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Home My WebLink About2819 LOKER AVE E; ; CB053262; Permit.. City of Carlsbad . ..,..,... ,. 03-20-200'6 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB053262 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: Building Inspection Request Line (760) 602-2725 2819 LOKER AV EAST CBAD Tl Sub Type: 2090831600 Lot#: $688,000.00 Construction Type: Reference #: ACUSHNET GOLF INDUST 0 NEW 21,500 SF MEZZANINE, STRUCTURAL ONLY Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 09/15/2005 MDP 11/01/2005 11/01/2005 TP SAN DIEGO OFFICE INTERIORS CANOGA-RINCON LOKER INDUSTRIAL INC DEPT#207 4663 SHORELINE STREET SAN DIEGO 92111 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. \J\.!ater Con. Fee Reel. Water Con. Fee $2,269.24 $0.00 $1,475.01 $0.00 $0.00 $144.48 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 PO BOX4900 SCOTTSDALE AZ 85261 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? TOTAL PERMIT FEES $3,888.73 Total Fees: $3,888.73 Total Payments To Date: $3,888.73 Balance Due: , ,. .. ,.n:in VJ ,ANS $0.00 Inspector: 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 capacity 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. ~~2-~ Vl(JvL (lei O -/ (&\ ~G\oao~~-Z..Q -...30t.v.. oC~S' 0, / 0525801 i3' Qq!T09/15/2005 001 15 .\'.'PERMtT APPLICATION \-· . . FOR OFFIC~ USf ONLY z_(;;;2_ PLAN CHEdK NO. <:£.,.. ~ CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL. (be3;8 { C)00 Plan Ck. Deposit I t.{1S: uf Va!Mated By , f 1 ~ Date ~-\ c._ c,£ Address (include Bldg/Suite #a.E, \ C\ Business Name (at this address) Legal Description ~ % Lo\l~~ e>r-a..ee~ Acq9·~•\,'.)'G-T Lot No. Subdivision Name/Number' Unit No. Total # of units l:..tnei Q_1] QJ\O ... , ' ~~ Co !21S<af\O Ofi\d '\?-f5S''f I C-A::: #of Stories # of Bedrooms # of Bathrooms <2,.,\i €)0(.} / q_£-l:o,\l-l~ - Fax# , ' ' -~ Name Address City StateYZip Teleph· e # ~ (1'o~·IJ~t~~~ -·~;,€~ lo\Ca"J+reeJ · · CAR1~M LA · ... ·: · ', e~~J\C{~d··r¼4 Name Address City # S:taw,tZip Telephone#- '.$, ,'.90NTl3~CrQfl·.POMPANV·(IIAM!:' '" .... "... .. .. ' ' • : 6(·2:00, Q::>-#··-/7bzy}e,·o?:)"0r74 (Sec, 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, dem~h or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031,5 by any applicant for a permit subjects the ap licant to a civil penalty of not more than five hundred dollars [$5001), ~·· . ~--1-· ~-~'-4----V-,,~~·"-L.(...l;__s...,e._"'"~(->-=-J.~*""_,__~~¼,,L,-1-', @!=--t"'~~'----'-'a'-=-2:.==-"-· l\"-'="\ __,· ~~---',--!>~· Yr Address City State Zip TeleP.t.lone "# License ClassC..1 '\ " . \ ,6. ,,WORJ{EJl$: COMP~tiJ$ATJOr,t · ,. , Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ~ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: / / · Insurance Company?f"p.'(£'" L1;:,,M P.{£4.!;;,e-rf'6 A.J p..;,../1.::, Policy No. '-/(,,I t.J '7 ":> q O 0:::: Expiration Date /b _/ lf.) (e I I (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: Failur se ure o~ers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand do I rs ( 300 0 ), , a diti n to the cost of compensation, damages as provided for in Section 3706 of the La or. code, ·nterest and attorney's fees. SIGNATUR~;::;;-;J.::.;:::2~:d~~~~~~-:;;;.-:-----:---------DATE _/.-11~1+-=-0 ____ _ :z~. ·:":9WH~R~~11-:J;;~1i:pj;_c_lJ\,i'lAr10.~ . . . • • .. _,. __ .... : .. I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 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). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement, 0 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 ______________________ _ DATE _________ _ iP,Q,IVl.!'l:ET.~.':lJll~ S~1>,tio~:FQJJr/QIV-R.!flllDEQTfAL BUl~!)IJll,G ,f'ERMIJ$ ·oNL Y Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registr;3tion ~m or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES PA NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES J&. NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES ft 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. J;l1:.~.:..c_@~t!W<?ll~r{:1,,1;~pJN.G'A.<i!:.~.c;.x .. :. ·--··-_.. . . . .. _ • . .. · -.-:--. · -.' .'.~-:: ' · I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code), LENDER'S NAME LENDER'S ADDRESS _______________________ _ ---:;:::;;;::;::;;:;;::;:;;::;;;:::,-,-.,-,.-.,-,_-,-.. -,_-.,-,,--,-_.-_-,-v , ,,. ,-v ,,._ ,, = 1i, .l-\el:'l;fC~Tht'F-9l;RTlf!Q_AT10~ 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 commenced within 180 days from the date of such permit or if the building or work authorized by such Plilrmit;is1 suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ~·:,:, ~ \ APPLICANT'S SIGNATURE ~Yi~,(_. DATE C/psji>{;'" WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For: 02/2712007 Permit# CB053262 Inspector Assignment: TP Title: ACUSHNET GOLF Description: 21,500 SF MEZZANINE, STRUCTURAL ONLY Type:TI Job Address: Suite: Location: Sub Type: INDUST 2819 LOKER AV EAST Lot 0 APPLICANT SAN DIEGO OFFICE INTERIORS Owner: CANOGA-RINCON LOKER INDUSTRIAL INC Remarks: No activity for one year. Final? Expire? Total Time: --- Phone: Requested By: Entered By: BINSPECT CD Description 19 Final Structural Act Comment Al' ~/#Pu-£? wlr-1 J?e/!,/Vl,f I Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR00045 ISSUED CHANGES TO EXITS; NON RATED CORRIDOR/ CHANGES TO EXERCISE ROOM PCR01155 ISSUED DOS GRINGOS-REVISE OPENINGS@; FRONT OF MEZZANINE PCR06003 ISSUED ACUSHNET BATHROOM PLAN REVS; PCR99120 EXPIRED REVISE SHAPE OF ROOF SCREENS; PCR99295 ISSUED ACUSHNET TITLEIST; COLUMN EXTENSIONS & GIRDS FOR WALL PANEL SUPPOR1 lnsgection Histo!Y Date Description Act lnsp Comments 02/13/2006 14 Frame/Steel/Bolting/Welding AP TP MEZ PAN DECK M-N LN. 02/13/2006 21 Underground/Under Floor AP TP 02/03/2006 14 Frame/Steel/Bolting/Welding PA PD FLR NAIL 01/30/2006 12 Steel/Bond Beam AP TP P.G. & SLAB REINF. @ CLMNS 01/03/2006 11 Fig/Foundation/Piers AP TP SLAB@ ELEV. & VERT. REINF. 12/20/2005 11 Fig/Foundation/Piers AP TP PIER FTGS & G.B. S 12/20/2005 12 Steel/Bond Beam AP TP '16 ' ) City of Carlsbad Bldg Inspection Request For: 12/20/2005 Permit# CB053262 Title: ACUSHNET GOLF Description: 21,500 SF MEZZANINE, STRUCTURAL ONLY Type: Tl Sub Type: INDUST Job Address: 2819 LOKER AV EAST Suite: Lot 0 Location: APPLICANT SAN DIEGO OFFICE INTERIORS Owner: CANOGA-RINCON LOKER INDUSTRIAL INC Remarks: Total Time: Act Comment Inspector Assignment: Phone: Inspector: 4- Requested By: VINO Entered By: CHRISTINE CD 11 12 Description Ftg/Foundation/Piers Steel/Bond Beam _AL __,,_e,---'~'--"-~_;;_ll---4-Fry_,__,_..oe...f_+-"--'---s-<-~~·4"-'-.~1-_____ _ _L ________ _ Comments/Notices/Hold Associated PCRs/CVs PCR00045 ISSUED CHANGES TO EXITS; NON RA TED CORRIDOR/ CHANGES TO EXERCISE ROOM PCR01155 ISSUED DOS GRINGOS-REVISE OPENINGS@; FRONT OF MEZZANINE PCR99120 EXPIRED REVISE SHAPE OF ROOF SCREENS; PCR99295 ISSUED ACUSHNETTJTLEIST; COLUMN EXTENSIONS & GIRDS FOR WALL PANEL SUPPORl Inspection History Date Description Act lnsp Comments _...__~~ ...... --..... --~ ~ :-.,_ ---------~---,---. FIELD REPORT Project No 'IC No Report No 60-0 -00\ 99- Date M T@}T F S S 1t< D MASS GRADING D PRECISE GRADING D OTHER: D POSTGRADING Equipment Working Summary of Operations Received by Print '-~- CLIENT / AGENCY COPY Staff Hours Miles ':d ~~ Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY /1- Soil Engineer Today's yardage Yardage to-date Pae of 603-0603 -.t. :-;--:~.---"~-,i r --,~ ,---------,---------,---",;=.J•'l"---------------~ FIELD REP O R·T Projecf No IC No Report No 60-tJ76Z · 6DI 99- Date Leighton Consulting, Inc. z A LEIGHTON GROUP COMPANY Day Staff M T w T {!) S S Weather Hours --2..<J Miles Soil Engineer 01:JservationfTesting of D MASS GRADING D PRECISE GRADING D POSTGRADING 'b:2r OTHER: --- quipment Working Today's yardage Yardage to-date Summary of Operations /1/i../ Jl I Received by Print Pa e of 603-0603 CLIENT/ AGENCY COPY ,., :.;,,- A"....,,., .-,'(1}-;£' __ ~,...,::,~,,"h~:;-----------~( i\~'----------------....-i ~£' .[!iA I L y F I E -c· D ;~,i;!~~ ,fit REPORT Project No IC No Report No 60-ol 99- Date s Observationrr esting of D MASS GRADING D PRECISE GRADING D POSTGRADING g OTHER: Equipment Working Summary of Operations Received by r,, J, ,, _,.-... ---_____ -:-~_?t:~;~ ----.::::,,,,::,_ --- Print CLIENT / AGENCY COPY ~- ~-~ Leighton Consulting, Inc. A LEIGHTON GROUP C9MPA:NY Staff Hours a.a Miles Soil Engineer Today's yardage Yardage to-date Pae. of 603-0603 ·- --------------- '/ Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY Project Name: Location: :5 ,{). {)ff JU ~&)2,/U 11.,.5, Z t?J'.7 l-t1u,"TZ-'Av£ £, Date: Project No. : Plan File No.: Permit No.: Referenced Geotechnical Report(s): Observation Summary 60016-z~oo J Unit/Phase/Lot( s ): --rllV"t· Initials 10,bb/of ,Date \ .. A representative of Leighton Consulting observed onsite soil conditions. Soil conditions at the site are substantially in conformance with those assumed in the geotechnical report. _-,--UZr1: 1vl1cl~r Initials Date A representative of Leighton Consulting observed -and measured footing excavation depth/width. Footing excavations .extend to proper depth and bearing strata and are in general conformance with recommendations of the geotechnical report. #1~ lf')itials Date A representative of Leighton Consulting measured footing setback from slope face. The setback was in general accordance with the recommendations of the geotechnical report. =f!tm Initials lvllft( .,,,.,. 0¢>.,Cl:llflf./J J;.,KC.4L-?r7itJ,tJ bt. £ l,/J, m.tJJ'Z.. ,P ,-r /N /Jl// e,./.J1116 J;-17.tY1, vl''i.. Date ,, I 1-,,,,. a t..:>vw.;i Ln"T IB-rz.l A. r Notes to Superintendent/Foreman 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, ~tc.), we should be contacted to perform additional site observations. Note to Buil~i/g Inspector 1. Soil comiJc;ion test results, including depth of fill, -relative compaction, bearing values, and soil expansip!ji index test results are contained in the As-Graded Geotechnical Report provided at the compr .'n of grading. l ~ 1J Date CLIENT/AGENCY COPY /.,'? 609 R 1-0J.,:;:Y ..... , 'r l• PREFERED CONSTRUCTION INSPECTIONS, INC 4888 Ronson Court, "G" San Diego, CA. 92111 INSPECTION REPORT JOB NO.: 3832 (858) 576-9110 Fax (858) 576-7028 WORK PERFORMED: EPOXY BOLT INSPECTION JOB ADDRESS: 2819 LOKER AVENUE, EAST JOB NAME: 2819 LOKER AVENUE, EAST DESCRIBE MATERIAL: PERMIT NO.: CB053262 PLAN FILE NO.: ARCHITECT: ENGINEER: FRANCIS K.Y. LO SIMPSON SET 22 EPOXY, ICBO #5279 EXPIRATION DATE 10/07 GENERAL CONTRACTOR: S.D OFFICE INTERIORS CONTRACTOR: SAN DIEGO OFFICE INTERIORS 01/19 Witnessed the placement and epoxy of 95 threaded rods ( 3/4" diameter x 6 3/4" embedment ), 39 threaded rods ( 3/4" diameter x 6" embedment) and 16 threaded rods ( 3/4" diameter x 5" .embedment ). locations; horizontal tube steel ( 12" wall) (14) ledger (12" wall) (47) beam plate ( 8" wall ) ( 8 ) * horizontal tube steel ( 8" wall ) (15 ) * ledger ( 8" wall ) ( 8 ) * beam plates ( two 16" beams ( 18" wall ) (16) vertical tube steel ( 18" wall) (16) Work performed is in accordance with manufacturers recommendations, ICBO #5279 and engineers details. (sheet SD-2, detail 2 and 6, sheet SD-3, details 15 and 17). * Verbal permission by KL T ( May Seiki ) for 6" embedment on 8" walls ( letter to follow). Arrived on jobsite at 6:25 AM, left at 4:15 PM. INSPECTOR:c_/ ... troMPAYNE DATE: 1/19/2006 ,, ( PREFERED CONSTRUCTION INSPECTIONS, INC 4888 Ronson Court, "G" San Diego, CA. 92111 (858) 576-9110 Fax (858) 576-7028 INSPECTION REPORT JOB NO.: 3832 WORK PERFORMED: STRUCTURAL STEEL INSPECTION ------------------------------------ JOB ADDRESS: 2819 LOKER A VENUE EAST JOB NAJ.\1E: 2819 LOKER AVENUE, EAST DESCRIBE MATERIAL: ASOO, A36, FCAWNR232, E71T-8 PERMITNO.: CB0S-3344 PLAN FILE NO.: ARCIDTECT: ENGINEER: FRANCIS K.Y. LO GENERAL CONTRACTOR: S.D OFFICE INTERIORS CONTRACTOR: 01/10 Observed one AWSd1 .1 certified welder using FCAW NR232 for 5/16" x 1211 long fillets of 3/4" base pl gusset to 511 x 5" x 5/16" t.o. brace per detail 3/S01. 5/16" x 6" long fillets of 3/4" beam pl gusset to 5" x 5" x 5/16" t.s. brace per detail 14/S02. All welds noted above are visually acceptable and complete at two catwalk frame brace frames per sheet S-4 Catwalk Framing Plan. Arrived on jobsite at 9:00 AM, left at 3:00 PM. INSPECTOR: ~/ ISAIAH GRUHLER DATE: 1/l~N~ CERT. NO.: 869 PREFERED CONSTRUCTION INSPECTIONS, INC 4888 Ronson Court, "G" San Diego, CA. 92111 (858) 576-9110 F?tX (858) 576-7028 INSPECTION REPORT JOB NO.: 3832 WORK PERFORMED: EPOXY BOLT INSPECTION JOB ADDRESS: 2819 LOKER A VENUE, EAST JOB NAME: 2819 LOKER AVENUE, EAST DESCRIBE MATERIAL: SIMPSON SET 22 EPOXY, ICBO #5279 EXPIRATION DATE 4/07 PERMIT NO.: CB053262 PLAN FILE NO.: ARCHITECT: ENGINEER: FRANCIS K.Y. LO GENERAL CONTRACTOR: S.D OFFICE INTERIORS CONTRACTOR: SAN DIEGO OFFICE INTERIORS 01/05 Witnessed the placement and epoxy of fifity nine ledger bolts ( 5/8" diameter x 6 3/4" embedment ) at 24" on center at Catwalk. Work performed is in accordance with manufacturers recommendations, ICBO 5279 and engineers detail ( sheet SD-2, detail 18 ). Note* Two additional bolts ( 5/8" diameter x 5" embedment) were epoxied into an 811 thick, 26" wide wing wall. Arrived on jobsite at 9:45 AM, left at 12:00 PM. INSPECTOR~ 4oMPAYNE DATE: 1/5/2006 PREFERED CONSTRUCTION INSPECTIONS, INC 4888 Ronson Court, "G" San Diego, CA. 92111 (858) 576-9110 Fax (858) 576-7028 INSPECTION REPORT JOB NO.: 3832 WORK PERFORMED: EPOXY BOLT INSPECTION JOB ADDRESS: 2819 LOKER A VENUE, EAST JOB NAME: 2819 LOKERAVENUE,.EAST DESCRIBE MATERIAL: SIJ:vlPSON SET 22 EPOXY, ICBO #5279 EXPIRATION DATE 7/07 PERMIT NO.: CB053262 PLAN FILE NO.: ARCHITECT: ENGINEER: FRANCIS K.Y. LO GENERAL CONTRACTOR: S.D OFFICE INTERIORS CONTRACTOR: SAN DIEGO OFFICE INTERIORS 12/23 Witnessed the placement and epoxy of ( 37 ) all thread rods ( 3/4" diameter x 8" embedment ) and ( 6 ) all thread rods ( 1' diameter x 1 O" embedment ) at the following locations; ( G ) columns ( 3/4" diameter) and ( K ) beam ( 111 diameter ). Note* Detail 20 shows 8" embedment from top of slab. Threaded rods are being epoxied into footing approximately 6" to 8" below top of slab. Botls are epoxied 4" -8" embedment, 8" -12" after concrete is placed. Work performed is in accordance with manufacturers recommendations, ICBO #5279 and engineers details ( sheet SD-1, details 20 and 21 ). Arrived on jobsite at 9:30 AM, left at 12:30 PM. INSPECTOR. DA TE: 12/23/2005 PREFERED CONSTRUCTION INSPECTIONS, INC 4888 Ronson Court, "G" San Diego, CA. 92111 -ft-/ (858) 576-9110 Fax (858) 576-70~8 INSPECTION REPORT JOB NO.: 3832 WORK PERFORMED: EPOXY REBAR INSPECTION JOB ADDRESS: 2819 LOKER A VENUE, EAST JOB NAME: 2819 LOKER A VENUE, EAST DESCRIBE MATERIAL: SIMPSON SET 22 EPOXY, ICBO #5279 EXPIRATION DATE 7/07 PERMIT NO.: CB053262 PLAN FILE NO.: ARCHITECT: ENGINEER: FRANCIS K.Y. LO GENERAL CONTRACTOR: S.D OFFICE INTERIORS CONTRACTOR: SAN DIEGO OFFICE INTERIORS 12/19 Witnessed the placement and epoxy of 169 -#4 bars with 6" embedment at 24 " on center at the following locations; (G) column footings, tie beams (drilled into existing slab) and elevator pit footings. Work performed is in accordance with manufacturers recommendations, ICBO #5279 and engineers details ( sheet SD- 1, details 1, 5 and 8 ). Arrived on jobsite at 7:45.AM, left at 2:00 PM. INSPECTOR:0 • :;{>/~OM PAYNE DATE: 12/19/2005 ~T. NO. : 0847166-81 Coxporate: Branch: Branch: Branch: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 14320 Elsworth Street, Suite ClOl, Moreno Valley, CA 92553 Tel: (909) 653-4999 Fax: (909) 653-4666 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel: (818) 833-8100 Fax: (818) 833-0085 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LUSARDI CONSTRUCTION COMP ANY " Set No.: 5-15287 Age Date Nominal (Days) Tested Size 7 11/29/2005 6X12 28 12/20/2005 6X 12 28 12/20/2005 6X 12 28H 12/20/2005 6X 12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 File No.: Permit No.: Project No.: 1446A03 Project Name: LOKER BUSINESS CENTER Load (lbs.) 58,690 LOKER & PALO MAR AIRPORT ROAD CARLSBAD, CA Strength Type of (psi) Fracture 2,080 Cone& Split " Specified Strength: 3,000 PSI Sampled By: NEIL TORSTENBO Date Sampled: 11/22/2005 Date Received: 11/28/2005 Location: COLUMN FOOTING SOUTH EAST CORNER CONCRETE MASONRY BUILDING Concrete Supplier: HANSON AGGREGATES Mix No.: 3033500 Ticket No.: 892837 Water added at Site: 5.00 Cement Type: UN Remarks: gal. By LUSARDI MixTime: 60 Distribution: LUSARDI CONSTRUCTION COMP ANY min. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Concrete Temp: 79 Ambient Temp: 75 Slump: 4.50 in. Tested at: San Diego Respectfully Submitted, MTGL,Inc. Eduardo Dizon, R.C.E. "F "F -1,' , ~.,~_ ~#\ i:i:o· ~- WYMAN TESTING LABORATORIES July 8, 1997 Lincoln Properties 30 Executive Park Suite #100 Irvine, California 920713-9693 • San Diego Co. • Riverside Co. • Orange Co. • San Bernardino Co. • Los Angeles Co. • Kern Co. • Imperial Co. • Las Vegas 1-800-487-0355 WTL No. 96-209 Report No. 1 SUBJECT: Final Report of Special Inspection, S & G Chromium, Carlsbad Oaks East Building, 2819 Loker Avenue East, Carlsbad, California. Permit #B96-1665 Gentlemen: In accordance with your request, this report has been prepared as a final report of~the Special Inspections which were.performed at the subject site. The inspections were performed by representatives of Wyman Testing Laboratories at the direction of the General Contractor. Reinforced concre{e with design strengths in excess of 2000 psi ( except slabs on grade) were sampled and compressive strengths confirmed. Reinforcing steel used there-in, was inspected by a Registered Special Inspector for correct size, grade, spacing, laps, clean-ups and clearance. Field welding of structural steel, and roof framing connections have been continuously inspected by a Registered Special Inspector. Field welding was inspected for joint preparation, fit-ups and welders' technique. Completed welds were inspected for size, length, location and quality. Field welding of panel to hold downs and panel to panel and have been continuously inspected by a Registered Special Inspector. Field welding was inspected for joint preparation, fit-ups and welders technique. Completed welds were inspected for size, length, location and quality. Complete penetration moment welds have been ultrasonically tested for soundnes..s and any ~defective welds removed, replaced and retested satisfactorily. Placement of epoxy dowels was observed for proper depth of embedment, cleanliness of drilled holes and proper mixing per manufacturers' specifications. Page 2 Nailing of the plywood deck for the roof system was inspected for proper spacing_ and penetration into the ledge angle. This report summarizes the Special Inspection reports which have been submitted to the City Carlsbad. It is to the best of our knowledge that all work requiring special inspection was in compliance with the approved plans, specifications and applicable building codes. If you should have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of a professional appreciated. Respectfully submitted, WYMAN TESTING LABORA,TORIES ;;/if~ Eric Iscan, R.C.E. 26243 Submitteq service EI/els cc: (1) ( 1) ( 1) ( 1) ( 1) KLT Consulting Structural Engineering . ..... City of Carlsbad Ware & Malcomb Reno Contracting --•,..:.· ... ~~·-··~~·_._·_...__'3-."•~·--·-·· ..... ~ ~. -· :· .... ,-:--..... ····--·-·~ .. .,,.' '•,,.__-'%"" ._.,·~ ,\. ···--· -·: -· •• :.·-' :_, ••• _._ •• ,, ••• ·, .. · .:_._ '. -.... . -.. ,_• .. ..: ·.: :.· .. · ... ·-·. ' .. :. '. ' .. ·:. ·-· ·n ~ :.<:;:. Wyman· _ · . · . Testing _ . _ . ~ 1,~·v ·.:. · -E · · . .-· .. _ ::, -· Laboratories -.. (619) 675-0270 COVERING WORK PERFORMED WHICH O REJNFOR.C~Q CONCRETE.,. '. 0 FIELD WELDING O FIREPROOFING REQUIRED" APPROVAl BY-THE-.SPECIAL ~ JlfgE-SJRE~_~p.:coN¢RET( ~-CD ~-~-~9~1!~-~-\ -: D N_DT-·; : .INSPECTOR' or=-·, ,-:=·.· ::·,·: 0··,: : • P:.R~)t;JFQRq:Q MAsof,J'RV --D SHOP WELDING D o;s ANCHORAGE CONSTR. MAT'L (TYPE. GRADE. ETC.) DESIGN STRENGTH I SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) A36 plates, A500 tube steel A307 bolts ~ 6,BCHITECT& M l mb ware a co 'K'EJiiEEE!onsul ting Struct. Eng. ~NERAL CONTRACTOR t , Keno l;On-cra~ ing CPNTR. DOIN~PORT,l:D WORK ::;1erra ::;-cee.L Wyman Testing Laboratories FIELD WELDING INSPECTION PAGE 1 OF 2 3-28-97 2 Certified welders . ~ . . Verify acceptable fit up and conduct visual -inspection of welding steel~connections per.approved plans, at the following locations: J/2.6-8x8-TS to embed (horz~ .. T.~.) _.-·= · · : -~---·.· _.. :· ... , .. : · .. K.5/3~horz. 8x8 TS to 8x8TS_ column and closu~e plate· (2 .. tub~s) J/3~0-horz. :axs· TS_:;to e_rnbed' (four hours) .-.: ~-~ :::·. . · . · . • ' :: : ... : : li,_17'. . -• -•• • • • ---• . •• -' -• '. -• Rework per--RFI #46 .. · .· · 0 SHOTCRETE 0 OTHER on tube J.5/3-All welding and 3/4" 0 wedge anchors done per sketch provided for RFI #46. F-E. 5 / 1 all welding and 3 / 4" 0 wedge anchors done per sketch provided for RFI #46, except original 3 hole connection plate used on W12x19 in lieu of 1/2"x3"x6" plate shown· on sketch (three hours) Rework per.sketch attached (connection at stairs) W16x26 beam has been moved, located, between ~ --~ •, CLS 04-11-97-----'~ ·· : . · Signed copy on file. :i: . CERTIFICATION OF COMPLIANCE , .. :\'"'., . I HEREBY-C.E~IJF.Y THAT I HAVE INSPECTED All OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE.NQTED J.HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. Al'Jb APPLICABLE SECTIONS. ~· ~;7~ " Robert Pollock siGNAl@E Of l~EGISiERED INsPECiol~ .. \ :.~i: ·;~~~-~ -. . . --~ ,.,_ ..... , ~ ..--DATE Of REPORT REGlstEI~ NUMBER • ... • • •• : f ; .• .... ' • ~ ••• •, ' Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT D OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE :Rrf§DRf.58ker Avenue East, Carlsbad N(96-2Q9 I FOR WEEK ENDING March 28 197 gwrtr (;R ~1:b~.tilln, Carlsbad Oaks East Bldc r~~W!1f1t~ I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC.) ' f;f.CHITECT& M l rnb are a co DESIGN STRENGTH I SOURCE OR MFGR. . ire,EEtonsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) RiNERAL caNTRtCTOR t , eno on racing A36 plates, ASOO tube steel fil_NTR. 2-0IN~PORfD WORK er a ee A307 bolts . ~an Testing Laboratories FIELD WELDING INSPECTION PAGE 2 OF 2 3-28-97 2 certified welders ?.t F-E.5 and 2-2.s. 4"x4"xi/4" angles have been welded per sketch--one hour. (KLT sketch dated 3-28-97). ,,.. r -- ., ,.._ .. .. -. ~ ' -., -! ----.., , -. " . ' t!LS ; . t') 04-11-97 ·, Signed file. copy on -· CERTIFICATION OF COMPLIANCE I HEREBY CERTIF-¥ THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NbTED J HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATiON5;';A.ND APPLICABLE SECTIONS. · :::7: :....-..:::-~~--. - Robert Pollock DAlE OF REPORT REGISTER NUMBER :, . ,' -:··. .::·,: : -: ~: ._ .... .... .,.• . -\= Wyman Testing \C'> ..... ,:) ..... • :1 -~~ -E · Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING D FIREPROOFING 0 NDT INSPECTOR OF O REINFORCED MASONRY 0 D/B ANCHORAGE :Rff§Dl<fl8ker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING March 2 8 CONSTR. MAT'L (TYPE. GRADE, ETC.) DESIGN STRENGTH I SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) Tube steel A500 Welding process FCAW with NR 211 wire E71Tl ~CHITECT& M l mb ware · a co I PLAN FILE NO. i{f,Eee:onsulting Struct.Eng. ~NERAL CONTRACTOR t • .Keno L:on1:.rac 1.ng CONTR. DOING REPORTED WORK ~an Testing Laboratories FIELD WELDING INSPECTION 3-27-97 Melding tube steel to tube steel also tube st~el to embed plates: 'f,,K 0 SHOTCRETE D OTHER Monitored set-up for welding the above tube steel, also alternative RFI number 47 referring to detail SD.6 of the approved drawings. Certified welders were observed for proper welding procedures, all at grids N-M/3-4 and J/3. ~ Checked welds for correet size, length, and proper configuration. t:is 04-3-97 Signed copy on file. Dave Lockhart CERTIFICATION OF COMPLIANCE I HEREBY •. C.ERTIFV THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE.NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PIANS & SPECiFltATIONS. AND APPLIGABL~ SECTIONS. --.-:: .'•• :-..: . i, , ~·"'' • c:\ •_ ... ~~ ... ~ • 'r~' _,:__ ,,.,.. -._. __ ,_. ___ ..;•.._ ., -.:,1) (.' ... · Wyman . ~· ., .. -1.------··--· ... ,•.1.-1..t·-------... • _, ·~-~ -"· __ _._ ....... ' .Q :•::.·:~.} -., Testing Laboratories (619) 675-0270 ~ COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING. D NDT 0 OTHER INSPECTOR OF. 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE zl§f~Rfioker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING March 28 ,ry7 sw~R (:;R ~fH:8rll'.t'tlm, Carlsbad Oaks East Bld !t~G1=~1~ I PLAN FILE NO. AMfil· "1t!MJ~§f~D~de 5 O W~~1§cr& Malcomb DESIGN STRENGTH I SOURCE OR MFGR. 1Kfli'EEtonsul ting Struct. Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) T{'~rf&L c:eswtl!g&ting E-71T8/E71T-11 ~~~~~'eO~:fD WORK 'Wtman Testing Laboratories ULTRASONIC TESTING 3-27-97 Performed ultrasonic tests for soundness of full penetration welds as detailed per 6/SDS dh mezzanine level. -Reinspection 1 hour. Line 2 at E.7 s/w weld pass. Utilizing a Sonic Mark I ultrasonic scope with a 2:2s MHZ set at 70° shear wave with 2dbcf/48dbrl/69dbsl. All welds were tested ifl accordance with the AWS Dl.1 • .. ·, ·. ¼o ' ~~ ·--.. ~ ·~ --~ r. .......... -! . ! . Earl~on CLS 04;..:_4.:.97_ Signed copy on file • .. ·~ / -;.....-:,,,,,~~",;: CERTIFIGATION OF COMPLIANCE c::::;:::; -4 I HEREBY. CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE:JSIOIED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND 'AePLiCABLE SECTIONS: .SIGNAlURE Of m:GISll:1~1:0 INSPEClOI< ····~-.;!:;"oo . " ..... , •i.....:;.., __ ... ;"" --·- '~~ i . -,. t -...__,,.,. ! bA1E OF REPORT REGISTER NUMBER Wyman Testing Laboratories-(619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE · 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT D OTHER INSPECTOR OF. 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~i~R~bker Avenue East, Carlsbad N(96-2Q9 I FOR WEEK ENDING March 28 197 1gW~R ~ P~'fi-f<cJni1¥nn f Carlsbad Oaks East Bld /l'H9 i1=.!~.11Ws I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC.) ,WCHITECT & M l mb are a co DESIGN STRENGTH I SOURCE OR MFGR. ~f.~E~onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) !{,N~AL caNTR,tCTOR t , e o on racing A36, A500 Grade B <s.t'e'):-'fOaN~~J:fD WORK E7018 ~an Testing Laboratories FIELD WELDING INSPECTION 3-24-97 1 welder Visually inspected joi~t fit up and welding of 8x8xl/4 tube steel to 8x8xl/4 TS column at line 2.6@ J and 8x8x5/8 TS to 8x8xl/4 TS column at line 3.6@ J and line 2.9@ J.4. 8x8xl/4 TS to 8x8xl/4 column on line 3.9@ J4, 8x8xl/4 to embed on line 3 @ J .5 mezzanine elevation. 25% of welding at each connection complete. · · Instal~ing 2-8x8xl/4 Ts;pieces, and 1-12x12x3/8 TS piece at north west corner entrance. These horizontal members are only tack welded, and will be completed later. Observed certified welder for proper welding procedures and techniques. Inspected completed welds of shear clips to beams W18x40, 2· @ B. 4 W24x68 all accepted per IB #53. CLS 03-31 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NGJED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. (3@ B.l;W18x40), 2.5@ B.2 I . Carl Schmidt ·. ·'sl~_l~A10I~E OF REGISIERED INSPEc1ol~ :::-.··-~---- DA1E OF REPORT RmistER NUMBER ., u . - Wyman Testing Laboratories (619) 675-0270 .,,, COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ftff~DRfbker Avenue East, Carlsbad N<:g6-209 I FOR WEEK ENDING March 21 197 §WiER c;R 'ERJECT N/\ME rom.1.um, Carlsbad Oaks East Bldc BLDG. PERMIT NO. B96-1665 I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC.) tfCHITECT l mb are & Ma co DESIGN STRENGTH I SOURCE OR MFGR. ~~EE~onsul ting Struct.Enq. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) f{ENERAL 'ecNT~CTOR t , eno on racing ASTM A3·6, A572 grade 50 sStJ~:i_OING REPORTED WORK Epoxy C-100 ~yman Testing Laboratories E718 & E7Tl procedures FIELD WELDING INSPECTION 3-21-97 STRUCTURAL WELDING & ANCHOR BOLT EPOXY !Welders Certification: .,.,.. AWS D1.1 Type of Welds: Fillet Base Metal: A36 Filler Metal: SMAW with E7O1,8 Monitored set up of beam to embeds mezzanine level. RFI from structural engineer typical detail for field fix misaligned holes beam to shear plate dafed 3-21-97 #53, weld 1/4 fillet all the way around 1Plate. !Welding being performed at grids C25/2-25 W16x26, E 4/2 W24x68 & W16x26, IW26xso. Checked welds for correct size, length, and location. !Monitored the drilling of 12" & 6 11 holes & blown clean prior of Hilti epoxy c-1O0 per detail 12/SDl panel 66, 67. to the placement t!LS 03-26 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Dave Lockhart slGNATQRE OF REGISTERED INSPEC I OR DATE OF REPORT REGisTER NUMBER ,, .·.· Wyman Testing Laboratories (619) 675-0270 ,,, COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER . INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~1~R~oker Avenue East, Carlsbad NC96-209 I FOR WEEK ENDING March 21 1fJ7 $W~R ~ ~fil'onti1\11m, Carlsbad Oaks East Bld. IJBL1Ifu 6"~1-m I PLAN FILE NO. ~MN· 11t~~s3f~Egrade 5 O t41CHITECT & M l mb are a co DESIGN STRENGTH I SOURCE OR MFGR. ~f¥=EE:onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) 1{,NERAL ~NTRtCTOR t , eno on rac .1.ng E-71T-8/E71T-11 ],f,~· ~~EPOR/1?,WORK St l • i er= ierra ee ~~an Testing Laboratories ULTRASONIC TESTING 3-19-97 Performed ultrasonic te;,ts for soundness of full penetration welds as detailed per 6/SDS 6n mezzanine level. Line 2 at F.3 N/E.weld pass. Line 2 at F.3 s/w weld pass. Line 1 at E.7 N/E weld pass. Line 2 at E.7 s/w weld ~ejected 3/4" to root laer of fusion and slag detected on beve·1 and W27x94. r Utilizing a Sonic Mark I Ultrasonic scope with a 2.25 MHZ set at 70° shearwave with 2dbcf/48dbrl/69dbsl. All welds were tested in accordance with the AWS Dl.1. *NOTE: Rejected area has been clearly marked on adjacent area in yellow paint stick. L(f1& 2sJvJ f.7 tLS 03-31 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. wel J J-l,()I OV1 ~;;1,<'/ Earl Simon . · s1GNA10RE OF REGISTERED INSPEClOR DATE di: REPORT REGISTER NUMBER HAAS WILKERSON 002 P03 ·-· :i .. :@ '&!~ .: . Wyman Testing ... Lab '°atories (619) 675-0270 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF JOB ADDRESS 2 ~ OWNER ~R PROJF.CT NAME .<; ,'~ CONSTR. MAT'L (lYPE. GR.A.DI:. nc.) DESIGN STRENGTH EINFORCED CONCRETE 0 PRE-STRESSED CONCRETE 0 REINFORCED MASONRY 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING ENGINEER KL DESCRIBE MAT"L (MIX DESIGN. RE-BAR GRADE & MfGR. G~AL CONTRACTOR . {<..1 VJ, C, CONTR. DOING REPORTED WORK [(__ ,. 0 FIREPROOFING D NDT 0 D/8 ANCI--~. RAGE OSHOTCRETE DOTHER 19 q 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. and identity numbers of test ~amples token; structural connections (welds. h.t. bolts torques) checked; etc. APPROVAL SIGNATURE: __.i;....L.;fA,!.~::-uJ~::c.s:~~=--- PRINTED NAME: TIMEIN: G '50 TIME OUT: [ t> "")o --------- INSPEClOR ~ Ac... Is" C...tVl(:,£:R CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED All OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & ~P.ECIFICATIONS. . . ····--·----- ~Ct,O,l>l"D INSPECIOl! --' -... _,_,, ... ~-~ ..... TI•"' -4, ... • 0 00 .. ~-"'•• ,, .. --•• --,0 ......... , -·---· ·--~~--~ Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~i~R~oker Avenue East, Carlsbad NC96-209 I FOR WEEK ENDING March 21 197 gwrip ~ "efi-ro:rri1~ 1 Carlsbad Oaks East Bld ll~~.1:.1~ I PLAN FILE NO. ~:f · f'tta.1£.r'!rlgADE, ETC.) W~'.flicT& Malcomb DESIGN STRENGTH 1s0 ~1a~¥fG~tate Nai ~f~E~onsulting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) !t~tf8L <c>S~fi!~~ting Golden State Nail Co. round 1:%'1lf.i H~ rw'.£.f:1:9.~§RK head screw type 2-1/8 inches ~yman Testing Laboratories X 1.35 inch nails .KUU.t''.i.l.'ll.:i .iJ.'H:i.l:' ~l.:'1' ..t:ON 3-18-97 Visually inspected all areas of roof nailing around qpt. pads-sky lights and areas of the filed. "'-1\.ll nailing has been installed as per plans & specifications. References & plans page S.S • .. ,;.-. . CLS ~ :,~-~--,~"!.,,~~~}ft.o,;w;!l,l, Signed copy on file. 03.-:-26.1 J.l :;l lJ F,"ifi~ Bob McElheny . f,, ~ ~--. 0_ ••• t : .. ~t __ ij ~! H . CERTIFICATION OF COMPLIANCE ~,I --:,,,,,/_ ---•, I ,-, __ . _, I H_EREBY CERTIFY THAT I HAVE.~ ECTED ALL OF THE ABOVE REPORTED WORK. UNLESS ~ ~·-'""''v,u; vr "~-·~·-----~•v•< OTHERWISE NOTED I HAVE FOUN~HIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. . ---~:·-;:·_ REGISTER NOMBEI~ Wyman -.-:h . . ~ •" .. ... . ·: ·:~=· Testing Laboratories (619) 675-0270 ,, COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING 0 NDT INSPECTOR OF O REINFORCED MASONRY ~i'!f'R~oker Avenue East, Carlsbad sw1·1p~P~B.Wnii\1'm, Carlsbad Oaks East DESIGN STRENGTH I SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) 0 D/B ANCHORAGE NC96-209 I FOR WEEK ENDING March 21 I PLAN FILE NO. P..~CHITECT& M l mb ware a co ~fYfE~onsulting Struct.Eng. GJ,NERAL CONTRtACTOR t , ~eno 1..:on racing CONTR, QQING R.l:POJ;l'q:Cl WORK .l:'ac1:i::1c r,ia1J.1ng ~an Testing Laboratories ROOFING INSPECTION 3-17-97 0 SHOTCRETE D OTHER Roof sheeting nailing inspection. All special nailing has been completed in accordance with plans & specifications. Locations: Per plans section A & J- Ref erence plans page S. 5 ..... CLS on file. CERTIFICATIOtf OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE:NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. ·• Bob McElheny ~-~-., Cj •4"7 -~ ... 1/~"7.,,,, ·-·: DA1E OF REPola REGISTER t:J0MBER ' ., i:'' '· Wyman ·'·77)··: ...... t. ~ •• ,.,!..•,,.:._.• Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF . 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~i~R~bker Avenue East, Carlsbad NC96-209 I FOR WEEK ENDING March 21 1i7 ~Wtjp ~ PtfifBnf1_\fm, Carlsbad Oaks East Bld glW9 i!:"f rtr6's I PLAN FILE NO. ~Tf· ~a,1:r.t1xrfcjACfrfMj;1ection ,wcHJTECT & M l mb are a co DESIGN STRENGTH I SOURCE OR MFGR. ~rlf E~Onsul ting Struct.Eng~ DESCRIBE MAT'l (MIX DESIGN, RE-BAR GRADE & MFGR.) <rtNERAL csNTRtCTOR t , eno on rac .1.ng <jfcNTR, TlNG Rjf«0'1ID WORK ac.1. .1.c a.1. .1.ng ~an Testing Laboratories ROOFING INSPECTION 3-17-97 Roof sheeting nailing inspection. All special nailing has been completed in accordance with plans & specifications. Locations: Per plans section A & J-Reference plans page S~~- .. r I CLS 03-26 Signed copy on file. ~~,o1~ M:t1~ IZG£ Bob McElheny CERTIFICATION OF COMPLIANCE /4..) /.?L ..;;, & Mr.£ I,,(,..£,,_ I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE-NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS, . .>11.:>NAIUl<I:: Vt-""'-=''"'1:1~1:U 11'1.>t'l::C,;IUI< r REGISTER NUMBER ·'.Th-·>. -.... . . :;.":;." Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~i~R~oker Avenue East, Carlsbad NC96-209 j FOR WEEK ENDING March 21 197 SW~R ~ ~'fi-:ffiJ.tii_f\rnt I Carlsbad Oaks East Bld, f 'If9 t'=.!3.16'1fs I PLAN FILE NO. Rcl't,:f· fl.ftalf1!i!rfijADE. ETC.) ~~11ecT & Malcomb DESIGN STRENGTH I sot:iJl518'e¥fG§tate Nai ~fl:t_lEE~onsulting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) lfEm~&L<:c>SI~tl!~~ting Golden State Nail Co. round H8:LH~ IW.f'.f!:i~~K head screw type 2-1/8 inches ~~an Testing Laboratories X 1.35 inch nails .ttuu~·J..m:r .u'li:>.l:".c.1..,TION 3-18-97 Visually inspected all areas of roof nailing around qpt. pads-sky lights and of the filed. ''-"'All nailing areas has been installed as per plans & s.pecif ications. References & plans page S.S • .. ,f"l CLS 03-26 Signed copy on ~,,.1,/ ~ ~1~ IZt...e file. Bob McElheny CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. .. -· ~~)E~tsp~/,(&Jt B--·A--97 t._'n: ott°EPORT REGISTER NUMBER Wyman Testing Laboratories , (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NOT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ::fflflgDRf&ker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING March 21 ,~7 §W~R c;R ieRtsitt.tmu, Carlsbad Oaks East Bld il~~ tE~1~«fs I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC.) ~CHITECT & M l mb are a co DESIGN STRENGTH I SOURCE OR MFGR. ~i_iiEEe:onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) !{INERAL ~NTR.tCTOR t • eno on racing ASTM A36, A572 grade 50 st~Re~OING REPORTED WORK Epoxy C-100 ~tman Testing Laboratories E718 & E7Tl procedures FIELD WELDING INSPECTION 3-21-97 STRUCTURAL WELDING & ANCHOR BOLT EPOXY Welders Certification: AWS Dl.1 Type of Welds: -,~ Fillet Base Metal: A36 Filler Metal: SMAW with E7018 Monitored set up of beam to embeds mezzanine level. RFI from structural engineer typical detail for field fix misaligned holes beam to shear plate dated #53, weld 1/4 fillet all the way around 3-21-97 plate. Welding being performed at grids C25/2-25 W26x50. W16x26, E 4/2 W24x68 & W16x26, Checked welds for correct size, length, and location. Monitored the drilling of 12" & 6" holes & blown clean prior of Hilti epoxy C-100 per detail 12/SDl panel 66, 67. to the placement CLS 03-26 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Dave Lockhart SIGNATURE OF REGIS I ERED INsPEcTol~ . . bAT{o~ REPORT REGISTER NUMBER -':'?)_:_ .. -.... 1::...:. .. ;<;w·:-tt,,;.·, . .... ~ .;.. : Wyman ~ -~]E Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL . 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT D OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~f:igDRfoker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING March 21 1'!}7 §WiER f;R ~RfS~!~, Carlsbad Oaks East Bld t~G9 ~!:161f 5 I PLAN FILE NO. eca~gm~PE, GRADE, ETC.) tQ:CHITECT & M l mb are a co DESIGN STRENGTH I SOU~E OR MFGR. uperior 1K'ElilEE~onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) iENERAL <ctTRiCTOR t , eno on racing wNst it'ING REPORTED WORK -~~an Testing Laboratories CONCRETE INSPECTION 3-18-97 Inspected the placement and consolidation of 180 cubic yards of concrete@ pour strip on lines 2.6,3,N,7,J,46, and M-4. Took 2 sets of cylinders from set 1 J-5. Concrete was supplied by Superior Ready Mix, ticket #304615, truck #406. Work completed in accordance with approved plans and specifications. "' *Set 2 truck #342, ticket #304622, @ pour strip 2.6-H. ~LS 03-26 Signed copy on file. Brett Alblinger CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. SIGNATURE OF REGisiERED INSPEcTol~ . DATE oi-l~EPORT REGISTER NUMBER Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING D NDT INSPECTOR OF O REINFORCED MASONRY 0 D/B ANCHORAGE ztff§DRf>8ker Avenue East, Carlsbad N(96-209 I FOR WEEK l ENDING March 14 CONSTR. MAT'l (TYPE, GRADE, ETC.) DESIGN STRENGTH I SOURCE OR MFGR. DESCRIBE MAT'l (MIX DESIGN, RE-BAR GRADE & MFGR.) A36 E71T-8, E71T-11 I PLAN FILE NO. ~CHITECT& M l mb ware a co ~li'EEE:onsul ting Struct. Eng. G.,ENERAL CONTR6CTOR t , .1:<.eno 1..:om:.rac ing CPNl.R. DQJNG REPORTED WORK M. • .t<.. 'J.'J.mner ~~an Testing Laboratories FIELD WELDING INSPECTION 3-13-97 1 welder· 0 SHOTCRETE D OTHER Visually inspected joint fit up and welding of the following roof connections: ~ Knee brace angle irons on line 5@ K to N, line 4@ J to N, line 3@ B to D and D.9 to J, line 2@ C to F. per detail 6/SD3. Welding joist to girder, joist to joist, joist to wall, and joist to beam per details 3,5, 7/SD3, and 1/SD6. Line 2@ B.3 to c, line 3@ E.6 to F.5. Observed certified welder for proper procedures and techniques • CLS . ,. ' ... ~ .. "·'•-, . . ...~ ..... copy on file. CERTIFICATioN OF COMPLIANCE Carl Schmidt I -HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS .,,..,,.,.w .. o;; '-'r ""'"'''"~"W 11,.,, ~"''-" ' 0 OTRERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & ., -7 /..7 <Z ~ ' S,/? SPECIFICATIONS. AND APPLICABLE SECTIONS. --~~ -;-· _,, ._7 r v . ··bATE OF REPORr RE rm NUMBER -__ ..__1,.._,1-· ·-~----.... ---"'--'-·---. ·' ~--• ·--·-~ •. ~· ·-· ' -·--• --. . . .. -..•• -.... - Wyman Testing Laboratories (619) 675-0270 / COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/8 ANCHORAGE ~f§D~6ker Avenue East, Carlsbad N(96-2Q9 I FOR WEEK ENDING March 14 1'97 §WttcER &R 'ERf~\il'ttl'in, Carlsbad Oaks East Bld1 t:a~ rf~1f61fs I PLAN FILE NO. CONSTR. MAT'L (TYPE. GRADE, ETC.) w,cHITECT& M l rob are a co DESIGN STRENGTH I SOURCE OR MFGR. ~'rEE<:onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) ':roNERAL '{gNTRtCTOR t , eno on racing A36 rf.:if · D'¥f:rrfisPORTED WORK • • i er E71T-8 'wtman Testing Laboratories FIELD WELDING INSPECTION 3-12-97 Visually inspected joint fit up and welding of roof framing at the following locations: Welding purYin at wall per detail 17/SD3 on line 2.5 from F.6 to J and line 3 from J.2 to M.2. Welding knife plate to W24x68 per detail 11/SD3. Observed certified welder for proper procedures and techniques. .. . ~ ·-:--. • • ,· 'j. ...½ ... "-. . ,·1·t,l ................. .. \. ' CLS/ 0 3-~ 1 7(, · . .... ....,.,,,; ~ . '• ::~ Signed copy on file. Carl Schmidt ;I ~ .t.:...... .• ,· ... ·. .. , ---- "·'-..... ~~-CERTIFICATl~N OF COMPLIANCE c~_,%;d' -A· I HEREBY CERTIFY-THAT. I.HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS .;,1-.,,~,...1v1«: Ut-l<C'='l~lc1<C'-' 11'1::>t-'&9 ·OTHERWISE NOTtD {HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & <:~3-/2-9) ~c SPECIFICATIONS. AND AP_PLICABLE SECTIONS. · DATE Of-l<i:1-'0Rl REGl:Sli:I~ NUMBER -~-~-~--~-----~--., ____ _ Wyman Testing Laboratories (619) 675-0270 - COVERING WORK PERFORMED WHICH 0 REINFOR_CED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT D OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ftff§D'l58ker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING March 14 197 . gwiERf;R eRi8~1:Mfu, Carlsbad Oaks East Bldi rBL:8~ G"J3ff lgcfs I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE. ETC.) ~CHITECT& M l mb are a co DESIGN STRENGTH I SOURCE OR MFGR. ~~EEf!onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) rtNERAL <aNTRtCTOR t , eno on racing A36 ~TR. DOl~EreRTElr W~ r erra •• i e E71T-11, E71T-8 ~an Testing Laboratories FIELD WELDING INSPECTION 3-11-97 Sierra=2 welders·, M.R. Timber=l welder M.R. Timber-Visually ~nspected joint fit up and welding of roof connections at the following: line"4 from J to N, line 3 from K to C, line 2 from C to E.5, line 1 from B.4 to E.5 per details 7/SD3, 5/SD3, 2/SD3, and IB 38, also welding truss seats on 3 @ D.8 per IB 02. Sierra-Welding full penetration connections on line 2 @ F.3 and line 1@ E.7 mezzanine level per 6/SDS, W27x94 to two Wl4x132 columns. !welding shear clips to embedded plates at 2.5 @ F.7, H.7 @ 2.5, J.4 @ 3, M.1 @ 3, N @ 3.7 per 17/SD.4 at roof elevation welding beam W12x19 to angle clip at line 3 @ J.2 per IB43~ .. . ' I•,~"'-.... ~--~~~ • .._,.,__,.t,,1,..._\1' ··---~---. -~-: ". •, ¼ " CLS . ;' ·1 03-17 : . :/ Signed copy on file. Carl Schmidt , ;t:,: -_....., .. . . -. ~ . CERTIFICATION OF COMPLIANCE ~~~/ -~- :!..HEREBY CERTIFY THAT I HAVE' INSPECTED' ALL OF THE ABOVE REPORTED WORK. UNLESS '" ~1'-='l"l"'IVl<C Vt' l'(C:\,;71.:>ICl<CV 11".)fCVIUI< ~<;t'z_ REGISTER NUMBER ----~--·· _.._._,,___. --·· __ ,,__,._;,.. __ -. ~ Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING D NDT INSPECTOR OF O REINFORCED MASONRY 0 D/B ANCHORAGE ~f~Dl<fbker Avenue East, Carlsbad NcgG-209 I FOR WEEK ENDING March 14 CONSTR. MAT'L (TYPE. GRADE. ETC.) DESIGN STRENGTH I SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) A36 E71T-11, E71T-8 I PLAN FILE NO. ~BCHITECT& M l mb ware a co 'K't¥EE~onsul ting Struct. Eng. G.j:NERAL c;.oNTR('ClOR t • Keno L:on-crac ing CP")TR. DOIN1U<EP.0RTEQ..WO~K bJ.erra1~.K. ~imoer ~yman Testing Laboratories FIELD WELDING INSPECTION 3-10-97 Sierra=2 welders,· M.R. Timber=l welder M.R. Timber-The following roof connections were inspected: Joist to girder line sffK to N north half per detail 5/SD3. Truss to truss line 5 and 6-J to N per detail 5/SD3 1/4x3x10 plate. Nailer plates to girder on lines 5 and 4-M.4 to N per 1/SD3, IB38. . 0 SHOTCRETE D OTHER Sierra-Visually inspected joint fit up and welding of shear clip to embedded · plate at W12x19 on lir.t'e 1 @ E. 6 per detail 17 /SD4. Welding 3 / 4" plate to W21x44 on line 3 @ D.8 per 7/SD3, IB 02. Observed certified welders for proper welding procedures and techniques. CLS 03-17. _, ... > .,. Sig~ed copy on file. , ' CERTIFICATION _OF COMPl,IANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL Of THE: ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WQijK.TO'COM,PLY WITH THE APPROVED PLAl_'JS ~--. SPECIFICATIONS, AND APPLICABLE SECSTIONS. \ \ \_,,.~ ........... ~-· \:i \1\I" _..,.-\ .1 )._!.!---~"" \ . ___,.. ... .....,_,. Carl Schmi~ ;:>11.;>NAIUl<t: vr-l<t:,,,,.,11:1~1:u 11'11.:,r't:~I~ .3-/o--9, eoVz • , DAIE oF REPoia REGistrn NUMBER -----~._'_s...!....~ .... ~ • • • , .• _ _..._, ·~.-.. ---~-·-·-.. __ . • ·-.... • • •• --·--.... ---...... -••• '· -:;::-,_ :·:·:: :} ,'.'•' ::7:;-/ .::::·;) Wyman Testing Laboratories (619) 675-0270 "' COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE 2~f§D't56ker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING March 14 197 gwr1,rt;R (!'fiJECT NAME romium, Carlsbad Oaks East Bld1 JBL~1} f;E_!!tj_l~ I PLAN FILE NO. CONSTR. MAT'L (TYPE. GRADE, ETC.) ~CHITECT& M l mb are a co DESIGN STRENGTH I SOURCE OR MFGR. ~~EEE:onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) !{iNERAL caNTR~CTOR t • eno on racing 3000 PSI Concrete rf1:R. w1~c'<:8'cof~~J~oRK Mix #3033500 'w~an Testing Laboratories A615 rebar CONCRETE INSPECTION 3-8-97 Placement of 3000 PSI cpncrete slab for truck ramps at lines A to B.5 from 7 to 60' south of 7. -r, Lines K.5 to L.5 from 7 to 60' south of 7. Verified rebar placement for size, spacing, Consolidation by mechanical vibration • laps, clearance, and coverage. .,. ,;:si. - -•. -..... _,.,.,...;:..t,• .. ....._ •. ¥-. -,. -~ .,..... -- ., CLS 03-17 =--·-~ -. . Signed copy on file. Carl Schmidt --_/'7 ' , I \'",. CERTIFICATION OF COMPLIANCE (~-V.L '.efi, "~ t ' . . '-. ' ~., . ' ' I HEREBY-CERTIFY THAT I HAVE INSPECTED All OF THE ABOVE REPORTED WORK. UNLESS . :,1~NA1u1<c vr 1<c...,1.:,fERED "~"'Z'1S:: OJHERWISij NOTEQ I !:!f':.YE FOUND THIS WORK TO COMPLY WITH THE APPROVED Pl:ANS.&. ··~· 3-Y'-7) ~ SPEC!flCAT10Ns:"°A~D·APP,LICABLE SECTIONS. - DATE OF REPORT REGISTER ~ER --· I<,·-••• ---:'.D 1:-:::::: Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING 0 NDT INSPECTOR OF O REINFORCED MASONRY ~i~0 Rf&ker Avenue East, Carlsbad CONSTR. MAT'L (TYPE. GRADE. ETC.) DESIGN STRENGTH I SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) A36 E71T-ll 0 D/B ANCHORAGE N(96-209 IFORWEEK ENDING March 1 7 I PLAN FILE NO . .61sCHITECT& M l mb ware a co ~li'EEl:onsul ting Struct.Eng. $1:Nf;_RAL CONTRACTOR t • .tteno L:on-crac ing ~pian Testing Laboratories FIELD WELDING INSPECTION 3-8-97 2 welders 0 SHOTCRETE 0 OTHER Visually inspected ~o~pt fit up and welding of the following roof framing connections: Angle iron knee brace-s for girder mid span support at line 6 from B to N, Line 5 from B to·K, line 4 _from B to J, on both north, and south side of girder. Line 3 from B to D and D.9 to J, line 2-C to c.s, llne 6-K to N, line 4-J to J.5, on south side of ~irder only. Nailer plates to girder at line 6-M.4 to N, line 3-D.9 to F.9. Joist to girder at line 5-S to N, south half,line 5-J to K north half. Observed certified welders for proper procedures & techniques • ... -.... _.,..~"-..--,. .. --. -.... ----.,. . ..~ ;;! .. -' •••• ,• .. ...._ ..... _....;,.,.. __ .-4\-~ -:·. -- , ' CLS 03-i7 -. ' Signed copy on file.· ' CERTIFICATION OF COMPLIANCE ....... ~ ... ..., .. w-·.-··.• _., . ...,.....,,, ' ,, I Carl Schmidt .-7 -~ I HEREBY CERTIFY THAT f HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. -UNl£SS __ OTHERWISE NOTED .I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED 'PLANS & -SPECIFICATIONS, AND APPLICABLE SECTIONS. --- Wyman Testing Laboratories (619) 675-0270 - COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~f~R~oker Avenue East, Carlsbad NC96-209 I FOR WEEK ENDING March 7 197 ~W"l;fR ~ ~B.-fS~1~, Carlsbad Oaks East Bld itfgg (;'~i:rm I PLAN FILE NO. CONSTR. MAT'L (TYPE. GRADE, ETC.) ~CHITECT & M l rob are a co DESIGN STRENGTH I SOURCE OR MFGR. 1I<'fli!EE~onsul ting Struct. Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) lt~rfeL 'c'Sift'r~~ting A36 ~T¥i_9tfl'::,Ge1:f?ORTED WORK E71T-11 1wtman Testing Laboratories FIELD WELDING INSPECTION 3-7-97 1 welder Visually inspected joint fit up and welding of roof connections at the following locations: l'f'ne 6 & 7, J to N per details 1,2,3,7,6. Certified welders were observed for proper welding procedures and techniques. , ,~ - . ,---.ef.~~~~~~ lr:1 ~ li U tn i1Pl CLS' 03-...·12-·----i·f,,jh Signed copy on file. Carl Schmidt ! . 1 iii' Ii ' ' ' _, - '. ff·;;;; h. f f:j}1'f:ERpflS.TION OF COMPLIANCE ' : . ~..., I HEREBt CERTIFY THAT I HAVE INSPE~ED ALL OF THE ABOVE REPORTED WORK.~UNLESS OTHERWJSE...NGJED,J:!:iAV-E-f-GUND THI~ WORK TO COMPLY WITH THE APPROVED.PLANS & c__~~t?' --~. SPrCIFICATIONS. _jf'j_l?.f}PPLIC~~LE_ SEQTIONS. _, .... ..:.-_ · .. :: , • ~~~~~~ . . SIGNAlUl~I: Of Rl:(:;ISTEREO INSPl:CTOR 3-"'?-97 ~~(., DATE OF REPORT REGISTER NUMBER -~------~ -----· Wyman Testing Laboratories~~;.·:: -·''\·~ (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT O0THER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~i~Rfoker Avenue East, Carlsbad NC96-209 I FOR WEEK ENDING March 7 197 ~w~R ~ PeB.wnt1'\1'ni, Carlsbad Oaks East Bld t'w ie!!."f1G'lfu I PLAN FILE NO. CONSTR. MAT'L CTYPE, GRADE, ETC.) ,WCHITECT & M l mb are a co DESIGN STRENGTH I SOURCE OR MFGR. ~rlfE~OnSUl ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN. RE·BAR GRADE & MFGR.) ~NERAL caNTRtCTOR t • eno on racing 3000 PSI Concrete n>Nr, 'I:5'1ra REPO£TED W~I< ons rue ion Mix #3033500 ~an Testing Laboratories CONCRETE INSPECTION 3-6-97 Placement of 422 cubic yards of 3000 PSI concrete at South truck Bay slab from B.5 to F.5, and L"':1 to N. Placement from Ta:/gate and consolidation by mechanical vibration. Obtained 3 sets of cylinders. . "' ,.,. - ~--~..,-=: ··--~ fl lli f \I t \ f .--i ~ • CLS' 03..:i2___..~-1 .l~t\ Signed copy on file. Carl Schmidt . '\ l \ · 1 . \ ~ . ~ ,,. /? : . ~, \, yr~ ._1 i \ :ceRTIFlfAII0N oF coMPLIANcE CP',,,_,-~/ ~- I HEREBY·CERTIFY THAT I HAVE INSifTE ALL OF THE ABOVE REPORTED WO_RK, UNLESS c::·~9Ul<t: vr l(C\:>l.>lt:l<t:U .. ~ .. r'~U~ OTHERWISE; NOTED !.tlAYE..F-OYNEH IS RK TO COMPLY WITH THE AP.l?ROVED PLANS & 3-. sPECIFICATieNs;;ii;Nq '-'"PJICABI.£ sec!s. L--.,J\~P ,._w. _..l DATE OF REPJ -Ve.-. REGISTER NUMBER Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING D NDT INSPECTOR OF O REINFORCED MASONRY 0 D/B ANCHORAGE J~~g>REfoker Avenue East, Carlsbad N0.96-209 I FOR WEEK ENDING March 7 ~~~~AT'L CTYPE, GRADE, ETC.) Cj~''i{§ifGTH I SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) E71Tll & E71T8 Electrode (FCAW) I PLAN FILE NO. ~HITECT & M l mb ware a co Eft~E~onsulting Struct.Eng. G.e.NERAL CQNTRACTOR t , Keno 1..:om:rac ing '-Wyman Testing Laboratories FIELD WELDING INSPECTION 3-5-97 2 welders 0 SHOTCRETE D OTHER Visually inspected the?.Lfield welding of roof joist connections per details 1,2,3,7, & 18 on sheet ~D3 of the approved plans at lines 4 & 5 H to J and 3 & 4 A to G. Certified welders were observed for proper welding procedures and techniques. Completed welds unless-otherwise noted, are free of visible defects and in accordance with the approved plans and specifications. *NOTE: Pjrlin• connection at West end of panel #65A has not been welded at this time. G_LS CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY. THAn HAVE INSPECTED ·All OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE F.OUND THIS~W0RK TO COMPLY WITH THE APPROVED PLANS & SPEC:~ICATIONS, AND APPLICABLE SECTIONS.·. ,. . Ron Calkins ~G~ERED INSPEq.<;>~,. .;,? -~ -~ ."?"-73;;, ~-,. ~ V r.,~-~. ~.~.~~ ·-D/.i.lE OF REP REGislER NUMBER Wyman T~sting Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~figDRfloker Avenue East, Carlsbad NC96-209 l FOR WEEK ENDING March 7 197 sw~R f;R "c:Hro\ft1.ttlm, Carlsbad Oaks East Bldc ·JBL~ ~.!!"f1W4 I PLAN FILE NO. Eo/6f*1AT'L (TYPE. GRADE. ETC.) W.§:~~cT& Malcomb DESIGN STRENGTH I SOURCE OR MFGR. 'Kfl!leeE!onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) !(~b~L<c'tt:ft~Tg~ting ~T~'3_9tl)jGe¥1sORTED WORK 'wtman Testing Laboratories ~IELD WELDING INSPECTION 3-4-97 2 welders Visual inspection of field welding as per details following locations lifte 1,2,3,5 on sheet SD3 in the 5 to 4 from A to H line 5 to 6 from H to J approx. 46 joists installed on this date. Certified welders were observed for proper welding 'procedures and techniques. "' ·completed welds were in$pected for size, and length, location and for conformance unless otherwise noted, are free of visible defects and in accordance with the approved plans and ·specifications. ' - ··"' ~ ... ·,\ CLS 0 3 13 .-,,,-:::-~ A O \\ ! 'g o d file. Al Tomblin -ii, i •!>. • igne copy on ~ ,.,.~.,~~ ... v:.,. · \\ 1i~~~~,\\1\\ ~ ,, '),...,..}:1--CERTIFICATION OF _COMPLIANCE ~ '--:>~ _4, vi"" ~ I HEREBY CERTIFY•TFIAT I HAVE INSPE8'1'.ED ALL' OF THE ABOVE REPORTED WORK. UNLESS -''""'°''°''""" vr """"''o>lc;><c;LJ 11,,a,-c;...., IVI< -:-;-.·~OTHERWISE NOTED I HAVE FOUND fH!S WORK TO COMPLY WITH THE APP.ROVED PLANS & ... . -: ~~ _ 4 .... C\ "'\ ::_--:---'SPECIFICATIONS, AND APPLICABLE SECT_I_S.N?, -', ----DATE OF ,~EPoR1 \~ \ · .. \ ' -·· . ,,, ' ···:".'\ ,',•,',) ':-:-:: Wyman .Q .• ·. ·. ~ . Testing Laboratories (619) 675-0270 ~ COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING . 0 SHOT CRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~i~Rfbker Avenue East, Carlsbad NC96-209 I FOR WEEK ENDING March 7 1fj7 §W~R r;R FER-f'dift1tl1n, Carlsbad Oaks East Bld, .jL1f3 G9 ~.!:11~1f 4 I PLAN FILE NO • mii'1AT'L (TYPE. GRADE. ETC.) 1CHITECT & M 1 rnb are a co o/-6<;'tfo'l, NGTH I SOURCE OR MFGR. Jetlj!EE~ , onsulting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) ft.NERAL'c;NTR,tCTOR t, eno on racing NR 211 5/64 wire ~T¥~<ffORTED WORK ~~an Testing Laboratories FIELD WELDING INSPECTION 3-3-97 1 welder Visually inspected the field welding as per details 1,2,3,5 in the following locations: line 6 to T~from H to J, line 6 to 4 from A to G.5 approx. 43 joist placed on this date. Certified welders were observed for proper welding·procedures and techniques. .. Completed welds were in~pected for size, length, unless otherwise location and conformance and noted, are free of visible defects and in accordance with the approved plans and specifications. - : --,;;;· ..... ,.._,_":_ --~.. * .......... 4,- 1 :! . t ? iw, ~ t I -.. ~~---.-_· 'j ':I : ;r I• ' ---------:~~ ...... ~.: i ~-i ! 11/1'' ',1/:f CLS 03-13t' i,--t T • d copy on file. Al Tomblin ; ·~ t t ~.:t~\{, : 11 :11 Signe ·~ -· , I :,:,1 ' ' ' ~C) :' 1---.. --:-·:::-~-f!~~TION~OF COMPLIANCE _:-c ~ . I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS ... . . . "' vr . ·~ '" -' .. ,.,rn ... lUI< OTHERWISE ,NOTED. LHA VE, f=OUNG> THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPiJ6ABLE'SEeTIONS., ~-~ -°".~ DATE OF RE ORT _., .. --~'h--·· ·~~---·--.. ~·+> -· .... : ·~..L-..' ••.•• ----• --··-,_,_ ...... ~ ~ --·-_, _.,_~---'"~---· -• - Wyman Testing . Laboratories (619) 675-0270 COVERING WORK PERFORMED WHIC_H REQUIRED APPROVAL ·sv THE SPECIAL INSPECTOR OF 0 REINFORCED CONCRETE 0 PRE-STRESSED CONCRETE 0 REINFORCED MASONRY 0 FIELD WELDING 0 H. S. BOLTING [J SHOP WELDING 0 FIREPROOFING 0 NDT 0 D/B ANCHORAGE ~i~Rfbker Avenue East, Carlsbad NC96-209 I FOR WEEK ENDING March 7 ~~*'1AT'L (TYPE, GRADE, E:C.) Effl~"MffiNGTH I SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) . I PLAN FILE NO. 1:i<'E~EEe:onsul ting Struct. Eng. c..ENERAL CONTRACTOR t • .tteno t;Om::rac ing ~~an Testing Laboratories FIELD WELDING INSPECTION 3-1-97 2 welders 0 SHOTCRETE 0 OTHER Visually inspected the.field welding for joint hanger to joist and joist to girder to girder conne6tion as per detail 1,2,3 on SD-3 in the following location from line 6 to 7 from A to.H girder to girder connections line 6,5 from A to J. Certified welders were,observed for proper welding procedures and techriiques. ~ Completed welds. were inspected for size, length, location and unless otherwise noted, are free of visible defects and in accordance with the approved plans and specifications. CLS 03-13 Tomblin . -. ---~ CERTIFICATION OF, COMPLIANCE "\1 \ ~ ~ C ::__,, I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WQR~._UNLESS ~~~~ ___ rj_,mu,<c°5r ..... r~"""':JSTE,,,.,c~,<,cE't:v>ll-.. ::JSP'!,..,,..c~~,__,::m--,.--OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED Pl::ANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. : ... ~:---: ~-·\ -~;? DAlE OF REPOR -~---'-'-~...!..-•~.:..:....• --"'----~·-~~--,._!..-,1..,., ...... __ <L.._,_4~. 1 __ .... ..,,.._. __ ,~----,-I.~ Wyman Testing· Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING D NDT INSPECTOR OF O REINFORCED MASONRY 0 D/B ANCHORAGE :f~iifRfbker Avenue East, Carlsbad C,ONSTR. MAT'L (TYPE, GRADE. ETC.) J:!i/UXX o/f)GN STRENGTH I SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) NR 211 3/64 wire Ncg6-209 I FOR WEEK ENDING Feb 2 8 ld BLDG. PERMIT NO. B li:J B96-1664 I PLAN FILE NO. 6BCHITECT& M l mb ware a co ffli!EE~onsul ting Struct • Eng. ca!=NERAL C,ONTR~CTOR t , .t<eno L:on-crac ing cs:::1NTR. DOING,.REPOR1j:D WORK ::sierra ::;-ceeJ. ~!rman Testing Laboratories FIELD WELDING INSPECTION 2-28-97 1 welder 0 SHOTCRETE D OTHER Visually inspected the.,.~field welding for purlin to wall connection as per detail 7 SD. Completed'and beam to wall connection on line J@ 5.6. Welder was observed for proper welding procedures and techniques. Completed welds w~re inspected for.size, length, location and unless otherwise noted, are f~ee of visible defects and in accordance with the approved plans andrspecifications. CLS 03-04 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. ANDAPPl:ICABLE SECTIONS. Al Tomblin s1GNA101~E o!=d~EGISIEl~ED INsPEcioR ' .... ,. ..:.. ;~ . -. --o .... AT,.,..E"""'O.,...,FR""'E""'Po...,.R .... T-REGisTER NUMBER __ ...:..,__:__ .... ··-~· - S) . . Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE 2'~i~RLbker Avenue East, Carlsbad N<::g6-2Q9 I FOR WEEK ENDING Feb 28 197 'sW1R 'cf PEfi!ECT NAME rom.1.um, Carlsbad Oaks East Bld BLDG. PERMIT NO. ;:J" B96-1664 I PLAN FILE NO. CONSTR. MAT'L (TYPE. GRADE. ETC.) . ARCHITECT l mb Ware & Ma co DESIGN STRENGTH I SOURCE OR MFGR. ~GINEER , Struct.Enq. LT Consulting DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) 1:f NERAL csNTRiCTOR t , eno on rac .1.ng NR 211 5/64 wire 1:f:NTR. DOINGslPORlD WORK .1.erra ee 1fyman Testing Laboratories FIELD WELDING INSPECTION 2-27-97 1 welder Visually inspected th~~field welding of Purlin to wall connection as per detail 7 SD3 particle dompleted 2 sides only. Welder was observed for proper welding procedures and techniques. Completed welds were inspected for size, length, location and unless otherwise noted, are free of visible defects and in accordance with the approved plans andrspecifications. Rain started @ 10:00 am. requested to say on call. CLS 03-04 Signed copy on file. Al Tomblin CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & siGNATOl~E OF REGisiERED INSPEClOR SPECIFICATIONS, AND APPLICABLE SECTIONS. . DATE OF REPORT REGISTER NUMBER Wyman ~ ~ .. ::.~ : .. ~:J Testing Laboratories (619) 675-0270 _. COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT D OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE J~~f'?RLbker Avenue East, Carlsbad N°96-209 I FOR WEEK ENDING Feb 28 1'!)7 ~1R ?f P~ECT NAME romium, Carlsbad Oaks East Bld BLDG. PERMIT NO. [ B96-1664 I PLAN FILE NO. ~ST~r1T'L.(TYPE, GRADE, ETC.) ARCHITECT Ware & Malcomb Df5~1trfi<lrGTH I SOUR£6 OR MFI R. inco n ENGINEER , KLT Consulting Struct.Enq. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) ~NERAL csNTRiCTOR t , eno on racing NR211 5/64 wire C~T,R. DOI~ Ri8~TED WORK ips e ing ~yman Testing Laboratories FIELD WELDING INSPECTION 2-26-97 2 welders Visually inspected the_~field welding for panel to following areas SWl,_ SW2, completed. panel connections in the Completed all panel connection. Completed all hold connect.ions fix as per IB 30 at WP 25 (approx. 1 hour times). Certified welders were~observed for proper welding procedures and techniques. r Completed welds in location as noted above were inspected for size, length, location and unless otherwise noted, are free of visible defects and in accordance with the approved plans and specifications. Work as noted above is in accordance with approved plan's and specifications to the best of my knowledge. CLS 03-04 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS~ SPECIFICATIONS, AND APPLICABLE SECTIONS. Al Tomblin $IGNA1DRE OF l~EGISTEl~ED INSPECfOR DA1 E OF REPORT REGISTER NUMBER • --'"• ~ .. -, • _,. ___ ,.~ -'"'-T'• ... _._ --~!: ,_, _ _._ _ ___._.._~-• , __ .._, ·@:·.·. ,.. ...... . •······ ,~..:. Wyman . Testing Laboratories (619) 675-0270 .,,, COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT D OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE 1'~1~R~oker Avenue East, Carlsbad NC96-2Q9 I FOR WEEK F b 28 ENDING e 197 ~~R 'ef P(!W.fo:Mit\ffm 1 Carlsbad Oaks East Bld tf L~ 'sE.11615'4 I PLAN FILE NO. '.A_~Tg. MAT'L (TYPE, GRADE. ETC.) ,Wg',t!,r~cr & Malcomb · ~S';~GT!j 0, 0 0 0 I SOURCE OR MFGR. ~LilfE~onsulting Struct.Eng. DESCRIBE MAT't (MIX DESIGN. RE-BAR GRADE & MFGR.) ~~l'itf <c'&Wt2~~ting <sf'~a_N~£>~TfD WORK ~man Testing Laboratories FIELD WELDING INSPECTION 2-26-97 1 welder Visually inspected the~field welding for beam connection in the following location line 3 from D ;·g to F. Line J from 3 to 5. Certified welders were observed for proper welding procedures and techniques. Completed welds were i~spected for size, length, otherwise noted, ·are free of visible defects and the approved plans and specifications. CLS 03-04 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE:,INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED 1 HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. location and unless in accordance with Al Tomblin SIGNA10RE OF REG)sTERED INsPEC1OR DATE OF REPORT • . REGISfER NUMBER Wyman Testing Laboratories (619) 675-0270 ,.,, COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~~i~R~bker Avenue East, Carlsbad NC96-2Q9 I FOR WEEK ENDING Feb 28 197 <gWitR ~ PEfil:t~tti~u1:n I Carlsbad Oaks East Bld /lCWgig:!3.r'ft6's I PLAN FILE NO. jf2.~\~· MAT'L (TYPE, GRADE, ETC.) ~CHITECT & M l mb are a co '3'=~~"b"lfBNGT'7 0 , 0 0 0 I SOURCE OR MFGR. ~r;fE~onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) ,tNERAL ce,NTR:e_CTOR t • eno on racing ~NTR. DOINGg'{f'ORlfD WORK ierra ee ~an Testing Laboratories FIELD WELDING INSPECTION 2-26-97 1 welder Visually inspected the~field welding for beam connection in the following location line 3 from D.9 to F. Line J from 3 to 5. Certified welders were observed for proper welding procedures and techniques. Completed welds were in'.spected for size, length, otherwise noted, are free of visible defects and the approved plans and specifications. CLS 03-04 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED.WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITl'i THE APPROVED. PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. ' location and unless in accordance with Al Tomblin SIGNATURE OF REGISTERED INSPECToR DATE OF REPORT l~EGISTER NUMBER ....: Wyman ,,,- Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ;;ffl:f:~DRfoker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING Feb 2 8 97 ~wiER f;R 1EiH:t>:di'.ttlm, Carlsbad Oaks East Bldc t~~ ~!ff16rg'4 I PLAN FILE NO. ~ffilAT'L (TYPE, GRADE. ETC.) vf;CHITECT& M l mb are a co !y'l)lf rc;tj1(}NGTH I SOU~fRM~1rH· ft~EEE:onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) 'ffiNERAL caNTRtCTOR t • eno on racing NR211 5/64 Wire ~m. D011t!fE F.f~TED WORK ips e ing 19 volrs -~an Testing Laboratories FIELD WELDING INSPECTION 2-25-97 2 welders Visually inspected the jield welding for panel to panel hold downs and cord bar as per details 7,10,13, on SD.3 detail 9 on SD-2 detail 10,11,12,19,20. Panel to panel location as follows 40A thru 44A, 29A, 30 joist hanger @ 12 location, 1 location on SWl and SW2, hold downs 66,67, SWl, SW2 in only 4 location on .SW, SW2. Cord connection@ foll~wing panels 48 thru 52, 52A, 53. r Certified welders were observed for proper welding procedures and techniques. Compl~ted welds in location as noted above·were inspected for size, length, location and unless otherwise noted, are free of visible defects and in accordance with the approved plans and specifications. CLS 03-04 Signed copy on file. CERTIFICATION OF COMPLIANCE I :HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS ·· OTl:IERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Al Tomblin SIGNATURE Of REGlsTERED INSPECTOR . .. bATE of REPORT REGISTER NUMBER Wyman· Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF 0 REINFORCED CONCRETE 0 PRE-STRESSED CONCRETE 0 REINFORCED MASONRY 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING 0 NOT 0 D/B ANCHORAGE ~s':LC§>R~oker Avenue East, Carlsbad N096-2Q9 I FOR WEEK ENDING Feb 2 8 DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) 2-25-97 I PLAN FILE NO. AR,CHITECT & M l mb ware a co ~fE~onsul ting Struct.Eng. GeNERAL CQNTRh-CTOR t • .1:<.eno i.;on-crac ing ~an Testing Laboratories EPOXY DOWEL INSPECTION 0 SHOTCRETE 0 OTHER 1'97 Inspected the installation of epoxy dowel in the following location panels S.4 and S.5 both sides~column@ E. 75 and line 1 column ·as per IB 2.5 and panels as per IB 27. Inspected the placement of dowels for proper deptn, size, techniques, and workmanship. Holes were~cleaned by Air, epoxy was injected than bar placed as per IB 27 & 25. r Work as noted was performed as per Hilti specifications and found to be in accordance with approved plans. CLS 03-04 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE .SECTIONS. Al Tomblin sIGNA10RE oF REGISIEREDJNsE5E;cToR - DATE oF REPORT . : . ..:: REGisTER NUMBER ----~----------~ ~~---· ~~ .. Wyman '-Testing Laboratories (619) 675-0270 - COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~~i!:§'R1bker Avenue East, Carlsbad N096-2Q9 I FOR WEEK ENDING Feb 28 197 ~N&R <{f PaJ't-C6ffiAf1lfm 1 Carlsbad Oaks East-Bld BLDG5fGRMIT NO. [ B -1664 I PLAN FILE NO. ~~'i rA1s-ftf4' GRADE, ETC.) ~CHITECT are & Malcomb ~~S~GTH I SOUR_E50R MFIR. J.nco n Ef<:'f:fE'consul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) ~NERAL ceNTR'tCTOR t , eno on racing ~TR. DOI~ Ri8"TED WORK ips e ing ~yman Testing Laboratories FIELD WELDING INSPECTION 2-24-97 1 welder Visually inspected the field welding of panel to panel connection for the following panels: 32,33,34,35,36,37,37A,27,28,29. As per detail 10 on SD.3 and 18 on SD.3. Certified welder was observed for proper welding procedures and techniques. Completed welds were inspected for size, length, location and unless otherwise noted, are ffee of visible defects and in accordance with the approved plans and specifications. Work as noted above is in accordance with approved plans and specifications to the best of my knowledge. CLS 03-04 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. Al Tomblin SIGNAT@E OF REGIStERED INSPEClOR DATE OF REPORT RfGISTER N0MBfR •,.c-• .,__,__...___ ... _.__<. • __ ..... , _____ ,...,-~, .. ___ --~ -·--• _.._ -A -• Wyman _ Testing Laboratories (619) 675-0270 - COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~f~DRf;&ker Avenue East, Carlsbad N(96-2Q9 IFORWEEK F b ENDING e 21 ,97 §Wr~tR c;R 'eRf8in4ftlin, Carlsbad Oaks East Bldc f13~ sB1i1ffi I PLAN FILE NO. A~~· 1t"f'51"PE. GRADE. ETC.) W,CHITECT& M l mb are a co t;:rl&~~RE~H I SOURCE OR MFGR. itt;lj:IEE~onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) !{iNERALcaNTRtCTOR t • eno on racing 1f1cR. ~Ira REPORTE't. WORK oncre e ~an Testing Laboratories REINFORCING STEEL INSPECTION 2-21-97 Inspected the re inf orc~pg steel for foundation wall panel @ loading dock area as requested. Inspected the reinforcing steel for horizontal separation location, grade, size, type, and clearances. All-reinforcing steel placed . in accordance with approved plan's and as J.S specifications for arect as noted above. ,ii'- .. . ' -'· ··~2 ... ,~ .. ,.. --,.:t ·---,.,._ .... ;,.,.-~~ .. . '' ' 1 J f ,,f ""~, •• " . ' -ff ... .,__.,.-....... : ___ CLSiiQ2-25 -· : -~ : Signed copy on file. il rr r;, i' I -le . ' ·I ,~ ,,. CERTIFICAflON OF COMPLIANCE I H.EREB CE°RTIP(,J'li . T.1 HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED'tfil.ve FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICAllONS;,AND 'APPLICABLE SECTIONS. ... _.,.., .. ..,~~-,;;~ .• ...;,..,,,,..., ...... : . .,,,.,,. , Al Tomblin ~ -~~~ -''""'"'"IUl<t: Ul" """"'-'''-"'-'"' u,-,r.:CIUI< ~ -")._., .. :. -~.'~)::· oAlE oi: RE 1soii ,_.., ·» ••• ' -j • Wyman Testing Laboratories "(619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING 0 NDT INSPECTOR OF O REINFORCED MASONRY 0 D/8 ANCHORAGE ~f~DRfbker Avenue East, Carlsbad N'96-209 I FOR WEEK ENDING Feb 21 BLDG. PERMIT NO. Bldi·J B96-1665 I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC.) I souece OR MF~R. .1.,.1.ncoJ.n DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) ARCHITECT Ware & Malcomb "ENGINEER , KLT Consult.1.nq Struct.Ena • GENERAL CONTRACTOR , Reno Contracting C:,QNjR. DOING RE!elOl?T,ED WORK ::SK.1.p's We a..1.ng ~yman Testing Laboratories FIELD WELDING INSPECTION 2-21-97 1 welder 0 SHOTCRETE D OTHER 197 Visually inspected the field welding for panel to panel connections as per date 10 on SD-3 in the~ollowing locations: panel 13 thru 1, 64, 63, 62, 61, 60 thru 52. Certified welders were observed for proper welding procedures and techniques. Completed welds were ·inspected for size, length, location and unless otherwise noted, are free of visible defects and in accordance with the approved plans and specifications. ,_,..., . . :. • CERTIFICATIOl.'J OF COMPLIA_NCE I HEREBY CERTIFY THAfl HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE. NOTEQJ HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPEC!,_f~~~~::,t f ?.CAB~ ,~E~Tl~NS. --~~"<"~,~~~~!,. ~ . -''. f: ......_...,.,.-,,.,,.-::.'· "'-:-.. Al Tomblin ,1 I ---~ . __ .. '_....,.,_~··--·--·~-·:._._,"~·".•,• --' •. ~,,,._ ... -" .. - Wyman . Testing · Laboratories (619) 675-0270 ,,, COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~f§0 Rf&ker Avenue East, Carlsbad N(96-2Q9 I FOR WEEK ENDING Feb 21 197 §W'&ER ~R 'ERfS:rtt'.ttlln, Carlsbad Oaks East Bld1 BL~~ ~~t~'c;°_s ! I PLAN FILE NO. CONSTR. MAT'L (TYPE. GRADE. ETC.) tf.CHITECT& M l mb are a co ~17'BS!:iRENGTH 1-SOU'fE OR M;f:R, inco n 'Kfl_rlEE~onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) <_roNERAL caNTRtCTOR t , eno on racing ~7R. DOIWE F.f '&RTED WORK ips e ing W~an Testing Laboratories FIELD WELDING INSPECTION 2-20-9.7 1 welder Visually inspected th~ field welding following locations: panel to panel connection in the Panel #13,14,15,16,17,18,19,20,21,22,23. Certified welder was observed for proper welding procedures and techniques. Completed welds were inspected for size, length, location and unless otherwise noted, are fiee of visible defects the approved plans and i""specif ications. · · and in accordance with Certified welder Farrell Stiehm by lab by David Popiela ICBO #37681. #9220c date of test 7-14-94. Certified ;~::::..:::.:: ... --. -~.--"';..! .. -:_-·--~ :-....... --.... .,._ . ·, { .. i t_LS, 02-25 f-, •. ~ ·• .. ; ? .. Signed copy on file. . ....... , -~ .... ~ ... ~ ·,.. .. •' ._ . t f :t '. • \.. f -i; ' •' CERTIFICATION OF COMPLIANCE ' -,. .. ., .. '; . •' l_:liEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTEG>. WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATiONS, AND APPLICABLE SECTIONS. . t,,,,_ . ..,..," __ , ___ ~·.,.:,:£.,,,,,_ __ ._,,; : .. :~ . Al Tomblin ~~~~ SIGNATURE 01-REGISTERl:D INSPl:ClOR ~-~6 t'">:,~ <-, bAlE OF i~EP6R1 i~EGISlER NUMBER ... -... --~ -~ ,_):....._• "-·-J--<-·--·-... -.-..... _. ____ #_, .... ~ -.~···-· .• ,. •, ·---.-.· --·-·. --·-__ .. ~ ---·-------· -. ---~--. . " .. . . .... ... -. - Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE INSPECTOR OF O REINFORCED MASONRY 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING 0 NDT 0 D/B ANCHORAGE ~f'g°Rfbker.Avenue East, Carlsbad NC96-209 I FOR WEEK ENDING Feb 14 I PLAN FILE NO, P..G!CHITECT& M l mb ware a co I sou~e8RoMnFG1.R·do R. M ~~lb!EEG!. . ~s a K~~ ~onsulting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) GENERAL CONTRACTOR t , .l:{eno ~oni:.rac 1.ng Mix #365P-4000 PSI 1f'Ntt If>1NG REPORTED WORK ~~an Testing Laboratories CONCRETE INSPECTION 2-13-97 0 SHOTCRETE 0 OTHER 197 Inspected the placement and consolidation of ___ cubic yards of concrete, mix design 4/:3l55@ panels 4/=Sin-l,2,47A,48-, 52,52A,55A,53-57,65A,65- 67,S-1,S-12, & trash panels. 3 sets of four cylinders were taken Set one taken@ panel 4/:67, truck 4/:386, ticket #210528. Set 2 taken@ panel 4/=52A, truck 4/=365P, ticket 4/:127758. Slump 4 11 • Work inspected is in accordance with approved plans and specifications. r CLS 02-21 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED All OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE .NOTE0 I-HAVE FOUND THIS WORK TO COMPL V WITH THE APPROVED PLANS & SPECIFICATIONS,.AND "APPLICABLE SECTIONS. Brett Alblinger .-----7 . -~---·-··-----·----~-_. __ . ...__ . ~cJ.------·~-. l---·-~ ... ·---~ Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE INSPECTOR OF O REINFORCED MASONRY 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING 0 NDT 0 D/B ANCHORAGE 1'~i~Rfbker Avenue East, Carlsbad NC96-209 I FOR WEEK ENDING Feb 14 I PLAN FILE NO. DESIGN STRENGTH I souRJ: tR lff~~idson ~r,~E1consul ting Struct. Eng. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) #5, #8, A615 grade 60 #9, A705 Plan Date 12-6-96 2-11-97 Ga,ENERAL C,ONTRtCTOR t • .r<.eno L:on ... rac 1.ng CO!:IJTR.-J)OING_..!?EPORTli:D WORK uw .r<.e1.ni::orc1ng ~an Testing Laboratories CONCRETE INSPECTION 0 SHOTCRETE 0 OTHER Inspected the reinforcing steel installation for tilt-up panels SWl + SW2 on sheet WP6 per detail A!W pl, 11/SD6, 12-/SD2. Inspected reinforcing steel for size, grade, lap, locations, and clearances. Work inspected is in a~cordance with approved plans and specifications. r :~ ~:~:LCLJ'.ti,! : ~ l;: : •• ·:" ~t~ ·-.:·. J;}J.~' . ,' ,.J ~ ~ CLS 02-24 ·, ~-"·-· · ·:; Signed copy on file. .t . .. ~~ .. -; , . ' CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THArt HAVE INSPEGTED.ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUN.0-l}IIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABtE::s!:CTIONS:-.. Felipe Beltran ·"5· ,-.(.:. · . ... ,. ·~ ·.-.:~ -: Wyman -Testing · . ~ IIYJE Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF 0 REINFORCED CONCRETE 0 PRE-STRESSED CONCRETE 0 REINFORCED MASONRY 0 FIELD WELDING 0 H. S. BOLTING D SHOP WELDING 0 FIREPROOFING 0 NOT 0 D/B ANCHORAGE ~i!if>Rfbker Avenue East, Carlsbad Ncg6-2Q9 I FOR WEEK ENDING Feb 14 fflW-f"AT'L (TYPE. GRADE, ETC.) SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) ASTM A615 Reinforcing I PLAN FILE NO. ~~CHITECT& M l mb ware a co ~1Glt,!EEB. , KL'J: L:onsul ting Struct.Eng. ~NERALCONTR.f>,CTOR t • .t<.eno L:om:rac ing COb!TR...DOING,i<EPORTED wo~t l ~w .t<.einiorcing::; ee ~an Testing Laborat;ri~s CONCRETE INSPECTION 2-10-97 0 SHOTCRETE D OTHER Inspected the reinforcing steel installation for tilt-up panels per details on sheets WP-1, SD-2 &1$D-3 of plans with 3 dated 12-6-96 for the following panels 48,49,5O,51,52,53,54,55,55A,56,57,65,65A,66,67 dock wall panels -54,S5,S6 1 S1,sa,S11,S12, & S1s. _ Inspected reinforcing steel for size, grade, lap, 1-ocations, and clearances and unless ."'otherwise noted are in accordance with plans and specification. r *NOTE: reinforcing steel in panel #52 at left panel leg requires 6 #7 & 2 #6 bars per detail J/WPl this panel has 6 #6. l ...:..1 . l ~t1i l S G~c1Rr1§1WUbN OF COMPLIANCE I HE -EBY j::ERTIFY THAT I HAVE JN~ECT D ALL OF THE ABOVE REPORTED WORK, UNLESS OT!-RWI.., ... , ·-•i:v w,nn ,..,.,..,,~'-ia,•HIS VORK iO COMPLY WITH THE APPROVED .PLANS & SPE< IFICATIONS; AL'ff-~LICABLE1 SECT ONS. -. _. = Ron Calkins __ .-:::-;.0:.'-~. -·.-· -.-.. ·-·~--.· .·-~-.-· ... · .. -<-'°:'~ ":··,· ~--~ __ :::, Wyman Testing Laboratories (619) 675-0270 .,. COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY o· SHOP WELDING 0 D/B ANCHORAGE 1'§i~R~bker Avenue East, Carlsbad N<:gG-209 I FOR WEEK ENDING Feb 7 1g7 §W~R ~ P~ftlECT NA.ME romium, Carlsbad Oaks East Bldi BL!f3G. iR11fjO. 'J 9 -65 I PLAN FILE NO. $111l(l~et\rYPE. GRADE. ETC.) ARCHITECT M l mb Ware & a co r~RJ'f/()ST,~'-y 4 0 0 0 PSI I SOUijfE OR MFc!R'd scon i o 'KElilEE~onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) 1{iNERAL cecNTRtCTOR t , eno on racing Mix #354P-3000 PSI Jf=>N&t ?f 1NG REPORTED WORK. Mix #365P-4000 PSI ~yman Testing Laboratories CONCRETE INSPECTION 2-5-97 .,.,, Provided continuous special inspection@ concrete pour of ~ilt-up panels mix #365P concrete panels $47-41 and 1 (4000) PSI. One set of 4 cylinders taken -3-1/2 slump. (mix 354P. 3000 PSI) covered panels 59-64 and 59 slump-4" 1 ( 5) poured. All inspection completed i~ accordance with approved plans & specifications. 280 yards poured. ' . . '". ""-··- f . :, -I, ~ ... ,. " ..... ....... ~ -'..... f; : --. i . CLSt02-12 p Signed copy on file. Brett Albinger r-, ,. ·-; Ir/ it~-,.z, "ti A. I ~, ·-·--t:;-,-;"".'·---~..!~T!Fl~ATION OF COMPLIANCE ~ I ~CERTIFY_il'HAn HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNl:ESSc.. ~ 771Ul<C-..,,""''"''"'Cl<CVIIW)1'".C'-IV1< OTl:iERWI E"NOTED I RAVE.FOUND THIS WORK TO COMPLY WITH THE APPROVED Pl.ANS·&: .• : .. _, _ ? ~ 6 1 'f '\~ SPECIFICATIONS. AND APPLlCABLE-SECTIONS. ':-;'1: REGIS1ER Nu BER Ur\ ....,r-1,L;.,---....,1,, _-,.;..;:_' •.!-' -.:·c...-,..... __ ,..-.;.--.• ·--~--Z--~-,!_., -· ·-'"~---.~-·-;---- Wyman Testing· · ,8 ........... · Laboratories (619) 675-0270 ,, COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT D OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~~i~R~bker Avenue East, Carlsbad NC96-2Q9 I FOR WEEK ENDING Feb 7 ,96 ~WrtR <cf PEfrf£Mi~, Carlsbad Oaks East Bld fL93"91g!3.'1.W&s I PLAN FILE NO. CONSTR. MAT'L (TYPE. GRADE, ETC.) W£eCT & Malcomb DESIGN STRENGTH I SOURCE OR MFGR. ~~'tl=E~onsulting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) ~~J!i~L ce~Rt:'¥g'bting A615 Grade 60 Rebar· 9fNf. ~1"EJrf&fTflu~~f on ~an Testing Laboratories REBAR TEST 2-4-97 Inspected the concrete reinforcing steel installation for the following tilt up panels per plans and~specifications. Panel #41,42,43,44,44A,45,46,47,47A. Note: Panels #44A, 47A, per details L, M on WPl do not show tie size of layout Contractor installed #4 @ 6"%, this is ok per Francis K.Y. Lo per verbal conversation 2-4 at 1:40 with Reno super Carl. "' ·r CLS 02-14 SigI?-ed copy on file. Giovanni Tarantino CERTIFICATION OF COMPLIANCE SiGNAl Oi~E OF REGisTEl~ED INseEC I ol~ I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE.SECTIONS. DATE OF i~EPORt i~EGlsfER NDMBER Wyman -~ ·:-\ J ,··· Testing Laboratories . (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING 0 NDT INSPECTOR OF O REINFORCED MASONRY ~~i!:§'Rlf,Soker Avenue East, Carlsbad I SOUR§E OR MFGR. / * uperior DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) Mix #365P-4000 PSI Mix #354P-3000 PSI *Escondido N096-209 /~,fi,CHITECT M l rob ware & a co E.t-J.<,;ilNEER , KLT Consulting 0 D/B ANCHORAGE I FOR WEEK ENDING Feb 7 l PLAN FILE NO. Struct.Eng. ~NERAL CQNTRAtCTOR t , .t<.eno L:on racing ~NW. ~ING REPORTED WORK ~yman Testing Laboratories CONCRETE INSPECTION 2-3-97 0 SHOTCRETE 0 OTHER Provided continuous spepial inspection@ tilt-up slab pour panels. Mix# 365P (4000 PSI) covered panels #32A, 33-40, 40A and 37A. One set of four cylinders made. Slump 4", mix #354P (3000 PSI) included panels #24-29, and 29A. One set of cylinders made. Slump 4". . · Total yardage 310. Approx. _155 yards each. All inspection completed in accordance with the approved plans and specifications. CLS 02-12 copy on file. 1 :.,. CERTIFICATION OF COMPLIANCE 1 HEREBY CERTIFY T8AT I HAVE INSPECTED All onHE.,ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAYE FOUND THIS WORK-TO COMP.LY. WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. 1 • -· -•• ''. Brett Albinger ··---·-~-·-. .....___ .... _____ ._ ... _ Wyman Testing Laboratories (619) 675-0270 .,, COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE mf'~DRf;8ker Avenue· East, Carlsbad N~6-209 I FOR WEEK ENDING Jan 31 197 §WiER c;R ~RJECT Nk.ME Carlsbad Oaks East Bldc BLDG. PERMIT NO. ) PLAN FILE NO. romium, B96-1665 lisTI· ~1srvffr~A~-E61>) · ARCHITECT Ware & Malcomb ij1tj'ijijSTRENGTH I SOU~E OR MFGR. uperior ENGINEER , KLT Consultinq Struct.Enq. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) GENERAL CONTRACTOR , Reno Contracting tfONlR. I(OING REPORTED WORK 1w'yman Testing Laboratories CONCRETE INSPECTION 1-30-97 Visual Inspected the r.~inf orcing steel for panels as noted 25, 58 thru 63 D oc 5,10,13,14,16,17,18,. Inspected reinforcing steel for size, location. lap, clearances, type, Inspected the placement and consolidation of 632 cuqic yards in the following locations: from B.5 to A from 5 to 2.6 26 to from B.5 1 to H, Six sets of 4 cylinders molded on site for field and_lab testing results of field testing as follows: ,i"' Slump Time Location Truck Ticket 3-3/4 31 4.9 @ B.6 390 303467 4 44 4.6 @ E 338 209831 4 75 3.9 @ B9 539 303487 4-1/4 85 3.1 f 436 209847 4-1/4 90 2 @ E.1 335 303506 4-1/4 B.7 @ 2.3 406 303516 Work performed as outlined above is in accordance with the approved plans and specifications this complete slab on grade pours. ..._._,...~~-ow..;,~111xi:o:<'W'~,-,.,.;-,,..-;,c-,... ;i: fl n ,~ . i--p,;f -:1 d • ,; i ,I :i . •'8-~ ........ _..,'tt~~~~~~~ it~~, j ;~ti ' : .. :\i. I! ' tiit1 f h·U. i ' ' ;t •' f)l • ~~-~~ ... 't;. ... ,@,. .. ~1,;,~,riflp:·" : £ . ' . t/(."1.fet ~--... ~ ~.::: ·~".:... ~ CLS ,. 0·2'+ 3-,.;.: •. , ': ,, · ! Signed copy on file. _Al Tomblin /I 4--.... ........ ' ........ ~t"J-1.r,,. .. , • 'VI'~·~·:::~~~ ... }}~-..,,.~....,.__! ~ c-r--...-~ -;;~// \ CERTIFICATION OF COMPLIANCE ~ E F THE ABOVE REPORTED WORK. UNLESS I HEREBY CERTIFY THAT l HAVE INSPECT DALL 0 OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SEmlONS. .:,1-.;,1~,-..,u1<1;; -..,r DA1E OF REPOR1 ,lt:l<t:L.l_~u,_..,,· ~....,1_," I --=-~ .... ·J :-._._:: ' Wyman ~~' . ·E Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT D OTHER INSPECTOR OF 0 REINFORCED MASONRY. 0 SHOP WELDING 0 D/B ANCHORAGE ~1~R~oker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING Jan 31 ,97 SWl'/P ~ ~fif!oniirui.n, Carlsbad Oaks East Bld, ~BL1Ifu F;=E1tm ' I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC.) W~~iCT& Malcomb: DESIGN STRENGTH I SOURCE OR MFGR. ~lilEEf:onsul ting. Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) ~rf()L ~8'Wfi!~l::ting CONTR. DOING REPORTED WORK ~an Testing Laboratories u.m::>1--'!:!~LJUL~.!..1 Lll...!.'!' H: 1 ,r.ATION 1-28-97 Arrived on site for scheduled concrete inspection, concrete inspection was cancelled for unknown reasons, site. as none was on ., ,ii'- ": '•\ ··: · ..... :~-~~ -.... , -,---· -_._ ·~ . . . -·-. -.. • .. .. ·. '. .. . ' ~ -. . . . .. -. . . . . CLS 02-4 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED All OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED,I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS,cAN0-.A.PPLICABLE SECTIONS. Daniel Wyman __, r2_---?7~ --\. --,_ ..,,..- .>l~,)11-\IUl<t: UI" 1<t:-=>1wlt:l<t:U 11"->l"'t:1..,IC)f~ . / -2..~·-«;i~=: -· bATE OF REPE>RT , -REGISTER NUMBER Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT D OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~fig=>Rfoker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING Jan 31 197 $Wl};f R ~R 'cfl-f 9°~J:tl!n I Carlsbad Oaks East Bldi , BL't:3~ 6'=.!3f~t1~6'S I PLAN FILE NO. s~Wf'1AT'L (TYPE. GRADE. ETc., ~CHITECT& M l rob are a co ~re1Gi<s1:J:NGTH I SOURCE OR MFGR. r:t:::~. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) fi1NERAL ~NTR,tCTOR t , eno. on racing ASTM A615 Reinforcing ?f'1if · '.ROING Rf PORTEO WORKS t l · ein arcing ee ~½man Testing Laboratories CONCRETE INSPECTION 1-27-97 Inspected the reinforcing steel installation for tilt up panel per details on sheets WP-1, SD-2, & s~-3 of plans with&dated 11-21-96 for the following panels 1, 24,26,27,28,29A,30,31,32,32A,33,34,35,36,37,37A,38,39,40,40A,41 & 64. Inspected reinforcing steel for . grade, lap, locations, and size, clearances. ,~ Work unless otherwise noted is in accordance with plans and specifications. Note: slab dowels are missing at panels 33,37 & 41 and panel 40 needs clearance at sides of panel. Slab do0u-efs. v~1fft -c.£( A :;J- IJ ,---c II-ft I b,-r,,!!J er \ 111sp. Jct k-f2/3/97 ' --.. -~-l---.tnit· · ... ~-1 C"" ir~~~~ ...... --.. ...,,,.,l" .... ""' .. ,.,, ; sf \ il ,,! •. . . riLs ! 02'_, '3 r:.>' ~ ,:;, • • Signed copy on file. Ron Calkins r,... t -----·~-::.:' -~ ' Hh' , ... , ,; • l . . • . Ji~!' ---,CERT!~I.S~TION OF COMPLIANCE \..» lJ> : . 'lEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS c:fHERWJSE.NQTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SfECIFICATIGNs:AND?,PPl:leABLE SECTIONS. . . b 't. +1',';'.,:\f,, (~~ ¥tl~.;:~;_~ :-:: : j 1-,t-,~~~~~.~-·~ ,.-· F "' .. -___..-, ... ·.-~~,..~ .... t' ... I. &. Wyman ,:<0; : '-/ ··~; .) .. :.,;· Testing Laboratories (619) 675-0270 ,,,, COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE zgf§D'L56ker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING Jan 24 197 gwiER &R 1EBfS~.tMfu, Carlsbad Oaks East Bldc BL~~ ~~'f16~S I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC.) tfCHITECT M l mb are&, a co ,\tltjlcj1c)STRENGTH I SOU!f:E OR M~J;?d scon i o ire'rEE~ , onsulting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) f{ENERAL ~NTRtCTOR t , eno on racing Mix #365P Jf "&R. If 'ra REPORTE!t WORK oncre e ~~an Testing Laboratories CONCRETE INSPECTION 1-22-97 Visually Inspected the.,."'reinf arcing steel installation for slab on grade in area as noted line 5 to 2.6 @ A to B.5. Inspected reinforcing steel for clearances. size, grade, lap, locations, and Inspected the placement and consolidation of 111.o·cubid yards of a cement per yard in ar~as as outlined above. 2 Sets of 4 cylinders was taken from slab on grade for'."'field and lab testing results from field testing as follows. srump Time Con Temp Truck # Ticket # 4 35 61 384 303331 3-3/4 29 61 539 303339 Work performed as outlined above is in accordance with approved plan's concrete pour was cancelled @ 161.5 yard due to the chance of . rain. -·----~:;-~--~-Q~--"·"'::.;.~,..,-..,..:: .. -~~J ~i ij ff /}l }. !~ ,; • ·---::..-..., .. ~._.r~;~.._ I 1!~ ii I: ' ' • .> t.t:) j . ' t :t'j/ : ~ ) CLSi 0·1-30 " ·ii ~ ~" 1t Signed copy on file. "" Al Tomblin A ~ 1 ~-'/' ...... ~ > ' ... .. .. :..;:?~~ } ~·:~ j f · !b,:~:--.r.":''".:.l.",.~?"t~...£f~fil!CATl<;)N OF COMPLIANCE . '-~ 'v.'\ / ,,U/<._ I HEREBY CERTIFY TH!4.t(f!AVE INSPECTED ALL OF THE ABOVE REPORTED, WORK. UNLESS ,_..,""''v,<c vr "~=·~·~"~-11~.:,r-c..,..1u1< OTHERWISE.,NOJED i HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATION'S:--;,sJit5"APF1I.1C),Bt'E SECTIONS. \ -c).:l..-or\ DA1E oF l~EPoM Wyman ;0 i._:::: :_;, ... Testing Laboratories (619) 675-0270 - COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~f~DRfbker Avenue East, Carlsbad N<:g6-2Q9 I FOR WEEK ENDING Jan 2 4 ,97 §WrcR aR ieBJECT N-"ME romium, Carlsbad Oaks East Bldi BLDG. PERMIT NO. , B96-1665 I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC.) WCHITECT& M l mb are a co J.tE;lfHfBRENGTH I SOU'lf:E OR M~l<"d · scon J. o :f.ElrlEE~onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) WiNERAL <ctTR~CTOR t , enc on racing lfN&R. If 1~ REPORTE!t WORK oncre e ~~an Testing Laboratories CONCRETE INSPECTION 1-21-97 Inspected the placement and consolidation of 402 cubic yards of a 4,000 PSI • ' ? 1 rock with 6.5 sack of cement per yard. Concrete was placed for wall panels 3 thru 23. 4 sets of 4 was taken from the following panel for field and lab testing res.ul ts of field te-sting as follows. Slump Panel # Gen Temp: Time In Mixer: Water Added: 3-3/4 6 ~2 38 5 4 12 63 28 0. 4 18 63 54 0 4-1/4 23 63 28 0 Concrete was supplied by Escondido Ready Mix, Samples was taken from truck #335, 342, 406, 414. All work performed as outlined above is in accordance and specifications to the best of my knowledge. with approved plan's ~LS 01-30 Signed copy on file. ~l ..... Tombli~/J J CERTIFICATION OF COMPLIANCE ~ "'\ .,//4/__ I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS -.-~ - ""''"'/"'\IVl<IC vr l<l:=,.,11:l<l:LJ "'""' ~_,.,.,....,,. OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPl;Y Wl"n\l,JHE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. .::-. .. --~ Wyman Testing . Laboratories (619) 675-0270 ~ COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF 0 REINFORCED CONCRETE 0 PRE-STRESSED CONCRETE 0 REINFORCED MASONRY 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING D NDT 0 D/B ANCHORAGE 2~f~DRf.5bker Avenue East, Carlsbad N'-9 6-209 FOR WEEK ENDING Jan 2 4 PLAN FILE NO. ~io1;31(.r61ijNGTH SOURCE OR MFGR. ~lflEE~onsul ting Struct •Eng• DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) G.ENERAL<;ONTRACTOR t, .1:<eno t.:ontrac ing CONTR. DOING REPORTED WORK Wyman Testing Laboratories REINFORCING STEEL INSPECTION 1-20-97 0 SHOTCRETE 0 OTHER Visually Inspected the reinforcing steel installation for wall panels as noted 1 thru 10 as per?ihe approved drawings. Inspected reinforcing steel placement for size, grade, lap, type, and clearances as per details D, G, on sheet WPl and detail 7 on sheet SD3 10-SD3 All reinforcing steel placed as noted above is in accordance with approved plans and specificatioB'S to the best of my knowledge. 1 ·cERJIFICATION ·oF COMPLIA~CE -: . . I HEREBY CERTIFY THAT I Hj,._VE INSPE0'.f6e-:At:t~".'0F:iTt,1&ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE fOUND THIS WORK~JG COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPtilCABLE SECTIO&St.i::tt"~,,,-..._,: ·· · ~ --t~ .. ,..;s..o~ .. ~~~~~ ..... ":!< /-~-1? DATE oF i~EPOR1 Wyman ·-:0 ..... ".·) ·.·:·: . ~-·~ Testing Laboratories (619) 675-0270 ~ COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~-f~D!<fbker Avenue East, Carlsbad N(96-2Q9 I FOR WEEK ENDING Jan 2 4 1'j7 §W1sf R &R 'ERJECT NJ>.ME :r;omium, Carlsbad Oaks East Bld t~1> r~116"fs I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC.) 115;cHITECT& M l mb are a co ij'ij'ij~STRENGTH I SOU'lf:E OR MFG8: sconi o R/M itl;lj:IEE~onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) '.roNERAL <aNT~CTOR t , eno on racing If~R. ~I~ REPORTE't WORK oncre e ~~an Testing Laboratories CONCRETE INSPECTION 1-18-97 Visually Inspected the reinforcing steel for slab on grade as per details on sheet. .,,. Checked for size, grade, lap, locations, and clearances. All reinforcing placed is in accordance with the approved plans and specifications •. Inspected the placemen~·of 452 cubic yards of a 4000 psi 1 rock with 65 sack of cement per yard for,i"islab on grade at the following line H to N from 5 to 2.6. One set of 4 test samples was molded on site for field and lab testing results of field testing as follows: Slump Time Con Temp. 4.5 30 62 4 33 60 4-1/4 30 63 . 4-1/4 37 63 Concrete was supplied by Escondido Ready Mix, all work performed is area as noted above is in accordance with approved plans and specifications. I ' . . . · . · ... CLS 01-30 -'' Signed copy on file. ~Al_Tomblin ... ' . /J -,.,_ -· CERTIFICATION OF COMPLIANCE ~, ) ~.,~#Lt/_- I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS ,v"~ -..., --~-, .. 11:1<1:u .,.., ... ~._.,u,< OTHERWISE NOTED I HAVE--F.0UND THIS WORK TO COMPLY WITH THE APPROVED PLANS & /: /? ,,,q,1 . . . /'.~--:;·~-__ U5~;;i_~ SPECIFICATIONS. AND.~P,J:ICABLE· SECTIONS. . bA1E oF IW<dm · · -· --·" m;1s1ER ~t:R · ., 8 . . ~ .. ~-- Wyman ~ Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0.H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE :f~f~DRLbker Avenue East, Carlsbad N(96-209 I FOR WEEK ENDING Jan 17 197 §WiR c;R ~RJECT N.(>.ME Carlsbad Oaks East Bldc BLDG. PERMIT NO. I PLAN FILE NO. romium, · B96-1665 CONSTR. MAT'L (TYPE. GRADE. ETC.) ARCHITECT M l mb Ware & a co DESIGN STRENGTH I SOURCE OR MFGR. rtlilEE~ • onsulting Struct.Enq. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) f{ENERAL t?cNTR,t:CTOR t , eno on racing Rebars A615, Grade 60 Ff 1R. if 1~ REP~TED W~R!< ons rue ion 'w°yman Testing Laboratories CONCRETE INSPECTION 1-16-97 Inspected the reinforcing steel installation for Precast concrete tilt-up wall, panels #11, 12, 13~ 14, 15, 16, 17, 18, 19, 20, 21, 22, and #23 for the building in place. Inspected the rebars for size, grade, lap, location and clearances per details on the sheet Wp-1 and panels elevation for these panels on the sheets WP-2 and WP-3. ,. Work inspected is in aecordance with approved plans, structural notes and project specifications. .. - ...... ,..i. • ....... --: .J .. . .. CLS 01-21 .. Signed copy on file. Leon Veitzman .-.. ' //. ~ \ ... '-CERTIFICATION OF COM~LIANCE -......r ~ ./L I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS ...• .,,.,,,,..,,....,v,=vr .. ~..,,,.,,1:1~1:u "":"ji:ff,, OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & -;~/6..~f;;;---5. c.1t1, w. SPECIFICATIONS, AND APPLICABLE SECTIONS. ,, ... DAlt OF RE l<t:<.:>1:,,~,. NUIVlt,t:I< - ,'.{) 0) ' '·-:...:- Wyman Testing Laboratories (619) 675-0270 C6VERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT OOTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE :;ffi:f'gDRf6ker Avenue East, Carlsbad N(96-2Q9 I FOR WEEK ENDING Jan 10 197 §W'&fR (;R 'E'.8JECT N~ME . romium, Carlsbad Oaks East Bld , BL'f31} ~f'.:'''i1"6'6° 5 . I PLAN FILE NO. ~t5~· ~L (TYPE, GRADE, ETC,) wcHtTECT M l mb are & a co ij't)'ij~STRENGTH I SOU~E OR MFGR. uperior ~~EEt:!onsul ting Struct. Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) f{ENERAL~NTRtCTOR t , eno on racing Mix Design #365P CONTR. DOING REPORTED WORK . . ~yman Testing Laboratories CONCRETE TECHNICIAN INSPECTION 1-8-97 Observed the placement and consolidation of 37 cubic ·yards of concrete, in the follow,ing locations: S.0.G. A-F lines 5-7. Set 1 of 4 concrete test cylinders were taken at: Slump was 5 11 • s.o./G B@ line 6. Truck #391, Ticket #209244. Set 2 of 4 concrete teit cylinders were taken from:_ S.o.G C.S @ line 6. Slump was 4-1/211 • • Truck #407, Ticket #303042. Set 3 of 4 concrete test cylinders were taken from: S.O.G D.5 @ lines 5.5 Slump was 4-1/2 11 • Truck #388, Ticket #303059. CLS 01-16 Signed copy on file. Aar~ol~/7 CERTIFICATION OF COMPLIANCE (_,/ (_ ~'fZ ~ I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS ;:::~•vl<r:. '-''. '""7 11.,.;:,,-r;....;J<JR OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PIANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. · 1~1:Gll:ill:I~ NUMt;E:1~ ,r-";J .. ,-. . . . ···:::;;- Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE 0 FIELD WELDING 0 H. S. BOLTING 0 SHOP WELDING 0 FIREPROOFING D NOT INSPECTOR OF O REINFORCED MASONRY 0 D/B ANCHORAGE :Rff§D~bker Avenue East, Carlsbad N'96-209 IFORWEEK ENDING Jan 10 Bld, r~~ 6~Yll5ios I PLAN FILE NO. !f~~N tJ'fjlt)<tfH p s I I SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) Mi~ Design #365P #$ A615 Grade 60 A8,CHITECT & M l mb ware a co I<f~E~onsulting Struct.Eng. G.ENERAL CONTRACTOR t , .Keno <..:ontrac ing C.Of\!IR. Q,01~ REPORTED WORK .t1 be .t\ construction ~yman Testing Laboratories CONCRETE INSPECTION 1-8-97 0 SHOTCRETE D OTHER 97 Inspected the reinforcing steel installation for slab on grade at grid A to F@ line 6 to 7. Inspected reinforcing steel for size, grade, lap, location and clearances. Inspected the placement and consolidation of 370 cubic yards of concrete, mix design #365 in the following locations: slab on grade, grids A to F@ line 5 to 7. One ~et of 4 test cylinders was taken at grid B@ line 6. Slump test results 5". ,i'Concrete was supplied by Superior Ready Mix, ticket #209244, truck #391. One set of 4 test cylinders was taken at grid C.5@ line 6. Slump test results 4-1/2", concrete was supplied by San Diego Ready Mix, ticket #303047, truck #407. One set of 4 test cylinders was taken ·at grid D.5@ line 5.5. Slump test results 4-1/2". Concrete was supplied by Superior, ticket :f/:303059, truck #388. Work inspected is in accordance with the approved plans & specifications. Slumps and samples by ACI Techinican Aaron Cooley. CLS 01-21 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. Felipe Beltran , . r ~ ., '''-"'~~ .,_,r ,, ______ ,, __ n-<i,,,u ~-,-·~ okZF 1~;?-? RE~~~~~et~ -·-------------- Wyman :~ \· __ :_) Testing · :? :.::.::J Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT O0THER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~~i~R~bker Avenue East, I FOR WEEK ' Carlsbad N096-2Q9 ENDING 3 Jan 1'96 '$"'~ R ~ pai~6ffil'.'ilrn 1 Carlsbad Oaks East Bld gl~9PG~r.r lg5 I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE. ETC.) A{,fcHITECT & M l rnb are a co DESIGN STRENGTH I SOURCE OR MFGR. E~l:1_¥E't , . onsulting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR.) 1lNERAL ceNTR'f:.CTOR t , eno on racing CONTR. DOING REPORTED WORK ~yrnan Testing Laboratories . UNSCHEDULED CANCELLATION 12-31-96 Reported to the project site for the scheduled concrete inspection. Due to condit~ons outside ef our control, rain, the scheduled work was canceled without notice. No inspections were performed • .. ,I" . -..... -,..,. .. ·-'•-. ~ DMR 01-08 . : . Signed copy on file. Dani~ T,'Tornan ·;;i - . "'-, .. CERTil:ICATION OF COMPLIANCE v~~ I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS "'"''"'"-IUl<I: ur 1<1:s:,l:,iERED "'"'""'-''-'" OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. ;;:~:·:-····-r": ~ ... - -~ -~ ,#_. ·-;--~!,.:.~. '"·-,.\\..,-.,f'~. ---~----------·--·--.. -----·. ···-------·---------~ .. ------•----------------.. Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE t'8:t~0 Rf;oker Avenue East, Carlsbad NC96.-209 I FOR WEEK ENDING Dec 2 7 196 ~wr&ER &R 'eHrS~i:tim, Carlsbad Oaks East Bld ·JBL~~ S~116~ I PLAN FILE NO. Rgffff :t'o:H:ffi'ci=· tcd!?ld't~t e 1/rCHITECT& M l rnb are · a co fEG'8Nijzyij<ij'HpsI j soui~ii~M~.F:RReady Mi 1-~~EE~onsul ting Struct.Eng. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR.) <ftENERAL 'ctTRt:CTOR t • eno on racing mix design #365p wr-gR. Ff1NG REPORTED WORK --~½'man Testing Laboratories CONCRETE INSPECTION 12-26-96 Inspected the placement and consolidation of concrete, mix design #3~5P in the following locations: 608 cubic yards of F to N@ line 5 to 7. slab on grade at gri~ One set of 4 test cylinders was taken at grid H@ line 6. Slump test results 4-1/4". Concrete was s~pplied by Superior Ready Mix, ticket #123912, truck #374. One set of 4 test cylinders was taken at grid J@ line 5.1. Slump test results 4". Concrete was supplied by Superior ticket #123921, truck 437. One set of 4 test cylinders was taken at grid K.5 @ line 5.1. Slump test results 3-3/4". Concrete was supplied by Superior Ready Mix ticket #123930, truck #374 One set of 4 test cylinders was taken at grid L.5 Slump test results 4". @ line 5. Concrete was supplied by Superior Ready Mix ticket #209009, truck #531. Work inspected specifications. is in accordance with the approved plans & ~LS 01-7 Signed copy on file. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. AND APPLICABLE SECTIONS. . -:, -~-· Felipe Beltran . ' . ~ ( .:~ ~; :. l :·--~, . -j:/· /::: V\/'lMAN TES-T.ING LABORATORIES REPORT OF COMPRESSION TEST 17150 Via Del. Campo Suite 307 San Diego, CA 92127 . 1-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING. ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED · _____ L=I=N ..... C __ O=LN=--P __ R;.;.cO .... P;.,;;E=R=T-=I=E ... S _________________ _ BLDG. PERMIT NO. B961665 PLAN FILE NO. N/A . SAMPLE DATA REPORT OF [fil CONCRETE D MORTAR D GROUT D OTHER SUPPLIER SUPERIOR READY MIX PLACEMENT DATE ---~0_3_-~1~8_-~9~7 __ MIX DESCRIPTION 6.5 SK TICKET NUMBER ______ 3 __ 0=4 __ 6=1~6 __ _ MIX NUMBER 365P TIME IN MIXER -----=3;..;;0--=M=IN=---- SLUMP -------~3aa......aal_/-=2~"-----ADMIXTURE ______ P~O=Z=Z;;._ ___ _ TYPE CEMENT II AIR CONTENT -----=N_,_/=A ____ _ UNIT WEIGHT N /A DESIGN STRENGTH ----=3-=0-=o __ o ___ _ LOCATION OF PLACEMENT~ _ __,;;P~O~U=R.a--:;S-=T=R=IP~J~-~5~-;..;;6 _______________ _ SPECIAL TEST INSTRUCT!'ONS OR REMARKS ------------------REQUIRED STRENGTH(f'c) 3000 PSI AT 28 DAYS SAMPLES MADE BY B. ALBLINGER DATE RECEIVED IN LAB -~0~3-~1=9~-~9~7 __ FIELD LAB IDENTITY NO. 7 146 28 147 28 148 H 149 DATE TESTED 03-25-97 04-15-97 04-15-97 LABORATORY.DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 148,000 5230 6 X 12 28.27 171,500 6070 6 X 12 28.27 180,000 6370 -----------------------DISTRIBUTION: OWNER' ARCHITECT ENGINEER All Sampling And Testing Conducted in Accordance With ASTM Standard Designations REVIE~D BY: DATE : ' 7-rJ ?.. -.q 1 C31-91, C39-86~ C78-84, C617-87, C42-90 "i i wYMAN.TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. . 17150 Via Del Campo Suite 307 San Diego, CA 92127 1-800-487-0355 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA· CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LINCOLN PROPERTIES BLDG. PERMIT NO •. ____ B=--9--a6a..;1 __ 6_.6-=5 ______ _ PLAN FILE NO. N/A SAMPLE DATA REPORT OF IBJ CONCRETE D MORTAR D GROUT D OTHER SUPPLIER SUPERIOR READY MIX PLACEMENT DATE 03-18-97 MIX DESCRIPTION 6.5 SK TICKET NUMBER 304622 MIX NUMBER 365P TIME IN MIXER 20 MIN SLUMP 3 1 /_2" ADMIXTURE l;-POZZ TYPE CEMENT-II AIR CONTENT N/A UNIT WEIGHT N/A DESIGN STRENGTH 3000 LOCATION OF PLACEMENT,. POUR STRIP 2.6-H -------............;=-----==:;;......;:~;..._;;a------------------ S PE CI AL TEST INSTRUCT:t'oNS OR REMARKS ------------------ REQUIRED STRENGTH(f'c) 3000 PSI AT 28 DAYS SAMPLES MADE BY B. ALBLINGER DATE RECEIVED IN LAB 03-19-97 --=-aa..-.=.a'---"~-- FIELD LAB IDENTITY NO. 7 150 28 151 28 152 H 153 DATE TESTED 03-25-97 04-15-97 04-15-97 LABORATORY' DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 134,000 4740 6 X 12 28.27 159,000 5620 6 X 12 28.27 163,000 5760 ----------------------- DIST RIB UT ION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR,·CITY, SUPPLIER ~ All Sampli_ng And Testing REVIEWED BY: ,k..l·n... b") ~ & Conducted in Accordance With ASTM S~andard Designations C31-91, C39-86, C78-84, C617-87, DATE: <;42-90 ,; ~ ~S:)'?~50 Via Del Campo \·.-~·:;;~.iite 307 .. IE San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORfES ,/ REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LINCOLN PROPERTIES BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF Ll_U CONCRETE ~ . LJ MORTAR D GROUT D O'rHER SUPPLIER PRE MIX MIX DESCRIPTION ______ N=/~A _______ _ MIX N~MBER -----~3~0=3=3=5~0--=-0 ___ _ SLUMP ---------;;F-1---=1~/~4_" ____ _ TYPE CEMENT ------"N=/~A"'-------- UNIT WEIGHT ----------"N=/~A"'-------- PLACEMENT DATE ------'0~3~-~0~6~---=-9~7 __ TICKET NUMBER ----~1=1=2~32=2=--- TIME IN MIXER ----"""N'-'-/=A'------ ADMIXTURE ------=N~/A=----- ,AIR CONTENT -----"""N'-'-/=A~· ___ _ DESIGN STRENGTH ____ 3~0_0_0 ____ _ LOCATION . OF PLACEMENT ~ SOUTH TRUCK RAMPS ---------~-==-"'-=~--------------- SPEC I AL TEST INSTRUCT:r5NS OR REMARKS REQUIRED STRENGTH(f'c) 3000' PSI AT 28 DAYS SAMPLES MADE BY -----"""'C--=-._S:::;..C=H=M=I=D=T.__ DATE RECEIVED IN LAB 03-07-97 ---~--- LABORATORY DATA COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH IDENTITY NO. TESTED INCHES SQ. INCHES POUNDS PSI 7 138 03-13-97 6 X 12 28.27 60,500 2140 28 139 04-03-97 6 X 12 28.27 99,500 3520 28 140 04-03-97 6 X 12 28.27 101,500 3590 H 141 LABORATORY DATA REMARKS ------------------------ DISTRIBUTION:~~-OWNER, ARCHITECT, ENGINEER, CONTRACTOR,·CITY, SUPPLIER ~11.:~~pt~Il~-~d~i~~~tng REVIEWED BY: a.A"~ ! -I i --..... "" "Iii ! ¥ t Conducted in Accordan6e With As~k~··stalfcilfdf D~jign~tions t J . • . . •• ft .. C31-9!, C3·9,78.6,-C78-84, C617-87, C42-90 f j I\';/ f -... _,.....__,..,... ft • 't ,_ ----""""----.. -. .. ____ :_s- DATE: '7"-l'/-92 -:~: ./'1,. ,, ·· .. .. . ·I ~-,7,{'.7,}SO Via Del Campo -:.:_;.b·.:.iite 307 . C San Diego, CA.92127 . 6 1-800-487-0355 WYMAN TESTING -LABORATORfES _,, . REPORT OF COMPRESSION TEST FROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACT°ING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED -----=L=I=N=C=O=L=Na.....=P=R=O~PE=R=T=I=E=S=-----:----------------- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF l_fil CONCRETE LJ MORTAR LJ GROUT LJ O'1'.HER SUPPLIER MIX DESCRIPTION MIX NUMBER SLUMP TYPE CEMENT UNIT WEIGHT SUPERIOR READY MIX PLACEMENT DATE --------"'0~3_-~0..a..6-_9 __ 7-'--__ 5.4 SK TICKET NUMBER -----=l-=1·=2=1..a..64..a;.._ __ _ 3033500 TIME IN MIXER ----=N~/=A'------ 5, 1 / 4" ADMIXTURE N /A 'I,!--------'~=------ N./A AIR CONTENT -----=N"'-'/A==--· ___ _ N/A DESIGN STRENGTH _____ 3 __ 0 __ 0 __ 0~---- LOCATION OF PLACEMENT -~--T=R=U~C=K~B=A=Y--=S=L=AB=---.---------------- SPECIAL TEST INSTRUCTJ:t>NS OR REMARKS REQUIRED STRENGTH(f'c) 3000 PSI AT 28 DAYS SAMPLES MADE BY ______ C_._S_C_H=M~I=D=T-DATE RECEIVED IN LAB _..a..03~--0~7 __ -~9~7 __ FIELD LAB IDENTITY NO. 7 134 28 135 28 136 H 137 DATE TESTED 03-13""'.97 04-03-97 04-03-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 64,500 2280 -!5 X 12 28.27 90,000 3180 6 X 12 28.27 86,000 3040 LABORATORY DATA REMARKS------------------------ DISTRIBUTION: OWNER, ARCHITECT, ENGINEER·,-CONTRACTOR, CITY-; SUPPLIER ~ll Sampling_ And Testing REVIEWED BY: z:;z_.t"'iZAf<"'-- Conducted in Accordance With ASTM Standard.Designations DATE: C31-91, C39-8§, C78-84, C617-87, C42-90 --~·· C { , .;~~; • ·-----. ... ---1~ ~----.. _ ·--~-~~--••• ~ ~ V' DlC . /::.::\·:JS O 1a e ampo ·,::::baite 307 E s·an Diego, CA. 92127 1-800-487-0355 WYMAN TESTING LABORATORIES-:: REPORT OF COMPRESSION TEST PROJECT . CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=2~8=19a......::;L=O=K=E=R=--=A~V=EN=U=E=--=E=A=S~T~,-=C=AR=L=SB=A=·D=---,~C=AL=I=F~O=R=N=I=A=-------- CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & ~COMB/KLT CONSULTING STRUCTURAL ENGINEERING TO. BE BILLED _________ L=I=N~C-O=L=N-------=P=R=O=P=ER=T=I=E=S"------------------- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF 00 CONCRETE D MORTAR D . GROUT D 0'1'.HER SUPPLIER SUPERIOR READY MIX PLACEMENT DATE 03-06-97 MIX DESCRIPTION __ ___...;:5~-~4=--=S=K'------TICKET NUMBER 112120 MIX NUMBER -----~3~0=3=3=5=0~0 ___ _ TIME IN MIXER N/A SLUMP ---------,,,;;;4--=-3~/4~'-'-----ii=~ TYPE CEI1ENT -----=N~/=A"------ ADMIXTURE N/A AIR CONTENT N/A- UNIT WEIGHT -----=N~/=A~·------DESIGN STRENGTH 3000 LOCATION OF PLACEMENT~ TRUCK BAY SLAB --~~ ............ =--=='------------------- SPEC I AL TEST INSTRUCTrt:iNS OR REMARKS REQUIRED STRENGTH(f'c) S~LES MADE BY 3000 PSI AT 28 DAYS C. SCHMIDT DATE RECEIVED IN LAB 03-07-97 ---------- FIELD LAB IDENTITY Nb. 7 130 28 131 28 132 H 133 DATE TESTED 03-13-97 04-03-97 04-03-97 LABORATORY DATA REMARKS LABORATORY DATA DIMENSIONS TEST AREA INCHES SQ. INCHES 6 X 12 28.27 6 X 12 28.27 6 X 12 28.27 MAX LOAD POUNDS 55,500 92,000 94,000 COMPRESSIVE STRENGTH PSI 1960 3250 3320 DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR,-CITY, SUPPLIER .-.,., .. ~11 Sampling And Testing Conducted in-Accordance With :A,STM Standard De~ignations . . DATE: · C31-91, C39~~6, C78-84, C617-87, C42-90 ·~ .. . 1 7'-/Y..-92 . t)T? ~, ~ ,:e,:s,-:;:-:150 Via Del Campo .; ._._.]· ... ~t 307 ·····:.::,· •. ..J. e E .. , San Diego, CA. 92127 1-800-487-0355 WYMAN TESTING LABORATORl'ES ~ REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST· BLDG . PROJECT NO. 9 6-2 0 9 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED -----=L=I=N=C=O=L=N=--=P=R=O=P=ER=T=I=E=S:;.._ _______________ -'-__ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF IBJ CONCRETE D MORTAR D GROUT D OTHER SUPPLIER ----------~P=R=E'--=M=I=X ___ _ PLACEMENT DATE -----'0~3~-~0~1~-~9~7 __ _ MIX DESCRIPTION __ ____;5:a...;....4=---=S=K~----TICKET NUMBER ----~1=1~0~9~81--'--__ _ MIX N~MBER -----~3~0~3~35~0~0 _____ _ TIME IN MIXER ____ ...;:4'"""4'-=M=IN'-'----- SLUMP ________ 5_" ______ _ ADMIXTURE ------=N~/A=----- TYPE CEMENT II AIR CONTENT -----=N~/=A~· ___ _ UNIT WEIGHT N/A DESIGN STRENGTH ____ 3~0~0~0 ____ _ LOCATION OF PLACEMENT ... .,__---=L:::::;O=A:..:::D~I:::N.:..::G~D~O~C::.!K'------------------- SPECIAL TEST INSTRUCTfVNS OR REMARKS ------------------REQUIRED STRENGTH(f'c) 3000 PSI AT 28 DAYS SAMPLES MADE BY -----=A~--T=O=MB=L=I=N:.... DATE RECEIVED IN LAB -~03~--0~3~-~9~7 __ LABORATORY DATA COMPRESSIVE FIELD LAB IDENTITY NO. DATE TESTED DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 126 03-07-97 6 X 12 28.27 70,000 2480 27 127 03-28-97 6 X 12 28.27 95,000 3360 27 128 03-28-97 6 X 12 28.27 94,000 3320 H 129 LABORATORY DATA REMARKS _______________________ _ DISTRIBUTION: . OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER ~11 Sampling And Testing Conducted in,Accordance With ASTM St~nd~rd Desi~nations REVIEWED BY.: Ci?tl:::>Y<£.J1,,eL DATE: 1/-7-22 i C31-91, C3~~86, C78-84, C617-87, C42-90 ~· ""; r : • • ~J. • ; ~ ;-j ' f . . -.~.~: --~!~---~-~,~!: .-.:·_ .... ~ " ..... ; ·~ -... ---.. . ···-·~· ... _._. ___ . __ 1M ' -~1 0 V' D 1 C · . :tJ· >=.: l 5 ia e ampo -,·,::·::;uite 307 ~ San Diego, CA.92127 ~ 1-800-487-0355 WYMAN TE;STING LABORATORfES REPORT OF COMPRESSION TEST PROJECT -----'C=AR=L=S=B=A=D-=OAK=S:;......:;E=A=S~T=---=B=L=D=G:.....--_ PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED ----'L=I=N=C~O=L=N--=P=R=O=--PE=R=T=I=E=S"--_______________ ..;,_---'-- BLDG. PERMIT NO. .B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF lliJ CONCRETE D MORTAR D GROUT D OTHER SUPPLIER PRE MIX PLACEMENT DATE _____ 0~3~~~0~1~-~9~7 __ _ MIX DESCRIPTION -5.4 SK ____ aa....;....,;a.._aa"""'-----TICKET NUMBER ----~1=1~0~9~4=3 ___ _ M IX NUMBER ---------~3--'0~3~3=5~0~0 ___ _ TIME IN MIXER ----~3~0'----"-'M=I=N'----- SLUMP -----------~-=1~/=2_" ____ _ ADMIXTURE N/A TYPE CEMENT -----=I=I _________ _ AIR CONTENT-_____ =N~/A=-· ___ _ UNIT WEIGHT -----=N~L~A::;.._ ____ _ DESIGN STRENGTH 3000 ---~~------- LOCATION OF PLACEMENT: LOADING DOCK ---.......... -----------------------------------. ~ SPECIAL TEST INSTRUCTrONS OR REMARKS REQUIRED STRENGTH(f'c} 3000 PSI AT 28 DAYS SAMPLES MADE BY __ -----=A;....._T=--O=MB=L=I=N'--DATE RECEIVED IN LAB _..a,..Oaa...3-_0.;a..;3~-~9 ..... 7 __ FIELD LAB IDENTITY NO. 6 122 27 123 27 124 H 125 DATE TESTED 03-07-97 03-28-97 03-28-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 55,500 1960 6 X 12 28.27 85,000 3010 6 X 12 28.27 85,500 3020 LABORATORY DATA REMARKS--------------------------- DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, ~11 Sampling And Testing Conducted in Accordance With ASTM ·standard. 'Designations . . . ,. . . . REVIEWED BY: DATE: :1/:--7-92 ~31-91,· C39-8?, C_78-84, C617-87, C42-90 . . . '"'' ,"', .. l . :G£~,-~ ::·· -~ !~---.. :~-~~~--~~~'-·. -~ •,t ! .·;: . -. -~ ............ . CITY, SUPPLIER -. -;.'\ .. ··J . ·~·: •, ~· 1-31;so Via Del Campo c._..:,·,te 307 ' ..... · ;," . . IE San Diego, CA 92127 · 1-800-487-0355· WYMAN·. TESTING LABORATORfES REPORT OF COMPRESSION TEST . . PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING . . ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LINCOLN PROPERTIES BLDG. PERMIT NO. B96665 PLAN FILE NO. ---'N""'"'/'-"A=------- SAMPLE DATA REPORT OF [fil CONCRETE D MORTAR D GROUT D OTHER SUPPLIER PRE MIX PLACEMENT DATE 03-08-97 i MIX DESCRIPTION __ --:.;N~/=A _____ _ TICKET NUMBER 112933 MIX NUMBER 3033500 _____________ .......... _______ _ TIME IN MIXER N/A SLUMP ----------;:4-" ______ _ "I\ ADMIXTURE N/A TYPE CEMENT ------=I=I=--------AIR CONTENT ·N/A· UNIT WEIGHT N/A DESIGN STRENGTH 3000 LOCATION OF PLACEMENT ..._ ____ T=R=U~C=Ka.-=.B=AY ____ S~L=AB-=--S _______________ _ SPECIAL TEST INSTRUCTIONS OR REMARKS _________________ _ :::}ooo REQUIRED STRENGTH ( f 'c) 4-G-e-0--f= :r:. PSI AT 28 DAYS SAMPLES MADE BY -----~C~·-S~C=Il=M=I=D~T---DATE RECEIVED IN LAB -~03~-~l=l~-~9...,;7 __ "'-1 LABORATORY DATA COMPRESSIVE FIELD LAB · DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH IDENTITY NO. TESTED INCHES SQ. INCHES POUNDS PSI 6 142 03-14-97 6 X 12 28.27 60,500 2140 28 143 04-04-97 6 X 12 28.27 86,500 3060 28 144 04-04-97 6 X 12 28.27 90,500 3200 H 145 LABORATORY DATA REMARKS ..,.------------------.-,-~ -_----- DISTRIBUTION: OWNER. ARCHITECT ENGINEER CONTRACTOR CITY SU ' ]\11 S~pl~ng And Testing REVIEWED BY: ~~ Conducted in _Accordance With DATE: ¥-17-?7 ASTM Standard Designation~ C31-91, C39-86, C78-84, C617-87, C42-90 ~ .. ·:.-.:_; -. ~-~--..., .-... . . ·. ·-.. ', : ......... ~"... . ~ .. .. . ·.·: :·.-: ." .. .. WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST l"P.:,50 Via Pel Campo Si/de 307 San Diego, CA 92127 1-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=2~8=19 _____ L~O~K=E=R=---=A~VE=N~U~E=---'E=A=S~T~,-----C=AR=L=S~B=A=D~,.____C=AL~I=F~O=R=N=I=A---_____ _ CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED __ __,L=I=N=C~O=L=N;:._:,P=R=O~PE=R=T=I=E=S"-------'------------- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF w CONCRETE D MORTAR D GROUT D OTHER SUPPLIER ESCONDIDO READY MIX PLACEMENT DATE _______ 0~2_-=1~3--9~7-'---- MIX DESCRIPTION 6.5 SK TICKET NUMBER _____ 1_2_7_7_5_8 __ _ MIX NUMBER -----~3_6_5~P _____ _ TIME IN MIXER -----=3--=-0_M=IN,__ __ _ SLUMP ________ 4_" ______ _ ADMIXTURE ______ P~O=Z=Z;:::..._ ___ _ AIR CONTENT -----=N~/A=----- .,., TYPE CEMENT _______ I~I ________ _ UNIT WEIGHT ________ N_/=A _______ _ DESIGN STRENGTH ____ 4~0_0_0 ____ _ LOCATION OF PLACEMENT _ __,P=AN=E=L'--"#~5~-~1=2~-----------------., SPECIAL TEST INSTRUCT~ONS OR REMARKS _________________ _ REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS S~LES MADE BY B. ALBLINGER DATE RECEIVED IN LAB -~02=-~1=4~-~9~7 __ FIELD LAB IDENTITY NO. 7 118 I 28 119 28 120 ,H 121 DATE TESTED 02-20-97 03-13-97 03-13-97 LABORATORY DATA DIMENSIONS TEST AREA INCHES SQ. INCHES 6 X 12 28.27 6 X 12 28.27 6 X 12 28.27 MAX LOAD POUNDS 111,000 171,500 169,000 COMPRESSIVE STRENGTH PSI 3930 6070 5980 LABORATORY DATA REMARKS _______________________ _ DISTRIBUTI~N: OWNER, ~C-HITECT, ENGINEER, CONTRACT_OA,.CITY, SUPPLIER All Sampling And Testing }IBVIEWED BY:~ Conducted in Accordance With ASTM Standard Designations · DATE: 3-/9-97 C31-91, C39-86, C78-84, C617-87, -C42-90 1~50 Via Del Campo S:·::'->'te 307 , .. ·· San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORIES .,,. REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED ----=L=I=N=C~O=L=N--=P=R=O~PE=R=T=I=E=Sa..------------------- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF [fil CONCRETE D MORTAR D GROUT D OTHER SUPPLIER ESCONDIDO READY MIX PLACEMENT DATE 02-13-97 MIX DESCRIPTION ----"N~/~A.:-____ _ TICKET NUMBER 303852 MIX NUMBER --------~3~6=5=P _____ _ TIME IN MIXER 30 MIN SLUMP 4" ------------------ADMIXTURE POZZ .,.,, TYPE CEMENT ________ I~I ________ _ AIR CONTENT N/A UNIT WEIGHT -------'N-/~A"------DESIGN STRENGTH 4000 LOCATION OF PLACEMENT ,,._----P~AN--=--E=L___,.#=5=2=A---_________________ _ SPECIAL TEST INSTRUCTJ.ONS OR REMARKS------------"------- REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS S~PLES MADE BY B. ALBLINGER DATE RECEIVED IN LAB -~02~-~1~4~-~9~7 __ FIELD LAB IDENTITY NO. 7 114 I 28 115 28 116 H 117 DATE TESTED 0_2-20-97 03-13-97 03-13-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 130,000 4600 6 X 12 28.27 181,000 6400 6 X 12 28.27 179,500 6350 DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACT-OR, CITY, SUPPLIER _All Sampling And Testing REVIEWED BY: a2.,./~ Conducted in Accordance Witn DATE: 3 -19--97 ASTM Standard Designations C31-91, C39-86, C78-84, C617-87, C42-90 ___ .... -.I ....... --·-· ·--·-. --~, .... --~ .. -. ~ -, . •" WYMAN TESTING LABORATORIES ,,. REPORT OF COMPRESSION TEST l'."'.-... 50 Via Del Campo s-~·~.:.te 307 San Diego, CA 92127 1-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=2~81=9:a-.:L=O=K=E=R~A~VE=N=UE=-~E=A=S~T~,-"'C=A=RL=S=B=A=D;;..i...,~C=AL=I=F~O=R=N=I=A'-------- CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED __ --:L=I=N=C=O=L=N:.-=-P=R=O=P=ER=T=I=E=S~----------------- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF [fil CONCRETE D MORTAR D GROUT D OTHER SUPPLIER ESCONDIDO READY MIX PLACEMENT DATE 02-13-97 MIX DESCRIPTION 6.5 SK TICKET NUMBER ----=2=1~05=2~8;:;.._ __ _ MIX NUMBER 365P -------------TIME IN MIXER ____ ..;:::;3...:;;.0---=-:aM=IN=----- SLUMP 4" . ADMIXTURE POZZ ----------------~ ~ TYPE CEMENT . I I ---------~------AIR CONTENT -----~N~/=A=------ UN IT WEIGHT _________ N_/~A _______ _ DESIGN STRENGTH ---~4~0~0...:;;.0 ___ _ LOCATION OF PLACEMENT _ ___,P=AN=E=L:........#~6~7 __________________ _ SPECIAL TEST INSTRUCT,iONS OR REMARKS _________________ _ REQUIRED ST~ENGTH ( f 'c) 4 0 0 0 PS I AT 2 8-DAYS SA+-iPLES MADE BY B. ALBLINGER DATE RECEIVED IN LAB -=02~-~1~4~-~9~7 __ FIELD LAB IDENTITY NO. 7 110 I 28 111 28 112 H 113 DATE TESTED 02-20-97 03-13-97 03-13-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 100,000 3540 6 X 12 28.27 152,000 5380 6 X 12 28.27 152,000 5380 LABORATORY DATA REMARKS _______________________ _ DISTRIBUTION:-.. OWNER, ARCHITECT, -ENGINEER, CONTRAC.TOR, CITY,. SUPPLIER- _All Sampling And, Testing REVIEWED BY: £/--if#-== Conducted in Accordance With DATE: 3-1'1'-7'7 ASTM Standard Designations C31-91, C39-86, C78-84, C617-87, C42-90 ~ -·::·:,:-) ·.·· WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST {'8so Via Del Campo Suite 307 San Diego, CA 92127 1-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=2~8=19:a,_.:L=O=K=E=R=--=A~VE=N=U=E=-=E=A=S~T~,-=C=AR=LS=B=A=D:::..L-,~C=A=L=I=F;...::O=R=N=I=A=-------- CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LINCOLN PROPERTIES BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF (R] CONCRETE D MORTAR D GROUT D OTHER SUPPLIER ·· MIX DESCRIPTION · MIX NUMBER SLUMP TYPE CEMENT UNIT WEIGHT SUPERIOR READY MIX PLACEMENT DATE -----=0-=2~-~0=5_-~97,c_ __ 5. 4 SK TICKET NUMBER -----=3;...::0-=3-=-6=6--=-4 __ _ 3545 TIME IN MIXER -----=3;...::0-=-=M=IN=----- A" ADMIXTURE ______ ..::.;N:.;../=A=------- II AIR CONTENT -----=N~/=A~---- N/A DESIGN STRENGTH ---~3~0~0~0'--'----- LOCATION OF PLACEMENT '---~P=AN=E=L=Sc.--..:::5=9_-~6~4..s,.__=5~9 _______________ _ SPECIAL TEST INSTRUCTIONS OR REMARKS ------------------ REQUIRED STRENGTH(f'c) 3000 PSI AT 28 DAYS SAMPLES MADE BY -----=B;;..;:•-=AL=BL=I=N,__G=E=R-=--DATE RECEIVED IN LAB -=0=2-_0~7~-~9~7 __ FIELD LAB IDENTITY NO. 5 105 7 106 28 107 28 108 H 109 DATE TESTED 02-10-97 02-12-97 03-05-97 03-05-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 90,000 3180 6 X 12 28.27 112,00 3960 6 X 12 28.27 135,000 4770 6 X 12 28.27 136,000 4810 - LABORATORY DATA REMARKS _______________________ _ -DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, All Sampling And Testing : Conducted in Accordance With ASTM Standard Designations REVIEWED BY; DATE: 3-9-22 C31-91, C39-86, C78-84, C617~87, C42-90 WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST 8 ~ . . 1 -.;_:;.1s o Via De Campo Suite 307 San Diego, CA 92127 1-800-487-0355 PROJECT ____ C~AR ......... L=S~B=A=D ____ O-AK=--S _____ E~A~S~T _____ B=L~D~G __ PROJECT NO. 96-209 PROJECT ADDRESS -=2=8=1~9~L=O=K=E=R~A=VE'-=N~U=E=------=E=A=S~T~,-=CAR=L=S=B=A=D::....L...,_C=A=L=I=F~O=R=N=I=A-=------- CONTRACTOR RENO.CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED ___ L~I=N~C~O-L=N----'"P~R~O~P~E~R~T~I~E~S __________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT 9F [K] CONCRETE LJ MORTAR LJ GROUT LJ OTHER SUPPLIER -ESCONDIDO READY MIX PLACEMENT DATE 02-05-97 MIX DESCRIPTION 6.5 SK TICKET NUMBER _____ 3~0~3~6~5~8 _____ _ MIX NUMBER -----~3~6~5=P _____ _ TIME IN MIXER ----~2=5~M=I=N'-'---- SLUMP .3 1/2" ADMIXTURE POZZ TYPE CEMENT _____ I=I'-'--------AIR CONTENT -----~N~/~A'""----- UNIT WEIGHT ------'-N_/=A _______ _ DESIGN STRENGTH ____ 4_0_0_0 ____ _ LOCATION OF PLACEMENT ~ __ 4-=-1-_4~7._._~AN=D'--"'P=AN=E=L=S~l _______________ _ I'"' SPECIAL TEST INSTRUCTIONS OR REMARKS REQUIRED STRENGTH(f'c) 3000 PSI AT 28 DAYS SAMPLES MADE BY _______ B=-·~AL ........... B~L=I~N~G~E~R-DATE RECEIVED IN LAB -~0=2_-~0~7_-~9~7 __ FIELD LAB IDENTITY NO. 7 101 28 102 28 103 H 104 DATE TESTED 02-10-97 02-12-97 03-05-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 125,000 4420 6 X 12 28.27 148,000 5230 6 X 12 28.27 149,000 5270 - LABORATORY DATA REMARKS _______________________ _ DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER · All Sampling And \~Testing REVIEWED BY: ~:).h, Conducted in Accordance With DATE: 3-9-97 ASTM Standard Designations C31-91, C39-86, C78-84, C617-87, C42-90 -A ... , '·,:.• -:w ::i:·>150 Via Del Campo Suite 307 San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT ____ C=AR=L=S=B=A=D=-O=AK=S~E=A=S~T=----=B=L=D~G __ PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LINCOLN PROPERTIES BLDG. PERMIT NO. B96665 PLAN FILE NO. NIA SAMPLE DATA REPORT 9F lli] CONCRETE D MORTAR D GROUT D OTHER SUPPLIER -ESCONDIDO READY MIX PLACEMENT DATE 02-03-97 MIX DESCRIPTION ---~5~.4=---..;S~K ______ _ TICKET NUMBER _____ 3~0_3~6~1~7 _____ _ MIX NUMBER ------"'-35~4=P"--____ _ TIME IN MIXER ----~1~0-------"M~I=N _____ _ SLUMP A" ADMIXTURE N/A TYPE CEMENT _____ I=I=-------AIR CONTENT -----~N;.;..,,.....:;/A=----- UNIT WEIGHT _____ N~/A--"--------DESIGN STRENGTH ____ 3_0_0_0 ____ _ LOCATION OF PLACEMENT~_. __ P~A_N~E_L_S~2~4~-~2~9-'--'-2_9~A __________________ _ ~ SPECIAL TEST INSTRUCTIONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY B. ALBLINGER DATE RECEIVED IN LAB -~02~--0~4~-~9~7 __ FIELD LAB IDENTITY NO. 7 97 28 98 28 99 H 100 DATE TESTED 02-10-97 03-03-97 03-03-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 107,500 3800 6 X 12 28.27 145,000 5130 6 X 12 28.27 147,500 5220 - DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER All Sampling And Testi~g_ REVIEWED BY: g_ ,/~ Conducted in Accordance With ASTM Standard Designations C31-91, C39-86, C78-84, C617-87, C42-90 WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST .7)- 'i/15 O Via Del Campo Suite 307 San Diego, CA 92127 1-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=2~8=1~9~L=O=K~E=R:..:.....:A=V~E=N~U=Ea.-:E=A=S~T~,-=C=AR=L=S=B=A=D:;_,...,~C=A=L=I=F~O~R=N=I=A-=---------- CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED ----'L=I=N~C~O~L=N-----"P~R~O~P~-E=R=T=I=E=S __________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF lliJ CONCRETE D MORTAR D GROUT D OTHER SUPPLIER -ESCONDIDO READY MIX PLACEMENT DATE ------'0~2~-~0~3~-=9~7~--- MIX DESCRIPTION ___ 6~·~5a.......::S=K_,_ ___ _ TICKET NUMBER ----~3~0~3~5=9~7 ___ _ MIX NUMBER ______ 3~6=5=P=------TIME IN MIXER ----~3~0~M=I=N---__ _ SLUMP ·A" ADMIXTURE N/A TYPE CEMENT _____ I_I ______ _ AIR CONTENT -----~N~L~A;:;:..._ ___ _ UNIT WEIGHT ________ N_/~A ______ _ DESIGN STRENGTH 4000 ---------- LOCATION OF PLACEMENT~ _____ P=AN=E=L=S ____ 3~2=A='------3~3~-~4~0+·~4~0=A=,-=3~7=A---__________ _ ~ J SPECIAL TEST INSTRUCTIONS REQUIRED STRENGTH(f'c) OR REMARKS 4000 PSI AT 28 DAYS SAMPLES MADE BY _______ B=---. ~AL _____ B~L=I=N-'-'G=E=R----DATE RECEIVED IN LAB -~0=2_-~0~4_-~9~7 __ FIELD LAB IDENTITY NO. 7 93 28 94 28 95 H 96 DATE TESTED 02-10-97 03-03-97 03-03-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 115,500 4080 6 X 12 28.27 165,500 5850 6 X 12 28.27 164,500 5820 - LABORATORY DATA REMARKS ________________________ _ DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, All Sampling And Testing ·conducted in Accordance With ASTM Standard Designations REVIEWED BY: DATE: 3-9-97 C31-91, C39-86, C78-84, C617-87, C42-90 CITY, SUPPLIER •' . ~ 0 -~ :..,__~ ":--"'· • < -• a...-.-> -• ~ • • • - ·:()so Via Del Campo Suite 307 San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=2~81=9---=L=O=K=E=R~A~VE=N=U=E:a:-=E=A=S~T~,----=C=AR=L=SB=A=D~,~C=AL=I=F~O=R=N=I=A"-------- CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LI~COLN PROPERTIES ---~-~---~~------------------- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF . [_fil CONCRETE D MORTAR D GROUT D OTHER SUPPLIER ------~S~U=P=E=R=I~O=R~R=E=A=D~Y--=M=I=X~ PLACEMENT DATE 01-30-97 MIX DESCRIPTION ___ 6~·~5---=S~K----___ _ TICKET NUMBER 303516 MIX NUMBER -----~3~6~5-P _____ _ TIME IN MIXER 44 MIN SLUMP ----------~~4:.--.::1~/~4_" ____ _ ADMIXTURE POZZ TYPE CEMENT ----~I~I ________ _ AIR CONTENT N/A UNIT WEIGHT N/A DESIGN STRENGTH 4000 LOCATION OF PLACEMENT~ SLAB ON GRADE ~---~~~-----------~----------------- SPECIAL TEST INSTRUCTIONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY -----=A~·-T=O=MB=L=I=N~ DATE RECEIVED IN LAB ---~02_-_0_3~-~9-7 __ FIELD LAB IDENTITY NO. 7 89 28 90 28 91 H 92 DATE .';I:'ESTED . - 02-06-97 02-27-97 02-27-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 110,000 3890 6 X 12 28.27 172,500 6100 6 X 12 28.27 171,000 6050 - -.. ... ' -LABORATORY DATA REMARKS------------------------- DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER REVIEWED BY: £:::e~ All Sampling And Tes~ing Conducted in Accordance With DATE: · 3-7.-97 ASTM Standard Designations C31-91, C39-86, C78-84, C617-87, C42-90 ' ., WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST {:)ls 0 Via Del Campo Suite 307 San Diego, CA 92127 · 1-800-487-0355 PROJECT PROJECT ADDRESS CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED ----"L=I=N~C~O=L=N:......=P=R=O~PE=R=T=I=E=S"-------------------- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A . SAMPLE DATA REPORT OF LR1 CONCRETE D MORTAR D GROUT D OTHER SUPPLIER -SUPERIOR READY MIX PLACEMENT DATE ____ 0:;..;laa----=3;...;:0'----=9 ..... 7 __ _ MIX DESCRIPTION 6.5 SK TICKET NUMBER ----~3~0=3=5~06.c,_ __ _ MIX NUMBER ----'---~3~6-=S=P _____ _ TIME IN MIXER ____ -9_0_M_IN ___ _ SLUMP ________ 4'"-=1-/4~'-' ___ _ ADMIXTURE ------~P ..... O~Z~Z ___ _ TYPE CEMENT ____ _;::I=I'--------AIR CONTENT -----=N~/A=----- UNIT WEIGHT ------=-N~/=A:.,_ ______ _ DESIGN STRENGTH ____ 4~0~0~0:.,_ ___ _ LOCATION OF PLACEMENT --~-~S=L=AB=-~O=N:....--::G=RA=D=E ________________ _ r SPECIAL TEST INSTRUCTIONS OR REMARKS _________________ _ REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. TOMBLIN DATE RECEIVED IN LAB __ 0_2-_0_3_-_9_7 __ FIELD LAB IDENTITY NO. 7 85 28 86 28 87 H 88 DATE TESTED 02-06-97 02-27-97 02-27-97 --"' ---~ - LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 95,000 3360 6 X 12 28.27 130,000 4600 6 X 12 28.27 ·132, 000 4670 - •w • • ..; ···-~ . -C • DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER REVIEWED BY: ~~~~~:d-~~===~~ All Sampl~ng And Testing Conducted in Accordance With ASTM Standard Designations DATE: 3--7--9? C31-91, C39-86, C78-84, C617-87, C42-90 ... . ·· .• -1 ·-----~--.J.. ~~s.-., ~· ... ·:·.;: {S):50 Via Del Campo Suite 307 San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORIES '· REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=2~8=19---=L=O=K=E=R'-=AV~E=N~U=E=-"E=A=S~T~,-"-C=AR=L=SB=A=D=--<-,_C~AL~I~F~O~R~N~I_A ______ _ CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED ___ L~I-N_C~O_L~N-P_R~O~PE_R~T=I-E~S~------------------ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF . lli] CONCRETE D MORTAR D GROUT D OTHER SUPPLIER -SUPERIOR READY MIX PLACEMENT DATE 01-30-97 MIX DESCRIPTION 6.5 SK TICKET NUMBER 209847 MIX NUMBER 365P TIME IN MIXER 85 MIN SLUMP ·4 1/4" ADMIXTURE POZZ TYPE CEMENT II AIR CONTENT N/A UNIT WEIGHT N/A DESIGN STR~NGTH 4000 LOCATION OF PLACEMENT' SLAB ON GRADE )"-.,... __ -~---=-...c..=..==-=-------------------- SPECIAL TEST INSTRUCTIONS OR REMARKS ------------------ REQUIRED STRENGTH ( f 'c) 4 0 0 0 PS I AT 28 DAYS SAMPLES MADE BY A. TOMBLIN DATE RECEIVED IN LAB -~0=2-_0~3~-~9~7 __ FIELD LAB IDENTITY NO. 7 81 28 82 28 83 H 84 DATE TESTED 02-06-97 02-27-97 02-27-97 LABORATORY DATA REMARKS LABORATORY DATA DIMENSIONS TEST AREA INCHES SQ. INCHES 6 X 12 28.27 6 X 12 28.27 6 X 12 28.27 COMPRESSIVE MAX LOAD STRENGTH POUNDS PSI 109,500 3870 155,000 5480 156,000 5520 - ' .. ------------------------ DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, All Sampling And Testing Conducted in Accordance With ASTM Standard Designations REVIEWED BY: DATE: 3--7-9? C31-91, C39-86, C78-84, C617-87, C42-90 CITY, SUPPLIER .-:,,;_:_·~:,.;,,_: ___ ._~J-':.:..._.:.-•• ,:: .... :·~---.: --·· ___ ...:. .... ·_~ _._ .......... · ..... . ·,·7J·· .... ;,,::: . .... •· WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST (~)so Via Del CaIDpo suite 301 San Diego, CA 92127 1-800-487-0355 PROJECT ______ C=AR-==L=S=B=A=D ___ OAK=S ___ E=A=S~T--=B=L=D~G-PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA -------------~'----'----------~--=-----=-~-~~~~~~---------- CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED -----=L=I=N=C~O=L=N'--=P=R=O~PE=R=T=I=E=S~. _________________ _ BLDG. PERMIT NO·. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF . w CONCRETE D MORTAR D GROUT D OTHER SUPPLIER ·· SUPERIOR READY MIX PLACEMENT DATE ____ 0-1~-_3_0_-~9_7 __ _ MIX DESCRIPTION ___ 6~-~Sc....-...;;;S=K"------TICKET NUMBER ----~3~0~3~4~8~7 ___ _ MIX NUMBER -----~3~6~5=P _____ _ TIME IN MIXER ----~7~5;.......c..M=I=N'---- SLUMP ·14 II ADMIXTURE ______ N_/A ____ _ TYPE CEMENT -------=I=I"--------AIR CONTENT ______ N..._/A ____ _ UNIT WEIGHT N/A DESIGN STRE~GTH ____ 4~0~0~0 ______ _ LOCATION OF PLACEMENT " SLAB ON GRADE 3. 9 @ B. 9 /."'-· --==::;._.;;;..:,:....-=-=-:==--;;;;....:...:"---'~~------------- SPECIAL TEST INSTRUCTIONS OR REMARKS ------------------ REQUIRED STRENGTH(f'c) 4000 SAMPLES MADE BY A. TOMBLIN -----~--=-===.;._ PSI AT 28 DAYS DATE RECEIVED IN LAB LABORATORY DATA 02-03-97 COMPRESSIVE FIELD LAB IDENTITY NO. 7 77 28 78 28 79 H 80 ... DATE TESTED 02-06-97 02-27-97 02-27-97 . -. , ~-... DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 110,000 3890 6 X 12 28.27 173,500 6140 6 X 12 28.27 172,500 6100 - .... . LABORATORY DATA REMARKS------------------------- DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER All Sampling And Testing Conducted in Accordance With ASTM Standard Designations REVIEWED BY: ~~:::...::::...:::6l:z7::?:". ... a....;!2Z!!r..::;:::=--:,;:;?',~=-- DATE: 3 ... 7-97 C31-91, C39-86, C78-84, C617-87, C42-90 WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST '~ )t:-:i.s 0 Via Del Campo Suite 307 San Diego, CA 92127 l-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=2 ..... 8 ___ 19 _____ L'""'O ___ K ____ E ____ R ____ A"""'VE=N"""U~E~E-=A=S~T~,_C~AR~L~SB_A~D~, _C_AL_I-F-O_R_N_I_A ______ _ CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED __ ___,L=IN=C=O=L=N=---=P=R=O=P=ER=T=I=E=S::;._ _______________ -__ BLDG. PERMIT NO. B96665 · PLAN FILE NO. --=-------~----------N/A SAMPLE DATA REPORT .OF lK] CONCRETE D MORTAR D GROUT D OTHER SUPPLIER -ESCONDIDO READY MIX PLACEMENT DATE -----=-0~1_-=3 ....... 0-~9~7,__ __ MIX DESCRIPTION N/A TICKET NUMBER _____ 2_0_9_8_31 ___ _ MIX NUMBER 365P TIME IN MIXER _____ 4_4_M~I_N~--- SLUMP 4" ADMIXTURE ------~P~O_Z_Z ___ _ TYPE CEMENT ____ _,,I::.::I:._______ AIR CONTENT ______ N_/A ____ _ UNIT WEIGHT N /A DESIGN STRENGTH ____ 4"'--0"-'0~0:.-___ _ LOCATION OF PLACEMENT .. _ ___,S=LAB==--=O=N'----'=G=RA=D=E_4.::..:;..:. 9:;..._;@=---=B::...::•c..=6,__· ___________ _ SPECIAL TEST INSTRUCTIONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. TOMBLIN -----=------=-'==:.=-DATE RECEIVED IN LAB _ ..... 02=--0~3~-~9~7 __ FIELD LAB IDENTITY NO. 7 73 28 74 28 75 H 76 DATE TESTED 02-06-97 02-27-97 02-27-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 100,000 3540 6 X 12 28.27 142,500 5040 6·X 12 28.27 143,000 5060 ' - LABORATORY DATA REMARKS--------'----------------- DISTRIBUTION: All Sampling And Testing ·conducted.in Accordance With ASTM Standard Designations C31-91, C39-86, C78-84, C617-87, C42-90 ...... WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST ·:.05 O Via Del Campo Suite 307 San Diego, CA 92127 1-800-487-0355 PROJECT PROJECT ADDRESS CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LINCOLN PROPERTIES I BLDG. PERMIT NO. B96665 PLAN FILE NO. --~N-/,__A~---- SAMPLE DATA REPORT -OF .. [Kj CONCRETE D MORTAR D GROUT D OTHER SUPPLIER . ESCONDIDO READY MIX PLACEMENT DATE 01-30-97 MIX DESCRIPTION ___ 6~-~S _____ S~K~----TICKET NUMBER -----=3~0~3~46~7 _____ _ MIX NUMBER -----~3~6-=S=P _____ _ TIME IN MIXER -----=3-=l-"'--M=INC......--__ _ SLUMP _______ ...,,..,_,.3--=-3~/4~'-' ____ _ ADMIXTURE POZZ TYPE CEMENT II AIR CONTENT -----=N-/A=------ UNIT WEIGHT N/A DESIGN STRENGTH ____ 4~0~0~0~---- LOCATION OF PLACEMENT, SLAB ON GRADE 4.6@ E SPECIAL TEST INSTRUCT!ONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. TOMBLIN DATE RECEIVED IN LAB -~02~--0~3~--=9~7 __ FIELD LAB IDENTITY NO. 7 69 28 70 28 71 H 72 DATE TESTED 02-06-97 02-27-97 02-27-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 108,000 3820 6 X 12 28.27 167,000 5910 6 X 12 28.27 166,000 5870 - ------------------------DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER All Sampling And Testing Conducted·in Accordance With ASTM Standard Designations REVIEWED BY: DATE: . 3-7-9? C31-91, C39-86, C78~84, C617-87, C42-90. :-:7:)5 o Via Del -Campo S'ii"ite 307 San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORl"ES REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER -WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED_-_ ____,L=I=N=C=O=L=N-'----"'P=R=O=P=ER=T=I=E=S:;._ _________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF w CONCRETE D MORTAR . D GROUT D OTHER SUPPLIER SUPERIOR READY MIX PLACEMENT DATE 01-22-97 MIX DESCRIPTION ___ 6~-~5:;._,;S=K--___ _ TICKET NUMBER 303339 MIX NUMBER -----~3~6=5=P _____ _ TIME IN MIXER 29 MIN SLUMP ________ 3~3_/~4_" ___ _ ADMIXTURE N/A TYPE CEMENT ----,------I-I ______ _ AIR CONTENT N/A UNIT WEIGHT __ ____, __ N_/-A _____ _ DESIGN STRENGTH 4000 LOCATION OF-PLACEMENT ~ _ ____,S=O=G=.......,@----=B=--=-@-=5 _________________ _ SPECIAL TEST INSTRUCTf"ONS OR REMARKS ------------------ REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. TOMBLIN DATE RECEIVED IN LAB -~0=1-~2~4~-~9~7 __ FIELD LAB IDENTITY NO. 7 65 28 66 28 66 H : 68 DATE TESTED 01-29-97 02-19-97 02-19-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 125,500_ 4440 6 X 12 28.27 163,000 5760 6 X 12 28.27 16-2,000 5730 ------------------------.,, DISTRIBUTION: OWNER, ARCH!TECT, ENGINEER, -All Sampling And Testing Conducted in Accordance With ASTM Standard Designations REVIEWED BY:: DATE: C31-91, C39-86, C78-84, C617-87, C42-90 ·.·--.-~ .. -. ,.:· •.: --i50 Via Del Campo b, .. dte 307 · San Diego, CA 92127 1-800-487-0355 W.YMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED -----'L=t=N~C~O=L=N ___ P=R=O=P=ER=T=I=E=S'"------------------- BLDG. PERMIT NO. B96665 . PLAN FILE NO. N/A SAMPLE DATA REPORT OF [fil CONCRETE D MORTAR D GROUT D OTHER 01-22-97 SUPPLIER SUPERIOR READY MIX PLACEMENT DATE-----"-=-= MIX DESCRIPTION ____ 6~•;..;::5 ____ S=K.__ ___ _ MIX NUMBER -----'---~3~6=5=P _____ _ SLUMP ________ 4_" ______ _ TYPE CEMENT ----~I=I _______ _ UNIT WEIGHT _____ N_/-A _____ _ TICKET NUMBER-----=--"--=-=-==--- TIME IN MIXER----~--=-='---- ADMIXTURE ------~=----- 303331 35 MIN N/A NIA AIR CONTENT. ______ ____,_ _________ _ 4000 DESIGN STRENGTH----=-~'------ LOCATION OF PLACEMENT ..___=SO=G.:..-@==--=A=•;..;::S~AN=D--=3-=-• .:..7 ______________ _ SPECIAL TEST INSTRUCT:rbNS OR REMARKS ------------------ REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. TOMBLIN DATE RECEIVED IN LAB -~0=1-~2~4~-~9~7 __ FIELD LAB IDENTITY NO. 7 61 28 62 28 63 H 64 DATE TESTED 01-29-97 02-19-97 02-19-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 125,500 4440 6 X 12 28.27 164,500 5820 6 X 12 28.27 163,000 5760 DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER A:tl Sampling And Testing REVIEWED BY: ~/~ . . . Conducted in Accordance With DATE: ASTM Standard-Designations C31-91, Cj9-86, C78-84, C617-87, C42-90 . ,_.,,... -~~ .. .-. _ _ ... ,.~. <:... : ·. ·--. WYMAN ·TESTING LABORATORIES . - REPORT OF COMPRESSION TEST ,?T-;'.7-5 O Via Del Campo ~--~ite 307 San Diego, CA 92127 1-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG ------~---~~----PROJECT NO •. ----=9 ___ 6_-=2-"--09----__ _ PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED -----=L=I=N=C=O=L=N.:.......::.P=R=O=P=ER=T=I=E=S=-------------------- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF LR] CONCRETE D MORTAR D GROUT D OTHER SUPPLIER ESCONDIDO READY MIX PLACEMENT DATE ____ 0~1--2~1~-~9~7 __ _ MIX DESCRIPTION 6.5 SK TICKET NUMBER -----=-3 ___ 0..a..3=2~88 ______ _ TIME IN MI-XER -----=5-=-4--'M=I=N~---MIX NUMBER 365P ------------- SLUMP ________ 4_" ______ _ ADMIXTURE _______ N~/-A~---- TYPE CEMENl --------I~I""-------AIR CONTENT ______ N~/A~---- UNIT WEIGHT _______ N-/ ___ A----____ _ DESIGN STRENGTH ____ 4~0~0~0 ___ _ LOCATION OF PLACEMENT ~~-~P=AN=E=L"----"'1~8 ___________________ _ SPECIAL TEST INSTRUCTIONS OR REMARKS ---------------------- REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY -----=A~.--'T=O=MB=L=I=N-DATE RECEIVED IN LAB -~0=1-~2=2~-~9~7 __ FIELD LAB IDENTITY NO. 7 53 28 54 28 55 H 56 DATE TESTED 01-28-97 02-18-97 02-18-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 109,000 3860 6 X 12 28.27 160,000 5660 6 X 12 28.27 162,000 5730 ------------------------ DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, ~11 Sampling And Testing Conducted.in Accordance With ASTM Standard Designations REVIEWED BY: DATE: :;J,-;;;i_'f--92 C31-91, C39-861 C7~-84, C617-87, C42-90 ... ·.: •.' _:: -.... --.. -·-··- W.YMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST ~7:150 Via Del Campo s-~'.ite 307 San Diego, CA 92127 1-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED __ __,L=I=N=C=O=L=N"----"'P~R=O=P=E=RT=-=IE=S;:;_ _________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF LR] CONCRETE D MORTAR D GROUT D OTHER 01-21-97 SUPPLIER ESCONDIDO READY MIX PLACEMENT DATE----"-=-=-"- 303284 MIX DESCRIPTION 6.5 SK TICKET NUMBER ____ _;a...;;..=-=-~- MIX NUMBER 365P TIME IN MIXER -----=-~=-28 MIN SLUMP . .4" ------------------TYPE CEMENT _______ I=I---____ ___._ UNIT WEIGHT _______ N-/~A=------- ADMIXTURE N/A N/A 4000 AIR CONTENT-----=---~---- DESIGN STRENGTH----=-~------- LOCATION OF PLACEMENT ~ _ ____,P=AN=E=L=--=1=2---__________________ _ SPECIAL TEST INSTRUCTfbNS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY -----=A=·-T=-O=MB=L=I=N'---DATE RECEIVED IN LAB _____ 0=-1-.....:2=2;...-....;;9_..:;7 __ FIELD LAB IDENTITY NO. 7 49 28 50 28 51 H 52 DATE TESTED 01-28-97 02-18-97 02-18-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 125,000 4420 6 X 12 28.27 173,000 6120 6 X 12 28.27 175,000 6190 DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER ':All Sampling And Testing REVIEWED BY: ~t91"!.,,,,/~ · Conducted in Accordance With DATE : ;} ,.. ';;J.f./ .:_c; 2 ASTM St~ndard Designations C31-91, C39-86, C78-84, C617-87, C42-90 ; I ... .... .. .. .. -'8 ~ 4 •, • .. · .. ... ' ·.4:_:.-·, .. ~lS O Via Del Campo i:/,:.d..te 307 San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT -----'C=AR=L=S=B=A=D.......aa.aOAK=S----E=A=S~T=---=B=L=D~G-PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LI"NCOLN PROPERTIES BLDG. .PERMIT NO. B96665 PLAN FILE NO. SAMPLE DATA REPORT OF [fil CONCRETE D MORTAR D GROUT D OTHER SUPPLIER ESCONDIDO READY MIX PLACEMENT DATE MIX DESCRIPTION 6.5 SK TICKET NUMBER MIX NUMBER 365P TIME IN MIXER SLUMP ~ 3/4" ADMIXTURE },. TYPE CEMENT II AIR CONTENT UNIT WEIGHT N/A DESIGN STRENGTH N/A 01-21-97 303269 38 MIN N/A N/A 4000 LOCATION OF PLACEMENT ~ PANEL 6 --~~--------------------- SPECIAL TEST INSTRUCTIONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY -----=A~--T~O~MB=L=I=N'---DATE RECEIVED IN LAB -~0~1-~2=2~-~9~7 __ FIELD LAB IDENTITY NO. 7 45 28 46 28 47 H 48 DATE TESTED 01-28-97 02-18-97 02-18-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 111,000 3930 6 X 12 28.27 167,000 5910 6 X 12 28.27 169,000 5980 ------------------------ DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, All Sampling And Testing Conducted in Accordance With ASTM Standard Designations C31-91, C39-86, C78-84, C617-87, REVIEWED BY: DATE: C42-90 ,·: 17~50 Via Del Campo .·.·.,·\ S·::·::;te 307 San Diego, CA 92127 1-800-487-0355 WYMAN TESTING. LABORATORIES .,.. REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=2~8=19:.-:::L=O=K=E=R~AVE'"'--=N=U=E::......=E=A=S~T~,---C=AR=L=SB=A=D........_,~C=AL-=-I~F~O~R=N~I-A ______ _ CONTRACTOR ---~R=E=N=O:;_,_;:C=O=N=T=RA=C=T=I=N=G~------------------- ARCHITECT/ENGINEER. WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LINCOLN PROPERTIES BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF. [fil CONCRETE D MORTAR D GROUT w OTHER SUPPLIER-_____ E_S_C_O_N_D_ID_O_R_E_A_D_Y_M_I-X PLACEMENT DATE ___ _.;;0~l~-=1~8-~9~7'---- MIX DESCRIPTION ------'6~·~·5e-....=S=K'------TICKET NUMBER ----~3~0=3=2~4=1 __ _ MIX NUMBER 365P ------~------TIME IN MIXER ----~3--'-7_M=IN=---- AOMIXTURE ______ P_O_Z_Z_· ___ _ SLUMP ________ 4--=-1-/4~"-----,. TYPE CEMENT _______ I~I'---------AIR CONTENT -----=N-/A ____ _ UNIT WEIGHT _______ N_/~A _____ _ DESIGN STRENGTH ____ 4~0~0~0 ____ _ LOCATION OF PLACEMENT ~-·-~S~O-G"-'@---=M~.--'-7-=A=N=D_4-"--"-'.3 ________________ _ SPECIAL TEST INSTRUCTfONS OR REMARKS _________________ _ REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. TOMBLIN DATE RECEIVED IN LAB -~0=1-~2~0~-~9~7 __ FIELD LAB IDENTITY NO. ·6 41 27 42 27 43 H 44 DATE· TESTED 01-24-97 02-14-97 02-14-97 LABORATORY DATA REMARKS . LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 101,500 3590 6 X 12 28.27 149,000 5270 6 X 12 28.27 147,500 5220 ---------------,----------- DIST RIB UT ION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY,-SUPPLIER ;All Sampling And Testing· REVIEWE~ BY: .IR~L~ .Conducted in Accordance With DATE: ~-~0-92 ASTM Standard Designations C31-91, C39-86, c·1s-a4, C617-87, C42-90 .... r'- .... '·?)··· -:·:·:: l?-?--50 Via Del Campo S-:.\°:t.e 307 . .... S~n Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORfES . ~ REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 9 6-2 0 9 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED __ ____,L=I=N=C=O=L=N'-=P=R=OP=E=R=T=I=E=S::...-_________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA RE_PORT OE'. Llf] CONCRETE D MORTAR D GROUT p OTHER SUPPLIER ESCONDIDO READY MIX PLACEMENT DATE 01-18-97 MIX DESCRIPTION 6.5 SK TICKET NUMBER 303227 MIX NUMBER 365P TIME IN MIXER 30 MIN SLUMP 1-, 1/4" ADMIXTURE POZZ TYPE CEMENT II AIR CONTENT N/A UNIT WEIGHT N/A DESIGN STRENGTH 4000 LOCATION OF PLACEMENT_. SOG@ LINE 1.5 AND 4.7 --------------''-----=-----~----=-----'~------------- SPECIAL TEST INSTRUCTIONS OR REMARKS ------------------ REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. TOMBLIN DATE RECEIVED IN LAB -~0~1-~2~0~-~9~7 __ FIELD LAB IDENTITY NO. 6 37 27 38 27 39 H 40 DATE TESTED 01-24-97 02-14-97 02-14-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 102,000 3610 6 X 12 28.27 159,000 5620 6 X 12 28.27 161,000 5690 LABORATORY DATA REMARKS _______________________ _ J?ISTRIBUTION: OWNER, ARCHITECT, ENGINEER, ~lL' Sampling And T~sting Conducted in Accordance With ASTM Standard Designations . - REVIEWED BY: DATE: C31-91, C39-86, C78-84, C617-87, C42-90 SUPPLIER . . . . . . . : . . . . ·-~ .. --: ·1 ~j .·-:~_...,:._-~ ... ·_:_._._ --···""-- ,:·-'.\ ··.>.) ·- WYMAN TESTl"NG LABORATORIES • p • REPORT OF COMPRESSION TEST l?~.50 Via Del Campo . , • I 5~/:·~te 307 San Diego, CA 92127 1-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819. LOKER AVENUE.EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED --~L~I=N~C~O~L=N---=P~R~O-P=ER~T~I=E=S ____________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF_ Lil CONCRETE D MORTAR D GROUT D OTHER ' SUPPLIER ESCONDIDO READY MIX PLACEMENT DATE ------"0~1~-=1~8_-~97"---- MIX DESCRIPTION ___ 6_.-s_s_K ____ _ MIX NUMBER -----~3;..;:.6=5=P _____ _ SLUMP--------~"------- TYPE CEMENT _____ I_I ______ _ UNIT WEIGHT --,-----N~/=A---____ _ TICKET NUMBER ----~3;..;:.0=3=2=12==------ TIME IN MIXER ----~3..:3--=-=M=IN~--- ADMIXTURE POZZ ------~----- A IR CONTENT -----=N-/=A ____ _ DESIGN STRENGTH ---~4~0~0~0 ___ _ LOCATION OF PLACEMENT _., _....::S:a..;;O:a..a:G:;._..,,@---=L=IN=E=---=I=-->@=---==3;..;:. • ..:..7 _____________ _ SPECIAL TEST INSTRUCTrbNS REQUIRED STRENGTH(f'c) SAMPLES MADE BY OR REMARKS _________________ _ 4000 PSI AT 28 DAYS A. TOMBLIN DATE RECEIVED IN LAB -~0=1-~2~0~-~9~7 __ FIELD LAB IDENTITY NO. 6 33 27 34 27 35 H 36 DATE TESTED 01-24-97 02-14-97 02-14-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 104,500 3700 6 X 12 28.27 150,000 5310 6 X 12 28.27 148,500 5250 LABORATORY DATA REMARKS----------------,---------- DISTRIBUTION: OWNER, ARCH~TECT, ENGINEER, CONTRACTOR, ~11 Sampling And Testing Conducted in Accordance With ASTM Standard Designat'ions C31-91, C39-86, C78-84, C617-87, REVIEWED B~: DATE·: C42-90 .: .. · .'./) ..... ~~50 Via Del·campo t' -::::~7·te 3 07 i::) .... ~ San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORA-TORIES REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 "LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED ______ L=I=N~C~O=L=N;;__aa.P=R=O~PE=R=T=I=E=S=-------------------'---- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF_ [_fil CONCRETE D MORTAR D GROUT D OTHER ' SUPPLIER ESCONDIDO READY MIX PLACEMENT DATE 01-18-97 MIX DESCRIPTION 6.5 ·SK TICKET NUMBER 303199 MIX NUMBER 365P TIME IN MIXER 30 MIN SLUMP 4 1/4 11 ADMIXTURE POZZ ~-" TYPE CEMENT II AIR CONTENT N/A UNIT WEIGHT N/A DESIGN STRENGTH 4000 LOCATION OF PLACEMENT SOG@ H.5 AND 3.9 ---------------=---==--'--"'----"-=--=--'-------------------- SPECIAL TEST INSTRUCTI-ONS OR REMARKS _________________ _ REQUIRED STRENGTH(f 'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. TOMBLIN DATE RECEIVED IN LAB -~0=1-~2~0~-~9~7 __ FIELD LAB IDENTITY NO. 6 29 27 30 27 31 H 32 DATE TESTED 01-24-97 02-14--97 02-14-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 105,500 3730 6 X 12 28.27 165,000 5840 6 X 12 28.27 163,500 5780 ------------------------ DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, ~11 Sampling And ~esting Conducted in Accordance With . . . ASTM Standa_rd Designations REVIEWED BY: C31-91, C39-86, C78-84, C617-87, C42-9p . , ~ .. _: . . . ~ --.------:. . -.. ,__ :: .. -.. ·--. -.-.2) /?lso Via Del Campo suite 301 San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED __ _,L=I=N=C=O=L=N=-=P=R=O-P=ER=T=I=E=S:c__ ______________ -,-__ _ BLDG. PERMIT NO·. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF [_fil CONCRETE D MORTAR D GROUT D OTHER SUPERIOR READY MIX SUPPLIER -------'------=-=--=--c..=---a=-'=-'=----='-PLACEMENT DATE 01-08-97 6.5 SK MIX DESCRIPTION---~"'---"=-=-----TICKET NUMBER 303059 365P MIX NUMBER _____ ..=-;::-==------TIME IN MIXER 40 MIN SLUMP 4., 1/2 11 ---------------ADMIXTURE N/A TYPE CEMENT II ------'------------AIR CONTENT N/A N/A UN IT WEIGHT ____ .........,. _______ _ DESIGN STRENGTH 4000 LOCATION OF PLACEMENT~ ______ D'-------.5-----'@=-=5~·~5--=S~O~G ________________ _ SPECIAL TEST INSTRUCTIONS OR REMARKS ------------------ REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. COOLEY -----=------~=--''--DATE RECEIVED IN LAB __ O=l-_0~9~--9~7 __ FIELD LAB IDENTITY NO. 7 25 28 26 28 27 H 28 DATE TESTED 01-15-97 02-05-97 02-05-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 101,000 3570 6 X 12 28.27 148,500 5250 6 X 12 28.27 149,500 5290 LABORATORY DATA REMARKS _______________________ _ DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER All Sampling And Testing Conducted in Accordance With ASTM Standard Designations REVIEWED BY: if~-<L-l/a. DATE: ~-7-92 j C31-91, C39-86, C78-84, C617-87, C42-90 ...... ·~· .. ·.· :-·~.·: ·.:.-. ·•· .. .-·.:.·,·: ·:· .. ·.•p•'i_-,· .. ·: .. :: ..•... -... _ ..... '?) .. •. -: . · .. •::··, ?_0'1so Via Del Campo s·uite 307 San Diego, CA 92127 1-800-487-0355 WYMAN TESTING LABORATORIES . , PROJECT PROJECT ADDRESS REPORT OF COMPRESSION TEST CARLSBAD OAKS EAST BLDG PROJECT NO. 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING 96-209 ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED LINCOLN PROPERTIES BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF IX] CONCRETE D MORTAR D GROUT D OTHER SUPPLIER SUPERIOR READY MIX PLACEMENT DATE ---------'0~l~-~0~8_-~97 ____ _ MIX DESCRIPTION N/A TICKET NUMBER ----~3~0~3~04=2ca.-__ _ MIX NUMBER 365P TIME IN MIXER 48 MIN SLUMP 4 1/2" ADMIXTURE N/A .,. .. TYPE CEMENT II AIR CONTENT N/A UNIT WEIGHT N/A DESIGN STRENGTH 4000 LOCATION OF PLACEMENT SOG C.5@ 6 SPECIAL TEST INSTRUCTI-ONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. COOLEY DATE RECEIVED IN LAB 01-09-97 LABORATORY DATA COMPRESSIVE FIELD LAB DATE DIMENSIONS TEST AREA MAX LOAD STRENGTH IDENTITY NO. TESTED INCHES SQ. INCHES POUNDS PSI 7 21 01-15-97 6 X 12 28.27 118,500 4190 28 22 02-05-97 6 X 12 28.27 171,000 6050 28 23 02-05-97 6 X 12 28.27 169,500 5990 H 24 LABORATORY DATA REMARKS ------------------------DIST RIB UT ION: OWNER ARCHITECT ENGINEER CONTRACTOR CITY All Sampling And Testing REVIEWED BY: if~~ Conducted in Accordance With DATE: ;2-7-97 ASTM Standard Designations C31-91, C39-86, C78-84, C617-87, C42-90 . : : . ·.·: _ .'.:./.· ·_.· .. -.. -: .·.. . · ....... · . ': .. .• • • ·.--=.· -· •• _,. . .... -' •.• ---• '. ,• ·.:. .. .. WYMAN ·TESTING LABORATORIES REPORT OF COMPRESSION TEST --~ -:.·: .. 1so Via Del Campo s·uite 307 San Diego, CA 92127 1-800-487-0355 PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=-2 =-8 __ 19'--'"L"'-'O"""'K=E=R~A ..... VE=N=U=-E=-=E=A=S'--"T ...... ,---"C=A=-R=L ..... SB""'"'A=D___._, _C"--AL~I"'""F~O~R=N~I=A~------ CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED -----'L=I=N=C=O=L=N=-=-P=R=O=P=ER=T=I=E=S~----------------:----- BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF [Kj CONCRETE D MORTAR D GROUT D OTHER SUPPLIER SUPERIOR READY MIX PLACEMENT DATE -----=-0=1_-~0=-8-~9~7,____ __ MIX DESCRIPTION MIX NUMBER SLUMP N/A TICKET NUMBER ----=2~0=-9=24~4=----- 365P TIME IN MIXER ----~6~9-=M=IN;:.:_ __ _ 5 11 ADMIXTURE N /A ? -------~---- TYPE CEMENT UNIT WEIGHT I I AIR CONTEN_T ______ N_/A ____ _ N/A DESIGN STRENGTH ____ 4~0~0~0'-------- LOCATION OF PLACEMENT .,__S=-0=-G=-=B:a_..,@=--=6'--_________________ _ SPECIAL TEST INSTRUCTI"'ONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY A. COOLEY DATE RECEIVED IN LAB -=-0=-1-_0~9~-~9~7 __ FIELD LAB IDENTITY NO. 7 17 28 18 28 19 H 20 DATE TESTED 01-15-97 02-05-97 02-05-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES-POUNDS PSI 6 X 12 28.27 106,500 3770 6 X 12 28.27 139,500 4930 6 X 12 28.27 141,000 4990 ------------------------DISTRIBUTION: OWNER ARCHITECT ENGINEER All Sampling And Testing REVIEWED BY: . . Conducted in Accordance With DATE: :)-7-'r7 ASTM Standard Designations C31-91, C39-86, C78-84, C617-87, C42-90 _.::.·.:····· . ---.. --·· .. .-~' ·:·.:·. :·J ~·-3 llr \~1so via Del Campo Suite 307 ]E San Diego, CA 92127 1-800-487-0355 WYM.AN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT ____ C=AR=L=S=B=A=D----'O=AK=S---=E=A=S~T-=B=L~D~G-PROJECT NO. 96-209 PROJECT ADDRESS -=2~8=1~9--'L=O=K=E=R ____ A=VE--=-N~U~E'--=E=A=S~T~,~CAR=L~S~B=A~D_,_C~AL~I~F~O~R~N~I=A~------ CONTRACTOR ____ R=E=N=O __ C=O=N=T=RA=C~T~I=N~G=--------------------- ARCHITECT/ENGINEER _W=AR=Eaa.-...a&"----"-MAL==C~O=MB=---/=K=L=T_C~O=N=S~U=L=T=I=N=G"----'S~T=R=U~C~T~U~RAL=~E=N~G=I=N=E=E=R=I=N=G_ TO BE BILLED -----'L=I=N=C=O=L=N:.:._.;:;P~R=O=P=E=R=T=I=E=S __________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. ----'N'"-'-=/A=----- SAMPLE DATA REPORT OF LRJ CONCRETE D MORTAR D GROUT D OTHER SUPPLIER SUPERIOR READY MIX PLACEMENT DATE ____ 1=2=---'2=6~---'9~6~-- MIX DESCRIPTION 6.5 SK TICKET NUMBER _____ 1~2~3~9~3_0 ___ _ MIX NUMBER _____ --'3--'6~5=P _____ _ TIME IN MIXER _____ 7~0~M~I_N ___ _ SLUMP __________ 3_-~3-/4~"-----ADMIXTURE _______ N_/~A~---- ·r?' TYPE CEMENT -------'I=I _______ _ AIR CONTENT _____ """'N"'"'/"""A~---- UNIT WEIGHT ____ ____.;aN~/=A=-------DESIGN STRENGTH ____ 4~0~0~0 ______ _ LOCATION OF PLACEMENT., __ G=R=I=D=--=K.:..:•=5'---"'@-=L=I=NE=......;5;;:;...=...:. 1=----------------- SPECIAL TEST INSTRUC~dONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY -----~F~•.;._;:B=E=L=T=RA=N'--DATE RECEIVED IN LAB 12-27-97 FIELD LAB IDENTITY NO. 7 9 28 10 28 11 H 12 DATE TESTED 01-02-97 01-23-97 01-23-97 LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 95,000 3360 6 X 12 28.27 144,000 5090 6 X 12 28.27 143,500 5080 LABORATORY DATA REMARKS ________________________ _ DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, All Sampling And Testing Conducted in Accordance With ASTM Standard Designations REVIEWED BY: DATE: /---d.. CJ-CJ? C31-91, C39-86, C78-84, C617-87, C42-90 CITY, SUPPLIER . ' .., ·n ~ ·:i~1so Via Del Campo Suite 307 C San Diego, CA 92127 6 1-800-481-03ss WYM.AN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR ---~R~E=N~O-'--C_O~N~T~RA~C~T ___ I~N~G ___________________ _ ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED ___ L~I=N~C~O~L=N~P~R~O~P .... E=R=T=I=E~S __________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF w CONCRETE D MORTAR D GROUT D OTHER SUPPLIER SUPERIOR READY MIX PLACEMENT DATE ------'1=2~-~2=6~-~9~6=--- MIX DESCRIPTION 6.5 SK TICKET NUMBER ----~1=2=3~9~2~1==----- MIX NUMBER 365P TIME IN MIXER _____ 6_0_M~IN~--- SLUMP 4" ADMIXTURE N/A -f1/' TYPE CEMENT II ----~~------AIR CONTENT -----~N-/~A-=----- UN IT WEIGHT _____ N_/_A _____ _ DESIGN STRENGTH ____ 4~0~0~0~---- LOCATION OF PLACEMENT __ G~R=I=D"---J~@.....___L=I=N=Ea...-..-5"""'". ___ 1'-----______________ _ SPECIAL TEST INSTRUCT£ONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY -----~F~.;a..._.;;B=E=L=T=RAN==-DATE RECEIVED IN LAB __ 12_-_2_7_-_9_7 __ FIELD LAB IDENTITY NO. 7 5 28 6 28 7 H 8 DATE TESTED 01-02-97 01-23-97 01-23-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 103,000 3640 6 X 12 28.27 154,000 5450 6 X 12 28.27 154,000 5450 -------------------------DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, All Sampling And Testing Conducted in Accordance With ASTM Standard Designations REVIEWED BY: DATE: /-:;)..9_q7 C31-91, C39-86, C78-84, C617-87, C42-90 .--. .. : : _;. · .. :. . . :. ·. ... -. '. . . . ..... ·. . . CITY, SUPPLIER ' -~ . ~ ··.:-_:.) )Ji ::i·:i 15 O Via Del Campo Suite 307 IE San Diego, CA 92127 1-800-487-0355 WYM.AN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS -=-2~81=9'"--'-L=O=K=E=R--=A~VE=N~U=E=--'-E~A=S~T-,_C=AR~L ...... S_B_A_D __ ,~C_AL_I_F_O_R_N_I_A _____ --,-,- CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERING TO BE BILLED __ __,L=I=N=C=O=L=N=-=-P=R=O~P=ER=T=I=E=S,.__ ________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A . SAMPLE DATA REPORT OF [Rj CONCRETE D MORTAR D GROUT D OTHER SUPPLIER --------S~U=P=E=R=I~O=R ...... R=E=A=D~Y---=M=I=X~ PLACEMENT DATE ------=1 ___ 2_-=-2_6-__ 9 __ 6'---__ MIX DESCRIPTION ___ 6~-~S ______ S=K...._ ___ _ TICKET NUMBER ______ 1 ___ 2_3~9 ...... 12=---- MIX NUMBER -----~3~6~5~P _____ _ TIME IN MIXER ______ 5~5 ...... M=I=N'------- SLUMP _______ -=--"4--=1-/4~"----·e,. ADMIXTURE N/A TYPE CEMENT --------I=I...._ _____ _ AIR CONTENT -----~N~/=A ______ _ UNIT WEIGHT ________ N-/~A;.._ ____ _ DESIGN STRENGTH _____ 4~0 ...... 0~0 ___ _ LOCATION OF PLACEMENT., __ G=R=I=D""---H"---=@---=L=IN=E=--6.a-.-_______________ _ SPECIAL TEST INSTRUCT~ONS OR REMARKS REQUIRED STRENGTH(f'c) 4000 PSI AT 28 DAYS SAMPLES MADE BY F. BELTRAN DATE RECEIVED IN LAB -=12=--...... 2~7~-~9~7 __ LABORATORY DATA FIELD LAB IDENTITY NO. DATE TESTED DIMENSIONS TEST AREA INCHES SQ. INCHES 7 1 01-02-97 6 X 12 28.27 28 2 01-23-97 6 X 12 28.27 28 3 01-23-97 6 X 12 28.27 H 4 LABORATORY DATA REMARKS DI~TRIBUTION: OWNER, ARCHITECT, ENGINEER, All Sampling And Testing Conducted in Accordance With ASTM Standard Designations DATE: /-;:;;_, 9-9 7 C31-91, C39-86, C78-84, C617-87, C42-90 . . . . . : : ' ·~ COMPRESSIVE MAX LOAD STRENGTH POUNDS PSI 102,500 3630 160,000 5660 159,500 5640 CITY, SUPPLIER .. · ... · .• .. :.·.·•.,; ... ·-. : .. · .. ·. •" ... ~ ,.. ~-;['E1~~ ~~~ Del Campo San Diego, CA 92127 1-800-487-0355 WYM.AN TESTING LABORATORIES REPORT OF COMPRESSION TEST PROJECT CARLSBAD OAKS EAST BLDG PROJECT NO. 96-209 PROJECT ADDRESS 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA CONTRACTOR RENO CONTRACTING ARCHITECT/ENGINEER WARE & MALCOMB/KLT CONSULTING STRUCTURAL ENGINEERI~G TO BE BILLED _____ L=I=N=C~O=L=N'--=P=R=O=PE=R=T=I=E=S::;,_ _________________ _ BLDG. PERMIT NO. B96665 PLAN FILE NO. N/A SAMPLE DATA REPORT OF LlU CONCRETE D MORTAR D GROUT D OTHER SUPPLIER SUPERIOR READY MIX PLACEMENT DATE ---~1~2_-_2-6_-~9~6 __ _ MIX DESCRIPTION 6.5 SK TICKET NUMBER ----=2~0~9~0=09~--- MIX NUMBER 365P TIME IN MIXER _____ 4_0_M_I~N ___ _ SLUMP -------~~=A-" ______ _ ADMIXTURE ______ N__,_/A ____ _ TYPE CEMENT II AIR CONTENT ______ N_/A ____ _ UNIT WEIGHT N /A DESIGN STRENGTH ____ 4:;..;0'--'0'--'0'---___ _ LOCATION OF PLACEMENT~ __ G=R=I=D:;__::;L~·=S'--"-@-=L=I=NE=·~5=--=-'~l=---------------- SPECIAL TEST INSTRUCTI'ONS OR REMARKS REQUIRED STRENGTH ( f 'c) 4 0 0 0 PS I AT 2 8 DAYS SAMPLES MADE BY F. BELTRAN DATE RECEIVED IN LAB -=1=2-_2~7~-~9~7'--_ FIELD LAB IDENTITY NO. 7 13 28 14 28 15 H 16 DATE TESTED 01-02-97 01-23-97 01-23-97 LABORATORY DATA REMARKS LABORATORY DATA COMPRESSIVE DIMENSIONS TEST AREA MAX LOAD STRENGTH INCHES SQ. INCHES POUNDS PSI 6 X 12 28.27 122,000 4310 6 X 12 28.27 154,000 5450 6 X 12 28.27 154,500 5460 --~ - ------------------------.. DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, All Sampling And Testing . Conducted in Accordance With ASTM Standard Designations REVIEWED BY: DATE: /-::J..9-97 C31-91, C39-86, C78-84, C617-87, C42-90 CITY, SUPPLIER -0 EsGil Corporation In (partnersfiip witn government for (]Juifaing Safety DATE: 10/26/05 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 05-3262 PROJECT ADDRESS: 2819 Loker Street SET:11 PROJECT NAME: Acushnet-Loker Addition Structural Only D APPLICANT co JORIS. _=:) D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. r:gj The plans transmitted herewith will substantially comply with the jurisdiction's building codes wher:i minor deficiencies identified below are resolved and checked by building department stat:f. D The plans transmitted herewith have significant deficiencies identified on the ehclosed 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: r: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: TelephW'ne #: Date contacted: (by: ) ax #: Mail Telephone Fax In Person ~ ~ REMARKS: City to approve the special insP, n program and the request for partial building construction form. By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/19 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 tT J A,·, 1; EsGil\ Corporation In <Partnersliip witli <]011emment for <Bui{aing Safety DATE: 9/28/05 JURISDICTION: City of Carlsbad PLAN CHECKNO.: 05-3262 PROJECT ADDRESS: 2819 Loker Street SET:I PROJECT NAME: Acushnet-Loker Addition Structural Only ~~T «:6 Jt JR ls_,__} 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. IZJ 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. -··. :,-··. IZJ The applicant's copy of the check list has been sent to: San Diego Office Interiors 4863. Shawline Street San Diego, CA D Esgil Corporation staff did not advise the applicant that the plan check has been completed. 12s] Esgil Corporation staff did advise the applicant that the plan check has been completed. Perso&a~-S n Diego Office Interiors, F" /hA: Telephone #: ~858)495-1364 Date . A 'o5 (by: ~ , II-t~5 ,..s Fax#: :ti-,;. 1~/'ted-/ 111 /v1.t!.l!:)t/l<L-T. . Mail _,..,,.elephone Fax In Person --------- . D REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 9/19 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 05-3262 9/28/'05 ' ;PLAN :REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 05-3262 OCCUPANCY: B? TYPE OF CONSTRUCTION: VN? ALLOWABLE FLOOR AREA: SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 9/28/05 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: office? ACTUAL AREA: STORIES: 2 HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/19 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 corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 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, 1997 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. ,, , City of Carlsbad 05-3262 9/28/05 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Provide a statement on t~e· Title Sheet of the plans that this project shall comply with the 2001 edition of the California Building Code (Title 24 ), which adopts the 2002 NEC. 2. 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. 3. 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. (The update report did not include the allowable soil bearing pressure. Provide original report to iustify the 2000 psf allowable soil bearing pressure.) 4. 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 4 of the updated soil report). 5. 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 foundation excavations comply with the intent of the soils report." 6. -Sheet 5 and 11 of the calculation shows P=36k for the braced frame at edge of the proposed mezzanine between grid line L and M. The lateral force to this frame 36k appears to be small. Please check. City of Carlsbad 05-3262 9/28/05 7. Sheet 13 of the calculation shows frame H requires pad M9. The foundation plan shows one M9. The other end of the column was supported by existing footing. What is the support column size? Provide connection detail and calculation to justify the existing footing and column is adequate. 8. Provide calculation to show the footing and column that support FB1 is adequate. 9. Sheet 16 of the calculation shows FB-2 is W24x55. Sheet S03 of the plan shows W21x55. Please check. 10. The floor framing plan appears to shows FB4 supported by new column. (?). Please clarify on the plan and provide calculation to justify it. Does the new column supported by existing footing? Connection detail? Exiting footing adequate? 11. What is the connection detail between Fb4 and FB5? Please referenced from the framing plan with calculation to justify it. 12. Provide calculation to show detail 6/SD-2 is adequate. Does this detail typical for other locations too? Plea·se clarify on the plan. 13. Provide calculation to show all the TS columns are adequate. (include the base plate and anchor bolts). : 14. Provide calculation to show all the footings shown on the foundation plan are adequate. 15. There are some of the floor beams on the floor framing plan without calculation to justify it. (i.e. W18x35, W16x31, W21x55 at edge of new mezzanine, W16x26, framing around stairway opening .. etc). Please provide additional calculation. 16. Provide load table to show the floor joists are adequate to support the proper load. 17. Provide calculation (vertical and laterally) to show the new framing and footings for catwalk are adequate. 18. The request for partial building construction from shall be finished and return to the building department prior to issuance of the structural permit. See attached form. 19. 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. ,-City of Carlsbad 05-3262 9128/05 20. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: 0 Yes O No 21. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, 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. • ,, . f,07/2005 14: 31 949-263-1310 KLT ENGINEERS REQUEST FOR BUILDING PERMIT FOR PARTIAL BUILDING CONSTRUCTION To: Building Official, jurisdiction of: PAGE 04 Pwrsuant to the provisions of the 1997 edition of the Uniform Building Code, Section 106.4.1, the undersigned requests that a building permit be issued for: 3-f '\\AG..to_c-.... o.....,;..\ _____ _ for the proposed building to be located at:---'2=--~-\9)__,___,]..,_,-0._.....\t.._.(e .... (..__S....,. ~....-.: and identified as Plan Review Number: Acknowledgment is made that plans for the entire structure are not comple1e and/or that the plan review has not been completed. We recognize that proceeding with partial construction at this time is entire! y at cur own risk, with no assurance that the permit for the entire building or structure will be ~ranted. We further absolve the jurisdiction of: .... C~a .... e:__.(~ ..... ~ ..... o_..:a, o=\ _____________ _ and Esgif Corporation, and officers and employees thereofi of an responsic ilii.y for the issuance of a partial permit and further agree that any work performed under this permit will be removed or otherwise corrected to be in accord with the requirements of the final approved plans when a permit for the entire buifding or structure is granted. It is agreed that neither the jurisdiction of: Ca t l ~ bLA Ol - nor Esgll Corporation, and officers and employees thereof, will be liable fol' expenses incurred as a result of removal or correction of work which may be necessi uy to comply with the final approved plans. Signature: Owner ~ . '' \.Jl.. ::~:: Con r Date: ---- Date: /0 · f 1:> · O~- Date: 1~/r,/4s J -fForm: P8P ~.,, ·~'07/2005 .. 14: 31 949-263-1310 KLT ENGINEERS PAGE 03 City of Carlsbad 05-3262 9/28/05 SPECIAL INSPECTION PROGRAM \ L 1 e,9}\Gl. Lo\,(e.r 9-\ .-i..,o\ i'b-\ '?lb D\ U\.C ~~l\O'\ · ADDRESS OR LEGAL DESCRIPTION: Of',\,( et\~I· w,d.,g69in\ jl,_Cl'-,;¾-I-Jo 74:::Q.1 < C{Af\~\ocxo{ I CA·, PLAN CHECK NUMBER: 05-2;>2.{a2.. OWNER'S NAME: Acus\\<i\~+ 60\ f · I I, as the owner, or agent of the owner (contractors may nQ! employ the special inspector}, certify that I, or the architect/engineer of record, will be responsible for emplc1ylng the special inspector(s) as required by Uniform Building Code (USC) Section 1701.1 for the construction project located at the site list~d above. UBC Section 106.3.5. Signed iL ~:)CJ ...,.. 1, as the engineer/architect of record, certify that I ba.vc prepared the f'ollowing special inspection program as required by UBC Section lOG.3.5 for the construction proje<:t located al the site listed above. s:-==-~ ... .,:t....L__ , I! Signed __ ..... v ___ .... -====:.::_" -~=-"'------- 1. L.lst of work requiring special inspection: ~oils Compliance Prior to Foundation Inspection 0 Structural Concrete Over 2500 PSI D Prestressed Concrete 0 Structural Masonry D Designer Specified lftgJN.,-lllllehillGl11 S..I 1sronaw,.lioft ~eld Welding , · . 0 )ff gh Strength Bolting . l!a'"Expanslor /Epoxy Anchors D Spl!led•C n FlreproofJng U Otter ------ 2. Name(s) of lndMdual(s) or flrm(s) responsible for the special ins~ ections lfsted above: \ ,S-\-(vlc..~c-e>.: ~~\.cv·e.( ~ A. Pce.\ectQd ~specbotS · £2:B:>· t.?lla .t=tu ~ ~ F,b£;~~41%}f~~~l¾P>ti A'AC-~otP B. l\'o.,--\-~ (Du\i\.~ c~\'t\(lOCiia~ El1'~i ,1e.erh\8. 7bQ · 4£,o · I Jl(p ' SQ\L-~. c. ----------------------. . 3, Duties of the special inspectors for the work listed above: c. Speeiel lnspeciors shsn check In Ylill'I lhe City S!!tl present ll'lalr ctadentlals for appro11a1 RdQl:.t? beg nnlnQ work on Iha Jeb site, ,, ••• , ...... , ... , ., .... y •• • City of Carlsbad 05-3262 9/28/.05 . I VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 05-3262 DATE: 9/28/05 BUILDING ADDRESS: 2819 Loker Street BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. mezzaine addition per city .. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance .., , Plan Check Fee by Ordinance ..., , Type of Review: D Complete Review 0 Structural Only D Repetitive Fee 3Repeats Comments: D Other D Hourly I Hour * Esgil Plan Review Fee ($) 688,000 '.. 6.88;_000 $2,269.241 $1,41s.011 $965.331 Sheet 1 of 1 macvalue.doc ,, CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue D Newport Beach, California 92660 (949) 263-1308 FAX (949) 263-1310 Structural Calculations ACUSHNET -LOKER ADDITION Carlsbad, CA September 2005 KLT Job #05038 V .·. :·.· ·'I _:-1 -.; SUBJECT Design Criteria Mezzanine Floor Diaphragm Analysis Braced Frame Design Mezzanine Floor Beam Design Stair Stringer Design Footing Design New Roof Top Mechanical Units New Panel Openings TABLE OF CONTENT PAGE (S) 1&2 3 to 6 7 to 13 14 to 29 30 & 31 32 & 33 34 to 38 39 to 49 PROJECT SUBJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (949) 263-1308 FAX (949) 263-1310 ACUSHNET -LOKER ADDITION DATE -------------------------------------------CALC.BY __ _ SHEET / -------JOB 05038 ---- BUILDING DESIGN CRITERIA JOB ADDRESS: CARLSBAD, CALIFORNIA SEISMIC: BUILDING CODE: 2001 CALIFORNIA BUILDING CODE SEISMIC ZONE FACTOR = SEISMIC SOURCE TYPE = SOIL PROFILE = NEAR SOURCE FACTOR, Na = NEAR SOURCE FACTOR, Nv = SEISMIC COEFFICIENT, Ca = SEISMIC COEFFICIENT , Cv = IMPORTANCE FACTOR, I = R= = = 0.4 B Sd 1 1 0.44 0.64 1 4 4.5 30 FT BUILDING HEIGHT, hn BUILDING PERIOD, T DESIGN BASE SHEAR = Cv I WP RT1.4 shall not exceed shall not be less than Fp (WALL ANCHORAGE) = 2.5 Ca I WP R 1.4 ::. _1.5 Ca Ip 3.0 X 1.4 = 0.44. Na = 0.64 Nv FOR FLEXIBLE DIAPHRAGM FOR CONC. SHEAR WALL AND/OR BRACED FRAMES 0.2564 = 0.4458 Wp =I 0.1964 Wpl = 0.0484 Wp Fp ( WALL PANEL) -· 1.02 Ca Ip WP 1.4x1.0 =I 0.3206 Wpl WIND SPEED EXPOSURE = = 70MPH C = [' 20.15 PSFI Ce= 1.23 Cq = 1.3 qs = 12.60 PSF lw =·1 ,{ I KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 949-263-1308 FAX 949-263-1310 PROJECT ACUSHNET -LOKER ADDITION DATE ----SUBJECT _________________ _ CALC.BY DESIGN LOADS MEZZANINE FLOOR DEAD LOADS 1-1/2" LITE WT CONCRETE 3/4" PLYWOOD SHEATHING FLOOR JOIST GIRDER INSULATION SPRINKLER MECHANICAL + DUCTING CEILING MISCELLANEOUS TOTAL DEAD LOAD LIVE LOAD PARTITION 14.50 PSF 2.50 3.50 3.00 0.50 2.50 3.00 2.00 1.50 33,00 PSF 80.00 PSF ( REDUCIBLE ) SHEET '2 OF ----JOB 05038 TILT-UP VERSION 97.10 20.00 PSF 10.00 PSF (SEISMIC) L / PROJECT A{/ ldS:H bl~ I KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 DATE ____ SHEET 2 OF SUBJECT ....;.~-i...' ..u=..~.i::.....=..j...!....l.j4++J.1'--C~--'--'~.L.Wt:-1_::::.:.......:.._ __ CALC, BY ____ JOB ____ _ I. A /2,t:;:,A-I . . 11.'2ti1H..~clA1H DI t2~l1lt1f-J 17 DL-I> PIW-ffflAI ·-if :.~itr't-100~ 'A 34' -r (?~l-r10 t )1--z1-77o -s,r) x.o,l4&f~ 31v /1( ~ 0 k 1v -;. ~I ~ ~ t-4~:1~ ,, ,i1-14' . [;!t,,ES, 7,;f 7712-+~t-f--l A~A f2,A1fD 1 6 rTTPA 11-1 6-/ 1d / Io cl ;;J :tr, c, , 11 , t(c .. )1. ~-' . /p,¾i---ld rrsf 121 Q,~e-1 lttl~ (_,P<.l'l0A. I -r 11 J 11/-:: ( 11 ''I-1 o 11¼ 1 1 1 4 , --r A'?¾ x ~,q f t?·~-r ) x. t}'. 1 1 u -r ::: u i 1 t/ ¥~ if z Jl.., :=-1:3{}1 f I L.-U ZG t;, rz. 'I-~i vi~ g,~1" -71lt-\,lt-,f-1 A-PA 1'2-Af~!7 -e:.H-~A1H 41 ~J / I ~ p'i a> i 1/t, A-'1 It I 2--;- ll. Ati,trA 11 _bl v1Z-1H ,, ... SvHrH l7 I IZ:!e?::0 ~ W llf~(IJi'\L]OiJrtVi ?1 1 f Jr:/btr i 17t? ~r) t?,l 4(;t'.j' :, 11 Iv 4~ 4 1 ?, i2fWl1 ~ti-is~, [;!~~ ia~ i2 A:, & ,,i,ft1,l. ~~~~ ~--·===-~-=:':====~======-:t:::==- ,•, "' ~ ... '._.:.: \.._., ·-· ·-. ' . . ,~ . : . ' . ' <i _:··1 -::-.1 :1 • I . [ ' • I . , ·-.- I KLT CONSULTING STRUCTURAL ENGINEERS 3430 ln,ine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT ________________ DATE _____ SHEET 1 OF SUBJECT _______________ CALC.BY ____ JOB ____ _ ff', A IZ-~A IV 1J.-v1t1H--3~vrfH DI tit;:e-11 ~1-.J llf~(I tj't?O t, f Si?1 -t t/"?~ ;<. iz12, 0 f) t?, 14 U{:::--?f})v /lf,; 32ft'V,:: A'1Z-1i £-btroi 1U;~ ,~,J a) tJ--'i A/ r'), f2 1~ ~,t· rz Y., ? l/ / .;:'I I.!_ I 'I I I ;; .. 6, Ali~ v 8-()~H <..2e vrrH 121 l2,t;?1 Jp11-i 4~ (ityto47, 'I--?S1 --t A"3 ¾ )( I &1i) d .11 &f ~ iv~ 11(;:: ?u j& 1/ ~00~1 L (.J /j"O -:!tJ, j I l I/ , · r;,,y.... Ju IA?~ 10~ c:J i½, k, 17; 1-a :J ;1 ;,--~ /J f. ll,, -::lfJ 4-1 I V ' ----'-' t,--=V __ ~ ,i.:z I o/1 L, tr Z, i;;-y I u, f1")Z,lt-1\ Ill I I I) f1 V i1;A·:zf.--I~ !f:71, t7ll2A~t1l.?/J >tr::-(1 ;f ot? t, "-?U 1 { k ~1Pti1x.111t>I) v', I 4~1-::-1o1v ¢-1o 1v ;:;-1f;i~ t-A'~~~ ,, '1-i--I fl i IA t?t-1 t1 ~ i> fti u I I 2-I 1 ?1 ft-' If: tr.····1 tf() ,~-·.·. :r~:~·-··· .... ;:-. ' ' . l I I l • . ~ I") I irl ~. iR ~ N ~ 1/f'l~~ -\'' ~-...... ~ '¼f~11J*1 ~ \ \ '.::,. <-.J~~ ~ ~ ....-- 1 l r• -. _, 1 1 ® A ® ~i FLOOR DIAPHRAGM NAILING SCHEDULE USE 3/4" STRUCT-1 APA RATED PANEL SHEATHING (INDEX NO. 48/24) W/ 10d COMMON NAILS OR GALVANIZED BOX (2 3/8" LONG) BLOCK ALL PANEL SHEATHING EDGES W/ 3x4 FLAT (TYP.) AREA BOUND EDGES INTERM CONT. JT. NO. OF ROWS SP. INSPECT. ® 2" 3" 12" 2" 1 NO ® 2 1/2" 4" 12" 4" 1 NO PROVIDE BOUNDARY NAILIMl!S AROUND ALL ROOF DIAPHRAGM OPENINGS . ® ' \_. i \__. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT _______________ DATE _____ SHEET__._1_oF CALC, BY ____ JOB ____ _ f~ a" io ~-FRAME BRACE ELEVATION t1 I I r3 ~JI tJ (t ~ I :: o, 17 I ki~ f}-; I ,t' I pi:; Jrl 1v;ZA._ :;, ?d,t' }f'lv 4; ':7 I. tHl?t-~ vV~ti--fv1tt1~ 'ti Hvr1~1J1, cJ ,1, H:; 3u,.z1'\1. ,Q 1 ~ A1,? ~ 1 1~c.,~ tt:1 '7~1 ;;; L&, iiv (JU I I jC/ () ,v /i1,q7~111::: J,6.Z -;.. f2-~,(/ I j', 4 Pi~,01 :; f!,/v oL-~. 21'Y-0Q3/.f1-iu1/2-/ 11.u 1c..---)(O,~/ 11,11v b 1V 1v 1 ~ li\&C & ~ c/-~a -f ~o II PAO 'l O /J / 1_0_f,_· ~ JI, l1~,.I LI#~ ~ w -r, p· i, t;t11' C, 161-/.;J 1 -I= p/(D t'lb I ) KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 T~l: (949) 263-1308 Fax: (949) 263-1310 l; L· f. PROJECT _______________ DATE _____ SHEET 0 OF __ :/ I j ! I I 1 ! l SUBJECT _______________ CALC.BY ____ JOB _____ _ 1. t Ht;;tll---wH pri~ ~-s,10H t;. _I &J_1~ LJJ ,_vJ:=: :::-'2 't' 1 1 v- i, ?7 1 ~ it :p----(., :n r,r L--1-<'"" r·r 1-I JV .?v'f.-1. C J7A I.? -::. v -/-1,, >l-0, 16),( '2-:;,.. ii,, U --n ~ o 0 H :::. tt--f... i.:7 'io , 1 s x. ~I-;,-4 1t,..---' v UlJ l-.:;.I,,-114~::: i---1 1-,l.. O, Ob CJ >' 2 & I~ ·q &,I .A ~ ~ I z'.i, LP ll/ )( 0, ? !7 ,x. I · ~?~ ?O' , u IL-)7 ?& , -1 IY' A t7 ~lGpJ O t A 6-j t1 W-k L,, ~ ti-A&l:S. it f} C,1./7-& ~ 0& , -r ic-v f b-;;-ft: 6 ,·1 Iv :I.I, s; :::-0 ~,VI ·1v Pv1A.--:: 0,u It 11101-;__ 1,1~ .1t1~· /, iJ.-0 ':Z~ I l,?IIJ 6'J r 'b 1/ .si() f b ;; 2:: i "' ts , 1 'l,,-;::. l:?u. ~ iv)( , 11 ~ 1. 4 :. i--1 ~? 1 c.--t?Jv l :l ' ' \,___.. KLT CONSULTING STRUCTURAL ENGINEERS· 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT ______________ OATE _____ SHEET j OF __ SUBJECT _________________ CALC. BY ____ JOB ____ _ 6' , 17 t;??l 6j W. Y-17 JJ-u U 1'-1 ---rt-( 1 \r ·A-0t?1 H~Al?f!J qn1r /1.?t( A~:-tJ, 1 g?,t111v . F e,, :-1,r:;rN p?v ;J wlJ i, p Av V1-1;~ c1,10A bf~t;, 0 '161-0.1 pS,tx_ 4'-' ~,:J:e;~,-" /V . .. C/?'/t'"7I < I 6. 2- ::::: ~G.0~ /B-1t1 . : ~ .. ·. ' .·' .• I :-.:j -... -::: ... •. ... ' .____. ~-.... KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT ________________ DATE _____ SHEET /o OF SUBJECT --~-------------CALC. BY ____ JOB ____ _ I.I. D~?I 6J w Jbji,Af,,IW &) D~1- t,... P'?1,;;, tJ&,q, i ,r& ~I~ 11·/!7 )v b~ JL r 6-:-1, i 1-10 .1 f,. 1 -=--11 ,l-_o/ 6j t1V0,Z,~ 1ri~1 q/i u F'~~~1 1.Jf~~, r~~ s-1illi-o,1r1'I--~1101-11.1 ~1.1 1l--/itJ /) /] ?l it,-' --:. /I I/ -} • , , L v<:--0~ _j__j__ -IO / 1-,G CA/ /Gf'vt'I ~/IJ~ 1, 4. 11'1 -1 ~lfJ ~ • \~ ... KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT ______________ DATE _____ SHEET // OF __ SUBJECT ______________ CALC,BY ____ JOB ____ _ PJtA--t~ D f tiA t1 e, r)~-?16-] I~ njV 0' p~ ?? [_,,~ 11 / I · C lfU IV {i\!f llf t,,1(2.,1~ 1t / o, 1, H ::-7 ~ 1 l-1-, ~ 1 ? .• --r 2 ri iv 1 -1 ~ l-,-;:-ft 2 4 ic, r::;. '2-6 lt-- 1 11' JC..--jV /iv1p~1ff ~ D , <if; v1,1 f r,017'f '. f l,!2-I)[., o J,f Y-~ 2, tv ,( 11 I / 1, c:. 3, 6 /l-':,c v', 4 "-t,,IV ' 1-,_ : ~ L· ·-· KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT ________________ DATE _____ SHEET I z_ OF __ SUBJECT ________________ CALC. BY ____ JOB _____ _ p .. p-:: ?01v L--~ 11 1 ~ . f ~ l?I~ ~::; l&/ o,1tl ~ I ~,c.-)(.1'?1::;.. 1uc1/v 1 ·4~C-::; lbjlvl~ /0,{_.,IC...-/?7,.4~ /'Z 1t,., I U' I z,lv .,. 6, 1 1 t?, 1'7;,1-. ?/ , 't·-. .... :: ,,:.· ., L KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT ___________________ DATE ______ SHEET /,;, OF SUBJECT ___________________ CALC. BY _____ JOB _____ _ H ~ 17 ~ 1{)V IL,-::; IU'I v, i. 11:; '? ~&, /U -f ~ r2-t.f-1c.- b < p, "'1,'7' ·J ·1 KL T CONSUL TING STRUCTURAL ENGINEERS ~4€10 IRVINE AVENUE ;NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: Job# Date: 10:30PM, 4 FEB 05 Rev: 510300 Uccr:K\o/·0604033, Vcr5.1.3,22•Jun•1SSS, \o/ln32 Steel Beam Design Page 1f (<) 1S63·SS ENERCALC Description 05038; FB-1 (MEZZANINE LOAD W/ FOLDING PARTITION LOAD) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements ' Steel Section : W27X94 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location Summary #1 0.555 0.760 32.00 ft 0.00 ft 0.00 ft 0.00 ft #2 Pinned-Pinned Bm 'Nt. Added to Loads LL & ST Act Together #3 #4 Using: W27X94 section, Span = 32.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable 481.025 k-ft 23.760 ksi Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres! fv I Fv 180.363 k-ft 8.909 ksi 0.375: 1 22.545 k 1.709 ksi 0.119 : 1 189.948 k 14.400 ksi #5 Fy Load Duration Factor Elastic Modulus #6 36.00ksi 1.00 29,000.0ksi #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.351 in 2,377.9 : 1 1,095.4 : 1 • ,-------------------------------------------------- 1 Force & Stress Summary Maximum Max. M + 180.36 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear@ Right Center Defl. Left Cant Def! Right Cant Def! ... Query Def!@ Reaction @ Left Reaction @ Rt 22.55 k 22.55 k -0.351 in 0.000in O.O00in 0.000 ft 22.55 22.55 Fa calc'd per 1.5-1, K*Ur < Cc ! Section Properties W27X94 Depth 26.920 in Width 9.990in Web Thick 0.490 in Flange Thickness 0.745 in Area 27.70 in2 DL ...Qo!L 83.08 10.39 10.39 -0.161 0.000 0.000 0.000 10.39 10.39 Weight I-xx 1-yy S-xx S-yy «--These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 180.36 k-ft 22.55 22.55 -0.351 0.000 0.000 0.000 22.55 22,55 -0.351 0.000 0.000 0.000 22.55 22.55 94.09 #/ft 3,270.00 in4 124.00 in4 242.942 in3 24.825 in3 • 0.000 0.000 0.000 0.000 r-xx r-yy Rt k•ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 10.865 in 2.116 in 2.530 in I 1 I ,. K;LT CONSULTING STRUCTURAL ENGINEERS 3~0 IRVINE AVENUE ' NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Rev: 510300 U,cr. KW•060,003, Ver 5.1.0, 22•Jvn•1S88, \o/ln02 ( c) 1S83·SS ENERCALC Title: Dsgnr: Description : Scope: Steel Beam Design Job# Date: 10:30PM, 4 FEB 05 6, Page -2' Description 05038: FB-1 (MEZZANINE LOAD W/ FOLDING PARTITION LOAD) [ ~ketch & Diagram -------------------------·---------- j __________ ~3=2f~t -------------~J, Rmox : 22.545k Vm,x cl' loft • 22.5,Sk Mm,x : 180.4k•ft OmH : •O.~S1in ;8,S5 :,0.,2 :11.es Shcor Lo,d (k) · 180.36 3.20 162.03 1H.2S 126.25 108.22 :o;,·1 -0.1, •0.18 •0.21 :o.2s :0.28 •0.32 Locol "y''Dofloctlon (in) 1 6.'0 MO ,12.ao :16.00 ·,s.20 22.,0 25.60 28.80 32.00 6.40 25.60 28.80 32.00 32.00 Locotlon Along M,mber (ft) ·J ·l I I K1L T CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 ('949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: Job# Date: 9:18PM, 16 FEB 05 Rev: 510300 U<cr: K\o/·0604033, Ver 5.1.3, 22-Juo•lSSS, \o/in32 Steel Beam Design ,Page 11 (<) 1S83·SS ENEACAlC Description ACUSHNET: FLOOR BEAM -FB-2 l General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy Steel Section : W24X55 Center Span Pinned-Pinned Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Left Cant. 25.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST ActTogether Right Cant Lu : Unbraced Length I Distributed Loads #1 0.875 1.320 #2 #3 DL · LL ST Start Location End Location Summary 25.000 Using: W24X55 section, Span = 25.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stresf fv I Fv I Force & Stress Summary Maximum Max. M + 175.78 k-ft Max. M - Max. M@Left Max. M @ Right Shear@ Left Shear@ Right· Center Deft. Left Cant Deft Right Cant Deft ... Query Defl@ Reaction @ Left Reaction@Rt 28.13 k 28.13 k -0.505in O.OOOin 0.000 in 0.000 ft 28.13 28.13 Fa calc'd per 1.5-1, K*Ur < Cc I Section Properties W24X55 Depth 23.570 in Width 7.005in Web Thick 0.395 in Flange Thickness 0.505 in Area 16.20 in2 175,783 k-ft 18.414 ksi 0,775 : 1 28.125 k 3.021 ksi 0.210 : 1 DL ..Qn1Y.... 72.66 11.63 11.63 -0.209 0.000 0.000 0.000 11.63 11.63 Willig/it I-xx 1-yy S-xx S-yy #4 Allowable 226.814 k-ft 23.760 ksi 134.066 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL+LL Deft) -0.505 in 1,436.9 : 1 593.9: 1 «·· These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 175.78 k-ft 28.13 28.13 -0.505 0.000 0.000 0.000 28.13 28.13 .CIC -0.505 0.000 0.000 0.000 28.13 28.13 55.03 #/ft 1,350.00 in4 29.10 in4 114.552 in3 8.308 in3 0.000 0.000 0.000 0.000 r-xx r-yy Rt k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 9.129 in 1.340 In 1.680 in ' • 1 I I • ..... ,KL T CONSULTING STRUCTURAL ENGINEERS ~430 IRYINE AVENUE 1 NEWPORT BEACH, CA 92660 ' (949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: RoY: 510300 U,or: KW-0604033, Vor 5.13, 22·J••-1,s,, Win32 ( <) 1S63·SS ENERCALC Steel Beam Design Description ACUSHNET: FLOOR BEAM -FB-2 I Sketch & Diagram l---~---· j Rm"• 26.125k Vm,x ii> ltft • 26.125k Mrn:-,x a 17S.8k·lt Om~x a •0,505in Shmlood (k) 115,16 2.50 156.20 1'0.63 123.05 105.41 •0.25 ,0.30 •0.35 •0.40 :0.,s Locol "y" Ddloction (in) 5.00 Job# Date: 9:18PM, 16 FEB 05 Page .-2 20.00 22,50 25.00 25.00 I , J KLT CONSULTING STRUCTURAL ENGINEERS ) 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 {949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: Job# Date: 9:19PM, 16 FEB 05 ,-----------------------------------------Re,: 510300 U.cr: KW-0604033, Ver 5.1.3, 22•Jun•1SSS, Wln32 (<) 1S83•SS ENERCALC Steel Beam Design Page 1 S Description ACUSHNET: FLOOR BEAM -FB-3 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W18X35 Center Span Left Cant. Right Cant Lu ; Unbraced Length J Distributed Loads #1 DL 0.371 LL 0.560 ST Start Location End Location 25.000 . Summary 25.00 ft 0.00 ft 0.00 ft 0.00 ft #2 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 Using: W18X35 section, Span= 25.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres~ fv I Fv I Force & Stress Summary 75.468 k-ft 15.715 ksi 0.661 : 1 12.075 k 2.274 ksi 0.158 : 1 114.102 k-ft 23.760 ksi 76.464 k 14.400 ksi . # 5 Fy Load Duration Factor Elastic Modulus #6 36.00ksi 1.00 29,000.0ksl #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Deft) -0.574 in 1,243.5 : 1 522.6 : 1 -·-1 I «--These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum ...Qn.!L @Center @·Center @Cants @Cants Max. M + 75.47 k-ft 31.72 75.47 k-ft Max. M-k-ft Max. M@Left k-ft Max. M @ Right ·k-ft Shear@ Left 12.07 k 5.07 12.07 k Shear @ Right 12.07 k 5.07 12.07 k Center Deft. -0.574 in -0.241 -0.574 -0.574 0.000 0.000 in Left Cant Deft O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Deft@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 12.07 5.07 12.07 12.07 k Reaction@Rt 12.07 5.07 12.07 12.07 k Fa calc'd per 1.5-1, K*Ur < Cc I Section Properties W18X35 I Depth 17.700 in Weight 34.99 #/ft r-xx 7.037 in Width 6.000ln I-xx 510.00 in4 r-yy 1.219 in Web Thick 0.300 in 1-yy 15.30 in4 Rt 1.490 in Flange Thickness 0.425in 5-:0< 57.627 in3 Area 10.30 in2 S-yy 5.100 in3 KLT CONSUL TING STRUCTURAL ENGINEERS Title: I Dsgnr: 3430 IRVINE AVENUE 'NEWPORT BEACH, CA 92660 '(949) 263-1308 (949) 263-1310 (FAX) Description : RCY: 510300 Um: KW-0604033, Vtr 5,1.3, 22•Juo•1SSS, Wio32 (c) 1S83•SS ENERC,',LC Scope: Steel Beam Design Description ACUSHNET: FLOOR BEAM -FB-3 I Sketch & Diagram o.~J<iti l I /I I l I),/;, l;";, i; n,; "11;",;,;;,;";, o.s31k11t l, ____ ·-_____ --·· __ 25ft Rm,x • 12.0TSk V111,x @ loft • 12.0T5k M111,x • 15.5k•lt Omn a •0.ST41h •'-1S ·T.1S •S.58 I Sh,orlo,d (k) 6 75.41 6T.S2 60.3! ~2.83 P.rr1.:ix = 12.075k 45.28 37.!3 Vm,x@ rt• 12.0TSk 30_13 Son 22.64 15.0 :0,23 •0,2S •0.34 :o.40 •0.46 •0.52 2.50 locol "y" D,floctloo (lo) 5.00 uo Job# Date: 9: 19PM, 16 FEB 05 /:t Page -2' I :10.00 i12.50 ,S,00 :17.50 '20.00 22.50 25.00 20.00 22.50 25.00 locotfo• ,',ioo9 M,111bor (It) .. ·1-- :··_j : . -~ , KL T CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Job# Date: 9:23PM, 16 FEB 05 Scope: ?t r--::-R.-v;--:-51::-:03::-:00--_-------------------------------------- U«r:KW·0604033,Vcr5.1.3,22•Jun-1SSS,Wln32 Steel Beam Design Page ·I ... J<) 1S83·SS ENERCALC Description ACUSHNET: FLOOR BEAM -FB-4 ,-------------------------------General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy Steel Section : W27X84 Center Span Pinned-Pinned Load Duration Factor Elastic Modulus 36,00ksi 1.00 29,000.0 ksi Left Cant. 30.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Right Cant Lu : Unbraced Length J Distributed Loads DL LL ST Start Location End Location Summary #1 1.166 1.760 30.000 #2 #3 Using: W27X84 section, Span = 30.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0,00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres~ fv / Fv 338,652 k-ft 19.043 ksi 0.801 : 1 45,154 k 3.675 ksi 0.255: 1 #4 Allowable 422,538 k-ft 23.760 ksi 176.927 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Def! Length/(DL +LL Def!) -0.664 in 1,305.9 : 1 542.4 : 1 J Force & Stress Summary-·· · ----------------·--·----------------------·-·-------------- Maximum Max. M + 338.65 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear@ Right Center Def!. Left Cant Def! Right Cant Def! ... Query Def!@ Reaction @ Left Reaction@Rt 45.15 k 45,15 k -0.664in o.oooin 0.000 in 0.000 ft 45.15 45.15 Fa calc'd per 1.5-1, K*L/r < Cc DL ..Q.o.!L 140.65 18.75 18.75 -0.276 0.000 0.000 0.000 18.75 18.75 ---------___ M ___ ---- 1 Section Properties W27X84 Depth 26.710 in Weight Width 9.960in I-xx Web Thick 0.460 in 1-yy Flange Thickness 0.640 in S-xx Area 24.80 in2 S-yy «--These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 338.65 k-ft 45.15 45,15 -0.664 -0.664 0.000 0,000 0.000 0.000 0.000 0.000 45,15 45.15 45.15 45.15 84.24 #/ft 2,850.00 in4 106.00 in4 213.403 in3 21.285 in3 0.000 0.000 0.000 0.000 r-xx r-yy Rt k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 10.720 in 2.067 in 2.490 in • a I ( :·. I ) KLT CONSULTING STRUCTURAL ENGINEERS· v3430 IRVINE AVENUE • NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: Rev: 510300 u,er: K\11·0604033, Ver 5.1.3, 22•Jun•1SSS, ll'in32 (<) 1563•55 ENERCALC Steel Beam Design Description ACUSHNET: FLOOR BEAM -FB--4 I Sketch & Diagram 2.~~ljl~l i/ I l r j if j i Ii; Tl I I; I Tl; I I I IT IT;; I Ii; I ;-;-;r; 2.S26kllt • L_ Rmn :r ,45,15,k Vm,x@ loft• 45.154k 30ft Mmu x ~38, lk•ft O,n~x s •0.66,11'1 I Shrn Lo,d (k) 336.65 3.00 30US 21M2 231.06 203.lS •0.33 •0.40 :o:,6 :o.s3 •0,60 Locol Y' Oollc<tlon (in) 6.00 S.00 112.00 ........ , ..... ,',,M) Job# Date: 9:23PM, 16 FEB 05 Page 2\ 24.00 21.00 30 00 30.00 ,, ,lh, ' ' Locotion Along M,mber (It) J ".j ' ' ! I I Title: Dsgnr: Job# Date: 9:31PM, 16 FEB 05 Kl,. T CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE N1EWPORT BEACH, CA 92660 Description : (~49) 263-1308 (949) 263-1310 (FAX) Scope: Description ACUSHNET: FLOOR BEAM -FB~5 [_General Information ------------------------·~ Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W30X99 Pinned-Pinned Center Span 32.50 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft I Distributed Loads #1 #2 #3 #4 DL 0.133 LL 0.200 ST Start Location End Location 32.500 ~---·--·----· apezoidal Loads #1 DL@Left 0,557 LL@ Left 0.840 ST@Left DL@Right LL@Right ST@Right #2 DL@Left 0.742 LL@ Left. i,120 ST@ Left DL@Righ1 0.742 LL@Right 1.120 ST@Right I Point Loads .. -#1 #2 #3 #4 Dead Load 45.000 Live Load Short Term Location 22.500 Summary Using: W30X99 section, Span = 32.50ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable -532.897 k-ft 23.760 ksi Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres~ fv / Fv 460.741 k-ft 20.543 ksi 0.865: 1 57.554 k 3.733 ksi 0.259: 1 222.019 k 14.400 ksi Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi #5-#6 #7 #5 k/ft k/ft k/ft ft ft k/ft Start ft k/ft End 22.500 ft k/ft Start 22.500 ft k/ft End 32.500 ft #6 #7 k k k ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft . Length/(DL +LL Defl) -0.665 in 759.6: 1 586.9: 1 I I I I Force & Stress Summary ·------·-----------------------------------·-·-· I I «--These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum ...Qn!L @Center @ Center @Cants @Cants Max. M + 460.74 k-ft 377.65 460.74 k-ft Max. M • k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear@Left 35.82 k 23.58 35.82 k Shear@ Right 57.55 k 42.65 57.55 k Center Deft. -0.6651n -0.513 -0.665 -0.665 0.000 0.000 in Left Cant Deft O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 p.ooo 0.000 0.QOO 0.000 in ... Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 35.82 23.58 3C.e2 35.82 k Reaction@Rt 57.55 42.135 57.iiS 57.55 k Fa calc'd per 1.5,1, K*Ur < Cc ~:: •• l :·:_ 1......, KLT CONSUL TING STRUCTURAL ENGINEERS ;3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) . Title: Dsgnr: Description : Scope: Rev: 510300 Um: KW•060,033. I/or S.1.3, 22•J,n•1SSS, Wln32 ( c) 1863•88 ENERCALC Steel Beam Design Description ACUSHNET: FLOOR BEAM -FB-5 I Section Properties Depth Width Web Thick Flange Thickness Area j Sketch & Diagram W30X99 29.650 in 10.450in 0.520 in 0.670 in 29.10 in2 Isk au Weight I-xx 1-yy S-xx S-yy 0-~~~l i; I I; I: i j: T; i;;; 1 i;;, 1,, 1;;; 11;;;;; 11;; l, 0.333kllt f 1 1 · I"!' ··1 f" -•. --.. -· 1,3¥iTf'I' f T T T T ; T , T I T T T t 1 1 1 t 1 , l -,--...., • ' 1.6~~k(fl I I I I j I I I ! I 1.662k/ft I-------~32.5,._,_f, ____ t Rm,. , 35,018k Mm" • 460. Tk•lt Om~x a •0,66Sih Rm,x • 5T.554k 98.84 #/ft 3,990.00 in4 128.00 in4 269.140 in3 24.498 in3 Sh.., Lo,d (k) ,60,74 3.25 414.67 366.5S 322.52 1/m,x <!>left• 35.816k 1/m,x @ rt • 51.55,k B•• •0.27 :o.33 :o.,o •0.'1 •0,53 ,0.60 Loe>l "y" Dcllcctio• (in) r-xx r-yy Rt Job# Date: 9:31PM, 16 FEB 05 11.710in 2.097 in 2.570 in Page 2 • KL,T CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 . (g49) 263-1308 (949) 263-1310 (FAX) Title: Job# Dsgnr: Date: 11:31PM, 16 FEB 05 Description : Scope: Rov: 510300 U<or:KW-0604033, Vor5.1.3,22•J.n•1SSS, Wln32 Steel Beam Design Page 'Zl.1- ( c) 1S83•SS ENERCALC Description ACUSHNET: FLOOR BEAM -FB-6 [General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W24X55 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location I Trapezoidal Loads #1 DL@ Left DL@Righf #2 DL@Left DL@Righf Summary #1 0.742 1.120 -11.000 18.500 0.371 0.371 0.371 0.371 15.50 ft 11.00 ft 3.00 ft 0.00 ft #2 LL@ Left LL@Right LL@ Left LL@Right Pinned-Pinned Bm Wt Added to Loads LL & ST Act Together #3 0.560 0.560 0.560 0.560 #4 ST@ Left ST@Righl ST@Left ST@Righl #5 Fy Load Duration Factor Elastic Modulus k/ft k/ft k/ft k/ft #6 36.00ksi 1.00 29,000.0 ksi #7 k/ft k/ft k/ft ft ft Start -11.000 ft End 1.500 ft Start 10.500 ft End 18.500 ft Beam OK Static Load Case Governs Stress Using: W24X55 section, Span = 15.50ft, Fy = 36.0ksi, Left Cant. = 11.00ft, Right Cant. = 3.00ft End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Sires~ fv / Fv I Force & Stress Summary Max. M+ Max. M • Max. M@Left Max. M @ Right Shear@ Left Shear@ Right Center Defl. Left Cant Defl Right Cant Defl ... Query Defl@ Reaction @ Left Reaction@Rt Maximum 172.31 k-ft 30.99 k 15.10 k 0.097 in 0.610in 0.053 in 0.000 ft 59.04 23.64 Fa calc'd per 1.5-1, K*L/r < Cc 172.305 k-ft 18.050 ksi 0.760 : 1 30.991 k 3.329 ksi 0.231 : 1 DL ...Qn!y_ O.i·J -70.67 -70.67 -5.26 12.71 3.54 0.023 -0.212 -0.010 0.000 24.07 7.04 Allowable 226.814 k-ft 23.760 ksi - 134.066 k 14.400 ksl Max. Deflection Length/DL Def! Length/(DL +LL Defl) 0.610 in 1,243.2 : 1 433.1 : 1 «--These columns are Dead + Live Load placed as noted -·» LL LL+ST LL LL+ST @Center .. @Center @ Cants @Cants 32.22 k-ft -70.67 -172'.31 k-ft -70.67 -172.31 k-ft -5.26 -12.82 k-ft 21.16 30.99 k 14.61 8.20 k -0.023 -0.023 0.097 0.097 in -0.116 -0.116 -0.610 -0.610 in 0.017 0.017 -0.053 -0.053 in 0.000 0.000 0.000 0.000 in· 34.00 34.00 48.62 48.62 k 18.11 18.11 6.01 6.01 k ----·---------· ·~~---· -, • t I Section Properties W24X55 I Depth 23.570 in Weight 55.03 #/ft r-xx 9.129 in Width . 7.005in I-xx 1,350.00 in4 r-yy 1.340 in Web Thick 0.395 in 1-yy 29.10 in4 Rt 1.680 in Flange Thickness 0.505 in Area 16.20 in2 S-xx 114.552 in3 S·'JY 8.308 in3 'l ·.-.: Title: Dsgnr: KL T CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 Description : (949) 263-1308 (949) 263-1310 (FAX) Scope: Rev: 510300 Um: KW•0604033, Ver 5,1.3, 22•Jun•1888, Wln32 (c) 1883•88 ENERCALC Steel Beam Design Description ACUSHNET: FLO.OR BEAM -FB-6 I Sketch & Diagram 1.8~4~,111; 11 ;J l,l 1,; I ,.l, ;;,. ; , ; i,.;,, ", i ;, ; .,) : m2k11t o.~kj11 , , , I , , , , o.s31kll! 1 _____ 1,,,,,_,_t __ __.l>--------''"'5.5:,:lt,___ __ ~LJ Mmox • 112.3k•lt Dm,x • 0,08li, Mm,x @ Jolt • 172.31k•lt Rmox • 58.042k Mm,x @ right • 12.82k•lt Rmtax s 23.641k 21.16 ,i!.85 17.63 !4.10 10.56 l,05 3.53 ·l.30 ,10.86 Sho,r lo•d (k) 32.22 2.85 21.48 10.!4 0.00 •20.18 •30.28 •40.36 Vm,x@ Jolt • 30.SSlk 0,11 @ 1,/t <hd • •0.60S61n •50.46 Vm,x @ rts 15,086k _60_57 Doti@ right end• •O,Q$28~~ndlng Moment (k•lt) 0.02 ·2.85 .ju!jul' '/).10 ~1 " • Loctal "y" Ocfloctlon (In) 5.S0 5.S0 5.80 6.65 6.85 ·e.ss Job# Date: 11 :31 PM, 16 FEB 05 Page 20.65 23.60 26.55 11,80 26.55 ~-~ ;,·· ··, I •I' - .. 1,:t.:,;," ·11.60 Loctatlol'I Alon9 MtimbQr (ft) ·14.75 ·11.10 20.6s loe>tlon Aiong Momb'or (It) 23.60 26,5$ 2 j 23' 23' ·:-: ·: :.-~ KL T CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: Rev: 510300 U,cr:KW-0604033, Ver 5.1.3, 22·J.n-1S3S, Wln32 Steel Beam Design ( <) 1S63•SS ENERCALC Description ACUSHNET: FLOOR BEAM -FB-7 Job# Date: 11:46PM, 16 FEB 05 Page ·-1 [General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements r Steel Section : W24X55 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads #1 DL 1.100 LL 1.600 ST Start Location -5.000 End Location 21.000 18.00 ft 6.00 ft 3.00 ft 0.00 ft #2 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #5 Fy Load Duration Factor Elastic Modulus #6 36.00ksi 1.00 29,000.0 k~i #7 k/ft k/ft k/ft ft ft I Point Loads "~·---------·· ----·-----------ry-·-- #1 #2 #3 #4 #5 #6 #7 Dead Load 17.000 k Live Load k Short Term k Location 4.500 ft Summary Beam OK Static Load Case Governs Stress Using: W24X55 section, Span = 18.00ft, Fy = 36.0ksi, Left Cant. = 6.00ft, Right Cant. = 3.00ft End Fixity= Pinned-Pinned, Lu= 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres~ fv I Fv Actual Allowable 142.370 k-ft 226.814 k-ft 14.914 ksi 23.760 ksi 0.628: 1 39.187 k 4.209 ksi 0.292: 1 134.066 k 14.400 ksi Max. Deflection Length/DL Deft Length/(DL+LL Deft) 0.224 in 1,189.1 : 1 643.4 : 1 j Force & Stress Summary i ...,. __________________________________________ llm:t Max. M + Max. M - Max. M@ Left Max. M @ Right Shear@ Left Shear@ Right Center Deft. Left Cant Deft Right Cant Defl ... QueryDefl@ Maximum 142.37 k-ft 39.19 k 28.92 k -0.211 in 0.224in 0.111 in 0.000 ft Reaction @ Left 53.02 Reaction@ Rt 37.18 Fa calc'd per 1.5-1, K*Ur < Cc /j;ection Properties W24X55 Depth Width Web Thick Flange Thickness Area 23.570 in 7.005in 0.395 in 0.505 in 16.20 in2 «--These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST __Q_Qjy_ @Center @ Center @Cants @Cants 81.05 142.37 65.38 k-ft -14.74 -14.74 -34.74 k-ft -14.74 -14.74 -34.74 k-ft -5.20 -5.20 -12.40 k-ft 23.68 38.08 24.39 k 14.12 28.52 13.40 k -0.115 -0.211 -0.211 -0.090 -0.090 in 0.121 0.224 0.224 0.078 0.078 in 0.057 0.111 0.111 0.042 0.042 in 0.000 0.000 0.000 0.000 0.000 in 29.51 43.91 43.91 38.22 38.22 k 17.58 31.98 31.98, 21.67 21.67 k --------------------------------- Weight I-xx 1-yy S-xx , S-yy 55.03 #/ft 1,350.00 in4 29.10 in4 114.552 in3 8.308 in3 r-xx r-yy Rt 9.129 in 1.340 in 1.680 in · .. --.... -,~-,:::. }(· ·:-:.·- :.-· -:- Title: Dsgnr: KL T CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 Description : (949) 263-1308 (949) 263-1310 (FAX) Scope: Rev: 510300 Um: KW•0604033, Ver 5,1.3, 22·J•n•1SSS, Win32 ( c) 1S83•SS ENERCIILC Steel Beam Design Description ACUSHNET: FLOOR BEAM -FB-7 · I Sketch & Diagram 2.il,4ti l; i l ! i) / i) l I I l; / ! ; l l; Ii:; I; i;,,),; l i, l, 11; 2.1k11t L_6lt j_ _____________ ,a,t __________ • l__ 31t1 Mmox@loft • 34,l4k•ft Rm>x•53.01lk Vm,x@ lclt • 3S.18lk Mmu • 142 • .C.k•h om~x • -0.211in Mm,x @ right • 12.40k•ft Rm,u 31.180k Vm,~@ II• 26.S15k 38.08 2.10 hi.73 hs.3a js.o4 12,63 6.35 o.oo ,14.26 •21.33 Sho,r Lo•d (k) 142.37 2.70 126.55 110,73 S4.S1 JS.OS 63.28 Doll @ loft ond • •0.2238in Doll @ right end • •0.110Sin 47.46 31.64 15.82 •0.08 :0.13 ,0.11 Loc,l "y" Defloctlon (In) 5.40 ).40 Job# Date: 11 :46PM, 16 FEB 05 Page 2 , :13,50 ·16.20 ·1s.so 21.60 24.30 2 • I 8.10 Loc~tlon Along M<:mb<:r (ft) . 18.SO 21.60 24.30 ·s.10 ·10.ao Loc~tion Along M<:mbcr (ft) '.13.50 16.20 'IMO 21.60 24.30 21 Loc,tion Along Member (ft) KL T CONSULTING STRUCTURAL ENGINEERS 34.30 IRVINE AVENUE NEWPORT BEACH, CA 92660 ' (949) 263-1308 (949) 263-1310 (FAX) Title: Job# Dsgnr: Date: 11 :49PM, 16 FEB 05 Description : Scope: Rev: 510300 Um: K\\1•0604033, Ver 5.1.3, 22•Jvn•1SSS, Win32 (<) 1S83•SS ENERCALC Steel Beam Design Page -1 Description ACUSHNET: FLOOR BEAM -FB-8 [General Information Calculatio_ns are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Fy 36.00ksi Steel Section : W27X94 Center Span Pinned-Pinned Load Duration Factor 1.00 Left Cant. 30.50 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Elastic Modulus 29,000.0 ksi Right Cant Lu : Unbraced Length [ Distributed Loads #1 1.510 2.280 #2 #3 DL LL ST Start Location End Location Summary Using: W27X94 section, Span = 30.50ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres! fv/ Fv I Force & Stress Summary Maximum Max. M + 451.65 k-ft .Max. M- Max. M@Left Max, M @ Right Shear@ Left Shear@ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ Reaction @ Left Reaction@Rt 59.23 k 59.23 k -0.797in O.OOOin 0.000 in 0.000 ft 59.23 59.23 Fa calc'd per 1.5-1, K*Ur < Cc 451.646 k-ft 22.309 ksi 0.939: 1 59.232 k 4.490 ksi 0.312 : 1 DL ...Qn&_ 186.53 24.46 24.46 -0.329 0.000 0.000 0.000 24.46 24.46 ------------------·--· ---I Section Properties W27X94 Depth 26.920 in Weight Width 9.990in I-xx Web Thick 0.490 in 1-yy Flange Thickness 0.745 in S-xx Area 27.70 in2 S-yy #4 Allowable 481,025 k-ft 23.760 ksi 189,948 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.797 in 1,111.3 : 1 459.0: 1 <<-These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 451.65 k-ft 59.23 59.23 -0.797 -0.797 0.000 0.000 0,000 0.000 0.000 0.000 59.23 59.23 59.23 59.23 -----·------ 94.09 #/ft 3,270.00 in4 124.00 in4 242.942 in3 24.825 in3 0.000 0.000 0.000 0.000 .. --------·---· r-xx r-yy Rt k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k -------------- 10.865 in 2.116 in 2.530 in ft . ' I ' . J(LT CONSULTING STRUCTURAL ENGINEERS 3,30 IRVINE AVENUE 'NEWPORT BEACH, CA 92660 '(949) 263-1308 (949) 263-1310 (FAX) Re,: 510300 Uoet: K\o/•0604033, Ver 5.1.3, 22•Jun•1SSS, Win32 (c) 1S63·SS ENERCALC Title: Dsgnr: Description : Scope: Steel Beam Design Description ACUSHNET: FLOOR BEAM -FB-8 Job# Date: 11 :49PM, 16 FEB 05 Page I Sketch & Diagram ) 3.l/J''"i 11 : 11 i 11, i i : : 1 , ; ; , i l , , 1, ; : : , 1, ; 11, 1 i , ; ; ; n 3.TSkllt 1 ________ _ Rrn>x , 5S.232k Vrnox <!> felt • 5S.232k --30.5lt_ ··-- Mm>< • 451.6k•lt Om;ix • •O.lSTin ;23.50 ·35.26 :,i,01 She>r Lo,d (k) 6 451.65 406.46 361.32 316.15 210.SS Rrn,x , 5S.232k 225062 Vrn,x ii> tt , 5S,232k 160_66 Ben 135,4S bo. :0.32 ,0.40 •0.48 ;o.5s ;o:6, ;0J2 3.05 Lo<>I "'y'; Deflection (in) . 6.10 ~.15 6.10 12.20 "15.25 "16.30 ·21,35 2U0 2U5 30.50 Loc,tfon Alon9 Mornbcr (It) 21.35 Loc,tlon Aion9 Mernb~r (It) 2U5 30.50 30.50 .. :_~: ·, -: · 1 1<:LT CONSULTING STRUCTURAL ENGINEERS ,3430 IRVINE AVENUE ; NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Job# Dsgnr: Date: 11 :23PM, 17 FEB 05 Description : Scope: r-::-R.-,:--:-51:::03:::00----------------------------------------~C U«r:KW·060,o33,V•r5.1.3,22•J,o·1~SS.Win32 General Timber Beam Page ;y', (c) 1S83•SS ENERCALC Description ACUSHNET: STAIR STRINGER DESIGN [ General Information . Calculations are designed to 1997 NOS and 1997 UBC Requirements I Section Name 2x12 Center Span 12.00 ft ..... Lu 0.00 ft Beam Width 1.500 in 11.2501n Sawn Left Cantilever ft ..... Lu 0.00 ft Beam Depth Right Cantilever ft ..... Lu 0.00 ft Member Type Load Dur. Factor Beam End Fixity 1.000 Pin-Pin Douglas Fir -Larch, No.1 Fb Base Allow FvAliow FcAllow E 1,000.0 psi 95.0psi 625.0psi 1,700.0ksi I Full Lengh Uniform Loads Center Left Cantilever Right Cantilever I Summary I DL DL DL 10.00 #/ft #/ft #/ft LL LL LL 100.00 #/ft #/ft #/ft Span= 12.00ft, Beam Width = 1,500in x Depth = 11.25in, Ends are Pin-Pin Max Stress Ratio o.751 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 750.93 psi Fb 1,000.00 psi I Deflections Center Span ... Deflection ... Location ... Length/Defl I Stress Cales Bending Analysis Ck 33.438 Le Cf 1.000 Rb @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values 2.0 k-ft 2.6 k-ft Maximum Shear * 1.5 Allowable 1.98 k-ft at 6.000 ft 0.000 ft Shear: @Left @Right 0.00 k-ft at 0.00 k-ft Camber: @Left @Center @Right 0.00 k-ft 2.64 fv 58.67 psi Fv 95.00 psi Dead Load -0.015 in 6.000 ft 9,338.6 Total Load -0.170 in 6.000 ft 848.97 Reactions ... Left DL Right DL 0.06 k 0.06 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection .... Length/Defl Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 0.000 ft 0.000 Sxx 31.641 in3 Area 16.875 in2 Max Moment 1.98 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.99 k 10.421 in2 95.00 psi 0.66 k 0.66 k Ci 0.000 Sxx Req'd 23.76 in3 0.00 in3 o.oo in3 @ Right Support 0.99 k '10.421 in2 95.00 psi Bearing Length Req'd Bearing Length Req'd Allowablefb 1,000.00 psi 1,000.00 psi 1,000.00 psi 0.704 in 0.704 in M,V, & D @Specified Locations @ Center Span Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft O.O0k-ft 0.00 k-ft Shear 0.66 k 0.00 k 0.00 k @ Right Cant. Location = @ Left Cant. Location = Beam Design OK 1.0 k 1.6 k 0.66 k 0.66 k 0,000 in 0.023 in 0.000 in 0.66 k 0.66k Total Load 0.000 in 0.0 0.000 in 0.0 Deflection 0.0000 in 0.0000 in 0.0000 in I I J ' Kt!.. T CONSULTING STRUCTURAL ENGINEERS 3,430 IRVINE AVENUE ~EWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: ROY: 510300 Um: KW•0604033, V•r 5.1.30 22·J••·1~S$, Wln32 (c) 1S83·SS ENERC/ILC General Timber Beam Description ACUSHNET: STAIR STRINGER DESIGN I Sketch & Diagram ,'r"rl";l'f'7PrT 11 ""I ,1· .. ,···r·• ""f' ' 110ilJft j i I II If j fi I II j I I I Ill I I 1i111111 ll I I I j 111 I 110#/ft I ~"". 2.ok·ft @J>----------Di:'-m"',-u,.-,•0"".1,.,TO""ln ____ _ 6 Rm.ix•O,lk Rmu•O.lk Vm" Jl) lcft • 0.Tk V~n@rt:sO.lk •0.26 •0.35 •0.52 Sh,,r Lo,d (k) 1.58 1.T8 i.s8 i.3s 1.1s 9.SS ,0:01 ;o:os •0.10 ;0,12 :0.14 · •0,15 1.20 LocQJ "t' D<:11<:ctlon (in) 2.40 2,40 Job# Date: 11 :23PM, 17 FEB 05 31 Page ,2' 3.60 4.80 °6.00 1.20 ·8.40 MO 10.80 12.00 MO 10.80 12.00 12.00 !-',1,_ loc;iition Along M<:mbu (ft) 1 I . KLT · CONSULTING STRUCTURAL ENGINEERS SHEET ', ~ --, 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (949) 263-1308 FAX (949) 263-1310 PROJECT: PAD FOOTING UNDER MEZZANINE DESIGN: ALLOWABLE SOIL BEARING PRESSURE = FLOOR DEAD LOAD = FLOOR LIVE LOAD = TRIS. LENGTH= TRIS. WIDTH = TRIS. AREA (L x W) = AXIAL LOAD= MIN. FOOTING SIZE = ACUSHNET -LOKER ADDITION 2000 PSF 53 PSF 80 PSF 29.0 ft 15.5ft 29 X 15.5 = 450 FT"2 (53 + 80) X 449.5 = 59784 LB (59783.5 I 2000)/\(1/2) = 5.47 FT"2 USE T.S.5x5x1/4 W/ 12"SQ.x3/4" BASE PLATE PAD: 6'-0" SQ. x 18" WI 5 #6 E.W. PADM1 ,, K,L T CONSUL TING STRUCTURAL ENGINEERS 3-130 IRVINE AVENUE J ~EWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: Job# Date: 3: 15PM, 17 FEB 05 Rev: 510300 Um: XW•0604033, Ver 5.1.0, 22•J••·1SS9, Win32 (<) 1S83•SS ENERCALC Square Footing Design Page A Description ACUSHNET; PAD 1 General lnformatiort Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension I Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd I Summary I 60.000 k 0.000 k o.oook 4 0.000 psf 145.00 pcf 1.330 5.00 in 14.375 in 0.0033 0.0009 in2 0.0018 % 6.00ft square x 18.0in thick with 5-#6 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 1,884.17 psf 2,000.00 r,sf 1,884.17 psf 2,660.00 psf 10.28 k-ft 23.00 k-ft Calculations are designed to _ACI 318-95 and 1997 UBC Requirements Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow % Reinf Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections ... 10 #4's 7 #5's 4 #7's 3 # B's 6.000 ft 18.00 in 5 6 3.250 2,500.0 psi 60,000.0 psi 2,000.00 psf 0.311 in2 1.863 in2 0.0018 Footing OK 24.37 psi 85.00 psi 79.07 psi 170.00 psi 5 #6's 2 #9's 2 # 10's • C· \ ---... I KLT I CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT DATE SHEET ~f SUBJECT CALC.BY JOB EXISTING ROOF TRUSS PURLINS AND GIRDERS ARE ADEQUATE TO ACCOMMODATE THE NEW MECHANICAL UNITS. THE TRUSS PURLINS WERE ORIGINALLY DESIGNED WITH TWO ADD LOADS OF 500 LB EACH AT CONSECUTIVE JOINTS WHICH WILL CAUSE THE MAX. STRESS OF THE TRUSS. THE GIRDERS WERE DESIGNED WITH TWO ADD LOADS OF 1000 LB EACH AT CONSECUTIVE JOINTS THAT WILL CAUSE THE MAX. STRESS OF THE GIRDER. SEE ATTACHED ORIGINAL DETAILS 16. OF ------·-----· -----------~~ ,~-s~, a,z, s&» ,., . ._, ~ 7 » NA,S, 0 ~Izs:iz s1z sv· siz SJZ s1=s1z sr;;-7·' R-1•421< (UN.O.) is:== 16 JOIST (SEE 11AMFACT/JRER'5 ORAWING5 FOR OIHEN5/0N5) FOR Ul4RE/.JOUSE IN APOIT/ON TO TIE ROOF LOA05 APO A POINT LOAP OF ~ • Nrr JOINT UJ.JICI-I IJIILJ.. CAUSE MAX. 5TRE65 OF ~ FOR CFFICE IN APOIT/ON TO TIE ROOF LOAt:>5 APO rut:> POINT LOAP OF ~ EA. CCNSE.alT/1/E JOINTS /JI.I/Cl-I IJIILJ.. CAUSE MAX. 6TRE65 OF TRUSS GIROER (£,EE /'1,t,JU=ACTIJF/ER'S DR,41J/JNGS FOR DIHENSION5) FOR Ul4REHO/Jt!E IN APO/TJON TO TIE ROOF LOADS APO A PONT LOAP CF ~ • Nrr JOINT UJ.JICH WILL CAUSE MAX. STRESS CF TRUSS l'irih..,..~tlZ; ·1 .J :j ·1 ·/ -, . ) . KLT SHEET ~-C~ CONSULTING STRUCTURAL ENGINEERS , 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (949) 263-1308 FAX (949) 263-1310 PLATFORM SUPPORT BEAM PROJECT Description MAXIMUM WEIGHT OF MECH. UNI DEPTH OF EQUIPMENT LENGTH OF EQUIPMENT ROOF DEAD LOAD ROOF LIVE LOAD LENGTH OF SUPPORT BEAM USE Variable w D L DL LL s 4x8 D.f. #1 S= Fb = "ACUSHNET -LOKER ADDITION VALUE 550 LB 481N 481N 10.0 PSF 20.0 PSF 8.0 FT 30.66 IN"3 1000 PSI lll!!hw11JllilllmE!llml!B&1Wllllll1B111-a111B1+!111tt1131:llllllmw+u111111m••fi!fiili'laawE11!•1il111 Description Variable ANALYSIS DISTRIBUTED MECH LOAD DISTRIBUTED ROOF DEAD LOAD DISTRIBUTED ROOF LIVE LOAD I. CASE I II. CASE II WAc= WoL = WLL = W/Cd= w= M= F'b = MALLOW= W/Cd= w= M= F'b = MALLOW= 550 I [2 X ( 48 /12)] = 10 X 48/12 = 20 X 48/12 = DL + 2 WAc 0.9 40+2x68.75= 177.5 X 8"2/8 = 1000 X 0.9 = 69 PLF 40 PLF 80 PLF 178 PLF 1420 LB-FT 900 PSI 900 x 30.66 I 12= 2300 LB-FT 2300 LB > 1420 LB j~;;0f(I,·1~(;·,_:;Q_~;!t:7:: ·:.:::'.~'.'.~! DL +LL+ AC. 1.25 40 + 80 + 68.75 = 189 PLF 189 x 8"2/8 = 1510 LB-FT 1000 x 1.25 := 1250 PSI 1250 x 30.66 / 12= 3194 LB-FT 3194 LB> 1510 LB!· :·_._. .. _.,·oK"···_·'·:---"-:j THER~FORE, USE 4x8 D.F. #1 ., ' ' KLT SHEET ;7 CbNSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (949) 263-1308 FAX (949) 263-1310 PLATFORM SUPPORT BEAM PROJECT Description Variable MAXIMUM WEIGHT OF MECH. UNI W DEPTH OF EQUIPMENT D LENGTH OF EQUIPMENT L ROOF DEAD LOAD DL ROOF LIVE LOAD · LL LENGTH OF SUPPORT BEAM S USE 6x8 D.F. #1 S= Fb = ACUSHNET -LOKER ADDITION VALUE 1000 LB 48IN 48IN 10.0 PSF 20.0 PSF 8.0 FT 51.56 IN"3 1000 PSI ~sm:MJ~tliM .. -S'!.KiRi::'4tM9lE~~~~~~~~m~~'.!JE'F, mifW!!!l5~~Zi!!i'.~mst1~m:-m Description Variable ANALYSIS DISTRIBUTED MECH LOAD DISTRIBUTED ROOF DEAD LOAD DISTRIBUTED ROOF LIVE LOAD I. CASEI 11. CASE II W/Cct= w= M= F'b = MALLOW= W/Cct= w= M= F'b = MALLOW= 1000 I [2 x ( 48 /12)] = 10 X 48/12 = 20 X 48/12 = .DL+2WAc 0.9 125 PLF 40 PLF 80 PLF 40 + 2 x 125 = 290 PLF 290 x 8"2/8 = 2320 LB-FT 1000 x 0.9 = 900 PSI 900 x 51.56 / 12= 3867 LB-FT 3867 LB> 2320 LBF"-.. ·f: ,. ·.-'OK.: .. I DL +LL+ AC. 1.25 40 + 80 + 125 = 245 PLF 245 x 8"2/8 = 1960 LB-FT 1000 x 1.25 = 1250 PSI 1250 x 51.56 / 12= 5371 LB-FT 5371 LB> 1960 LB.-j, ___ O_K __ ..... __ ___, _ _,! THEREFORE, USE 6x8 D.F. #1 KLT . CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (949) 263-1308 FAX (949) 263-1310 MECHANICAL EQUIPMENT ANCHORAGE PROJECT Description MAXIMUM WEIGHT OF MECH. UNIT BASE OF CONN TO CENTER OF EQUIPMENT LENGTH OF EQUIPMENT Description WHERE CHECK OVERTURNING 3/8" DIAMETER LAG SCREW CHECK SLIDING 3/8" DIAMETER LAG SCREW Variable ap c. Ip Rp Wp H L Variable Fp = hx=h, 0.T.M.= T.=C= F,esist= Fnet = Pauow = Fs = Pauow = SHEET ?;,0, ACUSHNET -LOKER ADDITION VALUE 2.5 0.4 1 3 1000 LB 391N 531N aµCa Ip (1 + 3(h/h,l)Wp RpX 1.4 2.5 X 0.4 X 1 X [1+3(1)] X 1000 I (3 X 1.4) = 952 LB 952 x 39 = 37143 LB-IN 37143 / 53 = 701 LB 952 I 2 x 0.9 = 429 LB 701 -429 = 272 LB 305 LB 305 X 3 = 915 LB 915 LB> 272 LB!._~..;___··_· _._._O...;.K ______ __, 952 /2 = 476 LB 390 LB 390 x 3 = 1170 LB 1170 LB> 476 LBI ____ · _· _· O_K_' ---~ THEREFORE, USE 3 -3/8" DIAMETER LAG SCREW AT EA SIDE OF MECHANICAL UNIT ·' .. I -: ' .. . ' KLT ' CONSULTING STRUCTURAL ENGINEERS 13430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (949) 263-1308 FAX (949) 263-1310 PANEL W/ OPENINGS: BUILDING PANEL (S) Description ROOF DEAD LOAD BAY LENGTH PANEL THICKNESS HEIGHT OF PANEL PIER LENGTH Ll=NGTH OF OPENING HEIGHT OF OPENING WIND LOAD WALL SEISMIC FACTOR UNIFORM DL CONCENTRIC DL HORIZONTAL LOAD: WIND LOAD ADDITIONAL SEISMIC LOAD Variable DL BL t H1 L1 L2 H2 WL C ACUSHNET -LOKER ADDITION AT (E) PANEL 28 & 29, CHECK PANEL ABOVE MEZZANINE FOR NEW OPENING . VALUE 14.0 PSF 8.0 ft. 8.00 in. 17.00 ft. 6.0 ft. 15.0 ft. 9.0 ft. 20.50 PSF 0.321 [(DL x BL/ 2 + (DL x BL/ 2) x {L2 / 2 / L 1 )] [t / 12 x 150 PSF x (H1-H2) x L2 / 2 /L 1] WL + {WL x L2 / 2 / L 1) t I 12 x 150 PSFx C x L2 / 2 / L 1 ,., SHEET •• s ~niw::ww,1tmi:1utA?:s+1u1MM1tt~mon11s......,ms .... .-,..,., _ _,,ri:a,1«1...,ww1111_...,..._; *""'"" -Y~l..'IW Description VERTICAL LOAD: UNIFORM DL CQNCENTRIC DL HORIZONTAL LOAD: WIND LOAD ADDITIONAL SEISMIC LOAD CONCLUSION: , .. Variable CALCULATION [14 PSF x 8 / 2 + (14 PSF x 8 / 2) x (15 / 2 / 6 )] = [8 / 12 X 150 PSF X (17 -9) x 15 / 2 I 6] = 20.5 + (20.5 X 15 / 2 / 6) = 8 / 12 x 150 PSFx 0.321 x 15 / 2 / 6 = # 6@ 18" O.C. (SEE COMPUTER PRINT OUT) THEREFORE, EXISTING PANEL REINF. OF #6@ 12" O.C. ISOK 1 2° OUTPUT 126 PLF 1000 LB 46 PSF 40PSF KL T CONSUL TING STRUCTURAL ENGINEERS , 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Rev: 510300 Title; Dsgnr: Description : Scope: Job# Date: 10:57AM, 21 FEB 05 , _, Um:K'vl-0604033,Vcr5.t.3,22-Jun•1SSS,'v/ln32 Tilt Up Wall Panel Design Page (<)1883·88 ENERCAlC • wamAfliSI 1 .. 1 "ew,m @tw, c:1ec1ganel.ecw:CJ:]a,&~ Description AT (E) PANEL 28 & 29, CHECK EXISTING PANEL ABOVE MEZZANINE FOR NEW OPENINGS I General Information Clear Height Parapet Height Thickness Calculations are designed to AGI 318-95 and 1997 UBC Requirements l Loads Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type r.;-------------.. [Wall Analysis Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment 15.000 ft 2.000 ft 8.000 in 6 18.000 in 3.630 in 150.0 145.00 pcf 46.000 psf lbs ft Seismic 40.00 #/ft 15.000 ft 9.000 ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.880 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined 4 0.0025 0.0025 0% 0.3210 0.3210 Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier For Factored Load Stresses Seismic 0.047 22,383.0 0.0 2.652 30,220.4 ~ 0.043 in 20,137.9 in-# 0.0 in-# 2.716 in 26,367.1 In-# 266.00 #/ft #/ft 7.500 in 1,000.00 lbs lbs 1.000 1.000 For Service Load Deflections Seismic 0.034 15,987.9 0.0 0.034 18,504.2 Wind 0.034 in 15,970.5 In-# 0.0 in-# 0.034 in 18,591.7 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in Summary Wall Design OK I I 15.00ft clear height, 2.00ft parapet, 8.00in thick with #6 bars at 18.00in on center, d= 3.63in, fc = 3,000.0psi, · Using: USC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 30,220.42 in-# Moment Capacity 59,853.77 in-# Mn • Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.6 • Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 0.034 in Deflection Limit 1.200 in Seismic 59,853.77 in-# 30,220.42 in-# 3,835.61 in-# 0.03 in 5,371 : 1 0.0067 0.0128 22.75 psi 120.00 psi Wind 57,110.60 in-# 26,367.13 in-# 3,502.35 in-# 0.03 in 5,312 : 1 0.0067 0.0128 22.75 psi 120.00 psi KLT CONSULTING STRUCTURAL ENGINEERS 3-1-30 IRVINE AVENUE I NE;WPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: R•v: 510300 Uccr: KW-0604033, Ver 5.1.3, 22·Jun•1SSS, Wlo32 (<) 1S83•SS ENERCALC Tilt-Up Wall Panel Design Job# Date: 10:57AM, 21 FEB 05 Description AT (E) PANEL 28 & 29, CHECK EXIST!NG PANEL ABOVE MEZZANINE FOR NEW OPENINGS I Analysis Data ---·--------·---------------l E n =Es/ Ee Fr Multiplier for sqrt(fc) Ht /Thk Ratio Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) C = a I .85 lgross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction 3,122,018.6 psi 9.29 5.000 22.50 Mn= As:eff Fy(d-a/2) -Pu (WallThk/2-Bar Depth) Sgross Mer= S • Fr Fr= Rho: Bar Reinf Pct Seismic 0.344 in 0.675 in 0.794 in 512.000 in4 27.72 in4 o.oo in4 0.880 68,015.65 in-# 128.000 in3 35,054.2 in-# 273.86 psi 0.0214 Wind 0.332 in 0.650 in 0.765 in 512.00 in4 27.07 in4 0.00 in4 0.880 64,898.41 in-# ~--· -----------------------. . ------.. --------. eional Values Loads used for analysis Wall Weight Wall Wt• Wall Seismic Factor Wall Wt• Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 31.030 psf 31.030 psf 1,266.00 #/ft 918.33 #/ft 2, 184.33 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads A,1o1 01 S§iliiffi\c., a""' 1,772.40 1,285.67 3,058.07 Wind 1,329.30 #/ft 964.25 #/ft 2,293.55 #/ft ·--·-·--·-------------------·a ACI Factors (per ACI, applied internally to entered loads-) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... seismic = ST * : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Shmt Term Fac1or ~------------------· --------. --·-----------. Sketch & Diagram ' ~ r·~ I,-. r-·~ =: ! ~ r: r.:-: I"'~ t::: •40p,f "40p,f Elf. Width• 12.0in Se.h:mic f::ictor :a: 0,321 Sol::mlc Zono s 4 fy • 60,000p,i f'c • 3,000p,I u,1,9: U6 @ 18.00ln Thiel< , 8.00io •31.03p,f "31.03p,f O"i9n l\1<thod : Emt 1SS4 UllC fSf4.0 Addod Sci,mlc : . j : ; ~ ' . ' ~ ,_ .. ' . ~ ! : , .. "31.03p,f S~i::rnlc Lo::id ·46p,f --.6p,f 0.750T 0.900 1.300 UBC 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor Roof DL: 266,0, LL: O.Olb,, Ecc: 7.!0io •46p,~ :-~ 2ft .~ d ' ~ . -~ t:: ' ~ r:-:: L: ,-... I ~ I ~ t-·: ~ -~ "46p,f 'w'ind Lo::id I 115ft l I I '--------------. -. --------· -- · 1.400 0.900 I I • JI I I KLT .. ~- ( ·..__. ·------ CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT _______________ DATE _____ SHEET tf't,,-OF __ SUBJECT _______________ CALC.BY ____ JOB ____ _ Ai pA,r+IP~ 14 t/%t:lt--fAfJij-L 0~t?'~ f-1~l-l fti, 1-1i;tJ t?p ,;,µ~7 v~iif ~6A17: ~fv en~ 1qtr 1-_i::;. s,bf1 --r ~u-t 'f. n/ :::-11& ~1 I ,z,, '?I .. JJJ 1 ~llv W1 ~(tf { ~, ~/)i-I Ot1~ 1-I S 1 ~ 1 u 0 z;-:#'J, '1,y. {.P I fA-W~~ 1'7 WcA-l /3,~~ ,sc;; r1~i:e, p~ti, l,.,t-1\17 LtS-/JG-tj~IBvt: rrlZ 12-t IJ1 At ~?At?.' ~j IWQ: ~ -t io% -1-l S 1 ::: 4'0¾ 1'1.U' ~f 1i;,rl1t-:. ltt't -1-0.311 i-1r/ __ ~ Ai~ '2,'j-{P I fu cu 1~1 ~,? · (0t3"~ CtJ111ptrfW p121iffp'~11) '11ff,-i~rri,~ 1 c~) pAWl:3~ 12f11,Jr ?F 1t i iJ 1io,t, 1<0-vll--- .. KL1T CONSULTING STRUCTURAL ENGINEERS , , 3'430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Job# Dsgnr: Date; 11:21AM, 21 FEB 05 Description : Scope: ~----------------------------------------------Rev: 510300 Um: KW-0604033, Ver 5.1.3, 22•Juo•1SSS, Win32 ( c) 1S63•SS ENERCALC Tilt-Up Wall Panel Design Page 1 c:\ec\ anel.ecw:Calculations Description AT (E) PANEL 28 & 29, CHECK EXISTING PANEL BELOW MEZZANINE FOR NEW OPENINGS General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type 13.000 ft 0.000 ft 8.000 in 6 18.000 in 3.630 in 150.0 145.00 pct 45.000 psf lbs . ft Seismic 40.00 #/ft . 13.000 ft 11.000 ft Seismic Calculations are designed to ACI 318-95 and 1997 UBC Requirements fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.880 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Par;.p~t_W~ight Counte!acts Middle Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 126.00 #/ft #/ft 7.500 in 1,688.00 lbs lbs 1.000 1.000 4 0.0025 0.0025 0% 0.3210 0.3210 • I Wall Analysis ~----·, For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing I Summary I Seismic 0.020 12,382.2 0.0 2.002 19,214.9 18.000 in 18.000 in Wind 0.024 in 15,040.7 in-# 0.0 In-# 2.054 in 20,308.8 in-# Seismic 0,014 8,844.5 0.0 0.014 11,380.1 Parapet Bar Spacing Req'd ; SEISMIC Parapet Bar Spacing Req'd : WIND Wind 0.019 in 11,880.6 in-# 0.0 in-# 0.019 in 14,420.0 in-# 18.000 in 18.000 in Wall Design OK 13.00ft clear height, 0.00ft parapet, 8.00in thick with #6 bars at 18.00in on center, d= 3.63in, fc = 3,000.0psi, Using: use Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Wind Load Governs Maximum Iterated Moment : Mu 20,308.82 in-# Moment Capacity 57,731.72 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.6 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 0.019 in Deflection Limit 1.040 in Seismic Wind 60,791.13 in-# 57,731.72 in-# 19,214.88 in-# 20,308.82 in-# 1,323.00 in-# 992.25 in-# 0.01 in 10,936 : 1 0.0067 0.0128 25.44 psi 120.00 psi 0.02 in 8,220 : 1 0.0067 0.0128 25.44 psi 120.00 psi • 1 • I KLT CONSULTING STRUCTURAL ENGINEERS ~~O IRVINE AVENUE Nf,WPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 (FAX) Title: Job# Dsgnr: Date; 11 :21AM, 21 FEB 05 Description ; Scope: ~-------------·--------····--··--·-·A'#, B::i~~~gio,o33,Ver5.1,3,22•Jun•1888,Wi•32 Tilt-Up Wall Panel Design Page 2 , (c) 1883·88 ENERCALC o:\eo\ anel.eow:Caloulations Description AT (E) PANEL 28 & 29, CHECK EXISTING PANEL BELOW MEZZANINE FOR NEW OPENINGS / Analysis Data ·----~~----~ -·-~-------------· ' E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(fc) Ht /Thk Ratio 3,122,018.6 psi 9.29 5.000 19.50 Rho: Bar Reinf Pct ·128.000 in3 35,054.2 in-# 273.86 psi 0.0214 Values for Mn Calculation... Seismic As:eff= [Pu:tot + AsFy]/Fy 0.350 in a : (AsFy + Pu)/(.85 fc b) 0.687 in c = a / .85 0.808 in !gross 512.000 ln4 !cracked 28.02 in4 I-eff {ACI methods only) 0.00 in4 Phi: Capacity Reduction 0.880 Mn= As:eff Fy(d-a/2) -Pu (WallThk/2-Bar Depth) 69,080.82 in-# IA --------········---·-·-·--·--------- jAdditional Values _ Wind 0.336 in 0.659 in 0.775 in 512.00 in4 27.30 in4 0.00 in4 0.880 65,604.23 in-# Loads used for analysis Wall Weight 96.667 psf 31.030 psf 31.030 psf Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ...,.,, oSeiW!tt , o 01b, _W"'"""'"in=d- Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor . Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 1,814.00 #/ft 628.33 #/ft 2,442.33 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ... ,seismic= ST* : 1 .400 ACI 9-2 Group Factor 1.700 ACI 9-3 Dead Load Factor 1.700 ACI 9-3 Short Term Factor 1.100 2,539.60 1,904.70 #/ft 879.67 659.75 #/ft 3,419.27 2,564.45 #/ft 0.750 ,-UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 Roof DL, 126.0, LL, O.Otb,, Ecc: 7.501n ----------·--·--·----·-··---·------·--------- Sketch & Diagram Eff. Width s 12.0ln s,J,mlc r,ctor • 0.321 Stlgrnfc Zof'c • ,4 r, • 60,000p,I l'c • 3,000pol u,1119' 116@ 10.001. Thlclu8.00i• Qo,19• Mothod : fx,ct 1$34 USC 1$14.0 ~ t -:-..: ! :: 1-:: ' -; . ! ·: ... ~ ~ : •31.03p,f -01.03p,1 Scl:;mic Lo~d :: -. ' -' - ~= I • ;--, . ' -r.:: -! ~ ' .. ! ~ i .: !--' . I • ,--,.. . "45p,f WindLo,d ---( 13ft 1.400 0.900 I • '--------------·--·-.. -·· -- .. ,,, , KLT ' CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (949) 263-1308 FAX (949) 263-1310 SUBJECT: CHECK MOMENT As d b p fv(REBAR) (J) Au q> X Mn CHECK LINTEL LOAD AT (E) PANELS 28 AND 29 = As/ (bd) = P (fy If c) = q> X fy (1-0.5900) /12000 =AuAsd t;{)µ,p17~~ ~'i (11-=¾ i-1,.tr -r IU-4f/tf)(J.1)~ 11&~/ w a l-ll-;. IOfrtr :iL fJ 1 -:: g oti1P: i I · f::;. i I io ~1 t1 ;:; I 1 ~ &7 ~ f 11_~·-~ I I b IL, > I I 1 ~ 1 1 #5 PAGE .!f5 0.31 IN"2 81.00 IN 8.00 IN 0.0005 3000 PSI 60000 PSI 0.010 4.475 112.36 K FT P : . ~V,,~ ·1>7. &x rx * -s,pAW 16) _ h,tui~~ _vJ~}-l t] At:?v~ t11f:Z? ~t ~~O~t1t v/v 0~iuw H~w KLT ,.. L I ' • CONSULTING STRUCTURAL ENGINEERS SHEET lj,'.f' 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 ,. (949) 263-1308 FAX (949) 263-1310 PANEL W/ OPENINGS: BUILDING PANEL (S) Description . ROOF DEAD LOAD BAY LENGTH PANEL THICKNESS HEIGHT OF PANEL PIER LENGTH LENGTH OF OPENING HEIGHT OF OPENING WIND LOAD WALL SEISMIC FACTOR UNIFORM DL CONCENTRIC DL HORIZONTAL LOAD: WIND LOAD ADDITIONAL SEISMIC LOAD Variable DL BL t H1 L1 L2 H2 WL C ACUSHNET -LOKER ADDITION CHECK EXISTING PANEL FOR NEW 20'-0"x6'-9" OPENING ABOVE MEZZ. FLR. VALUE 14.0 PSF 53.0 ft. 11.25 in. 30.00 ft. 2.0 ft. 20.0 ft. 18.0 ft. 20.50 PSF 0.321 FORMULA [(DL x BL / 2 + (DL x BL/ 2) x (L2 / 2 / L 1 )J [t / 12 X 150 PSF x (H1-H2) x L2 / 2 /L 1] WL + (WL x L2 / 2 I L 1) t I 12 x 150 PSFx C x L2 / 2 / L 1 ~~IIQHlll!l8Q~--------·••111!ffflq~W~!fla.1!~"lliMWlt'Mtl!1----------,. Description Variable · CALCULATION OUTPUT VERTICAL LOAD: UNIFORM DL CONCENTRIC DL HORIZONTAL LOAD: WIND LOAD ADDITIONAL SEISMIC LOAD CONCLUSION: [14 PSF x 53 / 2 + (14 PSF x 53 / 2) x (20 / 212 )] = 2226 PLF [11.25 / 12 X 150 PSF X (30-18) x 20 / 2 / 2] = 8438 LB 20.5 + (20.5 x 20 I 212) = 123 PSF 11.25 / 12 x 150 PSFx 0.321 x 20 I 2 I 2 = 226 PSF l~) # 6@ 71/2" O.C. E.F. (SEE COMPUTER PRINT OUT) e'ly 4 #6 E.F. (8 TOTAL) -1. KLT CONSUL TING STRUCTURAL ENGINEERS Title: Job# I • , • ,3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 Dsgnr: Description : Date: 10:12PM, 20 FEB 05 f949) 263-1308 (949) 263-1310 (FAX) Scope: Rtv: 510300 Um: KW-0604033, Ver 5.t.3, 22•Jun•tSSS, Win32 (<) 1883-SS ENERCALC Tilt-Up Wall Panel Design Page c:\ec\ anel.ecw:Calculations Description CHECK EXISTING PANEL W/ NEW 20'x6'-9" OPENINGS ABOVE MEZZ. FLR. ~------------------------·-· --·-·--··-----· - General Information /Loads Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Deft. Ratio Concrete Weight Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot .. .load type 28.000 ft 2.000 ft 11.250 in 6 7.500 in 9.000 in 150.0 145.00 pcf 123.000 psf lbs ft Seismic 226.00 #/ft 18.000 ft ft Seismic [wa,-, A-n-a-lysis ··--·--· · -· ·· ·· Calculations are designed to ACI 318-95 and 1997 UBC Requirements re Fy Phi Width 4,000.0 psi 60,000.0 psi 0.880 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 2,226.00 #/ft #/ft 9.130 in 8,438.00 lbs lbs 1.000 1,000 4 0.0025 0.0025 0% 0.3210 0.3210 ---~-----·-------·---~--··-------··----------------···- For Factored Load Stresses For Service Load Deflections Basic Deft w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing I Summary I Seismic 0.815 366,174.7 350,987.6 3.632 431,032.8 15.644 In 15.644 in Wind 0.446 in 193,270.4 in-# 164,654.0 in-# 3.819 in 244,699.2 in-# Seismic 0.582 261,553.4 210,083.5 1.718 . 290,128.6 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Wind 0.355 in 153,449.6 in-# 102,117.8 in-# 1.230 in 182,162.9 in-# 15.644 in 15.644 in Wall Design OK 28.00ft clear height, 2.00ft parapet, 11.25in thick with #6 bars at 7.50in on center, d= 9.00in, fc = 4,000.0psi, Using: USC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment: Mu 431,032.76 in-# Maximum Iterated Deflection 1.718 in Moment Capacity 437,797.85 in-# Deflection Limit 2.240 in Seismic Wind Mn * Phi : Moment Capacity ' Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall 437,797.85 in-# 367,788.09 in-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.6 • Rho Bal Actual Axial Stress : (Pw + Po ) I Ag Allowable Axial Stress= 0.04 * fc 431,032. 76 in-# 244,699.17 in-# 29,918.89 in-# 25,103.34 in-# 1.72 in 1.23 in 196 : 1 273 : 1 0.0065 0.0065 0.0171 0.0171 95.10 psi 95.10 psi 160.00 psi 160.00 psi -, ' • • , 1 KL T CONSUL TING STRUCTURAL ENGINEERS I , ii3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 1(949) 263-1308 (949) 263-1310 (FAX) Title: Dsgnr: Description : Scope: Rov: 510300 Um: K\o/·0604033, y., 5.13, 22•Jun•fSSS, Wln32 (c)1S83·SS ENERCALC Tilt-Up Wall Panel Design Job# Date; 1 O: 12PM, 20 FEB 05 Page , c.\ec\ anel.ecw:Calculations Description CHECK EXISTING PANEL W/ NEW 20'x6'-9" OPENINGS ABOVE MEZZ. FLR. I Analysis Data E n =Es/ Ee Fr Multiplier for sqrt(rc) Ht/Thk Ratio Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(,85 re b) C =a/ .85 igross /cracked 1-eff (ACI methods only) Phi: Capacity Reduction 3,604,996.5 psi 8.04 5.000 29.87 Mn= As:eff Fy(d-a/2) -Pu (WailThk/2-Bar Depth) Sgross Mer= S • Fr Fr= Rho: Bar Reinf Pct Seismic 1.004 in 1.476 in 1.736 in 1,423.828 in4 446.89 in4 0.00 in4 0.880 497,497.56 in-# 253.125 in3 80,045.2 in-# 316.23 psi 0.0285 Wind 0.929 in 1.366 in 1.607 in 1,423.83 in4 424.94 in4 0.00 in4 0.880 417,941.01 in-# I I Additional Values ----. ·-~------------------) Loads used for analysis Waif Weight Wail Wt * Wail Seismic Factor Wall Wt • Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 135.937 psf 43.636 psf 43.636 psf 10,664.00 #/ft 2,175.00 #/ft 12,839.00 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9~1 & 9-2 DL 1 .400 ACI 9-2 Group Factor Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.750t 0.900 ·1.300 ACI 9-1 & 9-2 ST 1. 700 ACI 9-3 Short Term Factor AxhlOI St}i&m\!t;OO!bo 14,929.59 3,045.00 17,974.59 Wind 11,197.20 #/ft 2,283.75 #/ft 13,480.95 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor .... seismic= ST*: 1.100 Roof DL • 2,226,0, LL• 0.0lb•, ~cc: S.131n 1.400 0.900 ,--------------------------"-··-----------. ---------------Sketch & Diagram •226p<I :. :. _ ... . -·-. ~II. Width• 12.0ln Stlt:mJc r~ctor • 0.321 . . Scl&mlc Zoa0: • 4 -• fy • 60,000pal . . re• 4,000p•I . U,lng: 116 (i> T.501, . Thld! • 11.251• ~ . AddtdScl,mi< ~ ·43.64p•f -·:-.3.64p,I •43.64p,1 :: :. ,_ "43,64p,f Sc:1,mlc Lo~d ·• ·123p,f --· "123p,f .:. . -, • ·123p .,. __ ·<' 2ft , ..... . ' . . . ·-· "123p•f WlndLo,d 28ft -----------------·----- I ... ! I I. i _, •. · "' KLT • :,I. ' CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (949) 263-1308 FAX (949) 263-1310 PAGE tf"l SUBJECT: CHECK LINTEL LOAD AT (E) PANELS 33 AND 37 CHECK MOMENT As d b p fv(REBAR) (0 Au q>XM0 = As/ (bd) = p (fyl f c) = q> X fy (1-0.59ro) /12000 =AuAsd 2#5 0.62 IN"2 54.00 IN 11.25 IN 0.0010 4000 PSI 60000 PSI 0.015 4.459 149.30 K FT l) ~~ ~<J, C/)l LP)(_3/llP 1t1 ;Ar+ A-t,!¼'?'7 ~p!?l~ c;,j A0v-V~ r1 ~fDtflv vlv 0~ ~D 1J. ilfVt ~0/18/2005 16:39 949-263-1310 KLT ENGINEERS 8584969101 PAGE 02 T·&Z9 P,OD2/OQ! F•B40 l I , Oct-1772005 D1:2Dpm From~san Dlero Office Interiors Leighton Consulting, Inc. a. LllH~HTQN GROUP COMPANY To: Attention: Subject: J«:fe.rence: October 10~ 2005 San Diego Ofnce Interiors 4863 Shawline Street, Suite A San Diego~ California 92111 :M'l-. Pan Dreesen P.rojuct No. 600762-001 Review of Foundation P.laiis, Proposed Acus:bnet T,nr,:ker ·A.d:lition, 2819 Loker~-· ·._ A'llenue East, Carlsbad, Califomia (Carlsbad TractN.:,. 74~21) · ,. ~-. ____ ""' ' Leighton Cou,sulting, lnc. 2004. Geotechn.ica! Update Rep~rt;: interior· ;J'enam ·. Improvement; 28\9 LokerA"-:enue East., f:arls~ad, C'~ifonria ,:Carlsbad Tract No: 1,, 74-21), Projeci No. 600762-001, ~tcd February 1G, 2005 · · ·. ·· :. :: " Leighton a:od Asi'iocjates, T110.. ·1996, .Gecm:chrlical !nveruiation, P.repc.sct'!, 1 • ,·~ ·-- OffictJI.Manufac~wirig/W.arehouse .Fa~ilizy, Carlsbad Oates Easl, lots 23 and· il8, !1 : ·'··-· Norr.hea.sI Comer of. El l•uerte Street and Palomar Ajrpo1t Road, Cart~bad; · . .. ·:·· Califbmia, ProjectNo. 4960196-001. dated August 2. 1996. . :· ·. :. I l<T,T Consulting.Structural Engineers, 2005. Foundation Plaru1, Acushnet Loc](er . Addition, Sh~s S-1. S-2, S-4, and SD-1. Joo No. 05038~ date!i September 15,. 2005 . In acctJrdance with your .3·cquest, we have :i;-ev.iewed the foundation plans for t1' e proposed interior tenant improvements located at 2819 Loker Ave.nue East, in Carlsba~ Calir'Oru,a (Carlsbad Tract No. 74-21) prepared by KLT Consulthlg Stru0tural Engineers, dat~d Septen:.ber 15, 2005. Our review was perforn1ed. to identify potential conflicts with t.rie inte1'lt of the refei enccd geotechnical docume11ts. Based on our review, we are of th.e opinion that the plans were : ,re pared in general conformanci: with the intent of the geotechnical documents. The referenced .fhundation plans are considered suitable for constn1ction from a geotechnical point 0£ vie"'· as long as the recommendmions of our referenced documents are incorporated during co.nstrue1 ion. . .. Oct-17-2005 Ol:20pm F:orn-San :11eio C1t11ce lntrnors 8584959101 T-529 P.003/003 F-840 -" I ' 600762-001 If you have any questions regarding our letter, please cont.act this office. We appreciate this oppornmity to be of service. Distribution: ( 4) Addressee Respectfi.tl1y submitted, LEIGHTON CONSUL TING, INC. William D. Olson, RCE 45283 Senior Project Engineer (1) KLT Consuhing Stmctural Engineers, Attention: Mr. Francis Le -2-Leighton j ..; . 0 \. ....... KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 PROJECT ________________ DATE _____ SHEET 3 OF __ SUBJECT _,fi-.::&',__¾_1 ______________ CALC. BY ____ JOB _____ _ r~ ·1ll F---- C ~ -7PJ 1/i xl/1y.. \Jr xO,IG"~ l61 t,, I ~~to/'J ~ ~~1 ~ ~uJC.-I &l·--~ e>~ ti JC,., b:::-~, l~X B> I Al?v &t2. sl()\ .. g;,t/(17f p16-/ th~ -f" ?' Cl:3) Ct,U 1. p-16/ !Ahi::: tl6 ~~ ~, /?-/r?--1 • 7- '"'--.. ) -~ I PROJECT At--~t';;?H !JG/ SUBJECT ev ~ & C, i J KLT CONSUL TING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 DATE ____ SHEET Jf: OF __ CALC. BY ____ JOB t(!zt??,6 rcy#p r?i '61 ~rz--r~--1 . /,/ r~ 1, 7, {,e I ( "? 1%, I"~ #I v,.Jt< [.; _,;µ e,. ~ ~ j1.~& it:---~ ~-~ v ' r! 11.J ..,_ " j C PROJECT SUBJECT I KLT CONSUL TING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 ~--------------DATE _____ SHEET 2 OF __ fti¾ 10 ____._,,.__ _____________ CALC, BY _____ JOB _____ _ L--u!, o" privv11;,,a-r7 . C 19) // !--/'y.. ·I .tr /I PF f161 LS ??If; . ) KL T CONSUL TING STRUCTURAL ENGINEERS t430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Dsgnr: Description : Scope: Job# Date: 4:27PM, 17 OCT 05 & , 510300 r. KW-0604033, VerS.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Steel Column Base Plate Page -1" Description P.C. 13: ACUSHNET: BASE PLATE DESIGN General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width I Summary I Concrete Bearing Stress Actual Bearing Stress Allow per ACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 57.60 k 0.00 k-ft 12.000 in 12.000 in o.s2sin 14.000 in 14.000 in Thickness OK 400.0 psi 2,082.5 psi 1,629.3 psi Bearing Stress OK 33,491.7 psi 35,910.0 psi Bolt Tension OK 0.000 k 5.500 k ·-1 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete fc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area TS5x5x5/16 5.000 in 5.000 in 0.313 in 0.313 in 3,000.0 psi 36.00 ksi 1.330 1.500 in 2 5.500 k 0.441 in2 Baseplate OK Full Bearing : No Bolt Tension KL T CONSUL TING STRUCTURAL ENGINEERS :l430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Job# Dsgnr: Date: 4:28PM, 17 OCT 05 Description : Scope: Rev: 510300 User: KW-0804033, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Steel Column Page ...-r Description PC 13: ACUSHNET: COLUMN DESIGN \_General Information Steel Section Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements J TS5X5X5/16 Column Height 14.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined I Loads Axial Load ... Dead Load Live Load Short Term Load 57.00 k k k Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Elastic Modulus 29,000.00 ksi X-X Unbraced 14.000 ft Y-Y Unbraced 14.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments Kxx Kyy in in 1.000 1.000 .. ~S~u·m·m-a·ry ___ ._ __________________________ C_o_lu_m_n_D_e_s_ig_n_O_K~ Section: TS5X5X5/16, Height= 14.00ft, Axial Loads: DL = 57.00, LL= 0.00, ST= O.OOk, Ecc. = O.OOOin Unbraced Lengths: X-X = 14.00ft, Y-Y = 14.00ft Combined Stress Ratios AISC Formula H1 • 1 AISC Formula H1 • 2 AISC Formula H1 -3 XX Axis : Fa calc'd per 1.5-1, K*L/r < Cc Dead 0.6147 0.3681 DL+ LL 0.6147 0.3681 DL + ST + (LL if Chosen) 0.4622 0.2768 YY Axis : Fa calc'd_ per 1.5-1.1. K*=U..;..r_<_C.;c..cc:c...... __________ ~-------·--. ____ -·· _____________ _ [stresses Allowable & Actual Stresses Fa: Allowable fa: Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy: Allow [F3.1] Dead 16.53 ksi 10.16 ksi 30.36 ksi 0.00 ksi 30.36 ksi Live 0.00 ksi 0.00 ksi o.oo ksi 0.00 ksi fb : yy Actual 0.00 ksi . 0.00 ksi 0.00 ksi ,--------------------------··----- ~nalysis Values F'ex : DL +LL 18,957 psi F'ey : DL +LL 18,957 psi F'ex: DL+LL+ST 25,213 psi F'ey: DL+LL+ST 25,213 psi -Cm:x DL+LL Cm:y DL+LL 0.60 0,60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 DL + LL 16.53 ksi 10.16 ksi DL + Short 30.36 ksi 0.00 ksi 30.36 ksi o.oo ksi Cb:x DL+LL Cb:y DL+LL Cb:x DL +LL +ST Cb:y DL+LL+ST 21.98 ksi 10.16 ksi 40.38 ksi 0.00 ksi 40.38 ksi 0.00 ksi 1.75 1.75 1.75 1.75 Max X-X Axis Deflection 0. 000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft I Section Properties TS5X5X5/16 Depth Width Thickness 5.00 in 5.000 in 0.313 in Weight Area • ------------·-·-----··-------·. 19.06 #/ft 5.61 in2 I-xx 1-yy S-xx S-yy r-xx r-yy 20.10in4 20.10in4 8.040in3 8.040in3 1.893 in 1.893in I I I I 1 KLT CONSULTING STRUCTURAL ENGINEERS 3~30 IRVINE AVENUE N~WPORT BEACH, CA 92660 Title: Dsgnr: Description: Job# Date: 4:28PM, 17 OCT 05 (949) 263-1308 Scope : r(~94_9~)_26_3_-1_3_10 ________________________________ __!-s n:~~ ~~~iio4033, Ver 5. 1 .3, 22-Jun-1999, Win32 Stee I C QIU m n Page -2"-, (c) 1983-99 ENERCALC Description PC 13: ACUSHNET: COLUMN DESIGN I Sketch & Diagram I Axial DL = 57k Axial LL= Ok Axial ST• Ok , KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 SHEET 1 (949) 263-1308 FAX (949) 263-1310 PROJECT: PAD FOOTING UNDER MEZZANINE DESIGN: ALLOWABLE SOIL BEARING PRESSURE= FLOOR DEAD LOAD = FLOOR LIVE LOAD = TRIB. LENGTH = TRIS. WIDTH = TRIS. AREA (L x W) = AXIAL LOAD= MIN. FOOTING SIZE = ACUSHNET f C:,,1f l 1 12 X 20 = (53 + 80) X 240 = (31920 / 2000)A(1/2): T.S. 5x5x5/16 ON 3/4"x12" x12" BASE PLATE 2000 PSF 53 PSF 80 PSF 12.0 ft 20.0 ft 240 FTA2 31920 LB 3.99 FTA2 PAD: 4'-6" SQ. x 18" W/ 4 #6 E.W. PADM3 KLT CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 SHEET JO (949) 263-1308 FAX (949) 263-1310 PROJECT: PAD FOOTING UNDER MEZZANINE DESIGN: ALLOWABLE SOIL BEARING PRESSURE= FLOOR DEAD LOAD = FLOOR LIVE LOAD = TRIB. LENGTH = TRIB. WIDTH = TRIB. AREA (L x W) = AXIAL LOAD= MIN. FOOTING SIZE = ACUSHNET P {/ :ff't 1 16.5x19= (53 + 80) X 313.5 = (41695.5 / 2000)"(1/2) = T.S. 5x5x5/16 ON 3/4"x12" x12" BASE PLATE 2000 PSF 53 PSF 80 PSF 16.5 ft 19.0ft 314 FT"2 41696 LB 4.57 FTA2 PAD: 5'-0" SQ. x 18" W/ 4 #6 E.W. PADM5 KL T CONSUL TING STRUCTURAL ENGINEERS 34;30 IRVINE AVENUE NlFWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Job# Dsgnr: Date: 10:04AM, 18 OCT 05 Description : Scope: Rov: 510300 User. KW-0604033, Ver 5.1.3. 22.Jun-1999, Win32 (c) 1983-99 ENERCALC Combined Footing Design Page 1/ Description PC #14: PAD M6 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements-, Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden I Dimensions Footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness 2,000.0 psf 4 145.0 pcf 1.33 0.00 psf 2.50 ft 5.00 ft 2.50 ft 10.00 ft 7.50 ft 18.00 in fc 3,000.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.50 in Live & Short Term Load Combined ·-~-------------------- l&M Column Support Pedestal Sizes #1 : Square Dimension ... Height #2 : Square Dimension ... Height 0.00 in 0.00 in 0.00 in 0.00 in ,-----------------------------·------·----··-. ·······---·--· ···-·--·· J Loads Vertical Loads ... Dead Load Live Load Short Term Load I Summary I @ Left Coiumn 22.600 k k k @ Right Column 57.600 k k k Footing Design OK Length= 10.00ft, Width= 7.50ft, Thickness= 18.00in, Dist. Left= 2.50ft, Btwn. = 5.00ft, Dist. Right= 2.50ft Maximum Soil Pressure 1,986.83 psf Allowable 2,000.00 psf Max Shear Stress 92.22 psi Allowable 186.23 psi Min. Overturning Stabilit 999.000 :1 J Soil Pressures Soil Pressure @ Left Dead+ Live Dead+Live+Short Term Soil Pressure @ Right End Dead+ Live Dead+Live+Short Term Stability Ratio Actual 586.6 586.8 1,986.8 1,986.8 999.0 :1 Allowable 2,000.0 psf 2,660.0 psf 2,000.0 psf 2,660.0 psf Steel ·Req'd @ Lef Steel Req'd @ Cente Steel Req'd @ Righ ACI Factored Eq. 9-1 821.6 psf Eq. 9-2 821.6 psf Eq. 9-3 528.1 psf Eq. 9-1 2,781.6 psf Eq. 9-2 2,781.6 psf Eq. 9-3 1,788.1 psf 0.244 in2/ft 0.244 in2/ft 0.244 in2/ft Eccentricity 0.907 ft 0.907 ft 0.907 ft 0.907 ft [ Moment & Shear Summary -·-·-·-------------------------- Moments ... Mu@Col#1 Mu Btwn Cols Mu@Col#2 One Way Shears ... Vn : Allow* 0.85 Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears .. , Vn : Allow * 0.85 Vu@Col#1 Vu@Col#2 ACI 9-1 2.13 k-ft/ft 7.23 !<-ft/ft 7.23 k-ft/ft 93.113 psi 4.778 psi 16.830 psi 17.449 psi 186.226 psi 35.873 psi 92.216 psi ( values for moment are given per unit width of footing) .. ACI 9-2 ACI 9-3 2.13 k-ft/ft 1.37 k-ft/ft 7.23 k-ft/ft 4.65 k-ft/ft 7.23 k-ft/ft 4.65 k-ft/ft 93.113 psi 93.113 psi 4.778 psi . 3.072 psi · 16.830 psi 10.819 psi 17.449 psi 11.217 psi 186.226 psi 186,226 psi 35.873 psi 25.750 psi 92.216 psi 59.282 psi J I • KL!.T CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE ~EWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Dsgnr: Description : Scope: Rev: 510300 User. KW-0604033, VcrS 1,3. 22.Jun-1999, Win32 (c) 1983-99 ENERCALC Combined Footing Design Description PC #14: PAD M6 Reinforcing ( values given per unit width of footing) @ Left Edge of Col #1 Between Columns Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 11.24 psi 0.244 in2/ft ACI 9-2 11.24 psi 0.244 in2/ft 38.21 psi 0.244 in2/ft 38.21 psi 0.244 in2/ft ACI 9-3 7.22 psi 0.244 in2/ft 24.56 psi 0.244 in2/ft Job# Date: 10:04AM, 18 OCT 05 Page /2 @ Right Edge of Col #2 Ru/Phi As Req'd 38.21 psi 0.244 in2/ft 38.21 psi 0.244 in2/ft 24.56psi 0.244 in2/ft ----------------------------~ ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic = ST • : 1.100 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 :1 l ··I I l I I Kl!T CONSUL TING STRUCTURAL ENGINEERS 3~30 IRVINE AVENUE i\lEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Job# Dsgnr: Date: 10:04AM, 18 OCT 05 Description : Scope: ·-----·----------------------, Rev: 510300 User. KW-0004033, Ver 5.1.3. 22-Jun-1999, Win32 (c) 1963-99 ENERCALC Combined Footing Design Page /3 Description PC #14: PAD M6 I Sketch & Diagram O·-, LL=0.0, ST=0.0k 161n 0- ~ ~ Jl-------""-5n -~~ l---------'1-"'0tt-=--------6 0.42 p.36 0.30 p.24 0,18 0.50 ·1.00 Shear Load (k) 6,97 0.50 6.28 5.58 4.88 4.18 3.49 2.79 2;~~: ' i::i~11J1 11: . 1.00 o;fbi11!lili!: ·,,, i1'l j ld , 1J!i11., o.oo Bending Moment (k·ft) 1.50 2.00 2.50 3.00 3.50 4.00 Locallon Along Member (ft) 1,50 2.00 2 so 3.00 3.50 4.00 Location Along Men,ber (ft) 4.50 'j 4.50 0.42 0.36 0.30 Q.24 0.18 1).12 Shear Load (k) 0.50 6.97 ·o.5o 6.28 5.58 4.88 4.18 3.49 2.79 2:09 i:3~:::11,' . : 'I l , ·"ii' f r1, 0,70 "!!1 .q :i .. dd! ! , 1 Bending Moment (k·tt) 1.00 1.50 ·,.oo 1.50 .1: ... , .00 ?,27 :o.so "1 .00 ·1 ,so 0,23 0.19 0.16' 0:12 Shear Load (k) 5.00 4.48 0.50 1.00 1.50 4.04 3.50 3.14 2.69 2.24 1.79 1:35 o.oo Bending Moment (k-ft) l 2,00 2.50 3,00 3.50 4.00 Location Along Member (ft) 2.00 2.50 3.00 3.50 4.00 4.50 5 00 ! ,. ! ir., I'' ·I ........ 'Ii•','' ,. Location Along Member (ft) i!.00 2.50 3.00 3.50 4.00 4.50 5.00 '! Locallon Along Member (ft) 2.00 2.50 3.00 3.50 4.00 4.50 5 00 .; ',;,;, '· .. :. ,::.!),'. I . , Location Along Member (ft) I KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 SHEET )tf (949) 263-1308 FAX (949) 263-1310 PROJECT: PAD FOOTING UNDER MEZZANINE DESIGN: ALLOWABLE SOIL BEARING PRESSURE = FLOOR DEAD LOAD = FLOOR LIVE LOAD = TRIS. LENGTH= TRIS. WIDTH = TRIS. AREA (L x W) = AXIAL LOAD= MIN. FOOTING SIZE= ACUSHNET f v4f 11 25 x4 = (53+80)x100= (13300 / 2000)"(1/2) = T.S. 5x5x1/4 ON 3/4"x12" x12" BASE PLATE 2000 PSF 53 PSF 80 PSF 25.0 ft 4.0 ft 100 FT"2 13300 LB 2.58 FT"2 PAD: 4'-0" SQ. x 18" W/ 4 #6 E.W. PADM7 ' .. ~~l~---TJ•Beam(TM) 6.10 Serial Number: 7003000174 18" T Jl®/L65 @ 16" o/c User: 3 2/11/2005 10:23:45 AM Page 1 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROi-$ FOR THE APPLICATION AND LOADS LISTED ffi~~-----------~~ I I ------------20·------------ Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group· Office Bldgs -Offices (psf): 80.0 Live at 100 % duration, 33.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertlcal Reactions (lbs} Detail Other Width Length Llve/Dead/Upllft/T otal 1 Stud wall 3.50" 2.25" 1067 / 707 / 0 / 1773 End, Rim 1 Ply 1 1/4" x 18" 1.3E TimberStrand® LSL 2 Stud wall 3 .. 50" 2.25" 1067 / 707 / 0 / 1773 End, Rim 1 Ply 1 1/4" x 18" 1.3E TimberStrand® LSL -Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1736 -1722 2535 Passed (68%) Rt. end Span 1 under Floor (Primary Load Group) loading Vertical Reaction (lbs) 1736 1736 2160 Passed (80%) Bearing 2 under Floor (Primary Load Group) loading Moment (Ft-Lbs) 8501 8501 10380 Passed (82%) MID Span 1 under Floor (Primary Load Group) loading Live Load Defl (In) 0.201 0.400 Passed (U999+) MID Span 1 under Alternate Deflection Criteria Total Load Dell (in) 0.535 0.979 Passed (U439) MID Span 1 under Floor (Primary Load Group) loading TJPro 53 30 Passed Span 1 -Deflection Criteria: MINIMUM(LL:U360,TL:U240,ALT:0.400"@50.0 psf). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current T J materials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others ', have not been che<:ked for conformance with the design drawings of the building, and have not been reviewed by T J Engineering. -THIS ANALYSIS FOR TAUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code USC analyzing the T J Custom product listed above. PROJECT INFORMATION: Acushnet-Loker Addition • Floor Joist Copyright C 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Jc,ist. e-I Joist"', Pro'" and TJ·Pro'" are trademarks of Trus Joist. OPERATOR INFORMATION: Dave Newman (NewmanD@trusjoist.com) Trus Joist 101 Pacifica, 3rd Floor Irvine, CA 92618 Phone : 949-885-5934 Fax : 949-885-5959 :·~·~l~,~- TJ-Beam(TM) 6.10 Serial Num6er: 7003000174 26" T JL Open Web Truss @ 16" o/c User: 3 2/11/2005 10:22:23 AM Page 1 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ~zszszszszszszszszs~ @ m I I o---------------25'----------------o Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group -Office Bldgs -Offices (psf): 80.0 Live at 100 % duration, 33.0 Dead, 20.0 Partition SUPPORTS: Input Vertical Reactions (lbs) Detail Other Width Llve/Dead/Upllttrrotal Stud wall 3.50" 1333 / 883 / 0 / 2217 Wall 2x_ Blocking 2 Stud wall 3.50" 1333 / 883 / 0 / 2217 Wall 2x_ Blocking -Left Support: Top-Ali, Approx. clip height: 1 5/8", Approx. clip width: 7 3/16", Allowed choice(s): TOP (NO-NOTCH),TOP (U-CLIP) -Right Support: Top-Ali, Approx. clip height: 1 5/8", Approx. c.;lip width: 7 3/16", Allowed cholce(s): TOP (NO-NOTCH),TOP (U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Shear (lbs) 2187 2187 2187 Passed (100%) . Moment (Ft-Lbs) 13739 9576 11173 Passed (86%) Live Load Def! (in) 0.196 0.493 Passed (U999+) Total Load Dell (In) 0.522 1.233 Passed (U567) T JPro 50 30 Passed -Deflection Criteria: MINIMUM(LL:U360,TL:U240,AL T:U600@50.0 psf). -Allowable moment was increased for repetitive member usage. Location Lt. end Span 1 under Floor (Primary Load Group) loading MID Span 1 under Safe loading MID Span 1 under Alternate Deflection Criteria MID Span 1 under Floor (Primary Load Group) loading Span 1 -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) NAILED wood decking. -Bracing(Lu): Ali compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non-;esidential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values show·n are in· accordance with current T J materials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others'--_____________ _,, have not been checked for conformance with the design drawings of the building, and have not been reviewed by T J Engineering. -THIS ANALYSIS FOR TAUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code USC analyzing the T J Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limi'tcd to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load (pit) = 177 (#) PROJECT INFORMATION: · Acushnet-Loker Addition -Floor Truss Copyright o 2003 by Trus Joist, a Weyerhaeuser B.usiness TJH™, TJLT)(, TJL,MTN, TJLX'", TJS™ and TJ'WtM are trademarks of Trus Joist, OPERATOR INFORMATION: Dave Newman (NewmanD@trusjoist.com) Trus Joist 101 Pacifica, 3rd Floor Irvine, CA 92618 Phone : 949-885-5934 Fax : 949-885-5959 .. 4:1-~l~-- T J-Beam(TM) 6.10 Serial Num6er: 7003000174 26" T JLX Open Web Truss @ 16" o/c User: 3 2/11/2005 10:21 :49 AM Page 1 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ~zszszszszszszszszszs~ [], .~ I I o------------------27'-----------------o Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group. Office Bldgs • Offices (psf): 80.0 Live at 100 % duration, 33.0 Dead, 20.0 Partition SUPPORTS: Input Vertical Reactions (lbs) Detail Other Width Live/Dead/Uplift/Total 1 Stud wall 3.50" 1440 I 954 / 0 / 2394 Wall 2x_ Blocking 2 Stud wall 3.50" 1440 / 954 / 0 / 2394 Wall 2x_ Blocking ·Left Support: Top-All, Approx. clip height: 1 5/8", Approx. clip width: 7 3/16", Allowed choice(s): TOP (NO-NOTCH),TOP (U-CLIP) -Right Support: Top-All, Approx. clip height: 1 5/8", Approx. clip width: 7 3/16", Allowed choice(s): TOP (NO-NOTCH),TOP (U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 2364 2364 2364 Passed (100%) Lt. end Span 1 under Floor (Primary Load Group) loading Moment (Ft-Lbs) 16035 15720 17825 Passed (88%) \i!ID Span 1 under Floor (Primary Load Group) loading Live Load Defl (in) 0.252 0.533 Pas:sed (U99S+) MID Span 1 under Alternate Deflection Criteria Total Load Defl (in) 0.671 1.333 Passed (U477) MID Span 1 under Floor (Primary Load Group) loading TJPro 46 30 Passed Span 1 -Deflection Criteria: MINIMUM(LL:U360,TL:U240,AL T:U600@50.0 psf). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) NAILED wood decking. -Bracing(Lu): Ail compression edges (top and bottom) must be braced at 5' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for s!andard non-residential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current T J materials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others '----------------, have not been checked for conformance with the design drawings of the building, and have not been reviewed by T J Engineering. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the T J Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load (plf) "' 177 (#) PROJECT INFORMATION: Acushnet-Loker Addition • Floor Truss Copyright O 2003 by Trus Jo!st, a Weyerhaeuser Business TJH'", TJL™, TJLM"', TJLX"", TJSnt and TJW?" are trademarks of Trus Joist. OPERATOR INFORMATION: Dave Neiwman (NewmanD@trusjoist.com) Trus Joist 101 Pacifica, 3rd Floor Irvine, CA 92618 Phone : 949-885-5934 Fax : 949-885-5959 I :l:J.-p,,.,1~ .... TJ-Beam(TM) 6.10 Serial Numoer; 7003000174 26" T JW Open Web Truss @ 16" o/c User:3 2/11/200510:21:15AM Page 1 Engine Version: 1. 10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ~zszszszszs2szszs2szszs4 fil ill I I ------------------~·--------------------4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group -Office Bldgs -Offices (psf): 80.0 Live at 100 % duration, 33.0 Dead, 20.0 Partition SUPPORTS: Input Vertical Reactions (lbs) Detail Other Width Llve/Dead/Upllttrrotal Stud wall 3.50" 1547 / 1025/0/2571 Wall 2x_ Blocking 2 Stud wall 3.50" 1547 / 1025 / 0 / 2571 Wall ax_ Blocking -Left Support: Top-All, Approx. clip height: 1 5/8", Approx. clip width: 8 7/16", Allowed choice(s): TOP (2.75"BL NO-NOTCH),TOP (1.75"BL NO- NOTCH),TOP (U-CLIP) -Right Support: Top-All, Approx. clip height: 1 5/8", Approx. clip width: 8 7/16", Allowed cholce(s): TOP (2. 75"BL NO-NOTCH),TOP (1.75"BL NO- NOTCH),TOP (U-CLIP) DESIGN CONTROLS: Shear (lbs) Moment (Ft-Lbs) Live Load Defl (In) Total Load Defl (in) TJPro Maximum. Design Control 2542 2542 2816 18508 17780 21023 0.245 0.573 0.650 1.433 46 30 Control Passed (90%) Passed (85%) Passed (U999+) Passed (U529) Passed -Deflection Criteria: MINIMUM(LL:U360,TL:U240.AL T:U600@50.0 psf). -Allowable moment was increased for repetitive member usage. Location Rt. end Span 1 under Floor (Primary Load Group) loading MID Span 1 under Floor (Primary Load Group) loading MID Span 1 under Alternate Deflection Criteria MID Span 1 under Floor (Primary Load Group) loading Span 1 -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 8' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current T J materials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others '---------------'' have not been checked for conformance with the design drawings of the building, and have not been reviewed by T J Engineering. -THiS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the T J Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load (pit) = 177 (#) PROJECT INFORMATION: Acushnet-Loker Addition -Floor Truss Copyright C 2003 by Trus Joist, a Weyerhaeuser Business TJH"', TJL'", TJl,MTW, TJLX'", TJS'" and TJW'k are trademarks of Tn,::. .:,.:, · sr:. OPERATOR INFORMATION: Dave Newman (NewmanD@trusjoist.com) Trus Joist 101 Pacifica, 3rd Floor Irvine, CA 92618 Phone : 949-885-5934 Fax : 949-885-5959 ) . ·., ·' ·, ·1 ·! ·i ·.1 :1 :i ·J ... j .! :1 • KL T CONSUL TING STRUCTURAL ENGINEERS Title: Job# 3'430 IRVINE AVENUE .. NEWPORT BEACH, CA 92660 Dsgnr: Description : Date: 11 :03AM, 18 OCT 05 (949) 263-1308 (949) 263-1310 Scope: Rev: 510300 User. KW-0604033. Ver 5.1.3. 22.Jun-1999. Wln32 Steel Beam Design (c) 1963-99 ENERCALC Page 1~- Description P.C. #15: ACUSHNET: FB-9 General Information Calculations are designed to AISC 9th Edition ASO and 1997 UBC Requirements Steel Section : W16X26 Fy Pinned-Pinned Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Center Span Left Cant. Right Cant 10.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Lu : Unbraced Length ["mstrib~ted Loads DL LL ST Start Location End Location Summary #1 0.875 1.320 #2 #3. Using: W16X26 section, Span= 10.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Sires~ fv I Fv I Force & Stress Summary Maximum Max. M + 27.76 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ Reaction @ Left Reaction@Rt 11.11 k 11.11 k -o.057in 0.000in 0.000 in 0.000 ft 11.11 11.11 Fa calc'd per 1.5-1, K*Ur < Cc 27.764 k-ft 8.683 ksi 0.365 : 1 11.105 k 2.831 ksi 0.197 : 1 DL ....Qn1L 11.26 4.51 4.51 -0.023 0.000 0.000 0.000 4.51 4.51 -#4 Allowable 75.969 k-ft 23.760 ksi 56.484 k 14.400 ksi #5 --------- #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL+LL Deft) -0.057 in 5,166.6: 1 2,096.1 : 1 «--These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST ..@i&rlter @ Center @ Cants @ Cants 27.76 k-ft 11.11 11.11 -0.057 -0.057 0.000 0.000 0.000 0.000 0.000 0.000 11.11 11.11 11.11 11.11 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k ---------------------------------···--------.. --- 1 Section Properties W16X26 Depth 15.690 in Width 5.500in Web Thick 0.250 in Flange Thickness 0.345 in Area 7.68 in2 Weight I-xx 1-yy S-xx 8-yy 26.09 #/ft 301.00 in4 9.59 in4 38.368 in3 3.487 in3 -r-xx r-yy Rt 6.260 in 1.117 in 1.360 in I I 'l i j ·1 i ·j .J .:l l j :~ : , KLT CONSULTING STRUCTURAL ENGINEERS 31430 IRVINE AVENUE 'NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Job# Dsgnr: Date: 11 :03AM, 18 OCT 05 Description : Scope: Rev: 510300 User. KW-0604033, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Steel Beam Design Page 2t? Description P.C. #15: ACUSHNET: FB-9 I Sketch & Diagram 2,ltJf~ t T j It ITT;; I: ITT;;; TT 1; I I I Ir I;;; TI;; f;; T;; r 2.195k/tt Rmax • 11.105k Vmex@lett • 11.105k Mmax • 27.8k·ft Omax • -0.0571n Shear Load (k) 27.76 ·1.00 24.99 22.21 19.43 Rmax• 11.105k 16·66 Vmox@rt = 11,10Sk13'88 11.11 8.33 Ben Mo 2.00 8.00 9.00 ii'·~1~~f ,;f ~;:::-~r~;~~;~~:1~ .•• ~ •0,05 ' , I Locai''y• Deflection (m) .. tocat,on Along Member (tt) 10.00 10 00 j ·1 I l ' KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Rev: 510300 User. KW-0804033, Ver 5.1.3, 22.Jun-1999, Win32 (c) 1983-99 ENERCALC Title: Dsgnr: Description : Scope: Steel Beam Design Description P.C. #15: ACUSHNET: FB-10 Job# Date: 11 :14AM, 18 OCT 05 Page 21 ~--·------· -' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W24X55 Pinned-Pinned Center Span 16.50 ft ·em Wt. Added to Loads Left Cant. 0.00 ft LL.& ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft I Distributed Loads #1 #2 #3 #4 DL 0.071 LL 0.706 ST Start Location End Location 16.500 I Point Loads #1 #2 #3 #4 Dead Load 28.000 Live Load Short Term Location 3.000 Summary Using: W24X55 section, Span= 16.50ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable 226.814 k-ft 23.760 ksi Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres! fv/ Fv frorce & Stress Summary 85.549 k-ft 8.962 ksi 0.377: 1 29.773 k 3.198 ksi 0.222: 1 134.066 k 14.400 ksi #5 #5 Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi #6 #7 k/ft . k/ft k/ft ft ft #6 # 7. k k k ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL +LL Defl) -0.097 in 2,962.9: 1 2,051.4 : 1 «-These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum ....QD.!Y.... @Center @Center @Cants @Cants Max. M + 85.55 k-ft 71.12 85.55 k-ft Max. M-k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear@ Left 29.77 k 23.95 29.77 k Shear @ Right 11.96 k 6.13 11.96 k Center Deft. -0.097in 0 0.U67 -0.097 {1,097 0.000 0.000 in Left Cant Deft 0.000in 0.000 0.00(1 0.000 0.000 0.000 in Right Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Deft@ 0.000 ft 0.000 0,000 0.000 0.000 0.000 in Reaction @ Left 29.77 23.95 29.77 29.77 k Reaction @ Rt 11.96 6.13 11.96 11.96 k Fa calc'd per 1.5-1, K*Ur < Cc ~ection Properties W24X55 e fl Depth 23.570 in Weight 55.03 #/ft r-xx 9.129 in Width 7.005in I-xx 1,350.00 in4 r-yy 1.340 in Web Thick 0.395 in 1-yy 29.10 in4 Rt 1.680 in Flange Thickness 0.505 in S-xx 114.552 in3 Area 16.20 in2 S-yy 8:308 in3 --, I I I J ::-1 ·J ·.! ·., KLT CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE .NEWPORT BEACH, CA 92660 Title: Dsgnr: Descrir,tion : Scope: Job# Date: 11 :14AM, 18 OCT 05 (949) 263-1308 (949) 263-1310 ,.....;.--'----------------------------·-------------------------------Rev: 510300 User. KW-0604033, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Steel Beam Design Description P.C. #15: ACUSHNET: FB-10 j Sketch & Diagram . . ' . . . ' . ~ . . . . . . -. . . ~ . 0.'l,lJ;'f\ I I I Ill It It t; t t t; It l l f I t; t t i ; l t t t t t It; t t; ff 0.777k/ft L ·-----____ ...;1:;6,:::;5ff::.. .. _________ --------6 Mmax • 65.5k-ft 76.99 68.44 59.88 Omax • ·0.097/n Rmex • 29.773k Vmex <!!I left• 29.773k Rmex • 11.955k 51·33 42.77 Vmax <!!I rt• 11.955~_22 :o.04 :a.as· :o.os ;0.01 -0.08 :o.oa · Local "y" Denectlon (in) iJ,30 4.95 ·e.eo -: Page Z.2 • 8.25 9.90 · 11.55 ·13.20 14.85 1e.5o Location Along Member (ft) s.2s ·a.ao ·11.ss 13.20 14.85 ,a.so ~;;ir;~;.:;;:.;;;r.~in-,ff-=-,,.--,IT'll,,...-,e.50 Location Along Member (t1) l KL T CONSUL TING STRUCTURAL ENGINEERS ~430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Rev: 510300 User. KW-0604033, Ver 5.1.3. 22.Jun-1999. Win32 (c) 1983-99 ENERCALC Title: Dsgnr: Description : Scope: Steel Beam Design Description P.C. #15: A~USHNET: FB-1~ Job# Date: 11:17AM, 18 OCT 05 Page --1" LGeneral Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W18X35 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads #1 DL 0.071 LL 0.706 ST Start Location End Location 29.000 Summary 29.00 ft 0.00 ft 0.00 ft 0.00 ft #2 Pinned-Pinned Bm Wt. Added to Loads LL & ST ActTogether #3 #4 Using: W18X35 section, Span= 29.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu= 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres! fv I Fv I Force & Stress Summary Actual 85.360 k-ft 17.775 ksi 0.748 : 1 11.774 k 2.217 ksi 0,154 : 1 Allowable 114.102 k-ft 23.760 ksi 76.464 k 14.400 ksi #5 Fy Load Duration Factor Elastic Modulus #6 36.00ksi 1.00 29,000.0ksi #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.874 in 3,051.7 : 1 398.3 : 1 «--These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum ..Qn!y_ @Center @ Center @ Cants @Cants Max. M + 85.36 k-ft 11.14 85.36 k-ft Max. M-k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear@Left 11.77 k 1.54 11.77 k Shear @ Right 11.77 k 1.54 11.77 k Center Deft. -0.874in -0.114 -0.874 -0.874 0.000 0.000 in Left Cant Deft O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Deft O.OOOin 0.000 0.000 0.000 0.000 0.000 in ... Query Deft@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 11.77 1.54 11.77 11.77 k Reaction@Rt 11.77 1.54 11.77 11.77 k Fa calc'd per 1.5-1, K*Ur < Cc -------------····----------. I. • I Section Properties···-· ·-w18-X3_5 __________________ _ A Mn> I Depth Width Web Thick Flange Thickness Area 17.700 In 6.000in 0.300 in 0.425 in 10.30 in2 Weight I-xx 1-yy S-xx S-yy 34.99 #/ft 510.00 in4 15.30 in4 57.627 in3 5.100 in3 r-xx r-yy Rt 7.037 in 1.219 in 1.490 in . ·1· ,· ·r Title: Job# Dsgnr: Date: 11 :17AM, 18 OCT 05 KL'.T CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 Description : (949) 263-1308 Scope: (949) 263-1310 Rev: 510300 User. KW-0604033, Ver S.1,3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Steel Beam Design Description P.C. #15: ACUSHNET: FB-11 I Sketch & Diagram 0."lfJ~f\; f ; ff j ff ; f ; ; I f I; I f It ; f I I f f I ; ; ; 1 I I I I I j 1 I ; ff 0,777k/tt ,4.67 :1.01 29tt 1 <>-------=.:::.,._._ __ •9.34 Shear Load (k) 85.36 2.90 76.82 Mmax • 85.4k-tt Dmax .-•0.874m Rm•x • 11.774k Vmex ®Iott= 11,774k 68.29 59.75 Rmox = 11,774k 51·22 42.68 Vmax@rt• 11.774\4_14 25.61 ;0,35 .1J:44 ;o,52 ;o.~1 ,0:10· :0)9 Loca'1 "y" Oefieet,ori (In) Page 2f ·-·-1 s:80 8.10 · 'f1.eo '14.50 ·11,40 20.30 23.20 26.10 29.oo 5,80 23.20 26.10 29.00 Kt T CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE 'IWEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Dsgnr: Description : Scope: Rev: 510300 User. KW-0604033, Ver 5.1.3, 22-Jun-1999, Win32 5 tee I Beam Des jg n (c) 1983-99 ENERCALC Description P.C. #15: ACUSHNET: FB-12 Job# Date: 11 :32AM, 18 OCT 05 Page [ General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Fy 36.00ksi Steel Section : W18X35 Center Span Pinned-Pinned Load Duration Factor 1.00 Left Cant. 20.50 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Elastic Modulus 29,000.0 ksi Right Cant Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location I Point Loads Dead Load Live Load Short Term Location Summary #1 0.071 0.706 29,000 #1 4.500 6.720 6.500 #2 #3 #2 #3 Using: W18X35 section, Span= 20.50ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Sires~ fv / Fv I Force & Stress Summary Maximum Max. M + 86. 72 k-ft Max. M. Max. M@Left Max. M @ Right Shear@ Left Shear@ Right Center Defl. Left Cant Defl Right Cant Defl ... Query Defl@ 15.99 k 11.88 k -0.413in 0.000in 0.000 in 0.000ft Reaction@ Left 15.99 Reaction @ Rt 11.88 Fa calc'd per 1.5-1, K*Ur < Cc Actual 86.719 k-ft 18.058 ksi 0.760: 1 15.985 k 3.010 ksi 0.209: 1 DL ...Qn!:L 24.74 4.16 2.51 -0.107 0.000 0.000 0.000 4.16 2.51 #4 #4 Allowable 114.102 k-ft 23.760 ksi 76.464 k 14.400 ksi #5 #5 #6 #7 k/ft k/ft k/ft ft ft #6 #7 k k k ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.413 in 2,302.6: 1 595.7 : 1 «-· These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 86.72 k-ft 15.99 . 11.88 -0.413 0.000 0.000 0.000 15.99 11.88 -0.413 0.000 0.000 0.000 15.99 11.88 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I_ Section Propertie;---W-1-8X_3_5 __ ------------------···-----------------------.... Depth Width Web Thick Flange Thickness Area 17.700 in 6.000in 0.300 in 0.425 in 10.30 in2 Weight I-xx 1-yy S-xx S-yy 34.99 #/ft 510.00 in4 15.30 in4 57.627 in3 5.100 in3 r-xx r-yy Rt 7.037 in 1.219 in 1.490 in I I • I ,I ' •j r, Kl T CONSUL TING STRUCTURAL ENGINEERS 3,430 IRVINE AVENUE 'f',IEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Dsgnr: Description : Scope: Rev: 510300 User. KW-0604033, Ver 5.1.3, 22-Jun-1999. Win32 (c) 1983-99 ENERCALC Steel Beam Design Description P.C. #15: ACUSHNET: FB-12 I Sketch & Diagram T1.22k 0."l,71</f\ l l I I I I I I I I I I 1 1 I I I I I' I I I t t T t I t I T I I I I It l I If f 0.7771</fl ;5_9f ; .. :8.88 0-------------=2:.::o·:.::5"'----------l Mmax • 88.7k·fl Shear Load (l<) ae.12 2:05 78.05 69.38 Omax s. -0.4'13in Rmox = 15. 985k Vmax @ left = 15,985k ~0.70 Rmax • 11,880k ~2-03 43.36 Vmax@ rt= 11.880W.69 28,02 :0.12 :0.11 -0.21 :o.2s :o.2s :o.33 :o.37 Local "y" Deflection (In) Job# Date: 11 :32AM, 18 OCT 05 · Page 2 J 8.20 )0.25 '12.30 °14.35 16.40 18.45 20 50 16.40 18.45 20.50 .. Tocallon Along Member (ft) KL 1f CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE N~WPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Rev: 510300 User. KW-0604033, Ver 5.1.3, 22.Juo-1999, Win32 (c) 1963·99 ENERCALC Title: Dsgnr: Description : Scope: Steel Beam Design Description P.C. #15: ACUSHNET: FB-13 Job# Date: 11 :40AM, 18 OCT 05 Page ~ [ ~eneral Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Fy 36.00ksi Steel Section : W16X26 Center Span Pinned-Pinned Load Duration Factor 1.00 Left Cant. 21.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Elastic Modulus 29,000.0ksi Right Cant Lu : Unbraced Length I Distributed Loads #1 #2 #3 DL 0.071 LL 0.706 ST Start Location End Location 21.000 Summary Using: W16X26 section, Span= 21.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu= 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres~ fv I Fv I Force & Stress Summary 44.270 k-ft 13.846 ksi 0,583 : 1 8.432 k 2,150 ksi 0.149 : 1 - #4 Allowable 75.969 k-ft 23.760 ksi 56.484 k ~4 400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL+LL Deft) -0.403 in 5,177.9 : 1 626.0: 1 «--These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST Maximum . DL _QnJy_ @ Center @ Center @ Cants @ Cants Max. M + 44.27 k-ft Max. M - Max. M@Left Max. M @ Right Shear@ Left Shear@ Right Center Deft. Left Cant Def! Right Cant Def! ... Query Def!@ Reaction @ Left Reaction@Rt 8.43 k 8.43 k -0.403in O.OOOin 0.000 in 0.000ft 8.43 8.43 Fa calc'd per 1.5-1, K*Ur < Cc I Section Properties W16X26 Depth Width Web Thick Flange Thickness Area 15.690 in 5.500.in 0.250 in 0.345 in 7.68 in2 5.35 1.02 1.02 -0.049 0.000 0.000 0.000 1.02 1.02 Weight.- I-xx 1-yy S-xx S-yy 44.V k-ft 8.43 8.43 -0.403 0.000 0.000 0.000 8.43 8.43 -0.403 0.000 0.000 0.000 8.43 8.43 26.09 #/ft 301.00 in4 9.59 in4 38.368 in3 3.487 in3 0.000 0.000 0.000 0.000 r-xx r-yy Rt k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 6.260 in 1.117 in 1.360 in I I ' ., ·1 -: ., :~ Title; Dsgnr: K'LT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE 'NEWPORT BEACH, CA 92660 Description : (949) 263-1308 (949) 263-1310 Scope: Rev: 510300 User. KW-0804033, Ver5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Steel Beam Design Description P.C. #15: ACUSHNET: FB-13 I Sketch & Diagram 0.7i'ilqft T f i ; t ~ t T f T f ~ 1 t ~it ~ 1 t f; t; T t T ; T t 1 y t f f l 1 T ti ; T 0,777k/ft :3,35 :s.02 1 __ _____::.;.:;21fl~--l :S.69 Shear Load (k) 14,27 2.10 39,64 Rmax 11 8,432k Vmax ® loft • 8.432k Mmax ::s 44,3k-ft Dmax • -0.4031n 35.42 30.99 Rmax • 8.432k 28·56 22.14 Vmax ®rt• 8.432k ;7_71 13.28 :o.08 :0.12 :0.16 -0:20 -0.24 -0.28 :o.:i2 -0.36 Local "y" Deflection (In) 4.20 Job# Date: 11 :40AM, 18 OCT 05 Page 2f, ' I 8,40 10.so' ·12.60 ·14.70 16.80 18.ao 21.00 16.80 18.90 21.00 21 00 · "tiicalion Along Member (ft) ,-; :-} ._, ·i ' \{ ,.:,• I KLT CONSULTING STRUCTURAL ENGINEERS Title: Job# ,3'430 IRVINE AVENUE NEWPORT BEACH, CA 92660 Dsgnr: Description : Date: 11 :56AM, 18 OCT 05 (949) 263-1308 (949) 263-1310 Scope: Rev: 510300 User.KW-0604033, Ver5.1,3, 22.Jun-1999, Win32 Steel Beam Design Page -f (c) 1983-99 ENERCALC Description P.C, #15: ACUSHNET: FB-14 b ~-e-n-e-ra_l_l_n_ro_rm-a-ti_o_n __________ C_a_lc_u_la-t-io_n_s_a_re-de-s-ig_n_e_d_t_o_A_IS_C_9t_h_E_d-it-io_n_A_S_D_a_nd-19_9_7_U_B_C_R_eq_u_i_re_rn_e_n~I Steel Section: W16X31 ·Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span Left Cant. Right Cant 14.50 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi LL & ST Act Together Lu : Unbraced Length I Distributed Loads ___ _ --------------------~----------· -· #1 #2 #3 DL 1.090 LL 1.640 ST Start Location End Location 14.000 Summary Using: W16X31 section, Span= 14.50ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu= 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres~ fv I Fv / Force & Stress Summary Maximum Max. M + 72.39 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left 19.99 k Shear@ Right 18.68 k Center Defl. -0.252in Left Cant Defl 0.000in Right Cant Defl 0.000 in ... Query Deft@ 0.000 ft Reaction @ Left 19.99 Reaction@Rt 18.68 Fa calc'd per 1.5-1, K*Ur < Cc I Section Properties W16X31 Depth 15.880 in Width 5.525in Web Thick 0.275 in Flange Thickness 0.440 in Area 9.12 in2 72.391 k-ft 18.393 ksi 0.774: 1 19.994 k 4.578 ksl 0.318 : 1 DL ...Qn!y_ 29.39 8.12 7.59 -0.102 0.000 0.000 0.000 8.12 7.59 Weight I-xx 1-yy S-xx S-yy #4 Allowable 93.514 k-ft 23.760 ksi 62.885 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length!DL Defl Lengthf(DL +LL Defl) -0.252 in 1,701.9 : 1 691.0: 1 «--These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST @Center @Center @Cants @Cants 72.39 k-ft k-ft k-ft k-ft 19.99 k 18.68 k -0.252 -0.252 0.000 0.000 in .o.ooo 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 19.99 19.99 k 18,68 18.68 k ~-------- 30.98 #/ft r-xx 6.412 in 375.00 in4 r-yy 1.166 in 12.40 in4 Rt 1.390 in 47.229 in3 4.489 in3 I ' I ,. KL 1" CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE N'~WPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Rev: 510300 User. KW-0804033. Ver 5,1.3, 22.Jun-1999. Win32 L-(c) 1983-99 ENERCALC Title: Dsgnr: Description : Scope: Steel Beam Design Description P.C. #15: ACUSHNET: FB-14 Job# Date: 11 :56AM, 18 OCT 05 Page I Sketch & Diagram I 1' l" I , ! • '. , 2•7ilt/h JT j j I j TIT JT 1 t ITT I T 11 fl 1 I 1l 1 fl 11 11 I 1 11 ti I I 2,7ak/ft -7.47 i-------------~ :11.20 014.94 J~·-----·-----~14~5~"~- Rmax • 19.994k Vmax l{!l lel( = 19.994k Mmax • 72.-4k-fl Dmax • ~0.252in ~~ Shear Load (k) 72.39 1.45 65.15 57,91 50,67 Rmax = 18.676k 43.43 Vmax l{!I rt• 18.676~6·20 28.96 21.72 ,o.os :o.os· :0.10 -0.13° :0.15 ;o.1s· -0.20 ;o 23 Local "y" Deflection (in) • 4.35 5.80 •7.25 a.10 · ·10.15 ·11.so 13.05 14.so 2.90 11.60 13.05 14.50 Location Along Member (ft) KL t CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Dsgnr: Description : Scope: Rev: 510300 User. KW-0604033, VerS.1.3,ZZ-Jun-1999, Win3Z Steel Beam Design (c) 1983-99 ENERCALC Description P.C. #15: ACUSHNET: FB-15 Job# Date: 11 :59AM, 18 OCT 05 Page --1 [General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Steel Section: W16X31 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads #1 DL 0.212 LL 0.320 ST Start Location End Location 25.000 Summary 25.00 ft 0.00 ft 0.00 ft 0.00 ft #2 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 Using: W16X31 section, Span= 25.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres~ fv / Fv Actual 43.983 k-ft 11.175 ksi 0.470: 1 7.037 k 1.611 ksi 0.112 : 1 Allowable 93.514 k-ft 23.760 ksi 62.885 k 14.400 ksi #5 Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/{DL+LL Deft) -0.455 in 1,527.8 : 1 659.4 : 1 I 1.-F-o_r_c_e_&_S_t_re_s_s_S_u_m_m_a_ry ______________________________________ l Maximum Max. M + 43.98 k-ft Max. M • Max. M@ Left Max. M @ Right Shear@ Left 7.04 k · Shear @ Right 7.04 k Center Deft. -0.455 in Left Cant Deft O.OOOin Right Cant Deft 0.000 in ... Query Deft@ 0.000ft Reaction @ Left 7.04 Reaction@Rt 7.04 Fa calc'd per 1.5-1, K*Ur < Cc .--1 S-e-ct-io-n ·P-roperties W16X31 Depth Width Web Thick Flange Thickness Area 15.880 in 5.525in 0.275 in 0.440in 9.12 in2 DL ....Q!1!Y... 18.98 3.04 3.04 -0.196 0.000 0.000 0.000 3.04 3.04 Weight 1-yy S-xx S-yy «-These columns are Dead + Live Load placed as noted -» LL @Cen~er 43.98 7.04 7.04 -0.455 0.000 0.000 0.000 7.04 7.04 LL+ST @ Center -0.455 0.000 0.000 0.000 7.04 7.04 30.98 #/ft 375.QC in4 12.40 in<'- 47.223 in3 4.489 in3 LL @Cants 0.000 0.000 0.000 0.000 r-xx r-yy Rt LL+ST @Cants k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 6.412 in 1.166 in 1.390 in I ,., '! ,i i Title: Dsgnr: Kl T CONSUL TING STRUCTURAL ENGINEERS 3.430 IRVINE AVENUE '!NEWPORT BEACH, CA 92660 Description : (949) 263-1308 Scope: (949) 263-1310 ,--:---'-------------------------Rev: 510300 User. KW-0604033, Ver 5.1.3, 22.Jun-1999, Wln32 (c) 1983-99 ENERCALC Steel Beam Design Description P.C. #15: ACUSHNET: FB-15 I Sketch & Diagram o,S?il</f\",,,,"",",.,,; "t,",, i,,;",,", "," o.532k/tt 0--------------=25"'"'----------1 Mmax • 44.0k-n Dmex • -0.4551n {2.79 4.19· '5.58 Shear Load (kf 43.9il · 2:50 ~9.58 .• 35.19 30.79 Rmax = 7.037k Vmox@ left• 7.037k Rmax = 7.037k 26•39 Vmax@ rt• 7.037k 21'99 • · 17.59 13.19 -0.41 Local "y" Deftect!on (in) .5.00 I "5.00 Job# Date: 11 :59AM, 18 OCT 05 Page32 I 7.50 )o.oo ·12.50 ·15.00 ·11.50 20.00 22.50 25.oo ·20.00 22.50 25.00 : '··~· 25.00 :j A .:J ·":j ·1 ., ·: ii :., ··:I i KLT CONSUL TING STRUCTURAL ENGINEERS Title: Job# 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 Dsgnr: Description : Date: 12:00PM, 18 OCT 05 (949) 263-1308 Scope: (949) 263-1310 Rev: 510300 • User. KW-0604033, Ver 5.1.3, 22.Jun-1999, Win32 (c) 1983-99 ENERCALC Steel Beam Design Page -1 Description P.C. #15: ACUSHNET: FB-16 [ .-G-e_n_e-ra_l_l_n_f_o_rm_a_f_1o_n __________ C_a_l~-u-la-ti-011-s--a_r_:_d_e_s·-1g_n_-ed-to_A_I_S 5 _C_9-th_ 9 _E_d_iti_o_n_A_S_D_~nd 1997 UB; Require~!~!J Steel Section: W16X26 Fy 36.00ksi Load Duration Factor 1.00 Center Span Left Cant. Right Cant Lu : Unbraced Length 19.00 ft 0.00 ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together I Distributed· Loads I #1 #2 #3 DL 0.212 LL 0.320 ST Start Location End Location 19.000 Summary Using: W16X26 section, Span= 19.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres! fv I Fv / Force & Stress Summary 25.184 k-ft 7.876 ksi 0.331 : 1 5.302 k 1.352 ksi -:).094: 1 #4 Allowable 75.969 k-ft 23.760 ksi 56.484 k 14.400 ksi #5 Elastic Modulus 29,000.0 ksi #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.187 in 2,850.9: 1 1,216.2: 1 «-These columns are Dead + Live Load placed as noted --» Maximum Max. M + 25.18 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left 5.30 k Shear@ Right 5.30 k Center Defl. -o.101in Left Cant Defl O.OOOin Right Cant Defl 0.000 in ... Query Defl@ 0.000ft Reaction @ Left 5.30 Reaction@Rt 5.30 Fa calc'd per 1.5-1, K*Ur < Cc I Section Propertii; W16X26 Depth Width Web Thick Flange Thickness Area 15.690 in 5.500in 0.250 in 0.345 in 7.68 in2 DL LL LL+ST LL LL+ST ..9..nli'... ..@..Center _@j;enter @Cants @Cants 10.74 25.18 k-ft k-ft k-ft k-ft 2 26 . 5.30 k 2.26 5.30 k -0.080 -0.187 -0.187 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0,000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 2.26 5.30 5.30 k 2.26 5.30 5.30 k ------------------------------------. Weight I-xx 1-yy S-xx S-yy 26.09 #/ft 301.00 in4 9.59 in4 38.368 in3 3.487 in3 r-xx r-yy Rt 6.260 in 1.117 in 1.360 in • ; I J ·J i ,I I KLT CONSUL TING STRUCTURAL ENGINEERS Title: Dsgnr: 3430 IRVINE AVENUE .NEWPORT BEACH, CA 92660 Description : (949) 263-1308 (949) 263-1310 Rev: 510300 User. KW-0604033, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC .. Scope: Steel Beam Design rs -Description P.C. #15: ACUSHNET: FB-16 I Sketch & Diagram 0,5,'l:j",'f\ I I i, fl n I I I I I I I f fl I T I II I l I I I I I I l I I I I I l I I fl 0.532k/ft Rmax • 5,302k Vmax @ left = 5.302k 19R Mmax = 25.2k-ft Dmax = -0.1871n l .2.10 ;3,16 ;4,21 She~r Load (k) 2s.1s , ·1.90 22.67 20.15 17,63 Rmax = 5,302k ~ 5• 11 Vmax@ rt= 5.302k 12-~9 10.07 )'.56 5.04' 2.s:iL-·:· ;0,04' :o,oo ;0,07 :0~09 :0.11 :0.1:1 :o.rs· :0.11 Locai •y• Oe0ecllon (in) 3,80 Job# Date: 12:00PM, 18 OCT 05 Page I 15.20 17. 10 19 00 19.00 f i 'I 1 l ,1 l :t Kl!. T CONSULTING STRUCTURAL ENGINEERS 3fJ30 IRVINE AVENUE ·f:,1 EWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Dsgnr: Description : Scope: Rev: 510300 · User. KW-0604033, Ver5.1.3,22-Jun-1999, Win32 Steel Beam Design (c) 1983-99 ENERCALC Description P.C. #15: ACUSHNET: FB-17 Job# Date: 12:09PM, 18 OCT 05 ~~G_e_n_e-ra-,-,-n-fo_r_m-at_i_o_n __________ c_a_lc_u_la_t_io_n_s_a_ra_d_e_s_ig_n_e_d_t_o_A_IS_C_9_t_h_E_d_it-io_n_A_S_D_an_d_1_9_9_7_U_B_C_R_eq-u-ir_e_m_e_n~7 Steel Section : W18X50 Center Span Left Cant. Right Cant Lu : Unbraced Length 21.5U ft · 0.00 ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi I Distributed Loads ·------··, DL LL ST Start Location End Location Summary #1 0.875 1.320 21.500 #2 Using: W18X50 section, Span = 21.50ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1 000 Actual Moment fb : Bendin·g Stress fb/ Fb Shear fv : Shear Stres~ fv / Fv I Force & Stress Summary Maximum Max. M + 129.71 k-ft Max. M - Max. M@ Left Max. M @ Right Shear@ Left Shear@ Right Center Defl. Left Cant Deft Right Cant Deft , .. Query Deft@ Reaction @ Left Reaction@Rt 24.13 k 24.13 k -0.465 in O.OOOin 0.000 in 0.000 ft 24.13 24.13 Fa calc'd per 1.5-1, K*Ur < Cc 129.715 k-ft 17.502 ksi 0.737 : 1 24.133 k 3.779 ksi 0.262: 1 DL ...Qn.!y_ 53.44 9.94 9.94 -0.192 0.000 0.00') 0.000 9.94 9.94 #4 Allowable 176,098 k-ft 23.760 ksi 91.965 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) - -0.465 in 1,346.1 : 1 554.6: 1 «-These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 129.71 k-ft 24.13 24.13 -0.465 -0.465 0.000 0.000 0.000 0.000 0.00() Q.000 24.13 24.13 ?4.13 24.13 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k ~----------------"-----------~ _,. -.-----· I Section Properties W18X50 Depth 17,990 in Width 7.495in Web Thick 0.355 in Flimse Thickness 0.570 In Area 14.70 in2 .. Weight I-xx ,-yy S-xx S-yy 49.93 #/ft 800.00 in4 40.10 in4 88.938 ln3 10.700 in3 M!HiPS#W¥¥hS# r-xx r-yy Rt 7.377 in 1.652 in 1.940 in id I J • .·. :., .. , ::,1 ··' :,-, Kl T CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE , .NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Title: Dsgnr: Description : Scope: Job# Date: 12:09PM, 18 OCT 05 3 &, ----------------------------Rev: 510300 User. KW-0604033, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Steel Beam Design Description P.C. #15: ACUSHNET: FB-17 I Sketch & Diagram 2.l/Jf~f\ I 11 I II II fl II I I;; I; I I If II It; I II I I I 1111 I Ii I I 2,195k/fl Rmox = 2•.133k Vmax ®Iott• 24.133k 21.5ft Mmax • 129.7k•ft Dmax • -0.4651n ;9_55 :14.36 ;19.15 l Shear Load (ki 129.71 i16.74 103.77 90.80 Rmax = 24. 133k 77.33 Vmax ®rt• 24. 133{;::: -0.14 :0.19 :0.23 -0.28 :o.33 •0.37 :o.42 2.15 Local "y" Deflection (In} Page ,,-2' I 14.30 6.45 010.75 12.90 15.05 17.20 19.35 21 50 _4.30 17.20 19,35 21.50 . °local/on Along Member (ft} I I . I J 1 . KL T CONSULTING STRUCTURAL ENGINEERS Title: Job# 3430 IRVINE AVENUE ~EWPORT BEACH, CA 92660 Dsgnr: Description : Date: 12:10PM, 18 OCT 05 (949) 263-1308 (949) 263-1310 Scope: Rev: 510300 p ,-1' ·1 User.KW-0604033,Vcr5.1.3,22-Jun-1988,Win32 Steel Beam Design age ·. (c) 1963-99 ENERCALC '7----------------~...-..,.---·!.11-----------------------· Description P.C. #15: ACUSHNET: FB-18 I General Information _ Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Steel Section : W18X35 Center Span Left Cant. Right Cant Lu : Unbraced Length 20.00 ft 0.00 ft 0.00 ft 0 .. 00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi I Distributed Loads I -----------------------------------------------#1 #2 #3 #4 #5 #6 #7 DL 0.663 LL 1.000 ST Start Location End Location 20.000 Summary Using: W18X35 section, Span= 20.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu "' 0,00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres! fv I Fv 84.899 k-ft 17.679 ksi 0.744: 1 16.980 k 3.198 ksi 0,222 : 1 Allowable 114.102 k-ft 23.760 ksi 76.464 k 14.400 ksi k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.413 in 1,412.7 : 1 580.7: 1 I Force & Stress Summary -~-~---~·--~ ------- «--These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum _QnJy_ @Cent§r @Center @Cant§ @Cants Max. M + 84.90 k-ft 34.90 84.90 k-ft Max. M-k-ft Max. M@ Left k-ft Max. M @ Right k-ft Shear@ Left 16.98 k 6.98 16.98 k Shear @ Right 16.98 k 6.98 16.98 k Center Def!. -0.413 in -0.170 -0.413 -0.413 0.000 0.000 in Left Cant Def! 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Defl@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 16.98 6.98 16.98 16.98 k Reaction @ Rt 16.98 6.98 16.98 16.98 k Fa calc'd per 1.5-1, K-Ur < Cc I Section Properties W18X35 Depth 17.700 in Weight 34.99 #/ft r-xx 7.037 in Width 6.000in I-xx 510.00 in4 r-yy 1.219 in Web Thick 0.300 in 1-yy 15.30 in4 Rt 1.490 in Flange Thickness 0.425 in S-xx 57.627 in3 Area 10.30 in2 S-yy 5.100 in3 I I •. "1 ,..,.1 J·l i J KL T CONSUL TING STRUCTURAL ENGINEERS Title: Job# S-430 IRVINE AVENUE NEWPORT BEACH, CA 92660 Dsgnr: Description : Date: 12:10PM, 18 OCT 05 (949) 263-1308 Scope : (949) 263-1310 3-E; r:R::-e-v:--;5:';:10=3::00:------------------------------------------------------~ User.KW-0604033,Ver5.1.3,22.Jun•1999,Win32 Steel Beam Design Page 2" ._,_ (c) 1963-99 ENERCALC Description P.C. #15: ACUSHNET: FB-18 I Sketch & Diagram I 1,¥i"f'f\ , , , , , 1 , , f, 1, , , ; ~ , , , , , , , 1 , t , , 1 , , 1 , f r ~ ; , , ; , , 1.6G3k/ft -5;74 ;10:11 :13.48 Shear Load (k) I 20n 0>----------=::::__.-----u 84,90 2.00 76.41 Rmex = 16.980k Vmex@ len = 16.980k Mmax = S..9k·H Omax • -o.• 13in 67,92 ~9.43 Rmax • 16.980k :i0·94 42,45 Vmax 11!1 rt• 16.980~3_96 io,08 ;0.12. ;0,17 {0.21 :o:2s :a:2e -0,33 , Local "y" Deflection (in) 4.00 . . . 6.00 8.00 ·10:00 ·12:00 ·14.00 16.00 18.00 20.00 4.00 16.00 18.00 20.00 20 00 J KL T CONSULTING STRUCTURAL ENGINEERS ~430 IRVINE AVENUE NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Rev: 510300 User. KW-0604033, Ver 5.1.3, 22.Jun-1999, Win32 (c) 1983-99 ENERCALC Title: Dsgnr: Description : Scope: Steel Beam Design Description P.C. #15: ACUSHNET: FB-19 Job# Date: 1:06PM, 18 OCT 05 Page ...-1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: W16X31 Center Span Left Cant. Right Cant Lu : Unbraced Length 16.00 ft 0.00 ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi I Distributed Loads · 11 711---------------IJ..---,lilW------------------------·-#1 #2 #3 DL 0.318 LL 0.480 ST Start Location End Location 16.000 Summary Using: W16X31 section, Span= 16.00ft, Fy .= 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres~ fv I Fv [j=orce & Stress Summary Maximum Max. M + 26.53 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear@ Right Center Defl. Left Cant Defl Right Cant Defl ... Query Defl@ Reaction @ Left Reaction @ Rt 6,63 k 6.63 k -o.112in O.OOOin 0.000 in 0.000 ft 6.63 6.63 Fa calc'd per 1.5-1, K*Ur < Cc 26.527 k-ft 6.740 ksi 0.284: 1 6.632 k 1.519 ksi 0.105 : 1 DL --9.!lli_ 11.17 2.79 2.79 -0.047 0.000 0.000 0.000 2.79 2.79 [section Properties W1-6X_3_1_ -,·--------·· Depth Width Web Thick Flange Thickness Area 15.880 in 5.525in . 0.275 in 0.440 in 9.12 in2 Weight I-xx 1-yy S-xx S-yy #4 Allowable 93.514 k-ft 23.760 ksi 62.885 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.112 in 4,057.7 : 1 1,708.2 : 1 «-These columns are Dead + Live Load placed as noted --» LL LL+ST LL LL+ST @ Center @ Center @ Cants @ Cants ~~ ~ 6.63 6.63 -0.112 -0.112 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.63 6.63 6.63 6.63 ,,,, ""'"', ea u, , a 30.98 #/ft r-xx 375.00 in4 r-yy 12.40 in4 Rt 47.229 in3 4.489 in3 • k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 6.412 in 1.166 in 1.390 in I t i .·: I t ·i , KL T CONSUL TING STRUCTURAL ENGINEERS 3~30 IRVINE AVENUE -NEWPORT BEACH, CA 92660 (949) 263-1308 (949) 263-1310 Rev: 510300 User. KW-0804033, Ver 5.1.3, 22-Jun-1999, Win32 ._ (c) 1983-99 ENERCALC Title: Dsgnr: Description : Scope: Steel Beam Design Description P.C. #15: ACUSHNET: FB-19 Job# Date: 1 :06PM, 18 OCT 05 qt Page ;l' · I Sketch & Diagram -------------------------------------·-------. --------·----- •: ; I " ; 1 • '•• 1 • •' "! : l 0,7/lfk/f\ 1 I I I I j T t I I It T I I I T TT T 11 T 1 l T I I 1 It t t 1 IT 111 f I Y 0,798k/ft (,_ ____ _ Rmax = 6.632k Vmax @ loft • 6.632k ~2.63 ;3,95 ;s:26 __ 10.:.en"--______ __j Shear Load (k) 26.53 1.60 23.87 Mmax • 26.5k•ft Dmax = -o.1121n 21.22 iB.57 Rmax = 6.632k 15•92 13.26 Vmax@ rt= 6.632k io_61 7.96 :0.04 •0.08 :a.01 ;0,08 ,a.oil -0,,10 Local Y Oefioc1icin (In) J -3.20 4.80 6.40 8.00 9.60 11.20 12.60 14.40 16.00 ,3.20 12,80 14.40 18.00 16,00 Tiicalion Along Member (ft) --1 'j :j I ·, .! • ~LT CONSULTING STRUCTURAL ENGINEERS Title: Job# 3430 IRVINE AVENUE ~NEWPORT BEACH, CA 92660 Dsgnr: Description: Date: 1 ;07PM, 18 OCT 05 (949) 263-1308 (949) 263-1310 Scope: Rev: 510300 User. KW-0604033, Ver 5.1.3, 22.Jun-1999. Win32 (c) 1983-99 ENERCALC Steel Beam Design Page Description P.C. #15: ACUSHNET: FB-21 I General Information ··=, Fy 36.00ksi Steel Section : W16X26 Center Span Pinned-Pinned Load Duration Factor 1.00 Left Cant. 21.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Elastic Modulus 29,000.0 ksi Right Cant Lu : Unbraced Length (pistributed Loads DL LL ST Start Location End Location Summary #1 0.318 0.480 21.000 #2 #3 Using: W16X26 section, Span= 21.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stresf fv/ Fv I Force & Stress Summary Max. M + Max. M - Max. M@Left Max. M @ Right Shear@ Left Shear@ Right Center Def!. Left Cant Def! Right Cant Def! ... Query Def!@ Reaction @ Left Reaction@Rt Maximum 45.43 k-ft 8.65 k 8.65 k -0.413 in O.OOOin 0.000 in 0.000ft 8.65 8.65 Fa calc'd per 1.5-1, K*Ur < Cc [_~ection Properties W16X26 Depth Width Web Thick Flange Thickness Area 15.690in 5.500in 0.250 in 0.345 in 7.68 in2 Actual 45.428 k-ft 14.208 ksi 0.598: 1 8.653 k 2.206 ksi 0.153 : 1 DL ...Qn!y_ 18.97 3.61 3.61 -0.172 0.000 0.000 0.000 3.61 3.61 Weight I-xx 1-yy S-xx S-yy Allowable 75.969 k-ft 23.760 ksi 56.484 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Def! . Length/(DL +LL Def!) -0.413 in 1,461.0: 1 610.0 : 1 «--These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants ~~ ~ 8.65 8.65 -0.413 0.000 0.000 0.000 8.65 8.65 -0.413 0.000 0.000 0.000 8.65 8.65 26.09 #/ft 301.00 in4 9.59 in4 38.368 in3 3.487 in3 0.000 0.000 0.000 0.000 r-xx r-yy Rt k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 6.260 in 1.117 in 1.360 in ) • I • KLT CONSUL TING STRUCTURAL ENGINEERS Title: 3430 IRVINE AVENUE N•EWPORT BEACH, CA 92660 Dsgnr: Description : (949) 263-1308 (949) 263-1310 s'cope: Rev: 510300 User. KW-0604033, Ver 5.1.3, 22.Jun-1999. Win32 (c) 1983-99 ENERCALC Steel Beam Design Description P.C. #15: ACUSHNET: FB-21 / Sketch & Diagram ' .. 0,7/lf"{f\ 11 I j 11 IT I I I I f I I f'I I f T I I ! 1 I I I 11 1 1 T 1 I ! IT 1 I I I I 0,7981</lt ;3,43 ;·5;f5 ;6,87 l------==21n __ J Shear Load (k) 45.43 2.10 40.88 ... ' ,4.20 Rmax =-8.653k Vmax @ lelt • 8.653k Mmax • 45.4k·lt Dmax • •0.413ln 36.34 31.80 l Rmox = 6.653k ?7-26 Vmax@rt = 6.653k f?·71 18.17 -0.12- ;o,17 , ~0.21· ·:·--o.;is'" ........ :0.29 · :o.33 · · ................ . :1f.3i.. • .... " .. Local "'I' Deflection (In) Job# Date: 1:07PM, 18 OCT 05 Page 1f2. ' I 6,30 8.40 10,50 12.60 °14,70 16.80 16,90 21.00 16.60 16.90 21.00 21.00 !' "Location Along Member (tt) n L'.:J 0 G Q 0 ~ 0 ·C· ' 0 I 0 ; 0 Li n u u [J 0 ~, 1z1 il,if'.' ''" \ ~~ 111' I' ,, I,,' ,l/_', ,'/1, ~ ,, t' :1:d I!" AS-GRADED REPORT OF FINE-GRADING OPERATIONS, PROPOSED COMMERCIAL STRUCTURE, LOTS 23 AND 38 OF CARLSBAD OAKS, CARLSBAD TRACT NO. 74-21, CARLSBAD, CALIFORNIA December 4, 1996 Project No. 4960196-002 Prepared For: WHCBO Real Estate Limited Partnership 30 Executive A venue Park, Suite 100 Irvine, California 92713-9693 n u __ ; fl u 0 n n u [] 1M !WJ r:.1 I ; l r; L !--' ., --' _;, I Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY December 4, 1996 To: Attention: Subject: Introduction WHCBO Real Estate Limited Partnership 30 Executive Avenue Park, Suite 100 Irvine, California 92713-9693 Mr. Jon Kelly Project No. 4960196-002 As-Graded Report of Fine-Grading Operations, Proposed Commercial Structure, Lots 23 and 38 of Carlsbad Oaks East, Carlsbad Tract No. 74-21, Carlsbad, California In accordance with your request, we have provided geotechnical services during the fine-grading operations of the proposed commercial structure on Lots 23 and 38 of Carlsbad Oaks East (Carlsbad Tract No. 74-21) in Carlsbad, California. The subject site, which is located northeast of the intersection of Palomar Airport Road and El Fuerte Street (and south of Loker Avenue East) was previously graded during the development of the Carlsbad Oaks Business Center in 1985-86 (SDGC, 1987). The fine-grading operations included the removal of desiccated and potentially compressible existing fill soils on the pad, overexcavation of the cut portion of the building pad, excavation of cut material, preparation of areas to receive fill, and fill placement and compaction. This as-graded report summarizes our geotechnical observations and field and laboratory test results completed during the fine-grading operations on the site. The 40-scale grading plans for Lots 23 and 38 of Carlsbad Tract No. 74-21, prepared by Kahr and Associates (Kahr, 1996) was utilized as a base map to present the as-graded geotechnical conditions and approximate locations of the field density tests within the limits of the subject site. The As-graded Geotechnical Map is presented as Plate 1 and is located in the pocket at the rear of this report. Summary of Fine-Grading Operations Fine-grading of the site was performed between November 12 and 30, 1996. Observation of the fine- grading operations and testing of compacted fill were performed by our field technician who was on-site under the supervision of the geotechnical engineer. Geologic observation of the building pad overexcavation was also performed as-needed by a representative of Leighton and Associates, Inc. (Leighton). Plate 1 presents the as-graded geotechnical conditions encountered during grading and the 3934 Murphy Canyon Road, Suite 8205 Ill San Diego, CA 92123-4425 858.292.8030 11 Fax 858.292.0771 B www.leightongeo.com [L 0 0 ['1 J 0 0 8 0 lJ 0 D [ ! _l L lJ 4960196-002 approximate locations of the field density tests. Specific operations performed during fine grading included the following: • Site Preparation and Removals of Compressible Fill Soils Site preparation consisted of the removal and/or scarification of desiccated and potentially compressible existing fill soils in the center and eastern portions of the site. Observations during site grading indicated the upper 1 to 2 feet of the existing fill soils on the pad were dry, desiccated, and potentially compressible. As a result, the fill soils in the upper 1 to 2 feet of the pad were scarified and/or removed to competent fill, moisture-conditioned to a near optimum moisture content, mixed to obtain a relatively homogeneous fill, and compacted to a minimum 90 percent relative compaction (based on American Standard of Testing and Materials [ASTM] Test Method Dl557-91). Site preparations were performed in general accordance with the project recommendations (Leighton, 1996a). • Overexcavation of the Cut Portion of the Building Pad The cut portion of the building pad (i.e. the southwest and west portions of the building) was overexcavated a minimum of 15 feet below the planned finish pad grade elevation and at least 10 feet outside the building limits. The overexcavation of the building pad was performed to minimize the fill differential beneath the proposed structures by providing a minimum of 15 feet of fill beneath the building pad (Leighton, 1996c ). The approximate bottom removal depths of the overexcavation are shown on Plate 1. Prior to fill placement, the overexcavation bottom was scarified to a minimum depth of 6 to 12 inches, moisture conditioned as necessary and compacted to a minimum of 90 percent of the maximum dry density in accordance with ASTM Test Method D1557-91. • Fill Placement and Compaction After processing the existing finish grade soils on the pad and the bottom of the overexcavation area, native sandy soils were generally spread in 4-to 6-inch loose lifts, moisture-conditioned as necessary to obtain a near-optimum moisture content, and compacted to a minimum relative compaction of 90 percent of the maximum dry density (based on ASTM Test Method D 1557-91 ). Areas of fill in which observations showed nonuniform mixing and/or inadequate or excessive moisture, were reworked and recompacted until the fill achieved a minimum 90 percent relative compaction and an· adequate moisture content. Compaction of the fill soils was accomplished with heavy construction equipment (including rubber-tire scrapers and compactor) and was performed under the observation and testing of a representative of Leighton. • Field and Laboratory Testing Field and laboratory tests were performed in accordance with ASTM Test Methods D2922-91 and D3017-88 (Nuclear-Gauge Method). The results of our field density tests are presented in Appendix B. The approximate locations of the field density tests are shown on the As-Graded Geotechnical Map, Plate 1. Our observations and test results indicate that the fill soils placed on the -2 -Leighton n C f l ·' j 0 ill [] ,:-'"} r I u 8 ll l . .J C IJ u u C 4960196-002 site were compacted to a minimum relative compaction of 90 percent (based on ASTM Test Method D1557-91). Laboratory testing (including maximum dry density/optimum moisture content and expansion index tests) were performed on the _fill soils in accordance with ASTM Test Method D1557-91 and U.B.C. Standard 18-2, respectively. The expansion index test results indicate the building pad finish grade soils have a medium expansion potential. The results of our testing are presented in Appendix C. Engineering Geologic Summary The geologic units encountered during site grading are generally similar to those described in the project geotechnical investigation report (Leighton, 1996a). The geologic units mapped within the site boundary include the Santiago Formation and existing documented fill (Map Symbol -Afo). The documented fill was encountered in the eastern portion of the site and generally consisted of slightly clayey to silty sands derived from the Santiago Formation. The Eocene-aged Santiago Formation underlies the entire site and was encountered at grade in the · southwest and west portions of the site. As encountered, this unit generally co.nsisted of interbedded silty sandstones and minor silty claystones. The approximate location of the geologic units are indicated on the As-Graded Geotechnical Map (Figure 1). Ground Water Ground water was not encountered nor anticipated during the grading operations at the site. Conclusions Based on the results of our observations and field and laboratory test results, it is our opinion that the placement and compaction of fill soils associated with fine-grading operations at the subject site has been performed in general accordance with the recommendations of Leighton and Associates and the City of Carlsbad requirements. The following summarizes our conclusions regarding grading of the site: • Geotechnical conditions encounter during fine-grading were generally as assumed in our geotechnical investigation of the site (Leighton, 1996a, 1996b, and 1996c). • The existing fill soils located within the limits of grading were removed and/or scarified to a depth of 1 to 2 feet below existing finish grades. These soils were then moisture-conditioned, mixed, and compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557-91). • The cut portion of the building pad was overexcavated a minimum of 15 feet below the planned fmish pad grade elevation and replaced with compacted fill. • Fill soils were derived from on-site soils. Field and laboratory test results of the compacted fill soils at the site indicate the soils were placed to at least a 90 percent relative compaction in accordance with ASTM Test Method D1557-91. ~ " -3 -Leighton (] L. 0 0 { ~, 't j u 0 0 i 0 C u 0 u ,, ' 4960196-002 • Expansion potential test results of the finish grade soils within the building limits indicate the fill soils have a medium expansion potential (per U.B.C. Standard 18-2). Based on the results of our geotechnical observations and field and laboratory test results, it is our opinion that the building pad is suitable for its intended use from a geotechnical standpoint. Post-grading and construction related geotechnical recommendations are presented below. Geotechnical Recommendations • Earthwork We anticipate that future earthwork at the site will consist of site preparation, trench excavation and backfill, and driveway and parking area subgrade, aggregate'base and asphalt concrete preparation and compaction. We recommend that earthwork on-site be performed in accordance with the following recommendations and the City of Carlsbad grading requirements. • • Site Preparation If additional grading (such as fill placement) is planned on the site, prior to grading, the areas to receive structural fill or engineered structures should be cleared of surface obstructions, potentially compressible material (such as desiccated fill and weathered or disturbed formational material, etc.), and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 inches, brought to a near optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557-91). Excavations Excavations of the on-site materials may generally be accomplished with conventional heavy- duty earthwork equipment. It is not anticipated that blasting will be required or that significant quantities of oversized rock (i.e. rock with maximum dimensions greater than 6 to 12 inches) will be generated during future grading. However, localized cemented zones may be encountered that may require heavy ripping. If oversized rock is encountered, it should be hauled off-site or placed in non-structural or landscape areas. Due to the relatively high density characteristics and coarse nature of the on-site soils, temporary excavations such as utility trenches with vertical sides in the onsite soils should remain stable for the period required to construct the utility, provided they are free of adverse geologic conditions. However, in accordance with OSHA requirements, excavations between 5 and 15 feet in depth should be shored or laid back to inclinations of 1: 1 (horizontal to vertical) if workers are to enter such excavations. For excavations deeper than 15 feet, specific recommendations can be made on a case-by-case basis. -4 -Leighton D 0 [1 C [J 0 0 u fJ 0 r ' • • 4960196-002 Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 6 to 12 inches in maximum dimension. All fill soils should be brought to near-optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557-91). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill soils should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practices, and the geotechnical recommendations presented herein. Foundation Design It is anticipated that the proposed building will utilize a combination of continuous perimeter footings and conventional interior isolated-spread footings for support of the building. The following recommendations are based on the presence of medium expansion potential soils (less than 90 per UBC 18-I-B) within the upper 4 feet of the finish pad grade. Footings bearing in competent natural soil materials or properly compacted fill should extend a minimum of 18 inches below the lowest adjacent grade. At this depth, footings may be designed using an allowable soil-bearing value of 2,000 pounds per square foot (psf). The allowable soil-bearing pressure may be increased by 500 psf for each additional foot of foundation embedment to a maximum allowable-bearing pressure of2,500 psf. This value may be increased by one-third for loads of short duration including wind or seismic forces. We understand that a conventionally-reinforced foundation system will be utilized on the site. • Conventionally-Reinforced Foundation System The proposed conventionally-reinforced foundation system should be designed in accordance with the parameters presented above. In addition, a modulus of subgrade reaction value of 100 tons/ft:3 may also be assumed by the project structural engineer in the design of the structure's foundation. Continuous.perimeter footings should have a minimum embedment and width of 18 and 15 inches, respectively. Continuous footings should be reinforced with a minimum of four No. 5 bars, two at the top and two at the bottom. Isolated spread footings should have a minimum base dimension of 30 inches, minimum embedment of 18 inches below adjacent grade and reinforced in accordance with the structural engineer's recommendations. Interior. column footings should be isolated from the floor slab. Slabs on grade should have a minimum thickness of 5 inches and minimal reinforcement consisting of No. 4 bars at 18 inches on center. It should be noted that the foundation dimensions and specified reinforcement are minimums only and should be designed by the structural engineer given the site specific soil conditions and anticipated settlement. ~~ t4r. -5 -Leighton [l J, 0 0 n 0 D 0 D fJ [] s l LJ ( ' • 4960196-002 Floor Slab The proposed conventionally-reinforced slab should be a minimum of 5-1/2 inches thick and be underlain by a minimum of 2 inches of clean sand (sand equivalent greater than 30) which is in tum underlain by a 6 mil thick or greater vapor barrier. The vapor barrier should be sealed at all penetrations and laps. We recommend that the vapor barrier be also underlain by a 4-inch layer of clean sand (sand equivalent greater than 30) to act as a capillary break. Moisture vapor transmission may be additionally reduced by use of concrete additives. Moisture barriers can retard, but not eliminate moisture vapor movement from the underlying soils up through the slab. We recommend that the floor coverings installer test the moisture vapor flux rate prior to attempting application of the flooring. A slipsheet or equivalent should be utilized above the concrete slab if crack-sensitive floor coverings (such as ceramic tile, etc.) are to be placed directly on the concrete slab. Our experience indicates that use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it if often aggravated by a high cement ratio, high concrete temperature at the time of placement, small aggregate size, and rapid moisture loss due to hot, dry, and/or windy conditions during placement and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low slump concrete (not exceeding 4 to 5 inches at the time of placement) can reduce the potential for shrinkage cracking and the action of tensioning the tendons can close small shrinkage cracks. • Anticipated Settlement Settlement of properly compacted fill has two components; 1) Elastic settlement of soils which occur upon application of structural loads (the majority of which typically occurs during _and slightly after construction); and 2) hydroconsolidation settlement which can occur upon saturation due to water infiltration (which typically occurs over a period of many years). The recommended allowable-bearing capacity is generally based on a maximum total and differential (elastic) settlement of 3/4 inch and 1/2 inch in horizontal distance of 100 feet, respectively, upon application of structural loads and upon future soil wetting. Approximately one-half of this settlement is anticipated to occur during construction. Actual elastic settlement can be estimated on the basis that settlement is roughly proportional to the net contact bearing pressure. • Slab Subgrade Presaturation The slab subgrade soils present on the site should be presoaked to a minimum moisture content of at least 18 percent to a depth of at least 18 inches. The subgrade soil moisture content should be checked by a representative of Leighton prior to slab construction. Presoaking or moisture conditioning may be achieved in a number of ways, but based on our professional experience, we have found that minimizing the moisture loss of the building pad upon completion of grading (by periodic wetting to keep the upper portion of the pad from drying out) and/or berming the lot and flooding it for a short period of time (a few· days) are some of the more efficient ways -6 -Leighton D D 0 o. [J 0 i lJ [ i \___, u fl u • 4960196-002 to meet the presoaking requirements. If flooding is performed, a couple of days to let the upper portion of the pad dry out and form a crust so equipment can be utilized should be anticipated. Lateral Earth Pressures and Retaining Wall Design Considerations The recommended lateral pressures for granular soil of low to medium expansion potential ( expansion index less than 90 per U.B.C. 18-I-B) and level or sloping backfill are presented on the following table. Lateral Earth Pressures Equivalent Fluid Weight (pcf) Conditions Level Backfill 2: 1 Sloping Backfill Active 40 55 At-Rest 60 60 Passive 300 300 (Maximum 3 ksf) (Maximum 3 ksf) Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water and backfilled with soils of low to medium expansion potential is provided in the table above. The equivalent fluid pressure values assume free-draining . conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. Surcharge loading effects from the adjacent structures should be evaluated by the geotechnical and structural engineer. All retaining wall structures should be provided with appropriate drainage and appropriately waterproofed. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated in Figure 1. -7 - Leighton n u [ LJ' i I i u ~ ' ' n L.'. [ ) ; Li IJ r-, . ' RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS---:..._ FINISH GRADE' ---~:::::t::::::,COMPACTED-~~LLt=t~=t=t SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION* -------· -------------------------------------------------------------------------· --------------------------------------------- ~j'.::-.:-i=~~j:gj: ;1~~~~~=:~-- 1 ~7h-:, =t=t=t~=~- 0 _.._ ~ r I ::-::-::-~::-:=-· Io e• MIN. 0 j:~~~ FILTER FABRIC ENVELOPE OVERLAP ---=--:.: ( 0 0 0 •· =t=t=t~ MIRAFI 1-40N OR APPROVED I ' =t=t=t~ EQUIVALENT}** Cl ---- 0 =t=t=t'.; I O 1' MIN. =--· · 314•-1,112· CLEAN GRAVEL** 4• (MIN,) DIAMETER PERFORATED "PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS QEPICTED MINIMUM 1 PERCENT GRADIENT TO SUIT ABLE OUTLET WALL FOOTING._-+-,,_-__ -_ ..... ______ .,..,,,,...,, NO-T TO SCALE SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL COMPETENT BEDROCK OR MATERIAL AS EV ALU A TED BY THE GEOTECHNICAL CONSULTANT U.S. Standard *BASED QN ASTM 01557 Sieve Size % Passing l" 100 3/4" 90-100 3/8" 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivalent>7S **IF CAL TRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 314•-1-112• GRAVEL, FILTER FABRIC MAY BE DELETED; CAL TRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION* NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS ~RADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE: TO GRAVEL OR · CLASS 2. INSTALLATION SHOULD BE PERFORM:I) IN ACCORDANCE WITH MANUFACTURER'S SPECIACA TIONS. Project No. _4..;.9...,6;..;0;;..1=9;.:::6 .... -0 ..... 0'"""2.___ RETAINING WALL DRAINAGE DETAIL Scale Not to Scale Engr./Geol. ____,_JG=F __ / __ R __ K"""'W ____ _ Drafted By ___ E __ P_· _____ _ 1042 889 Figure No.~ fJ Q 0 n G L-i 0 Q ' ' @ . ' D 0 ' 0 ' f 0 - I '' L.J : ! 4960196-002 For sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. In combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent. Wall footings should be designed in accordance with structural considerations. The passive resistance value may be increased by one-third when considering loads of short duration such as wind or seismic loads. The horizontal distance between foundation elements providing passive resistance should be a minimum of three times the depth of the elements to allow full development of these passive pressure. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. Wall back-cut excavations less than 5 feet in height can be made near vertical. For back cuts greater than 5 feet in height, but less than 15 feet in height, the back cut should be flattened to a gradient of not steeper than 1:1 (horizontal to vertical) slope inclination. For back cuts in excess of 15 feet in height, specific recommendations should be requested from the geotechnical consultant. The granular and native backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557-91). The granular fill should extend horizontally to a minimum distance equal to one-half the wall height behind the walls. The walls should be constructed and backfilled as soon as possible after back-cut excavation. Prolonged exposure of back-cut slopes may result in some localized slope instability. Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least 18 inches below lowest adjacent grade. At this depth, an allowable bearing capacity of 2,000 psf may be assumed. • Type of Cement for Construction Based on the soluble sulfate test result performed during our investigation (Leighton, 1996a) and our professional experience in the vicinity of the site, the on-site soils possess a negligible soluble sulfate content. Therefore, the use of sulfate resistant cement is not warranted. • Preliminary Pavement Design Final pavement recommendations should be provided based on R-value testing of the driveway and parking area subgrade soils once final grades are achieved. The upper 12 inches of subgrade soils should be scarified, moisture conditioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557-91. If fill is required to reach subgrade design grade, fill placement should be performed in accordance with the recommendations presented in the recommendation section on earthwork (page 4). The aggregate base material should be compacted to 95 percent relative compaction. The above pavement sections may be reduced if the subgrade is lime-treated. For the delivery pads, truck ramps and trash enclosures, etc., we recommend 8 inches of Portland Cement Concrete (P.C.C.) on native soils. The P.C.C. in the above pavement sections should be provided with appropriate steel reinforcement and crack-control joints as designed by the project structural engineer. Minimum reinforcement should consist of No. 4 rebars at 18 inches (on center) -9 -Leighton er 0 D 0 ill D [] l] i 0 0 [,··, ' ! L u ) ' 4960196-002 at slab midheight which continues through all crack-control joints but not through expansion joints. If saw-cuts are used, they should be a minimum depth of 1/4 of the slab thickness and made within 24 hours of concrete placement. We recommend that sections be as nearly square as possible. A 3,000 psi concrete mix should be utilized. Asphalt Concrete (A.C.), Portland Cement Concrete (P.C.C.) and Class 2 base materials should conform to and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications (Caltrans) and American Concrete Institute (ACI) codes. If pavement areas are adjacent to landscape areas, we recommend steps be taken to prevent the subgrade soils from becoming saturated. Concrete swales should be designed in roadway or parking areas subject to concentrated surface runoff. Regular maintenance (such as seal coats and crack infilling) is an important part of extending pavement life. • Drainage Control Positive drainage of surface water away from the building and the top of slopes toward the street, driveway or other suitable collection point is very important. No water should be allowed to pond at any location. • Graded Slopes It is recommended that any re-graded slopes within the development be planted with ground cover vegetation as soon as practical to protect against erosion by reducing runoff velocity. Deep-rooted vegetation should also be established to protect against surficial slumping. Oversteepening of existing slopes should be avoided during post-grading and construction unless supported by appropriately designed retaining structures. • Construction Observation and Testing Construction observation and testing should be performed by the geotechnical consultant during future excavations and foundation construction at the site. Additionally, footing excavations should be observed and moisture determination tests of subgrade soils should be performed by the geotechnical consultant prior to the pouring of concrete. -10 -Leighton n u C D fJ ~ 0 ~ 0 C 4960196-002 If you have any questions regarding our report, please contact this office. We appr~ciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. ~-~t~p 3/31/98) Project Geologist ~c~ ~o~ of Engineering RKW/JGF/kar Attachments: Plate 1 -As-Graded Geotechnical Map Appendix A -References Appendix B -Summary of Field Density Tests Appendix C -Laboratory Testing Procedures and Test Results Distribution: (4) Addressee (2) Reno Contracting, Attention: Mr. Craig Hueners (3) City of Carlsbad Engineering Department, Attention: Mr. Al Ludwig -11 -Leighton [f 0 _, [ [: n G Q 0 ' r·. 0 i ,-, u 0 ' fJ f -~ ,_ r t- L L L ; . APPENDIX A REFERENCES 4960196-002 International Conference of Building Officials (ICBO), 1994, Uniform Building Code, Volume 1- Administrative, Fire-and Lite-Safety, and Field Inspection Provisions; Volume II- Structural Engineering Design Provisions; and Volume III-Material, Testing and Installation Provisions: ICBO. Kahr and Associates, 1996, Grading Plans for Lots 23 and 38, Carlsbad Tract 74-21, Lincoln Property Company, Drawing No. 350-2A, 4 Sheets. Leighton and Associates, Inc., 1996a, Geotechnical Investigation, Proposed Office/Manufacturing/Warehouse Facility, Carlsbad Oaks East, Lots 23 and 28, Northeast Comer of El Fuerte Street and Palomar Airport Road, Carlsbad, California, Project No. 4960196-001, dated August 2, 1996. ----, 1996b, Grading Recommendations, Lots 23 and 28, Carlsbad Oaks East, Carlsbad, California, Project No. 4960196-001, dated September 26, 1996. ----, 1996c; Report Addendum, Proposed Building, Carlsbad Oaks East, Lots 23 and 38, El Fuerte and Palomar Airport Road, Carlsbad, California, Project No. 4960196-001, dated October 28, 1996. San Diego Geotechnical Consultants (SDGC), Inc., 1987, As-Graded Geotechnical Report, Final Report of Mass Grading, Carlsbad Oaks Business Center, Carlsbad Tract 74-21, Carlsbad, California, Job No. 05-1079-002-00-10, dated February 19, 1987. Ware and Malcomb, Architects, Inc., Sit Plan for the Proposed Lincoln Property Warehouse Facility, Untitled and Undated. A-1 r-:· ,- I. • ~-i., .:;. ..--.---r-· 12/04/96 PROJECT NUMBER: 00-960196-02 NAME: LINCOLN/CARLSBD TEST TEST TEST TEST NUMBER METH DATE OF ------------------------- 1 N 11/13/96 CF 2 N 11/13/96 CF 3 N 11/13/96 CF 4 N 11/14/96 CF 5 N 11/14/96 CF 6 N 11/15/96 CF 7 N 11/15/96 CF 8 N 11/15/96 CF 9 .N 11/15/96 CF 10 N 11/15/96 CF 11 N 11/16/96 CF 12 N 11/16/96 CF 13 N 11/16/96 CF 14 N 11/16/96 CF 15 N 11/16/96 CF 16 N 11/16/96 CF 17 N 11/18/96 CF 18 N 11/18/96 CF 19 N 11/18/96 CF 20 N 11/18/96 CF 21 N 11/18/96 CF 22 N 11/18/96 CF 23 N 11/18/96 CF 24 N 11/18/96 CF 25 N 11/18/96 CF 26 N 11/18/96 CF 27 N 11/19/96 CF 28 N 11/19/96 CF 29 N 11/19/96 CF 30 N 11/19/96 CF 31 N 11/19/96 CF 32 N 11/19/96 CF 33 N 11/19/96 CF 34 N 11/19/96 CF 35 N 11/19/96 CF 36 N 11/19/96 CF 36A N 11/19/96 CF 37 N 11/19/96 CF 38 N 11/19/96 CF 39 N 11/20/96 CF 40 N 11/20/96 CF 41 N 11/20/96 CF 42 N 11/20/96 CF 43 N 11/20/96 CF 44 N 11/20/96 CF 45 N 11/21/96 CF 46 N 11/21/96 CF : __ .J ~ r-\ ~ -"---,-. Rlj ;----, t.. -'.l r---, ____ .,i SUMMARY OF FIELD DENSITY TESTS ------------LOCATION--------------TEST SOIL ELEV(ft) TYPE -------------------------------------------------- DRIVEWAY N SIDE LOT 38 410.0 1 DRIVEWAY N SIDE LOT 38 411.0 1 BUILDING PAD LOT 38 411.0 1 BUILDING PAD LOT 38 412.0 1 DRIVEWAY N SIDE LOT 38 412.0 1 BUILDING PAD LOT 38 413.0 1 BUILDING PAD LOT 38 414.0 2 BUILDING PAD LOT 38 414.0 1 BUILDING PAD LOT 38 415.0 1 DRIVEWAY N SIDE LOT 38 413.0 1 BUILDING PAD LOT 23 394.0 1 BUILDING PAD LOT 23 394.0 1 BUILDING PAD LOT 23 396.0 2 BUILDING PAD LOT 23 396.0 2 BUILDING PAD LOT 23 398.0 2 BUILDING PAD LOT 23 398.0 2 BUILQING PAD LOT 23 398.0 1 BUILDING PAD LOT 23 399.0 1 BUILDING PAO LOT 23 401.0 1 BUILDING PAD LOT 23 401.0 1 BUILDING PAD LOT 23 402.0 2 BUILDING PAO LOT 23 403.0 1 BUILDING PAO LOT 23 405.0 2 BUILDING PAD LOT 23 407.0 1 BUILDING PAD LOT 23 408.0 1 BUILDING PAD LOT 23 410.0 1 BUILDING PAD LOT 23 395.0 1 BUILDING PAO LOT 23 394.0 1 BUILDING PAD LOT 23 410.0 1 BUILDING PAD LOT 23 411.0 1 BUILDING PAO LOT 23 397.0 2 BUILDING PAD LOT 23 400.0 1 BUILDING PAD LOT 23 402.0 1 BUILDING PAD LOT 23 403.0 1 BUILDING PAD LOT 23 405.0 1 DRIVEWAY NE SIDE LOT 38 414.0 1 DRIVEWAY NE SIDE LOT 38 414.0 1 DRIVEWAY E SIDE LOT 38 415.0 1 DRIVEWAY E SIDE LOT 38 416.0 1 BUILDING PAD LOT 23 407.0 1 BUILDING PAD LOT 23 409.0 1 BUILDING PAD LOT 23 410.0 1 BUILDING PAD LOT 23 411.0 1 DRIVEWAY E SIDE LOT 38 416.0 1 BUILDING PAD LOT 23 412.0 1 BUILDING PAD LOT 23 399.0 1 BUILDING PAO LOT 23 401.0 1 r:-,-:-, ~ r--,, ~ ~· f-__ l ~ --=7 ·::-7 1 •. _•:J ~ t ... p DRY DENSITY(pcf) MOISTURE(%) REL(%) REMARKS FIELD MAX FIELD OPT COMP -------------------------------------- 104.1 115.5 16.5 14.0 90 103.8 115.5 18.2 14.0 90 103.6 115.5 18.5 14.0 90 105.6 115.5 15.0 14.0 91 104.0 115.5 16.7 14.0 90 105.1 115.5 14.7 14.0 91 102.0 108.0 19.1 20.0 94 104.3 115.5 16.8 14.0 90 106.8 115.5 14.4 14.0 92 106.4 115.5 14.9 14.0 92 105.3 115.5 16.8 14.0 91 105.5 115.5 15.7 14.0 91 101.4 108.0 21.0 20.0 94 103.9 108.0 18.9 20.0 96 100.7 108.0 17.7 20.0 93 98.7 108.0 19.2 20.0 91 104.3 n5.5 15.0 14.0 90 104.3 115.5 15.5 14.0 90 104.0 115.5 14.9 14.0 90 106.1 115.5 15.9 14.0 92 99.8 108.0 22.9 20.0 92 104.9 115.5 13.7 14.0 91 100.3 108.0 20.6 20.0 93 108.0 115.5 16.2 14.0 94 104.6 115.5 15.4 14.0 91 103.9 115.5 14.2 14.0 90 108.1 115.5 14.9 14.0 94 104.1 115.5 14.2 14.0 90 103.9 115.5 13.2 14.0 90 107.4 115.5 16.8 14.0 93 102.8 108.0 20.7 20.0 95 103.8 115.5 15.5 14.0 90 109.5 115.5 15.9 14.0 95 107.2 115.5 15.3 14.0 93 106.2 115.5 13.3 14.0 92 101.0 115.5 16.2 14.0 87 RT ON 36A 104.4 115.5 16.2 14.0 90 RT OF 36 104.0 115.5 14.5 14.0 90 106.5 115.5 13.1 14.0 92 104.5 115.5 14.8 14.0 90 107.0 115.5 13.2 14.0 93 104.9 115.5 13.6 14.0 91 104.6 115.5 14.7 14.0 91 105.2 115.5 15. 1 14.0 91 106.2 115.5 15.0 14.0 92 106.1 115.5 16.9 14.0 92 104.5 115.5 17.2 14.0 90 ,--.-. r-:~ 1--;---~ C7 ~-4f3 c-; liiO r-7 17 r, --;;,l (. ·-s:-~ 3 C7 ~ ~ ·--:-7 r--1 r::-7 f I '· .. • ..•••• .l ,,. ~ 12/04/96 Page No. 2 SUMMARY OF FIELD DENSITY TESTS PROJECT NUMBER: 00-960196-02 NAME: LINCOLN/CARLSBD TEST TEST TEST TEST ------------LOCATION--------------TEST SOIL DRY DENSITY(pcf) MOISTURE(%) REL(%) REMARKS NUMBER METH DATE OF ELEV(ft) TYPE FIELD MAX FIELD OPT COMP -·----------------------.. ----------------------------------------------------------------------------------------- 47 N 11/21/96 CF BUILDING PAD LOT 23 397.0 1 106.9 115.5 14.2 14.0 93 48 N 11/26/96 CF BUILDING PAD LOT 23 404.0 1 105.1 115.5 16.9 14.0 91 49 N 11/26/96 CF BUILDING PAD LOT 23 406.0 1 103.6 115.5 16.0 14.0 90 50 N 11/26/96 CF BUILDI-NG PAD LOT 23 408.0 1 105.0 115.5 18.5 14.0 91 51 N 11/27/96 CF BUILDING PAD LOT 23 407.0 1 106.4 115.5 18.4 14.0 92 52 N 11/27/96 CF BUll:DING PAD LOT 23 410.0 2 97.7 108.0 15.8 20.0 90 53 N 11/27/96 CF BUILDING PAD LOT 23 411.0 2 101.8 108.0 15.6 20.0 94 54 N 11/27/96 CF BUILDING PAD LOT 23 410.0 2 101.6 108.0 18.6 20.0 94 55 N 11/30/96 FG BUILDING PAD LOT 23 0.0 1 104.6 115.5 17.0 14.0 91 56 N 11/30/96 FG BUILDING PAD LOT 23 o.o 1 107.9 115.5 15.8 14.0 93 57 N 11/30/96 FG BUILDING PAD LOT 23 ·0.0 1 104.1 115.5 17.0 14.0 90 58 N 11/30/96 FG BUILDING PAD LOT 23 0.0 1 107.2 115.5 16.2 14.0 93 59 N 11/30/96 FG BUILDING PAD LOT 23 0.0 1 104.5 115.5 13.4 14.0 90 60 N 11/30/96 FG BUILDING PAD LOT 23 0.0 1 106.6 115.5 15.8 14.0 92 61 N 11/30/96 FG BUILDING PAD LOT 23 0.0 1 105.4 115.5 15.2 14.0 91 62 N 11/30/96 FG BUILDING PAD LOT 23 0.0 1 105.6 115.5 16.9 14.0 91 63 N 11/30/96 FG BUILDING PAD LOT 23 0.0 1 106.4 115.5 16.6 14.0 92 64 N 11/30/96 FG BUILDING PAD LOT 23 0.0 1 106.4 115.5 18.1 14.0 92 65 N 11/30/96 FG BUILDING PAD LOT 38 0.0 1 105.3 115.5 16.5 14.0 91 66 N 11/30/96 FG BUIWING PAD LOT 38 0.0 1 107.3 115.5 16.0 14.0 93 67 N 11/30/96 FG BUILDING PAD LOT 38 0.0 1 110. 7 115.5 18.6 14.0 96 68 N 11/30/96 FG BUILDING PAD LOT 38 0.0 1 105.8 115.5 16.5 14.0 92 69 N 11/30/96 FG BUILDING PAD LOT 38 0.0 1 105.8 115.5 17.2 14.0 92 70 N 11/30/96 FG BUILDING PAD LOT 38 0.0 1 105.3 115.5 14.8 14.0 91 71 N 11/30/96 FG BUILDING PAD LOT 38 0.0 1 106.7 115.5 17.7 14.0 92 72 N 11/30/96 FG BUILDING PAD LOT 38 0.0 1 107.2 115.5 18.1 14.0 93 73 N 11/30/96 FG BUILDING PAD LOT 38 0.0 1 105.5 115.5 16.4 14.0 91 74 N 11/30/96 FG BUILDING PAD LOT 38 0.0 1 106.8 115.5 17.3 14.0 92 r ,,_;: ~ [] f: .J C [ [ 0 . ' Pl [j C [; -~ I n u GJ I] [] L , . I· • 4960196-002 APPENDIX C LABO RA TORY TESTING PROCEDURES AND TEST RESULTS Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared I-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reach. The results of these tests are presented in the table below: Sample Representative Soil Expansion Expansion Number Location Type Index Potential* El East side of buildin~ pad Light-brown silty sand 68 Medium E2 Center of building pad Light-brown silty sand 56 Medium E3 West side of building pad Light-brown clayey to 82 Medium silty sand * Based on the 1994 edition of the Uniform Building Code (U.B.C.) Table 18-I-B (ICBO, 1994) Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods. The test results are presented in the table below: Sample Potential Degree of Location Sample Description Sulfate Content (%) Sulfate Attack* Building Pad Light-brown silty sand Less than 0.005 Negligible * Based on the 1994 edition of the Uniform Building Code (U.B.C.) Table 19-A-3 (ICBO, 1994). Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: Sample Sample Maximum Dry Optimum Moisture Number Description Density (pc:t) Content(%) 1 Light-brown silty sand 115.5 14.0 2 Light-brown clayey to silty sand 108.0 20.0 C-1 • ' "' J i ( ' '' I I [J n I I . \ .. GEOTECHNICAL UPDATE REPORT, INTERIOR TENANT IMPROVEMENT, 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA PREPARED FOR: SAN DIEGO OFFICE INTERIORS 4863 Shawline Street, Suite A San Diego, California 921 Project No. 600762-001 February 16, 2005 ,1 J , , ' ( I ) I \ ( - l Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY To: Attention: Subject: Introduction February 16, 2005 San Diego Office Interiors 4863 Shawline Street, Suite A San Diego, California 92111 Mr. Dan Dreesen Project No. 600762-001 Geotechnical Update Report, Interior Tenant Improvement, 2819 Loker Avenue East, Carlsbad, California (Carlsbad Tract No. 74-21) In accordance with your request and authorization, this report has been prepared to provide an updated summary of the geotechnical conditions and to provide foundation design recommendations relative to the proposed interior tenant improvements, located at 2819 Loker Avenue East, in Carlsbad, California (Carlsbad Tract No. 74-21). The purpose of our geotechnical update evaluation is to review the existing site conditions and the project geotechnical reports applicable to the geotechnical conditions on the site (Appendix A), and to provide additional geotechnical recommendations (including foundation design considerations) for the proposed commercial improvements. As part of our update evaluation, we have also reviewed the preliminary architectural plans for the improvements (San Diego Office Interiors, 2005). Proposed Improvements and Existing Conditions Based on our understanding, the proposed interior tenant improvements will consist of the demolition of existing floor slabs in order to construct a new 2-story interior office space, which will be relatively independent of the existing exterior structure (i.e., a concrete tilt-up building). The location of the proposed interior tenant improvements will be generally located in the northwest comer of the building, which is currently used as a warehouse storage space. Other associated improvements will include underground utilities. In general, the existing concrete tilt-up commercial building and improvements, include concrete flatwork and landscaping, appear to be performing as anticipated with some minor differential movement (i.e., minor cracking) in the existing concrete floor slab. 3934 Murphy Canyon Road, Suite B205 Ill San Diego, CA92123-4425 858.292.8030 o Fax 858.292.0771111 www.leightongeo.com [ C L r· t [ [ 0 0 [ 600762-001 Faulting/Seismicity Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The state geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Earthquake Fault Zones Act of 1972 and as most recently revised in 1997 (Hart, 1997). The intent of this act is to assure that unwise urban development and certain habitable strnctures do not occur across the traces of active faults. The subject site is not included within any Emihquake Fault Zones as created by the Alquist-Priolo Act. Our review of available geologic literature indicates that there are no known major active faults on or in the immediate vicinity of the site. The nearest known active regional fault is the Rose Canyon Fault Zone located approximately 8 miles west of the site (Blake, 2000). The site can be considered to lie within a seismically active region, as can all of Southern California. Table 1 identifies potential seismic events that could be produced by the maximum moment magnitude earthquake. A maximum moment magnitude earthquake is the maximum expectable earthquake given the known tectonic framework. Site-specific seismic parameters included in Table 1 are the distances to the causative faults, earthquake magnitudes, and expected ground accelerations as generated by the deterministic fault modeling software EQFault. The peak ground accelerations reported in Table 1 were obtained by averaging the results from the Abrahamson and Silva (1997) attenuation equations for soil sites. Summary printouts of the deterministic analyses are provided in Appendix B of this report. Potential Causative Fault/Fault Zone Rose Canyon Newport-Inglewood Elsinore-Julian (I) CDMG, 2003 (2) Blake, 2000 Table 1 Deterministic Seismic Hazard Analysis Distance Maximum from Fault Slip Rate<1) Moment to Site(!) (mm/yr) Magnitude <2) (miles) (Mw) 8.0 1.5 7.2 10.6 1.5 7.1 21.7 5.0 7.1 -2 - Horizontal Ground Acceleration at Mean Confidence <2) (g) 0.27 0.21 0.12 Leighton r: ·, [ L Q q { J f 0 D u C l f L L L 600762-001 The principal seismic considerations for most strnctures in southern California are surface rnpturing of fault traces and damage caused by ground shaking-or seismically induced ground settlement. Because of the lack of known active faults on the site, the potential for surface rnpture at the site is considered low. The seismic hazard most likely to impact the site is ground-shaking resulting from an earthquake on one of the major regional faults. The effects of seismic shaking can be reduced by adhering to the most recent edition of the California Building Code and design parameters of the Strnctural Engineers Association of California. Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction, and dynamic settlement. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the relatively dense nature of the underlying fill and formational material and lack of a shallow permanent groundwater table, it is our opinion that the potential for liquefaction or seismically induced dynamic settlement at the site due to the design earthquake is not applicable. Hazards from seiches and tsunamis are not present as the site is located away from the immediate coastal area and there are no large standing bodies of water near the site. Findings and Conclusions On Febrnary 11, 2005, a representative of Leighton Consulting performed a site visit to observe the existing geotechnical conditions of the subject site. Based on our site visit and review of the existing geotechnical reports (Appendix A), the following items were noted: • In general, the existing improvements appear to be performing as anticipated with some minor differential movement or cracking in the concrete floor slab. • Based on review of our as-graded report (Leighton, 1996a), the subject site is underlain by medium expansive soils. • Based on the soluble sulfate test result performed during our investigation (Leighton, 1996d) and our professional experience in the vicinity of the site, the on-site soils possess a negligible soluble sulfate content. Accordingly, we recommend that the onsite concrete design mix be designed for a low potential of sulfate attack and follow the recommendations presented in Table 19-A-4 of the 2001 California Building Code (CBC) (CBSC, 2001). • There are no known active faults or potentially active faults beneath the site. The closest active fault to the site is the Rose Canyon Fault Zone located approximately 8 miles west of the site. -3 - Leighton [ L f:l w Fl u [; [ t'J m u L J 600762-001 • Based on our analysis, the liquefaction or seismically induced dynamic settlement potential at the site is considered not applicable. In conclusion, it is our opinion that site is suitable for the proposed improvements provided the appropriate recommendations presented in our previous As-Graded Repo1i of Fine-Grading Operations (Leighton, 1996a) and the recommendations presented herein are incorporated into the design and construction phases of the project. Recommendations Recommendations presented in the As-Graded Report of Fine-Grading Operations (Leighton, 1996a) are directly applicable for use in the design of the proposed improvements. In addition, the following recommendations should be used: 1) Uniform Building Code Seismic Parameters The effect of seismic shaking may be mitigated by adhering to the California Building Code or state-of-the-art seismic design parameters of the Structural Engineers Association of California. The closest active fault is the Newport Inglewood Fault Zone, which is considered a Type B ·seismic source according to Table 16A-U of the 2001 CBC (CBSC, 2001). The seismic parameter setting for the site per 2001 CBC are as follows: • Soil Profile Type (Table 16A-J) = So • Seismic Zone 4 (Figure l 6A-2), Z = 0.4 • Slip Rate, SR, (Table 16A-U) = 1.5 mm per year (CDMG, 2003), based on the Rose Canyon Fault Zone • Seismic Source Type (Table 16A-U) = B • Na= 1.0 (Table 16A-S) • Nv= 1.0 (Table 16A-T) 2) Reviews and Construction Observation and Testing Final foundation design plans should be reviewed by the geotechnical consultant prior to construction. Plans for improvements not addressed by this report should also be reviewed by this office prior to beginning work. Construction observation and testing should also be performed by the geotechnical consultant during future grading, excavations, and foundation or retaining wall construction at the site. -4- f f r· n Ll Ll A u L L 600762-001 Limitations The conclusions and recommendations in this letter are based in part upon data that were obtained from a limited number of observations, excavations, samples, and tests. Such infom1ation is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confinn that our preliminary findings are representative for the site. If you have any questions regarding this letter, please contact this office. opportunity to be of service. Respectfully submitted, William D. Olson, RCE 4528 Senior Project Engineer Principal Geologist/Vice President Attachments: Distribution: ( 6) Addressee -5 - Leighton ________________________ .....,. __ ........ .....,.,M,,...,,_,..~ L 0 fl r u 0 ! L L APPENDIX A REFERENCES Blake, Thomas F., 2000, EQFAULT, Version 3.0. 600762-001 California, State of, Division of Mines and Geology (CDMG), 2003, Probabilistic Seismic Hazard Assessment for the State of California, Open-File Report 96-08. California Building Standards Commission (CBSC), 2001, California Building Code, Volumes 1 and 2. Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - Administrative, Fire-and Life-Safety, and Field Inspection Provisions, Volume II - Structural Engineering Design Provisions, and Volume III -Material, Testing and Installation Provision, ICBO. Leighton and Associates, 1996a, As-Graded Report of Fine-Grading Operations, Proposed Commercial Structure, Lots 23 and 38 of Carlsbad Oaks East, Carlsbad Tract No. 74-21, Project No. 4960196-002, dated December 4, 1996. ----, 1996b, Report Addendum, Proposed Building, Carlsbad Oaks East, Lots 23 and 38, El Fuerte and Palomar Airport Road, Carlsbad, California, Project No. 4960196-001, dated October 28, 1996. , 1996c, Grading Recommendations, Lots 23 and 28, Carlsbad Oaks East, Carlsbad, California, Project No. 4960196-001, dated September 26, 1996. , 1996d, Geotechnical Investigation, Proposed Office/Manufacturing/Warehouse Facility, Carlsbad Oaks East, Lots 23 and 28, Northeast Comer of El Fuerte Street and Palomar Airport Road, Carlsbad, California, Project No. 4960196-001, dated August 2, 1996. San Diego Office Interiors, 2005, Preliminary Architectural Plans, Loker Addition, 2819 Loker Avenue, dated February 1, 2005. A-1 I I 1 •. 150 100 50 ~ 0~ -50 -100 150 ----CALIFORNIA FAULT MAP 2819 Loker Ave, Carlsbad, CA 200 250 ,SITE --- 300 350 400 ' r I n I u fl u r t l Loker soil 0 *********************** '{~ * -!: E Q F A u L T -~ * * * Version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: XXXX DATE: 02-14-2005 JOB NAME: 2819 Loker Ave, Carlsbad, CA CALCULATION NAME: 2819 Loker Ave, Carlsbad, CA FAULT-DATA-FILE NAME: c:\Program Files\EQFAULTl\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1312 SITE LONGITUDE: 117.2476 SEAR CH RADIUS: 100 mi ATTENUATION RELATION: 23) Abrahamson & Silva (1995b/1997) Horiz.-soil UNCERTAINTY (M=Median, S=Sigma): M Number of sigmas: 0.0 DISTANCE MEASURE: clodis SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: c:\Program Fil~s\EQFAULTl\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 Page 1 r L r· l-' 0 0 ! . A u I ! . ! Loker soil 0 EQFAULT SUMMARY -----------------------------DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 -------------------------------------------------------------------------------!ESTIMATED MAX. EARTHQUAKE EVENT ABBREVIATED FAULT NAME ROSE CANYON NEWPORT-INGLEWOOD (Offshore) ELSINORE (TEMECULA) ELSINORE (JULIAN) CORONADO BANK ELSINORE (GLEN IVY) EARTHQUAKE VALLEY SAN JOAQUIN HILLS PALOS VERDES SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-COYOTE CREEK NEWPORT-INGLEWOOD (L.A.Basin) CHINO-CENTRAL AVE. (Elsinore) ELSINORE (COYOTE MOUNTAIN) WHITTIER SAN JACINTO -BORREGO SAN JACINTO-SAN BERNARDINO SAN ANDREAS -whole M-la SAN ANDREAS -San Bernardino M-1 SAN ANDREAS -SB-Coach. M-lb-2 I SAN ANDREAS -SB-Coach. M-2b I PUENTE HILLS BLIND THRUST PINTO MOUNTAIN SAN ANDREAS -Coachella M-lc-5 SAN JOSE CUCAMONGA SIERRA MADRE BURNT MTN. NORTH FRONTAL FAULT ZONE (West) SUPERSTITION MTN. (San Jacinto) EUREKA PEAK CLEGHORN NORTH FRONTAL FAULT ZONE (East) ELMORE RANCH SAN ANDREAS -1857 Rupture M-2a SAN ANDREAS -cho-Moj M-lb-1 SAN ANDREAS -Mojave M-lc-3 UPPER ELYSIAN PARK BLIND THRUST I SUPERSTITION HILLS (San Jacinto)! APPROXIMATE DISTANCE 1------------------------------- 1 MAXIMUM I PEAK !EST. SITE mi (km) -8 .0( 12. 8) 10. 6( 17 .1) 21.7( 35.0) 21.7( 35.0) 23.5( 37.9) 35.9( 57.7)1 38.7( 62.3) 40.3( 64.8) 41.4( 66.6) 44. 6( 71.8) 46. 2( 74.4) 48.3( 77.8) 51.1( 82. 2) 51.3( 82.5) 52. 5 C 84. 5) I 54. 8 C 88. 2) I 61.1( 98.4)1 61.2( 98.5) 65.2( 104.9) 65.2( 104.9) 65.2( 104.9) 65.2( 104.9) 65.7( 105.7) 70.7( 113.8) 70.8( 114.0) 71.6( 115.2) 72 .8( 117 .1) 74.2( 119.4) 74.4( 119.8) 76.1( 122.5)1 77 .3( 124.4) I 77.7( 125.0)I 79.0C 127.l)I 79.8( 128.4) 80.9( 130.2) 81.3( 130.9) 81.3( 130.9) 81. 3 ( 130. 9) 81.4( 131.0) 82.0( 131.9) Page 2 EARTHQUAKE SITE INTENSITY MAG.(Mw) ACCEL. g MOD.MERC. 7.2 7.1 6.8 7.1 7.6 6.8 6.5 6.6 7.3 7.2 6.9 6.6 7.1 6.7 6.8 6.8 6.6 6.7 8.0 7.5 7.7 7.7 7.1 7.2 7.2 6.4 6.9 7.2 6.5 7.2 6.6 6.4 6.5 6.7 6.6 7.8 7.8 7.4 6.4 6.6 0.269 0.214 0.109 0.122 0.139 0.070 0.057 0.072 0.078 0.070 0.059 0.048 0.059 0.060 0.049 0.048 0.038 0.041 0.079 0.060 0.067 0.067 0.059 0.047 0.047 0.037 0.048 0.057 0.030 0.055 0.030 0.027 0.028 0.039 0.029 0.060 0.060 0.047 0.032 0.029 IX VIII VII VII VIII VI VI VI VII VI VI VI VI VI VI VI V V VII VI VI VI VI VI VI V VI VI V VI V V V V V VI VI VI V V 1 I L. 0 n r lJ Loker soil 0 DETERMINISTIC SITE PARAMETERS Page 2 ABBREVIATED FAULT NAME APPROXIMATE DISTANCE mi (km) !ESTIMATED MAX. EARTHQUAKE EVENT 1------------------------------- 1 MAXIMUM I PEAK !EST. SITE !EARTHQUAKE! SITE !INTENSITY I MAG.(Mw) I ACCEL. g IMOD.MERC. I== I== I RAYMOND 83.3( 134.0)I 6.5 I 0.034 I V LAGUNA SALADA 83.8( 134.9)1 7.0 I 0.036 I V CLAMSHELL-SAWPIT 83.9( 135.0)J 6.5 0.033 J V LANDERS 85.5( 137.6)1 7.3 0.042 J VI VERDUGO 86.7( 139.6)1 6.9 0.041 I V HELENDALE -S. LOCKHARDT 88.4( 142.2) 7.3 0.041 J V HOLLYWOOD 88.9( 143.0) 6.4 0.029 V BRAWLEY SEISMIC ZONE 90.4( 145.5) 6.4 0.023 IV LENWOOD-LOCKHART-OLD WOMAN SPRGS 91.6( 147.4) 7.5 0.045 VI SANTA MONICA 93.4( 150.3) 6.6 0.032 V JOHNSON VALLEY (Northern) 93.6( 150.6) 6.7 0.027 V EMERSON So. -COPPER MTN. 93.8( 151.0) 7.0 0.032 V MALIBU COAST 96.9( 155.9) 6.7 0.033 V IMPERIAL 98.4( 158.3) 7.0 0.031 V SIERRA MADRE (San Fernando) 99.7 ( 160.5) 6.7 0.032 V PISGAH-BULLION MTN.-MESQUITE LK 99.9 ( 160.7) 7.3 I 0.037 I V ******************************************************************************* -END OF SEARCH-56 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 8.0 MILES (12.8 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.2692 g Page 3 f n u 0 l l Loker soil 1 *********************** * * * E Q F A u L T * * * * version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: XXXX DATE: 02-14-2005 JOB NAME: 2819 Loker Ave, Carlsbad, CA CALCULATION NAME: 2819 Loker Ave, Carlsbad, CA FAULT-DATA-FILE NAME: c:\Program Files\EQFAULTl\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1312 SITE LONGITUDE: 117.2476 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 23) Abrahamson & Silva (1995b/1997) Horiz.-Soil UNCERTAINTY (M=Median, S=Sigma): s Number of Sigmas: 1.0 DISTANCE MEASURE: clodis SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: c:\Program Files\EQFAULTl\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 Page 1 r r· r [, 0 n l . l.. !. Loker soil 1 EQFAULT SUMMARY -----------------------------DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 -------------------------------------------------------------------------------/ESTIMATED MAX. EARTHQUAKE EVENT ABBREVIATED FAULT NAME ROSE CANYON NEWPORT-INGLEWOOD (offshore) ELSINORE (TEMECULA) ELSINORE (JULIAN) CORONADO BANK ELSINORE (GLEN IVY) EARTHQUAKE VALLEY SAN JOAQUIN HILLS PALOS VERDES SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-COYOTE CREEK NEWPORT-INGLEWOOD (L.A.Basin) CHINO-CENTRAL AVE. (Elsinore) ELSINORE (COYOTE MOUNTAIN) WHITTIER SAN JACINTO -BORREGO SAN JACINTO-SAN BERNARDINO SAN ANDREAS -whole M-la SAN ANDREAS -San Bernardino M-1 SAN ANDREAS -SB-Coach. M-lb-2 SAN ANDREAS -SB-Coach. M-2b PUENTE HILLS BLIND THRUST PINTO MOUNTAIN SAN ANDREAS -Coachella M-lc-5 SAN JOSE CUCAMONGA SIERRA MADRE BURNT MTN. NORTH FRONTAL FAULT ZONE (West) SUPERSTITION MTN. (San Jacinto) EUREKA PEAK CLEGHORN NORTH FRONTAL FAULT ZONE (East) ELMORE RANCH SAN ANDREAS -1857 Rupture M-2a SAN ANDREAS -cho-Moj M-lb-1 SAN ANDREAS -Mojave M-lc-3 UPPER ELYSIAN PARK BLIND THRUST SUPERSTITION HILLS (San Jacinto) APPROXIMATE DISTANCE 1-------------------------------MAXIMUM I PEAK /EST. SITE EARTHQUAKE I SITE !INTENSITY mi (km) 8 .oc 12. 8) I 10.6( 17.l)I 21.7( 35.0)I 21.7( 35.0)I 23.5( 37.9)1 35.9( 57.7) 38.7( 62.3) 40.3( 64.8) 41.4( 66.6) 44.6( 71.8) 46.2( 74.4) 48 .3( 77 .8) 51.1( 82.2) 51.3( 82.5) I 52.5( 84.5)1 54.8( 88.2) 61.1( 98.4) 61.2( 98.5) 65.2( 104.9) 65.2( 104.9) 65.2( 104.9) 65.2( 104.9) 65.7( 105.7) 70.7( 113.8) 70.8( 114.0) 71. 6( 115. 2) 72.8( 117.1) 74.2( 119.4) 74.4( 119.8) 76.1( 122.5) 77 . 3 ( 12 4 . 4) 77. 7 ( 12 5. 0) 79.0( 127.1) 79.8( 128.4) 80.9( 130.2) 81. 3 ( 130. 9) 81. 3 ( 130. 9) 81. 3 ( 130. 9) 81. 4( 131. 0) 82.0C 131.9) I Page 2 MAG.(Mw) ACCEL. g IMOD.MERC. I========= 7.2 7.1 6.8 7.1 7.6 6.8 6.5 6.6 7.3 7.2 6.9 6.6 7.1 6.7 6.8 6.8 6.6 6.7 8.0 7.5 7.7 7.7 7.1 7.2 7.2 6.4 6.9 7.2 6.5 7.2 6.6 6.4 6.5 6.7 6.6 7.8 7.8 7.4 6.4 6.6 0.414 0.329 0.172 0.188 0.214 0.111 0.093 0.116 0.121 0.108 0.091 0.078 0.091 0.096 0.078 0.075 0.062 0.065 0.121 0.092 0.103 0.103 0.091 0.072 0.072 0.061 0.076 0.087 0.049 0.085 0.049 0.045 0.046 0.063 0.047 0.092 0.092 0.072 0.054 0.047 I X I IX I VIII I VIII I VIII VII VII VII VII VII VII VII VII VII VII VII VI VI VII VII VII VII VII VII VII VI VII VII VI VII VI VI VI VI VI VII VII VII VI VI 1-: r [ r [ L 0 ' n r I. ~ u D r~ I ! l L Page 2 Loker soil 1 DETERMINISTIC SITE PARAMETERS !ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE 1------------------------------- ABBREVIATED DISTANCE I MAXIMUM I PEAK !EST. SITE FAULT NAME I mi (km) !EARTHQUAKE! SITE !INTENSITY I I MAG.(Mw) ACCEL. g !MOD.MERC. !==============!========== ===I========= RAYMOND I 83.3( 134.0)I 6.5 0.055 I VI LAGUNA SALADA I 83.8( 134.9) I 7.0 0.055 I VI CLAMSHELL-SAWPIT I 83.9( 135.0)I 6.5 0.055 I VI LANDERS I 85.5( 137.6) 7.3 0.065 I VI VERDUGO I 86.7( 139.6) 6.9 0.064 I VI HELENDALE -5. LOCKHARDT I 88.4( 142.2) 7.3 0.063 VI HOLLYWOOD I 88.9( 143.0) 6.4 0.049 VI BRAWLEY SEISMIC ZONE 90.4( 145.5) 6.4 0.038 V LENWOOD-LOCKHART-OLD WOMAN SPRGS 91.6( 147.4) 7.5 0.069 VI SANTA MONICA 93.4( 150.3) 6.6 0.052 VI JOHNSON VALLEY (Northern) 93.6( 150.6) 6.7 0.043 VI EMERSON So. -COPPER MTN. 93.8( 151.0) 7.0 0.050 VI MALIBUCOAST 96.9(155.9)1 6.7 0.052 VI IMPERIAL 98.4( 158.3) I 7.0 0.048 VI SIERRA MADRE (San Fernando) 99.7 ( 160.5)1 6.7 0.051 VI PISGAH-BULLION MTN.-MESQUITE LK I 99.9 ( 160.7)1 7.3 0.057 I VI ******************************************************************************* -END OF SEARCH-56 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 8.0 MILES (12.8 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.4139 g Page 3 ,- r~ r· t . f' [_ L CJ n f l: j 6 Fl u r· ( ' r t , Leightonand Associates,Inc. , GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General 3030.1094 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report( s ). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical repo1i(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. lt the observed conditions are found to be significantly d1iferent than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnicallyobserved, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioningand processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. C r l L 0 ' 0 L ' Leighton and Associates,Inc. , GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2of 6 1.3 The Eaiihwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and kno\v)edgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quaiity of work iess dmn required iu ihe:,e spe1,;i111,;aliu11:,, li1e Geuled111i1,;al Cu11sulta11t shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled Ll 3030.1094 Cleanng and limbbmg: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than I percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper · evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. r : r [ D n L 'Leighton and Associates,Inc. • GENERALEARTHWORKAND GRADING SPECIFICATIONS Page3 of 6 2.2 2.3 2.4 2.5 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. Benching: Where fills are to be placed on ground with slopes steeper than 5: I (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5: 1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. Evaiuarion/Acceptance of Fiii Areas: All areas lo receive 1111, 111ciuu1ug re111uvai a11d processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 3.2 3030.1094 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground constrnction. j r f , . D . m ~ rJ ~ L 0 ' ' L \ - L 1Leightonand Associates,Inc. , GENERALEARTHWORKANDGRADINGSPECIFICATIONS Page4 of 6 4.0 3030.1094 3.3 Import: If importing of fill material is required for grading, proposed impoit material shall meet the requirements of Section 3 .1. The potential impo1t source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests perfonned. Fill Placement and Compaction 4.1 4.2 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method Dl557-91). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shaii be unifonniy compac.:lec.i i.o noi. iess Limn 90 perceul of 111axi111um Jry Je11sily (ASTM Test Method D1557-91 ). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with unifom1ity. 4.4 4.5 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fiii eievation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method Dl 557-91. Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). l L Fl u f7 ! u u l \.:_ 'Leighton and Associates, Inc. 1 GENERAL EARTHWORK AND GRADINGSPECIFICA TIONS Page 5 of 6 5.0 6.0 3030.1094 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each IO feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations ,vith sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shal I be provided. Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encoulllereJ during grading. Aii subdrains shaii be surveyed by a ia11J survt:yu11\.:i vii 1::11gi11t:tr for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. Excavation Excavations, as weil as over-excavation for remediai purposes, s11a11 be evaiuated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. L [ L n u u 0 ' < l j_ ! r t 'Leighton and Associates, Inc. ' GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page6 of 6 7.0 Trench Backfills 7.1 7.2 7.3 7.4 7.5 3030.1094 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE> 30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from I foot above the top of the conduit to the surface. The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his aicernative equipmem anci merhoci. f C L [ r I i !. l F.llL SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING~ GROUND SURFACE \ FILL-OVER-CUT SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM KEYING AND BENCHING 15' MIN. LOWEST BENCH (KEY) ---------------------------------------------------------------------cOMPACTEO:----_-________ _ --=-====~======~======::i:cL~==I=z==:=?:r --=---_-_-_-_-_-_-_-_-_-_-:_);-_:_~--~: :;,-=-"- REMOVE UNSUITABLE MATERIAL REMOVE UNSUITABLE MATERIAL REMOVE UNSUITABLE MATERIAL FOR SUBDRAINS SEE STANDARD DETAIL C BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5: 1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A LEIGHTON AND ASSOCIATES r f l tl r L 0 l * OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. FINISH GRADE * EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. GRANULAR MA TERI AL TO BE DENSIFIED IN PLACE BY FLOODING OR JETTING. DETAIL * BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. * DO NOT BURY ROCK WI THIN 10 FEET OF FINISH GRADE. * WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. --------JETTED OR FLOODED ----- GRANULAR MA TERI AL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS 8 LEIGHTON AND ASSOCIATES 0 . I DESIGN FINISH GRADE -------- SUBDRAIN TRENCH SEE DETAIL BELOW FILTER FABRIC REMOVE UNSUITABLE MATERIAL (MIRAFI 140N OR APPROVED EQUIVALENT)* t 4" MIN. BEDDING t ""' COLLECTOR PIPE SHALL SUBDRAIN DETAIL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE ST AND ARD DETAIL D FOR PIPE SPECIFICATIONS ---------------_-_-_-___ 1 Q' MIN FILTER FABRIC __ :::::::::::::::BACKFILL (MIRAFI 140N OR APPROVED ----:=: _-_-:-:coMP ACTED /ILL=-=-==_-:-:-:-:-_::: EQUIVALENT) ~-:~~==~==~=~=~~~=:~:-:, -; ; \ ·.; ". ". .° ;, . • : •. '.,". -: ·• •. -g~L ~~A~~C~L(~,5/3/~fiM~~~~EO 1 1 I • • • • • 0 • 0 0 • 0 • • IN FILTER FABRIC !-20' MIN. -J 5' MIN. , • PERFORATED • • · 6" 0 MIN. PIPE NONPERFORA TED 6" 0 MIN. DETAIL OF CANYON SUBDRAIN OUTLET CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C ) LEIGHTON AND ASSOCIATES I. ....__ ____ ---.1... ____ ____,;;,,;;_.,;,_,;,_,.,,i 1 · L n LJ n [ _·, L i I r· OUTLET PIPES 4" 0 NONPERFORATED PIPE, 100' MAX. 0.C. HORIZONTALLY, 30' MAX O.C. VERTICALLY _-:-:----:=: -------------------./ - --------------------------------------------------------: : : =:=: =:=:::: := :=: =:: :=: =: =: =: =:=: =:= :=::::: =:=: =:-:/ . ____ --:-:-:-:-:-:COMP ACTED __ FILL:---:-:-:-::~: ------------------------------________ ---------------------------------------------·. -.. _ i:.. .-:=:=:=:=:=-:.=:=:=:=:=:=:=:==--::.2 %_ !'1_1 ~ ~--====: :=:=:=:=:=:=:=:=:=-~-f:. ----------z cpc:=O::::=;~. ~:~;N:C:~~~:s::=:r~ (2' MIN.) 15' MIN. TRENCH LOWEST SUBORAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET SUBDRAIN TRENCH DETAIL SUB DRAIN INSTALLATION -subdroin collector pipe sh oil be installed with perforation down or, unless otherwise designated by the geotechnicol consultant. Outlet pipes shall be non-perforated pipe. The subdroin pipe shall hove at least 8 perforations uniformly spaced per foot. Perforation shall be 1 / 4" to 1 /2" if drill holes are used. All sub drain pipes shall hove a gradient of o t least 2% towards the outlet. SUBDRAIN PIPE -Subdroin pipe shall be ASTM D2751, SOR 23.5 or ASTM D1527, Schedule 40, or ASTM D3034, SOR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed in o trench no wide than twice the subdrain pipe. Pipe shall be in soil of SE >/=30 jetted or flooded in place except for the outside 5 feet which shall be native . soil bock fill. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D LEIGHTON AND ASSOCIATES t. [ 0 n r : r M ;J u fl L] [ L ---------------------------------------~-, RETAINING WALL WALL WATERPROOFING ~ PER ARCHITECT'S SPECIFICATIONS FINISH GRADE ·----------------------------------- -:-:-:-:-:-:-:-:-:-:-:-:-:-coMP AC TED Ft LL--:-:-:-:-:-:-: ·---------------------------------------------------------------- SOIL BACKFILL, COMP ACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01557 ----------------------------------------------------------------------------------------· =======;=====-========;== ::1-2;-~~~~===:=====:---. ------------------------· -----------------------------------------------· -----------------------· I 16" Ml·~;--1.1 ~:=:=:=:=:=:=:;;~~ - I~ OVERLA 0 P I:=:=:=:=:=:==·· FILTER FABRIC ENVELOPE • . o. _-_-_-____ · (MIRAFI 140N OR APPROVED 1°.0 .o 00 •0 1~it· EQUIVALENT) .. 0 --------. h, ~· ~IN.:IW----3/4" TO 1-1/2" CLEAN GRAVEL I· ·0 ~1-=====~ 0 • • 0 .<t :::::::: ---------4" (MIN.) DIAMETER PERFORATED ~ 0 1-:7 PVC PIPE (SCHEDULE 40 OR I O o0 .° :=:::::~ EQUIVALENT) WITH PERFORATIONS 06£: -:-:-:-:-ORIENTED DOWN AS DEPICTED I O O • 0 I:=:=:=:=: MINIMUM 1 PERCENT GRADIENT 1 ~~ 0 • :_::_::_::; TO SUITABLE OUTLET L --3" MIN. COMPETENT BEDROCK OR MA TERI AL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSUL TANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E LEIGH TON AND ASSOCIATES I ·~· J .,,,,-.,_ I ,,--£ I .... Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY October 28, 1996 To: Attention: Subject: Reference: Project No. 4960196-001 Lincoln Property Company N.C., Inc. 30 Executive Park, Suite 100 Irvine, California 92713-9693 John Kelly Report Addendum, Proposed Building, Carlsbad Oaks East, Lots 23 and 28, El Fuerte and Palomar Airport Road, Carlsbad, CA Leighton & Associates, 1996, Geotechnical Investigation, Proposed Office/ Manufacturing/Warehouse Facility, Carlsbad Oaks East, Lots 23 and 28, Northeast Corner of El Fuerte Street and Palomar Airport Road, Carlsbad, California, August 2, 1996, Proj, No: 4960196-001, dated August 2, 1996 In accordance with your request, we herein provide the following addendum to the above referenced report. The footprint of the proposed building is situated across a cut-fill transition. The western approximately one-fifth of the structure is underlain by cut materials of the Santiago Formation. The balance of the footprint is underlain by an infilled canyon with up to 70 feet of fill (in the area of Boring B-7 in Figure 2 of our report). This situation is calculated to cause differential settlement of the structure as the fill soils become wetted (over a time period of 5 to 8+ years). 'The settlement is anticipated to be non-uniform across the structure and the magnitude of the settlement is anticipated to be 1-3/4 inches in a horizontal distance of 260 feet. This equates to a differential settlement of approximately three-quarter inches in a horizontal distance of 100 feet or less than one-half inch in a horizontal distance of 50 feet (which is the approximate column spacing of the building). This estimate updates our settlement estimate presented in Section 6.3 of our report. To reduce the magnitude of this differential settlement, we recommend that the cut portion of the building in the area below the building footprint be overexcavated to a minimum depth of 15 feet below the existing pad grade to reduce the magnitude of the fill differential. We estimate that overexcavation of the cut portion of the pad to a minimum depth of 15 feet below pad grade will result in removal and replacement of 30,000 to 35,000 cubic yards of material. This will reduce the anticipated differential settlement to approximately one-half inch in a horizontal distance of 100 feet. The 5-1/2 inch thick slab reinforced with No. 4 rebars at 18 inches on center as designed by the structural engineer (in accordance with the recommendations of Section 6.3 of our report) appears to meet our minimum slab design recommendations. !?u~ ··0rw~ 3~phy Canyon Road, Suite 8205 a San Diego, CA 92123-4425 858.292.8030 u Fax 858.292.0771 n www.leightongeo.com 4960196-001 In areas of the store front, where the footing supports only glass panels, we recommend the footing be deepened to be embedded a minimum of 24 inches below lowest adjacent grade to reduce the potential for differential movement from moisture variations due to irrigation. If you have any questions, please do not hesitate to contact this office. We appreciate the opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. ~1~ ~o~ of Engineering Distribution: (1) Addressee, FAX 714/261-1178 (2) Ware and Malcomb, Mr. Richard Marsh, by FAX 619/546-1062 (1) KLT Consulting Structural Engineers, Mr. Francis Lo by FAX 714/263-1310 .~<il ~ Leighton I ··11, . .., Leighton and Associates, lnseptember 26, 1996 A LEIGHTON GROUP COMPANY To: Attention: Subject: Reference: Project No. 4960196-01 Lincoln Property Company N.C., Inc. 30 Executive Park, Suite 100 Irvine, California 92713-9693 Mr. Rich Simons Grading Recommendations, Lots 23 and 28, Carlsbad Oaks East, Carlsbad, California Leighton and Associates, 1996, Geotechnical Investigation, Proposed Office/ Manufacturing/Warehouse Facility, Carlsbad Oaks East, Lots 23 and 28, Northeast Corner of El Fuerte Street and Palomar Airport Road, Carlsbad, California In accordance with the request of your civil engineer, we herein present our recommendations for the proposed grading at the subject site. The following shrinkage and bulking estimates are highly dependent on the field relative compaction of the soils, therefore, our estimates are based on a minimum relative compaction of 90 percent and should be considered rough estimates only. Existing Fill Soils Santiago F onnation 0 to 5 percent shrinkage 2 percent shrinkage to 4 percent bulking Additional shrinkage is anticipated if significant areas of the site are compacted to a minimum relative compaction of 95 percent such as for pavement sub grade. If you have additional questions, please do not hesitate to contact this office. We appreciate·the opportunity to be of service. Respectfully submitted, LEIGHTON AND AS SOCIA TES, INC. Joseph G. Franzone, RCE 39552 Director of Engineering jgf Distribution: (1) Addressee, by FAX 714/261-1178 (1) Kahr and Associates, Attention: Mr. Charlie Kahr by FAX 431-9020 word/lincolnProp.bulkingestimates 3934 Murphy Canyon Road, Suite 8205 1:1 San Diego, CA 92123-4425 858.292.8030 111 Fax 858.292.0771 m www.leightongeo.com . .,.,.,, f I _-,-). . Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY To: Atteniion: Subject Reference: October 10, 2005 San Diego Office Interiors 4863 Shawline Street, Suite A San Diego, California 92111 Mr. Dan Dreesen Project No. 600762-001 Review of Foundation Plans, Proposed Acushnet Locker. Addition, 2819 Loker Avenue East, Carlsbad, California (Carlsbad Tract No. 74-21) Lerighton Consulting, Inc, 2004, Geotechnical Update Report, Interior Tenant Improvement, 2819 Loker Avenue East, Carlsbad, California (Carlsbad Tract No. 74-21), Project No. 600762-001, dated Febrnary 16, 2005 Leighton and Associates, Inc., 1996, Geotechnical Investigation, Proposed Office/Manufacturing/Warehouse Facility, Carlsbad Oaks East, Lots 23 -and 28, Northeast Comer of El Fuerte ·street and Palomar Airport Road, Carlsbad,_ California, Project No. 4960196-001, dated August 2, 1996, KLT Consulting Structural Engineers, 2005, Foundation Plans, Acushnet Locker Addition, Sheets S-1, S-2, SA, and SD-1, Job No. 05038, dated September 15, 2005 In accordance with your request, we have reviewed the foundation plans for the proposed interior tenant improvements located at 2819 Loker Avenue East, in Carlsbad, California (Carlsbad Tract No. 74-21) prepared by KLT Consulting Structural Engineers, dated September 15, 2005. Our review was performed to identify potential conflicts with the intent of the referenced geotechnical documents. Based on our review, we are of the opinion that the plans were prepared in general conformance with the intent of t.1ie geotechnical documents. The referenced foundation plans are considered suitable for construction from a geotechnical point of view as long as the recommendations of our referenced documents are incorporated during construction. 3934 Murphy Canyon Road, Suite B205 a San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 a www.leightonconsulting.com 600762-001 If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service. Distribution: ( 4) Addressee Respectfully submitted, LEIGHTON CONSULTING, INC. William D. Olson, RCE 45283 Senior Project Engineer (1). KL T Consulting Structural Engineers, Attention: Mr. Francis Lo -2-Leighton I I I I I I I I I I I I I I I I I I I GEOTECHNICAL UPDATE REPORT, INTERIOR TENANT IMPROVEMENT, 2819 LOKER AVENUE EAST, CARLSBAD, CALIFORNIA PREPARED FOR: SAN DIEGO OFFICE INTERIORS 4863 Shawline Street, Suite A San Diego, California 921 Project No. 600762-001 February 16, 2005 ._ ___ Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY G~- ~· ,, I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY To: Attention: Subject: Introduction February 16, 2005 San Diego Office Interiors 4863 Shawline Street, Suite A San Diego, California 92111 Mr. Dan Dreesen Project No. 600762-001 Geotechnical Update Report, Interior Tenant Improvement, 2819 Loker A venue East, Carlsbad, California (Carlsbad Tract No. 74-21) In accordance with your request and authorization, this report has been prepared to provide an updated summary of the geotechnical conditions and to provide foundation design recommendations relative to the proposed interior tenant improvements, located at 2819 Loker Avenue East, in Carlsbad, California (Carlsbad Tract No. 74-21). The purpose of our geotechnical update evaluation is to review the existing site conditions and the project geotechnical reports applicable to the geotechnical conditions on the site (Appendix A), and to provide additional geotechnical recommendations (including foundation design considerations) for the proposed commercial improvements. As part of our update evaluation, we have also reviewed the preliminary architectural plans for the improvements (San Diego Office Interiors, 2005). Proposed Improvements and Existing Conditions Based on our understanding, the proposed interior tenant improvements will consist of the demolition of existing floor slabs in order to construct a new 2-story interior office space, which will be relatively independent of the existing exterior structure (i.e., a concrete tilt-up building). The location of the proposed interior tenant improvements will be generally located in the northwest comer of the building, which is currently used as a warehouse storage space. Other associated improvements will include underground utilities. In general, the existing concrete tilt-up commercial building and improvements, include concrete flatwork and landscaping, appear to be performing as anticipated with some minor differential movement (i.e., minor cracking) in the existing concrete floor slab. 3934 Murphy Canyon Road, Suite 8205 El San Diego, CA 92123-4425 858.292.8030 El Fax 858.292.0771 a www.leightongeo.com I I I I I I I I I I I I I I I I I I I r 600762-001 Faulting/Seismicity Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The state geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Earthquake Fault Zones Act of 1972 and as most recently revised in 1997 (Hart, 1997). The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Act. Our review of available geologic literature indicates that there are no known major active faults on or in the immediate vicinity of the site. The nearest known active regional fault is the Rose Canyon Fault Zone located approximately 8 miles west of the site (Blake, 2000). The site can be considered to lie within a seismically active region, as can all of Southern California. Table 1 identifies potential seismic events that could be produced by the maximum moment magnitude earthquake. A maximum moment magnitude earthquake is the maximum expectable earthquake given the known tectonic framework. Site-specific seismic parameters included in Table 1 are the distances to the causative faults, earthquake magnitudes, and expected ground accelerations as generated by the deterministic fault modeling software EQFault. The peak ground accelerations reported in Table 1 were obtained by averaging the results from the Abrahamson and Silva (1997) attenuation equations for soil sites. Summary printouts of the deterministic analyses are provided in Appendix B of this report. Table 1 Deterministic Seismic Hazard Analysis Distance Maximum Horizontal Ground Potential Causative from Fault Slip Rate(l) Moment Acceleration at Mean Fault/Fault Zone to Site(!) (mm/yr) Magnitude (2) Confidence (2) (miles) (Mw) (g) Rose Canyon 8.0 1.5 7.2 0.27 Newport-Inglewood 10.6 1.5 7.1 0.21 Elsinore-Julian 21.7 5.0 7.1 0.12 <1l CDMG 2003 ' (2) Blake, 2000 ~ ~ -2 -Leighton I I I I I I I I I I I I I I I I I I I 600762-001 The principal seismic considerations for most structures in southern California are surface rupturing of fault traces and damage caused by ground shaking or seismically induced ground settlement. Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low. The seismic hazard most likely to impact the site is ground-shaking resulting from an earthquake on one of the major regional faults. The effects of seismic shaking can be reduced by adhering to the most recent edition of the California Building Code and design parameters of the Structural Engineers Association of California. Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction, and dynamic settlement. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the relatively dense nature of the underlying fill and formational material and lack of a shallow permanent groundwater table, it is our opinion that the potential for liquefaction or seismically induced dynamic settlement at the site due to the design earthquake is not applicable. Hazards from seiches and tsunamis are not present as the site is located away from the immediate coastal area and there are no large standing bodies of water near the site. Findings and Conclusions On February 11, 2005, a representative of Leighton Consulting perfonned a site visit to observe the existing geotechnical conditions of the subject site. Based on our site visit and review of the existing geotechnical reports (Appendix A), the following items were noted: • In general, the existing improvements appear to be performing as anticipated with some minor differential movement or cracking in the concrete floor slab. • Based on review of our as-graded report (Leighton, 1996a), the subject site is underlain by medium expansive soils. • Based on the soluble sulfate test result performed during our investigation (Leighton, 1996d) and our professional experience in the vicinity of the site, the on-site soils possess a negligible soluble sulfate content. Accordingly, we recommend that the onsite concrete design mix be designed for a low potential of sulfate attack and follow the recommendations presented in Table 19-A-4 of the 2001 California Building Code (CBC) (CBSC, 2001). • There are no known active faults or potentially active faults beneath the site. The closest active fault to the site is the Rose Canyon Fault Zone located approximately 8 miles west of the site. -3- Leighton I I I I I I I I I I I I I I I I I I I r 600762-001 • Based on our analysis, the liquefaction or seismically induced dynamic settlement potential at the site is considered not applicable. In conclusion, it is our opinion that site is suitable for the proposed improvements provided the appropriate recommendations presented in our previous As-Graded Report of Fine-Grading Operations (Leighton, 1996a) and the recommendations presented herein are incorporated into the design and construction phases of the project. Recommendations Recommendations presented in the As-Graded Report of Fine-Grading Operations (Leighton, 1996a) are directly applicable for use in the design of the proposed improvements. In addition, the following recommendations should be used: 1) Uniform Building Code Seismic Parameters The effect of seismic shaking may be mitigated by adhering to the California Building Code or state-of-the-art seismic design parameters of the Structural Engineers Association of California. The closest active fault is the Newport Inglewood Fault Zone, which is considered a Type B seismic source according to Table 16A-U of the 2001 CBC (CBSC, 2001). The seismic parameter setting for the site per 2001 CBC are as follows: • Soil Profile Type (Table 16A-J) = So • Seismic Zone 4 (Figure 16A-2), Z = 0.4 • Slip Rate, SR, (Table 16A-U) = 1.5 mm per year (CDMG, 2003), based on the Rose Canyon Fault Zone • Seismic Source Type (Table 16A-U) = B • Na= 1.0 (Table 16A-S) • Nv= 1.0 (Table 16A-T) 2) Reviews and Construction Observation and Testing Final foundation design plans should be reviewed by the geotechnical consultant prior to construction. Plans for improvements not addressed by this report should also be reviewed by this office prior to beginning work. Construction observation and testing should also be performed by the geotechnical consultant during future grading, excavations, and foundation or retaining wall construction at the site. -4- Leighton I I I I I I I I I I I I I I I I I I I 600762-001 Limitations The conclusions and recommendations in this letter are based in part upon data that were obtained from a limited number of observations, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. Respectfully submitted, LEIGHTON CONSULTING, INC. William D. Olson, RCE 4528 Senior Project Engineer Attachments: Distribution: ( 6) Addressee -5- TPUT~..rr, CEG 1349 Principal GeologistNice President Leighton I I I I I -1 I 1· I I I I I I I I I I I APPENDIX A REFERENCES Blake, Thomas F., 2000, EQFAULT, Version 3.0. 600762-001 California, State of, Division of Mines and Geology (CDMG), 2003, Probabilistic Seismic Hazard Assessment for the State of California, Open-File Report 96-08. California Building Standards Commission (CBSC), 2001, California Building Code, Volumes 1 · and2. Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - Administrative, Fire-and Life-Safety, and Field Inspection Provisions, Volume II - Structural Engineering Design Provisions, and Volume III -Material, Testing and Installation Provision, ICBO. Leighton and Associates, 1996a, As-Graded Report of Fine-Grading Operations, Proposed Commercial Structure, Lots 23 and 38 of Carlsbad Oaks East, Carlsbad Tract No. 74-21, Project No. 4960196-002, dated December 4, 1996. ----, 1996b, Report Addendum, Proposed Building, Carlsbad Oaks East, Lots 23 and 38, El Fuerte and Palomar Airport Road, Carlsbad, California, Project No. 4960196-001, dated October 28, 1996. ----, 1996c, Grading Recommendations, Lots 23 and 28, Carlsbad Oaks East, Carlsbad, California, Project No. 4960196-001, dated September 26, 1996. ----, 1996d, Geotechnical Investigation, Proposed Office/Manufacturing/Warehouse Facility, Carlsbad Oaks East, Lots 23 and 28, Northeast Comer of El Fuerte Street and Palomar Airport Road, Carlsbad, California, Project No. 4960196-001, dated August 2, 1996. San Diego Office Interiors, 2005, Preliminary Architectural Plans, Loker Addition, 2819 Loker Avenue, dated February 1, 2005. A-1 I I I I I I '{ 150 I 100 I I 50 ~ 1· .I I I I I ·1 I I I 0~ -50 -100 150 --CALIFORNIA FAULT MAP 2819 Loker Ave, Carlsbad, CA 200 250 :SITE -0- 300 350 400 I I I I I I I I I I I I I I I I I I I Loker soil 0 *********************** * * * E Q F A u L T - * * * version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: XXXX DATE: 02-14-2005 JOB NAME: 2819 Loker Ave, Carlsbad, CA CALCULATION NAME: 2819 Loker Ave, Carlsbad, CA FAULT-DATA-FILE NAME: C:\Program Files\EQFAULTl\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1312 SITE LONGITUDE: 117.2476 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 23) Abrahamson & Silva (1995b/1997) Horiz.-soil UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: clodis SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: c:\Program Files\EQFAULTl\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 Page 1 I I I I I I I I I I I I I I I I I I I Loker soil 0 EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ------------------------------------------------------------------------------- ABBREVIATED FAULT NAME ROSE CANYON NEWPORT-INGLEWOOD (Offshore) ELSINORE (TEMECULA) ELSINORE (JULIAN) CORONADO BANK ELSINORE (GLEN IVY) EARTHQUAKE VALLEY SAN JOAQUIN HILLS PALOS VERDES SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-COYOTE CREEK NEWPORT-INGLEWOOD (L.A.Basin) CHINO-CENTRAL AVE. (Elsinore) ELSINORE (COYOTE MOUNTAIN) WHITTIER SAN JACINTO -BORREGO SAN JACINTO-SAN BERNARDINO SAN ANDREAS -whole M-la SAN ANDREAS -San Bernardino M-1 SAN ANDREAS -SB-Coach. M-lb-2 SAN ANDREAS -SB-Coach. M-2b PUENTE HILLS BLIND THRUST PINTO MOUNTAIN SAN ANDREAS -Coachella M-lc-5 SAN JOSE CUCAMONGA SIERRA MADRE BURNT MTN. NORTH FRONTAL FAULT ZONE (West) SUPERSTITION MTN. (San Jacinto) EUREKA PEAK CLEGHORN NORTH FRONTAL FAULT ZONE (East) ELMORE RANCH SAN ANDREAS -1857 Rupture M-2a SAN ANDREAS -cho-Moj M-lb-1 SAN ANDREAS -Mojave M-lc-3 UPPER ELYSIAN PARK BLIND THRUST SUPERSTITION HILLS (San Jacinto) !ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE 1------------------------------- DISTANCE I MAXIMUM I PEAK !EST. SITE mi (km) !EARTHQUAKE! SITE !INTENSITY I MAG.(Mw) I ACCEL. g IMOD.MERC. ====I I 8.0( 12.8) 7.2 I 10.6( 17.1) 7.1 I 21.7( 35.0) 6.8 I 21.7( 35.0) 7.1 I 2 3. 5 C 37. 9) 7. 6 I 35.9( 57.7) 6.8 I 38.7( 62.3) 6.5 I 40.3( 64.8) 6.6 I 41.4( 66.6) 7.3 I 44.6( 71.8) 7.2 I 46.2( 74.4) 6.9 48.3( 77.8) 6.6 51.1( 82.2) 7.1 51.3( 82.5)1 6.7 52. 5 C 84. 5) I 6. 8 54.8( 88.2)1 6.8 61.1( 98.4)1 6.6 61.2( 98.5)1 6.7 65.2( 104.9) 8.0 65.2( 104.9) 7.5 65.2( 104.9) 7.7 65.2( 104.9) 7.7 65.7( 105.7)1 7.1 70.7( 113.8)1 7.2 70.8( 114.0)I 7.2 71.6( 115.2)1 6.4 72.8( 117.1)1 6.9 74.2( 119.4)1 7.2 74.4( 119.8)1 6.5 76.1( 122.5)1 7.2 77.3( 124.4)1 6.6 77.7( 125.0)I 6.4 79.0( 127.1)1 6.5 79.8( 128.4)1 6.7 80.9( 130.2)1 6.6 81.3( 130.9)1 7.8 81.3( 130.9)1 7.8 81.3( 130.9)1 7.4 81.4( 131.0)I 6.4 82.0( 131.9)1 6.6 Page 2 0.269 0.214 0.109 0.122 0.139 0.070 0.057 0.072 0.078 0.070 0.059 0.048 0.059 0.060 0.049 0.048 0.038 0.041 0.079 0.060 0.067 0.067 0.059 0.047 0.047 0.037 0.048 0.057 0.030 0.055 0.030 0.027 0.028 0.039 0.029 0.060 0.060 0.047 0.032 0.029 IX VIII VII VII VIII VI VI VI VII VI VI VI VI VI VI VI V V VII VI VI VI VI VI VI V VI VI V VI V V V V V VI VI VI V V I I I I I I I I I I I I I I I I I I I Page 2 ABBREVIATED FAULT NAME Loker soil 0 DETERMINISTIC SITE PARAMETERS APPROXIMATE DISTANCE mi (km) !ESTIMATED MAX. EARTHQUAKE EVENT 1------------------------------- 1 MAXIMUM I PEAK EST. SITE I EARTHQUAKE I SITE INTENSITY I MAG.(Mw) I ACCEL. g MOD.MERC. ======l====I=== RAYMOND 83.3( 134.0)I 6.5 I 0.034 V LAGUNA SALADA 83.8( 134.9) 7.0 I 0.036 V CLAMSHELL-SAWPIT 83.9( 135.0) 6.5 I 0.033 V LANDERS 85.5( 137.6) 7.3 I 0.042 VI VERDUGO 86.7( 139.6) 6.9 I 0.041 V HELENDALE -S. LOCKHARDT 88.4( 142.2)1 7.3 I 0.041 V HOLLYWOOD 88.9( 143.0) I 6.4 I 0.029 V BRAWLEY SEISMIC ZONE 90.4( 145.5)1 6.4 I 0.023 IV LENWOOD-LOCKHART-OLD WOMAN SPRGS 91.6( 147.4)1 7.5 I 0.045 VI SANTA MONICA 93.4( 150.3) I 6.6 0.032 V JOHNSON VALLEY (Northern) 93.6( 150.6)1 6.7 0.027 V EMERSON So. -COPPER MTN. 93.8( 151.0)1 7.0 0.032 V MALIBU COAST 96.9( 155.9) I 6.7 0.033 V IMPERIAL 98.4( 158.3)1 7.0 0.031 V SIERRA MADRE (San Fernando) 99.7 ( 160.5)1 6.7 0.032 v PISGAH-BULLION MTN.-MESQUITE LK I 99.9 ( 160.7)1 7.3 I 0.037 I V ******************************************************************************* -END OF SEARCH-56 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 8.0 MILES (12.8 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.2692 g Page 3 I I I I I I I ·1 I I I I I I I I . \ I I Loker soil 1 *********************** * * * E Q F A u L T ~ * * * version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: XXXX DATE: 02-14-2005 JOB NAME: 2819 L9ker Ave, Carlsbad, CA CALCULATION NAME: 2819 Loker Ave, Carlsbad, CA FAULT-DATA-FILE NAME: c:\Program Files\EQFAULTl\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1312 SITE LONGITUDE: 117.2476 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 23) Abrahamson & Silva (1995b/1997) Horiz.-soil UNCERTAINTY (M=Median, S=Sigma): s Number of Sigmas: 1.0 DISTANCE MEASURE: clodis SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: c:\Program Files\EQFAULTl\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 Page 1 I I I I I I I I I I I I I I I I I I I Loker soil 1 EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 -------------------------------------------------------------------------------ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ------------------------------- ABBREVIATED DISTANCE MAXIMUM I PEAK I EST. SITE FAULT NAME mi (km) EARTHQUAKE I SITE JINTENSITY MAG. (Mw) I ACCEL. g JMOD.MERC. I I ROSE CANYON 8.0( 12. 8) 7.2 I 0.414 I X NEWPORT-INGLEWOOD (offshore) 10.6( 17 .1) 7.1 I 0.329 I IX ELSINORE (TEMECULA) 21. 7( 35.0) 6.8 I 0.172 I VIII ELSINORE (JULIAN) 21. 7( 35.0) 7.1 I 0.188 I VIII CORONADO BANK 23.5( 37. 9) 7.6 I 0.214 I VIII ELSINORE (GLEN IVY) 35.9( 57. 7) 6.8 I 0.111 I VII EARTHQUAKE VALLEY 38.7( 62.3) 6.5 0.093 I VII SAN JOAQUIN HILLS 40.3( 64.8) 6.6 0.116 I VII PALOS VERDES 41.4( 66.6) 7.3 0.121 I VII SAN JACINTO-ANZA 44.6( 71.8) 7.2 0.108 VII SAN JACINTO-SAN JACINTO VALLEY 46.2( 74.4) 6.9 0.091 VII SAN JACINTO-COYOTE CREEK 48.3( 77.8) 6.6 0.078 VII NEWPORT-INGLEWOOD CL.A.Basin) 51.1( 82.2) 7.1 0.091 VII CHINO-CENTRAL AVE. (Elsinore) 51. 3( 82.5) 6.7 0.096 VII ELSINORE (COYOTE MOUNTAIN) 52. 5( 84. 5) 6.8 0.078 VII WHITTIER 54.8( 88.2) 6.8 0.075 VII SAN JACINTO -BORREGO 61.1( 98.4) 6.6 0.062 VI SAN JACINTO-SAN BERNARDINO 61.2( 98. 5) 6.7 0.065 VI SAN ANDREAS -Whole M-la I 65.2( 104.9) 8.0 0.121 VII SAN ANDREAS -San Bernardino M-1 65.2( 104.9) 7.5 0.092 VII SAN ANDREAS -SB-Coach. M-lb-2 65. 2 ( 104. 9) 7.7 0.103 VII SAN ANDREAS -SB-Coach. M-2b 6 5 . 2 ( 104. 9) 7.7 0.103 VII PUENTE HILLS BLIND THRUST 6 5 . 7 ( 10 5 . 7) 7.1 0.091 VII PINTO MOUNTAIN 70.7( 113.8) 7.2 0.072 VII SAN ANDREAS -Coachella M-lc-5 70.8( 114.0) 7.2 0.072 VII SAN JOSE 71.6( 115.2) 6.4 0.061 VI CUCAMONGA 72.8( 117.1) 6.9 0.076 VII SIERRA MADRE 74.2( 119.4) 7.2 0.087 VII BURNT MTN. 74.4( 119.8) 6.5 0.049 VI NORTH FRONTAL FAULT ZONE (West) 76.1( 122.5) 7.2 0.085 VII SUPERSTITION MTN. (San Jacinto) 77.3( 124.4) 6.6 0.049 VI EUREKA PEAK 77.7( 125.0) 6.4 0.045 VI CLEGHORN 79 .0( 127 .1) 6.5 0.046 VI NORTH FRONTAL FAULT ZONE (East) 79.8( 128.4) 6.7 0.063 VI ELMORE RANCH 80. 9 ( 130. 2) 6.6 0.047 VI SAN ANDREAS -1857 Rupture M-2a 81. 3 ( 130. 9) 7.8 0.092 VII SAN ANDREAS -cho-Moj M-lb-1 81.3( 130.9) 7.8 0.092 VII SAN ANDREAS -Mojave M-lc-3 81.3( 130.9) 7.4 0.072 VII UPPER ELYSIAN PARK BLIND THRUST 81. 4 ( 131. 0) 6.4 0.054 VI SUPERSTITION HILLS (San Jacinto) 82. o C 131. 9) I 6.6 0.047 VI Page 2 I I I I I I I I I I I I I I I I I I I Loker soil 1 DETERMINISTIC SITE PARAMETERS Page 2 ABBREVIATED FAULT NAME APPROXIMATE DISTANCE mi (km) ESTIMATED MAX. EARTHQUAKE EVENT MAXIMUM I PEAK !EST. SITE EARTHQUAKE SITE I INTENSITY MAG.(Mw) ACCEL. g IMOD.MERC. l========I==== RAYMOND 83.3( 134.0)I 6.5 0.055 VI LAGUNA SALADA 83.8( 134.9)1 7.0 0.055 VI CLAMSHELL-SAWPIT 83.9( 135.0)1 6.5 0.055 VI LANDERS 85.5( 137.6)1 7.3 0.065 VI VERDUGO 86.7( 139.6)1 6.9 0.064 VI HELENDALE -S. LOCKHARDT 88.4( 142.2)1 7.3 0.063 VI HOLLYWOOD 88.9( 143.0)1 6.4 0.049 VI BRAWLEY SEISMIC ZONE 90.4( 145.5)1 6.4 0.038 V LENWOOD-LOCKHART-OLD WOMAN SPRGS 91.6( 147.4)1 7.5 0.069 VI SANTA MONICA 93.4( 150.3)1 6.6 0.052 VI JOHNSON VALLEY (Northern) 93.6( 150.6)1 6.7 0.043 VI EMERSON So. -COPPER MTN. 93.8( 151.0)1 7.0 0.050 VI MALIBU COAST 96.9( 155.9)1 6.7 0.052 VI IMPERIAL 98.4( 158.3)1 7.0 0.048 VI SIERRA MADRE (San Fernando) 99.7 ( 160.5)1 6.7 0.051 VI PISGAH-BULLION MTN.-MESQUITE LK I 99.9 ( 160.7)1 7.3 I 0.057 I VI ******************************************************************************* -END OF SEARCH-56 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 8.0 MILES (12.8 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.4139 g Page 3 I I I I I I I I I I I I I I I I I I I ' , Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Pagel 0£6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General 1.1 1.2 3030.1094 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geoteclmical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnicalreport(s). The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. lf the observed conditions are found to be significantiy different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnicallyobserved, mapped; elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioningand processing of the sub grade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. I I I I I ,, I I I I I I I I I I I I I , Leighton and Associates,Inc. GENERALEARTHWORKAND GRADING SPECIFICATIONS Page2 of 6 2.0 3030,1094 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geoteclmical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quaiity of work iess rhan requireJ in ihesc: spc:1.:ill1.:aLiu11s, lhc: Gc:ulc:dmi1.:al CuusuilauL shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. Preparation of Areas to be Filled 2.1 Clearmg and Urubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper · evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. I I I I I I I I I I I I I I I I I I I 1 Leighton and Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page3 of 6 3.0 3030.1094 2.2 2.3 2.4 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. Benching: Where fills are to be placed on ground with slopes steeper than 5: 1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5: 1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaiuation/Acceprnnce of Fili Areas: AH areas lo receive fili, i11cruumg rnuwvai auJ processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultantprior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. Fill Material 3.1 3.2 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. I I I I I I I I I I I I I I I I I I • , Leighton and Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page4 of 6 4.0 3030.1094 3 .3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3 .1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be perfonned in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shail be uniformiy compacted lo noi iess ilian 90 percenl of maxiuium Jry Jeusily (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 4.5 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot roilers at increments of 3 to 4 feet in fiii eievation, or by other methods-producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. Compaction Testing: Field tests for: moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). I 1, I I I I I ,, I I I I I I .I I I 1 Leighton and Associates,Inc, GENERAL EARTHWORK AND GRADING SPECIFICATIONS Pages of 6 5.0 6.0 3030.1094 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4. 7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apa1t from potential test locations shall be provided. Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. Ali subdrains shai1 be surveyed by a iauJ surveyurki vii eugiueer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. Excavation excavations, as weli as over-excavation for remedial purposes, shall be evaiuated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. I I I, I I I' I I I I I I I I ~I I , Leighton and Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 7.0 3030.1094 Trench Backfills 7 .1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 7.3 7.4 7.5 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 3 00 feet of trench and 2 feet of fill. Lift thickness of trench backfill shall not exceed those allowed m the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his aiternarive equipment and method. I :1 I I. I I ,, I I· I I 1· I I I I FILL SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE FILL-OVER-CUT SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM 15' MIN. LOWEST BENCH (KEY) ----------------------------------------- REMOVE UNSUITABLE MATERIAL REMOVE UNSUITABLE MATERIAL REMOVE UNSUITABLE MATERIAL CUT FACE SHALL BE CONSTRUCTED PRIOR FOR SUBDRAINS SEE STANDARD DETAIL C BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5: 1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. ~,-----------.,.--------~ I. KEYING AND BENCHING I GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A LEIGHTON AND ASSOCIATES ,, ,, I I I- I I ,I I I I . , :1 I 'I ., I :1 I I, ,. * OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. FINISH GRADE * EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. GRANULAR MA TERI AL TO BE DENSIFIED IN PLACE BY FLOODING OR JETTING. DETAIL * BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. * DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. * WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE . --------JETTED OR FLOODED ----- GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B LEIGHTON AND ASSOCIATES I I I I I I I I, I I I ',I I •' I I '/ I BENCHING SUBDRAIN TRENCH SEE DETAIL BELOW FILTER FABRIC REMOVE UNSUITABLE MATERIAL (MIRAFI 140N OR APPROVED EQUIVALENT)* 4" MIN. BEDDING t "'-COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS SUBDRAIN DETAIL DESIGN FINISH GRADE -----------------____ -_-_-_-_-_-_-_-_-_-_-_ 1 O' MIN. FILTER FABRIC -----------------BACKFILL (MIRAFI 140N OR APPROVED ----:=: ----:-:coMP ACTED: FILL=-=-==_-:-:-:-:-_: EQUIVALENT) A ?II?==:-:_-: ; \ ·-: ·. ·. : :. · ; : · · ::. ·: ·. ·· -----g~u#~A~6c~LA(~1T,?3/Pi f)M~~~~EPED ~ ········ ····· l I I IN FILTER FABRIC -20' MIN. -i 5' MIN, ) • PERFORATED .. NONPERFORA TED 6" 0 MIN. • 5" 0 MIN. PIPE DETAIL Of CANYON SUBDRAIN OUTLET 1.--------.------~ ,, CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C 11 .. ' ____________________ ..,_ _____________ .;.;LE;_IG-HT_o_N _A_;ND;_...;AS;.;;,SO~C;._IA;.;,;TE:.:.JS I I I I I I I I I I I I I ,1 I I 15' MIN. OUTLET PIPES 4" 0 NONPERFORA TED PIPE, 100' MAX. O.C. HORIZONTALLY, 30' MAX O.C. VERTICALLY --------------------------------------------________________ ./.'._ I _-:-:-:-:-:-:-:-:-:-:-:-:-:-:-_ /i -- _-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-: / ---------------------- -----------------------------------------/_;-- BACK CUT OR FLATTER TRENCH _-:=:=:=:=:=:=·=--------.. -----.. ---.. -.. ---~----------~ ./: _-:-_-:-:-:-:-:-:COMP ACTED: FILl:--:-:-:-:-2:7- -------------------------------------------------------------------------------------------::.t: LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET _ -:=:=::::::~:::::.=~-=-= ·::::::::::=:;2 %-~~ ~ ~--= =:=:=:=:=:=:=:=:=: ===-:f · -------------------------:-:-:-:-:-:-:-:-:-:-:-:-:-:-:---7 -----------------------------------~-..,,,,'"'""'r-m,..,,:--,__,------------------------------------ cpt::==~::::==;,~. ~~6;N:===p~::~===r (2' MIN.) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION -subdrain collector pipe shall be installed with perforation down or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non-perforated pipe. The subdroin pipe shall hove at least 8 perforations uniformly spaced per foot. Perforation shall be 1 / 4" to 1 /2" if drill holes ore used. All subdroin pipes shall hove a grodien t of at least 2% towards the outlet. SUBDRAIN PIPE -Subdroin pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527, Schedule 40, or ASTM D3034, SOR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed in a trench no wide than twice the subdroin pipe. Pipe shall be in soil of SE >/=30 jetted or flooded in place except for the outside 5 feet which shall be native _ soil backfill. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D LEIGHTON AND ASSOCIATES I I ·1 I I I I :1 I ·1 I I I I I I RETAINING WALL WALL WATERPROOFING ~ PER ARCHITECT'S SPECIFICATIONS FINISH GRADE ·----------------------------------- -:-:-:-:-:-:-:-:-:-:-:-:-:-coM P ACTED Fl LL--:-:-:-:-:-:-: ·----------------------------. . SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01557 -----__ ---------------------· -:-:-:-:-:-:-:-:-:-:-:-:-:-:12" ?yp .:-:-:-:-:-- 1 , .. :=::-j1 =--=-=-=-=-=--=-=-=. ~ -' . 6" Ml0N ' -:-:-:-:-:-:-:-~-- 1~ OVERLAP I=~==========·· FILTER FABRIC ENVELOPE • · o. ----------· (MIRAFI 140N OR APPROVED 0 0 :--:_-:-EQUIVALENT)** I O O • 01--======: • 0 0 0 :=:=:=:=: ,~ ~· ~IN .• ~iw.---3/4" TO 1-1/2" CLEAN GRAVEL l·o : 0SI ~~~~i----4" (MIN,) DIAMETER PERFORATED ~ 0 ,-:~ PVC PIPE (SCHEDULE 40 OR I O 00 0 ::::~:~ EQUIVALENT) WITH PERFORATIONS 0 -:-:-:-:-ORIENTED DOWN AS DEPICTED I I=~====== MINIMUM 1 PERCENT GRADIENT I ~L . =:=:=:=:: TO SUITABLE OUTLET l!:L=-=-::::;-=-===:::!f':-:_ -=-=-.::_-3" MIN. COMPETENT BEDROCK OR MA TERI AL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULT ANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-ORAIN MAY BE USED AS AN Al TERNA TIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 11----------------1 I RETAINING WALL DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E ,, ____________________ __..__ _____________ L_E_IGH_r_oN-AN_o_A_s_so_c_1A_TE__.S ·----.----'""' ;· __________ / ---CB053262 2819 LOKER AV EAST CBAD ACUSHNET GOLF 21,500 SF MEZZANINE \ TI INDUST . Lot#: SAN DIEGO OFFICE INTERIORS~ "{; (.,. tt( (~/ o-s; Jp [,;;5 / / t»( J'f~ C//tt!as- Ccl-i /0\ r c__ %--·v ~~= \.__.I-, ENGINEERING FIRE APPRIFORM ~ -----HEALTHDEpt A. I JI_ /J />Ah1rJ,J ' HAZMATIAIROUAL ~~ vlJ.A'../t,,,2~,,-:;;"-',,,AA.A, (Al V"'"''<r/ cfi---FRoM OTHERSEWERo,sm "-~ b A/~ t? /1 ,-/ , , J -=,..l'OIIIU :Jpv 0M. t, //JI l}J f//~ =Pl:&MWORl<SHEET f'r+--~ -. ../)_ . _BLDGFEESCOMPlETE U 'j I . (--~~ -~NCORR ~ ~ ti ' ~ev-±;/J~ S}J' 6 /(__ FI /1,[_~;~~:{gi=R ~ ' / 1 /1:~ k' C,{ C .,_, \A-t<._ $ ~p~ e_ p-e-1' -v7' f' o'L T •::i" ..,.,. 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