DRILL RIG CME55 SURFACE ELEVATION 432' (approx.) LOGGED BY cw DEPTH TO GROUNDWATER None BORING DIAMETER 8 Inches DATE DRILLED 11/3/97 Zw-~ w er: Qui-: 0 :r:z w cr:j:::" er: 1-<t: 1--------------------,----,----~----~ DEPTH SOIL (FEET) DESCRIPTION AND CLASSIFICATION ~~!:': <r:t9>-...J wz 0... er: I-Cl) 1-W wzcr:u.. 2 t-Cl)s ~~ :r:WQ Cl) (1)0::J-~ DESCRIPTION AND REMARKS CLAYi::Y SANiJ (till) FILL I CLAYEY SAND (formational sandstone) Bottom of Boring @ 5 feet Note: The strat1f1cation lines represent the approximate boundary between material types and the transition may be gradual. ROBERT PRATER ASSOC/A TES Consulting Soil. Founda/Jon. & Geologic Engineers SYM- BOL COLOR yellowisr, brown yellowish brown CONSIST. TYPE <I: w-o ZCl)...J I->-Cl) wWcn 0 o...cr:~ u Cl)(l) :11E:diur.; SC dense / ,-- SC ,-1 -26 dense ,_ -1-'- ,_ 2 --- 3 s -:l ,- ,-4 -- 5 ,-- I-- ,-- ,-- I-------- I-- I-- I-- ,-- ..... - I-- I-- I-- I-- ,-- I-- I-- I-- I-- ,_ - ,-- I-- I-- I-- I-- I-- ,_ - EXPLORATORY BORING LOG Carlsbad Oaks East-Lots 32, 33 & 34 Carlsbad, California !:: I-z:r:-::> (9 LL _u >-WO.. gs~ PROJECT NO. DATE 1----------+---------1BORING NO. 8 560-1 November 1997 I I I I I I I I I I ,1 I I I I I I I DRILL RIG CME55 SURFACE ELEVATION 435' (approx.) LOGGED BY cw DEPTH TO GROUNDWATcR None BORING DIAMETER Blnches DATE DRILLED 11/3/97 I zw~ ~ w a:: Qui-'. Iz w a:: i=' rr::1--<: 1-------------------,---,-----.----.....--~ DEPTH SOIL (FEET) DESCRIPTION AND CLASSIFICATION ~~k':: _J wz -a::Cl>~ 0.. er:: 1--Cl) 1--w wza::u. 1--Cl) s <:1--IWOCI) 2 Cl)CCt--~ DESCRIPTION AND REMARKS CLAYEY SAND (formational sandstone) Well-cemented concretion from 5 to 6-1 /2 feet Bottom of Boring @ 15_ feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. ROBERT PRATER ASSOC/A TES Consulting Soil, Foundation, & Geologic Engmeers SYM- BOL CONSIST. TYPE COLOR <: w-o sz z(I)_, 1-->-Cl) wWco 0 n. er::~ u Cl) co I yellowish dense SC ...... - I brown -1 ---s t-2 - t-- t-3 -rg Bz 14 --1 O" -4 - ...... - t-5 - t---6 - ...... - ...... 7 -X ...... - t-8 - ,_ - t-9 -,_ - ,_ 10 - ...... - ,_ 11 - ,_ - ,_ 12 - ,-- ,_ 13 - ...... -X ,_ 14 - ,_ - 15 ,_ - ...... --- ...... - ,-- ,-- ...... - ,_ - ...... - -- EXPLORATORY BORING LOG Carlsbad Oaks East-Lots 32, 33 & 34 Carlsbad, California ,. t::1--z:r:~ ::i (9 u. _u >-w o.. g;s~ PROJECT NO. DATE 1---------+----------l BORING NO. 9 560-1 November 1997 I I I ·1 I I I I I I I I I 'I I I I I DRILL RIG CME55 SURFACE ELEVATION 438' (approx.) LOGGED BY cw DEPTH TO GROUNDWATER None BORING DIAMETER 8 Inches DATE DRILLED 11/3/97 Zw~ '$. w a:: Qui-: IZ w 1-zLL 0:: t==' o::1-<C 1--------------------r---r----.-------,---1 DEPTH SOIL (FEET) DESCRIPTION AND CLASSIFICATION ..J <C <{ U) wz <CC9>~ 0... t-w wzc::LL 0:: I-s IWOCI) z <CI-ti:i~o (1)0::t-~ DESCRIPTION AND REMARKS CLAYEY SAND (formational sandstone) Well-cemented concretion from 1 to 2 feet Scattered lenses of silty sand Bottom of Boring @ 15 feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual ROBERT PRATER ASSOC/A TES Consulting Soil, Foundation, & Geologic Engineers SYM- BOL COLOR CONSIST. TYPE yellowish dense SC brown light gray yellowish brown very dense -- I-1 ----2 - ,-- ,-3 --- -4 --- ,-5 - ,-- I-6 - I-- -7 - -- >-8 - I-- I-9 - I-- ,_ 10 - -- -11 - ,-- ,_ 12 - ,-- ,_ 13 - -- ,_ 14 --- 15 ,-- ,-- ,-- I-- I---- I-- t-- I-- I-- <C sz z(l)..-1 Cl) wWcn 0 o..C::~ u s rg 9,% 9" 8 [ % 10" 12 X EXPLORATORY BORING LOG I->-Cl) en Carlsbad Oaks East-Lots 32, 33 & 34 Carlsbad, California t:: I-ZI~ ::J (:) LL _u >-w o... §ss~ PROJECT NO. DATE 1---- 5 - 6 - 0 -_- 1 ---+--------iBORING NO. 1 Q November 1997 I I I I I I I I I I I I I I I I I I I AI>PENDIXB LABORATORY TESTING B-1 The natural water content was determined on selected samples and is recorded .on the boring logs at the appropriate sample depths. Eleven No. 200 sieve tests were performed on selected samples_ of the subsurface soils to aid in classifying the soils according to the Unified Soil Classification System. The results of these tests are presented in Table B-1. Two laboratory expansion tests were performed on representative samples of the near surface soils encountered in the exploratory borings. The results of these tests are presented in Table B-2. One R-value test was performed on a sample representative of the better quality on-site soils for use in evaluating the pavement subgrade quality of the soils. The results of the test are presented in Table B-3. One laboratory compaction test (ASTM D 1557-91) was performed on a representative bulk sample of the on-site soils. The results of the test are presented on Figure B-1. One laboratory direct shear test was performed on a sample of the subsurface soils recovered with the California sampler and one test was performed on a sample remolded to approximately 90 percent of the laboratory maximum density. The samples were sheared at a constant rate under various surcharge pressures; failure was taken at the peak shear stress. The results of these tests are presented on Figures B-2 and B-3. Laboratory pH, resistivity and sulfate tests were performed on two selected samples of the on-site soils to aid in evaluation of the corrosivity of these soils. The testing was performed by D-TEK. The test results are presented at the end of this appendix. I I I I ·I Exploratory Boring No. I 2 3 I 4 I 4 5 I 7 8 I 9 I 10 10 I 10 I I I I I I I Sample Depth (Feet) 2 1½ 1 4½-8 0-3 3 0-4 0-4 0-5 4½ 9½ TABLEB-1 RESULTS OF NO. 200 SIEVE TESTS Sample Description CLAYEY SAND (SC), yellowish brown CLAYEY SAND (SC), olive brown CLAYEY SAND (SC), yellowish brown CLAYEY SAND (SC), olive gray SANDY CLAY (CL), olive brown SANDY CLAY (CL), olive CLAYEY SAND (SC), yellowish brown CLAYEY SAND (SC), yellowish brown CLAYEY SAND (SC), yellowish brown SILTY SAND (SM), yellowish brown CLAYEY-SILTY SAND (SC-SM), yellowish brown 560-1 Percent Passing No. 200 Sieve 43 39 23 44 65 87 47 32 42 10 19 I I I I I I I I I I I I I I I I I I I Exploratory Boring No. 5 10 Sample Depth (Feet) 0-3 0-5 TABLEB-2 RESULTS OF EXPANSION INDEX TESTS (ASTM D 4829-95) Molding Moisture Content Sample Description (%) SANDY CLAY (CL), olive brown 12.4 CLAYEY SAND (SC), yellowish brown 7.9 560-1 Initial Dry Density Expansion (pct) Index 101.2 138 118.1 26 I I I I I I I I I I I I I TABLEB-3 RESULTS OF R(RESISTANCE)-VALUE TEST Exploratory Boring Number: 8 Sample Depth (feet): 0 -4 Description: CLAYEY SAND (SC), yellowish brown SPECIMEN A Water Content at compaction(%) 17.0 Dry Density (pcf) 112.8 Exudation Pressure (psi) 465 Stabilometer R-value 13 Expansion Pressure Thickness (feet) 0.60 ASSUMED TI: ASSUMED GRAVEL FACTOR: R-V ALUE AT 300 PSI EXUDATION PRESSURE: 11 R-V ALUE BY EXPANSION PRESSURE: B 17.2 112.5 234 11 0.27 I R-VALUE AT EQUILIBRIUM: I I I I I C 18.4 109.8 190 10 I I I I I I I I I I I I I I I I I I I BORING NO. DEPTH (FT.) SAMPLE DESCRIPTION SPECIFIC GRAVITY 10 0-5 CLAYEY SAND (SC), yellowish brown --- ' ' .. _,, ~--~ .. ,.. ~-~' . ' ,_ "' ' File: COMPCURV MAS Zero Air Voids Curve 135 'Specific Gravity= 2.70 \·-u__ -'-I_ ----+·-_,_ ---- '< 130 f-)'\ V \..: f\ r ' 'I I) ~ ' V \ 1 ' C2 I /("\ \ 0 I ~-\' ! 0.... 125 ' -\ >-J \ I--, (f) ' z r \ ' w ' 0 >-\ a: 120 0 \ A ' -1 115 ' \ ' i\. \ 110 0 5 10 15 20 25 MOISTURE CONTENT(%) MAXIMUM DRY DENSITY (PCF) 130.1 OPTIMUM WATER CONTENT(%) 8.9 TEST DESIGNATION ASTM D 1557-91 COMPACTION TEST RESULTS ROBERT PRATER ASSOC/A TES CARLSBAD OAKS EAST-LOTS 32, 33 & 34 Consulting Soil, Foundation, & Geologic Engineers Carlsbad, California PROJECT NO. DATE 560-1 November 1997 FIGURE B-1 I I I I I I I I I I I I I I I I I I I 10.0 / 8.0 / v/ / LL /· (I) 6.0 / ::,::: ~ (I) (I) w er:: / I-/ (I) er:: <{ w 4.0 I £ (I) 1V - 2.0 / / / 0 0 2.0 4.0 6.0 8.0 10.0 12.0 NORMALPRESSURE(KS~ SAMPLE DATA TEST DATA BORING NO.: 9 I DEPTH (FT.) : 3-1/2 TEST NUMBER 1 2 3 DESCRIPTION: NORMAL PRESSURE (KSF) 1.10 2.20 4.40 CLAYEY SAND (SC}, yellowish brown SHEAR STRENGTH (KSF) 2.15 3.12 5.58 INITIAL H2O CONTENT(%) 13.8 13.4 13.4 FINAL H2O CONTENT(%) ------------ TEST RESULTS INITIAL DRY DENSITY (PCF) 108.7 114.2 113.0 APPARENT COHESION: 1.0 ksf FINAL DRY DENSITY (PCF) ------------ APPARENT ANGLE OF INTERNAL FRICTION: 46 ° STRAIN RATE: .01 inches per minute Note: Test was performed on a sample recovered with a California Sampler DIRECT SHEAR TEST RESULTS ROBERT PRATER ASSOC/A TES CARLSBAD OAKS EAST-LOTS 32, 33 & 34 Consulting Soil, Foundation, & Geologic Engineers Carlsbad, California PROJECT NO. DATE 560-1 November 1997 FIGURE B-2 I I I I I I I I I I I I I I I I I I I 10.0 / V 80 / / / V U::-/ (f) 6.0 ~ ~ ~ (f) (f) w Cl'.'. V I-(f) Cl'.'. <{ / w 4.0 I ~ (f) / ~~ , 2.0 , "' 0 0 2.0 4.0 6.0 8.0 10.0 12.0 NORMAL PRESSURE (KSF) SAMPLE DATA TEST DATA BORING NO.: 10 I DEPTH (FT.) : 0-5 TEST NUMBER 1 2 3· DESCRIPTION: NORMAL PRESSURE (KSF) 1.10 2.20 4.40 CLAYEY SAND (SC), yellowish brown SHEAR STRENGTH (KSF) 2.69 3.45 5.53 INITIAL H20 CONTENT (%) 8.8 8.7 8.8 FINAL H2O CONTENT(%) ------------ TEST RESULTS INITIAL DRY DENSITY (PCF) 118.1 117.8 117.7 APPARENT COHESION: 1.64 ksf FINAL DRY DENSITY (PCF) ------------ APPARENT ANGLE OF INTERNAL FRICTION: 40 ° STRAIN RATE: .01 inches per minute Note: Test was performed on a sample remolded to approximately 90 percent of laboratory maximum density DIRECT SHEAR TEST RESULTS ROBERT PRATER ASSOCIATES CARLSBAD OAKS EAST-LOTS 32, 33 & 34 Consulting Soil, Foundation. & Geologic Engineers Carlsbad, California PROJECT NO. DATE 560-1 November 1997 FIGURE B-3 I I I I I I I I I I I I I I I I I I I D-TEK 11494 SORRENTO VALLEY ROAD SUITEG SAN DIEGO, CA. 9212.1 (619) 259-5901 FAX (619) 259-5902 ROBERT PRATER & ASSOCIATES 10505 Roselle Street San Diego, CA 92121 ATTN: Mr. Charlie While Date of Report: Sampling Date: Date Sample Received: Date Analyzed: Analyzed By: Sample Type: Project Name: Log Number: 11/6/97 11/3/97 11/3/97 11/5/97 and 11/6/97 JV Soil Carlsbad Oaks East, Lots 32, 33 & 34 97-0867 and 97-0868 The sample(s) were analyzed with EPA methodology or equivalent methods as specified on the attached "Analyses Results" report. The symbol for "less than" indicates a value below the reportable detection limit. The results of these analyses and the quality control data are enclosed. ¼1~~ Robert Bourgeois ~ Principal / CEO I I I I I I I I I I I I I I I I I I I D-TEK 11494 SORRENTO VALLEY ROAD SUITEG SAN DIEGO, CA. 92121 (619) 259-5901 FAX (619) 259-5902 ROBERT PRATER & ASSOCIATES 10505 Rosdle Street San Diego, CA 92121 ATTN: Mr. Charlie While Date of Report: Sampling Date: Date Sample Received: Date Analyzed: Analyzed By: Sample Type: 11/6/97 11/3/97 11/3/97 11/5/97 and 11/6/97 JV Soil Project Name: Log Number: Carlsbad Oaks East, Lots 32, 33 & 34 97-0867 and 97-0868 ANALYSES RESULTS ANALYSIS pH Sulfate Resistivity PREP/ANALYSIS EPA 9045 EPA 9038/TEX-620-J Cal Test 643 Ro~g~ Principal / CEO UNITS METHOD mg/kg Ohm-cm LOG NUMBER: SAMPLE ID: 97-0867 EB-4, 4 ½-8' 7.1 402 2970 97-0868 EB-9, 0-4' 8.5 218 9250 I I I I I I I I I I I I I I I I I I I D-TEK I 1494 SORRENTO VALLEY ROAD SUITEG SAN DIEGO, CA 92121 (619) 259-5901 FAX (619) 259-5902 QUALITY CONTROL DATA REPORT Date: Attn: Log Numbers: Date Analyzed: ANALYSIS pH Sulfate PREP/ ANALYSIS METHOD EPA 9045 EPA 9038/ TEX-620-J ~Ck; ELLEN ATIENZA 7tf=: QA/QC Specialist 11/6/97 Mr. Charlie While 97-0867 and 97-0868 11/5/97 and 11/6/97 LCS %RECOVERY SPIKE %RECOVERY 102 82 104 DUPLICATE RPD¾ 0.2 1 LCS -LABORATORY CONTROL STANDARD. REPORTED AS % RECOVERY OF AN INDEPENDENT ST AND ARD CARRIED THROUGH ALL SAMPLE PREPARATION PROCEDURES TO VERIFY METHOD PERFORMANCE. ACCEPTABLE RANGE IS 80 % -120 % RECOVERY SPIKE-ENVIRONMENTAL SAMPLE IS MATRIX SPIKED WITH METHOD COMPOUNDS AND% RECOVERY OF CONCENTRATION SPIKED INTO SAMPLE IS CALCULATED. REPORTED AS% RECOVERY ACCEPTABLE RANGE FOR "NORMAL MATRIX SAMPLE'" IS 75 % -125% RECOVERY. SURROGATES-COMPOUNDS REPRESENTATIVE OF A GROUP OF COMPOUNDS. SURROGATES ARE SPIKED INTO ENVIRONMENT AL SAMPLES AND % RECOVERY OF CONCENTRATION SPIKED IS CALCULATED AND REPORTED ACCEPTABLE RANGE VARIES DEPENDING ON SAMPLE MATRIX AND ANALYSIS METHOD. ------------------- D-TEK 11494 SORRENTO VALLEY ROAD, 1/G SAN DIEGO, CA 92121 (619) 259-5901 CUSTOMER INFORMATION le. COMPANY: ;z. b I-;:,, j ;;;;;;;,er RERSON: (! a,-i~ (!:) /' ('e,, /' C/qh , PROJEC;J/;~/t ~~ ?< /4..-11Zc --~ - CHAIN OF CUSTODY PROJECT INFORMATION l PROJECT NAME/NUMBER l _,• ,/._;:,tJa,,{ (;}c, t(5 ic.~ le>/-s 32.,3343• BILLING INFORMATION J°;b -;fl::. 5 fsb _ I BILL TO: ~----. ADDRESS: lc:?~"5 ~~/2,, 5-1/'-ce-l S, ~ c/Z/Z I ADDRESS: PHONE: <-;5'> -5c,,.o .> <.. -- FAX: ~ PHONE: L(5?-=,cfZo .. P.O.#: LOG# SAMPLE ID SAMPLE SAMPLE SAMPLE CONTAINER DATE TIME MATRIX 1YPE 1A1-Oi~1-!ff;>-Lj. (j 1/-z_ -&' 11h11r /tfl~-30 .so:r /:?~ ·~~ -oi~i lt!-1. y -11 1VJ!ir-//~oo 5-;;,,( /;~- ,/ SAMPLE INTEGRITY MEETS HOLDING TIME ? CORRECT CONTAINERS? 1. RELINQu1sHED s:t-:J A·vmi~11-7~---liz/1v ~ 2. RELINQUISHED BY: DATE/TIME 3, RELINQUISHED BY: SIGNATURE: /~~?(' SIGNATURE: SIGNATURE: PRINTED NAMEY I 1k 19--I';_., t.-c..-h I(,/ PRINTED NAME: PRINTED NAME: COMPANY: %!_oh,,,-./-f't--/4,, A-c.ro.:.. COMPANY: COMPANY: 1. RECEIVED BYA _DATE/TIME 1.\IM<;':} ~)-6 2. RECEIVED BY: DATE/TIME 3. RECEIVED BY: cd n)O-:, I • SIGNATURE: SIGNATURE: SIGNATURE: - PRINTED NAME: P-LI I -._ QA-r i ... --PRINTED NAME: PRINTED NAME: COMPANY: ~---f5°l--J _ COMPANY: COMPANY: DATE:~ PAGE_J_ocl # ANAL YS,IS REQUEST OF C '{i\ 0 N ·.::, 't T 1 A =:t ~ 'I\ I ~ ' N ~ ~ E I'-.. \\",, R . I 0 X I>( ( 1'<. >< X, - YIN YIN YIN Y/N YIN YIN YIN YIN YIN YIN YIN Y/N YIN YIN YIN YIN YIN YIN YIN YIN YIN YIN YIN YIN DATE/TIME SAMPLE RECEIPT SPECIAL INSTRUCTIONS RECEIVED IN ICE? YE$1Nt TAPE SEAL INTACT YtN/tT\ PRESERVATIVE v6~:A DATE/TIME PRECAUTIONS:'-.../ - TAT Yl r,,_ •• 0 --CHAIN,WD1 3114196 NQN ... RESIDENTIAL CERTIFICATE: Non-Residential land Owner, plea$e read this option c.:refi.illy and be sure you throughly understlncl the options before signil"lg. The option you choose will affec:t Y'Ot.11" payment of the developed Special Tax assessed on yow property. This option is available only at 1he time cf 1he ffrst tx.ilding permit issuance. Property owner signature is required before a building permit will be issued. Your signatw'e is confirming U,e ac:c:uracy of all parcel and ownership information shewn. f NDL!i-s~ ~~OPM~~ ,(~c. '144 · 83"3 4 4'18 Name of Owner Telephone JleHot VON lc.A12.MA-N A,1/€ , zes--e Lek--,4..,. l.A~ ::b -2 • Address Project Address J 1<..V!NE 08 :19.bl-;2... Carlst)ad CA 9200 City St==-te Zip Code City State Zip Code '2.ocr-o as-o \-oc Assessor's Parcel Number, or APN ahd Let Number if not yet subdivided. Building Permit Number A$ cited by Otdinance No. NS-155 and adopte=d by the City C1;1undl of lhe City of Carlsbad, California, the City is aulhcrizecl 1D le-.,y a special Tax in Community Facilities di$bid No. 1. All non-residemiat property, upon the issu:anc:e of !tie first b.ilding pem,it, shall have the option tc (1) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) assume the ANNUAL SPECIAL TAX-CEVELOPEO PROPERTY for a period not to exce$d twcnty-- fiVe (25) years. Please indicate yoi,,r choice by initialing the appropriate line below: OPTION (1): OPTION {2): I elect tc pay the SPECIAL DEVELOPMENT TAX ONE-11ME hOw, as i) one-tinie payment Amount of One-Time Spec;:ial Tax: $ ~S: !> 1 \ o~ . Owner's Initials _____ . I elei:t ~ pay the SPECIAL DEVELOPMENT TAX ANNUAL~Y for a ~riod not to exceed twenty-fiv?S,S) years. Maximum AnnL.lal Special T~: $ ~( '::($(-{ . Owner Initials-+-........ -· · I 00 HEREBY CERTIFY UNDfR PENAL TY OF PERJURY THAT TH~ UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPER1Y ANO THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED A80VE. . Slgnav.,re of Property Owner Title~ / Date The City of Cal"lsbad has not independently verified the information :iihown above. Therefore. we accept no respon~bility a$ to the acc1.1racy er completeness of lhis information, zo 'd NON-RESIDENTIAL CERTIFICATE f... 2. ·z.. 1 t..L-~ l76808El7 'ON Xl:hl 3G WWOO Gij8S1~ij0 ~O AlIO 817:60 NOW 86-60-AON City of Carlsbad M=i• ht4• i h~l •24-Eh;; ,t§;; I CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner'(s') Name(s) Project Description: Building Type: Residential: Second Dwelling Unit: Res. Additions: Number of New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area Comerc./ Ind.: Square Feet Floor Area City Certification: Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (434-0661) Encinitas Union School District 101 South Ranch Santa Fe Rd Encinitas, CA 92024 (944-4300) Date: \ L [-z.. ( 1 8 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (736-2200) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant /Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided is correct and true to the best of the Owner's knowledge and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Ow er is the owner/ developer of the above described project(s), or that the person executing this declaration is auth ized to sign on behalf of the Owner. Signature: Date: I 2 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 438-0894 ' 1 t% Lof:4-~~ ex q 15--,7 (o Y SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING (Check one ): Gov. Code Gov. Code Government Prior Existing Exempt from 53080/65995 65970 Code 53311 Mitigation Agreement fee (AB 181) (SB 201) (Mello -Roos) Note: requirements I (Indicate Date and Number or name of Agreement) I Total amount of (new) floor area within the building Fee Amount per Square Foot Amount Collected -Or if subject to Prior Existin·g Mitigation Agreement: For Detached Residential Dwelling Units or Attached Dwelling Units > 1600 Square Feet Total Number of Dwelling Units Amount per Dwelling Unit Amount Collected -and/or- For Attached and Detached Dwelling Units< 1600 square feet/ per dwelling (If applicable) Total Number of Dwelling Units Amount per Dwelling Unit Amount Collected SCHOOL DISTRICT: This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the information presented above and due to the School District. The\City may issue building permits for this project. n j_ ' I) ,I) tJ SIGNATURE OF SCHOOL DISTRICT OFFICIAL QVt f~ DATE ,:2 ... /.2/ff '· f:I Qlair TITLE . 4 3 l/ ~ D 0 -Z., {, Assistant Supt PHONE NUMBER Business Services NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES The Carlsbad Unified School District has elected to imposed the fees and/or amounts herein upon a finding that those facilities described in the School Impact Mitigation Fee Justification Study for Carlsbad Unified School District, prepared by David Taussig & Associates for the District. Section 66020 of the Government Code enacted as Assembly Bill 3081, set forth as Chapter 549, Statutes of the. State of California, requires that all school districts, including the Carlsbad Unified and the Encinitas Union School Districts, provide a written notice to the project applicant at the time of payment of the school fees, mitigation payments, or other exaction. This notice is to advise the project applicant that the.protest period regard to such amounts or the validity thereof in accordance with Section 66020 of the Government Code and other applicable law, commences with such payment or performance of any other requirement as described in Section 66020 of the Government Code. Additionally, this notice advises that the protest thereof must occur within 90 calendar days thereafter. FAX:949 863+1581 PAGE 4 P. 1 NOV-04-98 WED 03:50 PM G~0S-l995 2:22PM WMAlRVINE""*' FROM t " . 1.1 • ' . -' . -.. ' . -.1 'I rM NU. 4360894 P,02 City of Carlsbad ~~~ •. ~~ of MW .. nl•ated -U,x"Ufta, tnp, OZ' floor dnlU? .. ,_ P. ,,,_ .. • )JIW builclint' • .-.r 1f.ne7 Yea !,!!..Ho --- • to•t:alJ./altcu!• ••~ liu? • ~-of: •~er ~1:ar•? • Nllfflber of hoae !:t~t 0 • OU pi.piq ay-.em .. 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FAX:949 863+1581 PAGE 2 sos 735-5676 p.1 P,02 t - Y••-Ra_ Y•• _110_ Inlltd.ll -.-.--Rapair ..... 110. ot! __ _ POt:able _,.,,_, ___ ,. .,,.,i:..u¢2L 11:,a size of New D•rviee ---··------ . i ;·\ • Sincrla Pha•• a Si111• _______ _ l1Unm6X' oi aJnpeft8 N\\IN>*~ of amperes NUllll:>u of ii~" : ·· • Thz-e• Ph•a• 0 :i • a.model. •>d.•t. <no inc:rea•e in service nize>? • Number of fumacea, A/C, or heat. puft\P•? l i • ~t: of .fireplaco•? 1 • mul\l)ex-tJf exhauat fan-7 • ~r of .•.1ehawtt: b.oo~'t. . ... • .Numl')er . of boile'°e or comp1e•••o%W-?• .. 0 New oi-rcu.ocated: dUct ~k? \.:;;:/ JUN, 2, '91 ('r\1R7 t!,98 ... ',~t•''-·': .•. ' .. ,..,, 04,-... ....._ Yoa _we:,_ -e-... . -- 'NUtaber 0~ HP? __ & __ .. x Yee_Wo_ . ----·· -_ ....... , ·-·-···-· ......... ... . . ......... ····-··· ............... ···-· JUL 02 '98 (THU) 06•40 COMMUNICATION No:10 PAGE, 1 ~-\\~1 ~ 07/22/1999 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: KOi KEAN 18002 COWMAN IRVINE CA 92614 949-660-9128 Total Fees: Inspector: City of Carlsbad Plan Check Revision Permit No:PCR99162 Building Inspection Request Line (760) 438-3101 2858 LOKER AV EAST CBAD PCR 2090830100 $0.00 CB981764 Lot#: 0 Construction Type: VN IDI PALIMAR BUSINESS PARK ELIMINATE DRAFT CURTAINS FINAL APPROVAL Date: _____ _ Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Clearance: ISSUED 06/30/1999 MDP 07/15/1999 07/22/1999 0001 01 r.-ph'l•ff $109.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Cartsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been aiven a NOTICE similar ta this, or as to which the statute of limitations has oreviouslv otherwise exoired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 02 EsGil Corporation 'J.n Partnersfiip Witfi (jovernment for '.Buiufing Safetg DATE: 7 / 12/99 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1764 rev 2 PROJECT ADDRESS: 2858 Loker Ave East PROJECT NAME: IDI SET:I ~NT ~ CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's bu!lding codes. [8J 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: cgJ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D 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 cgJ REMARKS: City to approve the elimination of the draft curtains. PCR99-162 (no additional fee) By: David Yao Esgil Corporation D GA D MB D EJ D PC Enclosures: approved plan 7/1 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax-(858) 560-1576 • J June 11, 1999 Paul Fletcher Cit~ of Ware Malcomb Architects 18002 COWAN DR IRVINE CA, 92614 RE: CB 981764 -Draft Curtains Carlsbad •=Mt#h;f·i•%4·Si#h,i4UI I am in receipt of your request dated June 7,i 1999 to delete the draft curtains on the above project. Please resubmit revised drawings showing what is to be deleted and how the Uniform Code requirements for curtain boards co'ntained in Section 906 will be dealt with. Those revised drawings will need to be routed through the regular plan review process to analyze your request. Patrick Kelley Principal Building Inspector C: File 2075 Las Palmas Dr.• Carlsbad. CA 92009-1576 • (760) 438-1161 • FAX (760) 438-0894 * • , r Ware&Malcomb :: Architects, Inc. June 7, 1999 Mr. Mike Peterson City of Carlsbad Building and Safety Division 2075 Las Palmas Drive Carlsbad, CA 92009 RE: IOI Project -Carlsbad Palomar Business Park, Phase I 2858 Loker Avenue East Carlsbad, CA Plan Check No: 98-1764 Subject: Draft Curtains Dear Mr. Peterson, - Per our telephone conversation regarding the above referenced project, we request elimination and/or deferral of the building draft curtains due to the following reasons: 1. The building, as currently designed, is a speculative office/manufacturing/warehouse facility. The exact location of the tenant demisin~ walls are yet to be determined. When the tenant floor areas are determined and the buftding divided, the full height partitions will create natural floor area divisions, thereby el_iminating or reducing the number of draft curtains required. 2. The building fire sprinkler system is an ESFR type design and would not normally require draft curtains for.proper functioning. The Fire Department has allowed draft curtains to be deleted when systems of this type are specified and used as the fire suppression system. An example of this would be a recently completed IOI project, located across the street from our development. Based upon the above, we request that the draft curtains be eliminated or deferred to the tenant build-out phase of the project. I look forward to your approval regarding this matter. If I can answer any questions or provide you with further information, please contact me at (949) 660-9128 ext. 121. Sincerely, WARE & MALCOMB ARCHITECTS Paul Fletcher, AIA Cc: Jon Kelly -IOI Rusty -Kajima Construction Services, Inc. File 18002 Cowc1n. lr•1ine. CA 92614 (9-19) 660·9128 Fax. (949) 863-1581 irv1ne Pleasanton Woodland Hills SEE MORE REVISIONS SCANNED SEPARATELY