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1610 FARADAY AVE; ; CB994643; Permit
City of Carlsbad 02/24/2000 Commercial/Industrial Permit Permit No: CB994643 Building Inspection Request Line (760) 602-2725 Job Address: 1610 FARADAY AV CBAD Permit Type: COMMIND 'Sub Type: Parcel No: Lot#: INDUST 0 Status: ISSUED Valuation: $807,673.00 Construction Type: VN Applied: 12/16/1999 Occupancy Group: Reference #: Entered By: GMF Project Title: SHELL TILT-UP 29,053SF Plan Approve~21 0q4t?,.,3/~P.~ftoi 01 lssuea~ -fl2t1412'6q,o_::PRMT Inspect Area: Applicant: THE BLACKMORE CO 1650 FARADAY AVE CARLSBAD, CA 92008 760-804-9600 Owner: Total Fees: $56,668.16 // r-Tbt~I Payrnents~to,0~te: ~,~3~700~'00 '--'(~< () Bala'qce Due: $54,968.16 1~1. FfV\t~'\ \ "-.V , I J :::-...._ ,----\ I lJ---,._, .,___ -----_,,.,-,\ '--,_\ \ I ~ I ~--------------~/ \ ) "/ ' I -~-; 1c , __ ,_____ --'l/ \ (/ \ Building Permit (7 )l 1 $2,938.92 -------,____ _ t~r---S!ft;e ,/[h 1:-:-_;1 Add'! Building Permit Fee ( ~' l $0.~~ At~:~~ecl. Wat~.r;.:'Gon~ Plan Check \ \$\910.3Qr j -eter Fef\¢ / J Add'! Plan Check Fee t \~ $()zqci~A 1t~cjWAfffi;Jt1/ / Plan Check Discount \ , ,$,9.00'½ @f p Payo5e / ; Strong Motion Fee \$169-:6.1 r H~f,F~ 9 / / Park Fee \ $11 ~21 /2.l ,1ilrFfCFD Fund) LFM Fee \ /~ $04{) !NCO~tjgen'se T~_x/, ~t Bridge Fee ~ \:) /4~0.Q0''-~~se..,,Tax ~q\~'f1dnd) BTD #2 Fee ~<1-~$0(0'0 (} TrafficJ~iQaohFee-, BTD #3 Fee "$9_{90//1(2 fT,FaifiA rrtl~~g(CF'V7 nd) Renewal Fee ,$0.00'.! u \l-2EMZ \fransportation Fee Add'! Renewal Fee $0:QQ_ PCOMBING-T6TAL Other Building Fee $0.00 --EtECT"!=~ICAL TOTAL Pot. Water Con. Fee $0.00 MECHANICAL TOTAL Meter Size Master Drainage Fee: Add'I Pbt. Water Con. Fee $0.00 Sewer Fee: Reel. Water Con. Fee $0.00 Redev Parking Fee: TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $14,699.65 $0.00 $3,341.21 $0.00 $1,452.70 $84.00 $3,010.00 $28.00 $0.00 $17,412.57 $0.00 $56,668.16 Inspector: FINAL APPROVAL Date: //£0/?P , l Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Cartsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this, or as to which the statute of limitations has reviousl otherwise ex ired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 02 54968u16 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 2c., FOR OFFICE USE ONLY PLAN CHECK NO. e-SC,,'i tf/ot.{3 EST. VAL. 7S'5 rb~~ g(.>7 (g13 .kt \'?12-Plan Ck. Deposit ..q t-+o 0 · 0 o 1-1.1,~cc- Validated Bv--,-""",12)-'-'3::'.___ ____ _ Date 0-[ (u [ C), 9 'C)fL, ~ -....-- #of Stories # of Bedrooms # of Bathrooms ' ' Telephone# :~t: "'. ~<>NtirA,c:i:PB ~'¢o:~P4N'f~Af.'1E, -,( h y,...,;,~,Me, ...... , .... _, ' , '-'« , ,\ '" ~- a.. WQ~J<~ji$'¢0J1JIPEMSATIQ~ , __ " , .,, --:.;_' ., : , :_"· ," ·,:.-: ,---·---- Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company______________________ Policy No._____________ Expiration Date _______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE. _____________________________ DATE ________ _ 7._ -~P\IY~EIN~\JJL.P!:,8,R~Q~~13-~:ru;>,r,1i , " ________ ,,. --~ -, ·,.:,:_:, _ ----~-«~',.,,,' ', ,,,-~ _,, " ~ ' ~} 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(sl 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 ________ _ QQ'M~~sr~: 't!ilS S,EPTl9N FO~ NON"Rff$IDENT,lll;l;_ slJl~PINQ -P.!;RIVIJTS 9~1,.Y: ·, ,' . ''" ' -,,.. ~-:: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O 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 O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O 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. :Jj;_ -;(;Q~§:rit~~Tiq'r{l~ijgit,(~'AG~~c;Y," .s•. . , , ,:· _,-,-_. -: ":"': ~, : , : ., :. 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 ______________________ _ ~~,:: "APl:'LICANT¢ERTlfjCi(TiorL ·::. ! ,, ---~-,,.,,. -· ,,, 'F' ---·-c---:--~.,. -.---:--,'," , "' ff,-~¥ "" ,, ,,~,,.,..,-..,...,.,, ,.,, _ _,_,.,,, _,, ,, ,'' :----~--~., ·- 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\r 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 is=ued h~b ilding Officialin r 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 c nee ithin~ays m the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work ill_co ced f a pljl'f'od of i-8 ays)Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE/'. ~ -ELLOW: Applicant PINK: Finance DATE /2 ,/{p ''1°) ...ill Inspection List Permit#: CB994643 Type: COMMIND INDUST Date Inspection Item Inspector Act 11/9/2000 89 Final Combo 10/20/2000 89 Final Combo 10/17/2000 89 Final Combo 10/17/2000 89 Final Combo 10/17/2000 89 Final Combo TP AP TP NR 9/13/2000 34 Rough Electric 9/12/2000 34 Rough Electric TP TP TP TP TP 9/11/2000 34 Rough Electric TP 9/11/2000 84 Rough Combo TP 7/24/2000 17 Interior Lath/Drywall TP 7/18/2000 14 Frame/Steel/Bolting/Weldin TP 7/17/2000 14 Frame/Steel/Bolting/Weldin TP 7/17/2000 17 Interior Lath/Drywall TP 7/17/2000 34 Rough Electric TP 7/13/2000 14 Frame/Steel/Bolting/Weldin TP 7/13/2000 24 Rough/Topout TP 7/12/2000 14 Frame/Steel/Bolting/Weldin TP 7/7/2000 14 Frame/Steel/Bolting/Weldin TP 6/20/2000 11 Ftg/Foundation/Piers TP 6/20/2000 12 Steel/Bond Beam TP 6/20/2000 14 Frame/Steel/Bolting/Weldin TP 6/20/2000 ~4 Rough Electric TP 6/16/2000 12 Steel/Bond Beam TP 6/16/2000 15 Roof/Reroof TP 6/15/2000 15 Roof/Reroof TP 6/9/2000 31 Underground/Conduit-Wirin TP 5/31/2000 11 Ftg/Foundation/Piers TP 5/31/2000 12 Steel/Bond Beam TP 5/30/2000 11 Ftg/Foundation/Piers TP 5/26/2000 12 Steel/Bond Beam TP 5/25/2000 11 Ftg/Foundation/Piers TP 5/25/2000 12 Steel/Bond Beam TP 5/24/2000 11 Ftg/Foundation/Piers TP 5/10/2000 11 Ftg/Foundation/Piers TP 5/9/2000 11 Ftg/Foundation/Piers TP 5/9/2000 12 Steel/Bond Beam TP 5/8/2000 11 Ftg/Foundation/Piers TP 4/17/2000 12 Steel/Bond Beam TP 4/14/2000 12 Steel/Bond Beam TP 4/13/2000 11 Ftg/Foundation/Piers TP 4/13/2000 12 Steel/Bond Beam TP 3/28/2000 11 Ftg/Foundation/Piers TP 3/28/2000 12 Steel/Bond Beam TP 3/27/2000 11 Ftg/Foundation/Piers TP Monday, November 13, 2000 co CA NR NR WC AP co AP PA AP WC AP WC AP AP AP AP AP AP WC AP AP NR AP AP AP co AP AP AP co NR WC AP NR AP co NR NR AP AP WC SHELL TILT-UP 29,053SF Comments FINAL PER TIM GUARD RAIL SHORT RESULT TURNED IN 10/24 NO INSP MAIN SWITCH GEAR SEO CLRN CEIL INSP CEIL @ REAR ENT. SOFFIT ENT. SOFFIT CEIL FRNT & REAR ENT. SOFFIT CEIL LITES FRNT & REAR ROOF DRAINS EXTN. SOFFIT ROOF @ ENT. ENT. SOFFIT VERT. FRM. FOR PLY SITE LITE POLE BASES MEZ MTL DECK P.G .. @CLMNS CONC. REINF. AREA ONLY U/G CONDUIT @ DRIVE EQIUP ENCL SCREEN P.S. POUR STRIP (PER REV) POUR STRIP PNLS COMPLETE N/COMP PNLS PNLS (SEE CARD) NOT COMP. PNLS NOT COMP TSN ENCL Page 1 of2 3/27/2000 12 Steel/Bond Beam TP AP S.O.G. 3/23/2000 11 Ftg/Foundation/Piers TP AP ELEV PIT 3/23/2000 12 Steel/Bond Beam TP AP 3/22/2000 11 Ftg/Foundation/Piers TP NR 3/17/2000 11 Ftg/Foundation/Piers TP AP PERM FTNS COMP. G.B. 3/17/2000 12 Steel/Bond Beam TP AP 3/17/2000 61 Footing TP WC 3/16/2000 11 Ftg/Foundation/Piers TP AP SPRD, G.B., INT. SPRD FTN. D LN. 3/16/2000 12 Steel/Bond Beam TP AP 3/16/2000 31 Underground/Conduit-Wirin TP AP UFFERGRN. 3/16/2000 61 Footing TP WC 3/3/2000 21 Underground/Under Floor DM AP Monday, November 13, 2000 Page 2 of2 -[Wooorr o Citv 01 Carlsbad ; Final Building Inspection OCT I 7 2000 Dept: Building ~ngineerjng Planning CMWD S~ Fire --....... __ -"- Cl I Y OF Ct\RLS'3,' 'J ~-r~i ,3 .. 0-~i:I' Plan Check #: Permit#: CB994643 Project Name: SHELL TILT-UP 29,053SF Address: 1610 FARADAY AV Contact Person: BILL Sewer Dist: Phone: 7604382633 Water Dist: Lot: Date: 10/17/2000 Permit Type: COM MIND Sub Type: INDUST 0 .......................................................................................................................................................... lns_p~~ffi Date / B~~ lnspected:(.-7/f (&~ Approved:*-Disapproved: ___ _ Inspected Date By: __________ Inspected: _____ Approved: __ Disapproved: __ Inspected Date By: Inspected: _____ Approved: __ Disapproved: __ ........................................................................................................................................................... , Comments: _____________________________ _ DO CilY of Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire- Plan Check #: Permit#: CB994643 Project Name: SHELL TILT-UP 29,053SF Address: 1610 FARADAY AV Contact Person: BILL Sewer Dist: Phone: 7604382633 Water Dist: Date: 10/17/2000 Permit Type: COMM IND Sub Type: INDUST Lot: 0 .......................................................................................................................................................... lnspecte~ By: ~ ~.I Date Inspected: JD/fq/tm Approved: ~ Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ .......................................................................................................................................................... , Comments: ______________________________ _ Testing Engineers -San Die go, Inc. FINAL REPORT FOR SPECIAL INSPECTION AND MATERIAL TESTING Established 1946 ------r I ' DATE: August 30, 2000 Job No. 99-763 TO: City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRL~G SPECIAL INSPECTION Al\1D MATERIAL TESTING PERMIT NO.: CB994643 PROJECT ADDRESS BLACKMORE LOT 99 INVEST. BLDG. B 1610 Faraday Avenue Carlsbad, CA 92008 I declare under penalty of perjury that, to the best of my knowledge, the work requiring special inspection, material sampling and testing, including the off-site fabrication of building components for the structure/s constructed under the subject permits is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the Uniform Building Code. Executed on this 30th day of August, 2000. The work which we provided Special Inspection consisted of: Reinforced Concrete, Structural Steel Field Welding and Dowel/Bolt Anchorage. A. If the inspection services were provided by an approved material testing laboratory or special inspection agency: TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: Testing Engineers -San Diego, Inc. ADDRESS: 7895 Convoy Court, Suite 18, San Diego, CA 92111 NAME (PRINT OR TYPE) State of California Registration Number: C572 l 7 Expiration Date: B. If the inspection services were provided by an independent certified special inspector: SPECIAL INSPECTOR'S NAME (PRINT OR TYPE): REGISTRATION NUMBER: EXPIRATION DATE: SIGNATURE: Testing Engineers -San Diego, Inc., 7895 Convoy Court, Suite 18 San Diego, CA. 92111 [858] 715-5800 Fax [858] 715-5810 Testing Engineers-San Diego, Inc. REPORT OF COMPRESSION TEST Sample Group # 903 Blackmore Lot 99 Investment Bldg. B Project No 1999-763 1610 Faraday Avenue Reno Contracting Sub-Contractor NIA Project .Name Project Address Gen. Contractor Engineer --------------- Devine Engineering Architect Pacific Cornerstone Architects, Inc. CB994643 Plan File No n/a Bldg Permit No --------------- Gov't Contract# n/a D SA/OS HP D DSA# n/a ------------------------------ Report of Placement Date Supplier/Plant Mix Number Mix Description Mix Design Specified Strength Concrete 3/17/00 Escon Ready Mix 365 D 4000 psi 27.6 4000 psi 27.6 Sample Group Data Cylinders Slump Kelly Ball Air Temp Mix Temp MPa Air Content MPa Unit Weight Measured Specified (in.) 4.50 N/A (in.) N/A N/A (OF) 68 N/A (OF) 73 N/A (%) N/A N/A (pcf) N/A N/A Truck No. __ 5_3_1 _ Ticket#: 268873 Load# N/A Time Batched _____ Time Sampled _____ Age: 40 Min. Sample Mark: _o_0-_2_34_1_3_-_17 _____ _ Delivered by N/A Date Rec'd in Lab: ______ Logged in by: Admixture POZZ 322N N/A Gallons of water added at ...:.N=/A:..;..._ __ by N/A Specific Location FOOTING AT LINE A-4 Special Instructions/Remarks Sample Lab No. Date Discard Age Tested 7 38770 3/24/00 D 28 38771 4/14/00 D 28 38772 4/14/00 D 56 38773 5/12/00 ~ Compression Laboratory Data Dimensions Test Area Max Load 6x12in 28.27in2 96,000 lbs 6x12in 28.27in2 144,300 lbs 6x12in 28.27in2 144,500 lbs 6x12in 28.27in2 lbs Comments: 28 day test meets specifications. Compressive Strength 3400psi 23.4MPa 5110psi 35.2MPa 5110 psi 35.2MPa 0psi O.0MPa N/A Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, C78-84, C617-87, C42-90 ~/ ._ ---"rrJIYJ'---""--'------Date.· -/<r} Checked by: ___________ Date: __ Reviewed by:_ J:--Vt. v--- R. Douglas Provins. PE cc: Blackmore Lot Reno Contracting Devine Pacific City of Carlsbad Testing Engineers-San Diego, Inc. REPORT ,OF COMPRESSION TEST Sample Group # 6925 Blackmore Lot 99 Investment Bldg. B Project No 1999-763 1610 Faraday Avenue Reno Contracting Sub"Contractor NIA Project Name Project Address Gen. Contractor Engineer --------------- Devine Engineering Architect Pacific Cornerstone Architects, Inc. Bldg Permit No CB994643 Plan File No n/a --------------- Gov't Contract # n/a D SA/OS HP D DSA# n/a --------------- Sample Group Data Report of Concrete Cylinders Measured Specified Placement Date 3116100 Slump (in.) 4.00 6.00 Supplier/Plant Superior-Oceanside Kelly Ball (in.) NIA NIA Mix Number 365P Air Temp {°F) 57 NIA Mix Description 4" PUMP OR PLACE Mix Temp (OF) 61 NIA Mix Design 4000 psi 27.6 MPa Air Content (%) NIA NIA Specified Strength 4000 psi 27.6 MPa Unit Weight (pct) NIA NIA Truck No. __ 6_6_7_ Ticket#: 268772 Load# __ 2 __ Time Batched _____ Time Sampled Age: 49 Min. ----- Sample Mark: 2000-254 , Delivered by ----------NIA Date Rec'd in Lab: ______ Logged in by: NIA Admixture NIA ------------NIA Gallons of water added at NIA ----by NIA Specific Location FOOTING AT GRIDLINE D12.3-3.5 Special Instructions/Remarks Compression Laboratory Data Sample Lab No. Date Discard Dimensions Test Area Max Load Compressive Strength Age Tested 7 38682 3/23/00 D 6x12in 28.27in2 97,500 lbs 3450psi 23.8MPa 28 38683 4/13/00 D 6x12in 28.27in2 lbs Opsi O.OMPa 28 38684 4/13/00 D 6x12in 28.27in2 lbs Opsi 0.0MPa 56 38685 5/11/00 D 6x12in 28.27in2 lbs Opsi 0.0MPa Comments: All sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, C78-84, C617-87, C42-90 -:z./_ ~ J Checked by: __________ Date: __ Reviewed by: 62P P Date:~ R. Douglas Provins, PE cc: Blackmore Lot Reno Contracting Devine Pacific City of Carlsbad Testing Engineers-San Diego, Inc. REPORT OF COMPRESSION TEST Project Name Blackmore Lot 99 Investment Bldg. B Project Address 1610 Faraday Avenue Gen. Contractor Reno Contracting Sub-Contractor N/A Sample Group # 6925 Project No 1999-763 ------~----------------------- Engineer Devine Engineering Architect Pacific Cornerstone Architects, Inc. Bldg Permit No CB994643 ---------------Plan File No n/a --------------- Gov' t Contract# n/a D SA/OS HP D DSA# n/a ------------------------------ Sample Group Data Report of Concrete Cylinders Measured Specified Placement Date 3/16/00 Slump (in.) 4.00 6.00 Supplier/Plant Superior-Oceanside Kelly Ball (in.) N/A N/A Mix Number 365P Air Temp (OF) 57 N/A Mix Description 4" PUMP OR PLACE Mix Temp (OF) 61 N/A Mix Design 4000 psi 27.6 MPa Air Content (%) N/A N/A Specified Strength 4000 psi 27.6 MPa Unit Weight (pct) N/A N/A Truck No. __ 6_67 __ Ticket#: 268772 Load# __ 2 __ Time Batched _____ Time Sampled _____ Age:~ Min. Sample Mark: _2_00_0_-2_5_4 ______ _ Delivered by N/A Date Rec'd in Lab: _____ Logged in by: N/A Admixture N/A ----------N/A Gallons of water added at _N""/A ___ _ by N/A Specific Location FOOTING AT GRIDLINE D/2.3-3.5 Special Instructions/Remarks Compression Laboratory Data Sample Lab No. Date Discard Dimensions Test Area Max Load Compressive Strength Age Tested 7 38682 3/23/00 D 6x1.2in 28.27in2 97,500 lbs 3450psi 23.8MPa 28 38683 4/13/00 D 6x12in 28.27in2 135,000 lbs 4780psi 32:9 MPa 28 38684 4/13/00 D 6x12in 28.27in2 132,500 lbs 4690psi 32.3MPa 56 38685 5/11/00 ~ 6x12in 28.27in2 lbs Opsi 0.0MPa Comments: 28 day test meets specifications. Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, ClB-84, C617-87, C42-90 , / / Checked by: __________ Date: __ Reviewed by:_<2-"'-"'-P_f _______ Date:$/t'V R. Douglas Provins. PE cc: Blackmore Lot Reno Contracting Devine Pacific City of Carlsbad I' ,1 : -. . :· -.. -. .., .. ·.·.-::··::: --.~ .... --...... ·-.·.·-: .-~· ... · ...... Testing Engineers -San Diego, Inc. Date: Job No: Job Name: Address: Report No: FIELD INSPECTION AND TEST REPORTS 4125100 99-763 BLACKMORE LOT 99 INVESTMENT BLDG. B 1610 Faraday Avenue Carlsbad, California 92008 Plan Number: NIA Permit Number: NIA 741 Field Supervisor: GREGORY SMITH, PE Established 1946 Enclosed are field inspection and/or test reports, for the above referenced project, for work performed on 04113/00. These reports cover the locations of work inspected and/or tested following recognized standards and do not constitute engineering opinion or project control. These reports do not relieve the contractor of his responsibility to build per the plans, specifications and all applicable codes. Should you have any questions regarding these reports, please contact our office at (858) 715- 5800. Reports enclosed (1) Testing Engineers -San Diego, Inc .. 7895 Convoy Court, Suite 18 San Diego, CA. 92111 [858] 715-5800 Fax [858) 715-5810 Testing Engineers -San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111 INSPECTION REPORT Project Name Blackmore Lot 99 Address 1610 Faraday Ave Carlsbad General I Subcontractor Reno H&K d. P ·t # CB994643 Buil mg erm1 INSPECTION MATLSAMPLING QTY MATERIAL DESCRIPTION Concrete Soil Cone.: Mix #lpsi Prestress Cone Base Cone.: Mix #/psi Masonrv Subarade Cone.: Mix #/psi StructSteel Asphalt Concrete Rinf.:Rebar Fireproofina Concrete Cvlinder Rinf.:W.W.F. Pile DrMna Cone Flex Beams Rinf.: Tendons Non-Destructive Reinf. Steel Grout: Mix #/psi Batch Plant Tendon PT Strand Mortar: tvPe/psi Soils Technician Mortar Samoles Units: Block Mechanical Grout Samples Units: Block Electrical Masonrv Prisms Steel Bolt Pull-Out Masonrv Block H.S. Bolts Rootina Steel Metal Decking Waternroofina H.S. Bolts Electrodes DSA FireProofina Fireproofing OSHPO Roofing Other Specialtv Other Remarks REINFORCING STEEL INSPECTION Page Lof __l_ qq,1Ce3 Project# 200&-z34- Pl Fl# an 1e INSPECTION CHECKLIST X Plans Specifications X Sizes Slump Air Content Temoerature UnitWeiaht Consolidation Electrode Storaae Toraue Aoolied Load (Pounds Thickness X Corrective action reauired Corrections comoleted Inspected the reinforcing steel installation for panels N1 ,N2,N3,N6,N7,E1 ,E2,W1 ,W2,W3, and the eight trash/ generator panels per details on sheet S1.3,S1.5,S4.2,S4.3, of the approved drawings. Inspected reinforcing steel for size, grade, lap, locations, and clearances. THE FOLLOWING ITEMS REQUIRE CORRECTION PANEL N1 # 6 HORtZONTAL BAR AT TOP OF BOTTOM OPENING NOT CLEAR ON THE LEFT SIDE, IN THE LEFT SIDE 11" PILASTER THE BARS ARE NOT AT THE IN SIDE FACE AND THE TRANSITION IS NOT PER DETAIL 15/S1.5 PANEL N2 MISSING THE TWO# 5 BARS THROUGH THE OPENING, MISSING THE ONE# 5 HORIZONTAL BAR AT THE SLAB DOWELS PANEL N3 MISSING THE THREE# 3 TIES AT WELD PLATE, MISSING THE# 6 JAMB BARS AT THE N4 PANEL SIDE, THE HORIZONTAL BARS ARE SPLICED PANEL NS MISSING THE THREE# 3 TIES AT WELD PLATE, MISSING THE# 6 JAMB BARS AT THE N4 PANEL SIDE, THE HORIZONTAL BARS ARE SPLICED, THE LEDGERS ARE NOT IN PLACE PANEL N6 VERTICAL BARS NOT CLEAR LEFT SIDE, MISSING# 4 SLAB DOWELS AND THE # 5 FOR THE SLAB DOWELS PANEL N7 MISSING THE# 5 FOR THE SLAB DOWELS AT THE LEFT SIDE PANEL E1 MISSING TWO OF THE FOUR# 6 JAMB BARS AT THE LEFT SIDE OF THE PANEL AND THE HORIZONTAL BARS NOT CLEAR PANEL E2 MISSING THE 16/S1.5 TYPE WELD PLATE AT THE LEFT SIDE 2ND FLOOR LEVEL PANEL W1 MISSING TWO OF THE FOUR# 6 JAMB BARS AT THE LEFT SIDE OF THE PANEL, WELD PLATE NOT PER DETAIL 26/S1.5 AT LEFT SIDE, MISSING 10/S1.3 WELD PLATE AT RIGHT SIDE, THE PANEL ROOF AND 2ND FLOOR LEDGERS NOT INSTALLED, BARS NOT CLEAR LEFT SIDE PANEL W2 MISSING TWO OF THE FOUR #6 JAMB BARS AT THE LEFT SIDE OF THE PANEL ROOF AND 2ND FLOOR LEDGERS NOT INSTALLED PANEL W3 TIES NOT CLEAR AT IN SIDE FACE AT LEFT SIDE OF PANEL, MISSING TWO OF THE FOUR# 6 JAMB BARS AT "A" LINE SIDE OF THE PANEL AND INSIDE BARS NOT AT CORRECT ELEVATION EIGHT TRASH/ GENERATOR PANELS MISSING TWO# 5 TOP AND BOTTOM ANO THE SLAB DOW~ELS DETAIL 15/S1.5 THE SIZE OF THE HORIZONTAL BAR IN THE HOOK IS NOT SPECIFIED TlMEIN: 7:00 TIMEOUT: 12:00 APPROVALSIGNATURE~--d /2,. ~- CERTIFICA TJON OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in ~ confonnance with the approy,ed plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME DANIELE WYMAN CERT.NO. 0884636-88 / 650 INSPECTOR'S SIGNATURw_t1/'~-DATE 04-13•2000 Testing Engineers-San Diego, Inc. Date: Job No: Job Name: Address: Report No: FIELD INSPECTION AND TEST REPORTS 4/12100 99-763 BLACKMORE LOT 99 INVESTMENT BLDG. B 1610 Faraday Avenue Carlsbad, California 92008 Plan Number: NIA Permit Number: NIA 440 Field Supervisor: GREGORY SMITH, PE Established 1946 Enclosed are field inspection and/or test reports, for the above referenced project, for work performed on 3116100-3/17100 . These reports cover the locations of work inspected and/or tested following recognized standards and do not constitute engineering opinion or project control. These reports do not relieve the contractor of his responsibility to build per the ~lans, specifications and all applicable codes. Should you have any questions regarding these reports, please contact our office at (858) 715- 5800. Reports enclosed (2) Testing Engineers -San Diego, Inc., 7895 Convoy Court, Suite 18 San Diego, CA. 92111 (858] 715-5800 Fax (858) 715-5810 Testin·g Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ O\C(-lCe 3 Project Name --=$i.._,l6=u...,,·_f"--'-IV/...:... =o-'-"=G-1-/.....,,oc.T=IV""".f._,_;,..-""o"'t-q.,..e,....,.,_-4'L....,.:-"""-;-_,f,._'f.__ _____ TESD Project# ~20CC -;gs,¢ r r Address ___ ..LJ...,,G""-'-'IO..,___";t;.,_.,..u::...,...-="'--k-1./'--"o/~· t--"A:"'"'U::,e;._;_.< ___________________________ _ General I Subcontractor _ _,_t?.u.,..,,.·,o'"",.., •• _,1-L~H...,__,f_,,l<,.___,.,<;::..,_·Rf'Vl=.:..-===s-'-i _______________________ _ Building Permit # _ __,C~B""--'{}......,9~e;.,_.,/p-+1/.-'.3"---____ DSA # _______________ _ Plan File# OSHPD # _______________ _ Government Contract# Other __________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST _.Lconcrete __ Soil --3G,S p Cone: Mix #/psi .v'aco ~ Plans __ Prestress Cone __ Base --__ Cone: Mix #/psi ~Specifications __ Masonry --. Subgrade --__ Cone: Mix #/psi __L__ Sizes ~nf:Rebar lH.r;.i.S: Cf ' __ Struct Steel __ Asphalt Concrete ¥ ~ump __ Fireproofing _L,_ Concrete Cylinders __ Rini: W.W.F. /¾70& __ Air Content .,,,---Temperature C:. / . __ Pile Driving __ Cone Flex Beams --__ Rini: Tendons __ Non-Destructive ___ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant _·_Tendon (PT Strands) --__ Mortar: Type/psi ~ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied --Electrical __ Masonry Prisms ----Steel __ Load(Pounds) __ Bolt Pull-Out __ Masonry Block --__ H.S. Bolts __ Thickness __ Roofing _· _-_steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --__ Electrodes -- __ DSA ____ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other __ Corrective action required --Specialty ~Other --__ Corrections completed ___ I , ~ I 4-vt J (;'/r'ltl'<m c;',cS ~e'.1s;,,K /()I c·r. ti/ Cb'Y)c/'$ M,,'y cit 1·i"y ,?. 1 ?~S 'P UJc s oltJ (,-·./ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship pr CERT. NO . .__::,=-=·· .... cJ~-J...f _____ _ DATE .3-/G-c;;,..· Form#003 't Testing Engineers -San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111 INSPECTION REPORT Project Name Blackmore Lot 99 Address 1610 Faraday Ave Carlsbad General I Subcontractor Reno H&K B ·Id· P ·t # C8994643 UI ma ermI INSPECTION MAT'LSAMPLING QTY MATERIAL DESCRIPTION X Concrete Soil 365P Cone.: MiX #losi 4000 Prestress Cone Base Cone.: Mix#/osi Masonrv Subarade Cone.: Mix #Josi Struct Steel Asphalt Concrete Rinf.: Rebar Fireproofina X Concrete Cvlinder 1(4) Rinf.: W.W.F. Pile Orivina Cone Flex Beams Rinf.: Tendons Non-Destructive Reinf. Steel Grout: Mix #/osi Batch Plant Tendon PT Strand Mortar: tvoe/osi Soils Technician Mortar Samples Units: Block Mechanical Grout Samples Units: Block Electrical Masonrv Prisms Steel Bolt Pull-Out Masonrv Block H.S. Bolts Roofina Steel Metal Decking Wateroroofina H.S. Bolts Electrodes DSA Fireoroofina Fireproofini:i OSHPO Roofing Other Soecialtv Other Remarks CONCRETE INSPECTION Page Lof_l_ 19~>5 Project# "2666-j Plan File# INSPECTION CHECKLIST X Plans Specifications X Sizes X Slump Air Content X Temoerature UnitWeiaht X Consolidation Electrode Storaae Torque Aoolied Load (Pounds Thickness Corrective action required Corrections completed Inspected the reinforcing steel installation for footings per details on sheet S1 .2,S4.1 and the footing schedule on sheet S2.1 of the approved drawings. Inspected reinforcing steel for size, grade, lap, locations, and clearances. Inspected the placement and consolidation of 130.5 cubic yards of concrete, mix design #365P in the following locations:footings on line 1@A to D, A@1 to 9, 9@A to A.8, 9@A.9 to D,4.2@A to A.3, A.3@4.2 to 5, 8@2, 8@3, 8@4, 8@5, 8@7, 8@8 One set of four test cylinders were cast from the footing at line A@4. Slump was 4 1 /2". Concrete was supplied by Superior Ready Mix, ticket# 268873, truck# 531. TIMEIN: 11:30 TIMEOUT: 5:30 APPROVALSIGNATURE: _______ _ CERTIFICATION OF COMPLIANCE: To·the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME DANIELE WYMAN CERT.NO. 0884636-88 / 650 INSPECTOR'S SIGNATURE~----······· ________ DATE 03-17-2000 Testing Engineers -San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111 INSPECTION REPORT Project Name Blackmore Lot 99 Address 1610 Faraday Ave Carlsbad General I Subcontractor Reno H&K 8 "Id' P ·t # CB994643 LIi mg erm1 INSPECTION MAT'LSAMPLING QTY MA TE RIAL DESCRIPTION Concrete Soil Cone.: Mix #lpsi Prestress Cone Base Cone.: Mix #/psi Masonrv Subarade Cone.: Mix #/psi Struct Steel Asohalt Concrete Rinf.: Rebar I Fireoroofino Concrete Cvlinder Rinf.: W.W.F. I Pile Drivino Cone Flex Beams Rinf.: Tendons l Non-Destructive Reinf. Steel Grout: Mix #/psi Batch Plant Tendon PT Strand Mortar: tvPe/psi Soils Technician Mortar Samples Units: Block Mechanical Grout Samples Units: Block Electrical Masonrv Prisms Steel Bolt Pull-Out Masonrv Block H.S. Bolls Roofino Steel Metal Deckina WateroroofinQ H.S. Bolts Electrodes DSA Fireoroofina Fireproofing OSHPO Roofina Other Specialtv Other Remarks REINFORCING STEEL INSPECTION Page Lof __l_ Project# 2000~234 an Ie Pl Fl # INSPECTION CHECKLIST X Plans Specifications X Sizes Slump Air Content Temoerature Uni!Weiaht Consolidation Electrode Storaae Toraue Applied Load /Pounds Thickness Corrective action reouired Corrections comoleted Inspected the reinforcing steel installation for panels N1 ,N2,N3,N6,N7,E1 ,E2,W1 ,W2,W3, and the eight trash/ generator panels per details on sheet S1 .3,S1.5,S4.2,S4.3, of the approved drawings. Inspected reinforcing steel for size, grade, lap, locations, and clearances. THE FOLLOWING ITEMS REQUIRE CORRECTION PANEL N1 # 6 HORIZONTAL BAR AT TOP OF BOTTOM OPENING NOT CLEAR ON THE LEFT SIDE, IN THE LEFT SIDE 11" PILASTER THE BARS ARE NOT AT THE IN SIDE FACE AND THE TRANSITION IS NOT PER DETAIL 15/S1.5 PANEL N2 MISSING THE TWO# 5 BARS THROUGH THE OPENING, MISSING THE ONE# 5 HORIZONTAL BAR AT THE SLAB DOWELS PANEL N3 MISSING THE THREE# 3 TIES AT WELD PLATE, MISSING THE# 6 JAMB BARS AT THE N4 PANEL SIDE, THE HORIZONTAL BARS ARE SPLICED PANEL N5 MISSING THE THREE# 3 TIES AT WELD PLATE, MISSING THE# 6 JAMB BARS AT THE N4 PANEL SIDE, THE HORIZONTAL BARS ARE SPLICED, THE LEDGERS ARE NOT IN PLACE PANEL N6 VERTICAL BARS NOT CLEAR LEFT SIDE, MISSING # 4 SLAB DOWELS AND THE # 5 FOR THE SLAB DOWELS PANEL N7 MISSING THE# 5 FOR THE SLAB DOWELS AT THE LEFT SIDE PANEL E1 MISSING TWO OF THE FOUR # 6 JAMB BARS AT THE LEFT SIDE OF THE PANEL AND THE HORIZONTAL BARS NOT CLEAR PANEL E2 MISSING THE 16/S1.5 TYPE WELD PLATE AT THE LEFT SIDE 2ND FLOOR LEVEL PANEL W1 MISSING TWO OF THE FOUR# 6 JAMB BARS AT THE LEFT SIDE OF THE PANEL, WELD PLATE NOT PER DETAIL 26/S1.5 AT LEFT SIDE, MISSING 10/S1.3 WELD PLATE AT RIGHT SIDE, THE PANEL ROOF AND 2ND FLOOR LEDGERS NOT INSTALLED, BARS NOT CLEAR LEFf SIDE PANEL W2 MISSING TWO OF THE FOUR ti-6 JAMB BARS AT THE LEFT SIDE OF THE PANEL ROOF AND 2ND FLOOR LEDGERS NOT INSTALLED PANEL W3 TIES NOT CLEAR AT IN SIDE FACE AT LEFT SIDE OF PANEL, MISSING TWO OF THE FOUR# 6 JAMB BARS AT "A" LINE SIDE OF THE PANEL AND INSIDE BARS NOT AT CORRECT ELEVATION EIGHT TRASH/ GENERATOR PANELS MISSING TWO# 5 TOP AND BOTTOM AND THE SLAB DOWELS DETAIL 15/S1.5 THE SIZE OF THE HORIZONTAL BAR IN THE HOOK IS NOT SPECIFIED TIMEIN: 7:00 TIMEOUT: 12:00 APPROVALSIGNATURE: _______ _ CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME DANIELE WYMAN CERT.NO. 0884636-88 / 650 INSPECTOR'S SIGNATURE~~------------------DATE 04-13·2000 Thursday, May 25, 2000 6:27 AM DEVINE ENGINEERING 858-7 48-6011 Attention: Mr. Shawn Shafer Date: 5/25/00 Company: Reno (Lot 99 Jobsite) Number of Pages: Fax Number: 17604382693 Voice Number: 17604382633 From: Michael W. Devine, S.E. Company: Devine Engineering Fax Number: 858-748-6011 Voice Number: 858-7 48-6168 Subject: Invitrogen Lot 99 (DE Job NO.: 199041) Comments: Attached please find SX-11 "Alternate pour strip Dimension" as requested by Reno. 11884 Springside Road San Diego California 92128-5004 p.01 2 Thursday, ,May 25, 2000 6:27 AM DEVINE ENGINEERiMG 858-748-60i 1 p,02 Joe \1:Jv1moG§.f....! LOT qg \99041 DEVINE ENGINEERING 11884 Springside Rd. San Diego, CA 92128 (858) 748-6168 SHEETNQ,_ S)(-ll CALCULATED BY M'YVD OF _____ _ CHECKEOB\' _______ DATE ___ _ ... : .. ; .. ; . . .. ! -. ; .... i ·-; .1 ' , .... ! = ~ r ~ ~~ I I (Jl ({\f--I I - . ' SCALE . ; -~ ' . . . . ... ; : l .;-.... ~ -... ;· ~ .... ; ... i- FAD ELEV. DOWELS TO MATCH iLAA6 DWL&. SIZE 4 .,p CING (TYF J I 1/2'' NON-SHRINK G~UT ~~~_j__~ *3 TIES e 2411 MIN. i ,' ["""'1 . · 'i · ·;·-.... 1 •• ·1 ··-,' I I . l I .J ····r---·-' ~~~f6uff~~~~R 1 ·::; ... ; ... -... '. .. ~ FTG. GRADE 6M : 4 PANEL , -i-··· FER PLAN l'-611 MIN, OCCURS) .. "'\ .. .' .. .. -.,.-.,,-----,-- ........... t ••• : .-~-r-· :-r-----;~--: . . : .-· --.... - """ :• :• •• • I : ' : :" ... . • . : AL~ATE': ~ f'CJR: ;.P,)p• oit-1lc.~S1 ON '.-. ·t{9, >rt SCA\.._E:; .. ) .. :· _; ... , ........ ,. . .• :. !_ •.. :.... .......... !. - . ; ""1----~--.,;----I -: . ') Fie:~. : .. Pt:;TA IL ...... i.L~ .. \ _ _: . . . . . . . ' : .... ·1·· : •• ···•h• : ; ..... : L_ __ :. .t . --.......... : ' . ..... ~ -:·-. ·-. . ~-~ . .: I . : . . . ... ~- ' : . ' ' • I .. , : .. i--·--·· ; ' I I i ; .............. : ··; ·· ·. -.. : .. -; ! : ; ; . l J · ·--; ..... : ... \ -t... .;... ··:·· i . 5 .. ; · ... . --__ ! : , I '. ; j i """'~" ·-_. . ... :· ..... """"i. . . " .... ' .. " ! ' :·,:. ' ! • : " .. --~;-.. . . . "·--. ' ' Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_L Project Name G I a. r k }Y'.10 'f:{. Address /(e/0 Fe ~t3.G1A;j Lv4-*qq A,;c C ~ TESD Project# CC>~~ .2 ::) 1 General/ Subcontractor I~ =f . /: + k Building Permit# C. )3_9_9 ~ l-/ ~ DSA # _________________ _ Plan File# _______________ OSHPD # ________________ _ Government Contract # _____________ Other ____________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INS~TION CHECKLIST _Lconcrete __ Soil __ Cone: Mix #/psi ----~lans __ Prestress Cone __ Base --__ Cone: Mix #/psi __ Specifications __ Masonry __ Subgrade --__ Cone: Mix #/psi __ Sizes __ Struct Steel __ Asphalt Concrete --Rini: Rebar Al>lS-, A7C0 --. __ Slump __ Fireproofing __ Concrete Cylinders --__ Rini: W.W.F. __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rini: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage __ Mechanical __ Grout Samples ----Units: Block __ Torque Applied . --Electrical __ Masonry Prisms ----Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts --Thickness __ Roofing __ steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --__ Electrodes -- __ DSA __ Fireproofing --__ Fireproofing -- --· OSHPD __ Roofing --__ Other __ Corrective action required --Specialty f&.bc,..---__ Other --__ Corrections completed ___ Remarks ·::r:-h.>fc::S-{ccf ..(.~ i"'o;,t(vt!e ' C. . ;f . ~1:cc' I 9 (le( e: r::vt bee(.,, ·-h-,,r --\ k. +ii± -4/2 =-i, .~ .. _.. ~ ,,; ... ~ -~···.,,,,./ Field Representative# ~~6 (,:_ .... ~:::=Y---·<---.. .. __ _ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. CERT. NO. S i4 I 8 DATE 4-J]-00 Form#003 Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ '7l. I -1 c, ! #: cc.· Project Name ~ ct.c iz 1'1-'\0 re <.... , I ~ _ TESD Project # C() -,),, J..tf Address / Ce l O Ti;\\'"' a.. d·~ /4 v e. General I Subcontractor __,_la!_~~"'\.-'\ __________________________________ _ Building Permit # _______________ DSA # ___________________ _ Plan File# OSHPD # ________________ _ Government Contract # ____________ Other ___________________ _ INS~TION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ Concrete __ soil --__ cone: Mix #/psi --__ Plans __ Prestress Cone __ Base --__ Cone: Mix #/psi __ Specifications __ Masonry __ subgrade --__ Cone: Mix #/psi __ Sizes __ Struct Steel __ Asphalt Concrete --__ Rinf: Rebar __ Slump __ Fireproofing __ concrete Cylinders --__ Rinf: W.W.F. __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rinf: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples ----Units: Block __ Torque Applied --Electrical __ Masonry Prisms --__ Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts Thickness -- __ Roofing __ steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --__ Electrodes -- __ DSA __ Fireproofing --__ Fireproofing -- __ 0SHPD __ Roofing --__ Other __ Corrective action required __ Specialty __ Other --__ Corrections completed Field Representative~-> . . -~~ ~ - CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. CERT. NO.-~~------- DATE L./-1 C'-:-._ 0 Ci Form#003 l • Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of _J_ Project Name '[~ l o,c J.q1'\b'v"'e_ Address f(p IO Fa. \J' c~ clc.j TESD Project# 00 ·· ,'2_ 3$ General I Subcontractor R..e "1..6 / H :i: k I Building Permit #C ~ qq 4{c,4~ DSA # _________________ _ Plan File# ________________ OSHPD # _________________ _ Government Contract # _____________ Other ____________________ _ INSPECTION MAT'LSAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST _Lconcrete __ Soil --__ Cone: Mix #/psi --____.L._ Plans __ Prestress Cone __ Base --34,S j:=:i Cone: Mix #/psi 4oc!c _L specif1cations __ Masonry __ Subgrade --__ Cone: Mix #/psi _L_sizes __ Struct Steel __ Asphalt Concrete --__ Rini: Rebar __ Slump __ Fireproofing __ Concrete Cylinders _LQ_ __ Rini: W.W.F. _· __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rinf: Tendons __ Temperature --Non-Destructive __ Reinf. Steel --__ Grout: Mix #/psi __ Unit Weight --Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation '1 t°t".'.> --Soils Technician __ Mortar Samples ----Units: Block __ Electrode Storage Mechanical --__ Grout Samples ----Units: Block __ Torque Applied --Electrical __ Masonry Prisms ----Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts --Thickness __ Roofing __ Steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --__ Electrodes -- __ DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other __ Corrective action required __ specialty __ Other --__ Corrections completed ___ Remarks ·r }).~pc«· +re< .f J,e f'leu: W,t'u .f.. a., d ,, , 61,"t:Jo.,.J cc·w »dtt(e;~-ic..! ,_· "' t' IE:] Ck Y'~ cf' C<?Yl<t"::C:k, £.-.,x: o\e.,{_y, If 3.ci;.,'S.:·e p(e..C-cc;( ed +k... C.du(...:l,~ .[_;_ti--"'f rc-.v,cb,, i , I i • , I p0~;), LY20 sc.+s. ~:t: (&.~-CJ :b:d:: e.y /10<.l.u-t'"'<& k,L::er\ @,,:) .£},tluv:::, cu,tc,,-ef-<: t:0<'.._S, c.....< ',,. 1 b· E, -, .. (; -(o Cc.c..cl · ;,,,."· '*..L .1 · ·· ·ti-:. ,c,<?,··. -;1.1.l.k '1f-<!.I · 8 S.lt.\..V"\.. #-e il. Field Representative #_..::=Z..--=:'7=~:;__~--~~""""'~-~~=:;__--z-=· --~-- CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME G1wcnn..~ iCH::BnA:uct·o {Print Clearly) Si~lt 8 CERT. NO.~~~~~------ INSPECTOR'S SIGNATURE ., ~Ov ev~· ,, ~ 0..A(',A,.1;j· DATE 4 ... I c;, .... 0 t) Form#003 Testing Engineers-San Diego, Inc. REPORT OF COMPRESSION TEST Sample Group # 1151 Project Name Blackmore Lot 99 Investment Bldg. B Project No 1999-763 Project Address c::.1:6'.:t:Q::Faf-ac!ay=A~ Gen. Contractor Reno Contracting ------"""---------Sub-Contractor NIA Engineer Devine Engineering Architect Pacific Cornerstone Architects, Inc. Bldg Permit No CB994643 ---------------Plan File No n/a Gov' t Contract # n/a DSA/OS HPD DSA# n/a --------------- Sample Group Data Report of Placement Date Supplier/Plant Mix Number Mix Description Mix Design Specified Strength Concrete 4/19/00 Superior-Escondido 365 P N/A 4000 psi ---- 4000 psi ---- Cylinders Slump Kelly Ball Air Temp Mix Temp 27.6 MPa Air Content 27.6 MPa Unit Weight Measured Specified (in.) 5.00 N/A (in.) N/A N/A (OF) 54 N/A (OF) 70 N/A (%) N/A N/A (pcf) N/A NIA Truck No. ---488 Ticket#: 270795 Load # N/A Time Batched Time Sampled ----_____ Age:~ Min. Sample Mark: 4-19-00-234 SET #1 Admixture N/A Specific Location TILT-UP PANEL# E2 Special Instructions/Remarks Sample Lab No. Date Discard Age Tested 2 40469 4/21/00 D 7 40470 4/26/00 0 28 40471 5/17/00 D 28 40472 5/17/00 D 56 40473 6/14/00 ~ Delivered by CL Date Rec'd in Lab: 4/20/00 Logged in by: ----- N/A Gallons of water added at N/A ----by N/A Compression Laboratory Data Dimensions Test Area Max Load Compressive Strength 6x12in 28.27in2 68,000 lbs 2410psi 16.6MPa 6x12in 28.27in2 107,500 lbs 3800psi 26.2MPa 6x12in 28.27in2 148,000 lbs 5240psi 36.1 MPa 6x12in 28.27in2 148,000 lbs 5240psi 36.1 MPa 6x12in 28.27in2 lbs psi MPa Comments: .~9..§.Y. test meets specifications. D Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, C78-84, C617-87, C42-90 ,..,.../ / Checked by: ___________ Date: __ Reviewed by: __ f2[;{)~--------Date:~DV R. Douglas Provins, PE cc: Blackmore Lot Reno Contracting Devine Pacific City of Carlsbad Testing Engineers-San Diego, Inc. REPORT OF COMPRESSION TEST Sample Group # 1150 Blackmore Lot 99 Investment Bldg. B Project No 1999-763 1610 Faraday Avenue Reno Contracting Sub-Contractor NIA Project Name Project Address Gen. Contractor Engineer ---------------Devine Engineering Architect Pacific Cornerstone Architects, Inc. CB994643 Plan File No n/a Bldg Permit No --------------- Gov't Contract# n/a D SA/OS HP D DSA# n/a ------------------------------ Report of Placement Date Supplier/Plant Mix Number Mix Description Mix Design Specified Strength Concrete 4/19/00 Superior-Escondido 36TP 4000 psi 27.6 4000 psi 27.6 Sample Group Data Cylinders Slump Kelly Ball Air Temp Mix Temp MPa Air Content MPa Unit Weight Measured Specified (in.) 4.50 NIA (in.) N/A N/A (OF) 65 N/A (OF) 75 N/A (%) N/A N/A (pcf) N/A N/A Truck No. __ 5_3_1 _ Ticket#: 270832 Load# N/A Time Batched _____ Time Sampled _____ Age: NIA Min. Sample Mark: _4_-1_9_-o_o-_2 ______ _ Delivered by CL Date Rec'd in Lab: _4_12_01_00 ___ Logged in by: D Admixture POZZ ----------N/A Gallons of water added at _N_/A __ _ by N/A Specific Location TILT-UP PANEL# N1 Special Instructions/Remarks Compression Laboratory Data Sample Lab No. Date Discard Dimensions Test Area Max Load Compressive Strength Age Tested 4 40474 4/23/00 [] 6x12in 28.27in2 96,000 lbs 3400psi 23.4MPa 7 40475 4/26/00 D 6x12in 28.27in2 103,500 lbs 3660psi 25.2MPa 28 40476 5/17/00 D 6x12in 28.27in2 157,000 lbs 5550psi 38.2MPa 28 40477 5/17/00 D 6x12in 28.27in2 151i500 lbs 5360psi 36.9MPa 56 40478 6/14/00 ,~ 6x12in 28.27in2 lbs psi MPa Comments: -~.9ay test meets specifications. Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, C78-84, C617-87, C42-90 / Checked by: ___________ Date: ___ Reviewed by: __ szc:p.___,_ _______ Date: ~(zr(cx.> R. Douglas Provins, PE cc: Blackmore Lot Reno Contracting Devine . Pacific City of Carlsbad ,·1unc.r.c;1..y Testing Engineers -San. Diego, Inc. 7895 Convoy Ct., Suite 18 S/1/00 Page_1_of_ San Diego, CA 92111 INSPECTION REPORT . 11"",. Project Name l'Je /J/4dh10re .ill f 9'l Address /6/tJ £q4t:/4,.y /Ive Carlsfx«I; Ca t'/4r--ma General I Subcontractor Reao Gasirvteizon Building Permit# C. B, 99% 1:i TESD Project# _9.._9..__.~ 7._6.:r.....L? _____ _ ,Thi,DS;;a/4;% ___ .......,,.__ _______________ _ Plan File #· __ -____________ OSHPD #_,_~_,__/4_,f'.}~------------- Government Contract# Other _l'i/O-"-'bc..:/9c.<.-______________ _ INSPECTION _Lconcrete /(ebP,.r __ Prestress Cone __ Masonry __ Struct Steel __ Fireproofing __ Pile Driving __ Non-Destructive Batch Plant Soils Technician Mechanical Electrical __ Bolt Pull-Out __ Roofing __ Waterproofing __ DSA __ OSHPD . __ specialty MAT'L SAMPLING iL/fi_.soil Base Subgrade Asphalt Concrete Concrete Cylinders Cone Flex Beams . Rein!. Steel Tendon (PT Strands) Mortar Samples Grout Samples Masonry Prisms Masonry Block Steel H.S. Bolts Fireproofing Roofing Other ___ _ QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ Cone: Mix #/psi ..Rl;,.__p1ans ______ _ __ Cone: Mix #/psi ___ _ ..ofS_Specifications ___ _ one; Mix #/psi -,,; inf: Rebar /t/pl',"f;O,A'Jt6/:o j I __ Rini: W.W.F. ____ _ -OP=--Sizes ______ _ __ Slump _____ _ __ Air Content ____ _ __ Rini: Tendons ____ _ __Temperature ____ _ __ Grout: Mix #/psi ___ _ __Unit Weight ____ _ __ Mortar: Type/psi ___ _ __Consolidation ____ _ __ Units: Block ____ _ __Electrode Storage __ _ __ Units: Block ____ _ __Torque Applied ___ _ Steel ______ _ __Load (Pounds). ___ _ H.S. Bolts _____ _ __Thickness ____ _ __ Metal Decking ___ _ __ Electrodes ____ _ __ Fireproofing ____ _ __ Other ______ _ -L. Corrective action required __ _ __ Corrections completed __ _ %oda-cJ 600/::. .eaci e!]d >j2<¥Edao-fMt2re 7ht;J> /~10ac6 Ca, 8'tze/5'?tflS-cZ.. Cjhr/ S'-'6j?~//-e6 t,ee..l .:ft /2ar;unlal h,,-5 Hit/2 2/anJ(J;,.,-J l,~oJ; Gcacli,,/e io~t'd.CWJ 1 . Field Representative # ~ ~ ~ ,. CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME Gu;!lermo liae2- <Pnn1 Clearly) CERT. NO. 34? cSty ol.{'on JJ,90 INSPECTOR'S SIGNATURE jj~ li~.c: DATE /r1ay 0 £aoa Form#003 Testing Engineers -San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111 INSPECTION REPORT Project Name Blackmore Lot 99 Address 1610 Faraday Ave Carlsbad General I Subcontractor Reno H&K B Id. P # CB99 3 ui ma ermit 464 INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION Concrete Soil Cone.: Mix #losi Prestress Cone Base Cone.: Mix #/osi M~sonrv Subarade Cone.: Mix #/psi StructSteel Asphalt Concrete Rinf.: Rebar Fireproofing Concrete Cylinder Rinf.: W.W.F. Pile Drivina Cone Flex Beams Rinf.: Tendons Non-Destructive Reinf. Steel Grout: Mix #/psi Batch f>lant Tendon PT Strand Mortar: tvoe/psi Soils Technician Mortar Samples Units: Block Mechanical Grout Sainoles · Units: Block Electrical Masonry Prisms Steel Bolt Pull-Out Masonry Block H.S. Bolts Roofing Steel Metal Decking Waterproofing H.S. Bolts Electrodes DSA FireProofina Fireproofing OSHPO Roofing Other Specialty Other Remarks REINFORCING STEEL INSPECTION Page _1 of_l_ {C/q9-·'7ia.3 Project # ~ an 1e Pl .Fl # INSPECTION CHECKLIST X Plans Specifications X Sizes Slump Air Content T emoerature UnitWeiaht Consolidation Electrode Storage Torque AoPlied Load(Pounds Thickness Corrective action required xxxx Corrections completed Reinspected the reinforcing steel installation for panels S-1,S-2,S-8,S-9,I-1 THE FOLLOWING ITEMS WERE CORRECTED S-1 THE# 5 HORIZONAL BARS ANDTHE # 6 JAMB BARS WERE ADDED S-2 THE # 5 HORIZONAL BARS S-8 THE# 5 HORIZONAL BARS S-9 THE# 5 HORIZONAL BARS ANDTHE # 6 JAMB BARS WERE ADDED 1-1 #6 JAMB BARS AND SLAB DOWLS WERE INSTALED TIMEIN: 7:00 TIMEOUT: 11:00 APPROVALSIGNATURE: _______ _ CERTIFICATION OF COMPLIANCE: To the best 9f my knowledge, all of the reported work, unless otherwise stated, is in conformance with the~pproved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME DANIEL A CERT.NO. 0884636-88 / 650 ' r ''t INSPECTOR'S SIGNATURE DATE 05-10-2000 Testing Engineers -San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111 INSPECTION REPORT Project Name Blackmore Lot 99 Address 1610 Faraday Ave Carlsbad General / Subcontractor Reno H&K B . d. P . # CB994643 UII IOQ erm1t INSPE_CTION MA T'L SAMPLING QTY MATERIAL DESCRIPTION X Concrete Soil 365P Cone.: Mix #!psi 4000 Prestress Cone Base Cone.: Mix #/psi Masonry Subgrade Cone.: Mix #/psi Struct Steel Asphalt Concrete Rinf.: Rebar FireProofino X Concrete Cvlinder 1(4) Rinf.: W.W.F. Pile Drivina · Cone Flex Beams Rinf.: Tendons Non-Destructive Reinf. Steel Grout: Mix #/psi Batch Plant Tendon PT Strand Mortar: type/psi Soils Technician Mortar Samples Units: Block Mechanical Grout Samples Units: Block Electrical Masonrv Prisms Steel Bolt Pull-Out Masonrv Block H.S. Bolts Roofina Steel Metal Deckina Wateroroofina H.S. Bolts Electrodes DSA Fireproofing Fireproofing OSHPO Roofing Other SpeciallV Other Remarks CONCRETE INSPECTION Page Lof_l_ /040-7~3 Project# ~ an ,e Pl Fl # INSPECTION CHECKLIST X Plans Specifications Sizes X Slump Air Content X Temperature UnitWeiaht X Consolidation Electrode Storage TorQue Applied Load (Pounds Thickness Corrective action reQuired Corrections completed Inspected the placement and consolidation of 142.5 cubic yards of concrete, mix design # 365P in the following locations: panels S-1,S-2,S-3,S-4,S-6,S-7,S-8,S-9,E-3,N-4,I-1 One set of four test cylinders were cast from panel S-1. Slump was 4". Concrete was supplied by Escondido Ready Mix, ticket# 272487, truck# 528. TIME IN: 6:30 TIME OUT: 12:30 APPROVAL SIGNATURE: _______ _ CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless·otherwise stated, is in conforma,tp~. with 'the approV'~d plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'-S·-NAME-. li>:l\NIEL E N CERT.NO. 0884636-88 / 650 INSPl=CJOR'S SIGNATURE __ ---DA TE 05-11-2000 Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ Project Name 8tA(~kMo£€, L'L> r 5:9 Address /6io FA R..L\Q.t~ Y A'J/. /A/ t/~Sr1tuf.A/i /.81.i)TESD Project# _/ ..... 7_,7'-. .L.,9'._-_..c.._7...,,.6....,....5=,..,'------ c;:A te.cs BA 0 General/ Subcontractor __ ..E:::,~~:....L-------------------------------- Building Permit #_~c=·~&~9._'J...,_S'._·6~· 1/~3~ ____ DSA # ________________ _ Plan File# OSHPD # ________________ _ Government Contract # _____________ Other ____________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Concrete __ soil __ Cone: Mix #/psi _/L_p1ans ______ _ __ Prestress Cone --Base __ Cone: Mix #/psi ___ _ ~pecifications ____ _ __ Masonry __ Subgrade __ Cone: Mix #/psi ___ _ __ Sizes ______ _ _J:LStruct Steel fl{':,1-10 G-__ Asphalt Concrete Wl!kl/)/N __ Fireproofing __ Concrete Cylinders _L_Rinf: Rebar llJC6 Wif:L.DJ/li __ Rinf: W.W.F. ____ _ __ Slump ______ _ __Air Content ____ _ __ PIie Driving __ Cone Flex Beams __ Rini: Tendons ____ _ __Temperature ____ _ __ Non-Destructive __ Rein!. Steel __ Grout: Mix #/psi ___ _ __Unit Weight ____ _ __ Batch Plant __ Tendon (PT Strands) __ Mortar: Type/psi ___ _ __Consolidation ____ _ __ Soils Technician __ Mortar Samples __ Units: Block ____ _ __ Electrode Storage ___ _ Mechanical __ Grout Samples Units: Block ____ _ __Torque Applied ___ _ Electrical __ Masonry Prisms _/.L._Steel ,F"J."-1""'"{£,;-, _____ _ __Load (Pounds) ____ _ __ Bolt Pull-Out __ Masonry Block H.S. Bolts _____ _ __Thickness _____ _ __ Roofing __ steel __ Waterproofing __ H.S. Bolts __ Metal Decking ____ _ _d_Electrodes N (2..z3Z,. __ DSA --F(reprooflng __ Fireproofing ____ _ --OSHPD __ Roofing __ Other ______ _ __ Corrective actionrequlred __ _ __ specialty __ Other __ Corrections completed __ _ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans ar specifications and the workmanship provisions of the applicable code. 98/ CERT. NO.-----''---"'""---.:...----- DATE S-1 B~D:::::> FormffC 1.,,. Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ Project Name /3t.Act;;M.O{?..t Lo'T 99 Address /6l0 EA.e.A .oA Y AV. /.}JI/ E.ST' Ml~u T /;LGrESD Project # __.1_· 9~9_·9._-----<..Z..,.o"'-3=·==---- CA £1 S t;,A O General/ Subcontractor __ -I.::.=~~....:...-------------------------------- Building Permit# C /399 yt,.' 513 DSA # __________________ _ Plan File# ________________ OSHPD # _________________ _ Government Contract # _____________ Other ____________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ Soil --__ Cone: Mix #/psi --__jL'pians __ Prestress Cone __ Base --__ Cone: Mix #/psi -Lspecilications __ Masonry __ Subgrade --__ Cone: Mix #/psi __ Sizes _Lstruct Steel FIJl.'-10 __ Asphalt C~ncrete --_µL.Rlnl: Rebarft:'M'6 M'l!:~,lnt.\i '.,u.=_Slump __ Fireproofing w le.,4. '{);,ti<..-__ Concrete Cylinders __ Rini: W.W.F. __ Air Content -- __ Pile Driving __ Cone Flex Beams --__ Rini: Tendons __ Temperature --Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation --Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied --Electrical __ Masonry Prisms --~Steel ~l 16 __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts __ Thickness __ Roofing __ steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts ---KElectrodes ,A/R.2.:JZ. -- __ DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other __ Corrective action required __ specialty __ ._Other --__ Corrections completed ___ Remarks d2,vf.t0J\ I-S1 1i,%:·1z e pc,,,,,...pJlq, <JliO,•e,q I k, c::i'tfc. .. f''\ r·c, o o ·@ /Jc;>.~"' e i''3 S .3 ¢· ,S$1 ifo' ,S: 61f"S 7 I I CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans ar specifications and the workmanship provisions of the applicable code. ~'t3/ CERT. NO.--~~~---- Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page 1 of ---- Project Name 16? AG~ -MO{ll..~ Lor 99 TESD Project# _7~9--~2r--=-6_3 ___ _ Address 16tD f:A:~A DA Y Av£. General/ Subcontractor -~/.2~~$..=N_O~------------------------------ Building Permit # __ c_. ~13~0~c_9~'.1/~6~9:~~-5~·-----DSA# _________________ _ Plan File# 1f4.i OSHPD # _______________ _ Government Contract # _____________ Other ____________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ soil --__ Cone: Mix #/psi --~ns __ Prestress Cone --, Base --__ Cone: Mix #/psi Specifications __ Masonry __ Subgrade --__ Cone: Mix #/psi __ Sizes _Lstruct Steel /-/}z.£.:D __ Asphalt Concrete __ Rini: Rebar __ Slump vV ,5:_~ 1/J I ,(/ 6--- __ Fireproofing __ concrete Cylinders --__ Rini: W.W.F. __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rini; Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation --Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied --Electrical __ Masonry Prisms --___Lsteel f:IJG __ load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts __ Thickness __ Roofing __ steel --__ Metal Decking -- __ Waterproofing __ H,S. Bolts --_L_Electrodes e'J018 -- __ DSA __ Fireproofing --__ Fireproofing -- __ OSHPD __ Roofing --__ Other __ Corrective action required __ specialty __ Other --__ Corrections completed Remarks /-9 Field Representative# ~~ ~ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans an specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME __ ...,..A.c...,_,_,_)_,_/~~--=¢e:2,.,,..,.;;,..c.Z--e.~Y _____ _ INSPECTOR'S SIGNATURE ---"~~--~ec..=·J;.· -=-(B_. 0 .,,,. 1 CS,,le~arl""'y)=-=,"7---------~ 981 CERT. NO.---"---'-<-...,.... ____ _ DATE_--=6-~--"2=-=3~---0_C:-___ _ FormYO Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_i_of_ Project Name t$L AG/< Mo¢ L.o T '7 9 TESD Project# --4?,._.,_9_-...L.7-=6c,,,.3"------ Address I 6/o t:A itLA DA-V AV e, GA t2LS' AA·:O General I Subcontractor _ __,,:::,.....=--£:>L.!=o:.:___ ______________________________ _ Building Permit #_.,,,G-=+>/3...,___,9,_0_.J_o/..e.....:,6'---"-1/. ..... 3...__ _____ DSA # _________________ _ Plan File# OSHPD # ________________ _ Government Contract # _____________ Other ____________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ soil --__ Cone: Mix #/psi --~ans __ Prestress Cone __ Base --__ Cone: Mix #/psi Specifications __ Masonry ~/}f.L-1D __ subgrade --__ Cone: Mix #/psi __ Sizes _L'struct Steel __ Asphalt Concrete __ Rinf: Rebar __ Slump 1N.&.l.'01J.J(,,.--- __ Fireproofing __ Concrete Cylinders --__ Rini: W.W.F. __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rinf: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands} --__ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied --Electrical __ Masonry Prisms --~Stee1AJ6 __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts __ Thickness __ Roofing __ steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --t/ Electrodes G,7018 -- __ DSA __ Fireproofing --__ Fireproofing -- __ OSHPD __ Roofing --__ Other __ Correc!!ve action required __ specialty __ Other --__ Corrections completed Remarks 1o-e,V' Field Representative# --.;-~"0 ~ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans ar specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME _ ___,'3.~_,_)-'-/--=&,=--ex:::,~"='"/i=e..,c,:....Y ______ _ -~: d(Pd~ INSPECTOR'S SIGNATURE--.,.~=~~'""--,------=--~~=-.=c..,,c...-------- 98/ CERT. NO.-~-"-"'::....L------ DATE _ ___,5..,L_-_2_< _~_, ___ o_o_,=--c, Form#( Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_i_of_ Project Name /3 t.A01~ M,q12..'ll. TESD Project# __ · ..L.y_,·7'-. ..,._7~6: .... J"----- Address ; 610 r:A teA 04 V Al/At General/ Subcontractor __ -=::.=~~::...._ ______________________________ _ Building Permit #_-'c:=-=B""""-9"-----'C::C ..... · ~<")"'.'--6_3/......._.3,__ _____ DSA # __________________ _ Plan File# OSHPD # ________________ _ Government Contract# Other ___________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ Concrete __ Soil --__ Cone: Mix #/psi --__lL_ Plans __ Prestress Cone --Base --__ Cone: Mix #/psi =zpecifications __ Masonry __ Subgrade --__ Cone: Mix #/psi __ Sizes _/LStruct Steel /Jlf.t.D __ Asphalt Concrete __ Rini: Rebar __ Slump tl.fllftt...D1N6--- __ Fireproofing __ Concrete Cylinders --__ Rini: W.W.F. __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rinf: Tendons __ Temperature __ Non-Destructive __ Reinf. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands} --__ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied Electrical __ Masonry Prisms --___L Steel A '2,6 __ Load (Pounds) -- · __ Bolt Pull-Out .--Masonry Block --__ H.S. Bolls __ Thickness __ Roofing __ steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --~Electrodes &.7616 -- __ DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other __ Corrective action required __ specialty __ Other --__ Corrections completed ___ ' Field Representative #""_----7_,_-,,_,~=-:::=---· -=C>=--4~~=-...!,%,,s:~;.,~::::__= _ _::.c_ ... __ _ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans ar specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME __ _.....~..-.">><-· -_,_).,_/__..;;:~=,.,,...,.::o=;,..c=:::>;,...,,(c...>..e__,1'--V----- • -~A-~C,~-~~ INSPECTOR'S SIGNATURE _ _,,~,'<--'~'-""---',:;........::c-"""-......,_~~;.--=-,="7-=.-""'-------- ~Bl CERT. NO.--..£..--=-....!.------ DATE-=5~~~2~$;"-~-=o~o=· --~ Form/IC Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ Project Name /2,/_A G&M otLi:. .C.o, 9 9 TESD Project# ----'-9_9.,_-----L7~6,,__.._,_5 ___ _ Address /6/6 f?A/2.Z\04.Y ,Av. CA 1!.LS/34:D General/ Subcontractor __ /2----'-'/£.=A'--/-"o _____________________________ _ Building Permit # _ _,G=-..,lbc.=---9-=--j,"----''Y--=6=--<-</_3 _____ DSA # ________________ _ Plan File# OSHPD # ________________ _ Government Contract # _____________ Other ____________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ Soil --__ Cone: Mix #/psi --~Plans __ Prestress Cone __ Base --__ Cone: Mix #/psi ~pecifications __ Masonry __ Subgrade --__ Cone: Mix #/psi __ Sizes _/L... struct Steel F1~t..:0 __ Asphalt Concrete __ Rini: Rebar __ Slump w~¥Jr/t./& -- __ Fireproofing __ Concrete Cylinders --__ Rini: W.W.F. __ Air Content __ Pile Driving __ cone Flex Beams --__ Rini: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation __ Solis Technician __ Mortar Samples --__ Units: Block __ Electrode Storage Mechanical __ Grout Samples ----Units: Block __ Torque Applied -- Electrical __ Masonry Prisms --_LJ__steel AJ6 __ Load (Pounds) -- __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts __ Thickness __ Roofing __ steel --__ Metal Decking -- __ Waterproofing __ H,S. Bolts --_./L..Eiectrodes 1i:7_01B -- __ DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other __ Corrective action required __ specialty __ Other --__ Corrections completed Field Representative# ~~ , ~ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans ar specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME __ -L,,6.,£...<-,.; ,_,//'---,_,?,~~::,..,c2~/.~· ce"""'<yc._· _____ _ INSPECTOR'S SIGNATURE-~""""'"~-~--'~t:,,<ri~=lC-le=arl=y)~1/ _______ _ </81 CERT. NO.---...>...£.+,----- DATE-~5-<---~2~6=--~0~d:'...,__ Form/II Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ ProjectName l3L4ct;.l{l.on,/f. (.C>T99 Address /6/6 A,,¼~A04 r ·&VIZ lAtVl~ST,M,lfJJ I TESD Project# __ 9~9_-~7~9.~5~---- GAJ/l.LS /3AD General I Subcontractor __ -F~='C-'v'---'=o_. --------------------------------- Building Permit# G 8 CZ'] $(6 </3 DSA # _________________ _ Plan File# ________________ OSHPD # ________________ _ Government Contract# Other ----------------------------------- INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ soil --__ Cone: Mix #/psi --_L Plans __ Prestress Cone --Base --__ Cone: Mix #/psi / Specifications __ Masonry rll.J.W __ subgrade --__ Cone: Mix #/psi __ Sizes __I:::::_ struct Steel __ Asphalt Concrete __ Rini: Rebar __ Slump w 1£,i., 1) J Al 15--- __ .. _Fireproofing __ Concrete Cylinders --__ Rini: W.W.F, __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rini: Tendons __ Temperature __ Non-Destructive __ Reinf. Steel --__ Grout: Mix #/psi __ Unit Weight --Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation --Soils Technician __ Mortar Samples ----Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied --Electrical · __ Masonry Prisms --_____L Steel /i ,?£ __ · Load(Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts --Thickness __ steel --__ Metal Decking --__ Roofing __ Waterproofing __ H.S. Bolts --___LL._ Electrode!' £7o"i4'6 2 2. -- __ DSA __ Fireproofing __ Fireproofing ---- __ QSHPD __ Roofing --__ Other __ Corrective action required __ Specialty ____ Other --__ Corrections completed ___ Remarks P 1f b,..,, a,,..,,_.;/-=12_ t-/'° , c;;, e..l-(l We.Ul "J P S': fl,,,, )e:.1,,'3 f f,..., 6e,4vtlc:,. G'.<:?i'\V\" ~L,,_, /,1:e,S /3 $ C. 6e,dW€.,€Y' /,'?,~ S /,-q <!!, t4, rl'~ /2-tull' Mai"t·q,..;,I 18$1~/ss,:2 Sc1siwe-l.il7 CU'\l)" Alorl.,' t3e.ja."" -rL cf.-eGkvdl7 ~Y-o y t-e -tk /rc:>6 f <=" P'.G.-1/b 11=7 awlso U"l s nvec.i:«fl -rl.. GetAld ·Wv(,..a,,vv7 .??5 t:k L,.4M0-'t€!>1'00.v-1vl it, b ,;z£ @ /2,.-e. £<5 f /, .,~. Is st -eiC'L!<o f a£ f ... n-e C:. t .e m,.s-t o S-/4 ,,,e. 0 n e;>1t t ,., S: /\ ') '{L € 4 s:a •• .rf l ,,.,x k-ve,, 1/ o s.,),n 6 0. 1 o 5-t 4-. A zNo ~ r. CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stat specifications and the workman$hip provisions of the applicable code. INSPECTOR'S NAME /3. // CC>~ /-4.J( ~/£':t/d INSPECTOR'S SIGNATURE _ _.,.~'--""---==--6~=-"-->,c._------ 98/ CERTNO.--~~~----- DATE--6~·~6":-~_0_V __ -=----== Form#003 Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_i_of_ Project Name _ _,_(3""""""L-"-A.:...::c;,.,,.,k=.,.M-"'-""'-,t"")=,/2.={:......__,Lr.,e.,;:o::....T-"l_,_:/_.._./A/'-"-"V.-=='1$ .... ~ ..... n'"""i¼,..,,_,.,.¥,=A.J....,T'---TESD Project # _ _,j'f'--'9~. -~Z-~~3~--- Address _ _.,_/_6=...;_I O=--_.F'--Yl~-f?""""A ........... D"'-A~Y'----..,.C..A~1"""'/;£ ____ c;=A-'-"-=l2._z,.=8~8 ..... ~~:t0~ _____________ _ General/ Subcontractor __ ~/2'-"'-'°£='-lll=--C?=c..------------------------------ Building Permit #_~C~/3-=-aj',____,_C/_Y~b~S'.:~·~~----DSA # ________________ _ Plan File# OSHPD #------'------------- Government Contract # Other ~-__________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ Soil --_· __ Cone: Mix #/psi --_Lp1ans __ Prestress Cone __ Base --__ Cone: Mix #/psi .V Specifications __ Masonry fJ 11LJD __ Subgrade --__ Cone: Mix #/psi __ Sizes _L Struct Steel __ Asphalt Concrete __ Rini: Rebar __ Slump )liJJzl.011->'Cr -- __ Fireproofing __ Concrete Cylinders --__ Rini: W.W.F. __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rini: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation --Soils Technician __ Mortar Samples ----Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied --Electrical __ Masonry Prisms --__K_Steel id{~-6 __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts __ Thickness __ Roofing __ Steel --Metal Decking -- __ Waterproofing __ H.S. Bolts --=z'Electrodes /l·']Oo/..{,::;,22. -- __ DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other __ Corrective action required __ specialty __ Other --__ Corrections completed ___ Remarks /~:,/<e.c,t:0 Jl (:/4_, uuei,/2,,,/. cY fk, Ya M :I /E joJ-3 f f03o>s t CQl!V c2l<:-ire-i /2-.-e s ~ $ G b~.J··)M.-;;,,e,~ /4-,,-g,5 /-9 l.q,,V, ~JL_,f-..g_>, l.s /Bf!. 13:ls<t. z CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, 1s in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME 8> -j/ ~Qo &wv ' /2t Clearly) INSPECTOR'S SIGNATURE ~~ 98/ CERT. NO.----L---=-'------- DATE_~&~-~6=--0_o ___ _ Form#003 Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ Project Name Bt:&E?,h'\e:v:?-1? ~QT ?q TESD Project # __ 5'...__.,C/_-..J.7_.6,_,_.,,,.,<'------ Address 16/0 f:A /2..e.104 Y AV tk.. c:A 112.t.S BW General/ Subcontractor __ ...E:,~!.):;!..L,!_ ______________________________ _ Building Permit #_--=C:=-=8.._<i'"----"-9 ..... o/'--=6'---o/~· _s.__ ____ DSA # ________________ _ Plan File# OSHPD # ________________ _ Governm·ent Contract# Other ___________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ Soil --__ Cone: Mix #/psi --__01ans __ Prestress Cone __ Base --__ Cone: Mix #/psi ~pecilications __ Masonry __ Subgrade --__ Cone: Mix #/psi __ Sizes J/ f/~t..JD . __ Asphalt Concrete __ Rini: Rebar __ Slump __ Struct Steel IN ii.~!)/ µI.,,--- __ Fireproofing __ Concrete Cylinders --__ Rinf: W.W.F. __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rini: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied --Electrical __ Masonry Prisms --t./stee1A·bb __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block --H.S. Bolts __ Thickness __ Roofing __ Steel --=:z-Metal Decking IS'&A. t::rn, ~IL __ __ Waterproofing __ H.S. Bolts --....L.-Electrodes 7o!Fj/6o.2Z. -- __ DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other __ Corrective action required __ specialty __ Other --__ Corrections completed CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME IJ., // &~o fe,.}_,,, (Print Clearly) INSPECTOR'S SIGNATURE ~ #". ;. 98! CERT. NO.--"--"-~------ DATE-~6,.)----~LZ=·~O~O==---=:-c:-:= Form#003 Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ Project Name BL A G/4::M oR i Address / 6 to PA 12A DA r' ?:QI 9 9· TESD Project# __ 9&....J.o/_._:--.£.7..!,..6;z.:..-$~--- AV if.. c:A "/2.LSGA:o General I Subcontractor __ ~#,'-=Jl.='-'~"'-L=o ______________________________ _ Building Permit #_..,,c~/3"'""0~i~9'-7'~tf'--'-'f-=3::.__ ____ DSA # ________________ _ Plan File# OSHPD # ________________ _ Government Contract # _____________ Other ____________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ Soil ~ __ cone: Mix #/psi --=7.;ns __ Prestress Cone __ Base --__ Cone: Mix #/psi Specifications __ Masonry __ Subgrade --__ Cone: Mix #/psi __ Sizes _Lstruet Steel f t/J.:W __ Asphalt Concrete --__ Rinf: Rebar __ Slump vJ,&J. f)tJJ&" __ Fireproofing __ Concrete Cylinders --__ Rini: W.W.F. __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rinf: Tendons __ Temperature __ Non-Destructive __ Reinf. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --Units: Block __ Torque Applied --Electrical __ Masonry Prisms --Vsteel A3.£ __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block --__ H.S. Bolts __ Thickness __ Roofing __ steel --_L Metal Decking /~ 1,A. /2 • OJ 'c../::, __ __ Waterproofing __ H.S. Bolts --~Electrodes 7018/.;(ol..-Z.... __ DSA __ Fireproofing --__ Fireproofing / -- --0SHPD __ Roofing --__ Other __ Corrective action required __ specialty __ Other --__ Corrections completed ___ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME __ _,_/1~. ·.....,/ l_--'Gc=-=o;::::::.,c:>-.,,.._/.__,_,'f,,'-"--,Y ____ _ ~"- INSPECTOR'S SIGNATURE_-""=-----_,..~""'""""""-'-------- r,e1 CERT. NO.--.L--=--=------- / ..3 DATE-~l>~--.df=-_O_E>_~~ Form#003 Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite i 8 San Diego, CA 9211 i INSPECTION REPORT Page_i_of_ Project Name /3 ~ AlG~Mo t2. 1$: Lo T q 7 TESD Project# _ _.,_9~9_-.L..J....:=t:fc....;3;::;..· ___ _ Address / 6 I c, ,/?4 12~04 Y /11/~. C::A~LS"'841D General/ Subcontractor ___ ~f.2..__.LAfo-,;;..~=------------------------------ Building Permit #_~C__.8~7'~9~Y.~'6~$:_3~ ____ DSA # ________________ _ Plan File# OSHPD # ________________ _ Government Contract # ____________ Other ___________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ Soil --__ cane: Mix #/psi --__ Plans __ Prestress Cone __ Base --__ cone: Mix #/psi __ Specifications __ Masonry __ Subgrade --__ cone: Mix #/psi __ Sizes ~Struct Steel p;afu-0 J..16-__ Asphalt Concrete --__ Rini: Rebar __ Slump Jl,.i~l,'01 __ Concrete Cylinde~ __ Rini: W.W.F. __ Air Content __ Fireproofing -- __ Pile Driving __ Cone Flex Beams --__ Rini: Tendons __ Temperature __ Non-Destructive __ Reinf. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --Units: Block __ Torque Applied --Electrical __ Masonry Prisms --~Stee1Ab< __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block --H.S. Bolts __ Thickness __ Roofing __ steel --~Metal Decking 18/...il IR-~ i/J __ Waterproofing __ H.S. Bolts ---KE1ectrodes 7z:S3/no2L --__ DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other __ Corrective action required __ specialty __ Other --__ Corrections completed Field Representative #_,'-:;n--'-'----..z=='----.....,__--'-'-_'----=-'--'-''-- CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME __ __,__,;g""'--'-/_,_/_Cc=-o:o,',--a~/.-e~t'------d~o.oo, INSPECTOR'S SIGNATURE _,,_,-=--,c..;:...-=c..==-,-~:s...,,,::,=-,,c. ______ _ ey3; CERT. NO.---~~----- DATE __ 6',_-_/_S_~oo ___ --=---= Form#003 Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ Project Name /3 C,. A Gk;:'MoQ 'if Address /6/o ,;= A 12. A DA ,v C:01 99 TESD Project# __ 2~7--_,,._7=(5' __ 3=---- ' AVA€. General/ Subcontractor __ ..... /2.___,_.,4=-N--'--6=------------------------------ Building Permit # __ ...:::;.c::;:;...,13"'""-9L-l-9_'3/=-£....._5'.,__,..3~---DSA # ________________ _ Plan File# OSHPD # ________________ _ Government Contract # ____________ Other ___________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST ___LL Concrete __ Soil --%.£-cone: Mix #/psi 3yPo ;gans __ Prestress Cone __ Base --__ Cone: Mix #/psi pecifications __ Masonry __ Subgrade --__ cone: Mix #/psi __ Sizes __ Struct Steel __ Asphalt Concrete __ Rinf: Rebar __ Slump __ Fireproofing _;L_ concrete Cylinders _!/__ ~Rinf:W.W.F. /,',Xf-f __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rinf: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples ----Units: Block __ Torque Applied --Electrical __ Masonry Prisms ----Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts __ Thickness __ Roofing __ steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --__ Electrodes -- __ DSA __ Fireproofing --__ Fireproofing -- __ OSHPD __ Roofing --__ Other __ Corrective action required --Specialty __ Other --__ Corrections completed ___ Remarks /,,, r:e.~.J-t J fk..,, ,,. ~ b&-r s fe~/@, fl,,;,< f11 ec /24?.d2e f /4,.,. 1f0o :t £,@.>"'1 II.J7' hp/weeJc-. /4:2e<s' C4B ,k,e..,l-w-e.--e.'/r.. S:-2 f'JJ>_,V" n./'lle.-;;:r7 <!!:JA.$A~e-<f= S?.3 r12.Jso I lre,'$r/Jt2.e,,-J.0-.R., t~ nh,<-,e,nt.e,iD t c S-3oY,ey,,.--..J1.g oS: Cof\.c}vk-@ rl.. C>uk>;::p.l,o ll"lCJJ.,.£ r , lo c;;&(,e,Y\. cp)go 1m~ ls-e,t o<; "2 400-~ ,...,../c. Sr'.9 wt Jf/-q 3 @, r11ec. s /o 6§61-~ 5@.B TIG~t:;!(? /Bf'3? 3 TV'Uc,k,i,#689 G(::~>71\0'l.d W«:>..S SLJTJOhs.cf2. ~\/ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME __ f--'-A.L-)....._.· /_/_~"'--=--,,?,c,-c)-/2,....,.~=--Y ____ _ INSPECTOR'S SIGNATURE _ 1 _ ..... ~=-=~~-r=int..,.~..,.H""'rly)--==,---· ~-'. ___ _ YB/ CERT. NO.--~-~----- DATE-6:~--/~&~--o_o ___ _ Forml/003 Testing Engineers-San Diego, Inc. REPORT OF COMPRESSION TEST Project Name Blackmore Lot 99 Investment Bldg. B Project Address <:.:j 610 Faraday-Averitt~ Gen. Contractor Reno Contracting Sub-Contractor N/A Sample Group# 1533 Project No 1999-763 ------=------------------------ Engineer Devine Engineering Architect Pacific Cornerstone Architects, Inc. Bldg Permit No _C_B_9_9_4_64_3 _________ _ Plan File No n/a --------------- Gov't Contract# n/a : ---'--------------D SA/OS HP D DSA# n/a --------------- Sample Group Data Report of Concrete Cylinders Measured Specified Placement Date 6121100 Slump (in.) 6.00 NIA Supplier/Plant San Diego Ready Mix Kelly Ball (in.) NIA NIA Mix Number 365P Air Temp (OF) N/A NIA Mix Description · N/A Mix Temp (OF) NIA NIA Mix Design 4000 psi 27.6 MPa Air Content (%) NIA NIA Specified Strength 4000 psi 27.6 MPa Unit Weight (pcf) NIA NIA Truck No. 336-Ticket#: 190083 Load# N/A TimeBatched _____ TimeSampled _____ Age:_gQ_Mln. ' Sample Mark: 99-763 6-21 #1 ----------Delivered by N/A Date Rec'd in Lab: _____ Logged in by: D Admixture FLYASH ----------N/A Gallons of water added at _N_/A __ _ by N/A Specific Location 2ND FLOOR DECK BETWEEN A & B & 4 & 5 LINES Special Instructions/Remarks Compression Laboratory Data Sample Lab No. Date Discard Dimensions Test Area Max Load Compressive Strength Age Tested 7 42624 6/28/00 D 6x12in 28.27in2 93,500 lbs 3310psi 22.8MPa 28 42625 7/19/00 D 6x12in 28.27in2 129,500 lbs 4580psi 31.6 MPa 28 42626 7/19/00 D 6x12in 28.27in2 133,000 lbs 4700 psi 32.4MPa 56 42627 8/16/00 ~ 6x12in 28.27in2 lbs psi MPa Comments: 28 day test meets specifications. Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, C78-84, C617-87, C42-90 Checked by: ___________ Date: __ Reviewed by: c;; Jtl. ;i Date:~ Sayed Shah, Civil Engineer cc: Blackmore Lot Reno Contracting Devine Pacific City of Carlsbad Testing Engineers-San Diego, Inc. REPORT OF COMPRESSION TEST Project Name Blackmore Lot 99 Investment Bldg. B Project Address 1610 Faraday Avenue Gen. Contractor Reno Contracting Sub-Contractor N/A Sample Group # 1532 Project No 1999-763 ------=------------------------ Engineer Devine Engineering Architect Pacific Cornerstone Architects, Inc. Bldg Permit No _C_B_9_9_4_64_3 _________ _ Plan File No n/a --------------- Gov't Contract# n/a ---------------0 SA/OS HP D ...:D::..:S:..:..A..::.:#....:.n.::...:/a::;__ ________ _ Sample Group Data Report of Concrete Cylinders Measured Specified Placement Date 6/21/00 Slump (in.) 5.50 N/A Supplier/Plant San Diego Ready Mix Kelly Ball (in.) N/A N/A Mix Number 365P Air Temp (OF) N/A N/A Mix Description N/A Mix Temp (OF) N/A N/A Mix Design 4000 psi 27.6 MPa Air Content (%) N/A N/A Specified Strength 4000 psi 27.6 MPa Unit Weight (pcf) N/A N/A Tr_uck No. 400 Ticket#: 190128 Load# N/A Time Batched ____ Time Sampled _____ Age: 70 Min. Sample Mark: 99-763 6-21 #2 Delivered by N/A Date Rec'd in Lab: ______ Logged in by: D Admixture _F_L_YA_S_H ______ _ N/A Gallons of water added at ...:.N.::..:/A-=---by N/A Specific Location 2ND FLOOR DECK BETWEEN B & C@ 7 LINE Special Instructions/Remarks Compression Laboratory Data Sample Lab No. Date Discard Dimensions Test Area Max Load Compressive Strength Age Tested 7 42628 6/28/00 D 6x12in 28.27in2 86,000 lbs 3040psi 20.9MPa 28 42629 7/19/00 D 6x12in 28.27in2 130,000 lbs 4600psi 31.7MPa 28 42630 7/19/00 D. 6x12in 28.27in2 133,500 lbs 4720psi 32.5MPa 56 42631 8/16/00 ~ 6x12in 28.27in2 lbs psi MPa Comments: 28 day test meets specifications. Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, C78-84, C617-87, C42-90 Checked by: ___________ Date: __ Reviewed by: 7/ti 5 Date:7ijq/tv Sayed Shah, Civil Engineer cc: Blackmore Lot Reno Contracting Devine Pacific City of Carlsbad Testing Engineers-San Diego, Inc. REPORT OF COMPRESSION TEST Sample Group# 1513 Project Name Blackmore Lot 99 Investment Bldg. B Project No 1999-763 Project Address 1610 Faraday Avenue Gen. Contractor Reno Contracting -------'---------Sub-Contractor N/A --------------- Engineer Devine Engineering Architect Pacific Cornerstone Architects, Inc. Bldg Permit No _C_B_9_9_4_6_4_3 _________ _ Plan File No n/a --------------- Gov't Contract# n/a D SA/OS HP D DSA# n/a ------------------------------ Sample Group Data Report of . Concrete Cylinders Measured Specified Placement Date 6/16/00 Slump (in.) 4.00 N/A Supplier/Plant SUPERIOR Kelly Ball (in.) N/A N/A Mix Number 36P Air Temp (OF) N/A N/A Mfx Description 6 SK Mix Temp (OF) N/A N/A Mix Design 3500 psi 24.1 MPa Air Content (%) N/A N/A Specified Strength 3500 psi 24.1 MPa Unit Weight (pcf) N/A N/A Truck No. __ 6_8_9_ Ticket#: 189373 Load# N/A Time Batched _____ Time Sampled · _____ Age:~ Min. Sample Mark: _o_o-_7_63_6_-1_6 ______ _ Delivered by CL Date Rec'd in Lab: _6_/1_9_/o_o ___ Logged in by: FM Admixture FIBERMESH . N/A Gallons of water added at __ N""/A ____ _ by N/A Specific Location ROOF MEC. SLAB @ LINE 5 @ B Special Instructions/Remarks Compression Laboratory Data Sample Lab No. Date Discard Dimensions Test Area Max Load Compressive Strength Age Tested 7 42563 6/23/00 D 6x12in 28.27in2 106,000 lbs 3750psi 25.8MPa 28 42564 7/14/00 D 6x12in 28.27in2 135,000 lbs 4780psi 32.9MPa 28 42565 7/14/00 D 6x12in 28.27in2 134,000 lbs 4740ps·i 32.7MPa 56 42566 8/11/00 ~ 6x12in 28.27in2 lbs psi MPa Comments: 28 day test meets specifications. Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, C78-84, C617-87, C42-90 Checked by: ___________ Date: __ Reviewed by: ____ ,S_M-'-'--5-i-------Date: __ _ Sayed Shah, Civil Engineer cc: Blackmore Lot Reno Contracting Devine Pacific City of Carlsbad Testing Engineers-San Diego, Inc. REPORT OF COMPRESSION TEST Project Name Blackmore Lot 99 Investment Bldg. B Project Address 1610 Faraday Avenue Gen. Contractor Reno Contracting Sub-Contractor N/A Sample Group # 1534 Project No 1999-763 -------=------------------------ Engineer Devine Engineering Architect Pacific Cornerstone Architects, Inc. Plan File No n/a Bldg Permit No _C_B_9_9_4_6_4_3 _________ _ --------------- Gov't Contract # n/a D SA/OS HP D DSA# n/a ------------------------------ Report of Placement Date Supplier/Plant Mix Number Mix Description Mix Design Specified Strength Concrete 6121100 San Diego Ready Mix 365P NIA 4000 psi 27.6 4000 psi 27.6 Sample Group Data Cylinders Slump Kelly Ball Air Temp Mix Temp MPa Air Content MPa Unit Weight Measured Specified (in.) 5.00 NIA (in.) NIA NIA (OF) NIA NIA (OF) NIA N/A (%) NIA N/A (pcf) NIA NIA Truck No. 400 Ticket#: 190163 Load# N/A Time Batched _____ Time Sampled _____ Age: _§Q_ Min. Delivered by N/A Date Rec'd in Lab: _____ Logged in by: Sample Mark: 99-763 6-21 #3 Admixture FLYASH N/A Gallons of water added at N/A ----by N/A ---------- Specific Location 2ND FLOOR SLAB @ LINE C BETWEEN LINES 8 & 9 Special Instructions/Remarks Compression Laboratory Data Sample Lab No. Date Discard Dimensions Test Area Max Load Compressive Strength Age Tested 7 42632 6/28/00 D 6x12in 28.27in2 87,500 lbs 3100 psi 21.4MPa 28 42633 7/19/00 D 6x12in 28.27in2 128,500 lbs 4550psi 31.3 MPa 28 42634 7/19/00 D 6x12in 28.27in2 127,00'0 lbs 4490psi 30.9MPa 56 42635 8/16/00 ~ 6x12in 28.27in2 lbs psi MPa Comments: 28 day test meets specifications. Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, C78-84, C617-87, C42-90 Checked by: __________ Date: __ Reviewed by: '.;? Lid 5 Sayed Shah, Civil Engineer cc: Blackmore Lot Reno Contracting Devine Pacific City of Carlsbad D Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT . Page_1_of_ Project Name /3 /. A GI<' Moa.~ Address /616 E.A RA DAY ?bl A'V~. TESDP~ect#_~9_9~--7~6~3~-- General / Subcontractor __ ..,,_g--=--~=-lv-""-",o==-------------------------------- Building Permit# G.{3 99 5(f;"Sl,3 DSA# ________________ _ Plari File# _______________ OSHPD # ________________ _ Government Contract # ____________ Other ___________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ Soil --__ Cone: Mix #/psi --_LPlans __ Prestress Cone __ Base --__ Cone: Mix #/psi ----Lspecifications __ Masonry __ Subgrade --__ Cone: Mix #/psi __ Sizes ~Struct Steel fZ I /1, t...:D __ Asphalt Concrete --__ Rini: Rebar __ Slump W(tLOfao/6-__ Fireproofing __ Concrete Cylinders --__ Rinf: W.W.F. __ Air Content __ Pile Driving ____ Cone Flex Beams --__ Rinf: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar; Type/psi __ Consolidation --Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage Mechanical __ Grout Samples --__ Units: Block __ Torque Applied -- --Electrical __ Masonry Prisms --___L"steel A 3 6 . __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block --__ H.S. Bolts __ Thickness __ Roofing __ steel --//" Metal Decking t8,,,::;;.p. Ab6 ;1e.. __ __ Waterproofing __ H.S. Bolts ---K.-Electrodes'J~,<DZ:2. -- __ DSA __ Fireproofing --__ Fireproofing -- __ OSHPD __ Roofing --__ Other __ Corrective action required __ specialty __ Other --__ Corrections completed ___ CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME __ ..... G-=--<-, ·-J_/---'=~=-,;:6,;,;.0__,_..,.l-=-e,,=-'1 1'--_/-·· ___ _ , -,:z/-:-<4 INSPECTOR'S SIGNATURE____,cc"""~'-"=----=-=~='-"""'=----~=-==;,,------ '78/ CERT. NO.---';__::::::c....cc.. _____ _ DATE_.....,6:~---='_q,__~_c:;x:)_--=-= Form#003 Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ Project Name _.,._6...,-___:;:&-;__-4_G-'-~-"'-'M-o-'-"-=12.'-=1z.~___,~-=-=o==---T-9-<--f7 _______ TESD Project# ----.'z.._9~·.,_Z-.:6:;....,5=----- Address _.,_/,..,.6=16=--'-/; ____ A~IQ.'-A_,__0_4....._Y ___ __,_A_._._Y-~---C--A~/£-"L~S~· ~B-A=D~----------------- General I Subcontractor ___ -/f!=a.!l&,;~o=------------------------------- Building Permit #_--"'c:,._,.e,""--"c,_q..:..-_'7'-=6~'7'--3 ______ DSA # _________________ _ Plan File# OSHPD # ________________ _ Government Contract # _____________ Other _____________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete __ Soil -- __ Prestress Cone __ Base -- __ Masonry __ Subgrade -- __ Cone: Mix #/psi __ Cone: Mix #/psi ___ _ __ Cone: Mix #/psi ___ _ /Plans ______ _ _-;7 __ S:pecifications ____ _ _Ksizes ______ _ _iL..struct Steel .p //£1,.J/) __ Asphalt Concrete vl./lJ.,I.. l!) 1 Al(:,. __ Fireproofing __ Concrete Cylinders -- __ Rinf: Rebar ____ _ __ Rinf: W.W.F. ____ _ __ Slump ______ _ __ Air Content ____ _ __ Pile Driving __ Cone Flex Beams --__ Rinf: Tendons ____ _ __Temperature ____ _ __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi ___ _ __ Unit Weight ____ _ __ Batch Plant __ Tendon (PT Strands} -- __ Soils Technician __ Mortar Samples -- __ Mortar: Type/psi ___ _ __ Units: Block ____ _ __ Consolidation ____ _ ~lectrode Storage ___ _ --Mechanical __ Grout Samples -- --Electrical __ Masonry Prisms -- . Units: Block ____ _ . ----;7 Steel ..... /d~l=3--6 _____ _ __ Torque Applied ____ _ __ load (Pounds) ____ _ __ Bolt Pull-Out __ Masonry Block -- __ Roofing __ Steel -- __ Waterproofing __ H,S. Bolts -- __ DSA __ Fireproofing -- __ H.S. Bolts______ _ __ Thickness _____ _ ___L_ Metal Decking J;·s 64 {!. pl,e.,,. Y ~Electrodesl§.7otf€,o2-Z. __ __ Fireproofing_____ _ _ --OSHPD __ Roofing --__ Other ______ _ __ Corrective action required __ _ --Specialty __ Other --_· __ Corrections completed __ _ Field Representative# ~ ¼;Jo CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME_~A~, /_1/_~-=---c.....,..?.....,.h>,._.,_.Y ____ _ ~~-:/~ INSPECTOR'S SIGNATURE __ ~~--,,.,-...,,.,..-~.,.,~-~~-r-~---- 9g/ CER~NO.----~~----- DATE___,_&-=--2.=......IJ~-o-=6--=-_ Form#003 It ~ ES,b it ~ ~ ~ t 'f~ ;;.t..' ·.',,,i.,0-~oli_.;:;;)~\ ~;:, Testing Engineers -San Diego, Inc. 7895 Convoy Ct., Suite 18 San Diego, CA 92111 INSPECTION REPORT Page_1_of_ Project Name A I.AG/4Mo~4!,;.. Address /6/0 ~Al2A J/2 AY TESD~~ect#_-2~9~-~7~6_3 ___ _ General/ Subcontractor ---"-~J;;..=--=--o=-------------------------------- Building Permit# c/139<::? ""1'693 DSA# ________________ _ Plan File# ________________ OSHPD # ________________ _ Government Contract# Other ___________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST _L Concrety ;e/4.Jb-l\~ __ Soil --J~conc: Mix #/psi '7'00Q__ ~lans __ Prestress Cone __ Base --__ Cone: Mix #/psi pecifications __ Masonry __ Subgrade --__ Cone: Mix #/psi ~Sizes t J __ Struct Steel __ Asphalt Concrete --~Rini: Rebar Ao'.lS 6.12. 60 ~Slump ~,1/:'.f:,/ __ Fireproofing _/L._ concrete Cylinders JZ-~Rinf: W.W.F. I.'/;<, /. 'i __ Air Content , __ Pile Driving __ Cone Flex Beams --__ Rini: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) --__ Mortar: Type/psi __ Consolidation --Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage Mechanical --__ Grout Samples ----Units: Block __ Torque Applied --Electrical __ Masonry Prisms ----Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts __ Thickness __ Roofing __ steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --__ Electrodes -- __ DSA __ Fireproofing --__ Fireproofing -- __ OSHPD __ Roofing --__ Other __ Corrective action required --Specialty __ Other --__ Corrections completed ___ Remarks /Asx:;-esJ.,,£ f !_....,, ce,b'lr S: &.-e ,/@, t/4,., zA '° }-/6011' ~. k.. £co.VI~ ,MT he_j')/Je>V, 1...,~ A-oT /-9 ,O,a,V-AeJ:---...1 I~ IAl-ie.ll Ob, <i, f.. -e..-}--: ~ 2. 2 $ 5 t/. 3,. s /, 9 CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated,. s m conformance with the specifications and the workmanship provisions of the applicable code. 7'8/ CERT. NO.--~~----- DATE_,,-6=--2=-"-/_.ce, ____ _ Form#003 Testing Engineers -San Diego, Inc. 7895 CONVOY CT .• SUITE 18 SAN DIEGO, CA 92111 INSPECTION REPORT PrQject Name Blackmore Lot 99 lnvitrogen Bldg. Adaress 1610Faraday Ave General I Subcontractor Reo J3 id" P ·t # C994643 u 1ng erm1 INSPECTION MArLSAMPLfNG QTY MATERIAL DESCRIPTION Concrete Soil Cone.: Mlx#PSI Prestress Cone. Base · Cone.: MiX #IPSI Masonrv Subarade Cone.: Mix #/PSI struct steel Asphalt Concrete Rinf.: Rebar Fireoroofina Concrete Cvlinder Rinf.: W.W.F. PIie Driving Cone. Flex Beams Rinf.: Tendons Non-Destructive Reinf. Steel Grout: Mix# PSI Batch Plant Tendon PT Strand Mortar: tvoe PSI Soils Technician Mortar Samoles Units: 81ock Mechanical Grout Samples Units: Block Electrical Masonrv Prisms steel Bolt Pull-Out Masonrv Stock H.S. Bolts Roofina Steer Metal Decking Waterproofing H.S. Bolts Electrodes OSA Fireoroofina Fireoroofina .OSHPO Roofina Other Specialty Other Remarks EPOXY DOWEL INSPECTION Page Lof _J__ Project# 1999763 an 1e Pl Fl# INSPECTION CHECKLIST Plans Specifications Sizes Slump Air Content Temperature UnltWeiaht Consolidation Electrode Storage Torque Applied Load (Pounds Thickness Corrective action reaulred Corrections completed Inspected the installation of four 1 /2" all thread with 5" of embedment using Simpson set epoxy f.C.B.O. ER# 5279 batch# 33785219 Exp. 4/01 at following locations hold downs for the O I water tank frame. Note there was no detail for this work it was inspected for the contractors record only. TIMS IN: 1~~~0J ft! t !"'t, ~ .:"''' 1>:"\ TIME OUT : 2:00 APPROVAL SIGNATURE: _______ _ cERilFICA:itQN·of_CC.,MP.ll:~NCE: To the best of my knowledge, all of the reported work, 1,mless otherwise stated, is in conformance with· the \approved plans and specifications and the workmanship provisions of the applicable code, . INSPECTOR'S NAME DANIEL E WYMAN CERT. NO. 0884636~88 / 650 tNSPECTOR'S SIGNATURE~ DATE 08-17-2000 ; \,, Mt. Shawn Shafer Re.no Contracting 161Q faraday Ave. Carlsbad7 CA~ Conaul'tlng, Inc. · R&Dd, Mlw:der,-PE Prfocipal I i . I i Dear Shawn: : . I . I . The installed feeders and conduit siwrhave been revised to :reflect n:ir<allelronductors. The , I r-· feeders comply with 1he NEC.and are acceptable by my office. . . . . . · I Please feel free to call if you have any further questions or commenl8. . . . I RM/men\ I I i Consulting Electrica.J P.:ngi,'u:ers 9466 Black Mountain Road, Suite 295 • San Diego, CA 921 26 I .-• (85~) 578-4788 • fax (S58) 578-4761 • www~mpeconfJultmg.com ,,', : ': ,f• ,-'.·<··: ~ ./\; •'.'-'' ' : --· Testing Engineers-San Diego, Inc. REPORT OF COMPRESSION TEST Project Name Blackmore Lot 99 Investment Bldg. B Project Address '\ 161 O Faraday Avenu~ Gen. Contractor Reno Contracting Sub-Contractor N/A Sample Group# 7467 Project No 1999-763 ------~----------------------- Engineer Devine Engineering Architect Pacific Cornerstone Architects, Inc. Bldg Permit No CB994643 _;..;....;..;;..;....;... ___________ _ Plan File No n/a --------------- Gov't Contract# n/a ....;..;;.. _______________ _ D SA/OS HP D DSA# n/a --------------- Sample Group Data Report of Concrete Cylinders Measured Specified Placement Date 5/11/00 Slump (in.) 4.00 4.00 Supplier/Plant Escon Ready Mix Kelly Ball (in.) NIA N/A Mix Number 365P Air Temp (OF) 65 N/A Mix Description N/A Mix Temp (OF) 75 N/A Mix Design 4000 psi 27.6 MPa Air Content (%) NIA N/A Specified Strength 4000 psi 27.6 MPa Unit Weight (pcf) N/A NIA Truck No. 528 Ticket#: 272487 Load # 4 Time Batched 7:26 AM --------Time Sampled 8:20 AM Age:~Min. Sample Mark: _5_-1_1_1_0_0-_2_34 _____ _ Delivered by CL Date Rec'd in Lab: _5_/1_2/_00 ___ Logged in by: D Admixture N/A ----------N/A Gallons of water added at ""'"N"""'/A....;.... __ by N/A Specific Location _P_A_N_E_L_S-_1 ________________________________ _ Special Instructions/Remarks Compression Laboratory Data Sample Lab No. Date Discard Dimensions Test Area Max Load Compressive Strength Age Tested 7 41306 5/18/00 D 6x12in 28.27in2 101,000 lbs 3570psi 24.6MPa 28 41307 6/8/00 D 6x12in 28.27in2 137,500 lbs 4860psi 33.SMPa 28 41308 6/8/00 D 6x12in 28.27in2 135,000 lbs 4780psi 32.9MPa 56 41309 7/6/00 ~ 6x12in 28.27in2 lbs psi MPa Comments: 28 day test meets specifications. Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, C?B-84, C617-87, C42-90 _ / _ / _ Checked by: ___________ Date: __ Reviewed by: ___ g[)p--="-'---------Date:~ R. Douglas Provins, PE cc: Blackmore Lot Reno Contracting Devine Pacific City of Carlsbad '.:. :..-.-: ,---J:. if ; ,, :~/~~:t_:-~~ ~._ 1; ·,,, •. · ,f, .~: j 3(Z)(?)(l)A 480Y /211V 30 4W m} 01 0f ?l<.~) ~ H-~Jl,!Kl, T'l"Ft: 1..1"'6-i-K-SP,) ~ Pl' ~ ~AT ~A& ~AT w .411M,J,,r .3F . ~ - ElJ:VA.T~ 4<DHI"" &2Fl.A .,., " ,,, ... MEH F>ANEl.. 111 04-1 ~ '· ·,' -~ ' \,--' .. :, ·-~- ' ~· ; :;' ,. ,..,_, ' ~:· ., • ,!, '--/~ . ...... ·.: .. ,. -!! ,.. ~:: '. '":, ~·- '•'_, ' t \ ~· '1' ~· } ~r Fi!(J, TTFE Lr'S-'jli!K-SP. ) ~ ~ W!DA5 n!'>AT 1100 N'-31"' ~ - BJ I ) 2~,61! , :AT ~1 ) IHN= :'AT ·,4~~"C:. ,MIO, 2"C. ,N/I0,2"C. ~,~ ~ 'PANEL LI NlirMA 1 ~T-LF1A--·-'W!91A 1..c_B·T-l.MA----__ .. ------.. 1'Q!MAJ.~7 -r-Cf"IA .. (l~~~':-..~~~M>~;:~~vA Cl~:::ta"J~A NEW .------1 F.4Na LFIA '4MAki, 1'4-C. :41"G/111>, il'C. NEW l"ANEL LPD NEW PANS. 1.FlB 4J"l~l¼'C. NEW PANE!. l.PiC 0 ~ P~t.1------, LF2A ~,3"C. ..~ ~"C. NEW PAN!:L LP2S 1-&-l PANEL LP?O 4"2~ !14"C. NEH ,-.AN!i:L L.F2C ~ '41"{,,IC), ~½· ~ PANS. CFIA '4}'1~ ~ NJ'::1-' P.dNeL OP2A ,_, ~ ,;; Carlsbad 99-4643 January 4, 2000 SPECIAL INSPECTION PROGRAM \ ADDRESS OR LEGAL DESCRIPTION: \U \0 ~ ~ G.!lhlatd 1 C/± PLAN CHECK NUMBER: q;J-:r(jf:;2 OWNER'S NAME: 7kl/tdltJcA11/Jt/Ce {f2 ,.. I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architecVengineer of record, will be responsible for employing the special inspector{s} s required by Uniform ,Building Code (UBC} Section 1701.1 for the construction project loca d a t e site Ii d ove. USC Section 106.3.5. 1. List of work requ· · g special inspection: Q:j _),oils eompliance Prior to Fc,undation Inspection ~ Structural Concrete Over 2500 PSI 0 Prestressed Concrete D Structural Masonry D Designer Specified 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: ::~~cs -S.X"' \or40 C. ------------------------------- 3. Duties of the special Inspectors for the work listed above: A. 8. C. Special Inspectors shall check In with the Clly and present !heir credentials for approval prior to beginning work on the job site. EsGil Corporation 1n Partnersliip ioitli (jovernment for 'BuiCaing Safety DATE: February 18, 2000 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4643 PROJECT ADDRESS: 1610 Faraday Rd. SET: III PROJECT NAME: INVITROGEN Industrial Building (shell) ~NT D PLAN REVIEWER D FILE D The plans transmitted herewith ·have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person ~ REMARKS: Applicant shall provide a "Spe · spection Program" to the Building Official·. By: Sergio Azuela Esgil Corporation D GA D MB D EJ D PC Enclosures: 2/11 trnsmtl.dot ·9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 I , EsGil Corporation 'l.n Partnersliip Witli government for '13uiUing Safety DATE: January 4, 2000 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4643 PROJECT ADDRESS: 1610 Faraday Rd. SET: I PROJECT NAME: INVITROGEN Industrial Building (shell) D APPLDNT c-C?DRIS. · 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. cgj 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. cgj The applicant's copy of the check list has been sent to: Pacific Cornerstone Architects, Inc. Attn. Randy Chumley 8810 Rehco Rd., Suite C, San Diego, CA 92121 ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person D REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation ~ GA ~ MB D EJ D PC 12/20 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 99-4643 January 4, 2000 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 99-4643 OCCUPANCY: B, F-1 & S-1 TYPE OF CONSTRUCTION: VN JURISDICTION: Carlsbad USE: Office/Manufaturing/ Warehouse/ ( shell) ACTUAL AREA: 29,053 SF ALLOWABLE FLOOR AREA: 32,000 SF STORIES: 2 8k X 2 (stories) X 2 (sprinklers) SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/16/99 DATE INITIAL PLAN REVIEW COMPLETED: January 4, 2000 FOREWORD (PLEASE READ): HEIGHT: 34 FT OCCUPANTLOAD: 291 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/20 PLAN REVIEWER: Sergio Azuela 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. Carlsbad 99-4643 January 4, 2000 • GENERAL 1. 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, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Pla~ning, 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. • PLANS 2. All sheets of the plans are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. C, L P and M plans are missing the architect/engineer signature. 3. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: + Justification to exceed allowable area in Table 5-B. Please revise the plans, since. the 60' yards separation is over-passing the property line on the West Side. 4. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. 5. · 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. • SITE PLAN 6. Provide a statement on the site plan stating: "All property lines, easements and buildings,. both existing and proposed, are shown on this site plan." Carlsbad 99-4643 January 4, 2000 7. Clearly designate any side yards used to justify increases in allowable area based on Section 505. Please revise the plans, since the 60' yards separation is over-passing the property line on the West Side. • FIRE-RESISTIVE CONSTRUCTION 8. Provide details of the one-hour fire-resistive construction. Include roof/ceiling assemblies. Detail M/A-8 metal studs at the stairway ceiling (only one layer of 5/8" type ?). 9. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710." • EXITS 10. Has the electrified pivots included in the hardware been approved by the fire department? • EXIT SIGNS 11. Please remove the exit sign from the stairway located in front of the elevator. Since this one is considered a convenience exit and not a required exit. If the exit sign is not removed, the stairway shall be provided with 1 hr construction and the lobby shall also by protected as for 1 hr. • ELEVATORS 12. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one-hour shafts and one and one-half hours in two hour shafts. Section 711.4. 13. Provide clear inside elevator car dimensions as required by Title 24: a) In high-rise buildings, NE/I occupancies, State-owned buildings, residential care homes, hotels, motels, apartments and condominiums: 80" by 54," with a 42-inch side slide door. b) Elevator in buildings more than two stories or buildings where disabled access is required to upper level(s): 68" by 54", with a minimum clear door width of 36." c) Elevators other than in (b) above serving less than 50 occupants shall have a minimum inside platform of 4 feet 6 inches by 4 feet 6 inches and a minimum clear door width of 36 inches. 14. Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24. Carlsbad 99-4643 January 4, 2000 • GLASS AND GLAZING 15. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. b) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36 inches horizontally of the plane of the glazing. c) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. • FIRE EXTINGUISHING 16. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. • TITLE 24 DISABLED ACCESS 17. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. • FOUNDATION 18. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Carlsbad 99-4643 January 4, 2000 19. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2. 20. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 106.3.3. 21. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 • MASONRY AND CONCRETE 22. -·show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 1403.6 and Section 2307. Show ties, #9 wire in horizontal joints, etc. Please specify on plans the granite stone veneer supports and attachments. • ADDITIONAL 23. See attached lists for: electrical, mechanical, plumbing and energy corrections. 24. The building occupancy classification considered for a shell building is assumed to be B, F-1 & S-1. If any other classification is shown on the plans either by way of clear identification or by way of use of the spaces, the building shall be rechecked for the specific requirements of the new classification. 25. Additional corrections may follow. CARLSBAD SPECIAL CODE REQUIREMENTS 26. All new residential buildings, including additions, require a soils report. 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. 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: D Yes D No Carlsbad 99-4643 January 4, 2000 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 Sergio Azuela at Esgil Corporation. Thank you. + ELECTRICAL PLAN REVIEW + 1996 NEC + PLAN REVIEWER: MORTEZA BEHESHTI 26. Specify the ground electrode system. City of Carlsbad does not accept rebar to be used as a ground electrode. Please describe what the UFER ground will be. (footage, conductor material and size, depth in footing) NEC 250-81 (c) 27. Specify exit signs as being self-luminous or having a second source of power (battery or generator). UBC 1003.2.8 and NEC 700-16. 28. Specify inverter size to provide emergency illumination at the floor level. Also, apply note 3 on page E3.1 to all applicable circuit locations on floor plans. UBC 1003.2.9 & NEC 700-16. 29. Provide a disconnect for each sign. NEC 600-2 Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + PLAN REVIEWER: Glen Adamek 30. The licensed designer must sign each sheet of the plans. 31. Provide data on proposed hazardous material to be stored and used. UBC, Section 307 and UFC. See the Industrial Waste Piping System (Acid Waste?) and see data on floor plans on sheets P2.1 and P2.2 (check Radiation Lab Storage, Radiation Lab, Compressed Gas Room, and flammable cabinets in the three Equipment Rooms). a) Clearly show types of hazardous material is being stored or used. Provide a list of the proposed hazardous materials as per the types in USC, Tables 3-0, and 3-E. Provide the material safety data sheets (MSDS). b) Clearly show the amounts of each type of hazardous material to be stored and in use. Carlsbad 99-4643 January 4, 2000 c) Clearly show where in the buildings each type of hazardous material is being stored or used. PLUMBING {1997 UNIFORM PLUMBING CODE) 32. Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter; and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. The Civil Drawings are not provided. 33. As per UPC, Section 710.0, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the public or private upstream manhole rim elevations. Only fixtures with flood rim levels below the public upstream manhole rim elevation may flow through a backwater valve. Please show the elevation of the upstream public or private sewer manhole cover. 34. Correct the detail 4 on sheet P1 .1, The "San-Tee" fitting may not be used as shown as a Sample Port fixture. The "San-Tee" fitting is not listed to be installed as shown and will retard flow. UPC, Sections 311.5 and 310.4. 35. Provide data on the proposed Acid Waste Piping. 36. Show the required waste treatment system for the Acid Waste System, as per UPC, Section 811.1. Provide a letter from the Sewer Agency. 37. Correct the water line sizing on sheet P1 .1. a) The Water System Data shows Private Use fixtures. But all fixtures in the proposed building are Public Use fixtures. b) Please correct the water demand as per the 1997 UPC, Table A-2. The fixture units in the Water System Data are incorrect. c) The GPM for the 1-1/2 inch and 2 inch water lines are too large for the maximum 8 feet per second flow using UPC, Chart A-4. 38. Obtain approval from the building official and the State Elevator Inspector for the proposed elevator pit drainage, pump system (See detail 3 on sheet P1 .1 ). Why the valve at the pump connection to the 55 gallon drum? Is an alarm system required for the proposed elevator pit drainage, pump system? 39. Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603.4.18. Carlsbad 99-4643 January 4, 2000 MECHANICAL (1997 UNIFORM MECHANICAL CODE) 40. Detail required roof access ladder to roof mounted HVAC equipment. UMC, Section 307.5. 41. Sheet M2.1 shows duct openings in the fire rated stairwells. Please reroute ducts as not to run through the fire rated stairwells. 42. Provide required independent ventilation or air conditioning system of elevator equipment room to prevent the overheating of the electrical equipment. UBC, Section 3005.1. No first floor mechanical plans provided. 43. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Also, show the following: a) All material exposed within the plenum shall have a mold-, humidity-, and erosion-resistant face that meets the requirements of UL 181 as per UMC Section 604.2. b) Combustibles within the plenum space must comply with UMC Section 601.3. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50. c) A combustion products vent, vent connector, chimney, or chimney connector shall not extend into or through an air duct or plenum. UMC, Section 804.1. d) Clothes-dryer moisture-exhaust ducts shall not extend into or through ducts or plenums. UMC Section 504.3.1. e) Product-conveying duct systems shall not extend into or through ducts or plenums. UMC Section 505.1. 44. In Groups B, F, M, and S Occupancies, or portions thereof, where Class I, II, or Ill-A liquids are used (in any amount), mechanical exhaust shall be provided sufficient to produce six air changes per hour. Such mechanical exhaust shall be taken from a point at or near the floor. UBC, Section 1202.2.2. 45. "Equipment, machinery or appliances which generate finely divided combustible waste or which use finely divided combustible material shall be equipped with an approved method of collection and removal." UBC, Section 306.8 46. Provide smoke detection in supply air duct of 'air-moving system' for required shut-off for smoke control as per UMC, Section 608 and also see Section 203. 47. Detail exhaust ventilation system compliance with UMC Chapters 5 & 6. a) Detail the required make-up air as per UMC, Section 505.6. b) Detail the exhaust outlet clearances as per UMC, Sections 504.6 & 505.9. Carlsbad 99-4643 January 4, 2000 c) Clearly show the type of material to be exhausted by each exhaust system. d) Clearly show the duct materials are suitable for the intended use. UMC, Section 609.1 e) Clearly show the exhaust duct material and gage used for each duct size. See UMC, Table 5-B & 5-C. f) Separate and distinct systems shall be provided for incompatible materials. UMC, Sections 505.2 g) Detail ducts conveying .explosives or flammable vapors, fumes or dusts shall extend directly to the exterior of the building without entering other spaces. UMC, Section 505.1. h) Detail minimum duct conveying velocities as per UMC, Section 505.4 and Table 5-A. i) Detail duct cleanouts as per UMC, Section 609.4. j) Detail required explosion venting of dust collection systems as per UMC, Section 609:5. k) Detail duct support as per UMC, Section 609.6. I) Detail fire protection as per UMC, Section 609.7. m) Detail clearances from combustibles as per UMC, Sections 609.8 & 609.8.1. n) Detail protection from physical damage as per UMC, Section 609.9. ENERGY CONSERVATION 48. Provide plans, calculations and worksheets to show compliance with current energy standards. Provide the shell building energy designs for the proposed envelope and proposed installed lighting .. Provide the completed ENV-1, ENV- 2, ENV-3, L TG-1 and L TG-2 forms showing shell building energy compliance. 49. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 50. Detail required exterior lighting controls. "Exterior lighting controlled from a lighting panel within the building shall be controlled by a directional photocell or astronomical time switch that automatically turns off exterior lighting when daylight is available." 51. The completed and signed ENV-1 and L TG-1 forms must be imprinted on the plans. 52. The Documentation Author and the Principal Envelope Designer must sign the ENV-1 form. Carlsbad 99-4643 January 4, 2000 53. The Documentation Author and the Principal Lighting Designer must sign the LTG-1 form. 54. Complete energy plan check will be done when complete corrected energy designs are provided. Note: If you have any questions regarding this plumbing, mechanical and energy plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1998 edition of California Building Code, Title 24. Per Section 101.17 .11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. • ELEVATOR PROVISIONS 1. Show on the plans to show that the ·inside of the elevator car complies with the following, per Section 3003.4. 7b. The clear distances between walls, or between the walls and the door,· excluding return panels, is: a) 280" by 54" (at center opening doors). b) 268" by 54" (at side-slide opening doors). c) The distance from walls to return panel is 251 ". 2. Show that a handrail is provided on one wall of the car, preferably the rear, per Section 3003.4.12. The rails shall be smooth and the inside surface 21 ½" clear of the walls at a height of 32"±1" from the floor.. 3. Show, or note, that call operation buttons are to be ~3'6" above the floor, per Section 3003.4.14. END OF DOCUMENT Carlsbad 99-4643 January 4, 2000 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Sergio Azuela BUILDING ADDRESS: 1610 Faraday Rd. BUILDING OCCUPANCY: B, F-1 & S-1 BUILDING PORTION BUILDING AREA (ft.2) PLAN CHECK NO.: 99-4643 DATE: January 4, 2000 Invitrogen Industrial ( shell) TYPE OF CONSTRUCTION: VN VALUATION VALUE MULTIPLIER ($) Industrial Bldg. 29,053 26.00 755,378 Air Conditioning Fire Sprinklers 29,053 1.80 52,295 TOTAL VALUE 807,673 D 199 UBC Building Permit Fee ~ Bldg. Permit Fee by ordinance:$ 2,937.38 D 199 UBC Plan Check Fee ~ Plan Check Fee by ordinance: $ 1,909.29 Type of Review: ~ Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 1,527.43 Comments: Sheet 1 of 1 macvalue.doc 5196 ; ~~~~INJLtl~, BUILDING PLANCHECK CHECKLIST · cs;f) l/(pl/'3 PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: EST. VALUE:""/~~ 3Jf{ ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. Cl Right-of-Way permit is required prior to construction of the following improvements: By: D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application D Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet DENIAL Please sei:>-. t~ attached report of deficiencies marked ~Make necessary corrections to plans or specifications for compliance with applicable codes and stand s Submit corrected plans and/or specifications t this ffice for review. By: By: By: Date: -------- ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619)438-1161,ext.4374 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 I f' J ', @ ,r a a a a a a BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: L L . ' ~ l PL·~ c1o /) o--r fh'lOvTC-n Oorth Arrow ~ Property Lines-fmJ.. rm. U-/J 1.-o-f <J9 b ~Existing & Proposed Structures._~Easements-f'(\(A.r/c. S,b~ a.1J 1 eoef'he11, P,-Existing Street Improvements ~ ~Right-of-Way Width & Adjacen_t Streets 4 ~ Driveway widths-/}Lt.uh 1:u le 3o1 rn1t1- 2. Sh~te plan: ~inage Patterns -SA oW clramtt&e.., fo±berz.-n 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." ~Existing & Proposed Slopes and Topography 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No .. _______________________ _ 4b. All conditions are in compliance. Date: __________ _ \ILASPALMAS\SYSILIBRARYIENGIWORDIDOCSICHKLST\BU1klmg Plancheck Ck/st BP0001 Fenn KF.doc Rev. 9/3/97 2 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ ______ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ________________ _ Dedication required. Ple·ase have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:____________ Date: ____ _ IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ ______ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: _____________ _ Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and .submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: _________ _ Date: ---- 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ _______ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: I\IASPALMAS\SYSILIBRARY\ENG\WORDIOOCS\CHKLSTIBuliding Plancheck Cklst BP0001 Form KF.doc Rev. 9/3/97 . 3 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreeme_nt completed by: Date: 6d. No Public Improvements requireq. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities ( cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit niust be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: ----------- 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 7d. No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: Owl #-J/2 lJJt'. U/J-,lf' t I\LASPALMASISYS\LIBRARYIENG\WORDIDOCSICHKLST\Bulldlng Plancheck Cklst BP0001 Fann KF.doc Rev. 9/3/97 4 • ., ,I 1 st.r 2nd.I 3rd.I 0 0 0 0 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, yoo need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: Date: 11. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by -the City Engineer prior to issuance of grading or building permit, whichever occurs first. 12. H:IWORD\DOCSICHKLST\Bu,rdmg Plancheck Cklst BP0001 Form fSF,doc 5 Rev, 9/3/97 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET CJ Estimate based on unconfirmed information from applicant. C-T gi,-;,c)c/ Lc>f--99 CJ Calculation -~-~sed 03 building plancheck plan submittal. . Address: /{Q/0 --...:faJ,o.. JOU leJf99 Bldg. Permit No. e,3 :}9) %~3 • 1, Prepared by: Date: IY~ 'P7J Checked by: ----Date: -....----- EDU CALCU • 1st types and square footag~s for all uses. {?i o[3-/ £"()()()) Types of Use~eu. •. -W().,reho~ .. Ft.°!Units: ,r@iobt>'gf EDU's: -£¥ I Types of Use: ______ _ Sq. Ft./Units: _____ _ ADT CALCULATIONS: List types and square footages for all uses. Types of Use:..stlell -{J)Cv(eho11J.e.sq. Ft./Units: ~ t).5-3 £i::f ,. ; Types of Use: -------Sq. Ft./Units: ____ _ FEES REQUIRED: EDU's: ----- ADT's: ADT's: ------ WITHIN CFO: ta'YES. fno bridge & thoroughfare fee in District #1. reduced Traffic Impact Fee) D NO D 1. PARK-IN-LIEU FEE PARK AREA & #: __ _ FEE/UNIT: __ __;_. __ X NO. UNITS: __ _ =$ ,/ D 2. TRAFFIC IMPACT FEE ADT's/UNITS: )t.j~ • d; 7 X FEE/AOT: c:2-3 ZONE T~ANSPORTATION ADT'S //.jf;.,;), 7 X $10 =$ -3~</;.~/ / =$ /1/~ ~.., 70 J D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 DIST. #3 __ ) ADT's/UNITS:_____ X fEE/ADT: ___ _ = $ _..,,--,,-• D 4. FACILITIES MANAGEMENT FEE ZONE:. __ .s-__ UNIT/SQ.FT.: ~0£'°'3 X FEE/SQ._FT./UNIT: "'lo -I = $ I ~I ~ ::'l/~ ;)__CJ I D 5. SEWER FEE / PERMIT No. ---=---1:--_ D / EDU's: _..:;,_...;;;e. __ X FEE/EDU: /'?9 7 =$ I~, C>d/,;:,J BENEAT AREA: F EDU's: ~-:c;; { DRAINAGE BASIN: __ _ 6 3 9/. 00-1 x FEE/EDU: I It) 0 =$ D 6. ~EWER LATERAL ($2,500) =$_""-~--- 0 7. DRAINAGE FEES PLDA. ____ . ACRES: _____ _ HIGH ___ /LOW __ _ X FEE/AC: = $ ~ f L _ TOTAL OF ABOVE FEES*: $ ------ *NOTE: This calculation sheet is NO_T a complete list of all fees which may be due. Dedicat.~ons and Improvements may als.o be required with Building Permits. I ' ~ -N Q ......._ ., "' "' i: ~ io Cl Cl I ~ rj. 8 >->->-.D .s::. .,, ;;;;; "-.., .. .. .>< -"' -"' u <., u ·c, :! "' :c .r::: 't: c3 .u C: C .r: n: It C: C: C: ~DD ~DD PLANNING DEPARTMENT. BUILDING PLAN CHECK REVIEW CHECKLIST Plan ~~to. CB ~g ',b'(~ Planner J?..e (~ a APN: 2 -l 30 ~ t.f Address / 6 l 'O fav--(i J~ Phone (619) 438-1161, exten~--- Type of Project & Use: J5~o J2eJk~/ Project Density: ___ AJ_,_,/_.._tt,._-----D ___ U __ /A ___ C ___ Zoning: Ct1 General Plan: Facilities Management Zone: ___ _ ( ----. CFO lin/nrrtl # Date of participation: Remaining net dev acres: Circle One --------- (For non-residential development: Type of land used created by this permit: ____________________ } Legend: fSl Item Complete ©J Item Incomplete -Needs your action Environmental Review Required: YES. No}(_ TYP,:···.· DATE OF COMPLETION: 1 -------- Compliance with conditions of approval? ff not, state conditions which ·require action. Conditions of Approval:· ______________________ _ Discretionary Action Required: YES_ NO -1(. TYPE ___ _ APPROVAL/RESO. NO. _____ DATE ___ _ PROJECT NO. _______ _ OTHER RELATEb CASES: __________________ _ C9mpliance with conditions or apprqvar? If not, state conditions which require action. Conditions of Approval: ------------------------- lvf D D Coastal Zone Assessment/Compfiaa:ice f'--Project site located in Coastal Zone? YES No_}(_ CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at -3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO · If NO, complete Coastal Permit Determination Form ·now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans}. 2) Complete Coastal Permit Determination Log as needed. lnclusionary Housing Fee required: YES (Effective date of tnctus1on11ry Housing Ordinance -May 21, 1993.) Data Entry Completed? YES_ NO_ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN. Enter Fee. UPDATE11 Site Plan: D D D 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvel"Dents, right-of-way width, dimensional setbacks and existing topographical lines. D O D 2. Provide. legal description of property and assessor's parcel number. Zoning: D D D 1. Setbacks: Front: Interior Side: ~,r\ • ·3A Required ;;l v Shown ....... Required IO Shown ====·,t==5====== Street Side: Required · Shown --------------Rear: Required Shown ------- D D D 2. Accessory structure ~etbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separatio,:t: R~quired Shown D D D 3. Lot Coverage: Required £ o· 7-o-------------Shown ------- D D D 4. Height: 0 D D 5. Parking: S 5 1 Shown 35 1 .f per"' fled a7 l•/ioo sf) f~u~s . Spaces Required __ -___ I ___ '!__.__ Shown ___ ({Cf..__ __ _ Required ~ ODD Carlsbad Fire Department R E C C' t V E D 990499 2560 Orion Way Carlsbad, CA 92008 JAN O 5 1999 Fire Prevention rJFICCORNERSTONF (760) 931-2121 • '.,...., f1'T'1Z~ ft,,,.t("' Plan Review Requirements Category: Building Plan Date of Report: 12/29/1999 Reviewed by: ------------ Name: Pacific Cornerstone Address: 8810 Rehco Rd Ste F City, State: San Diego CA 92121 Plan Checker: Job #: 990499 Job Name: lnvitrogen Bldg #: CB994643 ------------------Job Address: 1610 Faraday Av Ste. or Bldg. No. IZI Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and I or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in . suspension of permit to construct or install improvements. The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 990499 2nd FD File# 3rd Other Agency ID I ·1 'I. \ I I STRUCTURAL CALCULATIONS I for I INVITROGEN -LOT 99 CARLSBAD RESEARCH CENTER ·1 CARLSBAD, CALIFORNIA I I I ·1 I ,-::J u I Prepared for: Pacific Cornerstone Architects . 8810 Rehco Road, Suite C I San Diego, CA 92121 I Prepared by: 1· Devine Engineering .11884 Springside Road San Diego, CA 92128 I (858) 748-6168 I December 13, 1999 \ ) DE Job No.: 199041 I I I ·1 I I I I I I I I I I DEVINE ENGINEERING 11884 Springside Rd. San Diego, CA 92128 (858) 748-6168 · i-..... ·r--··· ;-· ... i : .: .. : .. ····:········.·: .. ·i ... ., ......... . SHEETNQ. ___________ OF _______ _ CALCULATED BY __ _,_M_;_W;....;...;D:::......____ DATE V2 · \ 3 · ss CHECKED BY __________ DATE _______ _ SCALE . ' .. . '. .. .. ~-. . . " .. : . . . . . \ ... ' .... ,! ......... ~ ......... : ......... :·· ·····;···. : .. ,--f· ............... ·:·······:···· ;. . . ; .... ; ..... · ..... . 110or,<-+ L -!-: . : : ...................... ; ............. L ......... ',,.: ........... : ......... : ........... .!.. ............ l ...... : ...... \·· ..... , .... · l,.·· ...... :.:.,. · .. : ......... : ..... -: ... -· -··· r · ·i -----= = · ; -1· ' . ... ... . . .... -· : . . .. "~-.... -· ' . ,,,.,•I••• ' ..... 1 ..... ·1 · ··; ........ ; ....... '!" ...... ' .... ! ....... ] ........ ,!_ .................. 1 ................... .3 ............. 1. _ ....... · .•......• 1 •••• : ... . ' ' ' f : i . ; i l •.... : ....... .:..... i . . l . . .. :··········:· .......... ----1·------r· ·····;·· ................ ;··· ······: ..... .. .'. ....... , .... , ....... : .................. 1... .................... l. ..... !. ... I . ·;·· ........ . l ....... } ....... . P!IOOUCT204-1 (Smg~Sm:ets)205-1 (Paddod) I ·1 ) I I I I I I I I I I I I 1· I IJ I I November 9, 1999 Revised 11-29-99 1. GENERAL INVITROGEN -LOT 99 STRUCTURAL BASIS OF DESIGN DE# 199041 1.1 Foundations 1. 11 Allowable soil bearing value is 2000 psf with increases for width and depth up to 2500 psf. 1. 12 Conventional foundations will support the structure. Conventional foundations. consist of reinforced concrete placed in shallow excavations. 1.121 Continuous footings will occur below perimeter tilt-up panels. 1.122 Isolated spread footings will occur below gravity columns. 1.123 Grade beams will occur below interior concrete panels. 1.13 Slab-on-grade will be 6 inches thick with 4000 psi concrete reinforced with #3 at 12 inches each way over a moisture barrier. Soils report recommends a 4-inch Class 2 aggregate base and slab joints at less than 14 feet. 1.2 Live Loads 1.21 Code allowable reduction in live loading will be used in the design of all structural members. 1.22 The following minimum live loads are recommended: Roof 20 psf Roof Mechanical Pad Allowance of 50 psf live load plus 25 psf dead load until unit weights and locations are confirmed. Second Floor (Labs) 105 psf (reducible) plus 20 psf for partitions for a total of 125 psf. Stairs, Corridors and Exits 100 psf 1.3 Allowance Loads for tenant improvements. The qesign of the structure will include allowances for large mechanical units on the roof, roof hung laboratory hoods, exhaust fans, sprinkler mains, cable trays and large mechanical ducts as follows: 1.31 Roof bar joists will include a 1000 lb. load allowance at any point along the top chord. I ·1 I I I I I I I I I I I I 1· I IJ I I ) ) 1.32 Roof joist girders will include a 1000 lb. load allowance at each panel point. 1.33 Roof mechanical area will include 50 psf live load allowance plus 25 psf dead load allowance over the entire mechanical area until final size and location of mechanical units are determined. 1.4 Lateral Forces 1.41 Lateral forces at the roof will be resisted by exterior concrete tilt-up wall panels. Lateral forces at the floor will be resisted by interior and exterior concrete tilt-up wall panels. 1.42 Seismic forces will be developed for 1997 USC Zone 4 criteria. 1.43 Wind forces will be developed for 1997 USC basic wind speed of 70 mph and wind exposure Category C. 2. FRAMING 2.1 Roof 2.11 The roof deck will be 1 1/2 inch metal 8-deck over open web steel bar joists at 8 foot spacings. 2.12 Open web steel bar joists will span 30 feet to joist girders. Joists will be .supported by the exterior concrete panels. Bar joists will be shallow enough to allow duct work and sprinklers above a ten-foot high ceiling. 2.13 Joist girders will span 20 feet and be supported by interior columns and the exterior concrete panels. 2.14 Mechanical area will have 2-1/2 inches concrete (145 pcf, 3000 psi, reinforced with welded wire fabric) over 18 gauge metal deck. Wide flange steel beams will support the metal deck at the mechanical area to accommodate future point loads from the mechanical units. 2.15 Bar joist deflection criteria: Live Load: Span/240 Total Load: Span/180 2.2 Floor Framing Page2 2.21 Vibration from foot traffic on the second floor is of concern due to the open lab spaces. To minimize these vibrations the second floor framing utilizes the following: 2.211 Short girder spans of 20 feet. 2.212 Composite steel beam construction. I ·1 -, ) I I I I I I I , _--_:) I I I I 1· I IJ I I 2.213 Beam depths of 18 inches where 16 inches may work. 2.214 3 inch deep metal deck. 2.215 Hard rock concrete fill. 2.21 Floor construction will be 3 inch, Verco W-3 metal deck with 2-1/2 inches hard rock concrete fill (145 pcf, 3500 psi), reinforced with welded wire fabric. 2.22 Decks will span to steel beams spaced at ten feet. Steel beams will have welded studs on the top flange to provide composite action with the concrete deck. 2.23 Steel beams will span 30 feet to the steel girders. Girders will be supported by steel columns. 2.24 Steel beams will be 50 ksi steel (high strength). 2.25 Deflection criteria: Live Load: Span/360 Total Load: Span/240 2.3 Tilt-up Walls 2.31 Concrete tilt-up wall panels will be 8 inches thick minimum. First floor piers between windows will be about 11 inches thick. 2.32 Walls will use 4000 psi concrete. 2.33 Steel roof and floor structure will be supported on steel plates embedded in concrete panels. 2.4 Columns 2.41 Columns will be 6 inch square tubes. 2.42 Floor-to-floor height will be 16 feet. 3. DEFERRED APPROVALS 3.1 Open web steel joists and joist girders. 3.2 Glass curtain walls. Page3 4 I I DEVINE ENGINEERING 11884 Springside Rd. San Diego, CA 92128 (858) 748-6168 Jos_-Ll1N...,.v_,__,_t_._T_,_R..O=-G=8..J:..-=-_-.....;'-=D::...-r-=--99~ _ __,__\ '1_.:......:9_,,o:::...,4--"--'t __ SHEETNO. _________ OF ______ 0 __ CALCULATED BY __ _,M--'W--'---"'0"'"---DATE_~\ \~"'-'\~0~·-9~9~- CHECKED BY ________ DATE _____ _ SCALE ............... J ... 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DataBase: invitrogen 12/11/99 22:22:d\ • ....-: Building Code: UBCl ' -.. ----.. -I ._/ Floor Type: roof _j --·--------.... -.. ... --... -RAM St~ V .1 Floor Map Page 2 DataBas . invitrogen 12/11/99 22:22:0.:>-"' ._../ Building Code: UBCl Floor.Type: roof Surface Loads Label DL CDL LL Reduction Mass DL psf psf psf Type psf I SECOND FLOOR 90.0 60.0 105.0 Reducible 80.0 ROOF 25.0 10.0 20.0 Roof 30.0 MECH. AREA 85.0 50.0 50.0 Reducible 85.0 Line Loads Label DL CDL LL Reduction Mass DL k/ft k/ft k/ft Type k/ft Ll wall load 0.5 0.0 0.0 Reducible 0.5 Point Loads Label DL CDL LL Reduction Mass DL kips kips kips Type kips Pl future mechanic 1.0 0.0 O.d Un:teducible 0.0 c:P --1 ----·-------.. ---RAM St~· V6. 1 Floor Map ! ·. DataBase: invitrogen 12/11/99 22:22:0~,, -..... ___,/' Building Code: UBCl Floor Type: roof Si -----~-----------~-RAM St~· V6 .1 Floor Map !. 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LL SL ~, ! u ID •L (0 69 ~1~1 ,__j89 ml a IDI ID 69 gg ID .,. £9 1-1 c:g !;f~ D ~,Tr vv c:v :;;:J_: ;:! 0v 9£ 9£ IV gi ££ ~11 Offil c:s " 1:1: 01: :::: g~ V• o • D 6 N L 9 ~ v £ ~ · xxGSP xxGSP xxGSP "Jtilt:1;• I--' i:: PJ 0 I-'· rt" 0 ,__. PJ I 1-'l 0. tel C/l I-'· PJ rt" f--3 :::sen r :a tQ ~ ; (!) 0 I •• 0 I-'·<! 0. :::s O'\ § § 1-'lCD<:• 0 •• I-'· 1-l xxGSP ~ xxGSP ~ xxGSP 0 rt" I Hi C: 1-'l tel O h:j 0 tQ I--' 1-l CD 0 xxGSP D xxGSP D xxGSP xxGSP § xxGSP '~ xxGSP C6x8.2i ~ 1g--1 ~,-xxGSP W18x35 c=1/2" xxGSP In IQIQ rra C6x8.2. ~~ xxGSP fwf~c=3/4" 1 ... xxGSP § § ~ 00 xxGSP W18x35 c=3/4" ffi xxGSP a ,_ ......!!-~ C6x8.2 ltt xxGSP W18x35 c=3/4" j~I xxGSP 1 D I~ I~ ·O • (!) C6x8.~ xxGSP ~ 1 "wfax3s c=3/4" § xxGSP ~ ~ w :::s ;.1 · PJ 'd I 1-l I N '--. 1-l I 1-l '--. I..O I..O N I N N N "' "' .. § xxGSP I W18x35 c=3/4" xxGSP 'o ,~ In I° ~~ ~ ,~ C6x&i'C6x8.2 ~ "' ~00 1~ 0 1e j!X' 1.., "' W18x35 c=3/4" II xxGSp"' xxGSP 0 . 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Beam Number= 1 ~1SPAN INFORMATION (ft): I-End (0.33,30.00), Beam Size (User Selected) = W16X31 J-End (22.50,30.00) Fy = 50.0 ksi Total Beam Length (ft) = 22.17 POINT LOADS (kips): Dist DL RedLL 6.17 6.28 0.00 14.17 6.96 0.00 14.17 1.00 6 .1 7 1. 00 Red% 0.0 0.0 NonRLL 0.00 0.00 StorLL Red% 0.00 0.0 0.00 0.0 RoofLL Red% 4.23 20.0 4.77 20.0 SHEAR: Max V (DL+LL) = 11.94 kips fv = 2.90 ksi Fv = 19.69 ksi MOMENTS: Span Cond Center Max+ Controlling REACTIONS (kips): · DL reaction Moment kip-ft 83.9 83.9 Max+ LL reaction Max+ total reaction @ ft 14.2 14.2 Lb ft 0.0 0.0 Left 8.13 3.82 11.94 Cb Tension Flange Compr fb Fb fb 1.00 21.34 33.00 21.34 1.00 21.34 33.00 Right 7.11 3.38 10.49 I .) DEFLECTIONS: Dead load (in) at 11.08 ft= 11.08 ft= 11.08 ft -0.453 L/D = L/D = L/D = 587 1240 398 I I I I 1· I IJ I I Live load Net Total ( in) at load (in) at -0.214 = ·-o.668 Flange Fb 33.00 I ·1 I I I I I I I I I I I I 1· I .) I I ) ,.u-.u.·.:i.. ...., ,._e,.'C--. 11 ....J..... ...:i"'-o. v ... "-i Dt!d.lL( l.lt:!u+<J.1.l Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code:. UBCl Steel Code: ASD 9th Ed. Floor Type: roof Beam Number= 11 )SPAN INFORMATION (ft): I-End (22.50,30.00), Beam Size (User Selected) = W16X31 J-End (42.50,30.00) Fy = 50.0 ksi Total Beam Length (ft) = 20.00 POINT LOADS (kips): Dist DL RedLL 8.00 6.95 0.00 16.00 7.04 2.97 16.00 3.36 0.00 8. 00 1. 00 16.00 1.00 Red% 0.0 0.0 0.0 NonRLL 0.00 0.00 0.00 StorLL 0.00 0.00 0.00 Red% 0.0 0.0 0.0 RoofLL 4.76 1.19 2.29 Red% 20.0 20.0 20.0 SHEAR: Max V (DL+LL) = 18.44 kips fv = 4.47 ksi Fv = 19.69 ksi MOMENTS: Span Cond Center Max+ Controlling REACTIONS (kips): DL reaction Moment kip-ft 83.9 83.9 Max+ LL reaction Max+ total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at @ ft 8.0 8.0 Lb ft 0.0 0.0 Left 7.05 3.44 10.49 Cb 1.00 1.00 10.20 ft= 10.20 ft= 10.20 ft= -0.371 -0.182 -0.553 Tension Flange fb Fb 21. 33 33.00 21. 33 33.00 Right 12.30 6.13 18.44 L/D = L/D = L/D = Compr fb 21.33 648 1318 434 l-0 Flange Fb 33.00 I I I I I I I I I I I I I I 1.· I IJ I I ) .u-,,: • ..;~cc~ V ..J • .,_ v:...dV.J..<.-:f Dt:!d.LLl .1.1es1gn Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code: UBCl ·Steel Code: ASD 9th Ed. Floor Type: roof Beam Number= 28 )SPAN INFORMATION (ft): I-End (42.50,30.00), J-End (62.50,30.00) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 POINT LOADS (kips): Dist DL RedLL ·Red% 4.oo ·10.50 5.88 1.0 4.00 3.36 0.00 0.0 12.00 10.67 5.98 7.0 12.00 3.46 0.00 0.0 12. 00 1. 00 4.00 1.00 NonRLL 0.00 0.00 0.00 0.00 StorLL 0.00 0.00 0.00 0.00 Red% 0.0 0.0 0.0 0.0 RoofLL 0.00 ·2. 29 0.00 2.37 Red% 0.0 20.0 0.0 20.0 SHEAR: Max V (DL+LL) = 26.77 kips fv = 5.30 ksi Fv = 19.13 ksi MOMENTS: Span Cond Center Max+ Controlling REACTIONS (kips): DL reaction Moment kip-ft 143.9 143.9 Max+ LL reaction Max+ total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at @ ft 12.0 12.0 Lb ft 0.0 0.0 Left 17.94 8.83 26.77 Cb 1.00 1.00 9.90 ft= 9.90 ft= 9.90 ft= -0.442 -0.218 -0.660 Tension Flange fb Fb 29.98 33.00 29.98 33.00 Right 12.05 5.94 17.99 L/D = L/D = L/D = Compr fb 29.98 542 1101 363 ( (0 Flange Fb 33.00 I ·1 I I I I I I I I I I I I 1· I IJ I I -1.1.....1....-.._. __ ...... _ , ...... _ ---<-V--.'i ....JICC.. ..... 1. ,1,,JC....,~~ .... 1 Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code:· UBCl Steel Code: ASD 9th Ed. Floor Type: roof Beam Number= 50 )SPAN INFORMATION (ft): I-End (68.17,0.33), J-End (96.83,0.33) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 28.67 POINT LOADS (kips): Dist DL RedLL 2.33 3.47 0.00 10.33 3.08 0.00 18.33 3.08 0.00 26.33 3.47 0.00 2.33 1.00 10.33 1.00 "18.33 1.00 26.33 1.00 LINE LOADS: (k/ft) Load Dist Red% 0.0 0.0 0.0 0.0 DL 1 0.00 0.500 28.67' 0.500 2 0.00 0.008 28.67 0.008 NonRLL 0.00 0.00 0.00 0.00 LL 0.000 0.000 0.007 0.007 StorLL Red% RoofLL Red% 0.00 0.0 2.37 20.0 0.00 0.0 2.06 20.0 0.00 0.0 2.06 20.0 0.00 0.0 2.37 20.0 Red% Type 0.0% Red 20.0% Roof SHEAR: Max V. (DL+LL) = 19.47 kips ) MOMENTS: fv = 3.85 ksi Fv = 19.13 ksi Span Cond Moment kip-ft Center.Max+ 126.9 Controlling 126. 9 RE.ACTIONS (kips) : DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: Dead load Live load Net Total ( Camber = 1) (in) at ( in) at load (in) at @ Lb Cb ft ft 14.3 0.0 1.00 14.3 0.0 1.00 Left 15.84 3. 62 19.47 14.33 ft= 14.33 ft= 14.33 ft= -1.065 -0.227 -0.292 Tension Flange fb Fb 26.43 33.00 26.43 33.00 Right 15.84 3. 62 19.47 L/D = L/D = L/D = Compr fb 26.43 323 1514 1178 \1 Flange Fb 33.00 I ·1 ) ~u.-.1..'J. ,.:, ._.•.-;:.•.-;:.... ~ ..) • ~ u-c.. V ~ ... J D\'::!d~.t .Jet>J.gfl Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Bui·lding Code: UBCl Floor Type: roof 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 53 SPAN INFORMATION (ft): I-End (70.50,30.00), Beam Size (User Selected) = Wl8X35 J-End (70.50,60.00) Fy = 50.0 ksi Total Beam Length (ft) = 30.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.33 0.32 0.19 6.9 0.00 0.00 0.0 0.00 0.0 11.25 0.32 0.19 6.9 0.00 0.00 0.0 0.00 0.0 15.00 1.00 LINE LOADS: ( k/ ft) Load Dist DL LL Red% Type 1 0.00 0.340 0.200 6.9% Red 8.33 0.340 0.200 2 8.33 0.014 0.008 6.9% Red 11.25 0.014 0.008 3 11.25 0.340 0.200 6.9% Red 30.00 0.340 0.200 4 0.00 0.340 0.200 6.9% Red 30.00 0.340 0.200 SHEAR: Max V (DL+LL) = 16.13 kips fv = 3.19 ksi Fv = 19.13 ksi I I I I I I I I I I I I 1· ··, MOMENTS: ) Span Cond I • ) I I Moment kip-ft Center Max+ 123.5 Controlling 123.5 REACTIONS (kips): DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: (Camber = (in) @ Lb Cb ft ft 15.0 0.0 1.00 15.0 0.0 1.00 Left 10.49 5.47 15.96 3/4) at 15.00 ft= at 15.00 ft= -0.886 -0.449 Dead load Live load Net Total (in) load (in) at 15.00 ft= -0.586 Tension Flange fb Fb 25.73 33.00 25.73 33.00 Right 10.60 5.53 16.13 L/D = L/D = L/D = Compr fb 25.73 406 801 615 I~ Flange Fb 33.00 I ·1 l I I I I I I I I _) I I I I 1· I IJ I I .1.\J.-J..i.,. a.JwCC.-V V •... ..JVO.~ ..;-.-o,~.,_c,L.d. DataBase: invitrogen Building Code: UBCl Floor Type= roof Span information (ft): Load Dist DL ft kips Pl 15.00 1.000 ft k/ft Wl 0.00 0.200 W2 29.67 0.200 12/11/99 22:22:09 Beam No= 73 I-End (94.50,60.00), J-End (94.50,89.67) Pl LL+ LL-Max Tot kips kips kips 0.000 0.000 1.000 k/ft k/ft k/ft 0.128 0.000 0.328 0.128 0.000 0.328 ---... ---7:'{AM St:~6' .1 Floor Map DataBase: invitrogen Building Code: UBCl Floor Type: second floor -------:--. ' 12111199 22: 22: o·,~"···i -----J ~ 'J - -----------RAM StE\._,, V6.1 Floor Map ---------Page 2 DataBase: invitrogen 12/11/99 22:22:0::,-,- Building Code: UBCl Floor Type: second floor Surface Loads ·Label DL CDL LL Reduction Mass DL lllillllIIIllll SECOND FLOOR psf· psf psf Type psf 90.0 60.0 105.0 Reducible 80.0 Line Loads Label DL CDL LL Reduction Mass DL k/ft k/ft k/ft Type k/ft Ll wall load 0.5 0.0 0.0 Reducible 0.5 ~ ~~~-~"'1.oo~ IvJa~--·--. ~: ---.. ---llli -DataBase: 1nv1 trogen 12/11/99 22: 22: ()'~ Building Code: UBCl Floor Type: second floor ,. _/ ~ N -------·----~-~'stel: V6. 1 Floor Map DataBase: invitrogen 12/11/99 22:22:0~-" Building Code: UBCl Floor Type: second floor Decks: llllIII Deck Type VERCO W3 Formlok Orientation 0.00 degrees " -----Page 2 -lllil _/ .. ~ ~ -\7-Z ~~ 1~ I'° rfl0<!1k: !C31c3k2 !'.i: :.13k W16x31 ·u ~ ,.. 21k 9k 1:iE i W:1~ 21-k i 22k · W18l<35 21k~-,: ~ i 22k ___ W_1__8x35 ____ 2111_ g17k W18x35 17k \i!:21 k W18x35 21 k ffi Es: 24k W18x35 24k o"'"24k W18x35 ;!~k o"'"24k W18x35 24k ~ ~ 27k W18x35 27k \~7k W18x35 27k ,~7k W18x35 27k l l 0 0 ~ I~ W18x35 11C6x8'.:1k o"'"27k W18x35 27k o"'"27k W18x35 27k 271< l ~kV12x14k ~ !:3 -,.. ,.. ~ -~ 29k W18x50 !I:= """ ~7k W18x35 27k ;:22!5. ~~--~~=~j1~kV1{1§6x3!@.11k~ ~"-"-----'-'-'=~--~~ X = ~ 8 ,.. rF W18x35 27k · G21 ii k 17k W16x31 ct1k1k2 :iE 14k. 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' W1"" 01) oa1U ' W1""' {11) .,,,,,,, W18x35 C11l c=1/Z' D W18x35 C11l c=1/Z' W18x35 (11) c=1/2" l?i W18x35 (11) ~ ~ W16x31 (9) W18x35 {11) c=1/Z' ~,("\ I('\ ,§ cti~ rs.2~ n w,~1 0 W18x35 (11) c=1/Z' § i n W1_llic35 C11l c_=1/2'' W18x3W1)_ c=1/Z' l'x_lt:Jjt;:11· I---' i:: Pl 0 I-'· rt 01----'P.lt Ii 0. tJj CJ) I-'· Pl 1-3 ~ Ul ,-:-::a LQ ~~ I CD O · 1 •• 0 I-'· <: 0. ~ 0) UJCD<l• CD • • I-'· I-' () rt o c:: Ii I ~t:JjOt-z:! 0. 0 LQ I-' I-' CD 0 Hi ~ 0 I---' Iii 0 I 0 ::s: Ii Pl I-' [\) --....... I-' I-' --....... I.O i_o [\) [\) [\) [\)_ 'O I I I I l· I \ I I I I I I I I. I I ·1 I I I I I I I I I I ·1 I 1· I IJ I I rtH.JY1 >J·cee.i. v o • .1. l::rrav1·cy rleam Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 2 ) 'SPAN INFORMATION (ft): I-End (1.00,32.58), ) Beam Size (User Selected) = Wl8X40 Total Beam Length (ft) = 21.65 J-End (22.50,30.00) Fy = 50. 0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Right 2.50 145.00 3.50 Decking Orientation parallel Decking type VERCO W3 Formlok VERCO 16.78 106.16 1780.83 0.75 parallel W3 Formlok beff (in) = 44.74 Y bar(in) = Seff (in3) = 94.87 Str (in3) = Ieff (in4) = 1431.38 Itr (in4) = Stud length (in) = 4.80 Stud. diameter (in) = Stud Capacity (kips) q = 12.5 # of studs: Full= 62 Partial= 30 Actual= 30 Number of Stud Rows= 1, Percent of Full Composite Action= POINT LOADS (kips): Dist 4.70 6.55 9.40 14.10 DL 0.31 10.23 5.95 18. 0_7 CDL 0.21 6.82 3.96 12.05 LINE LOADS: (k/ft) Dist 0.00 4.70 4.70 9.40 9.40 Load 1 2 3 4 5 6 14.10 14.10 21.65 0.00 6.55 6.55 14.10 DL 0.025 0.000 0.025 0.000 0.025 0.000 0.040 0.040 0.004 0.038 0.000 0.040 RedLL Red% 0.36 19.4 11.94 19.4 6.94 19.4 21.09 19.4 CDL 0.017 0.000 0.017 0.000 0.017 0.000 0.027 0.027 0.002 0.026 0.000 0.027 NonRLL 0.00 0.00 0.00 0.00 LL 0.029 0.000 0.029 0.000 0.029 0.000 0.047 0.047 0.004 0.045 0.000 0.047 StorLL Red% 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 Red% Type 19.4% Red 19.4% Red 19.4% Red 19.4% Red 19.4% Red 19.4% Red RoofLL 0.00 0.00 0.00 0.00 CLL 0.011 0.000 0.011 0.000 0.011 0.000 0.018 0.018 0.002 0.017 0.000 0.018 49.14 Red% 0.0 0.0 0.0 0.0 SHEAR: Max V (DL+LL) = 34.77 kips MOMENTS: fv = 6 .17 ksi Fv = 20.00 ksi CLL 0.14 4.55 2.64 8.03 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp . 149 .1 14.1 26 .16 33.00 26.16 33.00 InitDL 89.5 14.1 Max+ 260.4 14.1 Mmax/Seff 32.94 33.00 Mconst/Sx+Mpost/Seff 37.32 45.00 I ·1 ."u-.1.l.'J. u (.CC.._ V O • .i.. IJJ.. d V .L 1...Y Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl ·,) Controlling 260.4 .oeam ues1.gn {Beam 2) 14.1 12/11/99 22:22:09 Steel Code: ASD 9th Ed. 32.94 33.00 I fc (ksi) = 0.90' Fe = 1.58 I I I I I I I ) I I I I 1· I • ) I I REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load {in) Net Total load (in) Left Right 19.35 19.91 17.41 17.92 16.37 16.85 33.78 34.77 at 10.94 ft = -0.418 L/D = at 10.94 ft = -0.252 L/D = at 10.94 ft = -0.342 L/D = at 10.94 ft = -0.760 L/D = Page 2'6 621 1030 760 342 I ·1 I I I I I I --,.) I I~) I I I I 1· I IJ I I .rIB1.v1 ;:,·cee.L vb • .L Grav1 ty Beam Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 5 SPAN INFORMATION (ft): I-End (1.00;43.25), Beam Size (User Selected) = Wl6X31 Total Beam Length (ft) = 9.33 J-End (10.33,43.25) Fy = 50.0 ksi COMPOSITE PROPERTIES. (Not Shored) : Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Right 2.50 145.00 3.50 Decking Orientation parallel Decking type VERCO W3 Formlok VERCO 13.33 70.69 942.61 0.75 parallel W3 Formlok beff (in) = 18.00 Y bar(in) = Seff (in3) = 59.89 Str (in3) = Ieff (in4) = 681.61 Itr (in4) = Stud length (in) = 4.80 Stud diameter (in) = Stud Capacity (kips) q_= 12.5 # of studs: Full= 18 Partial= 5 Actual= 5 Number of Stud Rows= 1, Percent of Full Composite Action= 29.18 POINT LOADS (kips) : Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4. 67 1.31 0.87 1.53 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.030 0.020 0.035 0.0% Red 0.013 9.33 0.030 0.020 0.035 0.013 SHEAR: Max V (DL~LL) = 1.72 kips fv = 0.42 ksi Fv = 19.69 ksi MOMENTS: CLL 0.58 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 3.8 4.7 0.96 33.00 0.96 33. o·o InitDL 2.3 4.7 Max+ 7.3 4.7 Mmax/Seff 1.47 33.00 Mconst/Sx+Mpost/Seff 1. 59 45.00 Controlling 7.3 4.7 1. 47 33.00 fc (ksi) = 0.06 Fe = 1.58 REACTIONS (kips) : Left Right Initial reaction ·o.ss 0.88 DI,, reaction 0.80 0.80 Max+ LL reaction Q.93 0.93 Max+ total reaction 1.72 1.72 DEFLECTIONS: Initial load (in) at 4.67 ft = -0.003 L/D = 41973 Live load (in) at 4.67 ft = -0.003 L/D = 43595 I ·1 I I I I I I I I I I I I 1· I .) I I ) .t<.AM. ~tee~ vb.1 Gravity Beam Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Design (Beam 5) 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Post Comp load (in) at 4.67 ft= -0.003 Net Total load (in) at ·4.67 ft= -0.006 Page 30 L/D = 33907 L/D = 18756 I ·1 I I I I I I I I I I I I 1· I 1-J I I J."\J:"il.'J. ;:;,,__\::!t:!J. vv.... \.:s.Ldv' ... .__:t .oeam .Jesign Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code: UBCl Steel Code: ASD 9th Ed. Floor Type: second floor Beam Number= 6 \ 'SPAN INFORMATION (ft): I-End (1.00,60.00), J-End (22.50,60.00) Fy = 50.0 ksi Beam Size (Optimum) = Wl8X40 Total Beam Length (ft) = 21.50 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (1n) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Decking Orientation parallel Decking type VERCO W3 Formlok beff (in) = 36.25 Y bar(in) = Seff (in3) = 89.42 Str (in3) = Ieff (in4) = 1241.36 Itr (in4) = Right 2.50 145.00 3.50 parallel W3 Formlok Stud length (in) = 4.80 Stud diameter (in) = VERCO 16.17 104.25 1685.54 0.75 Stud Capacity (kips) q = 12.5 # of stuqs: Full= 50 Partial= 17 Actual= 17 Number of Stud Rows= 1, Percent of Full Composite Action 34.37 •. POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.50 9.79 6.53 11.42 16.7 0.00 0.00 0.0 0.00 0.0 9.33 4·. 29 2.86 5.01 16.7 0.00 0.00 0.0 0.00 0.0 14.00 17.98 11.99 20.97 16.7 0.00 . 0. 00 0.0 0.00 0.0 ) LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.030 0.020 0.035 16.7% Red 0.013 9.33 0.030 0.020 0.035 0.013 SHEAR: Max V (DL+LL) = 32.70 kips fv = 5.80 ksi Fv = 20.00 ksi MOMENTS: CLL 4.35 1.91 7.99 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft. ft Center PreCmp 138.2 14.0 InitDL 82.9 14.0 Max+ 245.3 14.0 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 245.3 14.0 fc (ksi) = .0. 98 Fe= 1.58 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: ft Left 17.50 15.75 15.30 31.05 fb 24.25 32.92 36.34 32.92 Right 18.43 16.59 16.11 32.70 Fb fb Fb 33.00 24.25 33.00 33.00 45.00 33.00 I ·1 ) I ·1 I I I I I I -. ) I I I I 1· I IJ I I !\.MJ.'.1 ,::) '-ee..1. v o • .1. 1.:1ra v ..1. '-::I Michael w. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl .cSeam Design (Beam 6) at Initial load (in) Live load (in) Post Comp load Net Total load at (in) at ( in) at 12/11/99 22:22:09 Steel Code: ASD 9th Ed. 10.86 ft= 10.86 ft= 10.86 ft= 10.86 ft= -0.375 -0.269 -0~362 -0.737 L/D = L/D = L/D = L/D = Page32 688 958 713 350 I ·1 I I I I I I .i:v-il.V.1 .::,·cee.L v t> • ..,_ Gravi ·cy .oeam J.Jesign Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code: UBCl Steel Code: ASD 9th Ed. Floe~ Type: second floor Beam Number= 11 SPAN INFORMATION (ft): I-End (10.33,31.46), Beam Size (User Selected) = Wl6X31 Total Beam Length (ft) = 28.54 J-End (10.33,60.00) Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 'f' C ( ksi) 3. 50 Right 2.50 145.00 3.50 Decking Orientation perpendicular Decking type VERCO W3 Formlok beff (in) = 32.00 Y bar(in) = perpendicular VERCO W3 Formlok 14.13 Seff (in3) = 66.81 Str (in3) = 75.58 Ieff (in4) = 853. 67 Itr (in4) = 1067.89 stud length (in) = 4.80 Stud diameter (in) = 0.75 Stud Capacity (kips) q = 12.5 # of studs: Full= 24 Partial= 9 Actual·= 11 Number of Stud Rows= 1, Percent of Full Composite Action= 47.73 POINT LOADS (kips): Dist I 2.29 5.54 11.79 DL 0.32 0.80 0.80 CDL 0.21 0.53 0.53 RedLL 0.37 0.93 0.93 Red% 0.0 0.0 0.0 NonRLL 0.00 0.00 0.00 StorLL 0.00 0.00 0.00 Red% 0.0 0.0 0.0 RoofLL 0.00 0.00 0.00 Red% 0.0 0.0 0.0 I . ) LINE LOADS: Load .1 2 3 4 5 6 (k/ft) Dist 0.00 0.56 0 .-56 2.29 2.29 5.54 5.54 11.79 11.79 28.54 0.00 28.54 DL 0.000 0.210 0.210 0.210 0.030 0.030 0.210 0.210 0.030 0.030 0.210 0.210 CDL 0.000 0.140 0.140 0.140 0.020 0.020 0.140 0.140 0.020 0.020 0.140 0.140 I I I I 1· SHEAR: Max V (DL+LL) = 12.88 kips MOMENTS: LL 0.000 0.245 0.245 0.245 0.035 0.035 0.245 0.245 0.035 0.035 0.245 0.245 Red% Type 0.0% Red 0.0% Red 0. 0% Red- 0. 0% Red 0.0% Red 0.0% Red CLL 0.000 0.093 0.093 0.093 0.013 0.013 0.093 0.093 0.013 0.013 0.093 0.093 ·fv = 3.12 ksi Fv = 19.69 ksi CLL 0.14 0.35 0.35 I .) I Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fl;) Center PreCmp 42.5 11.8 10.79 33.00 10.79 33.00 InitDL 25.5 11.8 Max+ 82.8 11.8 Mmax/Seff 14.87 33.00 Mconst/Sx+Mpost/Seff 16.77 · 45. 00 Controlling 82.8 11.8 14.87 33.00 I I ·1 I I I I ·1 I I I ) I I I I 1· I .) I I £\.hJ.'.l. .::,l..1:::;1:::..1.. vo • .1.. 1J.t.av1:cy oeam Design Michael W. Devine, S.E. (Beam 11) INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl ) fc (ksi) = 0.55 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Fe Max+ total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) = at at at 12/11/99 22:22:09 Steel Code: ASD 9th Ed. 1. 58 Left Right 6.61 4.77 5.95 4.29 6.94 5.01 12.88 9.30 13.84 ft = -0.333 L/D 13.84 ft = -0.256 L/D 13.84 ft = -0.329 L/D = = =;:: Net Total load (in) at 13.84 ft = -0.663 L/D = 1028 1337 1040 517 I ·1 -, ' .t\.MJ.~ ~cee~ v~.~ Gravity Beam Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 17 SPAN INFORMATION (ft): I-End (22.50,30.00), Beam Size (User _Selected) = Wl8X40 Total Beam Length (ft) = 20.00 J-End (42.50,30.00) Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Right 2.50 145.00 3.50 Decking Orientation parallel Decking type VERCO W3 Formlok VERCO 17.56 108.65 1908.26 0.75 parallel W3 Formlok beff (in) = 60.00 Y bar(in) = Seff (in3) = 99.40 Str (in3) = Ieff (in4) = 1610.39 Itr (in4) = Stud length (in) = 4.80 Stud diameter (in) = Stud Capacity (kips) q = 12.5 # of studs: Full= 48 Partial= 28 Actual= 28 Number of Stud Rows = 1, Percent of Full Compos_i te Action = 59.32 POINT LOADS (kips): Dist DL CDL 10.00 26.85 17.90 RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 31.32 11.9 0.00 0.00 0.0 0.00 0.0 11.93 SHEAR: Max V (DL+LL) = 27.23 kips fv = 4.83 ksi Fv = 20.00 ksi I I I I I I I I I I I I 1· J MOMENTS: I IJ I I Span Cond Moment @ kip-ft ft Center PreCmp 149.2 10.0 InitDL 89.5 10.0 Max+ 272.3 10.0 Mmax/Seff Mconst/Sx+Mpost/Seff Control~ing 272.3 10.0 fc (ksi) = 0.79 Fe = 1.58 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: Initial load (in) at 10.00 Live load (in) at 10.00 Post Comp load (in) at 10.00 Net Total load ( in) at 10.00 Lb Cb Tension Flange Compr Flange ft fb Fb fb Fb 26.17 33.00 26 .17 33.00 32.87 33.00 37.77 45.00 32.87 33.00 Left Right 14.92 14.92 13.42 13.42 13.80 13.80 27.23 27.23 ft = -0.290 L/D = 826 ft = -0.170 L/D = 1410 ft = -0.225 L/D = 1065 ft = -0.516 L/D = 465 I ·1 I I I I I I I I- I I I· I 1· I I. ) I I .cu""il.".i. u l.~~..1.. VO • .L \JL a. V j_ i::..y -Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor .oeam 0es1gn 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 21 ·\, SPAN INFORMATION (ft): I-End (32.50,30.00), Beam Size (User Selected) = Wl8X35 J-End (32.50,60.00) Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Right 2.50 145.00 3.50 Decking Orientation perpendicular Decking type VERCO W3 Formlok beff (in) = 90.00 Y bar(in) = perpendicular VERCO W3 Formlok 18.28 Seff (in3) = 78.61 Str (in3) = 98.25 Ieff (in4) = 1174.44 Itr (in4) = 1795.92 Stud length (in) = 4.80 Stud diameter (in) = 0.75 Stud Capacity (kips) q = 12.5 # of studs: Full= 56 Partial= 11 Actual= 11 Number of Stud Rows= 1, Percent of Full Composite Action= LINE LOADS: (k/ft) Load Dist 1 0.00 30.00 DL 0.900 0.900 CDL 0.600 0.600 LL 1.050 1.050 Red% Type 12. 0% Red. CLL 0.400 0.400 26. 70 ) SHEAR: Max V (DL+LL) = 27. 36 kips fv = 5.41 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft Center PreCmp 112.5 15.0 InitDL 67.5 15.0 Max+ 205.2 15.0 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 205.2 15.0 fc (ksi) = 0.53 Fe= 1.58 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: (Camber = Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) 1/2) at 15.00 at 15.00 at 15.00 at 15.00 ft ft ft ft ft Left 15.00 13.50 13.86 27.36 = -0.739 = -0.494 = -0.655 = -0.894 fb Fb fb Fb 23.44 33.00 23.44 33.00 31. 33 33.00 35.08 45.00 31.33 33.00 Right 15.00 13.50 13.86 27.36 L/D = 487 L/D = 728 L/D = 550 L/D = 403 I ·1 I I I I' ·1 I I I I I I I 1· ,. I ) I- I RAM Steel V6.1 Gravity Beam Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code: UBCl Steel Code: ASD 9th Ed. Floor Type: second floor Beam Number= 32 )SPAN INFORMATION (ft): I-End (52.50,19.33), J-End (72.50,19.33) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi T~tal Beam Length (ft) = 20.00 POINT LOADS (kips): Dist DL 1.00· 0.48 10.00 6.59 15.67 3.11 I LINE LOADS: (k/ft) Load Dist 1 1.00 20.00 RedLL Red% 0.56 7.81 -0.01 3.63 DL 0.045 0.045 0.0 0.0 0.0 0.0 NonRLL 0.00 0.00 0.00 0.00 LL o. 053 0.053 StorLL Red% 0.00 0.0 0.00 o.o 0.00 0. 0 . 0.00 0.0 Red% Type 0.0% Red RoofLL Red% 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 SHEAR: Max V (DL+LL.) = 13. 51 kips fv = 2.67 ksi Fv = 19 .13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr kip-ft ft ft fb Fb fb Center Max+ 92.0 10.0 0.0 1.00 19.17 33.00 19.17 Controlling 92.0 10.0 0.0 1.00 19.17 33.00 ) REACTIONS (kips): Left Right DL reaction 4.83 6.21 Max+ LL reaction 5.70 7.30 Max -LL reaction -0.01 -0.01 Max+ total reaction 10.53 13.51 DEFLECTIONS: Dead load (in) at 10.20 ft = -0.178 L/D = 1351 Live load (in) at 10.20 ft = -0.210 L/D = 1145 Net Total load (in) at 10.20 ft = -0.387 L/D = 620 Flange Fb 33.00 I ·1 I I I I I I 1· .r:V1J.Vl ~-cee.L vb • .L Grav1 -r.y Beam Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 38 ·sPAN INFORMATION (ft): I-End (62.50,-0.75), Beam Size (User Selected) = W16X31 Total Beam Length (ft) = 20.08 Cantilever on left (ft) = 1.08 J-End (62.50,19.33) Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Right 2.50 145.00 3.50 .Decking Orientation perpendicular Decking type VERCO W3 Formlok beff (in) = 57.00 Y bar(in) = perpendicular VERCO W3 Formlok 15.83 Seff (in3) = 63.86 Str (in3) = 79.66 Ieff (in4) = 829.82 Itr (in4) = 1261.17 Stud length (in) = 4.80 Stud diameter (in) = 0.75 Stud Capacity (kips) q = 12.5 # of studs: Max = 38 Partial= 9 Actual= 9 Number of Stµd Rows= 1, Percent of Full Composite Action= 26.34 POINT LOADS (kips): Dist DL CDL 0.00 1.69 0.02 RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.03 0.0 0.00 0.00 0.0 0.00 0.0 CLL 0.01 I · 1 LINE LOADS: i Load (k/ft) Dist DL CDL LL Red% Type CLL I -I I I 1·· I .) I I 1 0.00 0.300 0.200 1.08 0.300 0.200 2 1.08 0.705 0.470 20.08 0.705 0.470 SHEAR: Max V (DL+LL) = 14.63 kips MOMENTS: Span Cond Moment @ kip-ft ft Left Max --2.2 1.1 ·center PreCmp 35.3 10.6 InitDL 21.1 10.6 Max+ 67.9 10.6 Mmax/Seff Mconst/Sx+Mpost/Seff Max --2.2 1.1 Controlling 67.9 10.6 fc (ksi) = 0.29 REACTIONS (kips): Fe= 1.58 Initial reaction DL reaction Max+ LL reaction 0.350 0.350 0.823 0.823 fv = 3.55 Lb ft 1.1 19.0 Left 7.68 8.82 8.23 Cb 1.00 1.75 0.0% Red 0.0% Red ksi Fv Tension fb 0.57 8.97 12.77 14.17 Q.57 12.77 Right 7.43 6.59 7.81 0.133 0.133 0.313 0.313 = 19.69 ksi Flange Compr Flange Fb fb Fb 33.00 0.57 33.00 33.00 8.97 33.00 33.00 45.00 30.00 0.57 14.10 33.00 I KA1.v.1 ~-cee.1. Vb • .l. Gravity Beam Design (Beam 38) Page 3'1 Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 ·1 Building Code: UBCl Steel Code: ASD 9th Ed. \ Max LL reaction 0.00 -0.01 I Max+ total reaction 17.05 14.41 I. DE.FLECTIONS: Left.cantilever: I Init load (in) = 0.023 L/D = 1132 Neg Live load (in) = 0.018 L/D = 1422 Neg Post Comp load (in) = 0.022 L/D = 1157 I Neg Total load (in) = 0.045 L/D 572 Center span: Initial load (in) at 10.58 ft = -0.126 L/D = 1806 I Live load (in) at 10.58 ft = -0.100 L/D = 2275 Post Comp load (in) at 10.58 ft = -0.126 L/D = 1812 Net Total load (in) at 10.58 ft = -0.252 L/D = 904 I I I. I ) I .I I I 1· I IJ .I 1· ·1 ·1 I I I I I I I I ·1 ... ,n,: ... 0 ... cc ..... \I u. _,_ l..:,.1-dv.i.l-_y oeam 0es1gn Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code: UBCl Steel Code: ASD 9th Ed. Floor Type: second floor Beam Number= 53 >sPAN INFORMATION (ft): I-End (72.50,5.50), J-End (92.50,5.50) Beam Size (User Selected)= W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Decking Orientation parallel Decking type VERCO W3 Formlok beff (in) = 34.00 Y bar(in) = Seff (in3) = 84.36 Str (in3) = Ieff (in4) = 1293.63 Itr (in4) = Stud length (in) = 4.80 Stud diameter (in) = Stuq Capacity (kips) q = 12.5 VERCO 16.22 90.05 1460.51 0.75 Right 2.50 145.00 3.50 parallel W3 Formlok # of studs: Full= 33 Partial= 9 Actual= 22 Number of Stud Rows= 1, Percent of Full Composite Action= 67.97 POINT LOADS (kip.s) : Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 10.00 5.36 3.58 6.43 0.0 0.00 0.00 0.0 0.00 0.0 -0.17 0.0 0.00 0.00 0.0 0.00 · 0.0 · ~ LINE LOADS: (k/ft) J Load· Dist DL CDL LL Red% Type CLL 1 0.00 0.030 0.020 0.035 0.0% Red 0.013 20.00 0.030 0.020 0.035 0.013 SHEAR: Max V (DL+LL) = 6.55 kips fv = 1.30 ksi Fv = 19.13 ksi CLL 2.38 .I MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft Center PreCmp 31.5 10.0 InitDL 18.9 10.0 Max+ 62.2 10.0 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 62.2 fc (ksi) = 0.29 Fe REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max -LL reaction Max+ total reaction DEFLECTIONS: 10.0 = 1.58 ft Left 3.31 2.98 3.57 -0.09 6.55 fb 6.56 8.85 10.10 8.85 Right 3.31 2.98 3.57 -0.09 6.55 Fb fb Fb 33.00 6.56 33.00 33.00 45.00 33.00 I ·1 I I I I I I 1- 1· I I I I 1· I .) I ·1 ) ) .c\.&.V1 .::,cee.1 vb. J. Gravi 'CY. Beam Design Michael w. Devine, S.E. (Beam 53) INVITROGEN -LOT 99 DataBase: invitrogen. Building Code: UBCl 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at 10.00 ft= 10.00 ft= 10.00 ft= 10.00 ft= -0.075 -0.053 -0.067 -0.142 L/D = L/D = 1/D = L/D = Page ,4-l 3221 4552 3560 1691 I ·1 I I I I I I I I I I I I 1· I I I I ) '\ J."'u"i.L'J. .:, 1..t:!t:!.L v o • .L l:iLav1 ·cy .oeam 0es1gn Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor · 12/11/99 22: 22: 09 Steel Code: ASD 9th Ed. Beam Number= 60 SPAN INFORMATION (ft): I-End (82.50,-8.75), Beam Size (User Selected) = Wl2X19 Total Beam Length (ft) = 14.25 Cantilever on left (ft) = 2.00 J-End (82.50,5.50) Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Right 2.50 145.00 3.50 Decking Orientation perpendicular Decking type VERCO W3 Formlok beff (in) = 36.75 Y bar(in) = perpendicular VERCO W3 Formlok 12.90 Seff (in3) . = 32.33 Str (in3) = 40.93 Ieff (in4) = 353.61 Itr (in4) = 527.75 Stud length (in) = 4.80 Stud diameter (in) = 0.75 Stud Capacity (kips) q = 12.5 # of studs: Max = 12 Partial= 7 Actual= 7 Number of Stud Rows= 1, Percent of Full Composite Action= 28.26 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.00 0.61 0.40 0.71 0.0 0.00 0.00 0.0 0.00 0.0 9.08 0.00 0.00 ) LINE LOADS: ( k/_ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.000 0.000 0.000 0.0% Red 0.000 2.00 0.900 0.600 1.050 0.400 2 2.00 0.900 0.600 1.050 0.0% Red 0.400 14.25 0.900 0.600 1.050 0.400 SHEAR: Max V (DL+LL) = 12.26 kips fv = 4.29 ksi Fv = 20.00 ksi MOMENTS: CLL 0.27 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft Left Max --3.9 2.0 Center PreCmp 18.2 8.2 InitDL 10.7 8.3 Max +· 35.7 8.2 Mmax/Seff Mconst/Sx+Mpost/Seff Max --3.9 2.0 Controlling 35.7 8.2 fc (ksi) = 0.32 REACTIONS (kips): Fe= 1.58 Initial reaction DL reaction ft 2.0 7.1 Left 7.23 7.17 1.00 2.05 fb 2.21 10.23 13.24 15.29 2.21 13.24 Right 6.03 5.36 Fb fb Fb 33.00 2.21 33.00 33.00 10.23 33.00 33.00 45.00 30.00 2.21 30.00 33.00 --- I RAM Steel V6.1 Gravity Beam Design (Beam 60) Page ~ Michael W. Devine, S.E. q; INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 ·1 Building Code: UBCl Steel Code: ASD 9th Ed. Max+ LL reaction 8.36 6.43 I Max -LL reaction 0.00 -0.17 Max+ total reaction 15.53 11.80 I DEFLECTIONS: Left cantilever: Init load (in) = 0.037 L/D = 1299 Pos Live load (in) = -0.004 L/D = 11913 I Neg Live load (in) = 0.027 L/D 1771 Neg Post Comp load (in) = 0.033 L/D = 1458 Neg Total load (in) = 0.070 L/D 687 I Center span: Initial load (in) at 8.19 ft = -0.075 L/D = 1948 Live load (in) at 8.19 ft = -0.052 L/D = 2834 I Post Comp load (in) at 8.19 ft = -0.065 L/D = 2258 Net Total load (in) at 8.19 ft = -0.141 L/D = 1046 I I I } I I I .1 1· I I .) -1- ! jl I ·1 I I I I I I I -1 I· I I I 1· I IJ I I ) .1:IBJ.V1 0 cee.J. Vb • .L Gravi·cy Beam Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 61 SPAN INFORMATION (ft): I-End (82.50,-8.75), Beam Size (Optimum) = C4X5.4 Total Beam Length (ft) = 10.20 LINE LOADS: (k/ft) Load Dist 1 0.00 10.20 DL 0.030 0.118 LL 0.035 0.138 Red% Type 0.0% Red J-End (92.50,-6.75) Fy = 36.0 ksi SHEAR: Max V (DL+LL) = 0.98 kips fv = 1.33 ksi Fv = 14.40 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr kip-ft Center Max+ 2.1 Controlling 2.1 REACTIONS (kips): DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: Dead load Live load Net Total ( in) at (in) at load (in) at ft ft 5.6 0.0 1.00 5.6 0.0 1.00 Left 0.30 0.35 0.66 5.20 ft= 5.20 ft= 5.20 ft= -0 .162 -0.189 -0.350 fb Fb 13.11 24.00 13.11 24.00 Right 0.45 0.53 0.98 L/D = L/D = L/D = fb 13.11 757 649 349 Flange Fb 24.00 I ·1 I I I I I I I I I I I I 1· I I, J I I ,.'"\.t'"i,.'.1 u1..l::!l::!..L V0 • ..1.. l..:1La.v'.1..L.._y' Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 70 SPAN INFORMATION (ft): I-End (92.50,-6.75), Beam Size (Optimum). = W18X35 Total Beam Length (ft) = 27.58 Cantilever on left (ft) = 2.75 POINT LOADS (kips) : J-End (92.50,20.83) Fy = 50.0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.00 4.30 5.02 0.0 0.00 0.00 0.0 0.00 0.0 7.08 0.00 12.25 0.00 12.25 2.98 3.57 0.0 0.00 0.00 0.0 0.00 0.0 -0.09 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.450 0.525 0.0% Red 2.75 0.612 0.714 2 2.75 0.450 0.525 0.0% Red 12.25 0.450 0.525 3 12.25 0.225 0. 262 0.0% Red 27.58 0.225 0.262 4 2.75 0 .162 0.189 0.0% Red 4.08 0.240 0.280 5 4.08 0.195 0.227 0.0% Red 12.25 0.195 0.227 SHEAR: Max V (DL+LL) = 18.30 kips fv = 3. 62 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr kip-ft ft ft fb Fb fb Left Max --29.7 2.8 2.8 1.00 6. 20 33.00 6.20 Center Max+ 90.8 12.3 o.o 1.00 18.92 33.00 18.92 Max --29.7 2.8 4.3 1.87 6. 20 33.00 6. 20 Controlling 90.8 12.3 0.0 1.00 18.92 33.00 REACTIONS (kips) : Left Right DL reaction 14.18 4.15 Max+ LL reaction 16.60 5.51 Max -LL reaction -0.05 -0.68 Max+ total reaction 30.78 9.66 ~ DEFLECTIONS: Left cantilever: Dead load (in) = 0.076 L/D = 865 Pos Live load· (in) = -0.048 L/D = 1368 Neg Live load (in) = 0.137 L/D = 481 Neg Total load (in) = 0.214 L/D = 309 Center span: Dead load (in) at 14.67 ft = -0.248 L/D = 1200 Flange Fb 33.00 33.00 33.00 I ·1 I I I I I I I 1._·_) I I I I 1· I IJ I I KAJ.~ ~~eei Vb.~ Gravity Beam Design Michael W. Devine, S.E. (Beam 70) INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Live load (in) at 14.67 ft= -0.366 Net Total load (in) at 14.67 ft= -0.614 L/D = L/D = Page 'f 815 485 I ·1 I I I I I I I .1:-:.111.vi .. :,ceeJ. vb • .L Grav1 ·cy .oeam Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 82 SPAN INFORMATION (ft): I-End (102.50,-0.75), Beam Size (User Selected) = Wl8X40 J-End (102.50,30.00) Fy = 50.0 ksi Total Beam Length (ft) = 30.75 Cantilever on left (ft) = 1.08 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Decking Orientation perpendicular Decking type VERCO W3 Formlok beff (in) = 48.50 Y bar(in) = Seff (in3) = 95.59 Str (in3) = Ieff (in4) = 1392 .16 Itr (in4) = Stud length (in) = 4.80 Stud diameter (in) = Stud Capacity (kips) q = 12.5 Right 2.50 145.00 3.50 perpendicular VERCO W3 Formlok 16.17 107.86 1744.21 0.75 # of studs: Full= 33 Partial= 14 Actual= 14 Number of Stud Rows= 1, Percent of Full Composite Action= POINT LOADS (kips): Dist DL CDL 0.00 1.69 0.02 21.58 1.64 1.10 RedLL 0.03 1.92 Red% NonRLL o.o 0.00 6.2 0.00 StorLL Red% RoofLL 0.00 o.o 0.00 0.00 0.0 0.00 45.79 Red% 0.0 0.0 CLL 0.01 0.73 1 ····) LINE LOADS: (k/ft) I I I I Load Dist 1 0.00 2 3 4 1.08 1.08 21.58 21.58 30.75 1.08 30.75 DL 0.300 0.300 0.255 0.255 0.030 0.030 0.450 0.450 CDL 0.200 0.200 0.170 0.170 0.020 0.020 0.300 0.300 LL Red% Type CLL 0.350 0.0% Red 0.133 0.350 0.133 0.298 6.2% Red 0.113 0.298 0.113 0.035 6.2% Red 0.013 0.035 0.013 0.525 6.2% Red 0.200 0.525 0.200 SHEAR: Max V (DL+LL) = 22.37 kips fv = 3.97 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment kip-ft Left Max --2.2 Center PreCmp 89.3 InitDL 53.5 Max+ 167.4 @ ft 1.1 16.2 16.2 16. 2 Mmax/Seff Mconst/Sx+Mpost/Seff Max --2.2 1.1 Controlling 167.4 16.2 fc (ksi) = 0.67 Fe= 1.58 Lb Cb ft 1.1 1.00 20.5 1.78 Tension Flange Compr fb Fb fb 0.39 33.00 0.39 15.66 33.00 15.66 21. 01 33.00 23.68 45.00 0.39 30.00 0.39 21. 98 33.00 Flange Fb 33.00 33.00 15.35 . I ·1 I I I I I I I I ) I I I I 1· I IJ I I KAJ.~ ~~ee~ vb.~ Gravity Michael W. Devine, S.E . INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Beam Design (Beam 82) REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max -LL reaction Max+ total reaction DEFLECTIONS: Left cantilever: Init load (in) Neg Live load ( in) Neg Post Comp load (in) Neg Total load (in) Center span: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load ( in) at 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Left 12.07 12.73 12.06 0.00 24.80 Right 10.94 9.78 10.78 -0.01 20.56 = 0.055 L/D = = 0.040 L/D = = 0.051 L/D = 0.106 L/D = 15.91 ft = -0.476 L/D 15.91 ft = -0.344 L/D = 15.91 ft = -0.445 L/D = 15.91 ft = -0.921 L/D = Page 2 469 649 506 244 748 1035 801 387 I ·1 I I I I I I I .t<.1-U~ ~~ee~ vb.~ Gravity Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl Floor Type: second floor Beam Design 12/11/99 22:22:09 Steel Code: ASD 9th Ed. Beam Number= 87 SPAN INFO~TION (ft): I-End (102.50,60.00), Beam Size (User Selected) = Wl8X35 J-End (102.50,89.67) Fy = 50.0 ksi Total Beam Length (ft) = 29.67 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 145.00 f'c (ksi) 3.50 Right 2.50 145.00 3.50 Decking Orientation perpendicular Decking type VERCO W3 Formlok beff (in) = 89.00 Y bar(in) = perpendicular VERCO W3 Formlok 18.25 Seff (in3) = 78.57 Str (in3) = Ieff (in4) = 1172.30 Itr (in4) = Stud length (in) = 4.80 · Stud diameter (in) = Stud Capacity (kips) q = 12.5 98.19 1791.78 0.75 # of studs: Full= 57 Partial= 11 Actual= 11 Number of Stud Rows= 1, Percent of Full Composite Action= LINE LOADS: (k/ft) Load Dist 1 0.00 29.67 DL 0.900 0.900 CDL 0.600 0.600 LL 1.050 1.050 · Red% Type 11. 7% Red CLL 0.400 0.400 26. 70 I j SHEAR: Max V (DL+LL) = 27 .10 kips fv = 5.36 ksi Fv = 19.13 ksi I I I I MOMENTS: Span Cond Moment @ kip-ft ft Center PreCmp 110.0 14.8 InitDL 66.0 14.8 Max+ 201.0 14.8 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 201.0 14.8 fc (ksi) = 0.53 Fe= 1.58 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: (Camber= Initial load (in) Live load (in') Post Comp load (in) 1/2) at at at Net Total load (in). at 14.83 14.83 14.83 14.83 ft ft ft Lb ft Left 14.83 13.35 13.75 27.10 Cb = -0.707 = -0.475 = -0.629 ft·= -0. 8,36 Tension Flange Compr Flange fb Fb fb Fb 22.92 33.00 22.92 33.00 30.69 33.00 34.37 45.00 30.69 33.00 Right 14.83 13.35 13.75 27.10 L/D = 503 L/D = 749 L/D = 566 L/D = 426 .tV1.J.".1. .:> t...ee..1. VO • ..1. ~LaVlLY neam vesign Summary Michael W. Devine, S.E. I INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 S(> Building Code: UBCl Steel Code: ASD 9th Ed. ·1 IFloor Type: roof Beam# Length +M -M Seff Fy Beam Size Studs I ft kip-ft kip-ft in3 ksi 1 22.17 83.9 0.0 47.2 50.0 W16X31 u 2 22.17 83.9 0.0 47.2 50.0 Wl6X31 u I 11 20.00 83.9 0.0 47.2 50.0 W16X31 u 13 20.00 82.6 0.0 47.2 50.0 W16X31 u 16 8.00 0.4 0.0 4.4 36.0 C6X8.2 u I 18 4.50 0.1 0.0 4.4 36.0 C6X8.2 u 19 4.50 0.2 0.0 4.4 36.0 C6X8.2 u 21 8.00 0.7 0.0 4.4 36.0 C6X8.2 u 22 30.00 87.7 0.0 57.6 50.0 Wl8X35 u I 23 8.00 0.7 0.0 4.4 36.0 C6X8.2 u 24 8'.00 0.7 0.0 4.4 36.0 C6X8.2 u 26 8.00 0.7 0.0 4.4 36.0 C6X8.2 u I 27 4.00 0.4 0.0 4.4 36.0 C6X8. 2 u 28 20.00 143.9 0.0 57.6 50.0 W18X35 u 29 4.00 0.4 0.0 4.4 36.0 C6X8.2 u I 30 20.00 141. 6 0.0 57.6 50.0 Wl8X35 u 31 2.00 0.2 0.0 4.4 36.0 C6X8.2 u 33 30.00 123.6 0.0 57.6 50.0 Wl8X35 u I-~);~ 30.00 125.3 0.0 57.6 50.0 Wl8X35 u 8.00 1.2 0.0 4.4 36.0 C6X8. 2 u 39 4.50 0.7 0.0 4.4 36.0 C6X8.2 u I. 40 3.00 0.2 0.0 4.4 36.0 C6X8.2 u 41 4.00 0.0 0.0 21.3 50.0 Wl2X19 u 43 5.67 0.0 0.0 21.3 50.0 Wl2X19 u I 44 30.00 124.1 o. o · 57.6 50.0 W18X35 u 45. 20.00 139.2 0.0 57.6 50.0 W18X35 u 46 8.00 1.0 0.0 4.4 36.0 C6X8.2 u 47 8.00 1.0 0.0 4.4 36. o· C6X8.2 u I 49 20.00 143.6 0.0 57.6 50.0 W18X35 u 50 28·. 67 126.9 0.0 57.6 50.0 Wl8X35 u 51 2.92 0.5 0.0 4.4 36.0 C6X8.2 u I 53 30.00 123.5 0.0 57.6 50.0 Wl8X35 u 56 8.00 0.0 0.0 4.4 36.0 C6X8. 2 u 57 8.00 0.0 0.0 4.4 36.0 C6X8. 2 u 1· 58 8.00 0.7 0.0 4.4 36.0 C6X8.2 u 59 30.00 123.4 0.0 57.6 50.0 W18X35 u 60 8.00 1.8 0.0 4.4 36.0 C6X8.2 u I 62 8.00 0.7 0.0 4.4 36.0 C6X8.2 u 63 4.00 0.4 o.o 4.4 36.0 C6X8.2 u 64 6.00 1.3 0.0 4.4 36.0 C6X8.2 u IJ 65 20.00 142.4· 0.0 57.6 50.0 Wl8X35 u 66 4'. 00 0.4 0.0 4.4 36.0 C6X8.2 u 67 20.00 144. 5 _, o.o 57.6 50.0 Wl8X35 u 69 30.00 125.0 0.0 57.6 50.0 Wl8X35 u I 72 30.00 125.8 0.0 57.6 50.0 Wl8X35 u I .rv-il.".1 ::::, Lee .1. VO • .L \.:1rav1. ·cy oeam .ues1.gn !::>ummary Page 2 Michael W. Devine, S.E. I INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 s-1 Building Code: UBCl Steel Code: ASD 9th Ed. ·1 .74 5.67 0.0 0.0 21. 3 50.0 W12X19 u )76 4.00 0.0 0.0 21.3 50.0 Wl2X19 u I 77 30.00 123.3 0.0 57.6 50.0 W18X35 u 78 20.00 142.1 0.0 57.6 50.0 W18X35 u 79 8.00 0.9 0.0 4.4 36.0 C6X8.2 u I 80 8.00 0.9 0.0 4.4 36.0 C6X8.2 u 81 8.00 1.2 0.0 4.4 36.0 C6X8.2 u 83 20.00 139.6 0.0 57.6 50.0 W18X35 u I 84 3.00 0.2 0.0 4.4 36.0 C6X8. 2 u 85 5.00 0.7 0.0 4.4 36.0 C6X8.2 u 86 2.50 0.3 0.0 4.4 36.0 C6X8.2 u I 88 3b.00 121.7 0.0 57.6 50.0 W18X35 u 91 8.00 0.7 0.0 4.4 36.0 C6X8.2 u 92 30.00 124.5 0.0 57.6 50.0 Wl8X35 u 93 8.00 1.4 0.0 4.4 36.0 C6X8. 2 u I 94 8.00 1.4 0.0 4.4 36.0 C6X8.2 u 96 8.00 0.7 0.0 4.4 36.0 C6X8.2 u 97 5.00 0.7 0.0 4.4 36.0 C6X8.2 u I 98 4.00 0.4 0.0 4.4 36.0 C6X8.2 u 99 20.00 82.6 0.0 47.2 50.0 W16X31 u 100 4.00 0.4 0.0 4.4 36.0 C6X8.2 u I 101 20.00 81.7 0.0 47.2 50.0 W16X31 u 102 5.00 0.5 0.0 4.4 36.0 C6X8 .2 u 104 30.00 86.1 0.0 57.6 50.0 Wl8X35 u 1 · lo5 8.00 0.3 0.0 4.4 36.0 C6X8. 2 u ·-107 5.17 0.2 0.0 4.4 36.0 C6X8.2 u 108 5.17 0.2 0.0 4.4 36.0 C6X8. 2 u I 114 22.17 83.9 0.0 47.2 50.0 W16X31 u 116 22.17 83.9 0.0 47.2 50.0 W16X31 u l-.loor Type: second floor feam #. Length +M -M Seff Fy Beam Size Studs ft kip-ft kip-ft in3 ksi 1 27.42 39.4 0.0 47.2 50.0 Wl6X31 u I 2 21.65 260.4 0.0 94.9 50.0 W18X40 u 30 3 9.33 2.5 0.0 4.4 36.0 C6X8. 2 u 4 9.33 7.3 0.0 4.4 36.0 C6X8.2 u 1· 5 9.33 7.3 0.0 59.9 50.0 Wl6X31 u 5 6 21.50 245.3 0.0 89.4 50.0 Wl8X40 17 7 1. 73 0.3 0.0 4.4 36.0 C6X8. 2 u I 8 6.25 4.4 0.0 4.4 36.0 C6X8.2 u 9 31.47 170.9 o·. o 78.5 50.0 Wl8X35 u 11 10 29.67 152.7 0.0 78.5 50.0 W18X35 u 11 IJ 11 28.54 82. 8 · 0.0 66.8 50.0 W16X31 u 11 12 30.57 165.1 0.0 78.6 50.0 W18X35 u 11 13 29.10 124.1 0.0 77.8 50.0 W18X35 u 11 14 29.67 155.9 o.o 78.6 50.0 W18X35 u 11 I 15 29. 67' 178.9 0.0 78.6 50.0 W18X35 u 11 I .._--u-.u:. u· l. C 'C .L V U • .J.. -.::1 .... dV.l.1.,.J .::ieam .Jesign :::,urnmary Page 3 Michael W. Devine, S.E. I INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code: UBCl Steel Code: ASD 9th Ed. ·1 ·16 30.00 182.7 0.0 78.6 50.0 W18X35 u 11 \ 7 20.00 272.3 0.0 99.4 50.0 Wl8X40 u 28 I 18 29.67 178.9. 0.0 78.6 50.0 Wl8X35 u 11 19 20.00 272.3 0.0 99.4 50.0 W18X40 u 28 20 29.67 201.0 0.0 78.6 50.0 W18X35 u 11 I 21 30.00 205.2 0.0 78.6 50.0 W18X35 u 11 22 29.67 201.0 0.0 78.6 50.0 W18X35 u 11 23 29.67 198.6 0.0 78.5 50.0 W18X35 u 10 I 24 10.00 9.2 0.0 21.3 36.0 Wl2X19 u 25 30.00 205.2 0.0 78.6 50.0 Wl8X35 u 11 26 20.00 269.5 0.0 98.1 50.0 Wl8X40 23 27 29.67 201.0 0.0 78.6 50.0 Wl8X35 u 11 I 28 20.00 272.3 0.0 99.4 50.0 W18X40 u 28 29 10.67 2.3 0.0 4.4 36.0 C6X8.2 u 30 10.67 10.6 0.0 21.3 36.0 W12X19 u I 31 29.67 230.2 0.0 88.9 50.0 Wl8X50 u 32 20.00 92.0 0.0 57.6 50.0 W18X35 u 33 30.00 205.2 0.0 78.6 50.0 Wl8X35 u 11 1· 34 29.67 201.0 0.0 78.6 50.0 Wi8X35 u 11 35 10.67 2.8 0.0 47.2 50.0 W16X31 u 36 3.00 1.5 0.0 4.4 36.0 C6X8.2 u I 37 4.09 1.1 0.0 4.4 36.0 C6X8.2 u 39 2.59 0.4 0.0 4.4 36.0 C6X8.2 u 38 1. 0.8 0.0 -2.2 I·-) 19.00 67.9 -2.2 63.9 50.0 Wl6X31 u 9 .. 40 30.00 205.2 0.0 78.6 50.0 W18X35 u 11 41 20.00 177.5 0.0 86.7 50.0 Wl8X40 u 9 ·1 42 29.67 201.0 0.0 78.6 50.0 W18X35 u 11 43 20.00 262. 0 0.0 95.8 50.0 Wl8X40 u 22 44 3.00 1.2 0.0 4.4 36.0 C6X8.2 u 45 6.72 1.3 0.0· 47.2 50.0 W16X31 u I 46. 4.33 0.0 0.0 21.3 50.0 W12X19 u 47 13.83 23. 3 · 0 •. 0 72.7 50.0 W16X31 u 22 48 4.33 0.0 0.0 21.3 50.0 W12X19 u I 50 10 .-20 2.1 0.0 1.9 36.0 C4X5.4 51 20.00 77.6 0.0 83.6 50.0 Wl8X35 u 22 49 2.75 0.0 -29.7 I 23.33 85.1 -29.7 57.6 50.0 W18X35 u 52 10.00 0.0 0.0 21.3 50.0 Wl2X19 u 53 20.00 62.2 0.0 84.4 50.0 Wl8X35 u 22 1· 54 10.67 18.7 0.0 57.6 50.0 W18X35 u 55 20.00 34.9 o.o 84.4 50.0 W18X35 u 22 56 30.00 205.2 0.0 78.6 50.0 Wl8X35 u 11 1· 57 29.67 196.2 0.0 78.5 50.0 W18X35 u 10 58 10.00 1.2 0.0 4.4 36.0 C6X8. 2 u 59 10.00 1.2 0.0 4.4 36.0 C6X8. 2 u .) 61 10.20 2.1· 0.0 1.9 36.0 C4X5.4 60 2.00 0.0 -3.9 12.25 35.7 -3.9 32.3 50.0 W12X19 u 7 62 10.00 0.0 0.0 21.3 50.0 W12X19 u I 63 6.50 10.3 0.0 30.0 50.0 Wl2X19 u 3 I J:\l"U•.L u L. t:: t:: .L VO• .L ~L'cl. \I J. "1..Y ~eam vesign bUITIInary Page 4 Michael W. Devine, S.E. I INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 5~ Building Code: UBCl Steel Code: ASD 9th Ed. ·1 ·,64 30.00 205.2 0.0 78.6 50.0 Wl8X35 u 11 65 20.00 172.9 0.0 87.0 50.0 W18X40 u 9 I 66 29.67 190.1 0.0 88.9 50.0 W18X50 u 67 20.00 262. 0 0.0 95.8 50.0 W18X40 u 22 68 10.00 1.2 0.0 4.4 36.0 C6X8. 2 u I 69 10.00 1.2 0.0 4.4 36.0 C6X8.2 u 71 6.72 1. 3 0.0 47.2 50.0 Wl6X31 u 70 2.75 0.0 -29.7 I 24.83 90.8 -29.7 57.6 50.0 Wl8X35 72 4.33 0.0 0.0 21.3 50.0 Wl2X19 u 73 4.33 0.0 0.0 21.3 50.0 Wl2X19 u I 74 9.17 14.4 0.0 57.6 50.0 W18X35 u 75 10.00 19.2 0.0 47.2 50.0 Wl6X31 u 76 30.00 205.2 0.0 78.6 50.0 W18X35 u 11 77 29.67 196.2 0.0 78.5 50.0 Wl8X35 u 10 I 78 15.33 28.7 0.0 62. 9 50.0 W16X31 u 7 79 3.00 1.2 0.0 4.4 36.0 C6X8.2 u 80 2.59 0.4 0.0 4.4 36.0 C6X8. 2 u I 81 9.17 0.0 0.0 47.2 50.0 W16X31 u 83 4.09 1.i 0.0 4.4 36.0 C6X8. 2 u 82 1.08 0.0 -2.2 I 29.67 167.4 -2.2 95.6 50.0 Wl8X40 u 14 84 5.33 6.9 0.0 47.2 50.0 W16X31 u 85 20.00 272.3 0.0 99.4 50.0 Wl8X40 u 28 1-,) 86 10.00 0.0 0.0 21.3 50.0 W12X19 u ,· 87 29.67 201.0 0.0 78.6 50.0 W18X35 u 11 88 20.00 272.3 0.0 99.4 50.0 W18X40 u 28 I 89 3.00 1.5 0.0 4.4 36.0 C6X8. 2 u 90 29.67 201.0 0.0 78.6 50.0 W18X35 u 11 91 30.00 205.2 0.0 78.6 50.0 W18X35 u 11 I 92 29.67 201.0 o. o· 78.6 50.0 W18X35 u 11 93. 29.67 201.0 0.0 78.6 50.0 W18X35 u 11 94 30.00 205.2 0.0 78.6 50.0 W18X35 u 11 95 20.00 272.3 0.0 99.4 50.0 W18X40 u 28 I 96 29.67 201.0 0.0 78.6 50.0 W18X35 u 11 97 20.00 272.3 0.0 99.4 50.0 W18X40 u 28 98 29.67 201.0 0.0 78.6 50.0 W18X35 u 11 I 99 30.00 205.2 0.0 78.6 50.0 W18X35 u 11 100 29.67 201.0 0.0 78.6 50.0 Wl8X35 u 11 101 29.67 178.9 0.0 78.6 50.0 W18X35 u 11 1· 102 30.00 182.7 o.o 78.6 50.0 Wl8X35 u 11 103 21.65 260.4 0.0 94.9 50.0 Wl8X40 u 30 104 29.67 178.9 0.0 78.6 50.0 W18X35 u 11 I 105 21.50 245.3 0.0 98.3 50.0 W18X55 u 106 30.57 165.1 o.o 78.6 50.0 W18X35 u 11 107 29.10 124.1 0.0 77.8 50.0 W18X35 u 11 108 29.67 155. 9· 0.0 78.6 50.0 Wl8X35 u 11 I 109 28.54 82.8 0.0 64.9 50.0 W16X31 u 9 )110 9. 33, 2.5 0.0 4.4 36.0 C6X8. 2 u 111 9.33 7.3 0.0 4.4 36.0 C6X8.2 u I 112 9.33 7.3 0.0 59.9 50.0 Wl6X31 u 5 I I ·1 I I I I I I I I_· __ ) I I I I 1· I .c\h.l. 'J. ~ l-t: t: .,_ VO • .1. ..:1.1..dV.Ll-y .oeam uesign burnmary Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code: UBCl Steel Code: ASD 9th Ed. 1,13 31.47 170.9 0.0 78.5 50.0 W18X35 u 11 .114 29.67 152.7 0.0 78.5 50.0 W18X35 u 11 115 1.73 0.3 0.0 4.4 36.0 C6X8.2 U· 116 6.25 4.4 0.0 4.4 36.0 C6X8.2 u 117 27.42 39.4 0.0 47.2 50.0 W16X31 u * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Page 5 't KlilVJ. St:ee.L vb • .L Gravit:y Beam Design Takeoff I Michael W. Devine, S.E. INVITROGEN -LOT 99 5$' DataBase: invitrogen 12/11/99 22:22:09 Building Code: UBCl Steel Code: ASD 9th Ed. ·1 - Floor Type: roof 1-Story Level 2 Steel Grade: 36 I SIZE # LENGTH (ft) WEIGHT (lbs) C6X8.2 41 250.25 2043.72 I ---------- 41 2043.72 I Steel Grade: 50 SIZE # LENGTH (ft) WEIGHT (lbs) I W12X19 4 . 19. 33 366.45 Wl6X31 8 168.67 5234.33 W18X35 21 548.67 19229.98 ----------I 33 24830.76 Total Number of Studs = 0 I Floor Type: second floor I Story Level 1 Steel Grade: 36 I SIZE # LENGTH (ft) WEIGHT (lbs) C4X5.4 2 20.40 110.35 I C6X8.2 21 129.30 1055.97 W12X19 2 20.67 391.71 ---------- I 25 1558.03 Steel Grade: 50 I SIZE # LENGTH (ft) WEIGHT (lbs) Wl2X19 9 68.08 1290.39 W16X31 15 228.42 7088.71 1· W18X35 49 1378.11 48300.95 W18X40 16 335.56 13473.51 W18X50 2 59.33 2967.94 I W18X55 1 21.50 1185.19 ---------- 92 74306.69 IJ Total Number of studs = 964 I I I ·1 I I I I I I I 1:) I I· I I 1· I IJ I I KA.I.~ ~~eei vb.L Gravi~y Beam Design Takeoff Michael W. Devinej S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/11/99 22:22:09 Building Code: UBCl Steel Code: ASD 9th Ed. TOTAL STRUCTURE GRAVITY BEAM TAKEOFF Steel Grade: 36 SIZ'E # LENGTH C4X5.4 2 20.40 C6X8.2 62 379.55 W12X19 2 20.67 66 Steel Grade: 50 SIZE # LENGTH W12X19 13 87.42 Wl6X31 23 397.09 Wl8X35 70 1926.78 Wl8X40 16 335.56 W18X50 2 59.33 Wl8X55 1 21.50 125 Total Number of Studs = 964 (ft) WEIGHT 110.35 3099.69 391.71 ---------- 3601.75 (ft) WEIGHT 1656.84 12323.04 67530.93 13473.51 2967.94 1185.19 ---------- 99137.45 Page 2 (lbs) (lbs) I ·1 I I I I I I I KAl'1 S~eel Vb.~ Gravity Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl '1 Steel Grade: Other Recta~gular HS Size TS6X6X.5000 I ) I I I I 1· I IJ I I Column Design Takeoff # 22 22 12/11/99 22:22:09 Steel Code: ASD 9th Ed. LENGTH (ft) 560.0 Weight (lbs) 19818 19818 51 --·----------------RAM StE.. V6. 1 Floor Map . ; DataBas'e-! invi trogen 11/2 9/99 21: 22: o:e-' --- Building Code: UBCl Floor Type: roof 9 T ~ T D T 0 4 8 rn 12 14 0 D D D D 0 o· 1 _i3_ p _r_ s _,_11_ 13 -- -- ----I .. . ·---~ I II V\ "-Cl -------KAM""S'Ee: V6.l Floor Map DataBas~ invitrogen Building Code: UBCl Floor Type: second floor ~- D 2 ,4 ti-. 11 -;----.:___ D --3 ~ Cg ---1111111 ---------' 11 / 2 9 / 9 9 21 : 2 2 : ()'!5- D D D D -J ~-~1 15 17 a --~ -[ D D D D ___:.----;-I 7 ro 113 14 16 -- -- -- ----n II --~]----, g . ·- V ------- ~ --.I) I ·1 I I I I I I I 1--~·) I I I I 1· I IJ I I KAJ.~ ~~ee~ Vb.~ Gravi~y Column Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/13/99 14:54:49 Building Code: UBCl Steel Code: ASD 9th Ed. Story level roof, Column Line 6 -B Fy (ksi) = 46.00 Column Size= TS6X6X.5000 Orientation (degrees) = 90.0 INPUT 'DESIGN PARAMETERS: Lu (ft) ........................... . K .•...............•................ Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS -Load Case 16: Axial (kips) ...................... . Moments Top Mx (kip-ft) My (kip-ft) Bot Mx (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 4.68 Fa (ksi) = fbx (ksi) = 3.43 Fbx {ksi) = fby (ksi) = 1.96 Fby {ksi) = KL/Rx = 87.13 KL/Ry = 87.13 F'ex = 19.67 F'ey = 19.67 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa = 0.28 X-Axis 16.00 1 Yes 5.50 0.00 Dead 38.33 -2.69 -0.10 0.00 0.00 16.82 30.36 30.36 Eq Hl-1: 0.278 + 0.089 + 0.051 = 0.418 Eq Hl-2: 0.170 + 0.113 + 0.064 = 0.347 Y-Axis 16.00 1 Yes 5.50 0.00 Live 8.85 -2.11 -1.95 0.00 0.00 Roof 1.51 0.00 -0.69 0.00 0.00 I ·1 I I I I I I I I --) I I I I 1· I .) -1 I .c<..&"i .::,cee_,_ v o . .i. Gravi·cy Co.1.umn Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/13/99 14:54:49 Building Code: UBCl Steel Code: ASD 9th Ed. Story level second floor, Column Line 4.5 -C.3 ' Fy (ksi) = 46.00 Column Size= TS6X6X.5000 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) .... 1 •••••••••••••••••••••••• K ................•..•.........•.... Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS -Load Case 12: Axial (kips) ...................... . Moments Top Mx (kip-ft) ......... . My (kip-ft) ......... . Bot Mx (kip-ft) ......... . My (kip-ft) ......... . Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: fa (ksi) = 2.47 fbx (ksi) = 2.45 fby (ksi) = 4.42 KL/Rx = 87.13 INTERACTION EQUATION: fa/Fa = 0.15 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL/Ry = 87.13 X-Axis 16.00 1 Yes 5.50 0.00 Dead 12.89 -0.92 -2.84 0.00 0.00 16.82 30.36 30.36 -Eq Hl-3:· 0.147 + 0.081 + 0.146 = 0.373 Y-Axis 16.00 1 Yes 5.50 0.00 Live 12.76 -2.50 -3.35 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 I ·1 I I I I I I I ,~} I I I I 1· I .) I I k'\..t-l..i.~ ~~ee~ vo.. Gravicy ~oiumn 0es1gn Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/13/99 14:54:49 Building Code: UBCl Steel Code: ASD 9th Ed. Story level second floor, Column Line 5.5 -D.2 Fy (ks-i) = 46.00 Column Size= TS6X6X.5000 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K ...•..........................•... Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS -Load Case 1: Axial ( k,tps) ...................... . Moments Top Mx (kip-ft) . . . . . . . . . . My (kip-ft) . . . . . . . . . . Bot Mx (kip-ft) .......... My (kip-ft) .......... Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 3.01 Fa (ksi) = fbx (ksi) = 0.00 Fbx (ksi) = fby (ksi) = 0.00 Fby (ksi) = KL/Rx = 87.13 KL/Ry = 174.26 F'ex = 19.67 F' ey 4.92 Cmx = 0.00 Cmy = 0.85 INTERACTION EQUATION: fa/Fa = 0.61 X-Axis 16.00 1 Yes 0.00 0.00 Dead 14.75 0.00 0.00 0.00 0.00 4.92 30.36 30.36 Eq Hl-1: 0.613 + 0.000 + 0.000 = 0.613 Eq Hl-2: 0.109 + 0.000 + 0.000 = 0.109 Y-Axis 16.00 2 No 0.00 0.00 Live 16.58 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 I ·1 I I I I I ·1 I I_-- I I I I 1· I .) I I i-v-il.'i ,::n.ee ..... v o..... l::rravi·.::y Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen Building Code: UBCl l-0..1..umn Design 12/13/99 14:54:49 Steel Code: ASD 9th Ed. ·\story level second floor, Column Line 8. 8 -B ) ' Fy (ksi) = 46.00 Column Size= TS6X6X.5000 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K •••••••••••••••••••••••••••••••••• Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS -Load Case 1: Axial (kips) ...................... . Moments Top Mx (kip-ft) ......... . My (kip-ft) ......... . Bot Mx (kip-ft) ......... . My (kip-ft) ......... . Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 3.60 Fa (ksi) = fbx (ksi) = 1.11 Fbx (ksi) = fby (ksi) = 10.97 Fby (ksi) = KL/Rx = 87.13 KL/Ry = 87.13 F'ex = 19.67 F'ey = 19.67 Cmx = 0.60 Croy = 0.60 INTERACTION EQUATION: fa/Fa = 0.21 X-Axis 16.00 1 Yes 5.50 0.00 Dead 17.90 -0.73 -7.22 0.00 0.00 16.82 30.36 30.36 Eq Hl-1: 0.214 + 0.027 + 0.265 = 0.506 Eq Hl-2: 0.130 + 0.036 + 0.361 = 0.528 Y-Axis 16.00 1 Yes 5.50 0.00 Live 19.54 -0.82 -8.13 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 I ·1 I I I I I I I I~) I I I I ·1· 1· I ~ I I N-ll~ ~tee~ Vb.~ Gravicy Co~umn Design Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/13/99 14:54:49 Building Code: pBCl Steel Code: ASD 9th Ed. 1Story level second floor, Column Line 4 -B . Fy (ksi) = 46.00 Column Size= TS6X6X.5000 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K ..........................•....... Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS -Load Case 16: Axial (kips) ...................... . Moments Top Mx (kip-ft) .......... My (kip-ft) . . . . . . . . . . Bot Mx (kip-ft) .......... My (kip-ft) .......... Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 11.44 Fa (ksi) = fbx (ksi) = 1.30 Fbx (ksi) = fby (ksi) = 1.36 Fby (ksi) = KL/Rx = 87.13 KL/Ry = 87.13 F'ex = 19.67 F'ey = 19.67 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa = 0.68 X-Axis 16.00 1 Yes 5.50 0.00 Dead 91.17 -0.03 -0.13 0.00 0.00 16.82 30.36 30.36 Eq Hl-1: 0.680 + Eq Hl-2: 0.414 + 0.061 + 0.064 = 0.043 + 0.045 = 0.806 0.502 Y-Axis 16.00 1 Yes 5.50 0.00 Live 22.87 -1.79 -1.78 0.00 0.00 Roof 4.91 0.00 0.00 0.00 0.00 .KF.J.'1 :::, 'Ce e .L Vb • .L Gravity Column Design Summary I Michael W. Devine, S.E. INVITROGEN -LOT 99 0--< DataBase: invitrogen 12/13/99 14:54:49 Building Code: UBCl Steel Code: ASD 9th Ed. ·1 '\ l ' kips, ft Units: I Column Line 1.2 -B.9 I Level p Mx My LC Interaction Eq. Angle Fy Size second floor 42.5 2.6 15.4 8 0.57 Eq Hl-2 90.0 46 TS6X6X.500 I Column Line 1.2 -B 1· Level p Mx My LC Interaction Eq. Angle Fy Size second floor 37.4 1.5 15.4 1 0.53 Eq Hl-2 90.0 46 TS6X6X.500 I Column Line 2 -C Level p Mx My LC Interaction Eq. Angle Fy Size roof 30.8 3.8 5.1 5 0.33 Eq Hl-1 90.0 46 TS6X6X.500 I second floor 115.9 0.5 3.5 10 0.79 Eq Hl-1 90.0 46 TS6X6X. 500' Column Line 2 -B I Level p Mx My LC Interaction Eq. Angle Fy Size roof 30.7 3.2 5.2 4 0.31 Eq Hl-1 90.0 46 TS6X6X.500 , -) second floor 114.2 0.1 3.5 10 0.77 Eq Hl-1 90.0 46 TS6X6X.500 Column Line 3 -C I Level p Mx My LC Interaction Eq. Angle Fy Size roof 40.2 4.1 6.8 7 0.47 Eq Hl-1 90.0 46 TS6X6X.500 I second floor 112.0 ·2. 4 2.4 14 0.79 Eq Hl-1 90.0 46 TS6X6X.500 Column Line 3 -B I Level p Mx My LC. Interaction Eq. Angle Fy Size roof 40.0 3.5 6.8 6 0.47 Eq Hl-1 90.0 46 TS6X6X.500 second floor 111.6 1.8 1.8 15 0.75 Eq Hl-1 90.0 46 TS6X6X.500 I Column Line 4 -C 1· Level p Mx My LC Interaction Eq. Angle Fy Size roof 52.5 6.3 4.4 7 0.49 Eq Hl-1 90.0 46 TS6X6X.500 second floor 112.9 5.1 1.9 1 0.87 Eq Hl-1 90.0 46 TS6X6X.500 I Column Line 4 B ~ Level p Mx My LC Interaction Eq. Angle Fy Size roof 49.0 4.9 3.3 15 0.53 Eq Hl-1 90.0 46 TS6X6X.500 second floor 120.1 1.8 1.9 16 0.81 Eq Hl-1 90.0 46 TS6X6X.500 I. Column Line 4.5 -D.2 I .KAl."1 ::,c e e J. Vb • .L Gravity Column Design Summary Page 2 I Michael W. Devine, S.E. INVITROGEN -LOT 99 f:e(() DataBase: invitrogen 12/13/99 14:54:49 Building Code: UBCl Steel Code: ASD 9th Ed. ·1 ) Level p Mx My LC Interaction Eq. Angle Fy Size I second floor 30.8 0.0 0.0 1 0.60 Eq Hl-1 90.0 46 TS6X6X.500 Column Line 4.5 -C.3 I Level p Mx My LC Interaction Eq. Angle Fy Size second floor 25.7 3.4 6.2 12 0.37 Eq Hl-3 90.0 46 TS6X6X.500 I Column Line 5 -C I' Level p Mx My LC Interaction Eq. Angle Fy Size roof 44.0 5.7 4.1 7 0.46 Eq Hl-1 90.0 46 TS6X6X.500 second floor 104.7 4.1 0.1 1 0.72 Eq Hl-1 90.0 46 TS6X6X.500 I Column Line 5 -B Level p Mx My LC Interaction Eq. Angle Fy Size I roof 45.6 3.9 4.0 6 0.45 Eq Hl-1 90.0 46 TS6X6X.500 second floor 114.1 2.4 1.7 15 0.78 Eq Hl-1 90.0 46 TS6X6X.500 I Column Line 5.5 -D.2 Level p Mx My LC Interaction Eq. Angle Fy Size , ._) second floor 31.3 0.0 0.0 1 0. 61 Eq Hl-1 90.0 46 TS6X6X:.500 Column Line 5.5 -C.2 I Level p Mx My LC Interaction Eq. Angle Fy Size second floor 17.1 3.3 2.1 12 0.23 Eq Hl-3 90.0 46 TS6X6X.500 I Column Line 6 -C Level p Mx My LC Interaction Eq. Angle Fy Size I roof 50.6 5.4 4.3 17 0.58 Eq Hl-1 90.0 46 TS6X6X.500 second floor 110.8 2.8 2.0 1 0.78 Eq Hl-1 90.0 46 TS6X6X.500 I Column Line 6 -B Level p Mx My-LC Interaction Eq. Angle Fy Size 1· roof 48.7 4.8 2.7 16 0.42 Eq Hl-1 90.0 46 TS6X6X.500 Column Line 7 -C I Level p Mx My LC Interaction Eq. Angle Fy Size roof 39.5 3.6 6.8 10 0.47 Eq Hl-1 90.0 46 TS6X6X.500 IJ second floor 111.0 1.8 1.8 14 0.75 Eq Hl-1 90.0 4 6 TS 6X 6X . 5 0 0 Column Line 7 -B I Level p MX My LC Interaction Eq. Angle Fy Size I I ·1 I I I I 1· I I I.,) I 1· I I 1-- 1 KJ-UVJ. ::; -c e e 1. Vb • .l Gravity Column Design Sµrnmary Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/13/99 14:54:49 Building Code: UBCl Steel Code: ASD 9th Ed. .roof 39.8 3.5 6.8 11 0.47 Eq Hl-1 'second floor 111.2 1. 8 1. 8 15 0.75 Eq Hl-1 Column Line 8 -C . Level p Mx My LC Interaction Eq. roof 30.7 3.8 5.1 2 0.32 Eq Hl-1 second floor 115.8 0.5 3.5 6 0.79 Eq Hl-1 Column Line 8 -B Level p Mx My LC Interaction Eq. roof 30.6 3.2 5.2 3 0.31 Eq Hl-1 second floor 114.1 0.1 3.5 6 0.77 Eq Hl-1 Column Line 8.8 -B.9 Level p Mx My LC Interaction Eq. second floor 42.5 2.6 15.4 8 0.57 Eq Hl-2 Column Line 8.8 -B Level p Mx My LC Interaction Eq. second floor 37.4 1. 5 -15.4 1 0.53 Eq Hl-2 Page 3 Ce1 90.0 46 TS6X6X.500 90.0 46 TS6X6X.500 Angle Fy Size 90.0 46 TS6X6X.500 90.0 46 TS6X6X.500 Angle Fy Size 90.0 46 TS6X6X.500 90.0 46 TS6X6X.500 Angle Fy Size 90.0 46 TS6X6X.500 Angle Fy Size 90.0 46 TS6X6X.500 KAl'1 St:ee.1 Vb . .1 Column Load Summary I Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/13/99 14:54:49 ees Building Code: UBCl Steel Code: ASD 9th Ed. ·1 ' \ ) Units: kips I Column Line 1.2 -B.9 I Level Height Dead Self +Live -Live MinTot MaxTot second floor 16.00 20.7 0.0 22.6 0.0 20.7 43.3 I Column Line 1.2 -B I Level Height Dead Self +Live -Live MinTot MaxTot second floor 16.00 17.3 0.0 19.5 0.0 17.3 36.9 I Column Line 2 -C Level Height Dead Self +Live -Live MinTot MaxTot roof 16.00 22.1 0.0 8.1 0.0 22.1 30.3 I second floor 16.00 76.8 0.0 47.7 0.0 76.8 124.6 Column Line 2 -B I Level Height Dead Self +Live -Live MinTot MaxTot roof 16.00 22.0 0.0 8.1 0.0 22.0 30.1 1.: _) second floor 16.00 75.5 0.0 47.5 0.0 75.5 123.0 Column Line 3 -C I Level Height Dead Self +Live -Live MinTot MaxTot roof 16.00 30.4 0.0 15.3 0.0 30.4 45.7 1~ second floor 16.00 83.4 0.0 41.6 -0.0 83.4 125.0 Column Line 3 -B I Level Height Dead Self +Live -Live MinTot MaxTot roof 16.00 30.3 0.0 15.2 0.0 30.3 45.4 second floor 16.00 84.0 0.0 42.1 0.0 84.0 126.0 I Column Line 4 -C 1-· Level Height Dead Self +Live -Live MinTot MaxTot roof 16.00 39.2 0.0 18.4 0.0 39.2 57.6 second floor 16.00 74.9 0.0 36.9 -0.0 74.9 111.7 I Column Line 4 -B I' Level Height Dead Self +Live -Live MinTot MaxTot roof 16.00 38.1 0.0 18.0 0.0 38.1 56.0 J second floor 16.00 91.2 0.0 42.9 0.0 91.2 134.1 I Column Line 4.5 -D.2 I .1:{.t-1..1.V..1 ;::, -c e e 1. Vb • .l. l..O.l.umn J.Joao ::,umrnary Page 2 I Michael W. Devine, S.E. INVITROGEN -LOT 99 DataBase: invitrogen 12/13/99 14:54:49 01 Building Code: UBCl Steel Code: ASD 9th Ed. ·1 .,I Level Height Dead Self +Live -Live MinTot MaxTot I. second floor 16.00 13.9 0.0 16.3 -0.1 13.9 30.2 Column Line 4.5 -C.3 I Level Height Dead Self +Live -Live MinTot MaxTot second floor 16.00 12.3 0.6 15.2 -0.7 12.2 28.1 I Column Line 5 -C I Level Height Dead Self +Live -Live MinTot MaxTot roof 16.00 34.7 0.0 16.6 0.0 34.7 51.4 second floor 16.00 67.6 0.0 36.0 0.0 67. 6 103.6 I Column Line 5 -B Level Height Dead Self +Live -Live MinTot MaxTot I roof 16.00 36.2 0.0 17.3 0.0 36.2 53.6 second floor 16.00 86.1 o.o 40.4 0.0 86.1 126.5 I Column Line 5.5 -D.2 Level Height Dead Self +Live -Live MinTot MaxTot 1 · ·-1 second floor 16.00 14.2 o. o· 16.6 -0.1 14.1 30.8 Column Line 5.5 -C.2 I Level Height Dead Self · +Live -Live MinTot MaxTot second floor 16.00 8.6 0.6 10.7 -0.7 8.5 19.9 I Column Line 6 -C Level Height Dead Self +Live -Live MinTot MaxTot I roof 16.00 39.3 0.0 18.5 0.0 39 .. 3 57.7 second floor 16.00 73.1 0.0 36.5 -0.0 73.1 109.6 I Column Line 6 -B Level Height Dead Self +Live -Live MinTot MaxTot 1· roof 16.00 37.8 0.0 17.9 0.0 37.8 55.7 Column Line 7 -C I Level Height Dead Self +Live -Live MinTot MaxTot roof 16.00 29.8 0.0 15.0 0.0 29.8 44.8 I second floor 16.00 83.5 0.0 42. o. 0.0 83.5 125.5 Column Line 7 ) -B I Level Height Dead Self +Live -Live MinTot MaxTot I I ·1 I I I I I I I I_·) I I I I 1· I· .) 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PROOUCT 204·1 (Single Shee1s) 205-1 (Padded) I ·1 I DEVINE ENGINEERING 11884 Springside Rd. San Diego, CA 92128 (858) 748-6168 Jos tt-JY,TR.QGcf:,l -LoT 99 i.Ci''j'o4l SHEETNO. _________ OF ______ (_O_(o_ CALCULATED sv _ __,M_;_.:WO....:....,c'-------DATE __ \"-l-'"""~-"o_-""""'1 ..... 9 __ CHECKEDBY _________ DATE ______ _ SCALE I ................ Lb,,.~(¼~ ...... Roor. .................................................................................................................................................................... . .. ... . . . ............... --'7-----....----------------------,,.--. ................................................................................................ .......................................................... . 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San Diego, CA 92128 (858) 748-6168 JOB __ l,_,,,\.../,,_Y:,-_jlwT...:.''~O:::..:G1W""-"---__;;:Lo::.=...1'.,__q__.__'1.__ __ --=--\-=q::..._q_,_,o:::.._4...:....:.l __ SHEET NO. _________ _ {o1 OF _____ ~-- CALCULATED sv ___ M....:....:.w-'---'Q"------DATE _ __,_\_\·~S~0~-~9~9'~- CHECKED BY _________ _ DATE _______ _ SCALE ................. ~A'I.~ ........... :1::-,.00£ .......................................................................................... : .. .. ............. ......... . ........ . . ...... ..... .. . .. . .. .... .......... . ............................................. . . . .... : .. . ............. : .. ~~o.w..:.r. ......................... ···················· .......................................... : .................... ·············· .......... ·············· .......................... ············ ...... ······ ...... ······························ .. ...... .... ........... .......... ... ~ .::: ... T ..... :.: .. :~.o ... :,(_ 'Jo~/. 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' ...... : ........ : ......................... : ............ · ........ , ....................... ; ............. , ..................... ; ......... ; ...................... . ..... : • • .j. : • • i ! i : : : J •• ••• •••••• •• • ~--· •••••••••••••• ; __ ......... i ........................ : . .. . .. : ................. .. . ........ ....... : . ··· 1 . i . .. ........................ ; ....... _................................ ..... . . : PRODUCT 204-1 ($11,gle Shlets) 205-1 (Padded) -------·----------... ~ . DEVINE ENGINEERING 11884 Springside Road San Diego, CA ·92128 (858) 748-6168 HOLDOWN ANALYSIS AND DESIGN Wroof Wfloor Wall Length DL DL Wwall Number (feet) (kips) (kips) (kips) N1 27.5 9 27.5 63.1 N2 27.5 9.3 28.2 63.1 N3 13.5 4.6 13.9 54.3 N4 30 10.1 30.8 52.4 NS 13.5 4.6 13.9 54.3 N6 27.5 9.3 28.2 63.1 N7 27.5 9 27.5 63.1 E1 28.3 2.3 7 64.6 E2 26.3 9.2 6.7 57.6 E3 35.3 9.9 8.8 78.9 S1 33 10.9 33.2 74.7 S2 34.8 8.6 35.7 67.9 S3 13.5 4.6 0 37.6 S4 8.7 17.5 3.5 15.4 S5 29.3 9.9 0 20.5 S6 8.7 17.5 3.5 15.4 S7 13.5 4.6 0 37.6 S8 34.8 8.6 35.7 67.9 S9 33 10.9 33.2 74.7 W1 35.3 9.9 8.8 78.8 W2 26.3 9.2 6.7 57.6 W3 28.3 2.3 7 64.6 11 25 0 91.6 42.5 Wroof Wfloor Wall Length DL DL Wwall Number (feet) (kips) (kips) (kips) ''.,,,,,.>;~ Vwc1II Vroof Vfloor MOT (kips) (kips) (kips) (ft-kips) 14.1 17.4 29.0 1268.2 14.1 19.6 33.6 1412.2 12.2 .15.1 26.0 1112.1 11.7 30.7 0.0 749 12.2 15.1 ·26.0 1112.1 14.1 19.6 33.6 1412.2 14.1 17.4 29.0 1268.2 14.5 53.7 34.2 2518.8 12.9 31.9 14.4 1477 17.7 79.6 50.6 3666.1 16.7 34.1 32.4 1902.4 15.2 22.4 26.1 1400.6 8.4 11.1 10.1 664.2 3.4 0 8.9 170 4.6 0 0.0 80.4 3.4 0 9.2 174.8 8.4 11.1 10.1 664.2 15.2 22.4 26.1 1400.6 16.7 34.1 32.4 1902.4 17.7 79.6 55.0 3736.1 12.9 31.9 15.7 1497.8 14.5 53.7 37.1 2565.2 9.5 0 103.9 1738.6 Vwall Vroof Vfloor MOT (kips) (kips) (kips) (ft-kips) MOT- MR (DL) .85MR UPLIFT (ft-kips) (ft-kips) (kips) 1369.5 104.1 5.6 1383.3 236.4 12.8 491.4 694.4 76.8 1399.5 -440.6 -21.9 491.4 694.4 76.8 1383.3 236.4 12.8 1369.5 104.1 5.6 1046.8 1629.1 85.8 967.6 654.5 37.1 1724.1 2200.6 93 1960.2 236.3 10.7 1949.5 -256.5 -11 284.9 422.1 46.7 157.8 35.9 6.2 445.8 -298.6 -15.2 157.8 40.7 7 284.9 422.1 46.7 1949.5 -256.5 -11 1960.2 236.3 10.7 1722.3 2272.1 96 967.6 675.3 38.3 1046.8 1675.5 88.3 1676.3 313.7 18.7 MOT- MR (DL) .85MR UPLIFT (ft-kips) (ft-kips) (kips) Asteel (in2) 0.1 0.2 1.4 -0.4 1.4 0.2 0.1 1.6 0.7 1.7 0.2 -0.2 0.9 0.1 -0.3 0.1 0.9 -0.2 0.2 1.8 0.7 1.6 0.3 Asteel (in2) _) INVITROGEN -LOT 99 Page 1 MWD 12/05/1999 No. of #7HD Wall bars HD Number 0.2 1-#6 N1 0.4 1-#6 N2 2.4 2-#8 N3 -0.7 none N4 2.4 2-#8 NS 0.4 1-#6 N6 0.2 1-#6 N7 2.6 2-#8 E1 1.1 1-#8 E2 2.9 3-#7 E3 0.3 1-#6 S1 -0.3 none S2 1.4 2-#7 S3 0.2 1-#6 S4 -0.5 none S5 0.2 1-#6 S6 1.4 2-#7 S7 -0.3 none S8 0.3 1-#6 S9 3 3-#7 W1 1.2 1-#8 W2 2.7 2-#8 W3 0.6 1-#6 11 No. of #7HD Wall bars Number - ~ -----------------~-~ DEVINE ENGINEERING 11884 Springside Road San Diego, CA. 92128 (858) 7 48-6168 LOWER LEVEL PIER SHEAR REINFORCING ANALYSIS AND DESIGN Wall Vroof Vfloor Vwall Vtotal Pier Pier Pier Pier Length Thick Heig~t Number (kips) (kips) (kips) (kips) Number (inches) (inches) (feet) N1, N7 17.4 29 14.1 60.5 L1 55.0 11.0 8.5 L2 36.0 11.0 8.5 N2,N6 19.6 33.6 14.1 67.3 L1 60.0. 11.0 8.5 L2 36.0 11.0 8.5 N3,N5 15.1 26 12.1 53.2 L1 42.0 12.0 8.5 L2 42.0 16.0 8.5 W1, E3 79.6 55 17.7 152.3 L1 72.0 8.0 8.5 L2 36.0 8.0 8.5 W2,E2 31.9 15.7 12.9 . 60.5 L1 36.0 8.0 12.0 L2 36.0 8.0 8.5 W3, E1 53.7 37.1 14.5 105.3 L1 55.0 8.0 8.5 L2 36.0 8.0 8.5 S1, S9 34.1 32.4 . 16.7 83.2 L1 72.0 11.0 8.5 L2 36.0 11.0 8.5 S2,S8 22.4 26.1 15.2 63.7 L1 54.0 11.0 8.5 L2 36.0 11.0 8.5 L3 33.5 8.0 8.5 S3,S7 11.1 10.1 8.4 29.6 L1 42.0 8.0 8.5 L2 37.0 8.0 8.5 S4,S6 0 9.2 3.4 12.6 L1 99.0 8.0 16.0 L2 0.0 0.0 11 0 103.9 9.5 113.4 L1 300.0 8.0 16.0 L2 0.0 0.0 Wall Vroof Vfloor Vwall Vtotal Pier Pier Pier Pier Length Thick Height Number (kips) (kips) (kips) (kips) Number (inches) (inches) (feet) Pier \(pier Ve pier Vs #5@10 Rigidity (kips) (kips) (kips) 0.115 43.8 41.2 0.044 16.7 26.5 0.137 50.9 45.1 0.044 16.4 26.5 0.069 22.7 34.2 0.093 30.5 46.3 0.141 124.1 38.5 0.032 · 28.2 18.7 0.013 17.5 18.7 0.032 43.0 18.7 0.084 76.3 29.2 59.1 0.032 29.0 18.7 0.194 67.8 54.5 0.044 15.4 26.5 0.111 38.9 40.5 0.044 15.4 26.5 0.027 9.5 17.3 0.046 17.0 22.0 0.034 12.6 19.3 0.029 12.6 53.4 108.3 0.000 0.0 0.337 113.4 164.0 332.6 0.000 0.0 Pier Vpier Ve pier vs· #5@10 Rigidity (kips) (kips) (kips) Vs 2#3@6 (kips) 29.9 29.9 35.2 35.2 29.9 29.9 29.9 · 29.9 29.9 29.9 27.7 35.2 30.8 Vs 2#3@6 (kips) INVITROGEN -LOT 99 Page2 MWD 12/05/1999 Vs Vc+Vs 2#5@1 8 (kips) (kips) 65.7 107.0 56.4 71.9. 117.0 56.4 69.4 81.5 86.8 125.3 48.6 48.6 48.6 88.3 48.6 86.8 141.3 56.4 64.5 104.9 56.4 45.1 57.2 50.1 161.6 0.0 496.5 0.0 Vs Vc+Vs 2#5@1 8 (kips) (kips) <r"" ~ ---\__, ----------- DEVINE ENGINEERING 11884 Springside Road San Diego, CA 92128 (858) 7 48-6168 ......... · LOWER LEVEL PIER JAMB REINFORCING ANALYSIS AND DESIGN Wall Wall Pier Pier ~ Mall for 2-Mall for 2-Mall for4-Length Moment Number Number (inches) (ft-kips) b(d)f'c #5jambs #6jambs #6jambs N1, N7 N1, N7 55.0 186.0 0.017 206.8 36.0 71.2 0.027 93.4 N2,N6 N2,N6 60.0 216.5 0.016 226.6 36.0 69.5 0.027 93.4 N3,N5 N3, NS 42.0 96.3 0.021 110.2 42.0 129.8 0.015 156.3 W1, E3 W1, E3 72.0 527.5 0.018 537.4 36.0 119.7 0.038 130.4 W2,E2 W2,E2 36.0 209.7 0.038 252.3 36.0 182.8 0.038 252.3 W3, E1 W3,E1 55.0 324.1 0.024 402.8 36.0 123.5 0.038 130.4 S1, S9 S1, S9 72.0 288.2 0.013 542.4 36.0 65.4 0.027 93.4 S2,S8 S2,S8 54.0 165.1 0.017 202.9 36.0 65.5 0.027 93.4 33.5 40.2 0.041 85.8 S3,S7 S3, S7 42.0 72.3 0.032 109.5 37.0 53.5 0.037 95.5 S4,S6 S4,S6 99.0 201.6 0.013 268.5 11 11 300.0 1814.4 0.004 2343.4 Wall Wall Pier Pier ~ Mall for 2-Mall for2-Mall for"4-Length Moment Number Number (inches) (ft-kips} b(d)f'c #5jambs #6jambs #6 jambs Vfloor Vwall (kips) (kips) 29.0 60.5 33.6 67.3 26.0 53.2 55.0 152.3 15.7 60.5 37.1 105.3 32.4 83.2 26.1 63.7 10.1 29.6 9.2 12.6 103.9 113.4 Vfloor Vwall (kips) (kips) -·---... - / #4 topping dowels 5.0 5.8 4.5 9.5 2.7 6.4 5.6 4.5 1.8 1.6 18.0 Topping slab dowels #4 slab dowels 7.6 2.9 8.8 2.8 3.9 5.3 21.6 4.9 3.0 7.5 13.2 5.0 11.8 2.7 6.7 2.7 1.6 3.0 2.2 2.2 19.7 Slab dowels , _, INVITROGEN -LOT 99 Page 3 MWD 12/05/1999 V'\ -------~-----------~-\___,,. . DEVINE ENGINEERING 11884 Springside Road San Diego, CA 92128 (858) 748-6168 ..._, UPPER LEVEL PIER SHEAR REINFORCING ANALYSIS AND DESIGN Wall Vroof Pier Pier Pier Thick Pier Pier Length Height Number (kips) Number (inches) (inches) (feet) Rigidity N1, N7 17.4 U1 55.0 8.0 8.5 0.1 U2 36.0 8.0 8.5 0.0 N2,N6 19.6 U1 60.0 8.0 8.5 0.1 U2 36.0 8.0 8.5 0.0 N3, NS .15.1 U1 42.0 8.0 8.5 0.1 U2 42.0 8.0 8.5 0.1 N4 30.7 U1 63.0 8.0 8.5 0.1 U2 63.0 8.0 8.5 0.1 W1, E3 79.6 U1 72.0 8.0 8.5 0.1 U2 36.0 8.0 8.5 0.0 W2,E2 31.9 U1 36.0 8.0 8.5 0.0 U2 36.0 8.0 8.5 0.0 W3, E1 53.7 U1 55.0 8.0 8.5 0.1 U2 36.0 8.0 8.5 0.0 S1, S9 34.1 U1 72.0 8.0 8.5 0.1 U2 36.0 8.0 8.5 0.0 S2,S8 22.4 U1 54.0 8.0 8.5 0.1 U2 36.0 8.0 8.5 0.0 S3,S7 11.1 U1 42.0 8.0 8.5 0.0 U2 37.0 8.0 8.5 0.0 Wall Vroof Pier Pier Pier Thick Pier Pier Length Height Number (kips) Number (inches) (inches) (feet) Rigidity Vpier Ve pier Vs#5@15 (kips) (kips) (kips) 12.6 29.2 39.4 4.8 18.7 14.8 31.9 43.2 4.8 18.7 7.6 22.0 7.6 22.0 15.4 33.6 45.4 15.4 33.6 45.4 64.9 38.5 78.1 14.7 18.7 16.0 18.7 16.0 18.7 38.9 29.2 39.4 14.8 18.7 27.8 38.5 78.1 6.3 18.7 16.2 28.6 58.0 6.2 18.7 6.4 22.0 4.7 19.3 Vpier Ve pier Vs#5@10 (kips) (kips) (kips) Vs2#3@6 (kips) 29.9 29.9 35.2 35.2 29.9 29.9 29.9 29.9 29.9 29.9 35.2 30.8 Vs2#3@6 (kips) INVITROGEN -LOT 99 Page4 MWD 12/05/1999 Vc+Vs Wall (kips) Number 68.6 N1, N7 48.6 75.1 N2,N6 . 48.6 57.2 N3, NS 57.2 79.0 N4 79.0 116.6 W1, E3 48.6 48.6 W2,E2 48.6 68.6 W3, E1 48.6 116.6 S1, S9 48.6 86.6 S2,S8 48.6 57.2 S3,S7 50.1 Vc+Vs Wall (kips) Number ~ ~ --------------\..- DEVINE ENGINEERING 11884 Springside Road San Diego, CA 92128 (858) 7 48-6168-· UPPER LEVEL PIER JAMB REINFORCING ANALYSIS AND DESIGN Wall Pier Pier As(fy) Mall for2-Mall for 2-Length Moment Number (inches) (ft-kips) b(d)fc #Sjambs #6jambs N1,N7 55.0 53.6 0.0 145.8 36.0 20.4 0.0 92.7 N2,N6 60.0 63.1 0.0 159.7 36.0 20.2 . 0.0 92.7 N3,N5 42.0 32.1 0.0 109.5 42.0 32.1 0.0 109.5 N1,N7 63.0 65.2 0.0 168.1 63.0 65.2 0.0 168.1 W1, E3 72.0 275.7 0.0 272.9 36.0 62.6 0.0 92.7 W2, E2 36.0 67.8 0.0 92.7 36.0 67.8 0.0 92.7 W3, E1 55.0 165.3 0.0 205.6 36.0 63.0 0.0 92.7 S1, S9 72.0 118.1 0.0 193.2 ·36.0 26.8 0.0 92.7 S2,S8 54.0 68.9 0.0 143.0 36.0 26.3 0.0 92.7 S3,S7 42.0 27.1 0.0 109.5 37.0 20.0 0.0 95.5 Wall Pier Pier As(fy) Mall for 2-Mall for 2-Length Moment Number (inches) (ft-kips) b(d)fc #5jambs #6jambs .__,. --(---... --' / INVITROGEN -LOT 99 Pages MWD 12/05/1999 ,.- ,.> I ·1 ' . I I I I I I I DEVINE ENGINEERING 11884 Springside Rd. San Diego, CA 92128 (858) 748-6168 Jos .Ji--Jv\T~oGe.t-J LoT SHEET NO. ___________ _ CALCULATED BY __ ~M_Vv'----D~---- CHECKED BY __________ _ SCALE 19904( OF ____ _.....,/{..._.~'--- DATE_....:c\-='2,_.-"l,"'---:1_,_9.__ __ DATE ________ _ ................ 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PRODUCT 204·1 (5'9< Slle!tsJ 205-1 (Paddtd) I ·1 I I I I I I I I I I I I I I I I DEVINE ENGINEERING 11884 Springside Rd. San Diego, CA 92128 (858) 748-6168 .... f" Jos t1--1v1·,R0Gfr-) LoT qq SHEET NO. ___________ _ cALcuuffED sv ___ M_w~O~----- CHECKEo sv __________ _ SCALE I qqt4-{ OF ____ ~l_f\...___ DATE_\'2-'----l=0_-_9.._'\+--- DATE ________ _ _: _\3r ;L~~~t~k-j ~:'.::_ /uer ,~;b. lf ;),_-T • . __ -L : . ! . .: .............. ,. .... L ' .... ,i .......... : ...... : .. · .... . ' . .. : ..... .. . ; ............ ~ ........... : .... . .. ; .. ' . ... . . ...... . . . . . ... ·; · .. . ... ,. . ....... :... .. .... ! ........... ;... .. ., ... . . :·· .... ·: .. . !···. ·····+· ........ r-··· .. : ........ : ....... ;" .... ···'····· ... :"' ........ '. . .. . .. ... . ....... . ····· .... ' ' •• i • ' • ~ .... 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San Diego, CA 92128 REDUNDANCY ANALYSIS BELOW SECOND FLOOR NORTH-SOUTH DIRECTION WALL Vwall Lwall ri E1 34.2 28.3 0.0367 E2 14.5 26.3 0.0168 E3 50.6 35.3 0.0436 W1 55.0 35.3 0.0473 W2 15.7 26.3 0.0181 W3 37.1 28.3 0.0398 11 103.9 25 0.1263 S4 8.9 8.7 0.0311 S6 9.2 8.7 0.0321 SUM= 329.1 EAST-WEST DIRECTION WALL Vwall Lwall ri N1 29.0 27.5 0.0335 N2 33.6 27.5 0.0389 N3 26.0 13.5 0.0613 NS 26.0 13.5 0.0613 N6 33.6 27.5 0.0389 N7 29.0 27.5 0.0335 S1 32.4 33 0.0312 S2 26.1 34.8 0.0239 S3 10.1 13.5 0.0238 S7 10.1 13.5 0.0238 S8 26.1 34.8 0.0239 S9 32.4 33 0.0312 !$UM.>= 314.4 .. BELOW ROOF INVITROGEN -LOT 99 JOB NO. 199041 MWD 12-10-99 [10 NORTH-SOUTH DIRECTION WALL Vwall Lwall ri E1 53.7 28.3 0.0574 E2 31.9 26.3 0.0367 E3 79.6 35.3 0.0682 W1 79.6 35.3 0.0682 W2 31.9 26.3 0.0367 W3 53.7 28.3 0.0574 SUM= 330.4 EAST-WEST DIRECTION WALL Vwall Lwall ri N1 17.4 27.5 0.0234 N2 19.6 27.5 0.0264 N3 15.1 13.5 0.0414 N4 30.7 30 0.0379 NS 15.1 13.5 0.0414 N6 19.6 27.5 0.0264 N7 17.4 27.5 0.0234 S1 34.1 33 0.0383 S2 22.4 34.8 0.0238 S3 11.1 13.5 0.0304 S7 11.1 13.5 0.0304 S8 22.4 34.8 0.0238 S9 34.1 33 0.0383 SUM= 270.1 I ·1 I 'I I DEVINE ENGINEERING 11884 Springside Rd. San Diego, CA 92128 (858) 748-6168 \99'CJ4-I}> SHEETNQ. __________ OF _____ _cl_'2,,_I __ CALCULATED sv_~M_vv~O _____ DATE_~l'2~-l~--9~9~-- CHECKED Bv __________ DATE ______ _ SCALE ............... 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San Diego, CA 92128 (858) 748-6168 \9qo4-\ SHEETNO. __________ OF ____ __,,_(,i;~V __ _ CALCULATED sv _ __,_M--'w~D"-----DATE_..c..l\_~..,c."3c)_._9-'-9-'--- CHECKEb BY __________ DATE ______ _ SCALE I ........................................................................................................................................................................................... . . ........... ........ . Fou 1-JDAl'\o.J.S .................................................... · ......... : .................................................................................. . -I I . . ..... .. ... .... ..... J.N.l'.!;$1.o.~ ..... Gt~ 4-P.~ .. ~~'t::\ .... .-... . ......................................................................... . ............................ ······· ...... .. ............ ... . .... v· .......... 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' I _) ·:::·:-.:::·:.::··.:,;,.::::.: .. :~:--1 .:-_ -J.·-~~----.; --=,i, .. :::·.::::.:.:.i.:·j.=~-:----:-_I~:t~J:j. __ -1 _: -: -· · · ; . · : · · : . . ------I ; , = : 1 i i ! : , .......... · ........ : ............ !, ............ · ........ i ........... j, ............ 1 ............. i .......... ! .......... · ......... !.· ........... _...;__--+----' i . . . . . ; . : . ; ! l ; : : • ~ • . . i : ' i ! i ; : ; : :-l i ; i ' ' ;______ i : ; : PROOUCT 204-1 (Single Sheets) 205-1 (Padded) t ! • Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915 The Blackmore Company 1530 Faraday Ave. Suite 170 Carlsbad, California 92008 February 24, 2000 Attention Ms. Colleen Blackmore W.O. 2475-B-SC Subject: Interim Compaction Report, Carlsbad Research Center, Lot 99, Carlsbad, California References: 1. "Plan Review, Lot 99, Carlsbad Research Center, Carlsbad, California," W.O. 2475-A-SC, dated February 8, 2000, by GeoSoils, Inc. 2. "Preliminary Geotechnical Evaluation, Lot 99 of Carlsbad Research Center, Carlsbad, San Diego County, California," W.O. 2475-A-SC, dated August 13, 1998, by GeoSoils, Inc. 3. "Grading and Erosion Control Plans, Carlsbad Research Center, Lot 99, (Sheets C-1 through C-3), File No. 4569, undated, by San Dieguito Engineering. Dear Ms. Blackmore: Grading and processing of original ground within the building pad area was observed and selectively tested by a representative of G~oSoils, Inc. (GSI) during the earthwork phase of development for the subject property. The work performed to date is in general conformance with the recommendations contained in our referenced report (see references), and with the grading ordinance of the City of Carlsbad, California. Field testing indicates that fills placed under the purview of this report have been compacted to a minimum 90 percent relative compaction. A final compaction report of rough grading and improvements construction, including observations and testing results for rough grading, utilities and driveway/parking areas, is forthcoming. Since our study is based upon ·observations and selective testing, the conclusions presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. GeoSoils, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others. I ( The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitted, GeoSoils, Inc. Robert G. Crisman Engineering G~ologist, CEG 1 RGC/ARK/mo Distribution: (1) Addressee . (3) Reno Contracting, Mr. Bill Becket The Blackmore Company Carlsbad Research Center, Lot 99 File:e:\wp7\2400\2475b.icr GeoSoils, lne. W.O. 2475-B-SC February 24, 2000 Page 2 FEBRUARY 22, 2000 CITY OF CARLSBAD ENGINEERING DEPARTMENT 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 SPEAR & ASSOCIATES, INC. CIVIL ENGINEERING AND LAND SURVEYING 1115 E. PENNSYLVANIA AVENUE ESCONDIDO, CA 92025 (760) 737-7272 FAX (760) 737-7274 RE: ROUGH PAD GRADING CERTIFICATION FOR LOT 99 CARLSBAD RESEARCH CENTER CARLSBAD TRACT 85-24, UNIT NO. 5, MAP NO. 12815 I HEREBY CERTIFY THAT THE ROUGH BUILDING PAD AS SHOWN ON THE GRADING PLAN FOR THE ABOVE REFERENCED LOT 99 HAS BEEN GRADED WITHIN 0.1 FEET OF THE AS-BUILT GRADE OF 184.05. RESPECTFULLY SUBMITTED, ~ PLS 6404 ,. ' • Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915 February 8, 2000 W.O. 2475-A-SC The Blackmore Company 1530 Faraday Avenue, Suite 170 Carlsbad, California 92008 Attention: Ms. Colleen Blackmore Subject: Plan Review, Lot 99, Carlsbad Research Center, Carlsbad, California References: 1. "Preliminary Geotechnical Evaluation, Lot 99 of Carlsbad Research Center, Carlsbad, San Diego County, California," W.O. 2475-A-SC, dated August 13, 1998, by GeoSoils, Inc. Gentlemen: 2. "Grading and Erosion Control Plans, Carlsbad Research Center, Lot 99, (Sheets C-1 . through C-3), File No. 4569, undated, by San Dieguito Engineering. . . In accordance with a request from Pacific Cornerstone Architects, GeoSoils, Inc. (GSI) has performed a review of the Title Sheet (Sheet C-1), Grading Plan (Sheet C-2) and Erosion Control Plan (Sheet C-3) prepared by San Dieguito Engineering, for the proposed Lot 99 project. · The plans reviewed appear to be in general conformance with the recommendations provided by this office and presented in GSI (1998), with the following comments and/or additional recommendations. ~ Grading Note #37, shown on Sheet C-1 refers to an alternate concrete section. Since several alternatives are presented, alternate concrete sections may consist of one, or more of the following options presented on Sheet C-1 . This note should be revised as necessary. The report date of August 17, 1998, presented in the "Soils Engineer's Certificate" on Sheet C-1 should be revised to reflec~ the correct report date of August 13, 1998. Since our study is based upon the site materials and conditions observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. GSI assumes no responsibility for work, testing or recommendations performed or provided by others. The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoSoils, Inc. /6&- Robert G. Crisman Project Geologist, CEG 1934 RGC/DWS/JPF/mo Distribution: (1) Addressee ~VJ. David W. Skelly Civil Engineer, RC (3) Pacific Cornerstone Architects, Attention: Mr. Randy Chumley The Blackmore Company Lot 99, Carlsbad Research Center File:e:\wp7\2400\2475a.prl GeoSoils, Inc. W.O. 2475-A-SC February 8, 2000 Page2 ,.· . • -_-_-,- 1 . --.. -. --: 'I--_ -.· •' ·. . .. · . j . --; . -:1-,· -_: - . : . )''-_ _. -. --_ .-_-_-· --- -,_;_·_-:_-_:: --· -r·:· _---, -. - . ,_i_-:_-_ ·-__ -._: -~ --: ._- f'..---·: -_. ---<: __ :_ --.·_, . . -.. :. '• . . . . ;: :•'"; .... f •• • ' -. -·. . ,• . . ·.. : . .. _-:._ . - • .f •• : ~ ·.: . -. .. . . • .-· •• J -· •• • • • _ ... •• •• . -~ ·: . . .. . : . . . .. -. . . , -.. :,. : : . .. . . . . . . ·_ ·: · .... ·. ·. ·:~. .-·. . .. : ... • I"•,•, ,.•, . . . . . . .... ~-. . . . . . . . : ., . . . . . . .. -~ =·... . . . ~ ~ . . i --, -. -... -·' .,· . '• · ... : • • • .. • • ._ : ~-; •• , • • • • • • :; ••• J ••• ~ • • • ' ••• ; .. • • • : • • '. • : : ., • • • • .' •• • • :• . I. ·_ -.· .. -- -.,---- l . . -I:---_ _. __ ,:i_--_ ---::;>-- ... ·, ----PFiet,Mfr4i~v--Ge:oirif6~-N,cAil evA'.LuA+idN·-:--~ -_-:-_ .. :-_\-:-_' --iot g·g ()ff CARLSi3Ab:_'.i:tesEAFiCH CE-NfER-·-:_.·.:-:--,, · .: _' -:"-i-.:cAB~S-$.Ari/SAf'f D.1$$,b::'cb_l/NTY,: CALH~ORNli -/ ,--~:-_. ,y (,. Ji(: :_ .r; ./{C{ff R·-_{/)).i}"}·_.:(( :/(\ .r"_ --: . --_ --:_ ·. -:--_ ---_-1----. '·_._ . ~-- .(-_-:. _:_·--:_:·: :.-_·.; . _: 1--'.. ;._-_/ ~:--.. ·-: -_ , __ ' • • I • .. • • -l . . -, -. -,_··::_ ---~---,':·;:~::/THE i31.ACKMORl;:c'oMPANY-\.-:::-.:_·: .. --:-:_-._-·,-_--- . ·_--. / __ ,_ '--~1202ifH-IGH=BLUFF:ofi1ve-.su-frE-44o·--:: :_-_:·.-:· <: _ _--·: . -, ... ---. _. ... ---., -.. _.-. -' ··. --------. -. ' ---. · -.---.:-_·,_.-: -.-.:'.SAN_DIEGO\--CAUFORNIA.92t30·_ -· . .-.. -i--/:--::_: .•.· .. -. : '.:::; ::;:cl: :~;~{sc,/ >)~~~s~\a; ;:~_~{: · .. :_ ' '·· I _.-_.,_·.-_ _._.:.---_ ,· . -. , .. .. . _· . ·. :· .... : . -~ . : .. : .. ' -J • • • • .. • .. '. .· ·. . .. ·-. ._ . . . ·.. . . . J • -· . '. . ;.: . . . . . .· . . : ··. . .. · . . ,., . -: . : ': .. :<·:,-:-_-: __ ---~ :_: -::-_-:-.·:::-_:_ ·._--,_--: -. -.-_--.----~-,--<: --~::· __ ·. -_: --·-_.,_: :· :--: . . . , .. ~ -. --·' ,;• ·-. . . .. ,. ----. -. --: - .. -· .. · . . .. . ' . . .. . ... . . . . . . .. .. . . .. .. .-· . . . . ... ,_-, ·.-=:.:-----_ . . . ·--'_· . . --------, J,J --_;'.":: •• -_ --:---•. • -•. _.. --- . ---.. -. . .. . . . .. . ·~<· ... ····.·· -. . .. .. • .. .., . .. . ._:-.:. .. · -· --.· _·_ --·. < • : : . : --· .. _. ....... : . - . . ·. . .. --; . : .. :-.. . . . ... ..· .. :-. . :_ . .. . :- ' ... ~ .. Geotechnlcal ~_Geologie =. f;nviron!llental -.-- . :· . •, ·- I _. ,-·. .-.... t~·--. f :. _. . . .. : . ,. . . ~ .. r • • • -. • ••• .... , ;·. ,. . ·. '· .... . , . . : ~. . ·.' ._·. -~ .... 1 •• • .. ' .. . . .. . . : .. , . . . . ·- .·,.' . , ·. ..• . . . i·: ... : -, . •' . : :· ·,... . ._. : . . . ' . . . . . . ..... ·, :; ,. -. . . :· . ! ·.-· · .. :.: .. ·.: .. . •, . . -·-· ·, . . -··' . ' ... . . . : ., .. • ', • I '. • ': : . -... . ... · • ~ I ._ • : ' '. ' . . ' ·:: .-.. ~ . ' . . . . . . ··. , .. ,: :·· . '~ ~ '_ -. . . . . ~~ . . . . . . ! . ., . . -::-! • •• •• ·_=-\: :_ ··. . . .... . . :;, . ' '.• . . . . -· . . , -. .• ...... ' . . . .. . . . . . ... ·. .. . ' .. . . . . : . . . . .· :: ' .. -·~··' . . •, .. ·· . ,.:·-.. . . :. : ;: ·. •' .I . , ,, . . . . . . . . . IJ:1 l,11 ,11 ,11 ,1:1 111 11 11 ~I ~I ~I ~I 11 ~I .,I ~j 1.i ~I J I .. l l ~I } Geotechnical • Geologic e Environmental 5741 Palmer Way • Carlsbad, California 92008 ° (760) 438-3155 °· FAX (760) 93i-09i5 August 13, 1998 W.O. 2475-A-SC · The Blackmore Company 12626 High Bluff Drive, Suite 440 San Diego, California 92130 Attention: Mr. Allen Blackmore . . Subject: Preliminary Geotechnical Evaluation, Lot 99 of Carlsbad Research Center, Carlsbad, San Diego County, California. Dear Sir: In accordance with your request, GeoSoils, Inc. (GSI) has performed a preliminary geotechnical evaluation reg~rding proposed construction on Lot 99 within the Carlsbad Research Center. The purpose of our study was to. provide a site specific evaluation of earth materials underlying the site and to provide preliminary recommendations for site preparation, earthwork construction, and foundation design/construction, based on our findings. EXECUTIVE SUMMARY Based on our review of the available data (Appendix A), field exploration, laboratory · testing, and geologic and engineering analysis, the proposed development appears to be · feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summc1rized below:_ • Due to the desiccated and relatively soft/loose condition of the soils within 1 foot of existing grade, within the propos~d builoing footprint and parking/driveway areas, these materials should be removed, moisture conditioned to at least optimum moisture content, and recompacted and/or processed in place. • Overexcavation of formational materials is recommended to a minimum depth of 5 feet below pad grade, within ·areas proposed for settlement-sensitive improvements, for mitigation of transition (cut fill and/or nonuniform expansion) conditions . 1.i·} ,-:,\. ',\' a. 11 I -... I .. \ 11 •-.1 ,., IJ Ii ,.\ ...... J 11 ~j •.. ( ~-j 11 -l •.. i I .. I I ~I ~I I-I ( . • I I . ' ~j ~I • Soils with a medium expansion potential exist onsite. Soils with a high expansion potential also may be encountered during grading. • The site materials have a moderate sulfate exposure for corrosion to concrete. This should be evaluated further, at the completion of grading, as should the potential for corrosion to exposed steel. • Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construc~ion and that prudent surface and subsurface drainage practices are -incorporated into the construction plans. Perched groundwater conditions along fill/bedrock contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities. · · • · The seismicity acceleration values provided herein should be considen~d during the design of the proposed development. • The geotechnical design parameters provided herein should be considered during project planning design and construction by the project structural engineer and/or architects. · · The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. ~ Robert C. Crisman Engineering Geologist, SLE/RGC/DWS/JPF/mo Distribution: The Blackmore Company File:e:\wp7\2400\2475a.pge W.O 2475-A-SC Page Two .... TABLE OF CONTENTS SCOPE OF SERVICES ................................................... 1 SITE DESCRIPTION ..................................................... 1 PROPOSED DEVELOPMENT ...... : .............. : ............ · ............ 1 FIELD EXPLORATION .................................................... 3 EARTH MATERIALS ...... : ............................................... 3 Artificial Fill (Map Symbol -Af) ........................................ 3 Santiago Formation (Map Symbol -Tse) ................................ 3 GEOLOGY AND GEOLOGIC HAZARDS ...................................... 3 FAULTING AND REGIONAL SEISMICITY ..................................... 4 Faulting .....................•............................ · ........ 4 Seismicity ........................................................ 4 Seismic Shaking Parameters ......• ; .............. · ..... · .............. 4 GROUNDWATER ........................................................ 6 LIQUEFACTION ... ~ ..................•.................................. 6 LABORATORY TESTING ...............•. , ................................ 7 Classification ...................... r ••••• • •••••••••••••••••••••••••• 7 Atterberg Limits . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Laboratory Standard .............•.................................. 7 Expansion Index Testing .........•............................... ~ .. 7 Shear Testing ................. ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Soluble Sulfates ..... ~ ..........• ~ ................................. 8 DISCUSSION AND CONCLUSIONS ......................................... 8 General .......................•.................................. 8 Earth Materials/Depth to Competent Bearing Materials .................... 9 Expansion Potential ...............•................................ 9 Corrosion Potential ..............•...... ~ ........................... 9 Subsurface and Surface Water ....................................... 9 Regional Seismic Activity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 O EARTHWORK CONSTRUCTION RECOMMENDATIONS ....................... 1 O General .................................. · ........................ 1 O Site Preparation ............................ : ............... ·. . . . . . 1 o Removals (Unsuitable Surficial Materials) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Overexcavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Fill Placement .................................................... 11 Erosion Control ............................. ·. . . . . . . . . . . . . . . . . . . . . . 12 GeoSoils, Ine~ I/: .... ::. :I • .... FOUNDATION RECOMMENDATIONS ...................................... 12 Recommendations for Concrete .1•Tift-up11 Structures ..................... 12 ·Design ............................................... ; .......... 13 Bearing Value ...... · ........................................ 13 Lateral Pressure ; . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Construction ...............•......................... · ............ 14 . Foundation.Settlement-Structural Loads ......... : ....... : ...... 14 FLOOR SLAB DESIGN RECOMMENDATIONS ............................... 14 Light Load Floor Slabs ............................................. 14 Heavy Load Floor Slabs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 Subgrade Preparation ............................................. 15 Moisture Protection ............................ · ................... 1 a- CORROSION AND CONCRETE MIX ........................................ 16 RETAINING WALL RECOMMENDATIONS ................................... 16 .General ........................... · ............................... 16 Restrained Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Loading Dock Wall .......... ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Other Walls ...................... ; ...................... : . . 17 Cantilevered Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 Wall Backfill and Drainage ................................. '. . . . . . . . . . 18 Retaining Wall Footing Transitions ......... -.......................... 22 PRELIMINARY PAVEMENT DESIGN ....................................... 22 PCC Pavement Joints ..................... · ......... · ................ 24 Expansion Joints .•.......................................... 24 Contact Joints ............................ ~ ................. 24 Slab Reinforcement ............................................... 24 -FLATWORK AND ASSOCIATEO IMPROVEMENTS ............................ 25 - Tile Flooring ..................................................... 25 Gutters and Downspouts ........................................... 26 Exterior Slabs and Walkways ...........•............................. 26 ADDITIONAL RECOMMENDATIONS/DEVELOPMENT CRITERIA ................ 27 Additional Site Improvements ... : ................................... 27 Erosion and Sedimentation Control .................................. 27 Landscape Maintenance and Planting ................................ 27 Drainage ........................................................ 28 Footing Trench Excavation ............................. : ... _ ........ 28 Trench Backfill ................................................... 29 PLAN REVIEW ......................................................... 29 The Blackmore Company . File:e:\wp7\2400\2475a.pge GeoSoils, lne. Table of Contents Page ii -· ' ' • I LIMITATIONS .......................................................... 29 FIGURES: Figure 1 -Site Location Map ........... : ............................ , .. 2 Figure 2 -California Fault Map . · ................ : ...................... 5 Figure 3 -Site Wall Drain Option A ... · . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 Figure 4 -Site Wall Drain Option B .................................... 20 Figure 5 -Site Wall Drain Option C .................................... 21 ATTACHMENTS: Plate 1 -Geotechnical Map .................................. Rear of Text Appendix A -References ................................... Rear of Text Appendix B -Boring Logs .............. '. ... ~ ................ Rear of Text Appendix C -Laboratory Test Results .................... · ..... Rear of Text Appendix D -General Earthwork and Grading Guidelines ......... Rear of Text Appendix E -Pavement Graqing Guidelines ..................... Rear of Text The Blackmore Company File:e:\wp7\2400\2475a.pge Ge@SoHs, inc. Table of Contents Page iii PRELIMINARY GEOTECHNICAL EVALUATION LOT 99, CARLSBAD RESEARCH CENTER CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following: 1. Review of readily available soils and geologic data (Appendix A). 2. Geologic site reconnaissance. 3. Subsurface exploration consisting of three hollow-stem-auger borings using a truck mounted drill rig. 4. Laboratory testing of representative soil samples collected during our subsurface exploration program. 5. Appropriate engineering and geologic analysis of data collected and preparation of this report. SITE DESCRIPTION The subject site consis~s of Lot 99 within Unit 5 of the Carlsbad Research Center development in Carlsbad, California. The site is bounded on the south by Faraday Avenue, on the east by Lot 98, on the west by Lot 100, and oh the north by undeveloped property (see Site Location Map, Figure 1). Unit 5 of the Carlsbad Research Center was graded in 1992 through 1994 under the observation and testing services of Geotechnics Incorporated (Geotechnics lncorporateq, 1994). Qur review of the grading plans indicates that the subject site is a transition lot that is underlain by· formation al materials and shallow fill soils. Elevations on the pad range from about 180 to 185 feet (MSL). A cut slope, rp.nging up to about 35 feet high, ascends to the north and west property lines. . . The lot is relatively flat with drainage generally to the southwest to a debris basin in the southwest corner of the lot. A storm drain easement is located on site, adjacent the west property line. The site is sparsely vegetated with weeds and a landscaped greenbelt adjacent the streets. PROPOSED DEVELOPMENT It is our understanding that the proposed development would co·nsist of finish grading for proposed industrial .construction and associated driveway, parking, underground utility, and la,ndscape improvements. It is our understanding that the building will be a two-story structure, utilizing wood-frame, masonry-block, or concrete tilt-up construction with slab- on-grade floors. Buildin,g loads are assumed to be typical for this type of relatively light construction. · GeoSoHs, lne. -· . ---------.... _JI \ l !1SlTE- I .... _, ...... ... _ _,, I I ' \ J _, ,,. I I ./. I \ " I I -... .... , . .,,.., ........ , __ .,, I I J ' I / I I l J ' I I I I I I I I / 1-~--\ I \ \ \ \ \ \ \ I I I I 4f/ / / / SEE\'f/ 1 lAtl'.I.H~ Z~IN(lfJ l 'llotl~kA • lll"l'II-. I 1·-· ,.\'.' Base M.ap: The Thomas Guide, San Diego County Street Guide and Directory, 1998 Edition, by Thomas Bros. P4aps, page 1107 and 1127. 0 1/2 1 4a-pait I 6P~ ~ Scale Miles N Reproduced with porminion gr;anted by Thomaa B(oa. Maps. Th,:s map i:s copyrighted by Thom.aa Bros. lbp1. It I• unlawful to copy or reproduce all or any part thereof, wheth•r tor. i>er:sc>nal use ,u ,,.,.,.1,. ..,uh,. .. t ..... ,..;..,.Jnn. .l_ll rl~llt:1 re=served. w.o. 2475-A-SC SITE LOCATION MAP Figure 1 I .j 'I 1: JI . I '', .... _ .\ l·i . 11 ,r Ii I .'.! ( I· ·.1_! ~j 11 ., ... I :) ··I, ~( . ·' I . _1_( I) l ... ~I ' -•• J •• J Typical cut and fill grading techniques are anticipated to construct the building pad to the desired graded configuration. Although grading plans for the project are not available at this time, we assume that finish grading will consist of grade changes not exceeding about 2 feet. FIELD EXPLORATION Field studies conducted during our evaluation of the property for this study consisted of geologic reconnaissance mapping, and drilling of three hollow-stem-auger exploratory borings, for evaluation of near-surface soil and geologic conditions. The borings were logged by a geologist from our firm, who collected representative samples for laboratory testing. The logs of the borings are presented in Appendix 8. The locatiC?ns of the borings are presented on Plate 1 . EARTH MATERIALS Earth materials encountered on the site consist of artificial fill and the Eocene-age Santiago Formation. Artificial Fill (Map Symbol -Af) Artificial fill underlies the southerly and westerly portions of the site (see Plate 1). The fill . materials encountered onsite consist of brown, sandy clays. The fill materials generally were moist and soft in the upper 1 foot, and graded to medium stiff at about 1 foot. The thickness of the fill materials ranged up to about 2 feet on the site. Inasmuch as·the fill materials were placed under the observation and testing services of Geotechnics Incorporated (1994), evaluation of the suitability of the fill materials was not part of our scope of services. Santiago Formation (Map Symbol ;.. Tse) The Eocene-age Santiago Formation underlies the northeasterly portion of the site at the surface and underlies existing fill materials at depth. The formational materials encou~tered in our subsurface investigation generally consisted of yellowish white, silty sandstone. These soils generally were moist and dense. The .expansion potential for materials of the Santiago Formation ranges from low to high . GEOLOGY AND GEOLOGIC HAZARDS The subject prqperty has been evaluated previously (Geotechics Incorporated, 1994),' and th~ previously described geologic and seismic conditions generally have not changed. Additional comments r~garding site seismicity and secondary hazards are provided herein, as warranted. The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC August 13, 1998 Page3 1-1· ... I .. / ' I '•) I '. i I ( ' FAUL TING AND REGIONAL SEISMICITY Faulting The site is situated in an area of active as well as potentially-active faults. Our review ·indicates that there are no known active faults crossing the site within the areas proposed for development (Weber, 1992), and the site is not within an Earthquake Fault Zone (Hart, 1997). . There are a number of faults in the southern California area that are considered activ~ and would have an effect on the site in the form of ground shaking, should they be the source of an .earthquake. These include--but are not limited to--the San Andreas fault, the San Jacinto fault, the Elsinore fault, · the ' Coronado · Bank fault zone, and the · Newport-lnglewoo~/Rose. Canyon fault zone. The location of these and other major faults relative to the site are indicated on Figure 2. The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the south~rn California r~gion as a whole. Seismicity The acceleration-attenuation relations ·of Joyner -and Boore {1982), Campbell and Borzorgnia (1994), and Sadigh and others (1989) have been incorporated into EQFAULT (Blake, 1996). For this study, peak horizontal ground accelerations anticipated at the site . were determined based on the random mean plus 1 -sigma attenuation curves developed by Joyner and Boore (1982), Campbell and Borzorgnia (1994), and Sadigh and others (1987). These acceleration-attenuation relations have been incorporated in EQFAULT, a computer program by Thomas F. Blake (1996), which perforn:,s deterministic seismic hazard analyses using up to 1,50 digitized California faults as earthquake sources. The program estimates the-closest distance between each fault and a user-specified file. If a fault is found to be within a user-selected radius, ·the program estimates peak horizontal ground acceleration that may occur at the site from the "maximum credible11 and 11maximum probal;)le11 earthquakes on that fault. Site acceleration (g) is computed by any of the 14 user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the above, peak horizontal ground accelerations from a maximum credible event may be on the order of 0.52 g to 0.62 g, and 8: maximum probable event may be on the order of 0.31 g to 0.35 g. Seismic Shaking Parameters Based on the site conditions, Chapte·r 16 of the Uniform Building Code (International Conference of Building Officials, 1997) and Peterson ·and others (1996), the following seismic parameters are provided. The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7~2400\2475a.pge W.O. 2475-A-SC August 13, 1998 Page 4 ..... ' \ ~ ~ I SAN FRANCISCO . SITE LOCATION ( + ): Latitude -33.1402 N Longitude -11 7 .2883. W Lot 99 CRC CALIFORNIA W .0. 2475-A-SC 0 GeoSoils, lne. 0 50 100 SCALE (Miles) Figure 2 Sei$mic zone (per Figure 16-2*) 4 Soil Profile Type (per Table 16-J*) Sc, So** ' · Joyner and Boore Subgrade Type Class 8, C** Seismic Source Type (per Table 16-U*) B ' ' Distance to Seismic Source 6 mi. (10 km) Upper B_ound Earthquake Mw6.9 * Figure and table references from Chapter 16 of the Uniform Building Code (1997). **Dual classifications due to varying earth material types in the upper 100 feet underlying the site. GROUNDWATER Subsurface water was not encountered within the property during field work performed in preparation of this report nor in any test excavations completed during the previous study (Geotechnics Incorporated, 1994). However, seepage may occur locally (due to heavy precipitation or irrigation) in areas where fill soils overlie silty or clayey soils. Such a condition would likely occur where more permeable materials overlie less permeable materials. Should such a condition_ occur, recommendations for mitigation would be provided during future grad_ing. · - LIQUEFACTION . Seismically-induced liquefaction is a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in soils. The soils may thereby acquire a high degree of mobility, and lead to lateral movement, sliding, sand boils, consolidation and settl.emeryt of loose sediments, and other damaging deformations. This phenomenon occurs only below the water table; but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil as excess pore water dissipates. Typically, liquefaction has a relatively low potential at depths greater than 45 feet and is virtually unknown below a depth of 60 feet. . Liquefaction susceptibility is related to numerous factors and the following conditions should be present for liquefaction to occur: 1) sediments must be relatively young in age and not have developed a large amount of cementation; 2) sediments generally consist of medium to·fine grained relatively cohesionless sands; 3) the sediments must have low relative density; 4) free groundwater must be present in the sedi.ment; and 5) the site must experience a seismic event of a sufficient duration a~d magnitude, to induce straining of soil particles. Inasmuch as three or four of these five conditiOf)S do not have the potential to affect the site and the entire site is underlain by dense bedrock _materials and compacted fill materials, The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC August j 3, 1998 Page 6 11 11 ' ,, . ,l Ii .-. Ii 11 11 : .. ,/ l·l ' :.I Ii ~.l •1 ~.l ~ .-j ' ' . ) !1 11 .... - our evaluation indicates that the potential for liquefaction and associated adverse effects within the site is very low, even with a future rise in groundwater levels. LABORATORY TESTING Laboratory tests were performed on representative samples of representative site earth materials in order to evaluate their physical characteristics. Test procedures U$ed and results obtained are presented below. Classification Soils were classified visually according to the Unified Soils Classification System. The soil classifications are shown on the boring logs in Appendix 8. _Atterberg Limits Atterberg limits testing was conducted on selected samples in general accordance with ASTM test method D-4318. Test results and classifications of the fine-grained materials per ASTM D-2487 are presented in Appendix C. Laboratory Standard The maximum density and optimum moisture content was determined for the major soil type encountered in the excavations. The laboratory standard used was ASTM D-1557. The moisture-density relationship obtained for this soil is shown below: 8-1 @0-2' SANDY CLAY, Brown · Artificial Fill Expansion Index Testing 122.0 12.5 Expansion index testing was performed on a representative soil sample, according to Standard No. 18-2 of the Uniform Building Code (1997). The test results are presented in the following, as well as the e~pansion classification according to USC (1997). ::;;i~:Jr~~ :;t~i}:,t,~~~i;f:~e:~:~;~ ti~~;~~ ~1iiii 8-1 @0-2' SANDY CLAY, Brown (Artificial Fill) The Blackmore Company · Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge GeoSoils, Ineo 54 Medium W.O. 2475-A-SC August 13, 1998 Page 7 -1 ',?l,l Ii -:-, 1 ! Shear Testing Shear tests 'were performed in general accordance with ASTM test method 0-3080 in a Direct Shear Machine of the strain control type. The shear test results are presented below: ~;':~R~~~~ ,£tS~{~~ :~~!!t~~'.i~::~; I' B-1 @ 0-2' 405 27 Soluble Sulfates A typical sample of the site materials was analyzed for soluble sulfate content. The results indicate 270 ppm. Ba~ed upon the soluble sulfate test results (USC range for moderate is 150 to 1,500 ppfJ1 sqlubte [SO4] in water), the site soils have a moderate sulfate exposure tot corrosion to concrete. The laboratory test results for corrosivity testing are presented in Appendix C. · DISCUSSION AND CONCLUSIONS General Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that 'the .subject site appears suitable for the proposed industrial development from a geotechnical engineering and geologi_c viewpoint, provided that the recommendations presented in the.following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: .. • Depth to competent bearir1g material, including cut/fill transitions. • Expansion potential of site soils. • Corrosion,potential for exposed concrete and steel. • Subsurface-water and potential for perched water. • Regional seismic activity. The recommendations presented herein consider these as well as other aspects of the_ site. The engineedng · analyses performed,· concerning site preparation and the recommendations presented hereirJ, have been completed using the information provided and obtained during our field work, as well as information provided to this office with regard to grading (Appendix A). In the,event that any significant changes are made to proposed site development, the conclusions and_ recommendations contained in this The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC August 13, 1998 Page 8 ,• . \ I, .. \! j report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review . . . Earth Materials/Depth to Competent Bearing Materials The existing non-uniform fill materials that exist within 1 to 2 feet of existing ·pad grad_e are generally loose/soft and/or do not 1_11eet the current industry minimum standard of 90 percent (or greater) relative compaction. Recommendations for the treatment of existing fills are presented in the earthwork section of this report. If exposed during grading,· additional evaluations may be performed as deemed appropriate. Formational materials will be encountered during site earthwork. These materials are considered_ competent to support settlement-sensitive structures in their existing state. Dependant upon actual building location and proposed pad grade, there is a potential to create a cut/fill transition on the site. Recommendations for overexcavation to mitigate cut/fill transitions are presented in the earthwork section of this report .. Exp_ansion Potential Our laboratory test results indicate that soils with a medium expansion potential underlie the site; however, our experience in the site area indicates soils with a high expansion potential also may exist onsite. This should be considered during project design. Foundation design and construction recommendations are provided herein for a medium expansion potential. These recommendations should be considered preliminary and used for general project planning. Corrosion Potential ' . Our laboratory test results indicate that the site materials have a moderate sulfate exposure for corrosion to concrete. This. should be evaluated further, at the completion of grading, as should the potential for corrosion to exposed steel. Recommendations for concrete are presented herein. · Subsurface and Surface Water Subsurface and surface water, as discussed ·previously, are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions The Blackmore Company · Lot 99 of-Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475,A-SC August 13, 1998 Page9 11 'i . ,'• : I(! I I :1: ,, i ... \: ' ~I , .I 11 ···.! :...:.1 -: along fill/bedrock contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities. Should perched groundwater conditions develop, this office could assess the affected area(s) arid provide the appropriate recommendations to mitigate the . observed groundwater conditions. The groundwater conqitions observed and opinions g~netated were those at the time of our investigation. Conditions may change with the introduction of irrigation, rainfall, or other factors that were not obvious at the time of our investigation. Regional Seismic Activity The seismicity acceleration values provided herein should be considered during the design of the proposed developm~nt. EARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter ASS_ of the Uniform Building Code (adopted and current edition), the requirements of the City of Carlsbad, and the Grading Guidelines presented in this report as Appendix D, except where specifically superseded in the text of this report. Prior to grading GSl's representati_ve should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. Earthwork beyond the limits of the surficial, remedial overexcavations or tho.se indicated on the grading plan should be reviewed by the geologist and/or geotechnical consultant prior to and following these additional removals. During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of . ' GSI. If unusual or unexpected conditions are exposed in the field or if modifications are proposed to the rough grade or precise gr?,ding plan, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. . Air applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. GSI do~s not consult in the area of safety engineering. Excavations into the granular material on this site may be unstable. Site Preparation Debris, vegetation, and other del_eterious material should be removed from the improvement($) area prior to the start of construction. The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC Augusti3, 1998 Page 10 11 ll1 ,,,,, -"·' I Following removals, areas approved to receive additional fill should first be scarified in two perpendicular directions and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches and _compacted to a minimum 90 percent relative compaction. Rery,ovals (Unsuitable Surficial Materials} Due to the desiccated and relatively soft/loose condition of near surface soils across the lot, removals should consist of fill soils within the upper 1 foot of existing grades within the building footprint and parking/driveway areas. Once these materials are removed, the bottom of the excavations should be observed and tested. At that time, the removed existing earth materials may be ·re-used as fill, provided the. materials are moisture conditioned at or above the soils optimum moisture and compacted in acco~dance with . the recommendations of this report. When removals are completed, the exposed surface should be scarified in two perpendicular directions (cross _ripped), moisture conditioned a~d recompacted prior to fill placement.· · · Overexcavation Formational materials occur near existing grade within the lot. Finish grading for the proposed development may create a cut/fill transition co.ndition. If this condition. occurs,. a uniform structural support should be provided. Areas underlain by formational materials within 5 feet of proposed grade, should be ove'rexcavated to provide a minimum 5-foot layer of compacted fill and at least 5 feet outside the limits -of the outer-most foundation elements. The limits of any bedrock overexcavation should be determined once a grading plan for the site is made available. This 5-foot ·overexcavation is considered a minimum and, within the limits of the buildjng, assumes a 2-footfooting embedment (from 'lowest adjacent soil grade). If embedments are greater than 2 feet, the ovetexcavation should be incr.eased to a minimum of 3 feet beyond the bottom of the footing and the lateral extent should be increased the same amount beyond the width of the footing. ' ' . Cut areas greater th?n 2 feet below existing grade should be well scarified (cross-ripped), moisture conditioned as necessary to at least optimum moisture content, and compacted to a minimum 90 percent relative compaction (ASTM test method 0-1557). Fill Placement - Subsequent to· ground preparation, onsite soils may be placed in thin {±6_ inch) lifts, cleaned of vegetation and debris, brought to a least optimum .moistu~e content, and compacted to achieve a minimum relative compaction of 90 percent. Oversized cobbles and boulders (8 to 24 inches), generated as the result of th~ earthwork should be placed outside of the limits of the building in landscape areas or a pre-designated disposal area. The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a,pge W.O. 2475-A-SC August 13, 1998 Page 11 11 I, .::'1 I •1 11 ', 11 11 IJ 1- :-_;j I- ~ I 'i I., . Ii .-:, I '! . '. ! ~, 11 ~ I . I -• I If fill materials are imported to the site, the proposed import fill should be submitted to GSI, so laboratory testing can be performed to verify that the intended import material is compatible with onsite material. At least three business days of lead time should be allowed by builders or contractors for proposed import supmittals. This lead time will allow for particle size analysis, specific gravity, relative compaction, expansion testing, and blended import/native characteristics as deemed necessary. Erosion· Control Onsite soils materials have a moderate erosion potential. Use of hay bales, silt fences, and/or sandbags should be considered, as appropriate during construction. -Temporary grades should be constructed to drain at a minimum of 1 to 2 percent to a suitable temporary or permanent outlet. Precise grades should be evaluated by the design civil engineer to reduce concentrated flows to less'than 6 feet per second (Amimoto, 1981) and into lined or landscaped swales. Evaluation of cuts during grading will be necessary in order to identify any areas of loose or non-~ohesive materials. Should any significant zones be encountered during earthwork construction, additional remedial grading may be recommended; however, only the remedial measures discussed herein are anticipated at this time. FOUNDATION RECOMMENDATIONS In the ·event that the informatio_n concernjng the proposed development plan is not correct or any changes in the design, location, or loading conditions of the proposed structure are made, the ·conclusions and recommendations contained in this report are for Lot 99 only and shall not be co·nsidered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information and recommendations presented in this section are considered minimums and are not meant to supersede design(s) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI ·could provide additional consultation regarding soil parameters, as related to foundation design. They are considered preliminary recommendations for proposed construction, in consideration of our field investigation, laboratory testing, and engi~eering analysis . Recommendations for Concrete 11Tilt-up11 Structures For preliminary planning purposes, the following is presented. It is our understanding that the structur~ will be erected utilizing a tilt-up type of construction. We assume that column loads are not anticipated to exceed 100 kips for dead plus live loading conditions while wall loads are not expected to exceed 3 to 5 kips per lineal foot. The engineering analysis performed, conceq1ing the foundation system and the recommendations offered below, have been prepared using these anticipated -loads and -assuming the recommended The Blackmore Company Lot 99 of Carlsbad Research Center File: _e:\wp7\2400\2475a.pge W.O. 2475-A-SC August 13, 1998 Page 12 l:1 ...... } 11 -· · .. , I 11 11 11 11 Ii '·1 .I 11 ·1·.- . .':I I . ' I .?1.l 'I ~I _, .... ,. J ~j l 1 'I I l ~I ,J ~I earthwork is performed. In the event that the information concerning the proposed development is not correct, or any changes in the design, location, or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are.modified or approved. in writing by this o~ce. · Design. ' Our review, field work, and laboratory testing indicates that onsite soils have a moderate expansion potential. Preliminary recommendations for foundation design and construction are presented below. · Final foundation recommendations should be provided ·at the conclusion of grading based ·on laboratory testing of fill materials exposed at finish grade. Bearing Value . . An allowable vertical bearing value of 2000 pounds per square foot (psf) should be used for design of continuous footings a minimum 15 inches wide and 18 inches deep (below lowest adjacent exterior grade) and for design of square footings 24 inches wide and 24 inches d~ep (below lowest adjacent grade, not including sand layer), bearing in properly compacted fill material. Per USC co·de, this value may be increased by 20 percent for each additional 12 inches in depth of embedment or width, to a maximum value of 2500 pounds per square foot. The above values may be increased by one-third when considering short duration sei.smic or wind loads. Exterior square footings should be tied back to the main foundation with a grade beam or tie beam as described in the 11construction11 section of this report. In addition, foundation depths and widths .should be constructed per the .USC guidelines . Lateral Pressure Passive earth pressure of compacted fill may be computed _as an equivaJentfluid having a density of 225 pounds per cubic foot per foot of depth, to a maximum earth pressure of- 2,500 pounds per square foot. An allowable coefficient of friction between compacted fill soil and concrete of 0.35 may be used with the dead load forces. When combining passive pressure and-frictional resistance, the passive pressure component should be reduced by one-third. All footings should maintain a minimum 7-foot horizontal setback from the base of the footing to any descending slope. This distance is measured from the footing face at the bearing elevation. Footings should maintain a minimum horizontal setback of H/3 (H = slope height) from the base of the footing to the descending slope face and no less than 7 feet nor need be greater than 40 feet. Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. -Footings for structures adjacent to retaining walls should be deepened so as to The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC August 13, 1998 Page 13 11 111 ~l 11. ~-I . i 11 l,'.j ·1 I I ;.,j f l.1 11:1 '.i ~I 11 1 1 I 11 ~I ~I 111 I j •1 I J 111 ~ 11 i extend below a 1 :1 projection from the heel of the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the retaining wall section of this report. Due to anticipated disturbances in areas adjacent to landscaping, the upper 6 inches of passive pressure should be neglected if not confined by slabs or pavement. Construction All footings should be embedded a minimum 18 inches into properly compact_ed 'fill or bedrock. Foundation footings should be minimally reir-iforced with four No. 5 bars, two top and two bottom (in the cross-sections). Footings should be: a) tied with a grade beam or tie beams, or b) have continuous footings across large openings, (i.e., _garages or entrances). All exterior isolated footings should be tied in at least two perpendicular directions by grade beams or tie beams to reduce the potential for lateral drift or differential distortion. The base of the grade beams should enter the adjoining footings at the same depth as the footings Q.e., in profile view}. The grade beam steel should be continuous at the footing connection. Grade beams and footings should be minimally r~inforced and sized per the structural engineers recommendations. Foundation Settlement -Structural Loads Provided that the recommendations contained in this· report are incorporated into final ·design and construction phase of development, a majority (50 percent or more) of the anticipated foundation settlem~nt is expected to occur during construction. Maximum settlement is not expected to exceed approximately ¾ to 1 inch and should occur b.elow the heaviest loaded columns. Differential settlement is not expected to exceed approximately ¼ to ½ inch between similar elements, in a 20-foot span .. FLOOR SLAB DESIGN RECOMMENDATIONS Concrete slab-on-grade floor construction is anticipated. The following are presented as minimum design parameters·for tlie slab, but they are in no way intended to supersede design by the structural engineer. Design parameters do not account for concentrated loads (e.g., fork lifts, other machinery, etc.} and/or the use of freezers or heating boxes. Light Load Floor Slabs The slabs in areas that will receive relatively light live loads (i.e., less than 50 psf) should be a minimum of 5 inches thick and be reinforced with No. ~ reinforcing bar on 18 inches· centers in two horizontally perpe~dicular directions. Reinforcing should be properly supported to ensure placement near the vertical midpoint of the slab. 11Hooking11 of the reinforcement is not considered an acceptable method of positioning the steel. The The Blackmore Company Lot 99 of Carlsbad Research ·center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC August 13, '1998 Page '14 recommended minimum compressive strength of concrete is 2,500 pounds per square inch (ASTM 520-C-2500). A minimum 4 inch layer of clean select sand should be provided beneath the concrete slab. The project structural engineer should consider the use of transverse and longitudinal · control joints to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement are: 1) add a sufficient ·amount of reinforcing steel to increase the tensile strength of the slab; and 2) provide an adequate amount of control and/or expansiqn joints to accommodate anticipated concrete shrinkage and expansion. Transverse and longitudinal crack control joints should be spaced no more than 12 feet on center and constructed to a minimum depth of T/4, where 11T11 equals the slab thickness in inches. · Heavy Load Floor Slabs The project structural engineer should design the slabs _in areas. subject to high loads (machinery, forklifts, storage racks, etc. or above standard office loading). The Modulus of subgrade reaction (k-value) may be used in the design of the floor slab supporting heavy truck traffic, fork iifts,· machine foundations and heavy storage areas. A k-value (modulus of subgrade reaction) of 75 pounds per square inch per inch (pci) would be prudent to utilize for preliminary slab design. An R-value test and/or plate load test may be used to verify the k-value on near surface fill soils. Concrete slab~ should be at least 5½ inches thick and reinforced with at least NG. 3 reinforcing bars placed 18 inches on center in two directions. Selection of slab thickness compatibility with ·anticipated loads should be provided by the structural engineer. Heavily loaded concrete slabs should ·be underlain with a minimum of 4 inches of ¾-inch crushed rock (vibrated into place), or 4 inch~s of aggregate base materials (Class 2 aggregate base or equivalent) compacted to a minimum relative compaction of 95 percent. Transverse and longitutjinal crack control joints should be spaced no more than 14 feet on center and constructed to a minimum depth of T/4, where 11T11 equals the slab thickness in inches. The use of expansion joints in the slab should be considered. Concrete used in slab construction should be of minimum compressive strength 3250 pounds pe~ square · inch ·(ASTM 560-C-3250). Spacing of expansion or crack control joints should be modified bc1sed on the footprint of the area to be h~avily loaded. These recommendations are meant as minimums. The project architect and/or structural engineer should review and verify that the minimum recommendations presented herein · are considered adequate with respect to anticipated uses. · Subgrade Preparation The subgrade material should be compacted to a minimum 90 percent of the maximum laboratory dry density. Prior to placement of concrete, the medium expansive subgrade The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC August 13, 1998 Page 15 I., I .. :1 ~I Ii -.-.) ! soils should be presaturated to 18 inches below grade to 120 percent optimum moisture content ·and verified by our field representative prior to visqueen placement and prior to and within 72 hours of the concrete pour. . Moisture Protection In areas where moisture condensation is undesirable (e.g., areas to have moisture- sensitive floor coverings), a minimum 6-mil plastic membrane should be placed with all laps/openings sealed.· The· membrane should be sandwiched between two · 2-inch (minimum) sand layers for a total of 4 inches of sand. These areas should be separate from areas not similarly protected. This separation could be provided with a concrete cut- off wall (minimum 6 inches thick) extending a:t least 18 inches into the subgrade soil, below the sand layer. CORROSION AND CONCRETE MIX GSI conducted preliminary sampling of near-surface materials for soluble sulfates at the subject site. Laboratory test results indicate that the site materials have a moderate potential for corrosion.to concrete. The design criterii:l presented in Table 19-A-2 and 19-A- . 3 of the UBC (1997 edition) should be followed. Based on the corrosion potential for N1. exposed concrete, Type V concrete is not requiredi and foundations may be constructed % ::.o,s using Type II, IP (MS), or IS (MS) concrete: Upon completion of grading, additional testing /'cf ;:;11)1)() of soils (including import materials) should be considered prior to the construction of ~.7 . . --u t iii ties and foundations. Alternative methods and additional comments may be obtained from a qualified corrosion engineer. RETAINING WALL RECOMMENDATIONS General The equivalent fluid pressure parameters provide for either the use of native or low expansive select granular backfill to be utilized behind the proposed walls. The low expansive granular backfill $hould qe provided behind the wall at a 1 :1 (h:v) projection from the heel of the foundation system. Low expansive fill is Class 3 aggregate baserock or Class 2 permeable rock. Wall backfilling should ·be performed with relatively ·light equipment within the same 1 :1 projection (i.e., hand tampers, walk behind compactors). Highly expansive soils should not be used to backfill any proposed walls. During construction, materials should not be stockpiled behind nor in front of walls for a distance of 2H where H is the height of the wall. Foundation systems for any proposed retaining walls should be designed in accordance with the· recommendations presented in the Foundation Design section of this report. The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC August 13, 1998 Page 16 1_1 '1.1 ··) ~! ~ I ·1 I ' ' i " I .,] Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. All walls should be properly designed in accordance with th~ recommendations pr:esented below. Some movement of the walls constructed · should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking depending upon the materials used to construct the wall. To reduce the potential for wall cracking, walls should be internally grouted and reinforced with steel. To mitigate this effect, the use of vertical crack control joints and expansion joints, spaced at 20 feet or less along the walls should be employed. Vertical expansion control joints should be infilled with a flexible grout. Wall footings should be keyed or doweled across vertical expansion joints. Restrained Walls Loading Dock Wall It is recommended that loading dock walls be designed for restrained condition~-(indicated below), where adjacent to the proposed site building. Loading dock walls should be designed to resist lateral earth pressure and any additional lateral pressures caused by surcharge loads on the anticipated adjoining slab surface. Approximately up to ½ of surcharge loads on the truck loading dock slab may be added as a uniform load in the back of the loading dock wall. However, the structural engineer or civil engineering specializing in structural design should review and evaluate the type of wall connection(s) and the condition of the wall (restrained or cantilever). Other Walls · Any retaining walls that will be restrained prior to placing and compacting backfiil material or· that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressures (EFP) of 65 pcf, plus any applicable surcharge loading. This restrained-wall, earth pressure value is for select backfill material only. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the·wall laterally from the corner. · Building walls below grade· or greater than 2 feet in height should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. The wall should be drained as indicated in the following section. A seismic increment of "I OH (uniform pressure) should be considered on walls for level backfill, and 20H for sloping backfill of 2: "I, where H is defined as the height of retained material behind the wall. For structural footing loads within the "I :"I zone of influence behind wall backfill, refer to the following s~ction. · Th~ Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC August '13, '1998 Page '17 -· ' l1 'I ·~ i Cantilevered Walls These recommendations are for ·cantilevered retaining walls up to 1 0 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, · seismic events, expansive soils, or adverse geologic conditions. ;>~~=~-=~ ~~~~:%~:t~;,f. I ~~,~· I :~ I *To be increased by traffic, structural surcharge and seismic loading as needed. **Level walls are those where grades b~hind the wall are level for a distance of 2H. Wall Backfill and Drainage All retaining walls should be provided with an adeque.te backdrain and outlet system (a minimum two outlets per wall and no greater than 100 feet apart), to prevent buildup of hydrostatic pressures and be designed in. accordance with minimum standards presented herein. See site wall drain options (Figure 3, Figure 4, and Figure 5). Drain pipe should consist of 4-inch diameter perforated schedule 40" PVC pip~ embedded in gravel. Gravel . used in the backdrain systems should be a minimum of 3 cubic feet per lineal foot of %- . to 1-inch clean crushed rock wrapped in filter fabric (Mirafi 140 or equivalent). and 12 inches thick behind the wall. Where the void to be fitted is constrained by lot lines or property boundaries, the use of panel drains (Mirafi 5000 or equivalent) may be considered with the approval of the project geotechnical engineer. The surface· of the backfill should be sealeq by pavement or the top· 18 inches compacted to 90 percent relative compaction with native soil. Proper surface drainage should also be provided. Weeping of the walls· in lieu of a backdrain is not recommended for walls.greater than 2 feet in height. For walls 2.feet or less in height, weepholes should be no greater than 6 feet on center in the bottom coarse of block and above the landscape zone. A P?Ved drainage channel (v-ditch or substitute), either concrete or asphaltic concrete, behind the top of the walls with sloping backfill should be considered to reduce the potential for surface water penetration. For level backfill, the grade should be sloped such that drainage is toward a suitable outlet at 1 to 2 percent. · The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge GeoSoils, Inc. W.O. 2475-A-SC August 13, 1998 Page 18 •1pffi;;:; 'Fi& Manufactured drainace Geocornposfte drain ~ ( Mir.a drain 5000 or ec;uivclen t ) Note: Filter fabric wrcos completely around perforated pipe end behind core material, core mcte:--ial wraos benecth bottom cf pipe. ' ' Ceo crcin (c:.it cff) 1 a" below soil line i I .->---Si e re~c1n1r.a wcil (s ructural design by others) Pavement section per - GS! reccmmenc::!ations r Finishe~ 101 surface I . . y l 11 ~\-::. { (lz / { J":c,{"%') ll .. ~I!; ~ ,.~6-~_;f.:, 'f)._,, 0 ., !,.~~ .. "' -.. D 4' C ~ .... -/¥.' ~ • •O-aoO" "Oif1• 0 ~-oO ,::;o ~:l O ~ 0 :i . .i 1 ~2. 0V,::, 4" die. min. oerforated -----.. 'pipe placed .,.;ith holes ,..__ __ ,"" down and sloped at 1-2% l 0 ... aco o a O _ a.a o . o-I I to suitable outlet .l 4 • min. granular mate6cl J ( class 2 permeable or .3/8-1" clean crushed rock wrapped in a .. filter fabric) (@. E··:. , s,, •. . . ' . I j L Wall footing . (designed by others) SCHEMATIC OF SITE WALL ·oRAIN;. OPTION -A Figure 3·· DATE _:.:8/;.,..;;9 __ 8 ____ 1w.o. NO 2475-A-SC · Geotechnicaf • Geologic • Environmental ,-Ccp -drain (cut off) _ SCI 1r.e rl 1 8" he1.c•N ·1 1· Wcterprocfinc; \ . .• • • ·:·:!,. ..... ·: ~ 12" ( ) • I --1 '•1 ;.t'., •• ,. thick min. drain roe:< •.• :.:.-: ··-:: (class 2 permeable) or •• • · • .. • .. . ~, .... ,.,j: other acceptable granular • • · • ,.:·1".:>; · material, 1/8-1" clean ::·. ·~.:-;·: ;,.•! • .. • .-.-,·-: .. , .. crushed rock wrapped in · •• • ·: -~ -·"· f ( 0 # II ••" I • I ' a ilter fabric Mirafi 14 ·;···:···.: •. ~·~ or equivalent) : .. :·-:::·: • •, • ..: a I • I # • • e 4" dia. min. perforated pipe placed with holes down and sloped at 1-2% to a suitcble ou-tlet I f ,': .. ,· .-. l:. : -. ·,·. ·: .... ·t =-.. ··, ' . . . . . . .. . .. :. ,._:·.- • I• ... • I I ••. • ': II '• •' e I •: ~ . '. ·: .. ,.: I • I • I • • . . -. , • ; • I I •• : ·. -. . . 1 I --Site retcininc well (structural lesign by others) Pavement section per GS! recomendations Finished lot surface 1 4,. Min. J 4" Min~ ~ ~ I ,:I ~;:, ', • ~ , • '.' .'; ."". • I f I O I 0 • 1· o • I 10, t,.r ,. ,.lo ... ,. , .' • I , • I • , A." l.l" , • o • :, I . o I o • • • _-, , IV JC1. ~o f,. fa a• J-3..•11••4.a r,O.o •r • ,. Ill' I,• o • II' I I o "• / b. a r o • .. • • •<A o o· • fT b. o· o .. ia °. t • 'i:..~ A • b." b,o • .., .., • "' • \./a.ll feating (designed by others) T I SCHEMATIC OF SITE WALL ORA.IN OPT·1·0N B Figure 4 DATE 8/98 W. 0. NO 2475-A-SC Geotechnical •Geologic• Environmental ~'if~ ~\ .I \ I~ If finished surface is within · 2 w /1 8" of top of footing well drains ~ y:// shell be at 6' intervals clone \; the length of the wall and ~ ---...______ ~ ,--r-"'"' I ...,....,,._ ' 18" J ! I drain 1 ( c:.: t off) be!cw soii !ir:e loc:::::ted at the leve! of the ~ f2 b t~ • I -, • ' • • • • "• • ~-0 _1.am course er blocx. 1 ne • •. ';.·>· :-:-· . d . I " • ~· ' I • • I I reins sncll be 4 ,n <,.;Jamecer. .-:::,; __ .,.:; ~:= · -~site recc1nina wail ~ ...... , ••. , • I ( ~ • -~ .,., • · ••·· structural de_c::icn • • f • .':·~".·7 : • ,: •..,.•: I 6 • I t h ) •••· .:·· t •.• "•:.:: C?Y cc, ers . . . . . :·:-';. -~,-. :::•". :':··: : :...·: I e e I # • .. ,_. -· '• . I I • -. . . • . , I .·• ·. · .... : ,: ... : . ',:··:.• .:.--:-···-. 2.'1." thick (min.) drain rock ~..: :·_: ~ · •• :· ._:. I (~lass 2 permeable) or 1~·: .:··.~ ! Fcvemer.c section pe:---; GSi rec::Jr.1enCctions I ! I · other acceptable granular 1 •·. · : , ·· .· .. i materiel,· 1/8-i" clecn . ··; . • '• ·: · . 1 • • I crushed roe!< wraooed in ·:· · • : ..: • : i · C filter fabric (,'vlir;fi 140 \ \ . ." ', '·.;. w ~ r 4 " die. cioe or equivalent) .'.: ::-i\i. @; Finished lot surface-._ q.. . . I / ~( . . \ Waterproofing -- .. . .. . I. • . , • Tb--r7""'h-:::T--nr::-:r..;;;:::;:::!!;~=~ • -. • : V a.,'.:•'••.••• f,,,1 . , . I } I • I 0 -" • • " I • / • • q ... I, • •. , I , . I • !.. • I o , b. l.." • I i ~ I • • o .~ • I 1(10 1 fo' lo • .-.• I , . I I o , , , • , : " I ., of 0 0 • ,. ,., ., ,,•.•i , ~ I O • ' • I o "' o • I . o ' ·" f o 1, • "• D' 1 f a a • ( ,~ ..afo • o• .. 0 , A • ~o r ~ci 1 , ' 0 .o • 17 •t 1 •• I a~ • «' • • 0 • • / a o f , • A • h. ::t ~ a , • .: • , ,.o 4t, b.. o • •• •. ~Cl • \Ja.ll Feating (desi.gned by-others) -· . ' SCHEMATIC OF SITE WALL DRAIN ~E ™ s • ' . . OPTION C Figure 5· DATE _8=/::...::9"-='8'--_ w. 0. · N Q, __ =24 __ 7 __ 5 __ -... A __ -s __ c ___ _ Geotechnical • Geologic • Environmental Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Wall footings may tran~ition from formational bedrock to gravelly fill to select fill. If this condition is present the civil designer'may specify either: a) If transitions from rock fill to select fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should perform a minimum 2-foot overexcavation for a dis~ance of two times the height of the wall and increase overexcavation until such transition is between 45 and 90 degrees to the wall alignment. b) Increase of the 13-mount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that an angular distortion of 1/360 for a distance of 2H (where H=wall height in feet) on either side of-the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink.grout. c) Embed the footings entirely into a homogeneous fill. PRELIMINARY PAVE:MENT DESIGN Pavement sections presented are based on the R-value data· (to be verified by specific R- value testing at completion of grading) obtained throughout the project area-, the anticipated design classification, information provided by the client, .and the minimum requirements of the City .of Carlsbad. For planning purposes, pavement sections consisting of asphaltic concrete over ba~e and full depth Portland cement concrete pavement (PCCP) are provided. Anticipated asphaltic concrete (AC) pavement sections ·are presented in the following: ParkinQ Stalls 4.5 16 4.0 Traffic Areas 5.0 16 4.0 <1>oenotes standard Caltrans Class 2 aggregate base® ~78, SE ~22). C2>City of Carlsbad minimum AC thic~ness is 4 inches. · 4.0 6.0 <3>r1 values have been assumed for planning purposes herein and should be confirmed by the design team durinQ future plan development. The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge ' W.O. 2475-A-SC August 13, 1998 Page 22 ,. ~: . Portland cement concrete pavement sections are presented below. h::,.:::.i:,::: .: ·:·::.'.:,.,i·::·::,:::::::::=;::.::,::'.;:.::::::.;£::t:::;:::.:;::r::t;::;::::.;::,::::::::::.:::·::i:.;:::::: .. ;,;,;::,,::::,:.:':.coNCRE:Tf?-:PAYEMENT,.::,:.,;·:.:··.;-;:,:.:.: .. : ... , .... ,.: . . . . ... .-: ........ ;:'-S .·.. . .. ·. I ]:=,::~~a~«&f ~~~~:?~==:~~~~:--~· -.,-:,T~!~~s'····· Parking Stalls 10 16 liqht 5.5 · Parking Stalls 25 16 light 6.0 Parking Stalls 100 16 light 6.0 Traffic Lane 10 16 · medium 6.5 Traffic Lane 25 16 medium 7.0 traffic Lane 100 16 medium 7.0 Traffic Lane 300 16 medium 7.5 Traffic Lane 500 16 medium 7.5 Loading Dock 10 16 heavy 7.5 Loading Dock 25 16 heavy 8.0 Loading Dock ·100 16 heavy 8.0 Loading Dock 300 16 heavy 8.5 Loading Dock 500 16 heavy 8.5 <1>concrete shall be 560-C-3250 minimum. Assumes the construction of concrete shoulders. <2>ADTT values have been assumed for planning purposes herein and should be confirmed by the design team durini:i future plan develooment. The pavement sections presented above have been calculated based on a subgrade R-:value of 16, modulus of rupture (MR) of 560 psi and the use of concrete shoulders (curb and gutter) at the edge of pavement. A load safety factor of 1.0 and 1.1 were applied to parking and traffic/loading areas, res·pectively. GSI does not recommend_ the use of an ADTT value of less than ·25 for any pavement section, unless the ADTT significantly less than 25 is certified by a civil engineer specializing in traffic engineering. Design of truck loading docks should utilize guidelines provided for traffic lanes. The transition of the pavement from parking to traffic lanes should be made over a distance of 18 inches with crack control joints (weaken plane) or contact joints at the end of the The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.0. 2475-A-SC August 13, 1998 Page 23, 1)-.:i -'; ··i 11. "I ' transition. A minimum 4-inch layer of base rock in traffic and loading dock area should be considered to improve 'traffic lane performance. Base rock may consist of either ¾-inch crushed rock or Caltrans Class 2 aggregate base:· Crushed rock may be compacted by . vibratory methods. Aggregate base should be compacted to a minimum relative compaction of 95 percent. PCC Pavement Joints Weakened Plane Joints Transverse and longitudinal weakened plane joints may be constructed per Caltrans Standard specificatrons, Section 40-1.088 ~nd 40-1.088(1). Transverse weakened plane joints should be spaced no farther than 15 feet apart and no closer than 5 feet. Longitudinal weakened plane joints should be spaced no farther than 20 feet apart, but not less than 5 feet. Joint layout may be·determined per the applicable San Diego Regional Standard Drawings G-18 through G-21 (inclusive). . . Expansion Joints Transverse expansion joints should be constructed at 120 foot spacings in accordance with San Diego Regional Standard Drawing G-1 o. · Contact Joints Transverse and longitudinal contact joints should be constructed in accordance with the contact joint detail shown on the San Diego Regional Standard Drawing G-1 o. Joint layout may be determined per the applicable· San .Diego Regional Standard Drawings G-18 through G-21 (inclusive). ·Within large parking areas, joint spacings should be no greater than 20 feet. Slab Reinforcement PCC Pavements for this project are designed as unreinforced and should perform adequately, assuming proper construction. If additional control of internal slab stresses (i.e., curing shrinkage, thermal expansion and contraction) is desired, then the use of 6- inch by 6-inch (6x6 -W1 Ax W1 .4), welded-wire mesh (or equivalent) ·may be considered. Pavement grading recommendations are presented in Appendix E. .Subgrade preparation and aggregate base preparation should be performed -in accordance with those recommendations, and the minimum subgrade (upper 12 inches) and Class 2 aggregate base compaction should be 95 percent.of the_ maximum dry density (ASTM D-1557). If adverse conditions (Le., saturated ground, etc.) are encountered during preparation of subgrade, special construction methods may need to be employed. The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge W.O. 2475-A-SC August 13, 1998 Page 24 These recommendations should be considered preliminary. Further A-value testing and pavement design analysis should be performed upon completion of grading for the lot. FLATWORK AND ASSOCIATED IMPROVEMENTS 1. Planters and walls should not be tied to building(s),. 2. Driveways, sidewalks, and patios adjacent.to the building(s) should be separated from the building(s) with thick expansion joint filler material. In addition, all sidewalks and driveways. should be quartered and poured with expansion joints no farther .apart than 8 feet for-4-inch slabs or.11 feet for 5½-inch s'labs, respectively. To improve the performance of the driveway and/or sidewalks constructed on the expansive soils, consideration should be given to pre-saturation of the soils prior to placement of _driveways and sidewalks to 120 percent of optimum moisture, for medium expansive soils. Consideration should additionally. be given for the areas _ of the driveways and sidewalks adjacent to planters,· 1awns, and other landscape · areas to have thickened edges; such that the edge is 4 to 6 inches thick and at least 6 inches below the adjacent landscaping zone (section). . . 3. Overhang structures should be structurally designed with continuous footings or grade beams tied in at least two directions. Footings that support overhang structures should be embedded a minimum of 18 inches from the lowest adjacent finished subgrade. 4. Any masonry landscape walls that are to be constructed throughout the property should be fully grouted and articulated in segments no more than 20 feet long. 5. Utilities should be enclosed within a closed vault or designed with flexible connec~ions to accommodate differential settleme~t and expansive soil conditions. 6. Finish grade '(Precise Grade Plan) on the lot should provide a minimum of 1 to 2 percent fall to. the street. It should be kept in mind that drainage reversals could occur if relatively flat yard drainage gradi~:mts are not maintained due to landscaping work, modifications to flatwork, or post-sale homeowner modifications. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab belm:V the tile._ Therefore, the designer should consider additional steel.reinforcement of concrete slabs on-grade where tile will be_ placed. The tile installer should consider installation .methods that reduce ·possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolati<Jn membrane (approved by the Tile Council of America/Ceramic Tile Institute) is recommended between tile and concrete slabs on grade._ The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge GeoSoiis, ine. W.O. 2475-A-SC August 13, 1998 Page 25 . . ' Gutters and Downspouts Consideration should be given to the installation of gutters and downspouts to collect roof water thaf may-otherwise infiltrate the soils adjacent t6 the structures. The downspouts should be drained away from the foundation and collected in drainage swales or other approved non-erosive drainage systems designed by a registered civil enginel3r (specializing in drainage) to convey water away from the foundation. Gutters and downspouts are not a gebtechnical requirement, however, provided positive drainage is maintained iri accordance with the recommendations of the design civil engineer. Exterior Slabs and Walkways Exterior concrete slabs-on-grade (walkways, patios, etc.) should be constructed with a minimum 4-inch thick slab, and reinforced with steel rebar or welded mesh. The reinforcement should consist of No. 3 rebar placed at 18 inches on center in two horizontally perpendicular directions (long axis and short axis.), or 6x6-W2.9xW2.9 welded wire mesh. It is important for the performance of the slab that the reinforcing be located near mid-slab t~ickness using chairs, supports, etc. Hooking is not an acceptable method of reinforcement placement, ahd is not recommended. Distortions on the exterior slab-on-grade due to expansive soils and proximity to slopes may warrant additional mitigation. This may include crack control joints (4 to 6 feet spacing in horizontally perpendicular directions [long axis and short axis]), and expansion control joints at intervals 1 O feet or less. Other considerations for mitigation may include the use of thickened edges (see above) for slabs at the top of slopes, fiber mesh mixed into the concrete, or pre-saturation of ~ubgrade soils· to 120 percent of optimum moisture. content, to a depth of 18 inches. Due to expansive soils, air conditioning (NC) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab· with flexible couplings for plumbing and electrical lines. NC waste water lines should bE_l drained to a suitable outlet (see previous section). Shrinkage cracks in concrete could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Associatfon Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge GeoSoi!s, lne. W.O. 2475-A-SC August 13, 1998 Page 26 l'·l :·! 11 ~I 11 ,., l,1 l,;':1 . 1 ... 1 . .llj "l_ .. ,.1 :, j ~j ~I 111 ·1 .J .( IJ r· ·. I ,, . l_.l ~l1 lr.1 ·' l l'I' .. q li1 ., l ADDITIONAL RECOMMENDATIONS/DEVELOPMENT CRITERIA Additional Site Improvements If in the future, any additional improvements are planned for the site, recommendations concerning the geological or· geotechnical aspects of design and construction of said improvem~nts could be provided upon request this includes but not limited to appurtenant structures. This office should be notified in advanee of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills . Erosion and Sedimentation Control . . The objective of the National Pollutant Discharge Elimination System (NPDES) requirements are to reduce (or eliminate} discharge of non-stormwater runoff from construction sites. One of the best management practices (BM P's) to mitigate significant erosion from-sites in the grading phase of construction is implementation of structural containment devices, including but not limited to sandbags, retention basins, hay bales, etc. BMP's should be devel':)ped.prior to the start of mass grading. As described in the General Permit, a Storm Water Pollution Prevention Plan (SWPPP) specific to the subject. development is required, and should include an erosion control plan presenting best man~gement practices (BMP's} for runoff control. The erosion control pian should be exhibited on the grading plans. The SWPPP should be maintained until a post- construction management plan is in effect. These ser:vices would be provided by GSI upon request. Landscape Maintenanc~ and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded . slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided. Onsite soil materials should be maintained in a solid to semisolid state. Brushed native ~nd graded slopes (constructed within and utilizing onsite materials) would · be potentially erosive. Eroded debris may be min.imized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected for landscaping sh,ould be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Planting of large trees with potential for extensive root development should not be pla_ced closer than 1 o . feet from the perimeter of the foundation or the anticipated height of the mature tree, The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge GeoSoil.s, Ine . W.O. 2475-A-SC August 13, 1998 Page 27 whichever is greater. It order to minimize erosion on the slope face, an erosion control fabric (i.e. jute matting) should be considered. From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent minir:num relative compaction. Moisture sensors, embedded into fill slopes, should be considered to reduce the potential of overwatering frorri automatic landscape watering systems. The µse of. certain fertilizers may affect the corrosion characteristics of soil. -Review of the type and amount (pounds per acre) of the fertilizers by a corrosion specialist should be considered. Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements are planned for the site, recommendations concerning th_e geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be _notified in advance of any additional fill placement, regrading of the site, or trench backfilling after 'rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills: Drainage Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Landscaping should be graded to drain into the street, or other approved area. All surface water should be appropriately directed to areas ~esigned for site drainage. · Roof gutters and down spouts are recommended to control roof drainage. Down spouts should outlet a minimum. of 5 feet from-proposed structur~s or tightlined into a subsurface drainage syst~m. We recommend tliat arty proposed open bottom planters adjacent to p~oposed structures be _eliminated for a minimum distance of 1 o feet.· As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct-drainage away from structures or any exterior concrete flatwork. Drainage behind top of walls should be accomplished along the length of the wall with a ·paved channel drainage v-ditch or substitute. Footing Trench Excavation All footing trench excavations should be observed and approved by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should bs compacted to a minimum relative compaction of 90 percent, if not removed from the site. . The Blackmore Company Lot 99 of Carlsbad.Research Center File: e:\wp7\2400\2475a.pge GeoSoHs, lne. W.O. 2475-A-SC August,3, 1998 Page 28 l1i >:ll . ' 11 . ...11 lf·..1 '""':l \,':,. 11 . ~ .I Trench Backfill All excavations should be observed by one of our representatives and conform to OSHA and local safety codes. Exterior trenches should not be excavated below a 1 :1 projection from the bottom of any adjacent foundation system. If excavated, these trenches may undermine support for the foundation system potentially creating adverse conditions. 1. All utility trench backfill in slopes, structural areas and beneath hardscape features should be brought to near optimum moisture content and then compacted to obtain a minimum. relative compaction of 90 percent of the laboratory standard . Observations, probing and, if deemed necessary, testing should be performed by a representative of this office to verify compactive efforts of the contractor. 2. Soils generated from utility tr~nch excavations should be compacted to a minimum of 90 percer:1t (ASTM D~ 1557) if not removed from the site. 3. Jetting of backfill is not recommended . 4. Bottoms of utility trenches should be sloped away from structures. · PLAN REVIEW I Final site development and foundation plans should be submitted to this office for review and comment, as the plans become available, for the purpose of minimizing any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and any additional earthwork construction performed on the site shoµld be observed and. t_ested .bY this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil ~md bedrock materials vary in character between excavations and natural outcrops or conditions exposed during ~ite grading, con$tructiori, .and our post-grading study. Site conditions may vary due to seasonal changes or other facto.rs. GSI assumes no responsibility or liability for work, testing, or recommendations· performed o( provided by others. Inasmuch as our.study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have been derived in accordance with current standards of The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2490\2475a.pge W.O. 2475-A-SC August 13, 1998 Page 29 . practice and no warranty is expressed or implied. Standards of practice are subje.ct to change ·with time. GSI performed this study within the constraints of a budget. During the field exploration phase of our study, odors or stained or discolored soils were not observed onsite or in our borings or boring spoils. However, these observations were made during our preliminary geotechnical study c;1.nd should in no. way be used in lieu of an E?nvironrnental assessment. If requested, a proposal for a phase I preliminary environmental assessment could be provided. The Blackmore Company Lot 99 of Carlsbad Research Center File: e:\wp7\2400\2475a.pge GeoSoiis, lne. W.O. 2475-A-SC August 13, 1998 Page 30 ~=" ~~ _ ~ =~:,, u_s_, --·--·•••••• -,,-•,,,--•-· ,.,_,7•vo, ---·------=-~-~=~--, ___ ---= ,<~-* ---=·• -" ~--~ ., c • ..,.,...,,..,,,.,.,_ =· •-~---~.. ... •c ~---•• '. "I . w -~~=-LEG ~-ND ... • -----~·-• -• a==.,~e~o, I -... '· _, / Base Map: Grading Plans for Carlsbad Tract No. 85-24, Carlsbad Research Center Unit 5, by Rick Engineering Company, 1-26-95. ' / --V.:.-,·· ·-· --.. , -I -.. __ _ - ,, \ ,;--:, 0 · .. C) \l \, ,_ . ·,'-... ·~\ -- Af Tse B-3 ~ TD3' : Artificial fill,_ place~ under the observation" and . · I testing of Geotechnica Incorporated (1994) . ! )Tertiary Santiago Formation i __ :~pproximate location of geologic contact i · .· ~pproximate location and total depth of ' explorafory boring l J I '\ ,. ~r:-::·¾ (~~ G~l.sf 'fie. --,.,.,_, .. , ,, .. ,.,,,,. --·•>< CE2) LOS ANGELl:S CO. RIVERSIDE CO. ORANGE CO. SAN DIEGO CO. GEOTECHNICAL MAP . Plate 1 W.O. 2475-A-SC DATE 8/98 SCALE 1"::50'. . . ... • ,-' .. --~ :·.: -:;, ~. ,: . ·. • • • .!'. _-::_·.,:. :~· ·_\ · __ :·::-• ;·~ ... _.-.•• :' • ..... . .-.... _ .. ",,• .<: __ .-.:./\'. . .'; //'\ ,,!•.'', =·· :-,:. :>.:i:, '.'.: :·. -: <: .J> ..... : .... "...; ~ -.': •• {-~-- ~ .· .. · .. :-::--.::~/::>.: .. ,. .··:· ··· .. ,. ·- ·: •• ::_· •' !. _·.·:; -::_i < ........... . Appendix A REFERENCES Amimoto, Perry Y., 1981, Erosion and sediment control handbook: Division of Mines and Geology, Department of Conservation, May. Blake, Thomas F., 1997, EQFAULT computer program and users manual for the deterministic prediction of horizontal accelerations from digitized California faults. . . Campbell, K.W. and Bozorgnia, Y., 1994, Near-source attenuation of peak horizontal acceleration from worldwide accelrograms recorded from 1957 to 1993; Proceedings, Fifth U.S. National Conference on Earthquake Engineering, volume Ill, Earthquake Engineering Research Institute, pp 292-293. . . GeoSoils, Inc., undated, In-house, unpublished data. Geotechnics Incorporated, 1994, As-graded geotechnical report, Carlsbad Research Center, Unit 5, Carlsbad, California, Project ~o. 0017-001-01, April 29. Greensfelder, R. W., 1974, Maximum credible roqk acceleration from earthquakes in California: California Division of Mines and Geology, Map Sheet 23. Hart, E.W., 1997, Fault-rupture hazard zones in Caiifornia: California Department of Conservation, Division of Mines arid Geology, Special Publication 42. Housner, G. W., 1970, Strong ground motion in Earthqt.Jake Engineering, Robert Wiegel, ed., Prentice-Hall. · International Conference of Building Officials, 1997, Uniform· building code: · Whittier, California, vol.· 1, 2, and 3. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, Map Sheet No. 6, scale 1 :750,000. Joyner, W. 8., and Boore, D. M., 1988, Measurement characterization and prediction of strong ground motion, in Earthquake Engineering and Soil Dynamics II --recent advances in ground motion evaluation: 'American Society of Civil Engineers, Geotechnical Spedal Publication no. 20, p. 43 to 102. __ , 1982, Prediction of earthquake response-spectra, U. S. Geological Survey Open- File Report 82-977, 16 p. __ , 1981, Peak horizontal acceleration and velocity from strong-motion records including records from the 1979 Imperial Valley, Californifi, earthquake: Bulletin of the Seismological Society of America, v. 71, no. 6, p. 2011-2038. GeoSoils, lne. ,· . ' Sadigh, K., Egan, J., and Youngs, R., 1987, Predictive ground motion_ equations reported in Joyner, W.8., and Boore, D.M., 1988, "Measurement, characterization, and prediction of strong ground motion", in Earthquake Engineering and Soil Dynamics II, Recent Advances in Ground-Motion Evaluation, Von Thun, J.L., ed.: American Society of Civil Engineers Geotechnical Special Publication No. 20; pp. 43-102. Sowers and Sowers, 1970, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory Soil Mechanics, New York. Weber, Harold F., 1982, Geologic map of the central-north coastal area of San Diego County, California, showing recent slope failures and pre-development landslides: United States Geologic Survey, Open-File Report 82-12 . ... The Blackmore Company File: e:\wp7\2400\2475a.pge GeoSoils, lne. Appendix A Page2 ,• . '. ~ -~ ~ ./ l •• -t ·<; ~-.: ? : •· : I .. ·•. :··,· . .; .... ~ ~ ·: .... :; . . .... : ·~·: .. . . . . .-··-::-... •·. '-:'._~-.: .. •:' ;.!.··.' . .. :· ..... . BORING LOG GeoSoils, Inc. w.o. 2475-A-SC PROJECT: BLACKMORE BORING B-1 SHE£T_1_OF 1 - Lot 99 DATE EXCAVATED 6-10-98 Sample ,... SAMPLE METHOD: 140 lb hammer 30" drop ~ . ,... ...., ,... +-~ m :? ...., C Standard Penetration Test +-. 0 Cf-+-~~ QJ -~ Water Seepage lnto hole ...., ... l.. +-~ I 'C ' -c ... ::l 111 Undisturbed, Ring Sample .c UI QJ IJI 0 ::i 0 +-l.. +-:,! -..a ::3 (/) .a a. IJI ::l a. -'C l.. 0 u e :n...., ·-+-Descriptfon of Material QJ ::l C ::l -(/) :n l.. 0 111 C al ::l+-Ill ::i Cl) C :c (/) rl CL ARTIFICIAL FILL @ 0', SANDY CLAY, brown, moist, soft; scattered gravel; ~ fine sand. -~ 69 SM 109.7 6.4 -~-· \@ 1 ', as per 0', medium stiff. r ·'-"· ... SANTIAGO FORMATION f -@ 2', SIL TY SANDSTONE, yellowish white, moist, dense; indurated. 5-Total Depth = 3' -· No groundwater encountered Backfilled 6-1 0-98 --. - - 10- - - . - - 15-. -, . - - -. .--,.: ~ ' 20- - - - - 25-- - - -- - Lot 99 GeoSoils, Inc. PLATE 8-1 BORING LOG GeoSoils, Inc. w.o. 2475-A-SC PROJECT: BLACKMORE BORING 8-2 SHEET _J_OF 1 - Lot 99 DATE EXCAVATED 6-10-98 Sample . " SAMPLE METHOD: 140 lb hammer 30" drop ~ . " V ,.. + -~ m . ::i: V C Standard Penetration Test + 0 q.. + + Ill ·-~ Water Seepage into hole V q.. ,... L + I -0 ' -·c Cf-:, . 111 ~ Undisturbed, Ring Sample .c Ill Ill Ill 0 ::, 0 +-L +-:,/, --.a :3 ' II.I .a a. Ill :I a. --0 L 0 u e JI...., -+- Ill :I C :I -. II.I JI L 0 111 Description of Material C Ill ::>+-al ::, (/J C :i::: II.I SM SANTIAGO FORMATION -@ O', SIL TY SANDSTONE, yellowish white, damp, loose. -@ 1 ', grades to moist, medium dense. @ 2', ·grades to dense. Total Depth = 3'· -No .groundwater encounter-ed Backfilled 6-10-98 5- - . - - - ~ 10- - - - - 15-..• - - -. , . -.. .,.: 4 ; . 20- - - - -.. 25-:- - - - - Lot 99 GeoSoils, Inc. PLATE 8-2 BORING LOG GeoSoils, Inc. w.o. 2475-A-SC PROJECT: BLACKMORE BORING B-3 SHEET _]_OF 1 - Lot 99 DATE EXCAVATED 6-10-98 Sample· " SAMPLE METHOD: 140 lb hammer 30" drop :,: " V " + :,: m . ::I V C Standard Penetration Test +-0 Cf-+-+-" QI -~ Water Seepage into hole V Cf-c<f-L +-~-I 1J ' -:, 1\1 Undisturbed, Ring Sample .c UI QI UI 0 :::i 0 +-L +-~ -.o 3 Cl) .Q n. U) :I n. -1J L 0 u s :ll"' ·-+- ill :, C :, -Cl) ::JI L 0 1\1 Description of Material Cl al ::I+-al :::i (/J C :c (/) SM SANTIAGO FORMATION -@ O', SIL TY SANDSTONE, yellowish white, damp, loose. -@ 1 ', grades to moist, medium dense. @ 2', grades t~ dense. Total Depth = 3' -No groundwater encountered Backfilled 6-1 Q.:.98 5- - . - - -~ 10- - - - - ' 15- - - -. : -.· . 20-' - - - 25- -_, - - . Lot 99 GeoSoils, Inc. PLATE B-3 :-.• -~ .. , . _.; .... :·::---·:. --~:-::··>·:_;~_;:\. ~~:·:.·,,_·.: '. .... ;· .'.. __ ~'-.~--:,· .· .. ::"·,·.· .. .... ·· · ..... •. . . : ~ .. ·. ... . .. ,· . .--. .... .. ..... .. ·,• :·-· ,• .. --· ~ . •·. -: • .... , : •'!. ...-=. . .. .!·. . .: .. -~· .:~: - ESTAB~ISHEO 1906 . . ... E.S. BABCOCK & SONS, INC. ...•• -, 6100 Quail Valley Court Riverside, CA 92507 ........ , _ ·,::-c.: ··.J l:.,. J \ P.O. Box 432 Riverside, CA 92502 i PH (909) 653-3351 FAX (909) 653-1662 ~,.r. JUL O z 1998 .rnvlronmental Laboratory Certification #1156 2277 Client: GeoSoils; Inc. ~:1itJi;t-;~g:~-'.-~?:I=tJ:~~-9--~:);,:d:;\('~I:_,-, ,o,6 ~ -: 5741 Palmer Way Carlsbad,CA 92008 Date Reported: 06/30/98 Submitted By: UPS Date: 06/18/98 Time: 0835 Client I.D.: soil-ag as listed Identification Collected .Ion: Chrom .. Date Time water Ext:ract:able sultat:e D-Om Date·analysis completed: {Water Extractable Sulfate:06/24/98) ND= None detected at RL .(Reporting Limit). Results repoted in ppm expr~ssed.on air dired soil basis. cc: 1• ,. ,,. ~... . Plate C-1 ,... H a. ..., X IJJ 0 2 H > I- H u H I- f/I <t .J c.. 6 0 : 5 0 : 40 30 20 HI 0 0 I ' I : I ; i I I I I I ! ' I ' I ! ' I ML-CL 10 20 EXPLORATION • 6-01 GeoSoi Is, ·Inc. I i i i I i I I I I I CH I ! I i ' I l I L-·. I I I I CL /' • '/ / V / V / ML ::30 40 50 60 70 LIQUID LIMIT (LL) · DEPTH Ci't> 0.0 LL PL 40 15 PI 25 ATTERBERG LIMITS TEST RESULTS BLACKMORE i ! : i ! : i .i--·· I I , I I ... , I.· ,·· ! ,·• ' ! I ! I MH' 80 90 .r ! I I i I I I I I I I i ' ' I I ! I . 100 110· June 1998 W.O.: 2475-SC ?late: C-l Plate C-2 ,· ,· . . ·' . -: · · ... ~ . · .. ···· :.:. ... :,-_~ .:· . . ·_ ,-... _.· .. :. ..... ... ,. .... :· ... , ,, ·.·. _ :t\, ;,/_::_:!:, j:_~_\.: ;';/2 \;; ~J; ;\,oC:<·}/ , .. , . ,. • •• -•• ~ • ~· ·1. ~· ·.:, :~ :· __ ··_:-=: ... ~ . , . --~ ·-·· . ,. . ' •• ·.i, •'. • •···· • : • ·."(;.·;.. ·= . •, ~ •• >'I • ~ ; ,: : • • • • .\ •• •• • • ... _.·: :. • • ~ ,.• • . : . . ....... ·,:·.:.: . '; . .-. . ,··· .... 1 ••... ·\.,_. ·.·"."·{: ·· .... ·~. : ..... . . ,:·., . ~-.. . ·i' GENERAL EARTHWORK AND GRADING GUIDELINES Genera'I These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, _including preparation of areas to filled, placement of fill, installation ·of subdrains and excavations. The recommendations contained in the geotechnical report are part ofthe earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict. Evaluations performed · by the consultant during the course of grading may result. in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical _report. . . The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications. The project soil engineer and engineering geologist (geotect:mical consultant) or their representatives should provide obs~rvation arid testing services, and geotechnical consultation during the duration of the p~ect , · EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant · Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be ~mployed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and . ordinances. The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified: It is the responsibility of the contractor to assist the consultants and keep them apprised ·of anticipated work · schedules and cha~ges, so that they rnay schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557-78. Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and D-3017, at intervals of approximately 2 feet of fill heig~t or every 100 cubic yards··of fill placed. These criteria GeoSoil.s, Ine. · .. · ,· . /. would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor-s Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix and compact the fill in accordance with the recommendations of the soil engineer. The contractor should also remove all major non- earth material considered unsatisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or . agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant,· unsatisfactory conditions such ?S questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulting in · a quality of ~ork that is not _acceptable, the consultant will infor-m the contractor, and the contractor is expected torectifythe conditions, and if necessary, stop work until conditions are satisfactory. During constru"ction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concl.uded prior tq placing fill. Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil_ engineer. · Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells,. pipelines, or other .structures not located prior. to grading are. to be removed. or treat.ad in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, · or otherwise unsuitable ground extending to such a depth that surface processing cannot adequately improve the cond_ition should be over-excavate~ down to The Blackmore Company File: e:\wp7\2400\2475a.pge Appendix D Page 2 .. ~:-. '. firm ground and approved by the soil engineer before compaction and filling operations continue. Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the scarified ground ·is brought to-optimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness. Existing ground which ·is not satisfactory to support compacted fill. should be over- excavated as required in the geotechnical report or by the·on-site soils engineer and/or engineering geolo·gist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broke11 down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizont~.I to vertical), the ground should be stepped or benched. The lowest bench, which will act as.a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to ½ the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toe ·of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been de~ermined to be suitab_le by the soil engineer. These materials should be free of rdots; tree branches, other organic matter or other deleterious materials. All unsuitable materials should be removed from the fill as directed The Blackmore Company File: e:\wp7\2400\2475a.pge GeoSoils. lne. Appendix D Page3 by the soil engineer. Soils of .poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant. as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operations should not -result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. · Oversized mat~rials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be burfed or placed in fills unless the location · of materials and di~posal methods are specifically approved by the soil engineer. Oversized material should be taken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Oversized material · should not be·placed within 1 o feet vertically of finish gr~de (elevation) or within 20 feet horizontally of slope faces. · · · · To facilitate future trenching, rock should-not be placed within the range of foundation excavations, fµture utilities, or undergrounq construction unless specifically approved by the soil engineer and/or the developers representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness .. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aer~ted by scarification or should be blended with drier material. Moisture condition; ~lending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture. After each layer has been evenly spread, moisture conditioned and mixed, it should be . uniformly compacted to a_minimum of 90 percent of maximum density as determined by ASTM test designation; D-1557-78, or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction. -· The Blackmore Company File: e:\wp7\2400\2475a.pge GeoSoils. lne. Appendix D Page4 •' .,. ~ .. ' Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an·area until the last placed lift of fill has been te~ted and found to meet the density and moisture requirements, and is approved by the soil engineer: Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction ~s the fill core is being developed. Special efforts may be necessary to attp.in the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose . materials with appropriate equipment. A final determination of fill slope compaction should be based on observation ·and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), speQific material types, a higher minimum relative ·compaction, and spe.cial grading procedures, may be recommended. · lfan alte·rnative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 1 o feet of each lift of fill by undertakin_g the following:. 4. · An extra piece of equipment consisting of~ heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the $lopes continuously as fill is placed. The she·epsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. -. 2. Loose fill should not be spilled out over the face of the slope as .each lift is compacted. Any loose fill spilled over a previously completed slope face s_hould be trimmed off or be subject to r~_-rolling. 3. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical interval$~ subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face .. Subsequent to testing to verify compaction, the slopes _should be grid-rolled to achieve compaction to the slope face. Final testing should be used to confirm compaction after·grid ·rolling. 5. Where jesting indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. The Blackmore Company File: e:\wp7\2400\2475a.pge Appendix D Pages .,,. ~ .. ' 6. Erosion control and drainage devices should be designed by the project civil engineer in compliartce with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation of the soil engineer or engineering geologist. SUBDRAIN INSTALLATION St.ibdra_ins should be installed in approved ground in accordance with the approximate alignment and det~ils indicated by the geotechn_ical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct charmes in subdrain line, grade and drain material in the field, pending exposed conditions. The location of constructed subdrains should be recorded by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examine.d during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed. When fill over cut slopes are to he graded, unless otherwise approved, the cut portion of the sl9pe should be observed by the engineering geologist prior t~ placeme11t of materials for construction of the fill portion of the slope. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut sfopes are started. If, during the course of grading, unforeseen adverse or potential adverse geologic conditions. are . encountered, · the engineering .g~ologist and soil engineer should investigate~ evaluat~ and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based on in"grading evaluation by the engineering geologist, whether ai:iticipated or not. · Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steep~r · than that allowed by the ordinances of controlling governmental agencies. Additionally, short"term·stability of temporary cut slopes is the contractors responsibility. Erosion control and drainage devices shoul_d be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance · with th~ recommendations of. the soil engineer or engineering geologist. The Blackmore Company File: e:\wp7\2400\2475a.pge GeoSoils. Inc. Appendixb Page 6 ... .. . · . ' COMPLETION Observation, testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance wi~h the approved project specifications. After completion of grading and after the soil engineer and engineering geologist have finished their observations of the work, final reports should be submitted subject to review . by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected from errn~ion and/or be planted in· accordance with the project specifications and/or as recommended by a landscape · architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. · JOB SAFETY General At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is_ the company's safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injl:!ry and possible fatality on grading and construction projects. GSI r~cognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. · · In an effort to minimize risks associated with geotechnica.l testing and observation, the following precautions are to be implemented ·for the safety of field personnel on grading and construction projects: · Safety Meetings: GSI field personnel ?re tjirected to attend contractors regularly scheduled and documented safety meetings. Safety Vests: S~fety Flags:· . . Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field. · Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits .. The Blackmore Company File: e:\wp7\2400\2475a.pge Appendix D Page? .. ·"' .· . ; . Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacon, or strobe_ lights, on the v~hicle during all field testing. While operating a vehic;:le in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor1s representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technich:~.ns1s safety. Efforts will be made to coordinate locations with the grading contractors authorized representative, and to select locations following or_ behind the ·established traffic pattern, preferably outside of current traffic. The contractors authorized representative (dump man, operator, supervisor, grade checker, etc'.) should direct ~x:cavation of the pit and safety during the test period. Of paramount concern should pe the soil technicians safety and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. Thi°s necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for ·an test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet ·outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration whi(?h typically decreased test results. When taking slope tests the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative· should effectively keep all. equipment at' a safe operation distance (e.g. 50 feet) away from ~he slope during this testing. The technician is·directed to withdraw from the active portion of the fill as soon as possible following 'testing. The technician's vehicle should be parked·at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our· personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technicians safety is jeopardi?ed or compromisE?d as a result of the contractors failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractors repre~entative will eventually be contacted in an effort to effect a solution. However, in the The Blackmore Company · File: e:\wp7\2400\2475a.pge GeoSoils. Ine. Appendix D Page 8 interim, no further testing will be performed until the situation is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to his/her attention and notify this office. Effective ·communication and coordination. between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which 1) is 5 feet or . deeper unless shored or laid back, 2) displays any evidence of instability, has any loqse rock or other debris which ·could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless of depth. · All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. · _, Trench access should be provided in accordance with CAL-OSHA and/or state and local standards. Our personnel are directed not to enter any trench by. being lowered or 11riding down11 on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that·the soil technician withdraw and notify his/her supervisor. The contractors representativewill eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of ariyone working _beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contr~ctor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper authorities. The Blackmore Company File: e:\wp7\2400\2475a.pge Appendix D Page9 DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVJA TE.D CANYON TO_E OF SLO.PE AS SHO~N ON GRADING PLAN l . COMPACTED. ALL ORIGlNAL GR.OUNO $URFACE TO BE . ~ RESTORED WITH COMPACTED FILL -7-~Gl:~~~U:ACE SACl<CU~ .VARIES. FOR DEEP REMOVALS, L-,.~~'"": r . BACKCUT ~~SHOULD BE MADE NO {~~ STEE?ER ·THA~:1 OR AS NECESSAR~ <~ ANTICJPATED ALLUVJAL REMOVAL FOR SAFETY ........._~,CONSIOERATJONS:, l . ~ , DEPTH PER SOIL EHSNEER. ~I / . \~/\ . . . ~,~ //~~PROVJOEA :;;-MINIMUM PROJECTIDNFlU); T-;;, ;;- SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH. SLOPE HEIGHT, SITE CONDITIONS ANO/OR LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS. REMOVAL ADJACENT. TO EXISTING FILL .. · ADJOINING CANYON FILL __________ ___..._ PROPOSED. ADDITIONAL COMPACTED FILL COMPACTED FlLL LIMIT_S LIN;\ , TEMPORARY COMPACTED FILL ---. }., FOR qRAINAGE ONLY ---- -;, ~ Oaf ~:,, · Oaf / Oaf (TO BE REMOVED) (EXISTING COMPACT.ED FILU ~",~ ~/ ~~~jffl~\ . . · ::a: i'f$!lA\YfR"\l\.''H~//'.,. . LEGEND . k L_~,~~Tf\\Yt/-v'I' ~ .. ~\ :,; TO SE REMOVED BEFORE Qaf ARTIFICIAL FILL PLACING ADDITIONAL COMPACTED FILL Oa·f ALLUVIUM .PLATE EG-3 · .. :;•· ----··--·· --· --::-_,_ ·-·---~-,--:f'!r,/-c.:_,,,-·,,,,;_;_. ___ --·-·.·-,:;-·.-_ __:_ -._.__ : ___ . ~-~· ~ ~ -· ~ · ~i:.C-< ~-~-~-· ~ t=-~ ~ ~ :~.:.:__, . ::.:=::-· ~-~· '--0 r )> -I rn rn G) I +' TYPICAL STABILIZATION / BUTTRESS FILL DETAIL 15' TYPICAL 1-2· ----.. , , ....... ;nn1 ».ra OUTLET$ TO BE SPA.CEO AT 100• M1AXIMUM INTl;RVALS, ANO SHALL EXTEND 12· sgvoNO THE FACE OF SLOPE AT TIME OF. ROUGH GRADING COMPLETION. 1 4 ~, 15' MINIMUM BLANKET FILL IF RECOMMENDED BY THE SOIL ENGINEER DESIGN FINISH SLOPE. ~ \\~/\\lm·------ , ...... ·: .. ·. ~ . k:i lh H'A~ -. 'il:'"~ _,, •, 1 I ----7 ! -I.• DIAM"ETER NON-PERFORATED OUTLET PIPE --\ ANO BACKDRAIN (SEE ALTERNATIVES) ~J\\\ J'MINIMUM KEY DEPTH '., ___ , __ . 2=-;f·CJll.,c---~-s!ll·0:!llli:!116=!1111~ ·1.£I!Jlltl-~~Ll±c-±:P0lP&..IIII TYPICAL STABILIZATION / BUTTRESS SU BO RAIN· DETAIL I.· MINIMUM 2" MINIMUM PIPE t, • MINIMUM · -u r )> -, m m G) .l U1 2: :::, ~ ·•Z 2: . N 2· MINIMUM FILTER MATERIAL: MINIMUM OF FIVE FP/LINEAR Ft OF PIPF OR FOUR FP/LINEAR Ft OF PIPE WHEN PLACED 'IN SQUARE FILTER MATERIAL SHALL BE OF CUT TRENCH. I THE FOLLOWING SPECIFICATION .AJ,..ItRNAJIVE IN UEU OF FILTER MATl;RIAb: GRAVEL MAY B'E · OR AN APPROVED EOUIVALENT: ::, ENCASED IN APPROVED FILTER FABRIC. FILTER FABRIC SHALL BE MIRAFI 140 OR EQUIVALENT. FILTER FABRIC Sh'ALL BE LAPPED A MINIMUM OF 1 r ON ALL JOINTS. Ml~IMUM 4· DIAMETER PIPE: ABs_...:.AsTM 0-2751, SOR 35 ,· OR ASTM D-1527 SCHEDULE 40 PVC-ASTM D-3034, SPR 35 OR ASTM D-1785 SCHEDULE 40 WI.TH A CRUSHING STRENGTH OF 1,000 POUNDS MINIMUM, AND A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS OF BOTTOM OF PIPE. PROVIDE CAP AT UPSTREAM E_ND OF PIPE. su:w~ AT 2% J'O OUTLET PIPE. OUTLET PIPE TO BE CONNECTED TO SUBDRAIN PIPE WITH TEE OR ELBOW.. t-t>TE: 1. TRENCH FOR OUTLET PIPES TO BE BACKFILLED · WITH ON-SITE SOIL. 2. BACKDRAINS AND LATERAL DRAINS SHALL BE LOCATED AT ELEVATION OF EVERY BENCH DRAIN. FIRST DRAIN LOCATED AT ELEVATION JUST ABOVE LOWER LOT GRADE. ADtllTIONAL DRAINS MAY BE REQUIRED AT THE DISCRETION OF THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. ·.··=~, SIE'{E SIZE_.EERCENT PASSING ' 1 INCH 100 3/ 4 INCH 90-100 3/8 INCH 40-100 NO. 4 25-40 N0.8 18-33 NO. 30 5-15 NO~ 50 0-7 NO. 200 0-3 GRAVEL SHALL BE OF THE FOLLOWING SPECIFICATION OR . . AN APPROVED EQUIVALENT: SIEVE SIZE PERCENT PASSING 1 1/2 INCH 100 NO. 4 50 N0.200 B SAND EQUIVALENT: MINIMUM OF 50 .-· 715_ -~--::·--,-.llllll;:-;_>: ... /-::._l'lr:::~--~-Jl:.:::~;: •• v,.:-~~_;..,.;.:_;:_:__,8 (-~.--:r:; __ :-_.1.11_~,f~QI ~}~:7-;,~ ,1:;.:.!il,;:dJ)llr1.Y..-.. ,-:::_:_._P.IJll-:-.. /,!i" ~,,f~L.~-,. FILL OVE.R NA TUR-AL DETAIL SIDEHILL FILL COMPACTED Fill TOE OF-SL()PE AS SHOWN ON GRADING PLAN ' PROVIDE'. A 1:1 MINIMUM PROJECTION FROM DESIGN TOE OF SLOPE TO TOE OF KEY AS SHOWN ON AS BUILT NATURAL SLOPE TO BE RESTORED WITH ~ 4' MINIMUM -------BENCH WIDTH MAY VARY 'i I ~ MINIM~M -u r )> --1 rn m G) l CJ) NOTE: 1. WHERE THE NAtURALSLOPE APPROACHES OR EXCEEDS THE 'MINIMUM KEY WIDTH 2'X 3' MINl~UM KEV DEPTH 2' MINIMUM IN BEDROCK OR APPROVED MATERIAL. \, " ,, .. .,,_ ,,, DESIGN SLOPE RATIO, SPECIAL RECOMMENDATIONS WOULD BE PROVIDED BY THE SOILS ENGINEER. . 2. THE NEED FOR AND DISPOSITION OF DRAINS WOU LO BE DETERMINED -. BY THE SOILS ENGINEER BASED UPON EXPOSED CONDITIONS. :~R•. _ J_ I,_. ~--:J -;-:;:_,-,JJ•~::-______ ~<-· ___ .. 3:;· __ -1-·:~ _ rcl!!!•;,:-:::J.l_,,81,1µ.I ~~~-JJll;~1;~1,UaJ,:f,.!•l?,;~,:;,,_I_I~::·;._ .. ; ~, _I ,iL~"!_IP FILL OVER CUT DETAIL CUT/FILL CONTACT, MAINTAIN MINIMUM 15' FILL SECTION FROM 1. AS .SHOWN ON GRADING PLAN BACKCUT TO FACE OF. FINISH SLOPE 2. AS SHOW~ ON AS BU.ILT. H ORIGINAL TOPOGRAPHY -~-::~,\ !lfv\ BEDROCK OR APPROVED MATERIAL -cJ r )> --1 rn rn G) I '-1 ' .. ~-·: .. :. -: ·t:: LOWEST BENCH WIDTH 15' MINIMUM OR H/2 BENCH WIDTH MAY VARY ----------- COMPACT E O FILL NOTE: THE CUT PORTION OF THE SLOPE Si:10ULD BE EXCAVATED AND EVALUATED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST PRIOR TO CONSTRUCTING THE FILL PORTION . : ~;: W;-· Ill:.-::,_, ___ ,_::: _..:<·? fJ,:~:·-'.::8ill.,,· ---·-·:JIii.·-~-I ·.::,:1111_,y;: J.,.'·--2111 h~<:'.·1--·_, ____ --·::..1!111 ,.:.:=~- --. -~----. . ~~ -!.:....L.~-·-~---~ ~ ....... ··~ --···· ~ ~ &·:<;:+--. -. ~-~ ·~ ~---·.··~-:·/-:-••• _,. . ;~- 7J r )>· -t m rn G) I co STABILIZATION FILL FOR UNSTABLE MATERIAL EXPOSED IN PORTION OF CUT .SLOPE NATURAL SLOPE REMOVE: UNSTABLE MATEijlAL ~ i...:. ~ 1,S::.1~ __ ,_,~·c(Xh\J , 1111..::,vw ¥t>f\OE ' - REMOVE: UNSTABLE MATERJAL UNWEATHERED BEDROCK OR APPROVED MATERIAL \\.jf. ., _._J" MINIMUM TILTED BACK ~ ~~ll~ . .,._ . W ~ IF RECOMMENDED BY THE SOILS ENGINEER AND/~R ENGINEJ;RING =37 . GEOLOGIST, THE REMAINING CUT PORTION OF THE SLOPE MAY '"([ n.d,,_.._.. W1=-::~--;r_ . REQUIRE REMOVAL AND REPLACEMENT WITH COMPACTED FILL. NOTE: 1. SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOILS EN.GINEER AND/OR ENGINEERING GEOLOGIST,. 2~ ·w· SHALL BE EQUIPMENT WIDTH 115'1 FOR SLOPE HEIGHTS LESS.THAN 25 FEET. FOR SLOPES GREATER· ' THAN 25 FEET ·w· SHALL BE DETERMINED BY THE PROJECT SOILS ENGINEER AND /OR ENGINEERING GEOLOGIST. Af NO TIME SHALL ·w· BE LESS THAN H/2 •. ' •:· !,• . .:_:=_, ... ~ · --... ~. :.._:_ .. ~---,.:.,~::!91 i--~.f-:-!"' ;-.;~-J.-~-r,: .. ,., -:;-~-~P.:-:r.;,;!f• :-.:~ ,J;,.,111 1 :--J;,.;I, 1 -f';~:-j ;;,~~,!Ill ~l~J,.7 1 ,:/,.:'..i-:·:-~?::J!!III ~+:::,,:z ,:BP 7J ~ --1 ITT rn G) I . c.o SKIN FILL OF-NATURAL GROUND 15" MINIMUM TO BE MAINTAINED FROM PROPOSED FINISH ~LOPE FACE TO BACKCUT - ORIGINAL SLOPE ~ -NOTE: 1. THE NEED AND DISPOSITION OF DRAINS WILL BE DETERMINED! B:Y THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST BASED ON FIELD CONDITIONS. 2. PAO OVEREXCAVATION ANO RECOMPACTION SHOULD BE PERFORMED IF DETERMINED TO BE NECESSARY BY THE SOILS ENGINEER AN.DIOR ENGINEERING GEOLOGIST. ' ··, .; ..... . ---;.:--' -: -···--. -:·.-.·-, ... ,_ ~..-%-.-:·-,,,,_ -:·--··-···-,,,;_ ~-----~ : ___ . ~ ~ ~ ~ ~~ ~ ~ ~ ~ fu ~ ~ ~ ~ ~ -~ DAY.LIGHT CUT LOT DETAIL RECONSTRUCT COMPACTED FILL SLOPE AT 2;1 OR FLATTER 11-tAY (NCR EASE OR DECREASE PAO AREAL· OVEREXCAVATE ANO RECOMPACT ---,--. REPLACEMENT FILL AVOID AND/OR CLEAN UP SPILLAGE OF MATERIALS ON THE NATURAL SLOPE / / ____..,, ~ ~ BEDROCK OR APPROVED MATERIAL -u r . . TYPICAL BENCHING )> NOTE: 1. SUBORAIN AND KEY WIDTH REQUIREMENTS Wl'LL BE DETERMINED BASED ON EXPOSED SUBSURFACE -I ITT CONDITIONS AND THICKNESS OF OVERBURDEN. -rn 2. PAO OVER ex·cAVATION ANO RECOMPACTION SHOULD BE PERFORMED IF DETERMINED NECESSARY BY 't THE SOILS ENGINEER AND/OR THE ENGINEERING GEOLOGIS:T. _.a,. 0 ,('.·"'·. '< '"'t ---- PAO GRADE COMPACTED FJLL TRANSITION LOT DETAIL CUT LOT (MA TERJAL TYPE TRANSITION} ---------------~ . ~ -~ TYPJCAL BENCH ING CUT-FILL LOT (DAYLIGHT TRANSITION) PAD GRADE NOTE: * DEEPER OVEREXCAVATJON MAY BE RECOMMENDED BY THE SOILS ENGlNEER AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-FlLL TRANSITION AREAS. PLATE EG-11' OVERSIZE ROCK DISPOSAL VlEWS ARE DIAGRAMMATIC ONLY. ROc< SHOULD NOT TOUCH ANO VOIDS SHOULD BE COMPLETELY FILLED IN. VlEW NORMAL TO SLOPE FACE PROPOSED FlNISH GR~OE 10· MINJMUM IE) c:;c) Ct) d) co H 1~tMU~l (8) co co (Ga t::::P OQ 00 C:> 00 (Fl co 0:, VIEW PARALLEL TO SLOPE FACE _l~~ M=~N .. ='~ .. ~'----..... ~ 1 oo· MAXIMUM IBJ>i PROPOSED FlNISH._ GRADE .:;;,-="'-. =:-::.;: ~ ~c::::i::::,c:x: : -= ~= ,c, :r ::0 . ~,3°MIN)MUM IGJ o.~ --0 ~ CJ 1 o• MINIMUM 10" MINIMUM · N.OTE: IAJ ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. (BJ HEIGHT ANO WIDTH MAY VARY DEPENDING ON ROCK SIZE ANO TYPE OF EQUIPMENT· USED. LENGTH OF WINDROW. SHALL BE NO GREATER THAN 100' MAXIMUM. . . . -:.:· IC) IF APPROVED BY THE SOILS ENGINEER ANO/OR ENGINEERNG GEOLOGIST._ ,;/·,-- WINDROWS MA'f" BE PLACED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK· PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. . (DJ ORIENTATJON OF WINDROWS MAY VARY BUT SHALL BE AS RECOMMENDED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST. STAGGERING OF WINDROWS IS NOt NECESSARY UNLESS RECOMMENDED •. IE) CLEAR AREA FOR UTILITY TRENCHES .. FOUNDATIONS ANO SWIMMING POOLS.: . 1Fl VOIDS IN WINDROW SHALL BE FILLED ·sy FLOODING GRANULAR SOIL INTO PLACE. GRANULAR SOIL SHALL BE ANY SOIL WHICH HAS A UNIFIED SOIL CLASSIFICATION SYSTEM (USC 29-1) DESIGNATION OF SM, S?,-SW, GP, OR GW. ALL FlLL OVER .. AND AROUND ROCK WINDROW SHALL Bfi COMPACTED TO 90% RELATIVE • COMPACTION. · . . - (G) AFTER FlLL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT OF FILL COVERING WINDROW, WINDROW SHALL BE PROOF ROLLED WITH A 0-9 . DOZER OR EQUIVALENT. (Hl OVERSIZED ROCl< IS DEANED AS LARGER THAN 12~ ANO LESS THAN 4 FEET IN SIZE •. PLATE EG-12 ROCK DISPOSAL PITS FILL !-IFTS COMPACtED OVER r-~O.:K::r~ ~~~:E:r.JL. __ __ I I . I I I . I I I COMPACTED FILL GRANULAR MA T-ERIA L LARGE RO<* SIZE OF EXCAVATJON TO BE COMMENSURATE WITH ROC~ SIZE. NOTE; 1, LARGE ROCK IS DEFINED AS ROCK LARGER THAN 4 FEET IN MAXIMUM SIZE. 2. PIT IS EXCAVATED INTO COMPACTED FILL TO A DEPTH EQUAL TO 1/2 OF ROCK SIZE • .. 3. GRANULAR SOIL SHOULD BE PUSHED INTO PIT ANO DENSIFlEO BY FLOODING. USE A SHEEPSFOOT AROUND ROCK TO AID IN COMPACTION. 4. A MINIMUM OF 4 FEET OF REGULAR COMPACTED FILL SHOULD OVERLJE EACH PIT. I I I I I I I I 5. PITS SHOULD BE SEPARATED BY AT LEAST 15 FEET HORIZONTALLY. ·· 6. PITS SHOULD NOT BE PLACED WITHIN 20 FEET OF ANY F1LL SLOPE. 7. PITS SHOULD ONLY BE USED IN DEEP FILL AREAS. ,,.· ... <' ·. PLATE EG-13 SETTLEMENT PLATE AND RISER DETAIL 2·x 2·x 114· STEEL PLATE STANDARD 3/ 4. PIPE_ NIPPLE WELDED TO TOP OF PLATE. 3/ 4. X 5' GALVANIZED PIPE, STAND-ARD PIPE THREADS TOP AND BOTTOM. EXTENSIONS TH READ ED ON BOTH ENDS AND ADDED IN s· INCREM.ENTS. -3 INCH SCHEDULE 40 PVC PIPE SLEEVE. ADO IN 5• INCREMENTS WITH GLUE JOINTS. FINAL GRADE -! ][-i MAINTAIN s·ctEARANCE OF HEAVY EQUIPMENT. ~ ...1-1\,-MECHANICALLY HAND COMPACT IN 2°VERTJCAL -,-Ar ·.. -r'\r LIFTS OR ALTERNATIVE SU.ITABLE TO AND , 11111 ___ _,.. ._--~·' ACCEPTED BY THE SOILS ENGINEER. I s· ~ . s· t I · I : Al · MECHANICA_LLY HAND COMPACT THE INITIAL 5• ) VERT_JCA~_ wrrHIN A f RADIUS OF PLATE BASE. ' // ' . / ' / ' ' 5' ~-:-_ •.-: .·; .:•. • • •. •• ·.' • •• BOTTOM OF CLEANOUT . . . . . . . . . . . . . . . . .... PROVIDE A MINIMUM 1' BEDDING OF COMPACTED SANO .. ·.! NOTE: 1. LOCATIONS OF SETTLEMENT PLATE~ SHOULD ·sE CL.EARLY MARKED AND READILY -:,-;;· VISIBLE (RED 'FLAGGED) TO EQUIPMENT OPERATORS. 2. CONTRACTOR SHOULD MAINTAIN CLEARANCE OF A s· RADIUS OF PLATE BASE AND WITHIN S"(VERTICALI FOR HEAVY EQUIPMENT. ·ALL WITHIN CLEARANCE AREA SHOULD BE HANO COMPACTED TO .PROJECT SPECIFICATIONS ·OR COMPACTED BY ALTERNATIVE : APPROVED BY THE SOILS ENGINEER. . · 3. AFTER s·tvERTICALJ.OF FILL IS IN PLACE. CONTRACTOR SHOULD MAINTAIN As· RADIUS EQUIPMENT CLEARANCE FROM RISER. · 4. PLACE ANO MECHANICALLY HAND COMPACT INITIAL 2' OF FILL PRIOR TO ESTASLlSRING THE 'INITIAL READING. . . 5. IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESULTING. FROM EQUIPMENT OPERATING WITHIN THE SPECIFlED CLEARANCE AREA. CONTRACTOR SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES. TO WORKING ORDER. 6. AN·ALTERNATE OESIGN·AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER. PLATE EG-14 TYPICAL SURFACE SETTLEME-NT MONUMENT ---------'. c:>. · FlNISH GRADE ------- -3/8. DIAMETER X 6 • LENGTH CARRIAGE BOLT OR EQUIVALENT .. . ~-DIAMETER X 3 112• LENGTH HOLE · 3•-s • •. -. - -·coNCRETE BACKFILL ~ , . -..... . .. ;- ,:i. ·:·- PLATE. EG--15 TEST PIT SAFETY DIAGRAM 50 F=.T Sf'OJL P1LE SJDE VIEW· { NOT TO SCALE .} · JOO FEET . .... Uf Uf LL. 0 in · AFPROXJMATE CEfTER / CF TEST PIT · i-FLAG liJ u. 0 Ill { NOT TO SCALE J _., SO F=T I I I I I PLATE EG-16 OVERSIZE ROCK DJSPOSAL-- v1Ew.NoRMAL TO SLOPE FACE PROPOSED FlNISH GRADE . 1 O' MINIMUM (El c,::, ct:J co co ~ 15' MINIMUM (Al (BJ co ~ ca D (G) . C0 c::o ~ cO cO CQ{fi ViEW PARALLEL TO SLOPE FACE PROPOSED FlNISH GRADE 1 O' MINIMUM (E) J.JOO' MAXIMUM (B~ ~ 15' MINIMUM o.x,:oo.:::ia:::x: .. ~ · 15" MINIMUM 3• MINIMUM (GJ . c:::) o::x::c, ~ BEDROCK OR APPROVED MATERIAL NOTE: (Al ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. (Bl HEIGHT ANO WIDTH MAY VARY DEPENDING ON ROCK SIZE ANO TYPE OF EQUIPMENT. 'LENGTH OF WINDROW SHALL BE NO GREATER THAN 1 a.a· MAXIMUM. (C) IF APPROVED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIA°L OR BEbROCK · PROV.IDEO ADEQUATE SPACE IS AVAILABLE FOR COMPACTION, . !Dl ORIENTATION OF WINDROWS MAY VARY BUT SHOULD .BE AS RECOMMENDED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST. STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. . . (E) CLEAR AREA FOR UTILITY TRENCHES. FOUNDATIONS ANO SWIMMING POOLS. (F) ALL FILL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVE COMPACTION OR AS RECOMMENDED. . . (G} AFTER FILL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT OF FILL COVERING WINDROW, WINDROW .SHOU LO BE PROOF ROLLED WITH A · 0-9 DOZER OR EQUIVALENT. . VIEWS ARE DIAGRAMMATIC ONLY. ROO< SHOULD NOT TOUCH ANO VOIDS SHOWLD BE COMPLETELY F1Ll£0 IN. PLATE RD-1 'f ... ._ .. .. .; .. ROCK DISPOSAL PITS VIEWS ARE OIAGRAMMA TIC ONLY. ROD< SHOULD NOT TOUQ-1 ANO VOIDS SHOULD 8c COMPLETELY FlUED IN. FlLL LIFTS COMPACTED OVER ROCK AFTER EMBEOMENT r-------------- 1 I I .----.- 1 J COMPACTED FILL I I I r .GRANULAR MATERIAL ---------, SIZE OF EXCAVATION TO BE COMMENSURATE WITH ROCK SIZE I I I 1 I I ROCK DISPOSAL LAYERS GRANULAR SOIL TO ALL VOIDS. 3 . F-COMPACTED RLL OENSIFJED BY FLOODING ...------:---.__ ,.,,, ' .. LAYER ONE ROCK HIGH oooo..io~ ---....... . .,. .. - ---. --------------------/ PROPOSED FINISH GRADE PROFILE ALONG LA YER FILL SLOPE IcLEAR ZONE 20· MINIMUM LAYER ONE ROCK HIGH PLATE RD-2 ....... . ,. . . .. ·.··· ; :a,/> C///'; ,. , , , ::: ; • f '.''.i{,:~tt\~\:' :::,_ .· :, . .c: .,, ,'}:,.--... :.:.:.::.:.:.1.'.:.,t:Ot,;/f i\···t: ..... :;..?,.· .. ··· ·;;) ,:··.:: ,,,... .··:·· . -~---'~,·:·:-.-········.,··· .. ·.• .. :· ... · :~·· :-·-· ., .. • ,• '. '~ • • • "• ••, ', • <, •' ' • o, I "); 0 0 : 00 0 \I " 0 00 ~!,.',;:, ,: 0 ~-,'' O O , ', i ', '0 0 : ,,•o• ', :: '• ". 0 01 0 • •.: ,.-' :·, ,."•• -. ;•;,!' : ·,• ,•_'• •:•' • •, ••, V .: •; : • •. • ... l .. -~-. • • • • • • . • • • •• •• ,:---:-• :_ : • •::. • ,. ... • .. • • • • • . ·-: • . . f •• ·: . .-~ ... ·.-:-:·/,':: --::--->·.-,.,,-:···.:-.:.".~ ... -· ... ~--.. ·;· .. ·.: ·-.. .,·: · .. ·... ,. •.. . . ,.··. -:. :,,'-... ' ?.· t '). '"> :-. 0 0 o o'... o O ::•Mo o'•, ~ 0 :, .-• ,,. __ . •'' .! -;. ·- :; ... ,: ..... APPENDIX E Pavement Grading Recommendations General · . . All section changes should be properly transitioned. If adverse conditions are encountered during the preparation of su~grade materials·, special construction methods may need to be en:iployed. Subgrade · . . Within · street and parking areas, all surficial deposits of loose soil material should be removed and recompacted as recommended. After the loose soils are removed, the bottom is to be. scarified to a depth of 6 inches, moisture conditioned as necessary and compacted to 95 percent of maximum laboratory density, as determined by ASTM test designation D-1557. " Deleterious material, excessively wet or dry pockets, concentrated zones of oversized rock fragments, and any other unsuitable materials encountered during grading should be removed. The compacted fill material should then be brought to the elevation of the proposed subgrade for the pavement. . The subgrade should be proof-rolled in order to ensure a uniformly firm and unyielding surface. · · All grading and fill placement should be observed by the project soil engineer and/or his representative. · Base/Subbase' Compaction tests are required.for the reco·mmended base/subbase section. Minimum relative compaction required will be 95 percent of the maximum laboratory density as determined by ASTM Test Designation D-1557. Base/subbase aggregate should be in · accordance to the "Standard Specifications for Public Works Constructior,11' (green .book) current edition. Paving · Prime coat may be omitted if all of the following conditions are met: 1. The asphalt pavement layer is placed within two weeks of completion of base and/or subbase course. 2. Traffic is not routed over completed base before paving. GeoSoils, Inc. .. ,,..-. ' 3. Construction is completed during the tjry season of May through October. 4. The base is free of dirt and debris. If construction is performed during the wet season of November through April, prime coat may be omitted if no rain occurs between completion of base course and paving and the time between completion of base and paving is reduced to three days, provided the base is free of dirt and debris. Where prime coat has been omitted and rain occurs, traffic is routed over base course, or paving is delayed, measures shall be taken to restore base course, subbase course, and subgrade to conditions that will meet specifications as directed by the soil engineer. · Drainage Positive drainage should ·be provided for all surface water to drain towards the area swale, curb and gutter, -or to.an approved drainage channel. Positive site drainage should be maintained at all times. Water should ·not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. The Blackmore Company File:e:\wp7\2400\2475apge GeoSoils, Inc. Appendix E · Page 2 [vERTIFICATE OF COMPLIANCE (Part 1 of 2) MECH-1 ' PROJECT NAME DATE ....-.--J-/V\}/-rR()AJ -LE>T C/9 I ;;> -/0-CC> ! I PROJECT ADDRESS CAR_LSfsAD, Cr] ! -::,,,~-1p·1 D-s•G•r0 •·-CH" 'l'C'L TELE?Hm,E 6L:Hd;n,; Permit #-! r-.. u '~ "~ t: , , =,.-.,,c &' JA t...:5 H-c;mn>Jl ~E-f< s 6tS"EB ~S'-l!-07Bf> ; DOCUf.1ENTATIONAUTHOlU4 LS ti 11:JU 6 I JO i,ft.J<S T~5tf: ':rt.//,. 078~ cr.ec~.:d t:y/Dat; Enforcernar,t A~ency Use I ; GENERAL INFORMATION I D.-l,TE OF PL..P-.NS /!:)-/s-99 I BUILDING CONDITIONED FLOOR AR::A Q'1 O~s BUILDING TYPE D?NONRESIDENTIAL 0 HIGH RISE RESIDENTIAL 0 HOTEL/MOTEL GUEST ROOr,1 PHASE OF CONSTRUCTION ~ N::.v'/ CONSTRUCTION 0 ADDITION 0 ALTERATION 0 UMCONDITIONED (file affidavit) METHOD OF MECHANICAL COMPLIANCE ~ 0 PRESCRIPTIVE 0 PERFORMANCE PROOF OF ENVELOPE COMPLIANCE 0 PREVIOUS ENVELO?E PERMIT 4ENVELOPc COMPLIANCE ATTACHED STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications need to comply 'Nith Tille 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building mechanical requirements. The docume,,t",'.··.)n prepaer hereby certifies that ir.e docun;enlation is cccurate c,;.:; cc:-;,p:e:e. DOCUMENTATIO:~ .!·'J-:'HO<:"" ' -c__). ' i ' ! I ' ' I I I The Principal Mechanical Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the mechanicci requirements contained in the applicable parts of Sections 110 through 115, 120 through 124, 140 through 142, 144 and 145. Please check one: ~ I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for it's preparation; and that I am licensed in the State of California as a civil engineer or mechanical engineer, or I am a licensed architect. D I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 c; 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractc-, performing this work. D I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code to sign this docume,,: because it pertains to a structure or type of work described pursuant to Business and Professions Code sections 5537 5538, and 673 7 .1. (These sections of the Business and Professions full in the Nonresidential Manual. PRINCIPAL MECHANICAL DESIGN:R-NAME SIGNATUR" bf.A.J~ 4.) .(jL2, H MECHANlCAL MANDATORY MEASURES Indicate location on plans of Note Block for Mandatory Measures m;,/ INSTRUCTlONS TO APPLICANT For Detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commission. fAECH-1: Required on plans for all submit/els. Part 2 may be incorporated in schedules on plans. MECH-2: Required for all submit!als, but may be incorporated in schedules on plans. MECH-3: Required for all submittals unless required ventilation rates and airflows are shown on plans, See 4.3.4. MECH-4: Required for all prescr~otive submfttals. ,'!onres:der:!:al Compliance For,71 ·, . CERTIFICATE OF COMPLIANCE (Part 1 of 2) ENV-1 PROJECT NAME r}Jv;rRD6f W-Lf>tW DATE ;)-Jv-ro PROJECT ADDRESS CA 12_! -~Mb , c.A- PRINCIPAL DESIGNERt>c~E TELEP~E & °!BBo ~~ -77· Building Permit # DOCUMENTATION A/jo)A L.Sb-1 ~U,/ A) z..f.l(.-S ~80!S4 I . 07e,8 Checked by/Date Enforcement Agency Use GENERAL INFORMATION DATE OF PLANS )0-,e;--9' I BUILDING CONDITIONED FLOOR AREA 21. 05.. ~ I CLIMATE ZONE 7 BUILDING TYPE BJ NONRESIDENTIAL 0 HIGH RISE RESIDENTIAL 0 HOTEUMOTEL GUEST ROOM PHASE OF CONSTRUCTION 12!°NEW CONSTRUCTION DADDITION 0 AL TERA TION 0 UNCONDITIONED (file affidavit) METHOD OF ENVELOPE ¾COMPONENT 0 OVERALL ENVELOPE 0 PERFORMANCE COMPLIANCE STATEMENT OF COMPLIANCE .. This Cert1f1cate of compliance lists the building features and performance spec1ficat1ons need to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building envelope requirements. The documentation preparer hereby certifies that the documentation is accurate a complete. DOCUMENTATION AUTHOR ~ SD Tr l UNI\Jll..LL DATE Q-/0-00 The Principal Envelope Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the envelope requirements contained in sections 110, 116 through _118, and 140, 142, 143 or 149 of Title 24, Part 6. Please check one: D I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer or mechanical engineer, or I am a licensed architect. D I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. D I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pursuant to Business and Professions Code Sections 5537, 5538 and 6737.1. Indicate location on plans of Note Block for Mandatory Measures (/)), J INSTRUCTIONS TO APPLICANT For Detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commission. ENV-1: Required on plans for all submittals. Part 2 may be incorporated in schedules on plans. ENV-2: Used for all submittals; choose appropriate version depending on method of envelope compliance. I ENV-3: Optional. Use if default U-values are not used. Choose appropriate version for assembly U-value to be calculated. Nonresidential Compliance Form November 1998 ,-CERTIFICATE OF COMPLIANCE (Part 2 of 2) ENV-1 PROJECT NAME :f'N VI fRf)/.., fl N I DATE ;;)-/ f)-(5)0 -t-{)T qq OPAQUE SURFACES I Construction Solar Location/Comments NOTES TO FIELD. Surface Type (e.g., Block, Gains Form 3 (e.g., Suspended For Building Dept. Tvoe Wood Metal\ Area U-Value Azimuth Tilt YIN Reference Ceilina Demisinci. etc.I Use Onlv N-Wt+LL BLDe..l( 5£/12. .15 N Cfo 0 01 WAl..l.-l 1ttr, w4'-'- ,'<;r-tvAJ-L ! ~'-I 12 I :5 r CJ D I fi.._ wAt-'-I QC/?D e.. I []-D I W--uALL--'v . 'J,?o V lu ~ C8I D '/ 'V {<61:;>F CJ~P H!./3C -~ -Cf ~D ~==-/ -r~. RroF· DD DD DD DD DD DD FENESTRATION SURFACES Fenestration Glazing I NOTES TO FIELD • For Tvoe Area U-Value Azimuth SHGC Tvoe Location/ Comments Blda. Deot. Use Onlv N-0,Al 10/I,. I,/ Al ,,l,D -nJJrrD -rYP, WINfX'f..J.. -s-4 ,, A') /0{;() s e,...-lUIN 7C/:J. I£ I.I) -lU I Iv r!J IA.) ,, V ,, .:Sk'( 12B ,,. -.70 FROE.-OCD ttP· SJ.<.~UbHT EXTERIOR SHADING ( Fenestration Exterior Shade Winrln\A/ Overhano Left Fin Riaht Fin # Tvn" c:1-1r.:c Heiaht Width l_enath Heiaht .Ext RF'Yt ni<:t I <>nath Heiaht n;"t l"nath H"inht .IJI( NOTES TO FIELD -For Building Department Use Only I Nonresidential Compliance Form November 1998 ENVELOPE COMPONENT METHOD ENV-2 DATE o)-10-6-0 WINDOW AREA CALCULATION SKYLIGHT AREA CALCULATION GROSS WALL 1i 1G'-I DISPLAY PERI-~DO ATRIUM HEIGHT I 3D IFT AREA (GWA) METER(DP) GWAx0.40 u/7os-DP x 6 JB$D t t ~ IF ::._55 FT IF> 55 FT ~ GREATER OF I ,. t c;, 0.10 IX I I = I I If the PROPOSED WINDOW AREA is I G?7Df;° IMAX. ALLOWABLE ~ I Jxj /L/t./sol =1 7~;;l I greater than the ,,,., 0.05 WINDOW AREA MAXIMUM t GROSS ROOF AREA ALLOWED AREA ALLOWABLE i WINDOW AREA, go I 4gfX::) tROPOSED If the ACTUAL SKYLIGHT AREA is greater to another method. WINDOW AREA than the ALLOWED SKYLIGHT AREA, go to I I another method. /~9 ACTUAL SKY. AREA OPAQUE SURFACES ASSEMBLY U-VALUE* TABLE ASS EMBLY NAME TYPE HEAT INSULATION R-VALUE• PROPOSED VALUES? MAXIMUM (eg. Wall-1, Floor-1) (eg. Roof, Wall, CAPACITY PROPOSED MINIMUM ALLOWED Floor) ALLOWED y N lJALL-1 WALL /'-/,~ 11 II D D '£_&s)f:"-I 'RD:9F -19 !I D D D D D D D,D * For each assembly type, meet the minimum insulation R-value or the maximum assembly U-value. WINDOWS PROPOSED RSHG WINDOW NAME ORIENTATION U-VALUE #OF PROP. ALLOWED (e.g., Window-1, Window-2) N IE IS I W PROP. ALLOW. PANES SHGC H V HN OHF RSHG RSHG lu/AJ--1 tfilDD D I I I /,02 l ,(pi) .. (po o8':) U)/tJ-/ D IEI tia @ ),/ /, )_( I ,{t;D .roo -~~ DODD DODD SKYLIGHTS SKYLIGHT NAME GLAZING #OF U-VALUE SOLAR HEAT GAIN COEFFICIENT (e.g., Sky-1, Sky-2) TRANSLUCENT I TRANSPARENT PANES PROPOSED ALLOWED PROPOSED ALLOWED :Sl<'l-l Kl D l Ii} /, 3 I ,,70 075 D D D D I D D Nonresidential Compliance Form November 1998 • ti I nvitrogen· lnvitrogen Corporation 1600 Faraday Avenue Carlsbad, California 92008 P: 760 603 7200 life technologies November 13, 2002 Attn: Colleen M. Blackmore The Blackmore Company Suite 170 1530 Faraday Ave. Carlsbad, CA 92008 Re: Lots 98 and 99 of Carlsbad Research Center Dear Colleen: F: 760 602 6500 www.invitrogen.com Invitrogen Corporation has performed a thorough nose survey to determine if the uses at Lots 98 and 99 are in conformance with the required noise standards of the Carlsbad Research Center Specific Plan. The survey focused on 4 locations near the property lines that are adjacent to the lots in questions. The survey totaled 32 hours of sampling in 8-hour intervals over 4 days. The data collected indicates that Invitrogen has met the required noise standards of the Carlsbad Research Center Specific Plan. Thanks you for your time and patience in allowing Invi trogen to perform a thorough evaluation of the Lot 98 and 99. Health and Safety Manager Invitrogen Corporation Enclosures: Lot 98 and 99 Environmental Noise Sampling Report Location of Samples Calibration Reports cc. Troy Gardner I. I 1' ·' \ . ' ' , • .,.,.. j 'i{,:: ',, ·• ~. -·t)• .. ;>,.· ' ·~ .,. -~ \. \ -_, - • . (l·lnvitrogen™ . · life techne>logies . scope of Stug.y. 1 Lot ,88 ao 99: .Environmental Noise Sampling Report·. Conducted ,on· October 21-24, 2002 by Ric Long.o of lnvitrogen Corporation . According to the Carlsbad Research Center Specific. Pl3.11, the noise emanating from a use cannot ,exceed · ·Gertain no,ise levels, based.upon the·4llfa,tion· ofthe.noise events •. For·example, noise levels c~ot · exceed 70 dBA for more tben ~0 minutes in any hour, ,or 7 5 d.:aA for more than 15 minutes in any hour, or 80 dBA for m9re tha,n 5 minutes ?1 ·any hour-. Tl:).e areas behind Lots 98 and 99are a ·~specia,Hrel!tment area'~which has stricter noise stap.d~ds that tjie r,emainder ofthe.~pecific plan jttea. these·,IJ.oi~e.stand~ds follow the t~e duration regulatiqrts above, however they start at 60 dBA. Th~refore, !lQ.iSe levels should not .ex,ceed 60dBA for more than 30 mmµtes in any h0ur, or 65 <;IBA for mote· than 15 minµtes in any hour, ·etc. pe3f~n.i.tions 'DBA -~ound le~el in decibels read on the A:scale of a· sound Tevel meter .. The A-scale discrimina,tes ·clgain:st low freqµencfes" as does: ihe htJman ear, :and· is-therefore µsed for this purpose. TWA-is the time weighted average calculated for t,he entfre. sampling peri'od . . Lav~-is the averag~ sound leve,1 for the. measu;i:emertt perjoq ha,.sed}on the 5 dB exchange rate. Lmax-i~ the maximum sound level for the measurement ,period based on the 5dB exchange rate. Sampling Strategy . The noise dosimeter was placed in foµr locations near. the,property line behind 1610(Lot 99) and 1620. (Lot 98) Faraday Avenue '(see Appendix :a~. The monitor Wa& plac,eclto,monitor noise emission from the 2 lots on Faraday Avenue·, Carlsbad, CA92Q08. The,d~ta was,colleqted between the hours of 10:00 p.m~ to ·6:00 a,m. The entire sampli~g period was 480 mim.i.tes. Npis~ emissions were continuously monitored with Lavg and Ltnax calculated over one· minute sampiing periods .. Monitoring was performed 1J,sing the Qu,est Q500 noise dosimeter. The instrument was check calibrated befoi:e and :after each da,ily survey using the ,Quest Q-10/QC.•20 calibrator. . The manufacturer, Quest Technologies, ,calibrated the noise do!?imeter and. the ,.check calibrator on August 19, 2002 (See Appendix A). The microphone was placed.oh a.tripod stand for sou:pd collection. 1600:Faraday.Avenue Carls~~d; CA92008 · ,P: 760 603 7-~00 . F: 760' 603 7201 www.invitr'ogen.pom ,' .•, '' '-', :·," :< ·.:-)., ,'. . _,,., • . , 2 For location of surveys, please see Appendix B. Location Description of Areas Sampled 1 Lot98 2 Between Lot 98 and 99 3 Lot99 ~ Lot98 Results: The following table is a summary of the surveys that were conducted. Graphs 1-4 on the following pages present the data as decibels vs. time (10 minutes sampling intervals). Graphs 5-8 are visual aids to assist in the presentation of the data as percent time statistical distribution. For the raw data, please see Appendix C. Sample Sample TWA Max Level Min. Lavg Lmax Lmax Location time (dBA) (dBA) Level >60dBA >60dBA >65 dBA (min) (dBA) (min) per per sample sample (min) (min) 1 480 40.7 69.ldB 46.8dB 1 5 2 10/22/2002 10/22/2002 12:53:35 1:24:38 AM AM 2 480 42.0 66.4dB 48.6dB 0 11 2 10/22/2002 10/23/2002 11:23:34 1:07:48 PM AM 3 480 51.3 58.ldB 50.3dB 0 0 0 10/24/2002 10/23/2002 12:31:29 11:17:57 AM PM 4 480 36.4 68.4dB 42.ldB 0 3 1 10/24/2002 10/25/2002 10:41:23 5:08:43 PM AM 1600 Faraday Avenue Carlsbad, CA 92008 P: 760 603 7200 F: 760 603 7201 www.invitrogen.com I I I ,· I , I 9raph2: • -• • '. . • • '• .,-~ .•• .., • ~ •• ~,.., , •• ,,. "'',:\~I'"'.•:._,:-•""'" -~,.._'",_"i~,7"7.~~'1, t.~~n:2.'(~81111 §;..ot 98. ~ntJ'~9) W!~-~1' Samplepet_DMs~n,. ,, ·: ;:. · ... ~,,,;~~;,'~0::·: ~_,.., .... ..,...,..-,--.,----,-,--------,-~--,,..:,.---..;.;;.,-,.._-"'a.,;.-.,..,.....,,....~;.;,..,..,_;.;~;.;.,=.,...:.,.._,"'·"',;._-."',.:;,---.. "',,~,,.;._ ;_.;..;...;....;. _ _,._,,, .. __ ·"-~"~t-,i:-,_ .. ~~ .. i,.~--~-:-.;.;.,,t~~- ~ +-,--,--,-a,,;..--...;.-,-.,----,-,---,----:--,--':'---'--=*"'-,'---,;---..:...,;,:-..... ,a,.,-.a;..--..:.,.:.,-~---,-,-.,;,..,'·-·;,,,:..,..,,,.:-;.,.;-,..,.,-,,--,,--,.:.---,-.,.,-;",'-';;,;,,~ , , "~-··.·. '• ''.~::.:,f"·.,· :·:, ·,--.: ._ -~-·..,_;,.:......;..--,-,;...;...,....,.........:..,..;..,a.---'--.....:--,-------"--.,.;.-"-,--'---,.'.,..:...,.;.-;.;..;.-,:,.,;,-,.-,; .,. __ -;_,-'-;;,,:..,-:-,-,"-,;,,,:,,~"-"-;:,.,;.;-;,;,,;,.-,-.;;"""';,;;,:,.:a,,;.;.~~;;,;;:;..,,. !>4<13'+-------------'---------'----------------'-=---"-'"'-'---.----.:.,-· ._ .. _, ._ .. __ .. :_.,_ .. _. · .. · --------"------------.,,...,...,-,,,.,,.,,,...,...., .... ,.,...,..~- ~~ I • ·62dB 4-' --'----,----,-----,.-,,,--+;----,---,,'------,-..;.,..--,....;....,.....,...,;..:;..,.,...,..,a.-,-""'"-'--,-,--,---,--,.-;,-"", .. .,.,,-;-,-,...;.,,,;,.,,;...;,.,..,,;.;,::._,;~ ·60dB. f----.:.,---.,..._.._..._:. ___ ;_.;_ _____ .,,._.:-:,....,.,... _ _,__..;.;..,...,.,..;.,.:...;..,,.:=~..,..~=,_,...=-·.,.··.,.: _. ·.,.,··"'; .. .,.· .. ,.,-~.:.·r_·:"""'"-::-.:_· ·.,·,.· -,----,-~~~~~:-.:::±-if -:.::,", 58<13 f---,.-------:----'------'----,-----,,--;.._--,--,--;-..-----,,.,,.,,---....;_,,..;.,..,...,....,a....,.~-,',-,..,.;,-,-...,..,;..,...;....,......,.......;._.,.,.._.,..,..,.,,....,..,..a..,.. ·56d3+-, --l,,--------,----------'---.,.,-;---',-,-----,-,;...;.,....,....:.----,-,--.....;a...,.--,-,--,-,~a.:......;:.....,.......,.,~__,.---:if--T--'~-'-"-'~4. ~.r ~*"'.:7,.......-......,_-+~:--'~>"!=-'-"'~""==....--c--..,,..----'--'---,-;"'-~,-,..;i~--...:...;'.',:-----r----:-'T"'....,..;;...,;.--::i~ 52d6_ 50dB ~ f-'-------'---------'--,-,----'-.;....,.-,--,,....,,_-_,.,:_;.-.·,-,,,"-, .,,..;;..,.,.f~-.;,.-..;,..a.,.,,..,+-,.,,..;,,---...-:-:;,.:-,~------,..,...--.,.....,..,...-..,...~..a.,.,,;-.,.,;,.,,;,.;~~ 4&ll +----,-------,,-----....:,,.,-.,...,.....;.--.,....;..;....,....__,,, ...... ..,.4-.,,.,.:.~--=?,~:--,-,:~~~;.+;,~:.-=~==---~;:o:,,.,,:::::::::::;:;~~fu~i:F.i"fi. WE-+------'-----,-_;.--'----'------------'----'--....,_.---+'---¥-----..,..+-,----;,--------------,-----,-.,..,.,..-¥-,,....,,-,.----,;• 3 42(11,+-,--;-.....:---,--------,-...,.:-----.,.-,--"-,-..---'-----'-"-----'----,~~.....,~---'..,.,:.,-.:+1-a..,-..:...:----------.,.,.......:;-;;,-.:-,_,.;;,;;.,.~r,:'i--,~,- .40dE! h---,.-----,---a,,--...;...-.;__.a...,,,-_,;..:..........,.:..,..__;,--.:.-,-,....,~-.;,_-;...,-:__¥:,,',-'-~-.,.....--'---,-,:-,~~~~":- 38<13'4---'--'..:...-...:...---'--"---"-;...,.--,.:,.:....-:..----,-.,.....-,;--,-.,;--'-,,.;;_.:....___._ _ __;..,.,._;...--,-_;___,.,... ______ -,---,-_-'-_-'-'-,.;;;:..;,.;..,,.::;,;,:-s-:-,,;..,,,.,,;;~ 36dB +-'-----"-'------;-------------,---,---'------,--,----,---...,.;,--,-.;,------------,.-------,---,--,,-------.,..,.~-~ :. -·::'·· .. : .. /t; ', _" ~' :, ~<13.4,' ---"'-.,..,--~---------'-,-------------..;;.-'-...;,-.,__.;...,.,--,,,--,-..:..---------,--.,,---,-,,-,--,.,.:.-,--,-,--------.,.-,,.,,-.,;,-.;....?i"'~\""·:·,;;?,,.~:'";;;,~;'"'?:c;,;f~\ 32'£1 . / 30<E· i 2. :i • s' s 7 e 9 ·,'10 ·.11 12 ,13. 1~ .15', ·1i;' ·17 fo :22· 23 ~4 is .2s_ .• ,,·.~_;\_~_--.~_-:·' __ , .. ::.r.·_:_·_ 1 ,·_:f_i.',:.~_~-~,_~-; __ ,_: __ .'.:··:.~,·~.:_ .. ~._:_:_,_f.·~-'-}_ L~bd~,10J22!2002:1110Q:~,"'and1~6:IXJ:!)9AM.a\0;01:i->iicrval# .; : ··., ." _ • LAVG#I • I.MAX#!: • Speclll 1609 Faraday Avenue Carlsbad,.GA 92Q08 P: 71>0-603 7.20Q F: 7.60 603 'f2Q1 www .lnvitrogen;com • 'I, ----' _._,., .. 56dBt--------------------------,------------'---,,....,-.,-.-...-.---,----------- 54<B+--------------------------'------,---------, -.. -----__ ..... -.------.-. -: __ -, -'-.-.-.-.. ------.. ___,_ --....· . ., .;.-........·. ~ 52lll ----. ':-"SOcll+--------------------..;:..!.-_;,,,;;.;,,.;":;:;,;:~:,.,·-·_1;;;~:aa-.. ~;;.;·-=--·;...,,;;,_....,.......;.--a::.a.-----,--,------;..·a;;.·;;.;;··---.,..:.;,--·" ... :' ... · ... ,;..."....,..-- 4&e -+----'-------'--------------....,......,;;..-----'----,-...,..;..,.....--__,....,...-.....,.,.,...,'°'":_~.,..::}a..;'c"":_;,'"',~:;,..· -_· ---;"-,·--_...;·::'-·;:_:-_·. _ .. .;.,;~~ .... ' ·';:..···-::.·----- • ·~< -/.,_--;,f. ;. ::;-. ~:·: ·. \' _·_;' \':/'. ,,. , __ . 4&i:l 44dB 42cll 40dB 2 • LAVG#1 Graph 4: 70cfl 67(1:1 64(1:1 61(1:1 5&13 55cfl 52lll 49dB 4&i:l 43ce 40dB 37(1:1 34dB 31(1:1 28dB 25dB 22dB 19dB 16cl:I 13cl:I 1()(1:1 I • LAVG#1 '\. :i 4 5 6 7 8 -- .. 2 '3 5 6 7 1600 Faraday Avenue '~ ·-:~ .... -..,-.- ·, ~·; 1 ~---:~ ·-~--~ . -,.!·· , ... •.·-.. -::.-.• : ·:~ :. 9 10 11 12 13 14 15 . 16' 17 18 19 ~ 21 . 22 f3 ~4 25 . 26 Logged between-10J23/200210:00:09 PM and 10/24/20028:00:09 AM at 0:01:00 rerva1s·. 27 28 29 .. -,:~:;.: ~:-. 32 ~-..:~_:' ' . • LMAX#1 • Spedll Location 4 (Lot9B) wfth 1 Sample per Division •. .. , .. ,-, -. -< ..__,, --"--~-.....--...... ,, .. ' ----'""'\. / - " . I ; .. \ /\ I I \ -I \ I I y \ \ I I \ J J \ J I \ J I \I \I y , . ' 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Logged between 10/'24/200210:00:09 PM and 10/25/2D02 8:00:09 AM at 0:01:00 imrvals • LMAX#I • Spedll Carlsbad, CA 92008 P: 760 603 7200 F: 760 603 7201 www.invitrogen.com .. 4 ., -, 'j ::r;,1, 5 {ira'ph 6: Location 2 -~ -;-. . ~ .... ' ' -~ ' -. ' ' . '::~. ~'1,,_ -~.' , . ~-.~ '-:, ... · ·.'' ',, \ , 3(1'4, , ,10% . . . / I,;~,::, ., . "' \i'c /)f~~~ I , · . ,, ' • .'·< . .': if·.·., ,'' ·.; . . I • -~·.·.;, .. ~\:.:~;(.~~:- ,()% ~'T"T'TTT'T+T , ,, ... .,.~'T'T"T"T'"!"..,.'T'T'T'T7''T'T"T'T'T'T~T~T"T:T"TTT'T~;-;.;.:,.~~:-r"~,"T:..r~'T:TT~T'T'T"T:'l":'T'~-.,.-.,-~-r."T'T'T:TT~'T!T.T'T'T'T'T'TTT.;.~;,_.,...;,'!r""-r,¥,J,(. 40 50 60 · · 70, ,80 80 .190· 11D 120 ,., . 1~· ·:·"'.··~ · ,, ; Ti~k, ~arks in· qe: tt. , . ·: -.,\~~;: •. Dosinoter #1· . ) 1600 Faraday Avenue .Carlsbad; CA92008 P:. 760 603.7200 .·F: 7606_037201 wwwJnvitrogen.com- Graph 7: Location 3 r:-:::.:,?;::;:~·,,.C:,' <~' :< i/f;:,'''. ': .· .. ,; "ic:._1:_·,:::-~-~fii,i'e~io,si,ibution·--,'::~:,:,~;/: ::? o-7:::;:~r.;:_s~_'. :·· ~ ·:·~.:-:;·? '._· ;.~ .. 11SOS: • '> ' : -• ~;~~::_~' : ::~. -~ _ .... ,·' :~.· /--- .,. ________ ,..,........... ---~-.-·,.,-~ ----::.-~--...... -~ -._.·,. -. -... '; ~:: :-; ~---,: ,._f _~~3)}::. / -~~~ :,f · ·. -:O_J. -• 11),r, I ~-' ,()"lt TT-"'T"1"'T'T"T"T'T' 40 50 Ti~k rilailis)m 'dB· • Ooanot,or 11 Graph 8: Location 4 1~ Percent Time Statls;tJcal plstrlbut;ion ~ .... ;;.~ .. ,: i-:' ,_ --·--.... ~ ~=-~--; ~:-.·~~t~ :';l;,.; ~-.:)?~:~~~~--A~;~~-.'-;(_: f:iit' ,, ,--: ' .:>?: -:...3· -.:~.t- -;~-=-., ._, , ... ,',:r..··- 20% I - ·=~·' ~~'"'----·--·--·-----~=·-~------·-·:..:.:...~ 40 50 60 70 00 90 100 110 120 130 Tick marks in dB • Dosineter 11 1600 Faraday Avenue Carlsbad, CA 92008 P: 760 603 7200 F: 760 603 7201 www.invitrogen.com 6 '~ ' Di$cussion: · The survey:r~sults demonstrate that equipment lo_cated. at .Lots. 98 and 99 do not emit noises that .surpass th~ Standar4 set forth by the Carlsbad Rese~ch Ce11ter Speciffo ·Plan; Csing the Laverage (average noise over l minute) to detemijne n0iSe'cqmpliance,the·surveys recorded orily 1 minute per 32 hours ofrioise -sampling-that exceeded.90 dBA (64.7-dBA). The sample occurred,,on October 22 at 12:53 a.:tn. Therefore, lots·9s and 99 areinconforniance with the required noise Standard. · When evaluating look: at the Lm.~imum (maxµJ,1um noise recorded over 1 minute) the following ,c,lata was compile4:· Toe survey -~t :Lo~ation-1 indicated 5. minutes ·ofnoise emissions above 60 dBA over 8 ·ho'QI's and i minutes of noise emissions above 65 dBA ove.r·the same period. The survey at Location 2 . ipdicated 11 .minutes of noise:·emissfon$ · ~bove 60 dBA over 8 hours and 2 minutes of noise emissions above 65 dBA. over the ~ame_period. Th~:s\lfVey at 'hocatfoI.13 indicated 0 minutes of noise emissions above 6Q dBA over 8 hours atJ,d 0 rµin\ltes-ofhoise emissio:Qs above. 65 dBA over the same period·. The silrv<:ly at Location.4 ipdfoated 3, minµtes of1noise emissions above 60;dBA over 8 hours and 1 m1m,Jte of noise emissioQ.s aboye'-65 dBA over the same period. The data com.piied was calculated over 8 'hours of sampling time. The eqnclusion remaj,ns the sitme·that lots· 98 and 99 are. -in conformance with the required noise standard,.· · · 1600-Faraday Avenue . Carlsb~d, CA 92!>08 ·P: 760 ~03 7200 F: 760 603 7,201 www.lnvitrogen.com ! l _:,.: :~:~~ -~: ' .. 1 ~: ' • • \ " :~ ~ ;,~: .'.~. '1 .·.····~· · Page. '1' oft : -.. ' .. .... , ., Submitted :By: SerialNQ: Model: SubAssemJjlies: Des~ription Test Conditions: Tempei:ature: Humidity: -Barometric Pressure: Calibrated.,per Procedure: .Reference Standard; Device Fluke45 B&~ Ensemble· M~asurement Unc~ttaia:ify: Certificate ,ofCai1'6'ration· certificate No: 1o116s9..:qooosoo37 INVITR,OGEN IN¢, 1600•FAlR BAY A VE CAR.LOSB;AD, CA .us Q000800~7 oc::::..20 i>11te ,Receiv~d: .Date .Issued: Valid.Until Serial Number , Model CQnditions: t8°C to 25°C As Received: 20% to 80% Final Condition: 890 mbar to 1050 mbar I, , 56V982 Serjal Number ET000237 Et000.0366 Last eaUbration .. 2~-Mar-2001 '3-Aug-2002 +/-2.5% Acoustic (Q,2dB), -!:I-1.5% AC Voltage,+/-0.()01% Frequency Estimated at 95% Confii.lence·Levi;l.((c=~) · I. I 14-Aug-2002 19-Aug-2002 19-Aug-2003 Fully Functional and in Tolerance Fully Functional and In Tolerance Date Calibration Due 28-Mar-2003 3-Aug-2003 C~librated Uy: \ ~-'--,li.;:..;;.;~-i..-,!,-..:.-~;..;,;.;.~1..;;.;<'.'l;.;..· ·'1'.;;;.., .;...L_IJ __ \..;_,J_~ 19-Aug-2002 . . · -Pa_ul M;· W~gmal)q -S~ . ic~ TecJ}nki!iµ Thi_s.reporf certifie~ that l!ll calibratjon equipmenf usedJn the tes_t.is,tracea le, to ·t~e NIST, and applies o~ly to the unit identified under equipment above,. This report,must npt be:reproduced' el(cept in its eritirety·wit_hout the written approval of Quest Technologies. 098-393 Rev; A QUEST TECHNOLOGIES, 'INC 1060 COf:PORATE CENTER O,q:VE • 0CONOA•10WOC W1$CONS/M 53060-4828 SCC-245-0i.79·• 262,56.7-9/ 57 • FN: 264-~67.,J.0_47 •· INTERNET ADDRESS. www.qc1e;t-fech11dogies.com Submitted By: Serial No: Model: SubAssemblies: Description 4·~. ~ .,~ \ = JIii-~, -----~ == •= r1m --..... ---® ;,;s r .._ Certificate of Calibration Certificate No: 1011689-QKA050004 INVITROGEN INC. 1600FAIRDAY AVE CARLOSBAD, CA us QKA050004 Q-500 Date Received: Date Issued: Valid Until QS00 Shoulder Microphone Cable Assembly Serial Number 2129160 Test Conditions: Model Conditions: 14-Aug-2002 19-Aug-2002 19-Aug-2003 Page 1 of 1 Temperature: 18°C to 25°C As Received: Fully Functional and In Tolerance Humidity: Barometric Pressure: Calibrated per Procedure: Reference Standard Device B&K Ensemble Measurement Uncertainty: +/-2.5% Acoustic {0.2d8) 20%to 80% Final Condition: Fully Functional and In Tolerance 890 mbar to 1050 mbar 56V846 Serial Number Last Calibration Date Calibration Due ET0000366 3-Aug-2002 3-Aug-2003 Estimated at 95% Confidence Level {k=2) (\ Calibrated By: -/di<.,f 19-Aug-2002 Paul M. Wegmann Se ice Technician This report certifies that all calibration equipment used in the test is traceable to the NIST, and applies only to the unit identified under equipment above. This report must not be reproduced except in its entirety without the written approval of Quest Technologies. 098-393 Rev. A QUEST TECHNOLOGIES, INC. ; OC~O C(WPO~ J. :'"f "::E1\!TE-? DRIVE • (.lCO.'-!OMO\I". ·c ( \,VJ.;..: )1" Jt:;1N 530,-i6-~J.8:.? r1 ·~•'a' '1 .. 1.15.0;-:,-q • 262-56 7 9] 57 ~ Ft>.X 262-50/-11047 • 1i-·JTF.fltJCT A[:'[1!:?=s.::-w -vw q:,est-lec!Vi,J/o;;_;:e. t yr ·.r.1111n&?j '1S9.9?,0I ~ ----------- AppendixB Location of Surveys '"• 7' ,--1 ,,, . ';, ~ ;;~~-" r ,_,i • • ':.,' ' Lot 98 Noise Monitoring Figure 1 Monitor Locationl -Sample Point Perspective t 'i I, < Between Lot 98 and Lot 99 Noise Monitoring Figure 3 Location 2 -Sample Point Perspective Noise Monitor ------"- Between Lot 98 and 99:·Noise Monitoring Figure 4 Location 2 -Ground Perspective ·:, 1-:, Lot 99 Noise Monitoring Location 3 -. Sample Point Perspective Figure 5 Noise Monitor -~ Lot 99 Noise Monitoring_ Location 3 -Ground Perspective L Figure-6- Noise M·onitot' , .. if!>_;--' :·-------- T ' ,• e•r ~.:< #. .& •• Lot 98 Noise Monitoring -~ • . ..... , ..• ! ,. ,. ,, .. ,.,.;,,,:-•1•1:,:rr~r·11m .. : .: ·. '::•:;:·:-,, j!l: i !l/;rli, ' '• 'I ':r ;,j ':'.::; •;\l!Jt,I i · · · <:1:·; ;··1,.-.J!;J1!1ur/ A .,, Location 4 -Sample Point Perspective Figure 7 Noise Monitor ,. Lot ·9s Noise M_onitoring ~-- Location_4 --Groun:d P.erspective Figure 8 I $ ;,ff' .Nois.e ~Monitor .:'.-._ Loc,ation 1 (Lot'98): Raw Data ' Lavg Lrnax. 10:46:09 PM -51.5 53.4 11:34:09 PM 39.7 51.8 t,' Time (dBA) (dBA) 1d:47:09'P,M 52.2 · ·55 11:35:09 PM 0 49.8 10:00:09 PM 52.9 59 .rn:48:09 PM 51 ,51,.7 11:36:09 PM 27 51 .. 3 1oro1;:·09 PM 53.3 . 59,8 10:49:09PM 51.3 54:9 11:37:09 PM 44.8 53.1 10:02:09 PM 50:8 51.2.· rn:50:09 .PM 52.1. 54.1 11:38:09 PM 0 49.6 . · · 10;Q3109 PM 51',3 54 · 10:51':09 PM 52.3 '54;6 11 :39:09 PM. 0 49.6 . 10:04.:09 PM 5~.1 54.4 10:52:09 PM 42.2 52 11:40:09 PM 0 49.7 . 1 d:Oq:Q9 Pf\'1 51.6 54.4 ', 10:53:09. PM 6.,3 SQ 11:41:09PM · 0 · 49.3 1.0:06109 .PM 50.7 51..5 10:54:0.9 PM 33:2 50.t 11:42:09 PM 44.4 50.7 10:07:09 PM 50,9 -51.5 f0:55:09' PM 43.1 52.2 11:43:09 PM 0 49:.7. 1ofo8:09 PM 50.4 50.9 1'0:5(?;09 PM' 37.8 52.4 11:44:09 PM 0 49.5 10:09:09 PM 50.3 50.8" 10:57:09PM 45.1' 51.2 11:45:09 PM 0 49.6 10:10:09 PM· .51..3 52;7 10:58:09 PM · 29;1 50:9 11:46:09 PM 0 49.4 10:11:09 PM 4,8;8 5·0 .. 8 10:59:09 PM 2EL8 50.2 11:47:09 PM 0 49.4 1 O:t2:'Q9. PM 22.3 50 tt:00:09 PM 36.7 50:,9 11:48:09 PM 38.1 52 .. 5 10:13:09 PM 28;5 50.1'' 11 :01':09 PM: 38.4 51.2 11:49:09 PM 38.9 51.5 10:14:09 PM '46'.9 51.4 11:02,09PM 46.4 542 11:50:09 PM .o 49.4 10:t5:09 PM 43.9 50.5 11:03:09PM 48.1 s2·.5 11 :51 :09 PM 32 50.7 10:16:09 PM 49.5 53.9 11:04:09 PM 0 49.9 11:52:09.PM 0 49.4 l 10;17:09 PM 48.2' 50.7:, 11:05:09PM 47.5 '54.1, 11:53:09 PM 0 49.5 10:1.8;09 PM 52 57_:5 11:06:09 PM 9.5 50 11:54:09 PM 0 49.8 10:19:Q9PM 44.7 50.6' 11 :07:09. PM 38.5 51..1 11:55:09 PM .24.4 50.2 '' t 1 o:20:09·PM 48.6 52.7 11 :08:09 PM · 45.1 53.2 11:56:09 PM 0 49.8 10:21 :0,9 PM 52.1 54.8 11 :09':09 PM 41'.6 51.7 11:57:09 PM 0 49.4 10:22:09PM 55.2 65.1 ' '• . 53.1' 11:58:09 PM 38.8 50.9 11:10:09 PM 44.9 10:23:09 PM 50.3 63.7 11:1'1:09 PM b 49.9 11:59:09 PM · 23.5 50.2 1.0:24:09, PM 38.9 50 .. 6 11:~2:09PM ·37.7 !50,7 12:00:09 AM Q 49.8 10:2!5:09 PM 47.7 58J 11:13:09 PM 0 49.5 12:01:09 AM 39.9 53 10:26:09 PM 46.9 57 11:.14:09 PM 0 49.5 12:02:09 AM 45.4 52.4 10,27,09 PM 29.2' .50.1: 11 :15:09 PM · 0 49:13' · 12:03:09 AM 41..8 52.2 10:28:09PM 41.4 51.9 11:t6:09 PM 39.9 50:3 12:04:09 AM 50.6 55.3 1-0:29:0~ PM 46:q 51.~; 11:17:09.PM 45.4 53.4 12:05:09 AM 53.2 57.9 10:30:09 PM 48.7 51.4 11:18:09 PM 47.2 57.3 12:06:09 AM .35.9 51.9 10:31-:09 PM 49,.7 '57.3' 11·: 19:09 -PM 48',1 54.Z. 12:07:09AM 17.8 50.1 10:32-:09 PM 52.2' 5504 11:20:09 PM 0 49.9 12:08:09 AM 36.5 51,2 10:33:09 PM 51.2 52.3 1 t:2.1 :09, PM '31.8 !50.3' 12:09':09 AM 34.8. 50:5 10:34::09 PM 5·.1 :2 · 51.$ ., 51.7 1'1 :22:09.PM 42.9 51.5 12:10:09 AM . 42.2 10:35:09 PM 51.5 53.4 11:23:09 PM 0 49:9 12:11:09 AM 6 49 10:36:09:.PM 51.1. 52.t 11:24:09 PM 32.8 50.~ 12:12:09 AM 0 49,3 10:37:09 PM 51 51.4 11:25:09PM 43:2 51.5 12:13:09 AM 0 49 10:38:09PM 51.2 51.7 11':2!:,:0g PM 42.9· 53.3 12:14:09 AM 39.6. 51.2 10:39:09 PM 51.3 . 5~'.6 ·. 1'1 :27:09 PM 0 49.6 12:15:09 AM 0 4'9.2 10:40:09 PM 51.3 !52.3 11:2$,09 PM 0 4·9.7 12:16:09 AM 0 49 :t0:41:09:PM 51.2' .52.1 . 11:29:09 PM· o· 49.5 12:17,09 AM 0 49 10:42:09PM 50.8 51.4 11:36:09 PM 0 49;6 12:18:09 AM 6 48',8 10:4.3:09 .PM 51.1_ 51.4 11·:3t:0~ PM· 0. ·49,8 12:19:09-AM 0 482 10:44:09 •PM 52.5 58.2 11.:32:0.9 PM 40.3 · 51.9 12:20:09 AM 0 48:3 10:45:09PM 54,6 58.{5,. 11:;3~:09 PM · 0 49;6 12:21:0f) AM 0 48.,2 Location 1 (Lot 98): Raw Data 12:22:09 AM 30.8 52 1:10:09 AM 0 48 1:58:09 AM 0 48.8 12:23:09 AM 34.9 51.8 1:11:09 AM 0 48 1:59:09 AM 0 49.6 12:24:09 AM 0 47.8 1:12:09 AM 0 47.8 2:00:09 AM 0 48.6 12:25:09 AM 0 48 1:13:09 AM 0 48 2:01:09 AM 22.1 50.2 12:26:09 AM 0 48 1:14:09 AM 0 48.1 2:02:09 AM 0 49.9 12:27:09 AM 0 48.1 1:15:09 AM 0 47.8 2:03:09 AM 37.3 50.8 12:28:09 AM 0 48.1 1:16:09 AM 0 47.9 2:04:09AM 0 49.3 12:29:09 AM 0 48 1:17:09 AM 0 47.7 2:05:09AM 0 49 12:30:09 AM 0 49.9 1:18:09 AM 0 47.6 2:06:09 AM 0 49.2 12:31:09 AM 16.1 50.4 1:19:09 AM 0 47.9 2:07:09 AM 0 49.3 12:32:09 AM 39.4 53.5 1:20:09 AM 0 48.1 2:08:09 AM 0 49.1 12:33:09 AM 42.6 53 1:21:09 AM 0 48.1 2:09:09 AM 0 49.1 1°2:34:09 AM Q. 48.7 1:22:09 AM 0 48 2:10:09 AM 0 49.1 12:35:09 AM 14 50 1:23:09 AM 0 47.9 2:11:09 AM 0 49.7 12:36:09 AM 34.8 52.1 1:24:09 AM 0 47.9 2:12:09 AM 44.9 58 12:37:09 AM 21.3 50.4 1:25:09 AM 0 47.9 2:13:09 AM 34.8 51.3 12:38:09 AM 51.2 55.6 1:26:09 AM 0 48.1 2:14:09 AM 0 48.8 12:39:09 AM 0 49.9 1:27:09 AM 0 47.8 2:15:09 AM 0 48.4 12:40:09 AM 37 58.2 1:28:09 AM 0 48.1 2:16:09 AM 0 48.7 12:41:09 AM 41.8 58.3 1:29:09 AM 0 48.2 2:17:09 AM 0 48.6 12:42:09 AM 0 48 1:30:09 AM 38.5 . 51.6 2:18:09 AM 0 48.7 12:43:09 AM 0 48.3 1:31:09 AM 0 49.5 2:19:09 AM 0 48.5 12:44:09 AM 0 48.1 1:32:09 AM 0 48.1 2:20:09 AM 0 48.4 12:45:09 AM 0 48.8 1:33:09 AM 0 48.1 2:21:09 AM 0 48.5 12:46:09 AM 0 49.3 1:34:09 AM 0 48.1 2:22:09 AM 0 48 .12:47:09 AM 41.4 51 1:35:09 AM 0 47.9 2:23:09AM 0 48.1 12:48:09 AM 0 49.9 1:36:09 AM 0 48.1 2:24:09AM 0 48.2 12:49:09 AM 37.6 51.4 1:37:09 AM 0 47.9' 2:25:09 AM 0 48.2 12:50:09 AM 32.2 50.9 1:38:09 AM 0 48 2:26:09 AM 0 48.2 12:51:09 AM 0 49 1:39:09 AM 29.3 51.5 2:27:09AM 0 48.3 12:52:09 AM 51.5 63.5 1:40:09 AM 0 47.9 2:28:09 AM 0 48.3 12:53:09 AM 64.7 69.1 1:41:09 AM 0 48 2:29:09 AM 0 48.5 12:54:09 AM 51.3 59.9 1:42:09 AM 0 48.1 2:30:09 AM 0 48.4 12:55:09 AM 0 49 1:43:09 AM 0 47.9 2:31:09 AM 0 48.1 12:56:09 AM 0 48.7 1:44:09 AM 0 47.8 2:32:09 AM 46 56.3 12:57:09 AM 25.4 50.6 1:45:09 AM .o 48 2:33:09 AM 0 48.1 12:58:09 AM 27.6 51 1:46:09 AM 23.6 50.2 2:34:09.AM 0 49.5 12:59:09 AM 0 48.6 1:47:09 AM 46.2 54.7 2:35:09 AM 0 48.2 1:00:09 AM 0 48.8 1:48:09 AM 36 54.1 2:36:09 AM 0 48.2 1:01:09 AM 0 48.4 1:49:09 AM 0 48.5 2:37:09 AM 0 48.3 1:02:09 AM 0 48.2 1:50:09 AM 0 48.2 2:38:09 AM 0 48.3 1:03:09 AM 0 48.2 1:51:09 AM 0 49.5 2:39:09 AM 0 48.2 1:04:09 AM 0 48.1 1:52:09 AM 35.2 52 2:40:09 AM 0 48.2 1:05:09 AM 0 48.2 1:53:09 AM 41.1 53.5 2:41:09 AM 0 47.9 1:06:09 AM 0 48.4 1:54:09 AM 0 48.2 2:42:09 AM 0 48 1:07:09 AM 0 48.1 1:55:09 AM 24.1 50.7 2:43:09 AM 0 48.1 1:08:09 AM 0 48.1 -1:56:09 AM 28.2 50.7 2:44:09 AM 19.6 50 1:09:09 AM 0 47.9 1:57:09 AM 0 48.5 2:45:09 AM 0 48.1 ·-. ··::-'. ~ ,' ' Location 1 {tot 98): :Raw Data -,~, "· 2:46:09 AM 0 48.3 3:34:09AM 0 48.5 4:22:Q9-AM Q 49.7 ~ '2:47:09AM 0 48.3 -3:35:'09· AM c3A 52.2 4:23:09 AM ,0 49.1 .2:48:09 AM 0 49'6'' .3:36:09 AM 47.9 54.2 4:24:09AM 0 48.7 ·t2=49:09 AM ,-0 48.2 3:37:09AM ·37_5 51.4 4:25:09 AM 0 48.6 . 2:,50::09· AM .2~:8-50':5. -3:q8:0~.AM 0 48~2 4:26:09 AM -''28.7 50.8 2:5t:09AM 35.6 '50.9 3":39:09AM 0 48.3 4:27:09AM --43.1 53.2 2:52:09AM-0 49.8 3:40:09AM Q 4ff.3 4:28:09 AM 46.6 ,55.5 .2:53:09 AM :Q ·' 48.2 3:41::09.AM 0 .48.~ 4:29:09 AM 0 48.9 2:54:09AM 0 4.7.9 3:42:0SAM 28.6 50.4 4:30:09 AM 0 49.2 2:55:09AM 0 48.3 3:43:09AM 41.7 53.1 4:31:09AM 40.2 51.2 2:56:09.AM 0 49.4 3:44:09AM. 0 49:1 4:32:09 AM -0 49.6 2:57:09·AM 25.5 51.1, 3:45:09 AM ·,.O . 49.8 4:33:09.AM 35.1 '51.7 2:58:09 AM ·o 47.9 3:4~:09AM 37 -52,6 4:34:09AM 42.1 52.4 2:59:.09AM ,0 48 3:47:09 .AM -33.4 52:3 4:35:09AM 32 '51.3 '3:00:09 .AM 0 4'8.4 3:48:09:AM 0 48.2 4:36:09AM 32.2 51.3 3:0t:09AM 0 48.2' 3:49:09 AM 41;6. 52.i '4:37:09 AM 31.6 50.6 3:02:09AM 0 48.1' 3:50:09 AM 0 48.4 4:38:09 AM 39.7 51.4 3:03:09AM (;) 48.3 3:51:09AM 0 48.5, 4:39:09 AM 41.5 -53.8 3:04ib9 AM· 0 -46.4 3:52:09AM 0 · 48::5 4:40:09 AM 46 53·.7 3:05:-09 AM 0 48.4 3:53:09AM 46.4 55:.-9 4:41:09 AM 38 51.1 _3:06:09 AM 0 4,8.8 3:54:0l;}AM 23.2 50.4 4:42:09AM 41'.1 53.4 3:07:09AM o, -48.5 3:55:09AM 19.9, 90:2 4:43:09.AM 0 49.5 3:08:09AM 0 48.3 3:56:Q9AM -_i4.2 50.3 4:44:09 AM 21.8 50.3 3:09:09 AM 0 48.4 3:57:09AM 26.7 50.8 4:45:09 AM 37.1 52 3:10:09 AM 0 48.5 3:58:09'AM ·O 48.3 4:46:09 AM 36.7 52.1 3:11.:0QAM ,0 48:6 3:59:0SAM 0 48.3 4:47:09 AM , 47.3 55.5 3:12:09 AM 0 48',5 4:00:09 AM 0 48.4 4:48:09 AM 48.5 55 3:,13:09AM 0 48.7 4:.01:09 AM 0 49.8 4:49:09 AM 45.9 54.5 3:-14:09-AM :0. 48.6 4:02:09AM, ,o .49 4:50:09.AM 0 49,.5 3:15:09 AM 0 48.5. 4:03:09 AM ?8.:1 -50.6 4:51:09 AM 0 49.4 3:_16:09AM 0 48:5 4:04:09AM 33.2 51.4 4:52:09·,AM ·o 48.8 3:17:09 AM-0 48.S., 4:05:0_9 .lXM 0 49:6 4:53:09AM 0 49:8 _. 3:18:0.9:AM ·37:5 50.6, 4:06:09'AM 0 48:5 · 4:54:09AM .· 39;2 52.9 3:19:09AM 0 48.7 4:07:09AM 0 48.5' 4:55,09AM 44.8 53.3 3:20,09AM 'o 49.9 4:08:09AM 0 48.5 4:56:09 AM :47_5 54.4 3:2.1::09 AM 0 48.T 4:09.:09.AM , 0, 48.6 4:57:09 AM. 42.5 · 53.3 3:22:09AM 0 48~5 4:10:09.AM 0 48.6 4:58:09 AM 44.8 52.9 3:23,09AM b 48.7 4:1'1:09·AM 0 48.3 4:59:09 AM 44.2 51.9 3:24:09 AM 42:9 53.3 4_i1i:09AM 28.6 50.6 5:00:09AM 24.7 50.5 3:25:09AM 46A 5,32 , 4: 13:09·AM 39.3 ,51.8· 5:01:09 AM · 4"2.9 52.5 3:26:09·AM , 0 · 48.5 4:14:Q!;!AM 0 48.2 5:02:09 AM 45.5 53.8 3:27:09 AM 0 49.9 . 4:15:09 AM 0 48.5 5:03:09 AM 23.6 50.1 3:48:09_.A;M 4El'.5 57.5,. . 4:1.6:09,AM 0 48.4 5:04:09.AM -41.4 -5-1.5 3:29:d9AM o· 48.4 4:17:0~fAM 0 48.6 5:05:09AM 40.9 51.5 3:30:09AM -o· 4_8.2 4:18:09 AM 0 48.4 5:06:09 AM 0 48.6 3:31:09 AM 0 48..4 4.:19:09:Afvl ·o 48.3· 5:07:09 AM 0 -48.5 3:32:09,AM 44.7' 58.5 4:20:09'-AM' ·o 48.t 5:-08:09 AM 0 48:4 3:33:09 AM 40.3 58.3 4:21':0~ AM-0 . 48.5 5:09:09AM 30.1 50.2 Location 1 (Lot 98): Raw Data 5:10:09 AM 0 49.7 5:58:09 AM 51 56 5:11:09 AM 0 49.2 5:59:09 AM 45.1 55.3 5:12:09 AM 0 49.1 5:13:09 AM 0 48.1 5:14:09 AM 0 48.1 5:15:09 AM 44.1 53.5 5:16:09 AM 47.3 54.7 5:17:09 AM 45.6 54.4 5:18:09 AM 46.7 53.1 5:19:09 AM 0 49.3 5:20:09AM 27.9 50.5 5:21:09 AM 39.2 52.6 5:22:09 AM 23.9 · 50.2 5:23:09 AM 29.3 52.6 5:24:09AM 43.5 54.5 5:25:09 AM 45 54 5:26:09 AM 42.9 51.7 5:27:09AM 48 54.2 5:28:09AM 37.9 54.6 5:29:09 AM 46.3 54.5 5:30:09 AM 42.3 52.5 5:31:09 AM 0 48.5 5:32:09 AM 39.1 52.2 5:33:09 AM 30.2 51.2 5:34:09 AM 31.4 50.8 5:35:09 AM 44.9 51.7 5:36:09 AM 37.6 52.6 5:37:09 AM 42.3 53 5:38:09 AM 45.4 53.4 5:39:09 AM 34.6 52.6 5:40:09AM 40.6 52.7 5:41:09 AM 50.6 54.7 5:42:09 AM 50.4 54.9 5:43:09AM 48.8 55.2 5:44:09 AM 50.2 56.1 5:45:09 AM 52.5 55.6 5:46:09 AM 53.8 55.6 5:47:09AM 48.8 54.2 5:48:09 AM 50.9 54.5 5:49:09 AM 53.3 59.2 5:50:09 AM 57 62.2 5:51:09 AM 51.1 55.6 5:52:09 AM 52.7 56.7 5:53:09 AM 49.4 53.1 5:54:09 AM 52.4 56.1 5:55:09 AM 47.5 56 5:56:09 AM 42.7 52.5 5:57:09 AM 45.4 53.6 .Ge,.~.-. 11 ·;-·.' ,,' !· ~. ,;i, , ' ~ Location 2 (B~tween Lot 98 and 99): .. Raw Oata ·.;$. L;:ivg Lmax 10:46:09: PM · 22.7 -:50 11:34:09 PM 53 58.3 Time: '(dBA). (dBA) 1'Q:47:09 PM '~7] ·50.2 11:35:09 PM 47 54.4 10:00:09· PM 50;6 :57.4 10:48;09 .PM .28.2. 50.1 11:36:09 PM 47.3 53.9 10:Q1i09PM 5,0 .. 3· $0.9 10:49:09 .PM 32,5 50.1 11 :37:09 PM. 40.5, 51.4 10:02:09 PM 50.8 55,3 10:'50:09 PM 42.9 56· 11:38:09 PM -48.8 56.3 10:03:09 PM . 50.4 .50' .. 8 10:5rf::09 PM · 43'.4 . , 55 11 :38:09' PM . .. 34.4 50.1 10,04:09 PM 50.4 50.9 10:52:09 PM 4705' 57.7 11 :40:09· PM 3.0.'7 502 ·10:05;09 PM · 50.4 ·51.1 · 10:53;.!)9 Pfy1 -42.4 54.3, 11:41:09PM 44.2 54 1.0:06:09PM 51.4 56.4 10:54:09.PM 43.~ -50.4 11:42:09 PM 42.5 56.6 10:07:Q9. PM 50.3 50:1 10:55,Q9PM 44.3 :50.4 11:43:09 PM 44.3 51 10:08:09 PM 51,.3 .53,8 10:56;0.9· PM 42.7 50·.3 11:44:09PM -37.2 51.3 10:09:09 PM 50·.8 55,1 10:57:09 PM 36.6. 50.5 11:45:09 PM 44.9. 54 10:10:09 PM 50.3 52.4 · 1_0:58:09 PM 40.'t· 53.8 11:46:09 PM 36.1 51 10}11:09-PM 50.3 5,3.6 10:59:.09 PM 48.7 54:9 11:47:09 PM 48,6 :60.7 -1 O:t2:09 PM 50.3 $4.8 11:00:09PM 40:4 50:2 11:48:09 PM 41 55:3 10.:13:Q9·PM 49,.7 !;>0.6 11:01:09 PM 49.3 5Q.7 11:49:09 PM .47.1 54.4 rn:14:mlPM. 46,7 50.-3 11 :02:dg· PM 48.3 55.9 11:50:09.PM 28.1 50.1 10:15:09.·PM 47,1 50.4 11:03:09 PM 49 53.1' 11:51:09 PM 47 .. 1 54,3 1'0:1'6,d9 PM 42.3 ·53.2 11 :o4:09 PM.-so~i 54.5 11 :52:09-PM 46.8, 53.8 10:17:09 PM 39.4 50.2 11':05:09 PM 46.1 50.4 11:53:09 PM 30.2 50.1 10:18:09 PM 46,8 56.8 11 :06:09:PM. 49,3 53.7 11 :54:09 PM . 50.9 55.8 10:19:09.PM 41.9 so·.2 11':07:09PM 49.3 56 11 :55:09 PM . 45.5 ·55_9 10:20:09 PM, 37.5 $0.2 11·:08:09-PM 50.1 54.~ 11:56:09 PM 39.6 52 10:21':09 PM 45.5 52.6 11:09:09 PM 39.7 50.2 11:57:09 PM 38.7 :50.3 . 10:22:09 PM 46.2 50.4 11:10:09 PM 43,8. 50.5 11:58:09 PM 38-.3 52.9 10:.23:09-_RM 44.9 56 11:t1:09 PM 47,-8 54.5 11:59:09 PM 34.4 · '51.7 10:24:09 l?M 47.6' 58 1'1:12:09 PM 50.6 5p·;8 12:00:09 AM 37 55.3 1,0;25:09 PM .45 50;~ 1'1':1'3:Q9PM 51.6 56.9 12:0.1-:09 AM 39.6 ·53.4 10:26:09 PM 45.1-50.'5 1:1:14:09,PM 48:8 .55.3 12:02:09 AM 1t.3. 50 10:27:09 PM 46,6 53.4 tt:15:Q-9 PM 22:9 50 1-2:03:09 AM 23,2 50 10:28:09 PrvJ 46 55A 11 :1 El:09-PM 43.1 51;3 12:04:09AM ·o 50 10:29;09 PM 37.9 50.4 1·1 :17:09 PM 42 53.5-12:05:09 AM 0 49.9 10:30:09 PM 49.6 55:5 -11:18:0'9 PM . 39·_7 56.4 12:06:0$AM 42;5 55.3 10:31',09 PM 49'.2 50;6 11:t9:0·9 PM 40.3 -52.5 12:07:09AM 39.8 55.1 to:32;09PM 48.5 ·5Q.6 ~1:20:09 PM 47.5 54.4 12:08:09AM ·45.1 54.5 10:33:09 PM 49.1 5Q.7 1 t:21,09· PM 48.3 54,4 12:09:09 AM 40 53.1' 10:34:09 PM 50.7 55.3 11:22.:09 PM 51A ·58.2' · 12:10:09 AM 23.8 50 -10:35:09-PM 48·.1 50.5 \ 12:11:09 AM 19;6 50 11:23:0'9 PM 54.7 66.4 rD:36:09,·PM 46 .. 3: ·52.6 . ·11':2:4:09. PM 54.9 63,6 12:12:09 AM 29.6·. 50.1 10:37:09PM 50.4 55;7 11:25:09PM 5.0,.8 .55.3 12:13:09 AM 39.8 53.3 10:38:09 PM 43 50.3 ·11 :26:09, PM 51.1 51.7 12:14:09 AM 24.8 50 1.0:39:09PM 45.9 53.7 11.:27:09 i?M 51..5 53.8 12:15:09 AM 25.8 50 10:40:09PM '31:9. 5-0.2, 11::2itO~ PM '51.8 54.4 12:16:09'AM 38 53.9 10:41:09-PM 39.5 50.2 H:29:09 PM 5'1.3 55.8 12:17:09 AM 1,;3.4 .· ·50 10:42:09 PM 41.2' 50.9 11:30:09.:PM 51 ·54.8 12:18:09 AM 0 49.9 10:43:09 PM At.2 55 :1'1 :31.,09,·P.M 50.7 54.4 12:19:09 AM 49.3 60.1· 10:44,09 PM 43 54.t · 1.1;32:09·:PM 50;8 56.3'. 12:20:09 AM 0 49.9 1,0:45:09-PM. ·21..3 50 '11:33:09 PM 51..7 59:1 12:21:09 AM 40.5 5R4 Location 2 (Between Lot 98 and 99): Raw Data 12:22:09 AM 27.5 50.4 1:10:09 AM 0 49.7 1:58:09 AM 0 49.7 12:23:09 AM 0 49.8 1:11:09AM 0 49.7 1:59:09 AM 33.8 52.2 12:24:09 AM 0 50 1:12:09 AM 21.7 53.1 2:00:09 AM 0 49.5 12:25:09 AM 40 53.2 1:13:09 AM 37.2 55 2:01:09 AM 0 49.5 12:26:09 AM 49.8 62.1 1:14:09 AM 7.1 50 2:02:09AM 0 49.7 12:27:09 AM 46.2 55.3 1:15:09 AM 0 49.7 2:03:09 AM 7.1 50 12:28:09 AM 48.7 54.3 1:16:09 AM 0 49.7 2:04:09 AM 0 49.8 12:29:09 AM 24.1 50.2 1:17:09 AM 0 49.9 2:05:09 AM 37 53.4 12:30:09 AM 0 49.9 1:18:09 AM 0 49.8 2:06:09 AM 0 49.8 12:31:09 AM 40.6 54.5 1:19:09 AM o. 49.8 2:07:09 AM 0 49.8 12:32:09 AM 26.7 50.2 1:20:09 AM 0 49.9 2:08:09 AM 0 49.8 12:33:09 AM 0 49.9 1:21:09 AM 0 49.9 2:09:09AM 0 49.8 12:34:09 AM 26 50 1:22:09 AM 25.3 50.1 2:10:09 AM 0 49.9 12:35:09 AM 25.6 50.1 1:23:09 AM 31.2 50.7 2:11:09 AM 0 49.9 12:36:09 AM 36.5 50.2 1:24:09 AM 0 49.8 2:12:09 AM 0 49.8 12:37:09 AM 34.4 50.2 1:25:09 AM 25.1 50 2:13:09 AM 38.4 53.8 12:38:09 AM 41.7 52.8 1:26:09 AM 11.3 50 2:14:09 AM 34.4 52.6 12:39:09 AM 44.7 50.4 1:27:09 AM 0 49.9 2:15:09 AM 0 49.6 12:40:09 AM 47.5 50.3 1:28:09 AM 38.3 52.4 2:16:09 AM 0 49.6 12:41:09 AM 49.3 50.4 1:29:09 AM 0 49.9 2:17:09 AM 0 49.8 12:42:09 AM 50 55 1:30:09 AM 0 49.9 2:18:09 AM 0 49.6 12:43:09 AM 50.2 51.9 1:31:09 AM 0 49.9 2:19:09 AM 0 49.7 12:44:09 AM 49.9 54.8 1:32:09 AM 19.4 50 2:20:09 AM 0 49.8 12:45:09 AM 47.8 50.3 1:33:09 AM 26.1 50 2:21:09 AM 0 49.8 12:46:09 AM 47.1 50.2 1:34:09 AM 15.7 50 2:22:09AM 0 49.8 12:47:09 AM 46.6 50.3 1:35:09 AM 6.3 50 2:23:09 AM 0 49.9 12:48:09 AM 42.1 54.7 1:36:09 AM 0 49.9 2:24:09 AM 0 49.8 12:49:09 AM 32.9 50.2 1:37:09 AM 26.3 50.2 2:25:09 AM 13.1 50 12:50:09 AM 37.5 50.2 1:38:09 AM 0 49.9 2:26:09 AM 0 49.9 12:51:09 AM 45.3 50.3 1:39:09 AM 0 49.8 2:27:09 AM 0 49.8 12:52:09 AM 38 50:1 1:40:09 AM 5.5 50 2:28:09 AM 0 49.9 12:53:09 AM 36.4 50.1 1:41:09 AM 0 49.8 2:29:09 AM 0 49.9 12:54:09 AM 45.2 50.4 1:42:09 AM 41 57.2 2:30:09 AM 0.5 50 12:55:09 AM 33.5 50.1 1:43:09 AM 0 49.5 2:31:09 AM 0 49.9 12:56:09 AM 11.3 50 1:44:09 AM 0 49.7 2:32:09 AM 0 49.8 12:57:09 AM 38.9 54.2 1:45:09 AM 0 49.8 2:33:09 AM 41.8 58 12:58:09 AM 22.1 50 1:46:09 AM 0 49.6 2:34:09AM 0 49.8 12:59:09 AM 22.3 50 1:47:09 AM 0 49.9 2:35:09 AM 0 49.8 1:00:09 AM 0 49.8 1:48:09 AM 0 49.6 2:36:09 AM 0 49.8 1:01:09 AM 0 49.7 1:49:09 AM 41.3 55 2:37:09 AM 0 50 1:02:09 AM 0 49.6 1:50:09 AM 37.9 54 2:38:09 AM 14 50 1:03:09 AM 0 49.7 1:51:09 AM 0 49.7 2:39:09 AM 0 49.9 1:04:09 AM 0 49.7 1:52:09 AM 0 49.7 2:40:09 AM 0 49.9 1:05:09 AM 12.1 50 1:53:09 AM 30.7 53 2:41:09 AM 0 49.8 1:06:09 AM 0 49.6 1:54:09 AM 39.3 53 2:42:09 AM 0 49.8 1:07:09 AM 0 49.8 1:55:09 AM 0 49.5 2:43:09 AM 0 49.8 1:08:09 AM 36.2 53.8 1:56:09 AM 34.6 53 2:44:09 AM 10.9 50 1:09:09 AM 0 49.5 1:57:09 AM 0 49.6 2:45:09 AM 38.2 53.3 ,' f-'' ,' L.ocation 2 (Between Lot 98 and ·99): RawData e· i:46:09 AM ·O 49.9 3:34:09AM q· 49.5 4:22:09 AM 37.8 50.1 2:47':09AM (), 49:'8 3:35:09 AM 40.4 53.5 4:23:09 AM 47.7 57.2 2:48:09 AM b· . 49:8 3:36:09 AM. 0 49:9 4:24:09AM 40 53.5 2:49:09AM 0 49.8· .3:37:09AM 21.2 50.1 4:25:09 AM 34.8 52.2 2:50:09AM o· 49.9 '3:38:09AM .34.6' 51.9 4:26:09AM 38.9 55.2 2:5t:09AM 44,1 ·53.6 3:39:09AM 36.3 52.6 4:27:09 AM .. ----0 49 .. 8 2:52:09AM 2i3 51-7" 3:40:09AM ,36.8· 52.8 4:28:09 AM .20.8 50 2:53:09 AM 0 A9.8 3A1iQ9AM ·i2.8 50 4:29:09 AM ·o 49.9 2:54.:09 AM Q 49·:a ·3:42:09-AM 1=5. 50 4:30:09AM 35.8 56 2:55:09AM 36_.3 •'51,5 3:43:09. AM· .6.3 50 4:31:09 AM 37.8 54.9 2:56:09AM· 0 49.8 3:44:09·AM 39.7 55.Q 4:32:09 AM 42.6 55,6 2:57:09 AM 0 49,8 3:45:09 Al\'1 4t.'5 55.2 4:33:09 AM 39.8 50;1 2:58':09 AM. 35.4 52.7 3,46:09AM 0 49:8 4:34:09.AM 40.8. 50.2 2:59:09AM 0 49.9 3:47:09AM 47A 62.8 4:35:09AM 3.8 50.1 3:00:09 AM 0 ·50 3·:48:09. AM 0 49.9 4:36:09 AM 34 50.1 · 3:0.1.:09 AM 0 -49:9 3:49:09AM -0 49.8 4:37:09 AM 3'9:2. 55.2 3:02:09 AM 0, 49.9. 3:5d:09AM ',, ' e 39.6' 54.5 4:38:09AM 43:8 55.9 3:03:09 AM 41-:4 .• 57:3 .3:51:09:.A:M 30.2 52'.3 4:39:09 AM 44.2 · 58:9 ' 3:04:09AM 6:3 50 3:52;09·AM 38.5 52A 4:40:09 AM 47.6 57,1 · I 3:05:09.AM 30.3 50.1 3:53.:09AM 18,5 50 4:41:09 AM 46.3 '64.2 3:06:09 AM 0 .49.9 3:5.4.:09 AM,: 16;1 50 4:42:09AM 42.1 53.3 3:Q7:Q9AM 18.8 pO 3:55:09AM d 49.9 4:43:09 AM 0.5 50 3:08:09AM '·45•.6 , 65.5 · 3:56:09 AM 0 49.8 4:44:09AM ·43.9 54.7 3:09,09 AM •39.3 57,6 3:57;09AM 0 49~9 4:45:09AM . 1.5 50 3.:10:09 AM 33;4. 53.3 3:58:09·AM 15,9 50 4:46:09AM Q 49.9 3:11:09 AM 26.6 51'..7 .3:59:09AM 14.8 50. 4:47:09 AM .36.8 54 3:12:09 AM 0 49_:9 -4:00:Q9AM 41.3 54.2 4:48:09 AM 44.1 57 3:13:09 AM o. 49.9 4:01.:09 A,M 0 49:9 4:49:09AM 47.3 56.5 3:14:09AM l5 50 4:02:09.AM 31.6 50.1 4:50:09 AM. ·37.7 54.8 3:1-5:09AM 0 49;9 4;03:09AM 20.4 50.1 4:51:09 AM '39.5 55.6 3:t6:09AM 0 49 .. 9 . 4:04:09AM .• 8.4 50 4:52:09 AM 39'.1 54.3 3:1-7:09·AM 17.9 50 4:05:09,AM 0 49:9 4:53:09 AM ·48.8 56 3:1:8:09 AM 30.9: 50.1 4:06:09 AM 0 49-.9 4:54:09 AM 44.5 55.3 3:19:09AM '30.9 50.1 · 4:07:09AM 0 49.9 4:55:09 AM 37.6 50.1 3:-20:09AM 9 . 50 4:0~:09AM . 0 49.9 4:56:09AM 44;9 56.4 3:21.:09 AM 38.4,. 50.1 4:09;09AM ·Q· 49.9. 4:57:09AM 43.8 57.4 : 3':22:09AM 4'3.7 50.2 4.:10,09 AM ,0 49.9 4:58:09AM 44.7 55 '\ 3:23:09AM 1'9.1 50·.1 4:1t:09AM 39.9 53.9 4:59:09 AM '29 .. 8 50.2 .1 3:24:09 AM 36.2 52.5 4:,12:09 AM 44.3 50.i 5:00:09 AM 47.6 56 .3:25:09 ,AM 0 49.9 4:13:09AM 34.2 50.Z 5:01:09 AM 34.9 52.8 3:26:09AM 0 49.8 4:14:09-AM 31:6 50.1 5:02:09 AM 0 50 .~:27;09.AM 0 49.8 4:1_5:09 AM 24·.1 50 5:03:09 AM ·4$.1 5.3.8 3:28:09AM 23.3 50 4·:16:09 AM. 38:8 50.2 5:04:09 AM 29;6 50.1 3:29:09 AM 36.1 54.3 4:17:69AM 36.4 50.1 5:05:09 AM 30:~7 50.2 3:30:09 AM 39.3 56.6' 4:·18:09AM 32.$ 50 5:06:09 AM 40.2 56 3:31:09 AM. 0 49.7 4:19:09 AM 29.6 5(M 5:07:09 AM 0 4!;).9 3:32:09 AM 37.6 :53.8 4.:2,0:09AM ·. 28~7 ·so 5:08:09AM 43:5 54.6 3:33:09 AM 3q.8 53..4· 4:21:09AM 39.9 50.2 5:09:09 AM 27.3 50 Locati~n 2 (Between Lot 98 and 99): Raw Data 5:10:09 AM 40.9 55.1 5:58:09 AM 50.7 59.2 5:11:09 AM 41.3 50.3 5:59:09 AM 53.6 61.3 5:12:09 AM 46.3 60.2 5:13:09 AM 22 52.7 5:14:09 AM 48.2 56.9 5:15:09 AM 6.3 50 5:16:09 AM 45.9 54.3 5:17:09 AM 16.7 50 5:18:09 AM 45.6 57.1 5:19:09 AM 41.9 55 5:20:09 AM 6.3 50 5:21:09 AM 8.4 50 5:22:09 AM 44.8 55.8 5:23:09 AM 36.8 52.1 5:24:09AM 47 57.5 5:25:09AM 39.7 50.4 5:26:09 AM 46.7 58.2 5:27:09 AM 47.7 54.8 5:28:09 AM 51.5 61.2 5:29:09 AM 50,6 55.2 5:30:09 AM 49.7 50.9 5:31:09 AM 51.4 56.7 5:32:09 AM 51.5 58.9 5:33:09 AM 45.8 56 5:34:09 AM 42.2 50.3 5:35:09 AM 49.8 55.4 5:36:09AM 49.1 51.6 5:37:09 AM 50.6 57.6 5:38:09 AM 45.3 53.5 5:~9:09 AM 51.1 60.3 5:40:09AM 47.4 57.6 5:41:09 AM 42.5 57.2 5:42:09 AM 43 54.1 5:43:09AM 40.7 54.3 5:44:09AM 51 56.6 5:45:09 AM 51.4 58.1 5:46:09 AM 5·1.6 57.7 5:47:09AM 48 57.7 5:48:09 AM 50.5 59.3 5:49:09AM 51.7 57.9 5:50:09 AM 50.7 58.3 5:51:09 AM 52.1 58.1 5:52:09 AM 50.4 56 5:53:09 AM 48.9 58.3 5:54:09 AM 52.5 56.7 5:55:09 AM 52.3 57.3 5:56:09 AM 51.3 65.6 5:57:09 AM 45.5 54.3 I ',~:, { ._ .. -.. -• .,. -,:.',' Location 3-(Lot-99): ·Raw Data :J(' ·~avg Lmax 10:46:d9PM 51.5 5~.4 11:34:09PM 39.7 51.8 Time (daA) . (dBA) 1.0':47:09-i=>M 52.2 55 11:35:09 PM 0 . 49.8 10:00:09. PM si.9 59 " 51 51.7 11:36:09 PM 27 51.3 10:48:09 PM 10':01':09.PM 53.J 59.8' 10:4'9:09 PM 51.3 54.9 11 :·37:09 PM 44.8 53.1 10:02,09-PM 50:8, 51.2 10:50:09 PM 52,1 54.1 11:38:09PM 0 49.6 ·10:03:09 Plyl 51.3 54 10,5·1 :09 ·PM: · 52.3 54.6 11:39:09 PM 0 49.6 10:04,.09 PM 52.1' 54.4 1.0:52:09PM 42.2 52 11:40:09 PM 0 49~7 1:0:05:09.PM S1:6 54.4 10:53:09:PM 6.3 50 11:41:09 PM 0 49.3 .10:06:09 PM 50.7 51.5 10:54,09 PM· 33.2. 5Q.1 11:42:09 PM 44.4 50.7 1.0:07:09 PM 50.9 51.5 10:55:09 PM 43_,1 52.2 11':43:09 PM 0 49.7 10:08,09PM 50.4 ·. 50.9 t0:56;09 PM 37:8 .52A 11:44:09 PM 0 49,5 t0;09,09 PM '50.3 50.8 10:57;09PM 45.1 51-.2 11:45:09 PM 0 49.6 10:10:09 PM 5-1.3 52.7 10:58:09PM 29.1 50.9 11 :46:09 PM. 0 49.4 10:11:09 PM 48.8 50.8 10:59:09 PM 26,8 50.2 11:47:09PM ··o 49.4 --' 10:1-2:09 PM 22.3 50 11 :0.0:09 PM· 36:7 50.9 11:48:09 PM 38.1 52.5 10:13:09-PM 28,5 -50.1 ·1:1 :0(1:09 PM 38.4 ·5-1-.2 1-1:49:09 PM 38.9 51.5 10:14:09PM 46.9 , 51-A · 11:02:09 PM :46.4 54.2 11:50:09 PM 0 49.4 jQ:1,5:09 PM 43.9 • 5().5, 11:Q;'3:'09 PM 48.1 52.5 11:51:09 PM 32 50.7 1.0:f6:09 PM 49,5 -53.9 11::04:09 PM 0 49.9 11:52:09 PM 0 49.4 · .to:17:09 PM 48.2 50.7 1J:05i0'9 PM 47.5 54.1 11:53:09 PM 0 49.5 10:18:09 PM 52 57.5 .11_:06:09 PM 9.5 .so 11:54:09 PM 0 49.8 ~0:19:09 PM 44.7 .50.6 1'1:07:09. PM· 38.5 51.1 11:55:09PM 44.4 50.2 10:20:09.PM 48.6 52.7 11:08:09 PM 45.1 53.2 11:56:09 PM 0 49.8 10:21:09PM 5~.1 .. 54.S: H:09:09 PM. 41.6 51.7 11:57:09 PM 0 49.4 10:g2:09PM 55:.2 65.1. 11:1.0:09:PM -44.9 53.1 11:58:09 PM 38:8 · 50.9 10:23:09'PM 50.3 '$3.7 _ 11:11.,mrPM·· 0 49·_9 11 :59:09 PM -23.5 50.2 ·t0:24:09 PM 3'8.9 50.6 1.1_:.1-2:09 PM: 37.7 50.7 12:00:09 AM 0 49.8 10:2_5:09 PM 47.7 _.58.1 11:13:09 PM. O· 49.5 12:0t:09 AM -39.9 53 10:26:09 PM 46.9 57 11:14:09PM 0 49._5 12:02:09 AM 45.4 52.4 10:27:09PM 29;2 50:t 1'1 :15:09' PM o· 49.6 12:03:09 AM 41.8 .52.2 1 o:·28:09 PM 41.4 -. 51.9 11-:1'6,09 PM 3~.9 50.3 12:04:09 AM 50.6 -55.3 10:29:09 PM -46:5 .51.3 11:17:09PM 45.4 .53.4 12:-05:09 AM 53.2 57.9 10:30:()f:l PM 48'.7 51.4 11:18:0SPM 47.2 57.3 12:06:09 AM 35.9 51.9 10:31:09Pl'v1 49.7 ·57_3-11 :1.9;09 PM 48 .. 1 54.2' 12:07:09 AM 17.8 50.1 10:32:09 PM 52,2' :55-4 11 :2_0:09 PM 0 49.9 12:08:09 AM 36:5 51.2 10:33:09 PM 51.2 52.3 11:21':09 PM 31.8 50.3 12:09:09AM :34.8 50.5 10:34:09·PM · '51.2 · 01 .8 · 11:22:09 PM 42.9 51..5 12:10:09 AM 44.2 51.7 10:35:09 PM 51.5 53.4 ~1:23,09PM O· 49._9 12:11:09 AM 0 49 10:3q:09 PM 51.1 52.1 11:24':09 PM · 32.8· 50.3 12:12:09 AM 0 49.3 1.0:31:d9·PM 51 .51.4 11 :25.:09·PM 43.2 51.5 12:13:09 AM 0 49 10:38:09 PM 51.2 s-1.1 11.:26:09,PM 42:9 ·_53.3 12:14:09 AM 39.6 51.2 '' I -10:39:09 PM e;"t.3 53.6 1'1:27:0f:l PM 0 49.6 12:15:09 AM d 49.2 10140:-09 PM 51.3 · 52'.3 1'.t:2·a:09 PM 0 49] 12:16:09 AM 0 49 10,41:09 PM, ·51.2 52.t 1'1 :29:09,PM 0 49.5 12:17:09 AM 0 49 -, 1.0:42:09. PM 50.8 51.4 11':30:09 PM . 0 49.6 12:18:09 AM Q: 48,8 10:43i09 PM 51.1 s·~.4 _ H:31:09 PM 0 49.8 12:19:09 AM O: 48.2 10:44:09PM 52.5 58;2 11:32:09 PM 4Q:3 51,.9 12:20:09 AM .o 48.3 10:45:09PM s4.e 58·;9 ·11:_3_3:09 PM 0 49.6 12:21:09 AM 0 48'.2 ~ Location 3 (Lot 99): Raw Data 12:22:09 AM 30.8 52 1:10:09 AM 0 48 1:58:09 AM 0 48.8 12:23:09 AM 34.9 51.8 1:11:09AM 0 48 1:59:09 AM 0 49.6 12:24:09 AM 0 47.8 1:12:09 AM 0 47.8 2:00:09 AM 0 48.6 12:25:09 AM 0 48 1:13:09 AM 0 48 2:01:09 AM 22.1 50.2 12:26:09 AM 0 48 1:14:09 AM 0 48.1 2:02:09 AM 0 49.9 12:27:09 AM 0 48.1 1:15:09 AM 0 47.8 2:03:09 AM 37.3 50.8 12:28:09 AM 0 48.1 1:16:09 AM 0 47.9 2:04:09 AM 0 49.3 12:29:09 AM 0 48 1:17:09 AM 0 47.7 2:05:09 AM 0 49 12:30:09 AM 0 49.9 1:18:09 AM 0 47.6 2:06:09 AM 0 49.2 12:31:09 AM 16.1 50.4 1:19:09 AM 0 47.9 2:07:09 AM 0 49.3 12:32:09 AM 39.4 53.5 1:20:09 AM 0 48.1 2:08:09 AM 0 49.1 12:33:09 AM 42.6 53 1:21:09 AM 0 48.1 2:09:09 AM 0 49.1 12:34:09 AM 0 48.7 1:22:09 AM 0 48 2:10:09 AM 0 49.1 12:35:09 AM 14 50 1:23:09 AM 0 47.9 2:11:09 AM o. 49.7 12:36:09 AM 34.8 52.1 .1:24:09 AM 0 47.9 2:12:09 AM 44.9 58 12:37:09 AM 21.3 50.4 1:25:09 AM 0 47.9 2:13:09 AM 34.8 51.3 12:38:09 AM 51.2 55.6 1:26:09 AM 0 48.1 2:14:09 AM 0 48.8 12:39:09 AM 0 49.9 1:27:09 AM 0 47.8 2:15:09 AM 0 48.4 12:40:09 AM 37 58.2 1:28:09 AM 0 48.1 2:16:09 AM 0 48.7 12:41:09 AM 41.8 58.3 1:29:09 AM 0 48.2 2:17:09 AM . 0 48.6 12:42:09 AM 0 48 1:30:09 AM 38.5 51.6 2:18:09 AM 0 48.7 12:43:09 AM 0 48.3 1:31:09 AM 0 49.5 2:19:09 AM 0 48.5 12:44:09 AM 0 48.1 1:32:09 AM 0 48.1 2:20:09AM 0 48.4 12:45:09 AM 0 48.8 1:33:09 AM 0 48.1 2:21:09 AM 0 48.5 12:46:09 AM 0 49.3 1:34:09 AM 0 48.1 2:22:09AM 0 48 12:47:09 AM 41.4 51 1:35:09 AM 0 47.9 2:23:09 AM 0 48.1 12:48:09 AM 0 49.9 1:36:09 AM 0 48.1 2:24:09AM 0 48.2 12:49:09 AM 37.6 51.4 1:37:09 AM 0 47.9 2:25:09 AM 0 48.2 12:50:09 AM 32.2 50.9 1:38:09 AM 0 48 2:26:09 AM 0 48.2 12:51 :09 AM 0 49 1:39:09 AM 29.3 .51.5 2:27:09 AM 0 48.3 12:52:09 AM 51.5 63.5 1:40:09 AM 0 47.9 2:28:09 AM 0 48.3 12:53:09 AM 64.7 69.1 1:41:09 AM 0 48 2:29:09 AM 0 48.5 12:54:09 AM 51.3 59.9 1:42:09AM 0 48.1 2:30:09 AM 0 48.4 12:55:09 AM 0 49 1:43:09 AM 0 47.9 2:31:09 AM 0 48.1 12:56:09 AM 0 48.7 1:44:09 AM 0 47.8 2:32:09.AM 46 56.3 12:57:09 AM 25.4 50.6 1:45:09 AM 0 48 2:33:09 AM 0 48.1 12:58:09 AM 27.6 51 1:46:09 AM 23.6 50.2 2:34:09 AM 0 49.5 12:59:09 AM 0 48.6 1:47:09 AM 46.2 54.7 2:35:09 AM 0 48.2 1:00:09 AM 0 48.8 1:48:09 AM 36 54.1 2:36:09 AM 0 48.2 1:01:09 AM 0 48.4 1:49:09 AM 0 48.5 2:37:09 AM 0 48.3 1:02:09 AM 0 48.2 1:50:09 AM 0 48.2 2:38:09 AM 0 48.3 1:03:09 AM 0 48.2 1:51:09 AM 0 49.5 2:39:09 AM 0 48.2 1:04:09 AM 0 48.1 1:52:09 AM 35.2 52 2:40:09 AM 0 48.2 1:05:09 AM 0 48.2 1:53:09 AM 41.1 53.5 2:41:09 AM 0 47.9 1:06:09 AM 0 48.4 1:54:09 AM 0 48.2 2:42:09AM 0 48 1:07:09 AM 0 48.1 1:55:09 AM 24.1 50.7 2:43:09AM 0 48.1 1:08:09 AM 0 48.1 1:56:09 AM 28.2 50.7 2:44:09 AM 19.6 50 1:09:09 AM 0 47.9 1:57:09 AM 0 48.5 2:45:09 AM 0 48.1 .,, ' t ~ ' ' -.' ~·" >' .. -. - Location 3 (Lot 99)z Raw:bata ~ 2:46:09AM 0 48.3 · 3:34:09AM ·0: · 4ff5 4:22:09.AM 0 49.7 2:47:09AM 0 48.3 3:35:09AM. 23.4 52.2 4:23:09 AM 0 49.1 2:48:09'AM 0 49.6 3:36,09AM · 47.9 54.2 4:24:09 AM 0 48.7 -2:49:09 AM ·o 48.2 3:$7:09 AM 37.5 5,1.4 4:25:09AM 0 48.6 '2:50:09:AM 27.8 50:5 3:38:'09 AM .o · 48.2 4:26:09AM 28.7 50.8 .. 2:51.:-09:AM $5:6 .50.9 3:39;09 AM ·0 . '48.3 . 4:27:09 AM -, . 43.1 · 53.2 . -" . 2:52:09 AM o. 49.8 3.:40:09·.AM ·0 48.3 4:28:09 AM 46:6 55.S- 2:53:09AM 0 48.2 ·3:41 :09· AM 0 48.~ 4:29:09 AM 0 48.9 2:54:09 AM 0 47.9 3:.42:09AM .28.6 50.4 4:30:09 AM 0 49.2 2:55:09AM 0 48.3 3:43:09:AM 4·1.7 53.1 4:31:09·AM 40.2 51.2 2·:56:09,c,,;M . 0 ·49.4 3:44:09AM 0 49.1 4:32:09 AM 0 49.6· 2:57:09AM 25.5 ·s,1-.1 . 3:45,99· AM 0 .. 49.8 4:33:09AM 35.1 51.7 2:58,Q9AM b 47 . .9 -.3:46:09AM 37 52.6 4:34:09 AM 42.1 52.4 2;59:09-AM 0 48 3:47:09AM ~3.4 52.3 4:35:09 AM 3? 51.3 ·3:00:09 AM a 48.4 3:48:09.AM 0 48.2 4:3€>:09 AM 32.2, 51.3 ~:01:09 AM 0 '48.2 3;49:09AM 41.6 '52;2 4:37:09 AM 31.6 50.6 '! 3t02:09 AM 0 48.1 3:50:09AM d 48A 4:38:09 AM 39.7 51.4 -3:03;09 AM 0 48:q 3:51':09·AM 0 48,5. 4:39;09 AM 41.5 53.8 3:04:09AM. 0 4.8.4 .3:52:09 ,l\M 0 48.5 4:40:09.AM 46 53.7 3:05:09·AM 0 48.4 3:53:09 AM 46.2, 55;9 4:41 :09 AM-. 38 51.1 3:06:09AM 0 48.8 3:.54:09. AM 23.,2. 50.4 4:42:09AM 4t.1 53.4 3:01:09.AM 0 48.5 3:55:09 AM 19.9 50.2 4:43:09AM· 0 49.5 I 3:08:09AM 1 3:56:0!lAM 24.2 50.3 21.8 50.3 j ·0 48.3 4:44:09AM ~:09:09AM 0 48.4 3:57:09,AM 26.7-50.8 4:45:09AM 37.1 52 3:10:09-AM 0 48.5 3:58:09AM. a 48.3 .4:.46:09 AM 36.7 52.1 ~:11::09AM --0 48 .. 6 3:59:09.AM 0 48;3 4:47:09AM A:7.3 55.5 3:12:09 AM 0 48;5 4;00:09AM -o 48.4 4:48:09 AM 48.5-:55 3:1·3:09AM Q 48.7 4:01 :.09.AM ·o 49:8. 4:49:09 AM. 45.9. 54.5 3:14:09 AM er · 48;6 4:02:09 AM ·o 49 4:50:09 AM 0 49.5 3:1'5'.:09 AM 0-48.5 4:03:09 ,c,,;M ·28.1 ,. 50.6 4:51:09 AM 0 49.4 3:16:09 AM ·o 48.5: 4:04:09AM 33.2. 51.4 4:52:d9AM 0 48.8 ~:17:09-AM 0-48.5 4:05.:0.9 AM 0 -49'.6 4:53:09AM 0 49.8 ; . 3:18:09·AM 37.5· 50.6 4:06:09AM 0 . 48.5 4:54:09 AM 39.2 54.9 3:1~:0~'AM 0 48.7 4:07;09-AM . 0 48.5 4:55:09 AM 44.8· 53.3 3:20-:d9·AM 0· 49,.9 4:d8:09AM. 0· 48.5 4:56:09AM 47.5 54.4 3:21-.:09 AM 0 48.7 · 4:09:09 AM 0 48;'9 4:57:09 AM 42.5 53.3 3:22:Q9AM 0 48.5. ·. 4:10:09AM ·o· · 48.6· 4:58:09 AM 44;8 52.9 3:23:09.AM 0 48.7, 4:H:09AM 0 48.-.3 4:59:09 AM 44.2' 51.9 3:24:09'. AM 42.9 53.3 ·. 4:n:oHAM 28.6 50.6 5:00109 AM 24.7-50.5 3:25:09AM 46.A ·53.2. 4:1:3:09 AM 39.3 51,8 5:01:09 AM 42.9: 52.5 :J':26:09·AM b 48.5 4:14:09 AM 0 48 .. 2 5:02:09 AM 45.5 53.8 ··3:?T:09 AM· 0 49:9 4:15:09 AM 0 48.5 5:03:09 AM 23.6 50.1 '3:28:09· AM '46.5 5.7.5· 4:16:09AM 0 48.4 5:04:09,AM 41.4 51:.5 . 3:29:09AM 0· 48.4---4·:17:b-9AM b .· 48,6 5:05:09 AM 40.9 51.5 3:30:09AM ·0 48.2 4:18:0~ AIVI .o 48:A 5:06:09 AM 0 48.6 3:31:09 AM 0 48.4 4:19:09.AM 0 48,3 5:07:'09 AM 0 48 .. 5 3:32:09 AM 44.1 .58.5 -4:20:09AM 0-48..1 5:08:09 AM o· 48.4 3:33:09 AM · 40·.$ 58.3 4:21:ff9AM 0 48.5 5:09t09AM 30.1 59.2 ': Location 3 (Lot 99): Raw Data 5:10:09 AM 0 49.7 5:58:09 AM 51 56 5:11:09 AM 0 49.2 5:59:09 AM 45.1 55.3 5:12:09 AM 0 49.1 5:13:09 AM 0 48.1 5:14:09 AM 0 48.1 5:15:09 AM 44.1 53.5 5:16:09 AM 47.3 54.7 5:17:09 AM 45.6 54.4 5:18:09 AM 46.7 53.1 5:19:09 AM 0 49.3 5:20:09 AM 27.9 50.5 5:21:09 AM 39.2 52.6 5:22:09AM 23.9 50.2 5:23:09 AM 29.3 52.6 5:24:09AM 43.5 54.5 5:25:09 AM 45 54 5:26:09 AM 42.9 51.7 5:27:09 AM 48 54.2 5:28:09 AM 37.9 54.6 5:29:09 AM 46.3 54.5 5:30:09 AM 42.3 52.5 5:31:09 AM 0 48.5 5:32:09 AM 39.1 52.2 5:33:09 AM 30.2 51.2 5:34:09 AM 31.4 50.8 5:35:09 AM 44.9 51.7 5:·36:09 AM 37.6 52.6 5:37:09 AM 42.3 53 5:38:09 AM 45.4 53.4 5:39:09 AM 34.6 52.6 5:40:09 AM 40.6 52.7 5:41:09 AM 50.6 54.7 5:42:09 AM 50.4 54.9 5:43:09 AM 48.8 55.2 5:44:09 AM 50.2 56.1 5:45:09AM 52.5 55.6 5:46:09 AM 53.8 55.6 5:47:09 AM 48.8 54.2 5:48:09 AM 50.9 54.5 5:49:09 AM 53.3 59.2 5:50:09 AM 57 62.2 5:51:09 AM 51.1 55.6 5:52:09 AM 52.7 56.7 5:53:09 AM 49.4 53.1 5:54:09 AM 52.4 56.1 5:55:09 AM 47.5 56 5:56:09 AM 42.7 52.5 5:57:09 AM 45.4 53 .. 6 Location 4 (Lot 98~: ·Raw Data :"i.' LaVQ Lmax . 1'0:46:09 PM 50',8 52.2 11:34:09 PM 40.3 . 53.6 T]r;ne. (dBA) (dBA) 10A7:09 PM 50.6 50.9 11:35:09 PM 41.2 53 to:00:09PM 52.4 sa 10)48:09 PM q0.4 50.9 11:36:09 PM 35.8 50.9 10:01:09 PM '52:4 53 10;49:09RM 50.8 52.7 11:37:09 PM 0 49.3 to:02:09'PM 52.3 !;>3:3 1m5o:.o9:PM :5.1.,1 52:9 11:38:09 PM 39.3 55 10:03:09 PM 52;6 55 .. 7 10,f51 :09 PM 48.6 52.T 11 :39:09 PM · ... · 49·.1 54.2 10:04:09 PM 52.1 $3.9 10,52:09.PM 037.1 51A 11:40:09 PM 51.8 53 to:05:09 PM 52,.2 . 53.4 10:53:09 PM Q 48.3 11:41:09 PM 52 .. 8 '54.6 · 10:06:09 PM 52.3 55,2 10:54:09PM 0 48.2 11:42:09 PM 53.9 55.2 10:07:09 PM 51.8 52,1 10:55:09 PM 0 47.8 11:43:09 PM 50.7 53.4 10:08:09 PM 52.7 57.1 10:56:09PM 0 47.6 11:44:09PM . ·50.1 54.5 1'0:09:09 PM 52.7 54.2 10:5,7:09'PM b 47.1 11:45:09 PM 0 48.9 10:10:09 PM 52.4 53.6 :10:58:09 PM 0 47.8 11:46:09 PM 0 48.5 l '. t0:1'1:09 PM 51,.4 56.9-· 32.1 · 11:47:09 PM . 33_3: 51.4 I 1'0:59:09 PM 51.2 1,0:12:09 PM 47.6 52.3 11:00,09,PM 27 50.9 11:48:09 PM 32.3 51.6 ' .10-:13:09 PM 49:2 52 1'1:01::09 PM. 0 49.3 11:49:09 PM 27.8 51 ; \I' 10:14:09.PM .· 44 53,1 11:02:09:PM ·0 48 11:50:09 PM 0 48.5 10:15:09 PM 43.5 53:5 11:03:09 PM 36.5 51 .. 1 11:51:09 PM 0 49.3 10:16:09 PM 0 49.8 11 :04:09. PM .44.,4 53A 11:52:09 PM 0 48.8 . 10:17:09 PM . 42.6 52·.1 11:05:09 PM 0. 49.4 11:53:09 PM 0 49:a 10:1'8:09 PM 0 49.8 11::06:-09 PM 0 48.1 11:54:09 PM 0 49 i 10:1·9:Q9 PM 44 .. 8 .51,.4 H:07:09PM 3~,1 5'1-.5 11:55:09 PM 0 48.6· I 10:20,09 ·i?M 43 .. 1 51.1 11:08:09 PM 29;5 51.5 11:56:09 PM 37.5 51.1 I 10:21 :O~LPM 48.9 50.4 11':09:09 PM 38.6. 52,6 11:57:09 PM 0 48.9 10:22:09 PM 46.8·· 5.3.5 11.:10:09 PM 39;6 53.3 11:58:09 PM 7.9 5,0.4 10:23:-09PM 50.8 53.8 11::11:09 PM 0 48.6 11:59:09 PM 2a.4 50.8 10:24:09:PM 49.5 51.6 11.:1.2:09 PM .26 51.,3 12:00:09 AM 22.7 51.7 10:25:09.PM 47.3 5,0.3 11 :1.3,,09 PM 23·.8 51 12:01:09 AM 30.5 50.6 10:26:09 PM 4.9.7.' 51.4 ·11:14:09 PM 0 48 12:02:09 AM 16'.3 50 1.0:27:09 PM 50,.2 50:5· ·11:15:09.PM 0 48'1' 12:03:09 AM 37.9 52:2 10:28:09 PM 49.3 50.4 1'1:16:09 PM 37.7 55.7 12:04:09 AM 19.3 51.6 10:29:09 PM 4:B.4 50.3 11:17:09PM 39,5 5·1.a 12:05:09 AM 19.5 51.4 10:30:09 PM 49.5 51:.5 11t18:09 RM 0 49-.4 12:06:09AM 0 49.5 · 10:31:09 PM . 46:6 54.9 11:19:0~ PM 0 49:1 12:07:09 AM 0 47.1 10:32:09' PM 51'.3 55.3 11 :~0:09· PM ()· 49.1 12:08:09 AM 0 49.A 10:33:09 PM. . 50:8 56.1 11:21::09 PM 31.6 51 · 12:09:09 AM 0 49.4 ',· 1.0:34:09PM 49.9 50.6 1'1:22:09· PM 30,1 :55.4 12:10:09AM 0 48 10:35:09:PM !?0.3 ,,51. 11-:23:09 PM ' 48:6' 12:11:09 AM 0 47.1 ·O 1.0:36:09 PM 50.Q 5~.9 11~24,09 PM 0, 48.3 12:12:09 AM 25.2 51.6 10:37:09 PM 50,.6 52.4 11:25:09 PM 0 48.4 12:13:09 AM .33 50.8 to;38:09 PM 50.3 52.1 f1:ie:09 PM 0 48.6 12:14:09 AM 30.2 54·.1 10:39:09 PM 50;3' 5).4 11:27:09 PM 0 48·.5 12:15:09 AM 23.8 51.2 10:40;09 PM 55.4 62'.1 1'1:28:09 PM,· 0 48.4 12:16:09 AM 0 48 10:41:09 PM 60.3 ·6aA 1'1:29:09PM 4t.3. '54.8 12:17:09 AM ,O' 47 10:42:09 PM 5J~.8 5,1.5 H:30:09RM 3p:.6, 53 12:18:09AM 0 47.3 10:43:09 PM 51 53.1' 11:'31::09 PM 42.3 51.8 12:19:09 AM '29.8 51..5 10:44:09PM 50.7 .. 51.8 11':32:0"9PM > 45.7 51.2 12:20:09 AM o· 47 10:45.:09 PM 50:8 52.4 11:~~:09PM 39.3 51.6 12:21 :09 AM 0 47.7. Location 4 (Lot 98): Raw Data 12:22:09 AM 0 47.9 1:10:09AM 0 46.6 1:58:09 AM 0 47.8 12:23:09 AM 0 46.8 1:11:09 AM 0 46.3 1:59:09 AM 0 48 12:24:09 AM 0 46.5 1:12:09 AM 0 46.2 2:00:09 AM 0 44.9 12:25:09 AM 0 46.3 1:13:09 AM 0 46.5 2:01:09 AM 0 44.9 12:26:09 AM 0 46.4 1:14:09 AM 0 46.2 2:02:09 AM 0 44.8 12:27:09 AM 0 47.1 1:15:09 AM 0 46.4 2:03:09 AM 0 47.7 12:28:09 AM 0 46.4 1:16:09 AM 0 47.6 2:04:09 AM 0 48.2 12:29:09 AM 0 46.3 1:17:09 AM 0 46.8 2:05:09 AM 0 45.1 12:30:09 AM 28.6 52.4 1:18:09 AM 0 45.4 2:06:09 AM 0 44.7 12:31:09 AM 0 48.1 1:19:09 AM 0 45.8 2:07:09AM 0 46.8 12:32:09 AM 0 49.1 1:20:09 AM 0 46.2 2:08:09 AM 0 45.8 12:33:09 AM 0 47.4 1:21:09 AM 0 45.4 2:09:09 AM 0 44.4 . 12:34:09 AM 0 47.1 1:22:09 AM 0 45.9 · 2:10:09 AM 0 44.3 12:35:09 AM 0 47.5 1:23:09 AM 0 46.2 2:11:09 AM 0 44.2 12:36:09 AM 0 49.1 1:24:09 AM 0 46.6 2:12:09 AM 0 44.3 12:37:09 AM 0 46.9 1:25:09 AM 0 46.1 2:13:09 AM 0 44.2 12:38:09 AM 0 48.9 1:26:09 AM 0 45.9 2:14:09 AM 0 44.2 12:39:09 AM 0 49.7 1:27:09 AM 0 48.2 2:15:09 AM 0 44.1 12:40:09 AM 0 47.2 1:28:09 AM 0 45.4 2:16:09 AM 0 44.2 ·12:41:09 AM 0 49.4 1:29:09 AM 0 44.9 2:17:09 AM 0 44.1 12:42:09 AM 0 47.1 1:30:09 AM 0 44.9 2:18:09 AM 0 45.1 12:43:09 AM 28.1 50.7 1:31:09 AM 0 47.8 2:19:09 AM 0 45.1 12:44:09 AM 0 47.3 1:32:09 AM 0 45.1 2:20:09 AM 0 44.9 12:45:09 AM 0 46.3 1:33:09 AM 0 44.7 2:21:09 AM 0 44.8 12:46:09 AM 0 46 1:34:09 AM 0 44.7 2:22:09AM 0 44.8 12:47:09 AM 0 46.1 1:35:09 AM 0 47.9 2:23:09 AM 0 44.9 12:48:09 AM 0 45.9 1:36:09 AM 0 49.4 2:24:09AM 0 45 12:49:09 AM 0 46.3 1:37:09 AM 0 46.6· 2:25:09 AM 0 44.7 12:50:09 AM 0 46.6 1:38:09 AM 0 45.8 2:26:09 AM 0 44.6 12:51 :09 AM 0 47.2 1:39:09 AM 6.3 50 2:27:09AM 0 48.7 12:52:09 AM 0 47 1:40:09 AM 0 46.5 2:28:09 AM 0 44.2 12:53:09 AM 0 48.1 1:41:09 AM 20.4 51.7 2:29:09 AM 0 44.2 12:54:09 AM 0 48.3 1:42:09 AM 19.6 50.3 2:30:09 AM 0 44.2 12:55:09 AM 15 50.4 1:43:09 AM 33 55.2 2:31:09 AM 0 44.4 12:56:09 AM 0 47.7 1:44:09 AM 0 47 2:32:09 AM 0 44.2 12:57:09 AM 0 49.5 1:45:09 AM 0 45.7 2:33:09 AM 0 44.3 12:58:09 AM 0 46.6 1:46:09 AM 0 47.5 2:34:09 AM 0 44.3 12:59:09 AM 0 45.9 1:47:09 AM 0 49.4 2:35:09 AM 0 44.2 1:00:09 AM 0 46 1:48:09 AM 32.6 51.5 2:36:09 AM 0 46.6 1:01:09 AM 0 45.7 1:49:09 AM 0 48.2 2:37:09 AM 0 45.8 1:02:09 AM 0 45.9 1:50:09 AM 0 48.7 2:38:09 AM 0 44.8 1:03:09 AM 0 45.6 1:51:09 AM 0 47 2:39:09 AM 0 45.6 1:04:09 AM 0 47.5 1:52:09 AM 0 47.8 2:40:09 AM 0 44.6 1:05:09 AM 9 45.5 1:53:09 AM 0 47.7 2:41:09 AM 0 46.3 1:06:09 AM 0 45.9 1:54:09 AM 0 45.8 2:42:09 AM 0 44.5 1:07:09 AM 0 46.4 1:55:09 AM 0 46.8 2:43:09 AM 0 44.5 1:08:09 AM 0 47.4 1:56:09 AM 13.5 50.1 2:44:09 AM 0 44.4 1:09:09 AM 0 46.3 1:57:09 AM 0 46.2 2:45:09 AM 0 44 ,·' I '!·''. _, Location4{Lot 98): /1 Raw Data ~-. !..• ,- · 2:46:09AM ·'o 44 '3:34:09AM 0 45.1 4:22:09 AM 0 48.5 2:47:09,AM d · 44.1 3:35:09AM 0 45.7 4:23:09 AM 0 45.2 , '2:48:09.AM '0 44 3:36:09AM 'O 44.5 4:24:09AM , 0 42:9 2:49:09AM 0 48,1· ,3:37:09AM 0 43.9 4:25:09 AM 0 42.8 2':50:09AM .0 44.2 \3:38:09 AM . 0 48.3 4:26:09AM 0-42.9 2:51;09 AM ·o 48:3 3:39:09AM ·o 44 4:27:09 AM 0 48.7 2:52:09AM o: 48,9 3:40:'09AM 0 .43.2 4:28:0.9 AM 0 43:5 2:53:09AM 0· 46.2 ,3_:41':09.AM 0 43.4 4:29:09AM 0 48.1 .2:54:09AM 0 44.9 3:42:09AM 0 46.3' 4:30:09AM 0 44 2:55:09AM .o 44.9 3:43':09 AM · o· · 43.2 4:31:09AM 0 42.9 2:56:0.9AM 2Q:~ · s2:t 3:44:09 AM · · 0 44.9 4:32:09AM 0 42.8 2:57:09AM 0 48.3 3:45:09AM 0 48.4 4:33:09 AM· 0 46.4 2:58:09 AM 0 49.3' 3:46:09-AM 0 · 46.9 4:34:09 AM 15.5 50.2 2:59:09·AM 0 48.8' 3:47:09AM: 0 43.3 4:35:09AM 0 43 3:00:-09AM 0 I 46.3' 3:48:09AM O' 43.2 4:36:09AM 0 44.9 · 3:01:b9·Arvi .o 44,3 · 3:49i09AM 0 43.6 4:37:09 AM 0 49.6 3:02:09AM ·0 4.6.4 3:50:09AM Q. 46.5 4:38:09AM 0 43.7 3:0.3:09 AM 0 44·.2 3:51:09 AM Q 43.6 4:39:09 AM 0 49.8 3:04:09AM O' 44.1 3:52:09 AM 0 43.4 4:40:09 AM 0 45.2 · 3:05:09' AM 0 43.7 3:53:09AM 0 43.4 4:41:09 AM 0 44.2 3:06:09 AM 0 4'3.9 3':5'4:09 AM 0 43.5 4:42:09 AM 0 48.1 3:07:0.9AM o· 43.6 3:5$:09 AM 0 43.5 4:43:09 AM 0 4e.4 3:08:09.AM 0 43.5 3:56:09AM 0 47.1 4:44:·09 AM 29 51..8 . 3:09:09' AM .0 '' 4·3.5' 3:57:09AM 0 43.4 4:45:09 AM 0 42:8 3::10;09 AM ·O' 43.5 3:58:09 AM 0 43 4:46:09AM 0 43.5 3:11:0_9· AM 0 43.5 3:59:09 AM 0 43.1 4:47:09 AM '0 43.6 3:12:09-AM 0 43.6 4:00:09AM 0 4'3 4:48:09 AM ·d 43.5 / 3:13:09AM 0 43.6 4:01':09'AM 0 43.4 4:49:09 AM O· 43.5 3114:09,AM 0 46.8 4:02:09AM 0 4~.4 4:50:09AM 22.3 51.1 3:15:09'AM -Q 46:5 4:03:0~ AM 0 47.4' 4:51:09 AM 16.3 50.4 {3:16:09 AM 0 43.8 4:04:09 AM 0 45~2 4:52:09 AM 0 48.1' . 3:1.7;09 AM '0. 43.9 -4:05:09AM 0 43.2 4:53:09 AM 0 48·.5 3:18:09 AM 0 . ,, 44 4:Q6:09AM 0 · 43.2 4:54:'09 AM 0 49 · 3:19:09 AM ·0. 44.9· 4:07·:09AM 0 43.6 4:55:09AM 0 42.8 3:20:09 AM 0 45.9 4:08:09·AM 0 413.1 4:56:09 AM 0 49.4 3:21:09.AM 0 .44 4:09:09AM 0 44 4:57:09 AM 0 48.9 3:22:09AM .. o 43.6 4:1.6:09-AM 0 43.9 4:58:09AM o· 47.7 3:23:Q9AM .0· · 43.8 4:1'1:09AM 0: 43.6 4:59:09 AM 0 47.9 3:24:09AM 0 4~.7 4:12:09AM 0 49,1 5:00:09 AM 0 46.7 3:25:09AM 0 43.6' 4:13:09 AM .o 43.7 5:01:09 AM 0 46.7 3:26:09 AM 0 43.6 4:14:0.9AM Q, 43.8 5:02:09AM ·O 43 3:27:09AM 0 43.8 4<:1=5:09 AM 0 47.8 5:03:09 AM 0 -49.4 3:28:d9AM -0 43.6 4:1:6:09'AM o· 43,6 5:04:09AM 0 46.7 3:29:09· AM· '' 0 43.6 · 4:17.:09AM 0 44.1 5:05:09 AM 0 4p.2 3:30:09AM 0 43.5,. ., 4:18:09 AM 0 43.7 5:06:09 AM 0 49.5 3:31:09AM 0 49' 4:19:09'Al'v1 0· 44.3 5:07:09 AM· ·0 45 3:32:09 AM · 27.2 51 4:20:09AM a 47.7 5:08:09 AM· ·o 46.'2 3:33:09 AM 0 · 44.3 4:21':09 AM d 49.1 5:09:09 AM d 47.,8 ,I " ' Location 4 (Lot 98): Raw Data 5:10:09 AM 0 43.8 5:58:09 AM 36.9 54 5:11:09 AM 30.6 53 5:59:09 AM 0 49.6 5:12:09 AM 25.6 51.9 5:13:09 AM 0 46.1 5:14:09 AM 0 42.9 --· 5:15:09 AM 0 43.2 5:16:09 AM 0 48.7 5:17:09 AM 0 46.7 5:18:09 AM 0 43.1 5:19:09 AM 0 49.3 5:20:09 AM 0 49.1 5:21:09 AM 33.2 53.3 5:22:09 AM 30.5 52.8 5:23:09 AM 0 44.8 5:24:09AM 0 43.2 5:25:09AM 30.7 52.9 5:26:09 AM 0 47.4 5:27:09 AM 32.9 52.2 5:28:09AM 0. 43.9 5:29:09 AM 0 48.6 5:30:09 AM 0 49.7 5:31:09 AM 39.7 52.1 5:32:09 AM 19.8 50.4 5:33:09 AM 0 49 5:34:09 AM 37.9 52 5:35:09 AM 28.4 51.5 5:36:09 AM 0 49.7 5:37:09 AM 0 48.2 5:38:09 AM 0 47.9 5:39:09 AM 0 49.6 5:40:09 AM 23.9 51.1 5:41:09 AM 0 47 5:42:09AM 25.2 50.2 5:43:09AM 29 50.5 5:44:09 AM 30.4 52.3 5:45:09 AM 37.3 52.4 5:46:09AM 29 50.8 5:47:09 AM 44.7 52.8 5:48:09 AM 42.3 53.3 5:49:09 AM 19.8 50.8 5:50:09 AM 15.2 50.1 5:51:09 AM 39.7 52.2 5:52:09 AM 18 50.3 5:53:09 AM 43.6 53.9 5:54:09 AM 38.8 61.1 5:55:09 AM 47 58.2 5:56:09 AM 39.5 52.6 5:57:09 AM 41.6 54.4 ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Copyright© 1998 ICBO Evaluation Service, Inc. Filing Category: SKYLIGHTS AND SMOKE VENTS (232) NATURALITE SKYLIGHTS NATURALITE/EPI SKYLIGHT SYSTEMS 750 AIRPORT ROAD TERRELL, TEXAS 75160 1.0 SUBJECT Naturalite Skylights. 2.0 DESCRIPTION 2.1 General: Naturalite acrylic plastic skylights are formed into domes from 0.118-and 0.177-inch-thick flat sheets of Class CC2 acrylic plastic identified as Type Perspex CP produced by ICI Acryl- ics, Inc., and covered under ER-4900 and as Aristech Acrylic Plastic produced by Aristech Chemical Corporation and cov- ered under ER-2576. Naturalite polycarbonate plastic sky- lights are formed from 0.187-inch-thick flat sheets of Class CC1 polycarbonate plastic identified as Lexan XL produced by GE Plastics and covered under ER-3286. The formed plastic sheets are factory attached to a retaining frame of 0.065-inch-thick 6063-TS aluminum complying with require- ments noted in Table 20-11-A and Table 20-11-B of the code. The CM models are curb-mounted and the SF models are self-flashing. See Tables 1 and 2 for model sizes, allowable loads and required number of fasteners. See Figures 1, 2 and 3 for further details. 2.2 Installation: The curb-mounted models are installed on curbs of minimum 2-inch by 6-inch nominal, 0.5 specific gravity lumber, having sufficient depth to mount plastic at least 4 inches above the roof plane. The wood curb and attachment to the roof surface must be designed to resist the wind uplift and gravity loads. The roof covering is removed and an opening equal to the inside curb dimensions of the skylight is cut through the roof sheathing. The curb is fastened to the roof framing for the curb-mounted skylights, with the inside dimensions the same as inside curb dimensions of the skylight. A 1/2-inch-diameter ER-3794 Reissued March 1, 1998 bead of nonhardening sealant is applied on top of the curb or deck before setting the skylight in place. Curb-mounted sky- light is attached to the curb and self-flashing skylight to the deck, with 1 / 4-inch-diameter by 11 /2-inch-long lag screws with spacing not exceeding 12 inches on center. Total number of screws per skylight are indicated in Tables 1 and 2. For curb-mounted skylights, the gap between the skylight frame and curb must be fully shimmed to allow fastener to be prop- erly installed. Skylights must be properly flashed as required by the code. The self-flashing skylights are designed for mounting through the roof deck into a framing member. For further details refer to Figure 2. Sealant compatible with roofing is applied over the mounting flange of the self-flashing skylights and covered with the roof covering in a manner to ensure a watertight seal. 2.3 Identification: Each skylight is identified by a label bearing the manufactur- er's name and address, plastic dome thickness, plastic clas- sification and evaluation report number. In addition a safety label warning of risk of fall is applied to each unit. 3.0 EVIDENCE SUBMITTED Data in accordance with ICBO ES Acceptance Criteria for Plastic Skylights (AC16), dated April 1997. 4.0 FINDINGS That the Naturalite Plastic Domed Skylights described in this report comply with the 1997 Uniform Building Code™, subject to the following conditions: 4.1 Installation complies with Sections 2409.4 and 2603.7 of the code, manufacturer's instructions and this report. 4.2 Allowable loads do not exceed those noted in Tables 1 and 2. This report is subject to re-examination in two years. Evaluation reports of ICBO Ei•aluatio11 Service, Inc., are issued solely to provide i11formatio11 to Class A members of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant, The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no wa"anty by ICBO Evaluation Service, lllc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 8 PQge2 of 8 TABLE 1-POLYCARBONATE PYRAMID SKYLIGHTS INSIDE CURB OUTSIDE DOME DOME RISE MAXIMUM ALLOWABLE LOADS (psi) MODELNO.1 DIMENSION (Inches) THICKNESS (Inch) (Inches) Live or Snow Wind Uplift 2222 221/4 by 221/4 0.187 5 20 20 3030 301/4 by 301/4 0.187 6 20 20 3737 37 by 37 0.187 8 20 20 4646 461/4 by 461/4 0.187 10 20 20 4848 48 by 48 0.187 10 20 20 2246 221/4 by 461/4 0.187 ,. 5 20 20 3046 301/4 by 461/4 0.187 6 20 20 4669 461/4 by 691/2 0.187 10 20 20 4689 461/4 by 891/z 0.187 JO 20 20 4872 48 by 72 0.187 10 20 20 4896 48 by 96 0.187 10 20 20 1Model numbers have the following suffixes: PCMP (curb mount) PTLP (thermalized curb mount) PSFP (self flashing) PVCP (vented louvered curb) TABLE 2-ACRYLIC SKYLIGHTS INSIDE CURB OUTSIDE DOME DOME RISE MAXIMUM ALLOWABLE LOADS (psi) MODELNO.1 DIMENSION (Inches) THICKNESS (Inch) (inches) Live or Snow Wind Uplift 2222 221/4 by 221/4 0.118 5 20 20 3030 301/4 by 301/4 0.118 6 20 20 3737 37 by 37 0.118 8 20 20 4646 461/4 by 461/4 0.118 10 20 20 4848 48 by 48 0.118 10 20 20 2246 221/4 by 461/4 0.177 5 20 20 3046 301/4 by 461/4 0.177 6 20 20 4669 461/4 by 691/2 0.177 10 20 20 4689 461/4 by 891/2 0.177 10 20 20 4872 48 by 72 0.177 10 20 20 4896 48 by 96 0.177 10 20 20 1Model numbers have the following suffixes: CM (curb mount), SF (self flashing) and VC (vented louvered curb). '5603 ACRYLIC PLASTIC DOME 20% TO 25,C RISE 2513 RET. ANGLE ----.. .065' EXTR. ALUM. #10 X 7/1ff' S.S. - S/M SCREW O 12 O.C. 1/1{' X 1 1/'r GAJ..V. LAG SCREW O 12 O.C. 2511 FR.~E ------IMI .07-r' EXTR. ALUM. SHIM I'S REQ'D ____ _, CONDENSATE GUTTER 1/Z' Fl.ASHING ------il""'i ._ ______ INSIDE .,_ CLEARANCE 1 1/'r THICK WOOD CURB X' X ff' MIN. CURB MOUNT SINGLE DOME FIGURE 1-CURB-MOUNT SKYLIGHTS CURB DIMENSIONS (SEE TABLE 2) ER-3794 NO. OF FASTENERS (1/4'' by 111," Lag Screws) 8 12 12 16 16 12 20 24 24 24 24 NO. OF FASTENERS (1/4" by 11/2" Lag Screws) 8 12 12 16 16 12 20 24 24 24 24 Page 3 of 8 ACRYLIC PLASTIC DOMES 20" TO 25" RISE 3/ ,f' MIN. AIR SPACE f5603 BUlYL TAPE 2513 RET. ANGLE-----.. .065" EXTR. ALUM. 1 / 4• X 1 1/'t' GALV. LAG SCREW O 12 O.C. 2511 FRAME -------.111 .07'.t' EXTR. ALUM. SHIM AS REQ'D ____ _, CONDENSATE GUTTER 1/'t' Fl.ASHING _____ ..., ------INSIDE Cl£ARANCE CURB Fl.ASHING 1 1/'t' THICK WOOD CURB 't' X f{' MIN. CRUB MOUNT DOUBLE DOME POLYCARBONATE PYRAMID 20" TO 25% RISE 2513 RET. ANGLE ----... .065" EXTR. ALUM. 1/4• X 1 1/'t' GALV. CURB DIMENSIONS (SEE TABLE 2) · LAG SCREW O 12 O.C. CONDENSATE GUTTER SEALA,'IT 2511 FRAME -------111 .07'!' EXTR. ALUM. SHIM AS REQ'D ____ ..., 1 /'t' Fl.ASHING __,_ ____ ..., .,_------INSIDE - CLEARANCE CURB f1ASHING 1 1/1.' THICK WOOD / CURB 't' X f{' MIN. CURB MOUNT SINGLE DOME POLYCARBONATE PYRAMID CURB DIMENSIONS (SEE TABLE 1) FIGURE 1-CURB-MOUNT SKYLIGHTS-{Continued) ER-3794 Page4 of 8 Ii ,,,, 2513 RE'T-; ANGLE .065' EXTR. ALUM. 110 X 7 /Hf' S.S. 1,. POLYCAAtlONATE PYRAMID 20% TO 25!1; RISE 3/ 4" MIN. AIR SPACE S/M SCREW O 12 O.C. 1/4" X 1 1/2" GAI..V. LAG SCREW O 12 O.C. CONDENSATE GUTTER 2511 FRAME -------111 SEALANT .072" EXTR, ALUM. SHIM f,S REQ'D ____ ..., 1/2" FLASHING -------i ..__-----INSIDE CLEARANCE CURB FLASHING 1 1 /2". THICK WOOD CURB 2" X ff' MIN. CURB MOUNT DOUBLE DOME POLYCARBONATE PYRAMID CURB DIMENSIONS {SEE TABLE 1) FIGURE 1-CURB-MOUNT SKYLIGHTs-(Contlnued) ACRYLIC Pl.ASTlC DOME 20!1; TO 25,; RISE 65603 BVTYL TAPE l 2513 RET. ANGLE --- .0SS-EXTR. ALUM. (/10 X 7 /1 ff' S.S. S/M SCREW O 12 O.C. 2512 FRAME SELF FlASHING .08(J EXTR. ALUM. ROOFING, SEALANT, ROOF DECK ETC. CONDENSATE GUTTER 4" INSIDE .., ..., CURB DIMENSIONS (SEE TABLE 2) SELF fl.ASHING SINGLE DOME FIGURE 2-SELF-FLASHlNG SKYLIGHTS ER-3794 Page 5 of 8 ACRYLIC PLASTIC DOMES 20,r; TO 25,r; RISE 3/ 4• MIN. AIR SPACE 2513 RET. ANGLE .065" EXTR. Al-UM. f10 X 7/Hf' S.S. S/M SCREW O 12 O.C. 2512 FRAME SELF FLASHING .080-EXTR. Al-UM. 1/4• X 1 1/':t' GALV. L.\G SCREW O 12 O.C. CONDENSATE GUTTER 4" INSIDE IIOO .,. CURB DIMENSIONS {SEE TABLE 2) SELF ~HING DOUBLE DOME POLYCARBONATE PYRAMID 20,: TO 25'1: RISE 2513 RET. ANGLE -------.. .065" EXTR. Al-UM. 2512 FRAME SELF FLASHING .080-EXTR. Al-UM. ROOFlNG, ScALANT, ROOF DECK ETC. 1/4• X 1 1/':t' GALV. L.\G SCREW O 12 O.C. CONDENSATE GUTTER 4" J_ INSIDE .., .., CURB DIMENSIONS (SEE TABLE 1) SELF FLASHING SINGLE DOME POLYCARBONATE PYRAMID FIGURE 2-SELF-FLASHING SKYLIGHT5-{Continued) ER-3794 Page 6 of 8 2513 RET. ANGLE ,065" EXTR. ALUM. f10 X 7/1~ S.S. POLYCARBONATE: PYRAMID 20" TO 25,; RISE 3/4" MIN. AIR SPACE S/M SCREW O 12 O.C, 2512 FRAME SELF A.ASHING .080" EXTR. ALUM. CONDENSATE: WEEP HOLES CONDENSATE: GlJTTE 4" ROOFlNG, SEAi.ANT, ROOF DECK ETC. J_ 1/4" X 1 1/'t' GALV. LAG SCREW C 12 O.C. INSIDE .. .., CURB DIMENSIONS (SEE TABLE 1) SELF Fl.ASHING DOUBLE DOME POLYCARBONATE: PYRAMID FIGURE 2-SELF-FLASHING SKYLIGHT5-(Continued) 2!113 RET. ANGLE .oea" EXTR. ALUM. 2511 FR,f,ME --- .07'1' EXTR. -'LUM. #10 X 7/Hf' S.S. S/M SCRE:W O 12 O.C. ACRYLIC PLAS11C DOWE 20~ TO ~:; RISE LOUVER ~ -----M .oe:z AWM. LOWER BtADE (M>) ____ ....,_, .06'1' >UJM. SUPPORT 5-n:w>S ------1 12 ga. G>J..V. sn. SHIM AS REQ'D 1/4• X 1 1/'t' G>LV. I.AG SCREW O 12 O.C. SUPPORT STR>.PS 12 ga. CIJ..V. sn. LOUVER BOTTOM .002 ALUM. t 1 /'t' THICK WOOD CURB 'Z' X tf' MIN. 1/'t' Fl.ASHING ------~, ct.EAAANCE '-------INSIDE ----CURB DIMENSIONS CURB Ft>SHING VENT CURB SINGI.£ DOME (SEE TABU'. 2) FIGURE 3-VENT CURB SKYLIGHTS ER-3794 Page 7 of 8 ACRYUC Pt.AS1JC OOUES 2°" TO 25" RISE 3/4" I/IN. AIR SP>CE #5603 BUTYL TAPE- 251J RET. ANGLE ~ .06:5" EXTR. ALUM. "- #10 X 7/Hf' S.S. S/M SCREW O 12 O.C. 2511 FRAME ____ ___,..,.. .on· EXTR. AWi.i. LOUVERED CURS .O&t' Al.UM. SUPPORT STRAPS -----~ 12 qa. G>J..V. STl. SHIM /IS REQ'D 1/4" X 1 1/1:' G>J..V. t.J.G SCREW O 12 O.C. SUP?OITT STRAPS 12 IJCI. GN..V. STt iHl X 7 /16" S.S. S/M SCREW G STRIP LOCATIONS 1/-r' Fl.ASHING -----11•,--il Cl.£ARANCE 1-c>------OUTSIOE·--- CURB DIMENSIONS CURS Fl.ASHING #5603 8UTYl TAPE 2513 RET. ANau: .085" EXTR. ALUU. 2511 FRAME ---.07-r' EXTR. ALUM, LOUVER C>i''------. .0!!2 ALUM VENT CURB DOUBLE DOME POLYCARBONATE P'l'!WAID (SEE TABLE 2) 20" TO 25:1: R> CONOENSl>.TI: GUTTER SUPPORT STRAPS 12 ga. G>J..V, STL LOUVER BW>OE ('TY?.) ----n'I#' .oet' AI..Ul,I. SUPPORT STRAPS -----~ #10 X 7 /16" S.S. Sfi' SCRE.W 0 snw> LOCATIONS 12 90, G>J..V. S'l1.. SHIM /IS REQ'O CURB F1.ASHJNG ----LOUVER BOTTOM .oe2" ALUM. 1 1 /1:' 11-!ICK WOOD CURS 1: X 6" MIN. ------INSIDE ··---CURB DIMENSIONS VENT CURB SINGLE DOME POL~TE PYRAMID {SEE TABU:: 1) FIGURE 3-VENT CURB SKYLIGHTS-{Continued) ER-3794 Page 8 of 8 POLYCI.RBONATE PYRAMID 20X TO 25" RISE 3/,f' MIN. AIR SPACE ~ Bl11YL TN'£ 2!513 RET. ANGLE .ce59 EXTR. ALI.It.I. LOU\'!R BW)£ (TY?) .052" AUJl,I. 2511 FRAME-----__. .072" EXTR. ALUM. LOWER Bl.ADE (TY?) .Ot!t' ALUM. SUPPORT SJ1W>S ------12 ga. O>J..V. sn. SUPPORT STRAPS 12 go. GALV. S'IL SHIM >S REQ'O ... i---4--LOWER BOTTOM .062" ALUM. 1 1 /2" "11-ilCI< WOOD CURB 2" X ff' MIN. 1/2" Fl.ASHINC-----t.,.""11 ------INSIDE P • Cl.£AAANCE CUR9 Fl.>.SHINC VENT CURB DOUBLE DOME POLYCARBONATE PYRAMID CURB DtMENSIONS (SEE TABLE 1) FIGURE 3-VENT CURB SKYLIGHTS-(Continued) ER-3794 ,. I NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option careluly a,d be ue you throughly understand the options before sigring.-The option you choose 'Nill artect'J(U" payment ct the developed Special Tax assessed on your property. This option is available only at the time ct the first btilcing permit iSSlalCe. Property owner signature is required before a bLilding permit will be issued. Yow signature is confirming the accuracy of all parcel and ownership information shown. tf?Jat&moo Lo+ .. qq Jt1v®trnertt Name of Owner Telephone _ <v.o-~ 1010 Address \-Ca lo G.~ d.'f Project Address . ttn,1uho8uw le CA Of2C1of City State Zip Code Carlsbad CA S1ate Zip Code Assessor's Parcel Number, or APN and Lot Number lf not yet subdivided. BLilding Permit Number As-cited by Ordnance No. NS-155 and adopted by the City Council of the City of Carlsbad. California, thc,-City , -is aulhorized to tevy a special-Tax-in Community Facilbies .4istr,ic;t No. 1.-. All ·~esidential property,. upon the-. . issualce-d the firsOx.iking permit, shall have the opti_on to (1), pay the. $PECfAJ,. DEVELOPMENT TAX.ONE- lllVE or (2) assume the ANNUAL SPECIAL TAX-DEVELOPED PROPERTY for a p~ l"l9t to exceed twenty- five (25) years. Please indicate your choice by initialing the appropriate line below:, OPTION .(1 ): OPTION (2): I elect to pay. the SPECIAL DEVELOPMENT_ TAX O~ME now. as a one-tirrie payment Amount of One-Time Special Tax: $ 1 7 J 3> · . Owner's Initials . . I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twentyMyears. Maximum Annual Special Tax: $ ~ '2 2.. f 1 • Owner Initials ________ . · _ I DO HEREBY CERTIFY UNDER PENAL TY OF PERJURY TH~TTHE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PRO~~ONSASSTATEDABOVE. . Tttle 2.-26·00 Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or_completeness-of this informati~. NON-RESIDENTIAL CERTIFICATE zq. e>S3 W 1' 'l./l1~ City of Carlsbad 1~uonou-1-z4.s1111,14,11 CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: · Project Address: A.P.N.: Project Applicant (Owner(s) Name(s)) Project Description: Building Type: Residential Second Dwelling Unit: Res. Additions: \ 2>C!> • tt 1 . C,0 Number of New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Comerc./ Ind.: Square Feet Floor Area 'Z<=t, <!:> ~.S City Certification of 7iJJ-=. Date: Applicant's information: ___ \w-,J·__J,,,.-\~,;;___,_~-~=~>---------"1--~lr-:Z.=-.li~i.l-[--"~~:t>,L,_ ___ _ t Carlsbad Unified School District 801 Pine Ave. · Carlsbad CA 92009 (729-9291) Encinitas Union Sch9ol District 101 South Ranch Santa Fe Rd Encinitas, CA 92024 (944-4300) SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (736-2200) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas. CA 92024 (753-6491) Certification of Applicant /Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the ·best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/ developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: ~ ~£ Date: ;2,/ ;2._y / (56 2075 Las Palmas Dr.• Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 438-0894 •• SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *******************************************************~******************************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE · NAME OF SCHOOL DISTRICT DATE PHONE NUMBER C8994643 1610 FARADAY AV CBAD SHELL TILT-UP 29,053SF COMM IND INDUST Lot#: THE BLACKMORE CO (~lt1t[ct<t TD C.<T'tr ?L,(2.6, B~lL r.,.;/ Stt.vc..--CA-t-C.$ i l <tl ao C.Lf'\ I /'1--(oo c.,-r-'-( e ,-, 11<.ec-S Desi::_ I ( '1-~!oo G-t-r'f w ~<~wJe. r,,,/ CPIZ#ierc,,..,_::,,s \ \. itu..(oo c.o~w err'{ rr $~, Tl' CIT·'( I (7"Wt-''61L r!-kf'-'.D,~@ o,.,.,,-,~ n:. TV Gc<=,lL- ftU-ri:: T?:' ·F[IZ-G / e.,.tT'·! ::i::_ Tei ~OR... z{--t-C-t T""( p:::., e., FC.. 'I., ( 1., '-.,( &e> {"""e,6-rp~ a.A, ~r""'!::> f {o,,v., @) f.e,_.. 1,,\ vl 1< 9:1 ·-... > i ,t ' t ~ ,:Ji ~ BUILDING PLANNING ENGINEERING FIRE APPruFqRM · HE~l TH DEPT -----HAZ r.v-.r I AIR QU;.i.i. -----,..-()TH(!< SF.WEROISTR, ___ -_--~--=-BLDG GRADl,NG-tfffER r, ,!,,-,-i; __ [l'?l.£"1b:, --' -~/r7o FR'-JM ,.,OPL.•CANT --r---------. . . . PLAN C~J,t ____ ENG CORR ________ SCHOOL FORM _ _ ____ CFO FORM -. .;,:;,··1 . ,'·';!f:. '. ,!f,,.,l . : 'f.,j :· "] \ =?:f,/t»_ ; _____ PE & M WORKSHEET _________ ____._ _____ BLDG FEES COMPLETE I, \' \ 08/18/2000 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: TRACY SEAN 858 677-9880 Total Fees: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR00119 Building Inspection Request Line (760) 602-2725 1610 FARADAY AV CBAD PCR Lot#: 0 $0.00 CB99-4643 Construction Type: NEW Status: Applied: Entered By: Plan Approved: Issued: INVITROGEN Inspect Area: DEFERRED SUBMITTAL FOR GLAZING & ROOF TRUSSES Owner: ISSUED 07/26/2000 MOP 08/10/2000 08/18/2000 6427 08/18l'OO 0001 01 02 C-PRMT $109.00 Total Payments To Date: $0.00 Balance Due: $109.00 Plan Check Revision Fee $109.00 FINAL APPROVAL Date: L{/2:f//V Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020( a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this, or as to which the statute of limitations has reviousl otherwise ex ired. / 109-00 •' " t DATE: August 8, 2000 JURISDICTION: Carlsbad EsGil Corporation 1n Partnersfiip witfi (jovemment for 'Buiufing Safety PLAN CHECK NO.: 99-4643 PCR00119 PROJECT ADORESS: 1610 Faraday Ave. SET:I PROJECT NAME: INVITROGEN Trusses and Glass structure ~~CANT ~- D PLAN REVIEWER D FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans trans~itted herewith will substantially comply with the jurisdiction's building codes when minor defi~lencies identified below are resolved and checked by building department staff. D The plans transrrfitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ·.t 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: ~ 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: Date contacted: (by: ) Mail Telephone Fax In Person 0 REMARKS: By: Sergio Azuela Esgil Corporation D GA D MB D EJ D PC Telephone #: Fax#: Enclosures: .. , 7/27 tmsmtl.dot t3_.:,. 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 .. Carlsbad 99-4643 PCROO 119 August 8, 2000 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4643 PCR00119 PREPARED BY: Sergio Azuela DATE: August 8, 2000 BUILDING ADDRESS: 1610 Faraday Ave. Invitro Trusses & Glass structure BUILDING OCCUPANCY: B, F-1 & S-1 TYPE OF CONSTRUCTION: VN BUILDING BUILDING AREA VALUATION I VALUE ($) I PORTION ( Sq. Ft.) MULTIPLIER Air Conditioninq Fire Sprinklers TOTAL VALUE D 199 UBC Building Permit Fee IZ] Bldg. Permit Fee by ordinance:$ 167.60 D 199 UBC Plan Check Fee IZ] Plan Check Fee by ordinance: $ 108.94 Type of Review: IZ] Complete Review D Structural Only IZ] Hourly D Repetitive Fee Applicable D Other: · Esgil Plan Review Fee: $ 87.15 Comments: 1 hr@ $ 87.15/hr = $ 87.15 Sheet 1 of 1 macvalue.doc 5100 '1ci:lley ~ Joist, Inc. manufacturels of joist and metal deck :f ; June 8, 2000 a 1ub1ldlnry or uscoel· 1-.cf,,,~i..o .. (775) 575-7337 Fa .. -..;: (775) 575-7222 P.O. Box 2170 255 Logan Road Logan ImlusLrial Park Fcntlcy, NV 8D408 ENGINEERING REPORT COVER SHEET #Fl FOR FINAL CALCULATIONS FOR APPROVAL BY ENGINEER OF RECORD RE: INVITROGEN, CARLSBAD, CA VALLEY JOIST CONTRACT NO.: 0N00139 CUSTOMER: JD2, INC. 2049 KURTZ ST. SAN DIEGO, CA 92138-2657 //ATTENTION: DENNIS CODY PHONE: 619-295-3153 THIS ENGINEERING REPORT SIGNATURE PAGE SHEET NO. Fl OF 1 IS PROVIDED FOR JOIST MARKS as shown on the calculation pages 1-45 and JOIST LIST SHEETS pages 1-5. THESE JOISTS ARE AS MARKED ON THE JOIST PLACEMENT PLANS. The bridging is to be in place and anchored as required by the SJI Specifications & Technical J)igests. The work was prepared under the supervision of Valley Joist-West's Mr. Walter Worthley, PE, Chief Engineer. The joist designations and special loads were designed by the engineer-of-record, not by the joist manufacturer nor by RICHARD A. PHANEUF, P.E. MR. RICHARD A. PHANEUF, P. E. IS NOT THE engineer-of-record; Mr. Phaneuf is the steel joist component engineer whereby Mr. Phaneuf's scope is limited to. th,c design,,,_of the members in the steel joists. Mr. Phaneuf's scope does not include the complete st.~1!<:1t1Jrr~~if th'1 coordin~tion _of the components within the structure as clarified by ~ •• ,= ; the May-1996 cariforma Boa d of Registration Annual Report. D AejMi£;,. l] Re.-ise and Resubmit 0 §ubmJ'~~cfl~QJ;ESSIONAL ENG EER' S SEAL AFFIXED HERETO INDICATES THAT THE STEEL ' JOISTS WERE DESIGNED ACCORDANCE WITH THE STEEL JOIST INSTITUTE' S This revlew~l&ij~fol}.Ri&HtllG~ S TO SUPPORT THE LOADS furnished and approved by the owner's with t!1e deeilghretIIC@Pt~cH'tll. WMIBc§~L IS NOT INTENDED TO CERTIFY OR IMPLY THAT THE BUILDING gem1u;ll con_If}~~§e>R_1:!50ig~r:f.j'e5~~~fu RM TO ANY NATIONAL STATE OR LOCAL BUILDING CODES. ln tr1e Co:itract D<',,;,.1rne:11s 'correc'tions'ti'r" ' commenr& mad.:; i;,n :ne st1op ~.mwings during this rev1ew\CiAfubEM1iT1Yl\ScfoW.A:t& D, ACTIVE MEMBER OF THE STEEL JOIST INSTITUTE. THE cornµllance Sffi'EVA'N~rswAtp~glaA!N ROUND BARS USED FOR THE CHORDS AND WEBS WAS 50-KSI and i-pecltir ~H*'Ttl\¾-i?~9~li-Wra.4~ti~ten:i. ~hr.ill n,;,t ir,6J!Jtt#J·'.WP.~6Vat'-df'ai'Hiss~~\Sfy~bl1 PER THE SJI SPECIFICATIONS. The joist material sizes were wt·i1cr. tntP. 11¢.esjgJJ,e§l.:iffi~tt®>J1~s;,a:&ss own on the calculations. Valley Joist's ICBO Number is FA-363. r@5pons:t;le i:·,, , ;,· n.;insi. s to bP. coniirmed ~ · and co;relr.1t1;,,. ~.1 i11>r: i•· ,:-;:.e: i omi;;•Eir) ha j7. - pertains sci1e1y :,·., tn;; 1 i:: ,,-;:: __ -s r , ·I::.- to the means, tnitti,o~I~A; -"Ae F, PE #24975 Md procectt.ras of ci@JW@@'@©R~i@tJ.l:®Nl91Jl ERING ot his or her 1.~.1,;ir~ wi~ it1r3t,(lt-11 f~,\l:a~ SCO INDUSTRIES INC. (;)lid f(1f ~·l"'•lf•fl"\"11:)g al(worl< In Ei'-'s'ate' ait8 l $illttsfactory manner. CACALC VJ 0N00l39 Devin~~Jif~tla~~;J_VJ-WESI Data--~-.. By _}!\,~1-J---- ,I ,:,.,,,, 1-----------.-----~ ,,. ~ler.t~ Joi S ;n5y~lries ~ .inc .. manufacturers of joist and metol deck 255 LOGAN ROAD P.O. BOX 2 \ 70 FERNLEY, NEVADA B9408 LONG PHONE (775) 575-7337 ADMIN. FAX {7'i5) 575-7222 ENG. FAX (775) 575-3626 SPAN LIST OVERALL LENGTH TCXL BASE LENGTH TCXR SL 13/1611 X 1 f' SLOTS, 4" GA. SR 8D _1 I[ ______ I ____ JI_J L -1 ------_ _ 1 BDR 1'G END f:1 ---~~~= = ~ ltj JscxLJ ~ TCX . BL TCX BL I w~ ,-----l I ~ TYPE ''E" JC • StATS EXT: 0 CHECK BOX IF WOOD NAIL£RS ARE RE.QUIRED AT TOP CHORD. IF YES, -WOOD TYPE: LSL -SCREW C/c:-=._ 71 :;o 0 3: :c L; -l 0 :;o :;o ..... (') 0 \ B JOJST cou NT OETAIUNG SEQUENCING QTY JOtST IMARK +-C C +--r\.rnr- -~ l-3D'-0'4-l--04 ---JOIST SUBS l EXTEND 1.C. ANGU:S ONLY BASE TCXL / TCXR7 ~~ 1 I I I ·· I I Tt't. 1---· ·· · 1 LENGTH /TYPE /TYPE 0.A.L. 8DL BDR BCXL BCXR SL SR NOTES I 3 / . ~<:>-H * / ~9'-1J34 f 5:t4 5!4 -· ----------(c): o. ·sz1:> ~ NOTE: #\4x2" SCREWS UNO I 4 I l~L\-\ 3"c.B/t'?.~ I T, -()~ ~~6½. -di ---. / L ~ _ & ®z6'(CA.P ru._~~"l\-\~ J( '2.'2>'-'\34-5:.\4-5·¼, --·----0~ o'-44 C == 0~375 I Pl 2 2'3\-11"34 18U-\o'28/1'2.BI T'2. ~ @.::. 13-Y c,._~ \>I.A."tE 11:0m all>$ '---" -a¼-7.0'-o~ -o¼-12. lBU-\ o?.B/\'c.B I 1~ rO~ 3:J'-o¼-~t)t'2. 4 \5U-\:>iB/\'cB I T4 '2.91-\l?,4f Tl-T 12:)l_.\\34/!5¼-l5'¼-I r-·-I ---~-·-l---1(C)==-0,31S @t\,QK el 1"~o;t.\jiK~ \5~0t(oKJ@tc.3~-o -n Ef -1 . ---l I &l®=~<"A??.A~ oom ems. ~~\__ 3'2 I / ! 7 l '291 -3 12J1~·.\4 is r=--~ 1-:_-l ~--1---I©=-o.=Do / I / -o¼-n'-D12. -8''2 ~ l~l 1-\ 325/1 ~~ TS ,9'-334 / I / 031 -3 34115.½-l)S _,;...~--(c; ~ O,G4cS . ~o~zl)-:-{534 J-8\2 ~ \ ~L\-\ 3?.l3/\'c.e TG '29T .. 4 7 I I 7 I / '2~'-4 s-14 U5 o~I-~ -I~)~ o. ~\'25 -o~l30-0°4 l-ff2 '2 \8 LH o?b/ \ 1.B I TT I I I 2.':}'-4-I T ·-, ---·7 I '29'-4-( 1s·-¼-11s ------V'c) == a.~1is r<.5J:1::1.oK@lo'..:1f34J/:t.1.pK@~f11~ _ -~~hd I I I I I ~ --~- -r-<,.,-------~---..L.;;.40:...:_:::...L.:....T..:::.L:...._=-...:LL..::;1ro:'...::'::......:'(~:1Y_!_..'..P....;)'...!..lM NET uPuFT: vEs o Psr __ PLF u.N.o. Jo1sT sPA ___ PAiNr '6 ~ADI..C>Al)-:. \,co::5~P.KEO A"i MY ~a PCI\.JT -r-<p). DIMS. GIVEN IN SLOPED PLAN£ WHERE REQUIRED o YES (TAG LOW UNO) <oRb,...""( "=c-="7.=---'--------'---------t-:::=7:.:.,,,..--r=-==.-d C : 5\..0f'E \<.P,,il::. \-\\EIH ~'D::. \...EFT 'END. OESIGN IN ACCORDANCE WITH --U.B.C. SPECIFICATION (YEAR) PROJECT: \~\J\~ecN 0 =. tDDn'<:J\Jk'-~~~"%"t'lfB ~~1?rr:i _1.0<:..t>-.--n:=:.'D MINIMUM SEAT THlCKNESS (FDR WELD~ c.,t•,R\.. <SSA D _, CA . f: 'l',C, c-_)(l~L "1'2NJ5~ e,y CAP PlA-.E <e LE . TYP. T.C. AXIAL FORCE (UNO): "t:n< DUE TO: WIND O LL O SElSMlC)sl CUSWMER: j D'2 1 H-..\C, T\.\'P-IJ ..Jo\S'T' ScA,@ RE . .-fP. u.\J. AXIAL FORCES ARE TRANSFERRED BY MOMENT Fl OR WELD UNO DYES -~'31:)fJ~~-'32\\0 -J t..>. .i:,.. w -J co (J1 \D w (S) L; C z (S) co [\) (S) (SI (SI (S) I-'- \fl (J1 -0 3: -0 [\) ., OVERALL LENGTH ' I II -~ TCXL BASE LENGTH TCXR ~J~st~i~;w~;IO~ BDL ~c===-~SLI ~13/1/o' X\1!"/SLOT\S, 4'',ZGA. t=====,-l ~DR manufacturers of jofsl and melol deck TAG END_/ ~J J 255 LOGAN ROAD PHONE (775) 575-7337 P.O. BOX 2170 ADt.tlN. FAX (775) 575-7222 1 = = -::J ---------=.,-. --FERNLEY, NEVADA 894-08 ENG. FAX (775} 575_-3626 lscxLJ R TC>: BL TCX BL .-----------1 1 1 ~ ' 1 ~ 0 CHECK BOX IF WOOD LONG SPAN LlST I -~ l NAILER$ ARE REQUIRED I AT TOP CHORD. IF YES, TYPE "A" TYPE "E" -WOOD TYPE: _ LSL \ 2 OIST COUNT O ST B I £xrrno T.c. ANGLES ONLY 1c & sr.Ars EXTENDED -SCREW C/C: _ _ _.;;..__J ___ J I SU S NOTE: #14>t2" SCREWS UNO DETAILING SEQUENCING QlY JOIST MARK BASE TCXL / TCXR / O AL BDL BDR BCXL BCXR SL SR NOTES +-CIC +-TYPE LENGTH hYPE /TYPE · · · -o ::ri-034 -~2. '2 1eu..; '3~ 8/\'i8 Th i9\ 4'+ / / '29l· 4 14-t s··¼-s -·----0~1¾. ---Cc)=-0.150 ' @ -I.OK@ '2\_6 J t/l,Orr-. e 9'-/J l -o ::o'--0'2 -a12. 4 15u.r3'28t'22) n '2~'-4 I I ~~1-4 5·\4 s -·--·-----·-(CJ=o.s12s @ -\.OK@'2'-6., ij1.0l<~ @$l-J6 -o ~·--01?. -8?_ ~ ,eu--\:SZ8/t'Z& T\O '2.~'-4 / / ?.9:.4 5·'4 s -----0~2 -·-(c.')=-o.E/2.S @-\.OK e ~-E>i 1:/oK e 9'-p -o 30--0~ -8\2 '2. 1eur~1B/i'2B Tl\ ,~'-3~4 . / / 29l_334 s·14 i:s -·------·----~c): o.soo I @~ I.OK@ ~1-G \ !j.CK <e. r:l-tJ -a 20'-o~-&12. \ 1eL\--\0'2e/128 1Y2. ~s:. ~55 / / "~~35e 5 14-5 -·----ci"-t¾--·-Cc)"'" ()_3-,s · ©-f.oKe '21--6> ±f .oK e. ~\-p -o od-a'e,-a'e. \ 1l8L\-\3'2e/'i'25 T\3 'c<,\-3~ / / '2.91-350 5¼-5 ------------(C)=-o.515 ~ @-I-OK@ ~:.6J ±f.a<@. 9'-q/ •~; -'l I I "-----6 I I / / & l>S~l0-00 (f.>.. ~')(.. D1:r\.'E:Cn~ L\... ~ ½ '24o r T\_::: L/100 (1"<P). NO UPLIFT: YES O PSF PLF U.N.O. JOIST SPA ___ PAINT . I SEQUENCE !TAG COLOR DA.T£ DETAILED: 04-'21-00 B-=.·t,-oLo~-=1,,c:(K)~~E.Dp..Tb.,\.Y·-(~Pvl~(T'<I'=') DIMS. GIVEN IN SLOPED PLANE WHf:RE REQUIRED DYES (TAG LOW UNO) &Rfo<..Y DATE CHECKED: 04/28/oo C -:::. .!:::-\.."f'i:: ~"TE J \·\-\E.-t-\ ~D..: \...'Er 8-,\_t) DESIGN IN ACCORDANCE WITH __ U.B.C. SPECIFICATION (YEAR) PROJECT: \\-1\/lll<OEIEN DETAILER SHEET D = ~~.\"&!~\.. f~~~·~'°R--.1..QC,.c.,.-.ED MINIMUM SEAT THICKNESS (FOR WELD~ . C.P-.R\.5'o6<.,QJ C6..... , l-\UEio '2_ OF S L6_ l:>-= T,C.A.)<IA.L -W.1>-.\J5~ BY cp,.p Pl...t>..'1£ ~ LE. TYP. T,C. AXIAL FORCE (UNO): "'t.1: K DUE TO: WIND O LL O SEISMICp:( CUSTOMER: JD~ l\-!C. CHECKER JOB NO. ___ _:n~R..~ ~ois, ~e,.., @_ R..'E. (WI=>). \).N. AXIAL FORCES ARE TRANSFERRED BY MOMENT Fl OR WELD UNO DYES m~ 6°t~ £ _· <:)Q.HO /v( S ~ 0 3: :r: ~ -l 0 ;;o ;;o ...... n 0 "D I ~ m z 0 --J 1-'- .i::,.. (,J --J OJ ~ IS) ~ C z IS) OJ N IS) IS) IS) IS) I-'- (.J1 en "D 3: "D (,J t ,, i-----------~-----1 ,. DETAILING SEQUENCING +-CIC +- l -04 "?:0'-012 -B'2. H)4 ?fJ·-o~ -f>'-2 I I ' ~ \ -04 m-o -52 1 + 2. I 30'-o¼--5''l +'2. I zo'-o '4 -52. OVERALL LENGTH TCXL BASE LENGTH TCXR l.3/16~ X 1l" SLOTS, 4" GA. SR ~~1,r.,~ ._,01S ina~~ Ei. 1_1[ _ --_ -E=lt':'t========~====::::;;:==::':::::~======::::;::=.==::.::£"E=J -_ --_ 1_1 BDL -, ---------]1 BDR inc:, monufaclurers of joist and metal deck 255 LOGAN ROAD PHONE {775) 575-7337 P.O. BOX 2 \ 70 ADtdlN. FAX (715} 575-7222 TAG END -f 1 -----~~~~= :c =a k+ jBCXLj ~ FERNLEY, NEVADA 89408 ENG. FAX (775) 575-3626 TCX BL 1 LONG SPAN LIST _\ l_ J0lST COUNT- 1 rr~ ---JOIST SUBS I EXTEND T.C. ANGLES ONLY Q1Y JOtST MARK TYPE BASE I TCXL / I TCXR / LENGTH /TYPE ill.E_EI O.A.L. '2 teiL\--\ 3'28/\ ~B l"'\4 "=~'-3 34 I / I / · I '29'-::, 34 i 1-1 I ( '2. l"BL\-{~'cB/1_'2.B I llS c~'-~ \2. / 1· / <c_~\ 312 I I L Q \BU-\ ~~5/\'2B lllG 2~\-3~1_/ I / I '2~'-355 @i l.0K<2ld-r\~4,/t. qoK~ ~ft\~ iC:< SL i --, I k I ---, 0 CHECK BOX IF WOOD NAILERS ARE REQUIRED AT TOP CHORD. IF YES, -WOOD .TYPE: LSL -SCREW C/C: ==-~ lYPE "E" TC & SEATS EXTENDED N.OTE: # 1 4x2u SCREWS UNO BDL I BDR I BCXL BCXR I SL I SR I NOTES -51,.~.1!5 I -·-----iQ'-441---l(c) z 0,6fc5 5141!5 -·-.... _ 1--. --(c)=· o.~15 5.14I\ s ---I.__,... I--~ (c) =-o. 500 3 I 8LH~'2e/n<o "T\ "( '(~:-5 34-I l I L '2:J '-5 34 JI 5'14 I Is ---\.c) = o.315 ©:.-.1.oK@jl·~~ 1 1/t.olf(e9"-?../ '2. \<o\..\-\3'l8/\~B-TtE:, ~~ \_ 534 I / I / ©~ 1. oK e. Ii-'-e, t /1 .. olf(e <v1-2/ l I I I I I / I / / I / / l / '2~'-534 5 14115 r'i1 t 'i-ft ~Y,ql=. ·-lf5 = 0.-~15 & 05-10-00 A. ~-C€R.l::CT\ON. L\_-= -1"10,,l---;-[}1so 7'(P)~ NET UPLIFT: YESO PSF __ PLF __ U.N.O. JOtST SPA ___ PAINT SEQUENCE TAG-COLOR DATE DETAILED: 04~1c1-00 t) -::. /,,-0\.0P>-.O=-lrOOO~ 'P'LACEt) f::>..., ~'{~£\_ w,~,(~). DIMS. GIVEN IN SLOPED PLANE WHERE REQUIRED D YES (TAG LOW UNO) eRAY DATE CHECKED: 04: 28 0 0 C =-SLOPE..RP....IE.1 1-\\<a.'rl END.:: \.'t?rT £~D DESIGN IN ACCORDANCE WITH ---~-B.C#PECIFICA1l0N (YEAR) · PROJECT: -INVll1206EN DETAILER SHEET D;:: t°\\Oe\J c.t~~,t>,;L f . :-°°".e:) MINIMUM SEAT THICKNESS (FOR WELDV-C-"'RLS\3l"sD1 CA. Hueo 3 OF s £ :::.i.C.t,,.XlAI-"WAIJ5~\':I:::.. oY cp,,.p, TYP. T.C. AXIAL FORCE (UNO); 1,lK DUE TO; WINDO LL O SEISMIC;&(. CUSTOMER: JO~, INC. CKECKER JOB NO. _7::1:l_~~-.JOIST sEP--., G! R. 'E. AXIAL FORCES ARE TRANSFERRED BY MOMENT ll OR WELD UNO O YES ~i\~~TZ.c:A-5: '5'2.l lO f--1 ':::, I '1 ;;o Q ..:,. I y --l D ;;o ;;o ...... n D 7J I D z m z D --'-1 I-" .i:,. (,J --'-1 OJ Ul I.[) (,J IS) Li C z IS) co I\) IS) IS) IS) IS) I-" Vl --'-1 7J 3: 7J .i:,. ? ,,. DETAIUNG SEQUENCING +-I C/C +- +~" I Y:;'-o -8'2 ,+?." I ?.~'-e +':f +'2'' I '2~ ~ 84 *'3'' +2'' 'a'-8'2 +~1 ' -!-'211 33'-O ~82 OVERALL LENGTH ~le1. ~ TCXL BASE LENGTH TCXR 13/16" X Ir° SLOTS, 4" GA SR Joist .nd~C$~ Inc~ F"f=i==~~=====~===~~=~:":::::::~\===,----I _I R ____ J 1 BD manufacturers of joist and metal deck 255 LOGAN ROAD PHONE (775) 575-7 337 P.O. SOX 2170 A0MIN. FAX (775) 575-7222 TAG END 1;;;;;~;;;;;;;;;:;;;;;;;~;;;;;;;;;;;;;;:;;;~~ ~ ,lscxLf = = = = _:~ FERNLEY, NEVADA 89408 ENG. FAX {775) 575-.3626 TCX BL f LONG SPAN LIST T JOIST COUNT 1 TY~ ---JOIST SUBS l E:X"TEND 1.C. A,"\lGLES ONLY QlY JOIS1 !MARK TYPE BASE I TCXL / l TCXR / LENGTH /1YP[ /1YPE O.A.L. I ~eU--\~t2a/,'2f:i IT\ C2) ~9'-5~l--7-1--7 'c~ \~ 5 '2. @-1.0K~,1~81 ±.J.OKj@.~1-2/ '2 \eLH 3'25/\'?.B i'cO 129'-10 I -·-/--1o'-97A "30\-c @-,.0Kel1'-e1 :tVoKl € ~'-27 1" I BOL 51 TC>: BL l TYPE "E"~ TC & Se-ATS E>:TENO~ BDR BCXL BCXR I SL '5 514115 SR 0 CHECK BOX IF WOOD NAILERS ARE REQUiRED AT TOP CHORD. IF YES, -WOOD TYP-E: __ LSl -SCREW C/C: __ NOTE: #t4x211 SCREWS UNO NOTES tJ ~ C),3(5 I I BU--\ ?/2.8/\'?.e; T'2\ '2~-:16¼.I -~-/--I o'-9 /A. "ID'-1¼-~I 5:¼-11s o-Qf---l(C)= o. '5oo \ 18U-\1lcB/t~& IT2~ @-\.oK~ J\'-8~-:t VoKl~~\:e/ Od -l 1'2l', 14115 ~~~-1012.I ---= 7--1 o'---j;7A (c)-=-().G~S 2 \5l\-\3'2.5/\'2'o IT12":) (15)-l,OK@ j1'·8J i.\/.OKl~~1 ~ 2/ 3'21-3'?.. l d-2 /E 1--~ ~ /---oi '~ s '2-\f5·'4 Y '5 ' :-\' 0-11-' -- @:1.oK@Jt'-Jo)-t.i/OKl~~'-0/ ~ / I 7 \ / I / ~~ 7 I 7 7-T 7 7-, -; £ 05-10-00 A 1-\~)( 1 t€R.£CUON LL:: Lj?.40 l'\.;::. '-f \00 (l'(p) · NET UPLIFT: YES O PSF PLF U.N.0. JOIST SPA 1'..\)\:0.b-0.:,. \,COC)"#I ~ J>.'T ~Y, ~e\.. ~\ITT. ( '7'"<?). DIMS. GIVEN IN SLOPED PLANE WHERE REQUIRED O YES (TAGL _O_W_U_N_O_) P~y !SEQUENCE rAG CO[OR DATE DET.AfLEO: 04-'2.7-0 0 DATE CHECKED: C4f c.e/ 0 O C ::;1-.0,:,e R,t,..'Tc:, 1-h~ E\...lb = \..~ E\.JD. DESIGN IN ACCORDANCE WITH __ U.B.C SPECIFICATION {YEAR) D ~WQI.J~ c.o c. ~ '@b-~-w~-;e:c MINIMUM su.1 THICKNESS (FOR wEwsi-ll\ -· - ffi t ~ T.C. A')(.,t>..l_ ~\JS~6:'!,. is>Y c;.o._~ P'IA""iE: e l,E" . 1YP, l.C. AXIAL FORCE {UNO): :(.{\<~ND O LL O SEISMICp( -n-t\:20 ~01~1 ~~T <:e ~,"€:. ,yp , U.t---\. AXIAL FORCES ARE TRANSFERRED BY MOl.tENT ll OR WELD UNO DYES PROJECT: .\N\/\71<0 Er'2W Cp,.,.Q\.,5fo.t>-st::>__, CA.· CUSTOMER: J0'2.J... I~ . '2.04::i l'-0R-:i"2. ST. DETAlLE R --1 SH£ET l-lU Ero 4 Of ':) CHECKER ~f JOBNO. MS 5bs h.l O \ "E:ErO, C,t:::,.-. ~ '2.. \ \ 0 ~ -, T] Al 0 3: I Li -I 0 Al Al - () 0 ""(J I 0 z m z 0 --J ...,. ~ 0J --J 0) <J1 I..O 0J IS) Li C z IS) co I\) IS) IS) lSl lSl I-" Ul 0) ""(J 3: ""(J <J1 ~ BRIDGING & ACCESSORIES LIST ~ler. ~ "' I • t dM11ion of ... o,s ;J~e.i Inc. 255 LOGAN ROAD P.O. BOX 2170 FERNLEY, NEVADA 89408 PHONE (775) 575-7337 ADMIN. FAX (775) 575-7222 ENG. FAX (775) 575-3626 manufacturers of joist and metal deck NOTE: ALL QUANTITIES ARE LISTED AS PIECES l DIAGONAL BRIDGING :,. ... DIAGONAL BRIDGING GIRDER KNEE BRACES QTY I MK SIZE I D1 I 02 I 03 I SPACE !TYPE QTY I MK I SIZE l D 1 I D2 I D3 I SPACE !TYPE QTY l MK I s I z E IGIRDtRI JOJSt I JOISl BRG, I DEPTH OE i>TH OEPTH BRIDGING ANCHOR CUPS QTY I MK I SIZE I LENGTH SAC IL 2'' x2" x,3s'' I 0' -4" HORtZ. _ _]RlDG .. (UPLIFT INCLUSIVE) .-----,;--------.---------+-----..-----i';.......-----.'-------;.......---..;.-.----·-··---.-. .. . . ••..-···-------. QTY I MK l SIZE I LENGTH B 1 lL 1" x1'' x t4,. I 20' -0" 82 l~lJ ,,xj_ l'~~~KI 20' -0" WOOD NAILER JOIST BRACES (INCLUDE JOIST TO BRACES BOLTS} B3 IL1 r'x1 tx ~~I 20' -0" QTY I MK I SIZE ILENGTHlOTY I MK I · SlZE I LENGTH! e1: B4 JL \"~4 ){I¾)< '64120' -0" JB 1 IL1 f'xl f' x~" JB2 Jl1 f'x\ txf' JB3 f1 ~"x\ ¾"x~11 JB4h ~.,xt txr' 3~ ~~D "X" TY~PES a~ a~D "X'' TY~PES a~ tV' 3t~ ~; t~ 3t~ ~;: t~3 ~ ~I,e~, ~ ~I9gc ,,~,1 TYPE 1 TYPE 2 TYPE 3 lYPE 4 lYPE 5 TYPE 6 TYPE 7 NOT( fOR ·os: USE~+· WHEN ~D2" IS HIGHER THAN ·01" & USE--· WHEN ·02· IS LOWER THAN ·o,- B5F 120'-o" 86 IL 120' -0" BOLTS W /_Jj&W QTY SIZE I QTY SIZE f X 1 J" r X 1l" PAINT IS£0UENCE 5:RAY ra.:c COLOR PROJECT: IN\/ru:10 E;EN Cl><.'12-\..5 fY>-<..0., ep,.. · CUSTOMER: j 02....1 \~~TZ..AS~-'2_ \\a ~~ ::JD\E".:60 , C ' 1" 1 1 .. 2 >< 2 3 I> 1 1 tt 4 X 2 DATE DETAILED: (½-'2.""(-QO DATE CHECKED: 04 /2,8/0 0 DE'.TAllER l SHEET 1-tUGo 5 OF ':) CHECKE1r I JC5B t-10, MS Tj Al 0 3: ::c c...i 'd Al Al ,_, () 0 -0 I 0 z m z 0 -J I-" .t,.. (.,J -J co <.J1 I.fl (.,J (S) c...i C z (S) co I\) (S) (S) (S) (S) I-" \ll I.fl -0 3: -0 er, Valley Joist West Job #0N00139 -Entered ;;lft, (JJ-B··'lc:JCO Page 1 Vl. 68 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. By DB SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 Tl 4 -18LH328/128 x 29'11.750 Special Crimped angle Parallel chord Longspan End Leng,th .. Depth Tag 6.000 5.250 Opp 6.000 5.250 Slope -0.375 0.375 Holes Top Chord Ext BCX Holdback Pitch EP/#lL 40.000 Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length 40.0~ -Uniform &d@¥SJI+NtUp+Dead+Live+Eq load 0 #/ft from 0.00" to 2.00" An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any tOJ:)-:-ord panel point. End loads: SJI NtUp Dead Live Elauk Wind Left TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips Right TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips 18.000 in Deep 355.750 in Design lengt # Minimum Shear 16.940 in Effective Depth 169 in4 Ix in4 Minimum Ix 14.250 in Clear Depth L/ 783 Live Defl L/ SJI Defl 549596 in-#Moment 1.000 in Chord gap 0.366 in Camber 48.000 in Interior Panel 28.937 in Left End 28.937 in Right End 7 Web Vees 5862 # SJI reaction 5862 # SJI reaction ~ Top Chord: 2-LL2x2x.176 Bridg < 209" Ix= 0.516 Center: L = 24.000 Tag end panl: L = 28.937 First point: A= Iy= p = p = p = C = 1.346 2.042 -32443 -15203 y = Rx= Paz= Paz= Pa= fv = 0.565 0.619 -33113 -24286 Fy = 50000 Ry = 1.232 M = 656 M = 1617 M = 2489 fc = -3933 Q = 0.981 Rz = 0.394 No Fillers No Filler -15203 -3 6343 Chord shear: V = 20200 -5295 6410 Fy = 50000 Ry= 1.133 ft= 11594 f = 6705 Q = 0.983 Rz = 0.345 f = 11455 Valley Joist West Page 2 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 Tl 4 -18LH328/128 x 29'11.750 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.Q 41.6 5360 13163 AU -29/32 0.645 V 1 28.1 19.2 -1858 -2107 lLLlxlx.109 0.206 C 1 49.6 26.1 -4513 -6957 1LL1-3/4x.143 0.480 T 2 54.8 29.4 3722 6454 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1777 -1777 lLLlxlx.109 0.206 C 2 54.8 29.4 -2998 -5200 1LL1-1/2x.109 0.315 T 3 54.8 29.4 2275 3945 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1808 -1808 lLLlxlx.109 0.206 C 3 54.8 29.4 -1551 -2690 1LL1-1/4x.109 0.261 T 4 54.8 29.4 1215 2108 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1818 -1818 lLLlxlx.109 0.206 Crimped angle --1L Pa Weld 0.226 19340 1.4 0.196z -4182 0.7 0.346z -7897 1. 6 0.247z 7819 2.0 0.196z -4511 0.5 0.297z -5943 1. 6 0.247z 7819 1.2 0.196z -4511 0.6 0.247z -4405 0.8 0.247z 7819 0.7 0.196z -4511 0.6 T-AvlW-B 2.3/ 2.2 3.5/ 3.7 3.3/ 3.5 2.3/ 2.0 3.5/ 3.8 3.3/ 3.5 2.3/ 2.0 3.3/ 3.5 3.3/ 3.5 2.3/ 2.0 Valley Joist West Page 3 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T2 2 -18LH328/128 x 29'11.750 Parallel chord Longspan Special Crimped angle End Length De:gth Slo:ge Holes To:g Chord Ext BCX Holdback Pitch EPL:EElL Tag 6.000 5.250 -0.376 y Opp 6.000 5.250 0.376 y Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length 40.000 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. End loads: SJI NtUp Dead Live Eguk Wind Left TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips Right TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips 18.000 in Deep 355.750 in Design length 1215 # Minimum Shear 16.940 in Effective Depth 169 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 783 Live Defl L/ 306 SJI Defl 549596 in-#Moment 1.000 in Chord gap 0.366 in Camber 48.000 in Interior Panel 28.937 in Left End 28.937 in Right End 7 Web Vees 5862 # SJI reaction 5862 # SJI reaction Top Chord: 2-LL2x2x.176 A= 1.346 y = 0.565 Fy = 50000 Q = 0.981 Bridg < 209" Ix= 0.516 Iy= 2.042 Rx= 0.619 Ry = 1. 232 Rz = 0.394 Center: L = 24.000 p = -32443 Paz= -33113 M = 656 No Fillers Tag end panl: L = 28.937 p = -15203 Paz= -24286 M = 1617 No Filler First point: p = -15203 Pa = -36343 M = 2489 Chord shear: V = 20200 C = -5295 fv = 6410 fc = -3933 f = 6705 Bot Chord: 2-LL1-3/4x.155 A = 1. 037 y = 0.495 Fy = 50000 Q = 0.983 Ix= 0. 304 Iy= 1.330 Rx = 0.541 Ry = 1.133 Rz = 0.345 Center: L = 48.000 p = 30215 Pa = 31109 Chord shear: V = 20200 T = 12023 fv = 9879 ft = 11594 f = 11455 Web Angl Lngth Shear Force Member Area _R._ Pa Weld T-AvlW-B . T 1 66.0 41. 6 5360 13163 AU -29/32 0.645 0.226 19340 1.4 V 1 28.1 19.2 -1858 -2107 lLLlxlx.109 0.206 0.196z -4182 0.7 2.3/ 2.2 C 1 49.6 26.1 -4513 -6957 1LL1-3/4x.143 0.480 0.346z -7897 1. 6 3.5/ 3.7 T 2 54.8 29.4 3722 6454 1LL1-1/4x.109 0.261 0.247z 7819 2.0 3.3/ 3.5 V 2 0.0 16.9 -1777 -1777 lLLlxlx.109 0.206 0.196z -4511 0.5 2.3/ 2.0 C 2 54.8 29.4 -2998 -5200 1LL1-1/2x.109 0.315 0.297z -5943 1. 6 3.5/ 3.8 T 3 54.8 29.4 2275 3945 1LL1-l/4x.109 0.261 0.247z 7819 1.2 3.3/ 3.5 V 3 0.0 16.9 -1808 -1808 lLLlxlx.109 0.206 0.196z -4511 0.6 2.3/ 2.0 C 3 54.8 29.4 -1551 -2690 1LL1-1/4x.109 0.261 0.247z -4405 0.8 3.3/ 3.5 T 4 54.8 29.4 1215 2108 1LL1-1/4x.109 0.261 0.247z 7819 0.7 3.3/ 3.5 'v 4 o.o 16.9-1818 -1818 lLLlxlx.109 0.206 0.196z -4511 0.6 2.3/ 2.0 Valley Joist West Page 4 Vl.68 Job #ON00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T3 2 -18LH328/128 x 29'11.750 Special Crimped angle Parallel chord Longspan End Length Tag 6.000 Opp 6.000 Depth 5.250 5.250 Slope -0.375 0.375 Holes Top Chord Ext Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length BCX Holdback Pitch Uniform &d@¥SJI+NtUp+Dead+Live+Eq load O #/ft from 0.00" to 2.00" An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load Spacing Location Point ~ 1000 6 'll-~~~ 6'11-7/8 U3 SJI, Dead 1000 8 ,0 14 111-7/8 U7 SJI, Dead 1000 6 ,11_718 22'11-7/8 Ull SJI, Dead End loads: SJI NtUp Dead Live Equk Wind Left TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips Right TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips EP/#lL 40.000 40.000 18.000 in Deep 355.750 in Design length 1590 # Minimum Shear 16.856 in Effective Depth 211 in4 Ix O in4 Minimum Ix 14.000 in Clear Depth L/ 978 Live Defl L/ 277 SJI Defl 720056 in-#Moment 1.000 in Chord gap 0.366 in Camber 48.000 in Interior Panel 28.937 in Left End 28.937 in Right End 7 Web Vees 7362 # SJI reaction 7362 # SJI reaction Top Chord: 2-L L2x2x.216 A= 1.635 y = 0.579 Fy = 50000 Q = 1.000 Bridg < 211 11 Ix= 0.615 Iy= 2.520 Rx = 0.613 Ry = 1.242 Rz = 0.392 Center: L = 24.000 p = -42719 Pax= -44269 M = 656 2 Fillers Sixth: L = 24.000 p = -39225 Paz= -40837 No Fillers Tag end panl: L = 28.937 p = -18640 Paz= -29771 M = 1617 No Filler First point: p = -18640 Pa = -44137 M = 2489 Chord shear: V = 20200 C = -7090 fv = 6959 fc = -4337 f = 7289 Bot Chord: 2-LL2x2x.176 A = 1.346 y = 0.565 Fy = 50000 Q = 0.981 Ix= 0.516 Iy= 2.042 Rx = 0.619 Ry = 1. 232 Rz = 0.394 Center: L = 48.000 p = 39789 Pa = 40381 Chord shear: V = 20200 T = 15465 fv = 9744 ft = 11489 f = 11311 Valley Joist West Page 5 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T3 2 -18LH328/128 x 29 I 11. 750 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41.6 6860 16918 AU -. 29/32 0.645 V 1 28.3 19.1 -1873 -2127 lLLlxlx.109 0.206 C 1 49.7 26.1 -6013 -9296 lL L2x2x.143 0.552 T 2 54.9 29.3 5222 9086 1LL1-1/2x.109 0.315 V 2 0.0 16.9 -2814 -2814 lLLlxlx.109 0.206 C 2 54.9 29.3 -3498 -6087 1LL1-1/2x.125 0.359 T 3 54.9 29.3 2775 4828 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1852 -1852 lLLlxlx.109 0.206 C 3 54.9 29.3 -2051 -3569 1LL1-1/4x.109 0.261 T 4 54.9 29.3 1590 2767 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -2870 -2870 lLLlxlx.109 0.206 Crimped angle _!L Pa Weld 0.226 19340 ;i.. 8 0.196z -4193 0.7 0.396z -9924 2.2 0.297z 9454 2.8 0.196z -4523 0.9 0.296z -7049 1.6 0.247z 7819 1. 5 0.196z -4523 0.6 0.247z -4413 1.1 0.247z 7819 0.9 0.196z -4523 0.9 T-AvlW-B 2.3/ 2.5 3.8/ 4.3 3.5/ 4.2 2.3/ 2.3 3.5/ 4.2 3.3/ 4.0 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 6 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T4 4 -18LH328/128 x 29' Parallel chord Longspan 3.500 Special Crimped angle End Length De12th Slo12e Holes To:12 Chord Ext BCX Holdback Pitch EP LttlL Tag 6.000 5.250 -0.500 Opp 6:000 5.000 0.500 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length 40.000 0' 0.001 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. End loads: SJI NtU:12 Dead Live Eguk Wind Left TC axial load: 0.0 0.0 0.0 0.0 7.7 0.Q Kips Right TC axial load: 0.0 0.0 0.0 o.o 7.7 0.0 Kips 18.000 in Deep 347.500 in Design length 1187 # Minimum Shear 16.949 in Effective Depth 157 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 780 Live Defl L/ 304 SJI Defl 529682 in-#Moment 1.000 in Chord gap 0.349 in Camber 48.000 in Interior Panel 26.875 in Left End 26.875 in Right End 7 Web Vees 5749 # SJI reaction 5749 # SJI reaction To:12 Chord: 2-L L2x2x.163 A= 1.251 y = 0.560 Fy = 50000 Q = 0.952 Bridg < 209" Ix= 0.482 Iy= 1.888 Rx = 0.621 Ry = 1.229 Rz = 0.395 Center: L = 24.000 p = -31251 Pax= -32394 M = 656 2 Fillers Sixth: L = 24.000 p = -29183 Paz= -30004 No Fillers Tag end panl: L = 26.875 p = -15020 Paz= -23155 M = 1404 No Filler First point: p = -15020 Pa = -33773 M = 2127 Chord shear: V = 20200 C = -4175 fv = 6891 fc = -3337 f = 7090 Bot Chord:· 2-LL1-3/4x.143 A = 0.960 y = 0.490 Fy = 50000 Q = 0.953 Ix= 0.283 Iy= 1. 225 Rx = 0.543 Ry = 1.130 Rz = 0.346 Center: L = 48.000 p = 28905 Pa = 28803 Chord shear: V = 20200 T = 11821 fv = 10535 ft = 12312 f =·12201 Valley Joist West Page 7 ·Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T4 4 -18LH328/128 x 29' 3.500 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.0 41.6 5273 12943 AU -29/32 0.645 V 1 33.3 20.3 -1797 -2150 lLLlxlx.109 0.206 C 1 42.9 23.1 -4493 -6133 1LL1-3/4x.125 0.422 T 2 54.8 29.4 3728 6463 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1771 -1771 lLLlxlx.109 0.206 C 2 54.8 29.4 -3003 -5206 1LL1-1/2x.109 0.315 T 3 54.8 29.4 2278 3949 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1802 -1802 lLLlxlx.109 0.206 C 3 54.8 29.4 -1553 -2692 1LL1-1/4x.109 0.261 T 4 54.8 29.4 1187 2058 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1812 -1812 lLLlxlx.109 0.206 Crimped angle _R_ Pa Weld 0.226 19340. -1. 4 0.196z -4020 0.7 0.347z -7508 1. 7 0.247z 7819 2.0 0.196z -4510 0.5 0.297z -5942 1. 6 0.247z 7819 1.2 0.196z -4510 0.6 0.247z -4404 0.8 0.247z 7819 0.6 0.196z -4510 0.6 T-AvlW-B 2.3/ 2.3 3.2/ 3.3 3.3/ 3.5 2.3/ 2.0 3.5/ 3.8 3.3/ 3.5 2 .3/ 2.0 3.3/ 3.5 3.3/ 3.5 2.3/ 2.0 Valley Joist West Page 8 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 TS 2 -18LH328/128 X 29' Parallel chord Longspan 3.750 End Length Depth Slope Holes Top Tag 6.000 5.250 -0.625 Opp 6 .. 000 5.000 0.625 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Special Crimped angle Chord Ext BCX Holdback O' 0.001 Pitch An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. End loads: SJI NtUp Dead Live Eguk Wind Left TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips Right TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips EP{lflL 40.000 40.000 18.000 in Deep 347.750 in Design length 1188 # Minimum Shear 16.949 in Effective Depth 157 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 779 Live Defl L/ 304 SJI Defl 530281 in-#Moment 1.000 in Chord gap 0.350 in Camber 48.000 in Interior Panel 26.937 in Left End 26.937 in Right End 7 Web Vees 5753 # SJI reaction 5753 # SJI reaction Top Chord: 2..:.L L2x2x.163 A= 1. 251 y = 0.560 Fy = 50000 Q = 0.952 Bridg < 209" Ix= 0.482 Iy= 1. 888 Rx = 0.621 Ry = 1.229 Rz = 0.395 Center: L = 24.000 p = -31286 Pax= -32394 M = 656 2 Fillers Sixth: L = 24.000 p = -29219 Paz= -30004 No Fillers Tag end panl: L = 26.937 p = -15026 Paz= -23125 M = 1411 No Filler First point: p = -15026 Pa = -33773 M = 2137 Chord shear: V = 20200 C = -4208 fv = 6891 fc = -3364 f = 7094 Bot Chord: 2-LL1-3/4x.143 A = 0.960 y = 0.490 Fy = 50000 Q = 0.953 Ix= 0.283 Iy= 1. 225 Rx = 0.543 Ry = 1.130 Rz = 0.346 Center: L = 48.000 p = 28944 Pa = 28803 Chord shear: -V = 20200 T = 11827 fv = 10540 ft = 12318 f = 12207 Valley Joist West Page 9 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 TS 2 -18LH328/128 X 29 1 3.750 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.0 41. 6 5275 12950 AU -29/32 0.645 V 1 33.1 20.2 -1799 -2149 lLLlxlx.109 0.206 C 1 43.1 23.2 -4493 -6156 1LL1-3/4x.125 0.422 T 2 54.8 29.4 3728 6463 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1771 -1771 lLLlxlx.109 0.206 C 2 54.8 29.4 -3003 -5206 1LL1-1/2x.109 0.315 T 3 54.8 29.4 2278 3949 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1802 -1802 lLLlxlx.109 0.206 C 3 54.8 29.4 -1553 -2692 1LL1-1/4x.109 0.261 T 4 54.8 29.4 1188 2060 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1812 -1812 lLLlxlx.109 0.206 Crimped angle _R_ Pa Weld 0.226 19340 1.4 0.196z -4026 0.7 0.347z -7488 1. 7 0.247z 7819 2.0 0.196z -4510 0.5 0.297z -5942 1. 6 0.247z 7819 1. 2 0.196z -4510 0.6 0.247z . -4404 0.8 0.247z 7819 0.6 0.196z -4510 0.6 T-AvlW-B 2.3/ 2.3 3.3/ 3.4 3.3/ 3.5 2.3/ 2.0 3.5/ 3.8 3.3/ 3.5 2.3/ 2.0 3.3/ 3.5 3.3/ 3.5 2.3/ 2.0 Valley Joist West Page 10 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T6 2 -18LH328/128 x 29' Parallel chord Longspan 4.000 End Length De12th Slo12e Holes To:12 Tag 6.000 5.250 .:.o. 812 y Opp 6.000 5.000 0.813 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Special Crimped angle Chord Ext BCX Holdback 0' 0.001 Pitch An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. End loads: SJI NtU:12 Dead Live Eguk Wind Left TC axial load: 0.0 0.0 0.0 o.o 7.7 0.0 Kips Right TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips EP L!ElL 40.000 40.000 18.000 in Deep 348.000 in Design length 1189 # Minimum Shear 16.949 in Effective Depth 157 in4 Ix o in4 Minimum Ix 14.250 in Clear Depth L/ 777 ~ive Defl L/ 303 SJI Defl 530880 in-#Moment 1.000 in Chord gap 0.350 in Camber 48.000 in Interior Panel 27.000 in Left End 27.000 in Right End 7 Web Vees 5756 # SJI reaction 5756 # SJI reaction To:12 Chord: 2-L L2x2x.163 A= 1.251 y = 0.560 Fy = 50000 Q = 0.952 Bridg < 209" Ix= 0.482 Iy= 1. 888 Rx = 0.621 Ry = 1. 229 Rz = 0.395 Center: L = 24.000 p = -31321 Pax= -32394 M = 656 2 Fillers Sixth: L = 24.000 p = -29254 Paz= -30004 No Fillers Tag end panl: L = 27.000 p = -15031 Paz= -23095 M = 1417 No Filler First point: p = -15031 Pa = -33773 M = 2148 Chord shear: V = 20200 C = -4242 fv = 6892 fc = -3391 f = 7098 Bot Chord: 2-LL1-3/4x.143 A = 0.960 y = 0.490 Fy = 50000 Q = 0.953 Ix= 0.283 Iy= 1.225 Rx = 0.543 Ry = 1.130 Rz = 0.346 Center: L = 48.000 p = 28983 Pa = 28803 Chord shear: V = 20200 T -11833 fv = 10545 ft = 12324 f = 12214 Valley Joist West Page 11 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T6 2 -18LH328/128 x 29' 4.000 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.0 41. 6 5278 12956 AU -29/32 0.645 V 1 33. 0-20.2 -1801· -2147 lLLl-xlx.109 0.206 C 1 43.3 23.3 -4494 -6180 1LL1-3/4x.125 0.422 T 2 54.8 29.4 3728 6462 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1771 -1771 lLLlxlx.109 0.206 C 2 54.8 29.4 -3003 -5206 1LL1-1/2x.109 0.315 T 3 54.8 29.4 2278 3949 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1802 -1802 lLLlxlx.109 0.206 C 3 54.8 29.4 -1553 -2692 1LL1-1/4x.109 0.261 T 4 54.8 29.4 1189 2061 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1813 ~1813 lLLlxlx.109 0.206 Crimped angle -1L Pa Weld 0.226 19340 1.4 0.196z -4031 0.7 0.347z -7467 1. 7 0.247z 7819 2.0 0.196z -4510 0.5 0.297z -5942 1. 6 0.247z 7819 1. 2 0.196z -4510 0.6 0.247z -4404 0.8 0.247z 7819 0.6 0.196z -4510 0.6 T-AvlW-B 2.3/ 2.3 3.3/ 3.4 3.3/ 3.5 2.3/ 2.0 3.5/ 3.8 3.3/ 3.5 2.3/ 2.0 3.3/ 3.5 3.3/ 3.5 2.3/ 2.0 Valley Joist West Page 12 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T7 2 -18LH328/128 X 29 1 4.000 Special Crimped angle Parallel chord Longspan End Length De:gth Slo:ge Holes To:g Tag 6.000 5.250 -0.813 Opp 6.000 5.000 0.813 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Chord Ext BCX Holdback Pitch EPL:ftlL 40.000 0' 0.001 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load S:gacing Location Point .1'.YQ..§. 1000 1000 1000 End loads: Left TC axial load: SJI 0.0 0.0 8 1 8 2'4-3/4 1'7-1/4 16'8 8 1 8 11'0-3/4 12'8 NtU:g Dead Live 0.0 0.0 0.0 0.0 0.0 0.0 U4 us U6 SJI, Dead SJI, Dead SJI, Dead Eguk Wind 7.7 0.0 Kips 7.7 0.0 Kips Right TC axial load: 18.000 in Deep 348.000 in Design length 1564 # Minimum Shear 16.840 in Effective Depth 14.000 in Clear Depth 721800 in-#Moment 43.250 in Interior Panel 7 Web Vees To:g Chord: 2-L L2x2x.248 Bridg < 212" Ix= 0.691 Center: L = 24.000 Fourth: L = 24.000 Tag end panl: L = 27.000 First point: Chord shear: V = 20200 Bot Chord: 2-LL2x2x.187 Ix= 0.544 Center: L = 43.250 Chord shear: V = 20200 A 230 in4 Ix L/1140 Live Defl 1.000 in Chord gap 27.000 in Left End 7656 # SJI reaction = 1.861 y = 0.591 Iy= 2.905 Rx = 0.609 p = -42862 Pax= -46450 p = -31977 Paz= -46450 .p = -19389 Paz= -35372 p = -19389 Pa = -50247 C = -6075 fv = 6446 A = 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = 42103 Pa = 42782 T = 16197 fv = 9596 0 in4 Minimum Ix L/ 307 SJI Defl 0.350 in Camber 27.000 in Right End 6856 # SJI reaction Fy = 50000 Q = 1. 000 Ry = 1. 250 Rz = 0.391 M = 795 1 Fillers No Fillers M = 1420 No Filler M = 2140 fc = -3264 f = 6649 Fy = 50000 Q = 1. 000 Ry = 1. 234 Rz = 0.394 ft = 11358 f = 11151 Valley Joist West Page 13 Vl.68 Job #ON00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY P0#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T7 2 -18LH328/128 X 29' 4.000 Special Parallel chord Longspan Web Angl Lngth-Shear Force Member Area T 1 66.1 41.6 ·7170 1771'6 AU -29/32 0.645 V 1 33.2 20.1 -1819 -2173 lLLlxlx.109 0.206 C 1 43.5 23.2 -6394 -8820 1LL1-3/4x.143 0.480 T 2 54.9 29.3 5628 9798 1LL1-1/2x.125 0.359 V 2 0.0 16.8 -1816 -1816 lLLlxlx.109 0.206 C 2 54.9 29.3 -4903 -8536 1LL1-3/4x.125 0.422 T 3 59.6 33.3 3100 6133 1LL1-1/4x.109 0.261 V 3 0.0 16.8 -2870 -2870 lLLlxlx.109 0.206 C 3 48.8 25.6 -1564 -2375 1LL1-1/4x.109 0.261 T 4 54.9 29.3 0 0 1LL1-1/4x.109 0.261 V 4 0.0 16.8 -1870 -1870 lLLlxlx.109 0.206 Crimped angle _R__ Pa Weld 0.226 19340 1-.9 0.196z -4045 0.7 0.346z -8816 2.1 0.296z 10781 2.6 0.196z -4525 0.6 0.347z -8597 2.3 0.247z 7819 1.9 0.196z -4525 0.9 0.247z -4999 0.7 0.247z 7819 0.8 0.196z -4525 0.6 T-AvlW-B 2.3/ 2.6 3.3/ 3.7 3.5/ 4.2 2.3/ 2.3 3.8/ 4.5 3.6/ 4.5 2.3/ 2.3 3.0/ 3.5 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 14 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 TB 2 -18LH328/128 x 29' Parallel chord Longspan 4.250 Special Crimped angle End Length De:gth Slo:ge Holes To:g Chord Ext BCX Holdback Pitch EPL~lL Tag 6.000 5.250 Opp 6 .. 000 5.000 -0.750 y ·0.750 D 128 #/ft full length 328 #/ft full length 200 #/ft full length 40.000 0' 0.001 40.000 Uniform Live load Uniform SJI load Uniform Dead load An additional SJI An additional Dead load of 1000# may occur at any top chord panel point. load of 1000# may occur at any top chord panel point. TC cone loads: Load S:gacing Location Point ~ 1000 1000 2'5-1/8 6 ,6_7/8 2'5-1/8 Ul SJI, Dead 20 ,4 _1/4 9'0 U4 SJI, Dead End loads: SJI NtU:g Dead Live Eguk Wind Left TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips Right TC axial load: 18.000 in Deep 0.0 0.0 0.0 0.0 7.7 0.0 Kips 16.873 in Effective Depth 14.000 in Clear Depth 597694 in-#Moment 48.000 in Interior Panel 7 Web Vees To:g Chord: 2-LL2x2x.187 Bridg < 210" Ix= 0.544 Center: L = 24.000 Sixth: L = 24.000 Tag end panl: L = 27.063 First point: Opp end panl: L = 27.062 Last point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 348.250 in Design length 1440 # Minimum Shear 186 in4 Ix 0 in4 Minimum Ix L/ 922 Live Defl L/ 307 SJI Defl 1.000 in Chord gap 0.351 in Camber 27.063 in Left End 27.062 in Right End 7377 # SJI reaction 6142 # SJI reaction A= 1.426 y = 0.569 Fy = 50000 Q = 1. 000 Iy= 2.173 Rx = 0.617 Ry = 1.234 Rz = 0.394 p = -35422 Pax= -38638 M = 625 2 Fillers p = -34433 Paz= -35660 No Fillers p = -18729 Paz= -27175 M = 1412 No Filler p = -18729 · Pa = -38504 M = 2181 p = -15946 Paz= 27176 M = 1423 No Filler p = -15946 Pa = -38504 M = 2159 C = -4886 fv = 6835 fc = -3426 f = 7046 A = 1.199 y = 0.558 Fy = 50000 Q = 0.935 Iy= 1. 805 Rx = 0.622 Ry = 1. 227 Rz = 0.396 p = 33639 Pa = 35980 T = 15536 fv = 11055 ft = 12954 f = 12813 Valley Joist West Page 15 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 TS 2 -18LH328/128 x 29 1 4.250 Special Parallel chord Longspan Web Angl Lngth Shear . Force Member Area T 1 66.1 41.6 6898 16998 AU -29/32 0.645 V 1 33.0 20.1 -2818 -3359 lLLlxlx.109 0.206 C 1 43.7 23.3 -5112 -7071 1LL1-3/4x.125 0.422 T 2 54.9 29.3 4346 7556 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1847 -1847 lLLlxlx.109 0.206 C.2 58.8 32.6 -3557 -6868 1LL1-3/4x.125 0.422 T 3 50.0 26.3 1843 2868 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1775 -1775 lLLlxlx.109 0.206 C 3 54.9 29.3 -1440 -2503 1LL1-1/4x.109 0.261 T 4 54.9 29.3 446 775 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1833 -1833 lLLlxlx.109 0.206 Crimped angle ...1L Pa Weld 0.226 19340 1.9 0.196z -4046 1.0 0.347z -7460 1.9 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8152 1.9 0.247z 7819 0.9 0.196z -4521 0.5 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 2.3/ 2.6 3.3/ 3.7 3.3/ 4.0 2.3/ 2.3 4.1/ 4.9 3.0/ 3.6 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 16 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T9 4 -18LH328/128 x 29 1 4.000 Special Crimped angle Parallel chord Longspan End Length De:12th Slo:12e Holes To:12 Tag 6·. 000 5.250 -0.625 Opp 6.000 5.000 0.625 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Chord Ext BCX Holdback Pitch EPLi!lL 40.000 0' 0.001 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load s:12acing Location Point ~ 1000 1000 2'5 6 1 7 20 14 2 1 5 9'0 Ul U4 SJI, Dead SJI, Dead End loads: SJI 0.0 0.0 NtU:12 Dead Live Eguk Wind Left TC axial load: Right TC axial load: 18.000 in Deep 16.873 in Effective Depth 14.000 in Clear Depth 597063 in-#Moment 48.000 in Interior Panel 7 Web Vees To:12 Chord: 2-LL2x2x.187 Bridg < 210 11 Ix= 0.544 Center: L = 24.000 Sixth: L = 24.000 Tag end panl: L = 27.000 First point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 0.0 0.0 0.0 0.0 348.000 in Design 186 in4 Ix 0.0 0.0 length L/ 924 Live Defl 1.000 in Chord gap- 27.000 in Left End 7374 # SJI reaction A= 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = -35385 Pax= -38638 p = -34396 Paz= -35660 p = -18724 Paz= -27213 p = -18724 Pa = -38504 C = -4847 fv = 6834 A = 1.199 y = 0.558 Iy= 1. 805 Rx = 0.622 p = 33598 Pa = 35980 T = 15529 fv = 11051 7.7 0.0 Kips 7.7 0.0 Kips 1439 # Minimum Shear 0 in4 Minimum Ix L/ 307 SJI Defl 0.350 in Camber 27.000 in Right End 6138 # SJI reaction Fy = 50000 Q = 1.000 Ry = 1.234 Rz = 0.394 M = 624 2 Fillers No Fillers M = 1405 No Filler M = 2171 fc = -3399 f = 7042 Fy = 50000 Q = 0.935 Ry = 1.227 Rz = 0.396 ft = 12948 f = 12808 Valley Joist West Page 17 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T9 4 -18LH328/128 x 29' 4.000 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41. 6 6896 16992 AU -29/32 . 0. 645 V 1 33.1 20.1 -2816 -3362 lLLlxlx.109 0.206 C 1 43.5 23.3 -5112 -7044 1LL1-3/4x.125 0.422 T 2 54.9 29.3 4346 7556 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1849 -1849 lLLlxlx.109 0.206 C 2 58.9 32.7 -3555 -6887 1LL1-3/4x.125 0.422 T 3 49.8 26.2 1841 2855 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1773 -1773 lLLlxlx.109 0.206 C 3 54.9 29.3 -1439 -2502 1LL1-1/4x.109 0.261 T 4 54.9 29.3 446 775 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1833 -1833 lLLlxlx.109 0.206 Crimped angle __g__ Pa Weld 0.226 19340 1. 8 0.196z -4041 1. 0 0.347z -7481 1. 9 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8137 1. 9 0.247z 7819 0.9 0.196z -4521 0.5 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 2.3/ 2.6 3.3/ 3.7 3.3/ 4.0 2.3/ 2.3 4.1/ 4.9 3.0/ 3.6 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 18 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 Tl0 2 -18LH328/128 X Parallel chord Longspan 29' End·Leng;th De:12th Slo:12e Holes Tag 6.000 5.250 -0.624 y Opp 6.000 5.000 0.625 4.000 To:12 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Special Crimped angle Chord Ext BCX Holdback 0' 0.001 Pitch An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load Spacing Location Point J'.Yl2.§. 1000 1000 End loads: Left TC axial load: SJI 0.0 0.0 2'5 6'7 20 14 NtUp Dead 0.0 0.0 0.0 0.0 2'5 Ul SJI, Dead 9'0 U4 SJI, Dead Live Equk Wind 0.0 7.7 0.0 Kips 0.0 7.7 0.0 Kips EP{/ilL 40.000 40.000 Right TC axial load: 18.000 in Deep 348.000 in Design length 1439 # Minimum Shear 16.873 in Effective Depth 14.000 in Clear Depth 597063 in-#Moment 48.000 in Interior Panel 7 Web Vees TO:Q Chord: 2-LL2x2x.187 Bridg < 210 11 Ix= 0.544 Center: L = 24.000 Sixth: L = 24.000 Tag end panl: L = 27.000 First point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 186 in4 Ix L/ 924 Live Defl 1.000 in Chord gap 27.000 in Left End 7374 # SJI reaction A= 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = -35385 Pax= -38638 p = -34396 Paz= -35660 p = -18724 Paz= -27213 p = -18724 Pa = -38504 C = -4847 fv = 6834 A = 1.199 y = 0.558 Iy= 1. 805 Rx = 0.622 p = 33598 Pa = 35980 T = 15529 fv = 11051 0 in4 Minimum Ix L/ 307 SJI Defl 0.350 in Camber 27.000 in Right End 6138 # SJI reaction Fy = 50000 Q = 1.000 Ry = 1.234 Rz = 0.394 M = 624 2 Fillers No Fillers M = 1405 No Filler M = 2171 fc = -3399 f = 7042 Fy = 50000 Q = 0.935 Ry = 1.227 Rz = 0.396 ft = 12948 f = 12808 Valley Joist West Page 19 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 Tl0 2 -18LH328/128 X 29' 4.000 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area_ T 1 66.1 41. 6 6896 16992 AU -29/32 0.645 V 1 33.1 20.1 -2816 -3362 lLLlxlx.109 0.206 C 1 43.5 23.3 -5112 -7044 1LL1-3/4x.125 0.422 T 2 54.9 29.3 4346 7556 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1849 -1849 lLLlxlx.109 0.206 C 2 58.9 32.7 -3555 -6887 1LL1-3/4x.125 0.422 T 3 49.8 26.2 1841 2855 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1773 -1773 lLLlxlx.109 0.206 C 3 54.9 29.3 -1439 -2502 1LL1-1/4x.109 0.261 T 4 54.9 29.3 446 775 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1833 -1833 lLLlxlx.109 0.206 Crimped angle -1L Pa Weld 0.226 19340 1.8 0.196z -4041 1.0 0.347z -7481 1. 9 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8137 1. 9 0.247z 7819 0.9 0.196z -4521 0.5 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 2.3/ 2.6 3.3/ 3.7 3.3/ 4.0 2.3/ 2.3 4.1/ 4.9 3.0/ 3.6 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 20 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 Tll 2 Parallel End Length Tag 6.000 Opp ~.000 -18LH328/128 X 29' 3.750 chord Longspan De:gth 5.250 5.000 Slo:ge Holes To:g -0.500 0.500 <. D 128 #/ft full length 328 #/ft full length 200 #/ft full length Special Crimped angle Chord Ext BCX Holdback 0' 0. 001 · Pitch Uniform Live load Uniform SJI load Uniform Dead load An additional SJI An additional Dead load of 1.000# may occur at any top chord panel point. load of 1000# may occur at any top chord panel point. TC cone loads: Load S:gacing Location Point .'.I'.Yl2§ 1000 1000 End loads: Left TC axial load: 2'5 6'7 20 1 3-3/4 SJI NtU:g Dead 0.0 0.0 0.0 0.0 0.0 0.0 2'5 Ul SJI, Dead 9'0 U4 SJI, Dead Live Eguk Wind 0.0 7.7 0.0 Kips 0.0 7.7 0.0 Kips EPL:/flL 40.000 40.000 Right TC axial load: 18.000 in Deep 347.750 in Design length 1438 # Minimum Shear 16.873 in Effective Depth 14.000 in Clear Depth 596433 in-#Moment 48.000 in Interior Panel 7·Web Vees TOJ2 Chord: 2-LL2x2x.187 Bridg < 210" Ix= 0.544 Center: L = 24.000 Sixth: L = 24.000 Tag end panl: L = 26.938 First point: Opp end panl: L = 26.937 Last point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 186 in4 Ix L/ 926 Live Defl 1.000 in Chord gap 26.938 in Left End 7370 # SJI reaction A= 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = -35348 Pax= -38638 p = -34358 Paz= -35660 p = -18718 Paz= -27250 p = -18718 Pa = -38504 p = -15936 Paz= 27250 p = -15936 Pa = -38504 C = -4809 fv = 6833 A = 1.199 y = 0.558 Iy= 1. 805 Rx = 0.622 p = 33558 Pa = 35980 T = 15523 fv = 11046 0 in4 Minimum Ix L/ 308 SJI Defl 0.350 in Camber 26.937 in Right End 6135 # SJI reaction Fy = 50000 Q = 1.000 Ry = 1.234 Rz = 0.394 M = 623 2 Fillers No Fillers M = 1399 No Filler M = 2162 M = 1411 No Filler M = 2137 fc = -3372 f = 7038 Fy = 50000 Q = 0.935 Ry = 1. 227 Rz = 0.396 ft = 12943 f = 12802 Valley Joist West Page 21 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DI~GO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 Tll 2 -18LH328/128 X 29 1 3.750 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area .T 1 66.1 41. 6 6t{93 16985 AU -29/32 0.645 V 1 33.2 20.2 -2815 -3365 lLLlxlx.109 0.206 C 1 43.3 23.2 -5111 -7017 1LL1-3/4x.125 0.422 T 2 54.9 29 .3 4346 7556 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1850 -1850 lLLlxlx.109 0.206 C .2 59.0 32.8 -3553 -6905 1LL1-3/4x.125 0.422 T 3 49.7 26.1 1839 2842 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1771 -1771 lLLlxlx.109 0.206 C 3 54.9 29.3 -1438 -2501 1LL1-1/4x.109 0.261 T 4 54.9 29.3 446 775 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1833 -1833 lLLlxlx.109 0.206 Crimped angle __R._ Pa Weld 0.226 19340 1. 8 0.196z -4036 1. 0 0.347Z -7501 1. 9 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8122 1.9 0.247z 7819 0.9 0.196z -4521 0.5 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T..:AvlW-B 2.3/ 2.6 3.3/ 3.7 3.3/ 4.0 2.3/ 2.3 4.1/ 5.0 3.0/ 3.6 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 22 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 - Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T12 1 -18LH328/128 x 29' 3.625 Special Crimped angle Parallel chord Longspan End Length-Depth Tag 6.000 5.250 Opp 6.000 5.000 Slope -0.374 0.375 Holes y Top·chord Ext D 0' 0.001 Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length BCX Holdback Pitch EP/#lL 40.000 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load Spacing Location Point .TyQ§_ 1000 1000 End loads: Left TC axial load: 2'4-7/8 6'7-1/8 20 1 3-5/8 2'4-7/8 9'0 SJI NtUp Dead Live 0.0 0.0 0.0 0.0 0.-0 0.0 0.0 0.0 Ul U4 SJI, Dead SJI, Dead Eguk Wind 7.7 0.0 Kips 7.7 0.0 Kips Right TC axial load: 18.000 in Deep 347.625 in Design length 1438 # Minimum Shear 16.873 in Effective Depth 14.000 in Clear Depth 596118 in-#Moment 48.000 in Interior Panel 7 Web Vees Top Chord: 2-LL2x2x.187 Bridg < 210" Ix= 0.544 Center: L = 24.000 Sixth: L = 24.000 Tag end panl: L = 26.906 First point: Opp end panl: L = 26.906 Last point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 A 186 in4 Ix L/ 927 Live Defl 1.000 in Chord gap 26.906 in Left End 7369 # SJI reaction = 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = -35329 Pax= -38638 p = -34340 Paz= -35660 p = -18715 Paz= -27269 p = -18715 Pa = -38504 p = -15933 Paz= 27269 p = -15933 Pa = -38504 C = -4789 fv = 6832 A = 1.199 y = 0.558 Iy= 1.805 Rx = 0.622 p = 33537 Pa = 35980 T = 15520 fv = 11044 0 in4 Minimum Ix L/ 308 SJI Defl 0.350 in Camber 26.906 in Right End 6133 # SJI reaction Fy = 50000 Q = 1.000 Ry = 1.234 Rz = 0.394 M = 623 2 Fillers No Fillers M = 1395 No Filler M = 2157 M = 14·07 No Filler M = 2132 fc = -3358 f = 7036 Fy = 50000 Q = 0.935 Ry = 1.227 Rz = 0.396 ft = 12941 f = 12800 Valley Joist West Page 23 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T12 1 -18LH328/128 X 29' 3.625 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41.6 6892 16981 AU -29/32 0.645 V 1 33.3 2·0 .2 -2814 -3367· lLLlxlx.109 0.206 C 1 43.1 23.1 -5111 -7004 1LL1-3/4x.125 0.422 T 2 54.9 29.3 4346 7556 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1851 -1851 lLLlxlx.109 0.206 C 2 59.1 32.9 -3552 -6915 1LL1-3/4x.125 0.422 T 3 49.6 26.0 1839 2836 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1770 -1770 lLLlxlx.109 0.206 C 3 54.9 29.3 -1438 -2500 1LL1-1/4x.109 0.261 T 4 54.9 29.3 446 775 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1833 -1833 lLLlxlx.109 0.206 Crimped angle _R_ Pa Weld 0.226 19340 1. 8 0.196z -4033 1. 0 0.347z -7512 1. 9 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8115 1. 9 0.247z 7819 0.9 0.196z -4521 0.5 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 2.3/ 2.6 3.2/ 3.7 3.3/ 4.0 2.3/ 2.3 4.1/ 5.0 3.0/ 3.5 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 24 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T13 1 -18LH328/128 X Parallel chord Longspan 29' 3.625 Special Crimped angle End Length Degth Sloge Holes Tog Chord Ext BCX Holdback Pitch EP{f!lL Tag 6.000 5.250 -0.375 Opp 6.000 5.000 0.375 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length 40.000 0' 0.001 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load Sgacing Location Point ~ 1000 2 '4 -7/9 2'4-7/8 Ul SJI, Dead 6 1 7-1/8 1000 20 ,3 _518 9'0 U4 SJI, Dead End loads: SJI NtUg Dead Live Eguk Wind Left TC axial load: 0.0 0.0 0.0 o.o 7.7 0.0 Kips Right TC axial load: 0.0 0.0 o.o o.o 7.7 0.0 Kips 18.000 in Deep 347.625 in Design length 1438 # Minimum Shear 16.873 in Effective Depth 186 in4 Ix 0 in4 Minimum Ix 14.000 in Clear Depth L/ 927 Live Defl L/ 308 SJI Defl 596118 in-#Moment 1.000 in Chord gap 0.350 in Camber 48.000 in Interior Panel 26.906 in Left End 26.906 in Right End 7 Web Vees 7369 # SJI reaction 6133 # SJI reaction Tog Chord: 2-LL2x2x.187 A= 1.426 y = 0.569 Fy = 50000 Q = 1. 000 Bridg < 210" Ix= 0.544 Iy= 2.173 Rx = 0.617 Ry = 1.234 Rz = 0.394 Center: L = 24.000 p = -35329 Pax= -38638 M = 623 2 Fillers Sixth: L = 24.000 p = -34340 Paz= -35660 No Fillers Tag end panl: L = 26.906 p = -18715 Paz= -27269 M = 1395 No Filler First point: p = -18715 Pa = -38504 M = 2157 Opp end panl: L = 26.906 p = -15933 Paz= 27269 M = 1407 No Filler Last point: p = -15933 Pa = -38504 M = 2132 Chord shear: V = 20200 C = -4789 fv = 6832 fc = -3358 f = 7036 Bot Chord: 2-L L2x2x.156 A = 1.199 y = 0.558 Fy = 50000 Q = 0.935 Ix= 0. 464 Iy= 1. 805 Rx = 0.622 Ry = 1.227 Rz = 0.396 Center: L = 48.000 p = 33537 Pa = 35980 Chord shear: V = 20200 T = 15520 fv = 11044 ft = 12941 f = 12800 Valley Joist West Page 25 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1.997 T13 1 -18LH328/128 X 29' 3.625 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41. 6 6892 16981 AU -29/32 0.645 V 1 33.3, 20.2 -2814 -3367 lLLlxlx.109 0.206 C 1 43.1 23.1 -5111 -7004 1LL1-3/4x.125 0.422 T 2 54.9 29.3 4346 7556 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1851 -1851 lLLlxlx.109 0.206 C 2 59.1 32.9 -3552 -6915 1LL1-3/4x.125 0.422 T 3 49.6 26.0 1839 2836 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1770 -1770 lLLlxlx.109 0.206 C 3 54.9 29.3 -1438 -2500 1LL1-1/4x.109 0.261 T 4 54.9 29.3 446 775 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1833 -1833 lLLlxlx.109 0.206 Crimped angle -1L Pa Weld 0.226 19340 1.8 0.196z -4033 1.0 0.347z -7512 1. 9 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8115 1. 9 0.247z 7819 0.9 0.196z -4521 0.5 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 2.3/ 2.6 3.2/ 3.7 3.3/ 4.0 2.3/ 2.3 4.1/ 5.0 3.0/ 3.5 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 26 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 Tl4 2 -18LH328/128 X Parallel chord Longspan 29' End Length De12th Slo12e Holes Tag 6.000 5.250 -0.624 y Opp 6.000 5.000 0.625 3.750 TOJ2 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Special Crimped angle Chord Ext BCX Holdback 0' 0.001 Pitch An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. End loads: SJI NtU:12 Dead Live E..gyk Wind Left TC axial load: o.o a.a o.o a.a 7.7 o.o Kips Right TC axial load: a.a a.a o.o a.a 7.7 o.o Kips EP{l!lL 40.000 40.000 18.000 in Deep 347.750 in Design length 1188 # Minimum Shear 16.949 in Effective Depth 157 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 779 Live Defl L/ 304 SJI Defl 530281 in-#Moment 1.000 in Chord gap 0.350 in Camber 48.000 in Interior Panel 1 26.937 in Left End 26.937 in Right End 7 Web Vees 5753 # SJI reaction 5753 # SJI reaction To:12 Chord: 2-L L2x2x.163 A= 1. 251 y = 0.560 Fy = 50000 Q = 0.952 Bridg < 209 11 Ix= 0 .4.82 Iy= 1. 888 Rx = 0.621 Ry = 1. 229 Rz = 0.395 Center: L = 24.000 p = -31286 Pax= -32394 M = 656 2 Fillers Sixth: L = 24.000 p = -29219 Paz= -30004 No Fillers Tag end panl: L = 26.937 p = -15026 Paz= -23125 M = 1411 No Filler First point: p = -15026 Pa = -33773 M = 2137 Chord shear: V = 20200 C = -4208 fv = 6891 fc = -3364 f = 7094 Bot Chord: 2-LL1-3/4x.143 A = 0.960 y = 0.490 Fy = 50000 Q = 0.953 Ix= 0.283 Iy= 1.225 Rx = 0.543 Ry = 1.130 Rz = 0.346 Center: L = 48.000 p = 28944 Pa = 28803 Chord shear: V = 20200 T = 11827 fv = 10540 ft = 12318 f = 12207 ya~ley Joist West Page 27 Vl.68 Job #0N00139 -By DB Entered 5/15/oo'Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T14 2 -18LH328/128 x 29' 3.750 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.0 41.6 5275 12950 AU -29/32 0.645 V 1 33.1 20.2 -1799 -2149 lLLlxlx.109 0.206 C 1 43.1 23.2 -4493 -6156 1LL1-3/4x.125 0.422 T 2 54.8 29.4 3728 6463 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1771 -1771 lLLlxlx.109 0.206 C 2 54.8 29.4 -3003 -5206 1LL1-l/2x.109 0.315 T 3 54.8 29.4 2278 3949 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1802 -1802 lLLlxlx.109 0.206 C 3 54.8 29.4 -1553 -2692 1LL1-1/4x.109 0.261 T 4 54.8 29.4 1188 2060 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1812 -1812 lLLlxlx.109 0.206 Crimped angle _R_ Pa Weld 0.226 19340 1.4 0.196z -4026 0.7 0.347z -7488 1. 7 0.247z 7819 2.0 0.196z -4510 0.5 0.297z -5942 1. 6 0.247z 7819 1.2 0.196z -4510 0.6 0.247z -4404 0.8 0.247z 7819 0.6 0.196z -4510 0.6 T-AvlW-B 2.3/ 2.3 3.3/ 3.4 3.3/ 3.5 2.3/ 2.0 3.5/ 3.8 3.3/ 3.5 2.3/ 2.0 3.3/ 3.5 3.3/ 3.5 2.3/ 2.0 Valley Joist West Page 28 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T15 2 -18LH328/128 X Parallel chord Longspan 29' End Length De:gth Slo:ge Holes Tag 6.000 5.250 -0.375 Opp 6.000 5.000 0.375 3.500 Special Crimped angle To:g Chord Ext BCX Holdback D O' 0.001 Pitch Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. End loads: SJI NtU:g Dead Live Eguk Wind Left TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips Right TC axial load: 0.0 0.0 0.0 0.0 7.7 0.0 Kips EP{tflL 40.000 40.000 18.000 in Deep 347.500 in Design length 1187 # Minimum Shear 16.949 in Effective Depth 157 in4 Ix 0 in4 Minimum Ix 14.250 in Clear Depth L/ 780 Live Defl L/ 304 SJI Defl 529682 in-#Moment 1.000 in Chord gap 0.349 in Camber 48.000 in Interior Panel 26.875 in Left End 26.875 in Right End 7 Web Vees 5749 # SJI reaction 5749 # SJI reaction . TO:Q Chord: 2-L L2x2x.163 A= 1.251 y = 0.560 Fy = 50000 Q = 0.952 Bridg < 209 11 Ix= 0.482 Iy= 1. 888 Rx = 0.621 Ry = 1.229 Rz = 0.395 Center: L = 24.000 p = -31251 Pax= -32394 M = 656 2 Fillers Sixth: L = 24.000 p = -29183 Paz= -30004 No Fillers Tag end panl: L = 26.875 p = -15020 Paz= -23155 M = 1404 No Filler First point: p = -15020 Pa = -33773 M = 2127 Chord shear: V = 20200 C = -4175 fv = 6891 fc = -3337 f = 7090 Bot Chord: 2-LL1-3/4x.143 A = 0.960 y = 0.490 Fy = 50000 Q = 0.953 Ix= 0.283 Iy= 1.225 Rx = 0.543 Ry = 1.130 Rz = 0.346 Center: L = 48.000 p = 28905 Pa = 28803 Chord shear: V = 20200 T = 11821 fv = 10535 ft = 12312 f = 12201 Valley Joist West Page 29 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 Tl5 2 -18LH328/128 X Parallel chord Longspan 29' 3.500 Special Crimped angle . Web Angl Lngth Shear Force Member Area _R__ Pa Weld T 1 66.0 41.6 5273 12943 AU -29/32 0.645 0.226 19340 1.4 V 1 33.3 20.3 -1797 -2150 lLLlxlx.109 0.206 0.196z -4020 0.7 C 1 42.9 23.1 -:-4493 -6133 1LL1-3/4x.125 0.422 0.347z -7508 1. 7 T 2 54.8 29.4 3728 6463 1LL1-l/4x.109 0.261 0.247z 7819 2.0 V 2 0.0 16.9 -1771 -1771 lLLlxlx.109 0.206 0.196z -4510 0.5 C 2 54.8 29.4 -3003 -5206 1LL1-l/2x.109 0.315 -0.297z -5942 1. 6 T 3 54.8 29.4 2278 3949 1LL1-;-l/4x.109 0.261 0.247z 7819 1. 2 V 3 0.0 16.9 -1802 -1802 lLLlxlx.109 0.206 0.196z -4510 0.6 C 3 54.8 29.4 -1553 -2692 1LL1-l/4x.109 0.261 0.247z -4404 0.8 T 4 54.8 29.4 1187 2058 1LL1-l/4x.109 0.261 0.247z 7819 0.6 V 4 0.0 16.9 -1812 -1812 lLLlxlx.109 0.206 0.196z -4510 0.6 T-AvlW-B 2.3/ 2.3 3.2/ 3.3 3.3/ 3.5 2.3/ 2.0 3.5/ 3.8 3.3/ 3.5 2.3/ 2.0 3.3/ 3.5 3.3/ 3.5 2.3/ 2.0 Valley Joist West Page 3 0 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T16 2 -18LH328/128 X 29' 3.625 Special Crimped angle Parallel chord Longspan End Length De:gth Slo:ge Holes TOQ Tag·. 6. 000 5.250 -0.500 Opp 6.000 5.000 0.500 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Chord Ext BCX Holdback Pitch EPLIElL 40.000 0' 0.001 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load S:gacing Location Point ~ 8'7-7/8 20 1 7-3/4 1000 8'7-7/8 End loads: SJI NtUQ Dead Live Left TC axial load: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 U4 SJI, Dead Equk Wind 7.7 0.0 Kips 7.7 0.0 Kips Right TC axial load: 18.000 in Deep 347.625 in Design length 1313 # Minimum Shear 16.882 in Effective Depth 14.000 in Clear Depth 580608 in-#Moment 48.000 in Interior Panel 7 Web Vees TOQ Chord: 2-LL2x2x.176 Bridg < 209 11 Ix= 0.516 Center: L = 24.000 Fourth: L = 24.000 Tag end panl: L = 26.906 First point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.143 Ix= 0.429 Center: L = 48.000 Chord shear: V = 20200 A 174 in4 Ix L/ 864 Live Defl 1.000 in Chord gap 26.906 in Left End 6458 # SJI reaction = 1.346 y = 0.565 Iy= 2.042 Rx = 0.619 p = -34392 Pax= -35826 p = -26333 Paz= -33113 p = -16658 Paz= -25409 p = -16658 Pa = -36343 C = -4871 fv = 7386 A = 1.103 y = 0.553 Iy= 1. 652 Rx = 0.624 p = 32472 Pa = 33093 T = 13463 fv = 10456 0 in4 Minimum Ix L/ 298 SJI Defl 0.350 in Camber 26.906 in Right End 6044 # SJI reaction Fy = 50000 Q = 0.981 Ry = 1.232 Rz = 0.394 M = 656 4 Fillers No Fillers M = 1407 No Filler M = 2132 fc = -3618 f = 7605 Fy = 50000 Q = 0.898 Ry = 1.224 Rz = 0.396 ft = 12204 f = 12107 Valley Joist West Page 31 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T16 2 -18LH328/128 x 29' 3.625 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.0 41. 6 5981 14731 AU -29/32 0.645 V 1 33.3 20.2 -1805 -2160 lLLlxlx.109 0.206 C 1 43.1 23.1 -5200 -7125 1LL1-3/4x.125 0.422 T 2 54.9 29.3 4435 7709 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1788 -1788 lLLlxlx.109 0.206 C 2 54.9 29.3 -3710 -6449 1LL1-1/2x.125 0.359 T 3 54.9 29.3 1985 3450 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1822 -1822 lLLlxlx.109 0.206 C 3 54.9 29.3 -1313 -2282 1LL1-1/4x.109 0.261 T 4 54.9 29.3 1313 2282 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1828 -1828 lLLlxlx.109 0.206 Crimped angle -1L Pa Weld 0.226 19340 1. 6 0.196z -4032 0.7 0.347z -7510 1. 9 0.247z 7819 2.4 0.196z -4520 0.6 0.296z -7046 1. 7 0.247z 7819 1.1 0.196z -4520 0.6 0.247z -4410 0.7 0.247z 7819 0.7 0.196z -4520 0.6 T-AvlW-B 2.3/ 2.6 3.2/ 3.7 3.3/ 4.0 2.3/ 2.3 3.5/ 4.2 3.3/ 4.0 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 32 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T17 3 -18LH328/128 X Parallel chord Longspan 29' End Length De12th Slo12e Holes Tag 6.000 5.250 -0.375 Opp 6.000 5.000 0.375 5.750 To:12 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Special Crimped angle Chord Ext BCX Holdback 0' 0.001 Pitch An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load s12acing Location Point ~ 1000 1000 End loads: Left TC axial load: 1 1 8 7'6 1'8 Ul SJI, Dead 20 ,3 _3/4 9'2 U4 SJI, Dead SJI NtU:12 Dead Live Eguk Wind 0.0 0.0 0.0 0.0 7.7 0.0 Kips 0.0 0.0 0.0 0.0 7.7 0.0 Kips EP {/flL 40.000 40.000 Right TC axial load: 18.000 in Deep 349.750 in Design length 1445 # Minimum Shear 16.873 in Effective Depth 14.000 in Clear Depth 597766 in-#Moment 48.000 in Interior Panel 7 Web Vees To:12 Chord: 2-LL2x2x.187 Bridg < 210" Ix= 0.544 Center: L = 24.000 Tag end panl: L = 18.000 First point: Opp end panl: L = 27.438 Last point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 186 in4 Ix 0 in4 Minimum Ix L/ 910 Live Defl L/ 306 SJI Defl 1.000 in Chord gap 0.354 in Camber 18.000 in Left End 27.438 in Right End 7420 # SJI reaction 6140 # SJI reaction A = 1.426 y = 0.569 Fy = 50000 Q = 1. 000 Iy= 2.173 Rx = 0.617 Ry = 1.234 Rz = 0.394 p = -35427 Pax= -38638 M = 614 3 Fillers p = -19073 Paz= -32094 M = 0 No Filler p = -19073 Pa = -38504 M = 2645 p = -15929 Paz= 26951 M = 1461 No Filler p = -15929 Pa = -38504 M = 2223 C = -5267 fv = 7041 fc = -3694 f = 7279 A = 1.199 y = 0.558 Fy = 50000 Q = 0.935 Iy= 1. 805 Rx = 0.622 Ry = 1.227 Rz = 0.396 p = 33634 Pa = 35980 T = 15911 fv = 11322 ft = 13267 f = 13122 Valley Joist West Page 33 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T17 3 -18LH328/128 X 29' 5.750 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41. 6 7065 17409 AU -29/32-0.645 V 1 49.8 26.2 -2811 -4360 1LL1-1/4x.109 0.261 C 1 45.0 23.9 -5267 -7449 1LL1-3/4x.143 0.480 T 2 54.9 29.3 4366 7592 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1863 -1863 lLLlxlx.109 0.206 C 2 59.9 33.7 -3557 -7095 1LL1-3/4x.125 0.422 T 3 48.2 25.3 1847 2771 1LL1-l/4x.109 0.261 V 3 0.0 16.9 -1758 -1758 lLLlxlx.109 0.206 C 3 54.9 29.3 -1445 -2512 1LL1-1/4x.109 0.261 T 4 54.9 29.3 468 813 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1833 -1833 lLLlxlx.109 0.206 Crimped angle JL Pa Weld 0.226 19340 l.·9 0.247z -4910 1.3 0.346z ,-8620 1. 8 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8000 1. 9 0.247z 7819 0.9 0.196z -4521 0.5 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 3.0/ 3.6 3.3/ 3.8 3.3/ 4.0 2.3/ 2.3 4.2/ 5.1 2.9/ 3.5 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 34 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T18 2 -18LH328/128 X 29' 5.750 Special Crimped angle Parallel chord Longspan End Length Degth Sloge Holes Tog Tag 6.000 5.250 -0.374 y Opp 6.000 5.000 0.375 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Chord Ext BCX Holdback Pitch EP Ll!lL 40.000 0' 0.001 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load Spacing Location Point 1'.YP§. 1000 1000 End loads: Left TC axial load: 1'8 7 1 6 20'3-3/4 1'8 9'2 SJI NtUp Dead Live 0.0 0.0 0.0 0.0 o.o o.o o.o o~o Ul U4 SJI, Dead SJI, Dead Eguk Wind 7.7 0.0 Kips 7.7 0.0 Kips Right TC axial load: 18.000 in Deep 349.750 in Design length 1445 # Minimum Shear 16.873 in Effective Depth 14.000 in Clear Depth 597766 in-#Moment 48.000 in Interior Panel 7 Web Vees Tog Chord: 2-LL2x2x.187 Bridg < 210 11 Ix= 0.544 Center: L = 24.000 Tag end panl: L = 18.000 First point: Opp end panl: L = 27.438 Last point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 186 in4 Ix L/ 910 Live Defl 1.000 in Chord gap 18.000 in Left End 7420 # SJI reaction A= 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = -35427 Pax= -38638 p = -19073 Paz= -32094 p = -19073 Pa = -38504 p = -15929 Paz= 26951 p = -15929 Pa = -38504 C = -5267 fv = 7041 A = 1.199 y = 0.558 Iy= 1.805 Rx = 0.622 p = 33634 Pa = 35980 T = 15911 fv = 11322 0 in4 Minimum Ix L/ 306 SJI Defl 0.354 in Camber 27.438 in Right End 6140 # SJI reaction Fy = 50000 Q = 1.000 Ry = 1. 234 Rz = 0.394 M = 614 3 Fillers M = 0 No Filler M = 2645 M = 1461 No Filler M = 2223 fc = -3694 f = 7279 Fy = 50000 Q = 0.935 Ry = 1. 227 Rz = 0.396 ft = 13267 f = 13122 Valley Joist West Page 35 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLS~AD, CA 92008 Comments: UBC 1997 T18 2 -18LH328/128 X 29' 5.750 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41.9 7065 17409 AU -29/32 0.645 V 1 49.8 26.2 -2811 -4360 1LL1-1/4x.109 0.261 C 1 45.0 23.9 -5267 -7449 1LL1-3/4x.143 0.480 T 2 54.9 29.3 4366 7592 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1863 -1863 lLLlxlx.109 0.206 C 2 59.9 33.7 -3557 -7095 1LL1-3/4x.125 0.422 T 3 48.2 25.3 1847 2771 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1758 -1758 lLLlxlx.109 0.206 C 3 54.9 29.3 -1445 -2512 1LL1-1/4x.109 0.261 T 4 54.9 29.3 468 813 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1833 -1833 lLLlxlx.109 0.206 Crimped angle i Pa Weld 0.226 19340 1. 9 0.247z -4910 1. 3 0.346z -8620 1. 8 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8000 1. 9 0.247z 7819 0.9 0.196z -4521 0.5 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 3.0/ 3.6 3.3/ 3.8 3.3/ 4.0 2.3/ 2.3 4.2/ 5.1 2.9/ 3.5 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 36 Vl.68 Job #0N00139 -By· DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T19 1 -18LH328/128 X 29 1 5.500 Special Crimped angle Parallel chord Longspan End Length De]2th Tag 6.000 5.250 Opp 6.000 S'.000 Slo12e Holes To12 D 128 #/ft full length 328 #/ft full length 200 #/ft full length Chord Ext BCX· Holdback Pitch EP{/i1L 40.000 0' 0.001 40.000 Uniform Live load Uniform SJI load Uniform Dead load An additional SJI An additional Dead load of 1000# may occur at any top chord panel point. load of 1000# may occur at any top chord panel point. TC cone loads: Load Spacing Location Point I,yp§. 1000 1000 1 1 8 7 1 6 20 1 3-1/2 1 1 8 9 1 2 Ul U4 SJI, Dead SJI, Dead End loads: SJI NtU]2 Dead Live Equk Wind Left TC axial load: 0.0 0.0 0.0 0.0 Right TC axial load: 18.000 in Deep 0.0 0.0 0.0 0.0 length 16.873 in Effective Depth 14.000 in Clear Depth 597164 in-#Moment 48.000 in Interior Panel 7 Web Vees Top Chord: 2-LL2x2x.187 Bridg < 210 11 Ix= 0.544 Center: L = 24.000 Tag end panl: L = 18.000 First point: Opp end panl: L = 27.375 Last point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 349.500 in Design 186 in4 Ix L/ 912 Live Defl 1.000 in Chord gap 18.000 in Left End 7416 # SJI reaction A= 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = -35391 Pax= -38638 p = -19065 Paz= -32094 p = -19065 Pa = -38504 p = -'-15924 Paz= 26988 p = -15924 Pa = -38504 C = -5227 fv = 7039 A = 1.199 y = 0.558 Iy= 1. 805 Rx = 0.622 p = 33595 Pa = 35980 T = 15902 fv = 11316 7.7 0.0 Kips 7.7 0.0 Kips 1444 # Minimum Shear 0 in4 Minimum Ix L/ 306 SJI Defl 0.353 in Camber 27.375 in Right End 6137 # SJI reaction Fy = 50000 Q = 1. 000 Ry = 1.234 Rz = 0.394 M = 613 3 Fillers M = 0 No Filler M = 2629 M = 1454 No Filler M = 2212 fc = -3665 f = 7274 Fy = 50000 Q = 0.935 Ry = 1.227 Rz = 0.396 ft = 13260 f = 13115 Val}ey Joist West Page 37 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T19 1 -18LH328/128 X 29' 5.500 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41. 6 7061 17400 AU -29/32 0.645 V 1 49. 8 26.2 -2810 -4357 1LL1-1/4x.109 0.261 C 1 44.8 23.8 -5265 -7419 1LL1-3/4x.125 0.422 T 2 54.9 29.3 4366 7592 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1865 -1865 lLLlxlx.109 0.206 C 2 60.0 33.8 -3555 -7114 1LL1-3/4x.125 0.422 T 3 48.0 25.2 1845 2758 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1756 -1756 lLLlxlx.109 0.206 C 3 54.9 29.3 -1444 -2511 1LL1-1/4x.109 0.261 T 4 54.9 29.3 467 813 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1833 -1833 lLLlxlx.109 0.206 Crimped angle __R_ Pa Weld 0.226 19340 1.9 0.247z -4910 1.3 0.347z -7354 2.0 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -7985 1.9 0.247z 7819 0.9 0.196z -4521 0.5 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 3.0/ 3.6 3.3/ 3.7 3.3/ 4.0 2.3/ 2.3 4.2/ 5.1 2.9/ 3.4 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 38 Vl. 68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T20 2 -18LH328/128 X 29'10.000 Special Crimped angle Parallel chord Longspan End Length De:gth Slo:ge Holes To:g Tag 6.000 5. 250 · -0.375 Opp 6.000 5.000 . 0. 375 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load 200 #/ft full length Chord Ext BCX Holdback Pitch EP{ttlL 40.000 0' 9.000 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load S:gacing Location Point ~ 1000 1000 End loads: Left TC axial load: SJI 0.0 0.0 1'8 7'6 20'8 1'8 9'2 NtU:g Dead Live 0.0 0.0 0.0 0.0 0.0 0.0 Ul U4 SJI, Dead SJI, Dead Eguk Wind 7.7 0.0 Kips 7.7 0.0 Kips Right TC axial load: 18.000 in Deep 354.000 in Design length 1460 # Minimum Shear 16.873 in Effective Depth 14.000 in Clear Depth 608050 in-#Moment 48.000 in Interior Panel 7 Web Vees Ton Chord: 2-LL2x2x.187 Bridg < 210" Ix= 0.544 Center: L = 24.000 Tag end panl: L = 18.000 First point: Opp end panl: L = 28.500 Last point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 A 186 in4 Ix L/ 878 Live Defl 1.000 in Chord gap 18.000 in Left End 7482 # SJI reaction = 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = -36036 Pax= -38638 p = -19204 Paz= -32094 p = -19204 Pa = -38504 p = -16011 Paz= 26304 p = -16011 Pa = -38504 C = -5964 fv = 7080 A = 1.199 y = 0.558 Iy= 1. 805 Rx = 0.622 p = 34297 Pa = 35980 T = 16054 fv = 11424 0 in4 Minimum Ix L/ 296 SJI Defl 0.363 in Camber 28.500 in Right End 6194 # SJI reaction Fy = 50000 Q = 1.000 Ry = 1.234 Rz = 0.394 M = 629 3 Fillers M = 0 No Filler M = 2936 M = 1570 No Filler M = 2410 fc = -4182 f = 7383 Fy = 50000 Q = 0.935 Ry = 1. 227 Rz = 0.396 ft = 13386 f = 13240 Valley Joist West Page 39 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T20 2 -18LH328/128 x 29 1 10.000 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41.!:, 7129 17566 AU -29/32 0.645 V 1 49.8 26.2 -2841 -4406 1LL1-1/4x.109 0.261 C 1 48.4 25.4 -5296 -7976 1LL1-3/4x.143 0.480 T 2 54.9 29.3 4367 7593 1LL1-l/4x.109 0.261 V 2 0.0 16.9 -1838 -1838 lLLlxlx.109 0.206 C 2 58.0 31. 8 -3594 -6782 1LL1-3/4x.125 0.422 T 3 51. 2 26.9 1879 2999 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1790 -1790 lLLlxlx.109 0.206 C 3 54.9 29.3 -1460 -2538 1LL1-1/4x.109 0.261 T 4 54.9 29.3 472 821 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1836 -1836 lLLlxlx.109 0.206 Crimped angle _R_ Pa Weld 0 .226. 19340 J..9 0.247z -4910 1.4 0.346z -8128 1. 9 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8256 1. 8 0.247z 7819 0.9 0.196z -4521 0.6 0.247z -4411 ·0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 3.0/ 3.6 3.4/ 4.0 3.3/ 4.0 2.3/ 2.3 4.0/ 4.8 3.1/ 3.7 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 40 Vl. 68 Job #ON00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY P0#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T21 1 -18LH328/128 X 29'10.250 Special Crimped angle Parallel chord Longspan End Length De:12th Slo:12e Holes To:12 Tag 6.000 5.250 -0.500 y Opp 6.000 5.000 0.500 D Uniform Live load 128 #/ft full length Uniform SJI load 328 #/ft full length Uniform Dead load_ 200 #/ft full length Chord Ext BCX Holdback Pitch EP{ttlL 40.000 0' 9.000 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load S:12acing Location Point 1.Y:12.§. 1000 1000 End loads: Left TC axial load: 1'9-5/8 7'4-3/8 20 1 8-1/4 1'9-5/8 9'2 SJI NtU:12 Dead Live 0.0 0.0 0.0 0.0 Ul U4 SJI, Dead SJI, Dead Equk Wind 7.7 0.0 Kips Right TC axial load: 18.000 in Deep 0.0 0.0 0.0 354.250 in Design 0.0 length 7.7 0.0 Kips 1460 # Minimum Shear 16.873 in Effective Depth 14.000 in Clear Depth 609471 in-#Moment 48.000 in Interior Panel 7 Web Vees To:12 Chord: 2-LL2x2x.187 Bridg < 210" Ix= 0.544 Center: L = 24.000 Tag end panl: L = 19.625 First point: Opp end panl: L = 28.563 Last point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 186 in4 Ix L/ 876 Live Defl 1.000 in Chord gap 19.625 in Left End 7481 # SJI reaction A= 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = -36120 Pax= -38638 p = -19156 Paz= -31286 p = -19156 Pa = -38504 p = -16026 Paz= 26266 p = -16026 Pa = -38504 C = -5974 fv = 7047 A = 1.199 y = 0.558 Iy= 1.805 Rx = 0.622 p = 34391 Pa = 35980 T = 16003 fv = 11387 O in4 Minimum Ix L/ 295.SJI Defl 0.363 in Camber 28.563 in Right End 6202 # SJI reaction Fy = 50000 Q = 1. 000 Ry = 1.234 Rz = 0.394 M = 630 4 Fillers M = 0 No Filler M = 2746 M = 1577 No Filler M = 2421 fc = -4189 f = 7352 Fy = 50000 Q = 0.935 Ry = 1.227 Rz = 0.396 ft = 13343 f = 13198 Valley Joist West Page 41 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T21 1 -18LH328/128 X 29 110.250 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41. 6 7106· 17509 AU -29/32 0.645 V 1 47.4 24.9 -2845 -4207 1LL1-1/4x.109 0.261 C 1 48.6 25.5 -5271 -7967 1LL1-3/4x.143 0.480 T 2 54.9 29.3 4363 7586 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1837 -1837 lLLlxlx.109 0.206 C 2 57.9 31. 7 -3592 -6755 1LL1-3/4x.125 0.422 T 3 51.4 27.0 1876 3006 1LL1-1/4x~l09 0.261 V 3 0.0 16.9 -1792 -1792 lLLlxlx.109 0.206 C 3 54.9 29 .3 -1460 -2539 1LL1-l/4x.109 0.261 T 4 54.9 29.3 468 813 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1837 -1837 lLLlxlx.109 0.206 Crimped angle _ _R_ Pa Weld ,0.226 19340 1. 9 0.247z · -5092 1. 3 0.346z -8097 1. 9 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8271 1. 8 0.247z 7819 0.9 0.196z -4521 0.6 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 2.9/ 3.5 3.4/ 4.0 3.3/ 4.0 2.3/ 2.3 4.0/ 4.8 3.1/ 3.7 2.3/ 2.3 3. 3/ 4.0 3. 3/ 4.0 2. 3/ 2.3 Valley Joist West Page 42 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T22 1 -18LH328/128 X 29 1 10.500 Special Crimped angle Parallel chord Longspan End Length De:gth Slo:ge Holes To:g Tag 6.000 5.250 -0.625 Opp 6.000 5.000 0.625 D Uniform Live load 128 #/ft full length Uniform SjI load 328 #/ft full length Uniform Dead load 200 #/ft full length Chord Ext BCX Holdback Pitch EPLi/:lL 40.000 0' 9.000 40.000 An additional SJI load of 1000# may occur at any top chord panel point. An additional Dead load of 1000# may occur at any top chord panel point. TC cone loads: Load S:gacing Location Point ·1'.Y2.§. 1000 1000 1 1 8 7 1 6 20 1 8-1/2 1 1 8 9 1 2 Ul U4 SJI, Dead SJI, Dead End loads: SJI NtU:g Dead Live Equk Wind Left TC axial load: 0.0 0.0 0.0 0.0 Right TC axiai load: 18.000 in Deep 0.0 0.0· 0.0 0.0 length 16.873 in Effective Depth 14.000 in Clear Depth 609268 in-#Moment 48.000 in Interior Panel 7 Web Vees To:g Chord: 2-LL2x2x.187 Bridg < 210 11 Ix= 0.544 Center: L = 24.000 Tag end panl: L = 18.000 First point: Opp end panl: L = 28.625 Last point: Chord shear: V = 20200 Bot Chord: 2-L L2x2x.156 Ix= 0.464 Center: L = 48.000 Chord shear: V = 20200 354.500 in Design 186 in4 Ix L/ 874 Live Defl 1.000 in Chord gap 18.000 in Left End 7489 # SJI reaction A= 1.426 y = 0.569 Iy= 2.173 Rx = 0.617 p = -36108 Pax= -38638 p = -19219 Paz= -32094 p = -19219 Pa = -38504 p = -16021 Paz= 26227 p = -16021 Pa = -38504 C = -6046 fv = 7085 A = 1.199 y = 0.558 Iy= 1. 805 Rx = 0.622 p = 34376 Pa = 35980 T = 16071 fv = 11436 7.7 0.0 Kips 7.7 0.0 Kips 1461 # Minimum Shear 0 in4 Minimum Ix L/ 295 SJI Defl 0.364 in Camber 28.625 in Right End 6200 # SJI reaction Fy = 50000 Q = 1.000 Ry = 1.234 Rz = 0.394 M = 631 4 Fillers M = 0 No Filler M = 2972 M = 1583 No Filler M = 2432 fc = -4240 f = 7395 Fy = 50000 Q = 0.935 Ry = 1. 227 Rz = 0.396 ft = 13400 f = 13254 Valley Joist West Page 43 Vl.68 Job #0N00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY PO#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T22 1 -18LH328/128 X 29 1 10.500 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.1 41. 6 7136 17584 AU -29/32 0.645 V 1 49.8 26.2 -2844 -4411 1LL1-1/4x.109 0.261 C 1 48.8 25.6 -5299 -8040 1LL1-3/4x.143 0.480 T 2 54.9 29.3 4367 7594 1LL1-1/4x.109 0.261 V 2 0.0 16.9 -1835 -1835 lLLlxlx.109 0.206 C 2 57.8 31. 6 -3598 -6745 1LL1-3/4x.125 0.422 T 3 51.5 27.1 1882 3027 1LL1-1/4x.109 0.261 V 3 0.0 16.9 -1794 -1794 lLLlxlx.109 0.206 C 3 54.9 29.3 -1461 -2541 1LL1-1/4x.109 0.261 T 4 54.9 29.3 473 822 1LL1-1/4x.109 0.261 V 4 0.0 16.9 -1837 -1837 lLLlxlx.109 0.206 Crimped angle _R_ Pa Weld 0.226 19340 1. 9 0.247z -4910 1.4 0.346z -8067 1. 9 0.247z 7819 2.3 0.196z -4521 0.6 0.347z -8285 1. 8 0.247z 7819 0.9 0.196z -4521 0.6 0.247z -4411 0.8 0.247z 7819 0.8 0.196z -4521 0.6 T-AvlW-B 3.0/ 3.6 3.4/ 4.0 3.3/ 4.0 2.3/ 2.3 4.0/ 4.8 3.1/ 3.7 2.3/ 2.3 3.3/ 4.0 3.3/ 4.0 2.3/ 2.3 Valley Joist West Page 44 Vl.68 Job #ON00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY P0#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T23 2 -18LH328/128 X 32' 3.500 Special Crimped angle Parallel chord Longspan End Length De2th Tag 6.000 5.250 Opp 6.000 5.000 SloQe Holes To12 y D 128 #/ft full length 328 #/ft full length 200 #/ft full length Chord Ext BCX Holdback Pitch EPf:il:lL 40.000 0' 0.001 40.000 Uniform Live load Uniform SJI load Uniform Dead load An additional SJI An additional Dead load of 1000# may occur at any top chord panel point. load of 1000# may occur at any top chord panel point. TC cone loads: Load S12acing Location Point .'.I'.Y2§ 1000 1000 1 1 6 7'6 23'3-1/2 1'6 9'0 Ul us SJI, Dead SJI, Dead End loads: SJI NtU}2 Dead Live Eguk Wind Left TC axial load: 0.0 0.0 0.0 0.0 Right TC axial load: 18.000 in Deep 0.0 0.0 0.0 0.0 length 16.718 in Effective Depth 13.500 in Clear Depth 678890 in-#Moment 48.000 in Interior Panel 8 Web Vees To12 Chord: 2-LL2-1/2x.250 Bridg < 245" Ix= 1.406 Center: L = 24.000 Tag end panl: L = 16.000 First point: Opp end panl: L = 23.875 Last point: Chord shear: V = 20200 Bot Chord: 2-LL2x2x.176 Ix= 0.516 Center: L = 48.000 Chord shear: V = 20200 383.500 in Design 242 in4 Ix L/ 896 Live Defl 1.000 in Chord gap 16.000 in Left End 7923 # SJI reaction A= 2.375 y = 0.717 Iy= 4.924 Rx = 0.769 p = -40609 Paz= -62454 p = -20331 Paz= -57352 p = -20331 Pa = -64125 p = -17011 Paz= 52519 p = -17011 Pa = -64125 C = -3457 fv = 4742 A = 1. 346 y = 0.565 Iy= 2.042 Rx = 0.619 p = 39441 Pa = 40381 T = 17287 fv = 10803 7.7 0.0 Kips 7.7 0.0 Kips 1560 # Minimum Shear O in4 Minimum Ix L/ 309 SJI Defl 0.426 in Camber 23.875 in Right End 6559 # SJI reaction Fy = 50000 Q = 1.000 Ry = 1.440 Rz = 0.491 M = 630 No Fillers M = 0 No Filler M = 1917 M = 1125 No Filler M = 1645 fc = -1456 f = 4797 Fy = 50000 Q = 0.981 Ry = 1.232 Rz = 0.394 ft = 12843 f = 12567 i Valley Joist West Page 45 Vl. 68 Job #ON00139 -By DB Entered 5/15/00 Revised 6/08/00 Customer: JD2, INC. #10002 2049 KURTZ ST. SAN DIEGO, CA 92110-2014 619-295-3153 DENNIS CODY P0#00-311 FAX 619-295-3628 Project: INVITROGEN 1610 FARADAY AVE CARLSBAD, CA 92008 Comments: UBC 1997 T23 2 -18LH328/128 X 32 1 3.500 Special Parallel chord Longspan Web Angl Lngth Shear Force Member Area T 1 66.3 41. 5 7605 18886 AU -29/32 0.645 V 1 52.8 27.6 -2714 -4486 1LL1-1/4x.109 0.261 C 1 30.3 19.4 -5927 -6862 1LL1-3/4x.125 0.422 T 2 55.1 29.2 5103 8928 1LL1-1/2x.109 0.315 V 2 0.0 16.7 -1796 -1796 lLLlxlx.109 0.206 C 2 55.1 29.2 -4384 -7670 1LL1-3/4x.125 0.422 T 3 55.1 29.2 3854 6742 1LL1-1/4x.109 0.261 V 3 39.4 21. 6 -2477 -3207 2LL1xlx.109 0.412 C 3 55.1 29.2 -1947 -3406 1LL1-1/4x.109 0.261 T 4 55.1 29.2 1560 2730 1LL1-1/4x.109 0.261 V 4 0.0 16.7 -1703 -1703 lLLlxlx.109 0.206 C 4 55.1 29.2 -510 -892 1LL1-1/4x.109 0.261 Crimped angle __R_ Pa Weld 0.226 19340 2.1 0.247z -4684 1.4 0.347z -8376 1. 8 0.297z 9454 2.8 0.196z -4542 0.6 0.347z -8607 2.1 0.247z 7819 2.1 0.307x -9698 1.0 0.247z -4426 1.1 0.247z 7819 0.8 0.196z -4542 0.5 0.247z -7819 0.8 T-AvlW-B 4.0/ 3.8 · 3. 6/ 3.2 4.4/ 4.2 2.8/ 2.3 4.7/ 4.5 4.1/ 3.9 5.8/ 4.7 4.1/ 4.0 4.1/ 4.0 2.8/ 2.3 4.1/ 4.0 .. ,,, \ -- Deardorff & Deardorff, Inc . 1342 Main Street Suite B 760-788-7495 Phone 760-788-7783 FAX lnlo@DandDEng.com DandDEng@aol.com .. 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A 8 r-... r-.. ---.... r,... t-,... B 7 ~ .... -.... i-.... -C 6 D 5 3 4 5 6 7 8 9 10 MULLION SPACING IN FEET l 8 ___ ..__,..-.-...--,,.......-.--,-,.....,..-, I = 6.565 17 1--1--4---'-f-+-+-+-l-+-+--t-t-+-1 I\. 16µ,.4-~-+-+-11-+-+--+--l-+-t--r-1 z 0 9 :::J __J a :::> ~ 7 6 .5 '\. A 8 C D 3 4 5 6 7 8 9 10 MULLION SPACING IN FEET 06EL692ET~ ·- n • DJM-360 CURVE REPRESENTATION A = 15 P.S.F. B = 20 P.S.F. C = 25 P.S.F. D = 30 P.S.F. n • ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ DJM-360 WITH STEEL REINFORCEMENT 1 5/'o X J 1 /8• X 10 GA. • ::>IJ, ~ C p ·-,..,,,,._., I'\-( ,. ... , , -• ~....,. , ~ --,. ~ ( ', . 12/ 29/95 09: 50 WINDLOAD CHARTS 18 1 7 1 I-1 w ~1 6 5 4 Z 13 5: 12 Q 1, uJ :I: 10 z 0 9 :J 5 8 ~ 7 " ' ...... r-;.. -.... ~ " ~ ...... I' ... I'--.. '-, r-.. ... r--,~ ........ t--. .... ..... :--,.._ ...... ' ~ ..... ~ ........ .... _ r--- r--, .... _ ~~ I = 1.796 S = 0.928 A 8 C D 6 5 3 4 5 6 7 8 9 10 MULLION SPACING IN FEET 18 1 7 1 I-1 L,J uJ LI.. 6 5 4 Z 13 1-12 ::c <.? w 11 :I: 10 z 0 9 ....I 5 8 ~ 7 6 \. '\ " \ K " " \ ' !\ "'\ ...... r--.. " i\. " ...... ' ! I " .J ...... I"-. "-...... "'i,..._ -,,, ~ ....... ....!,,._ __ .. ' ........ ~ ~ ...... ..... ..... ........ .... -~ --..._ i-...~ t--- I = 5.699 A 8 C D ~ 3 4 5 6 7 8 9 10 MULLION SPACING IN FEET SM-455 CURVE REPRESENTATION A ~ 15 P.S.F. B = 20 P.S.F. C ~ 25 P.S.F, D = 30 P.S.F. ~U-455 WITH STEEL REINFORCEMENT 1 5/Ff X 2 7 /'o X 3/16'" c:, •• ,.,.J Dec-02-97 10~34A Arcadia, Inc. 2132697390 Area: Perimeter: Bounding box: Centroid: Moments of inertia: Icoc-400.mpr 1. 526229 sq in 30.97868 in X: -1 1 in Y: -3.187475 X: 0 in Y: 0 in 2.837525 in X: 5.90618 sq in sq in Y: 0.9781228 sq in sq in Product of inertia: XY: -3.151918e-08 sq in sq in Radii of gyration: X: 1.967177 in Y: 0.8005471 in - Principal moments(sq in sq in) and X-Y directions about centroid: I: 0.9781228 about [6.395863e-09 -1] J: 5.90618 about [1 O j Jx~ !7, C/f ,AL+- Sx::; ~ Cf( l--e,s, ,1\[~ -,3 .. -14 Xy:;: CJ, Cf78 1N4-~,= t1 ... q1e ;;;::: tJ ... Cf.78 }~ l-o Page 1 12/02/97 10:39 TX/RX NQ.9975 P.002 P.02 • WINDLOAD CHARTS 18 1 7 1 6 I-15 w ~ 14 Z 13 I-12 I c., 11 w :r: 10 z 0 9 ....I s 8 ~ 7 6 5 \ '\ ' ' ' "' I'-.. ' "' '- " ' '-' I'--ts ' ' '- !'-.. '- ............ ....... t--. I'.. ' ,....._ ' ' ---, I"-"-"', -----r-..... r--. """'r--... ....... t--. - r--.. I = 3.090 S = 1.236 A B C D 3 4 5 6 7 8 9 10 MULLION SPACING IN FEET 8 7 1 16 I-15 w w u... 14 Z 13 1-12 I c., w 11 :r: 10 z 0 9 ::J s 8 ~ 7 6 5 I\ ' \ J, \ ,{' '\ '\ \ '\ " ' \ " ' ~ " " K ' r--... ', "-I'.. 'r-... ', ' I'--r-,.... ' 'r-,... -r--,... r-,.... ,....._ ' ...... ..... ....... r----I'-. i'-. I'-. ...... r-,.... I = 6.695 A B C D 3 4 5 6 7 8 9 10 MULLION SPACING IN FEET M0-355 CURVE REPRESENTATION A = 15 P.S.F. B = 20 P.S.F. C = 25 P.S.F. D = 30 P.S.F. M0-355 WITH STEEL REINFORCEMENT 1 5/8" X 3 1/8" X 10 GA. ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials IALUATION REPORT 1.,;opyright © 1998 ICBO Evaluation Service, Inc. ER-4627. Reissued July 1, 1998--- Filing Category: FASTENERS-Concrete and Masonry Anchors (066) KWIK BOLT-II AND POST NUT KWIK BOLT-II CONCRETE ANCHORS HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 1.0 SUBJECT Kwik Bolt-II and Post Nut Kwik Bolt-II Concrete Anchors. 2.0 DESCRIPTION 2.1 Kwik Bolt-II: Kwik Bolt-II (KB-II) concrete anchors consist of a stud, wedge, nut and washer. The stud is manufactured from a car- bon or stainless steel material. The carbon steel Kwik Bolt-II stud is made from AISI 1038 or AISI 1144 materials. The wedges are made of AISI 1010 steel, except that KB-II 3/ 4-by-12, KB-II 1-by-6, KB-II 1-by-9 and KB-II 1-by-12 an- chors have AISI 304 (stainless steel) wedges. All carbon steel components are zinc-plated. Each component of the stain- less steel Kwik Bolt-II anchor is made from either AISI 304 or AISI 316 material. The stud consists of a high-strength steel rod threaded at the upper end. The tapered mandrel has an increasing diam- eter toward the anchor base, and is enclosed by a three-sec- tion wedge which freely moves around the mandrel. In the vertical direction, the wedge movement is restrained by the mandrel taper at the bottom and by a collar at the top of the mandrel. When subjected to torque, the wedge is forced against the wall of the predrilled hole to provide the anchor- age. Allowable tension and shear values in normal-weight concrete are shown in Tables 3 and 4 for the carbon steel and stainless steel anchors. respectively. Allowable tension and shear values for lightweight concrete are shown in Table 5. The anchors are illustrated in Figure 1. 2.2 Post Nut Kwik Bolt-II: Post Nut Kwik Bolt-II concrete anchors consist of a carbon (AISI 1144) or stainless (Type 304) steel stud and post nut. The threaded end of the stud is fabricated to accept a threaded post nut with an outside diameter equal to the nomi- nal diameter of the stud. The post nut has a countersunk- head configuration. Allowable tension and shear values for carbon and stainless anchors in 3,000 psi (20.7 MPa) normal- weight concrete are shown in Table 7. The anchors are illus- trated in Figure 2. 2.3 Installation: 2.3.1 Kwik Bolt-II: Holes are drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI B212.15-1994. The drill bit diameter must be the same as that of the anchors. The drilled holes must exceed the depth of an- chor embedment by at least two anchor diameters, to permit overdriving of anchors and to provide a dust-free area. The anchor must be hammered into the predrilled hole until at least six threads are below the surface. The nut must be tight- ened against the washer until the torque values specified in Table 1 are attained. Minimum embedment depths, edge dis- tance and spacing requirements are set forth in Tables 1 and 2. --- 2.3.2 Post Nut Kwik Bolt-II: Holes are drilled into the con- crete using carbide-tipped masonry drill bits complying with ANSI 8212.15-1994. The drill bit diameter must be the same as that of the anchors. The drilled holes must exceed the depth of anchor embedment by approximately two anchor di- ameters, to permit overdriving and to provide a dust-free area. The anchor is tapped into the hole until the post-nut head touches the material to be fastened. The post nut is then loosened by two complete turns and the anchor is again tapped until the post nut is again in contact with fastened ma- terial. The post nut is then hand-tightened with a screwdriver. Minimum embedment depths, edge distance and spacin9 re- quirements are set forth in Tables 1 and 2. 2.4 Special Inspection: Where special inspection is required, compliance with Sec- tion 1701.5 of the code is necessary. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, concrete type, con- crete compressive strength, predrilled hole dimensions. an- chor spacing, edge distances, slab thickness, anchor embed- ment and tightening torque. 2.5 Design: 2.5.1 General: Allowable shear and tension loads are as set forth in Tables 3, 4, 5 and 7. 2.5.2 Combined Loading for Kwik Bolt-II Anchors in Nor- mal-weight Concrete: Allowable loads for Kwik Bolt-II an- chors subjected to combined shear and tension loads in nor- mal-weight concrete noted in Tables 3 and 4 are determined by the following equation: <PslP1)513 + (Vs I ½)5/3 ~ 1 where: Ps = applied tension load. Pr = allowable tension load. Vs = applied shear load. 'Ir = allowable shear load. 2.6 Identification: The anchors are identified in the field by dimensional charac- teristics and packaging. The packaging label indicates the manufacturer's name and address and the size and type of anchor. A length identification code letter is stamped on the threaded end of the bolt. See the length identification system in Table 6. valuation rtpom of ICBO Evaluation Stnict, Inc., art issued soltly lo provide information to Class A mtmbtrs of ICBO, utilizing tht codt upon which tht report -based. Evaluation reports art nol 10 bt construed as rtprtstnting atsthtlics or any olhtr aJtribults nol sptcijically addressed nor as an tndontmtnl or rtcommtn· dationfor ust o/lht sub}tcl report. This report is baud upon indtptndtnt tests or olhtr technical data submilltd by tht applicant. Tht ICBO Evaluation Strvict, Inc., ttchnical staff has rtvitwtd tht ttst results and/or othtr daJa. but dott not possess test facililits to ma/ct an indtptndtnt vtrificalion. Thtrt is no warranty by ICBO Evaluation Strvict, Inc., tzpress or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 4 ', "!:I'-"-· \JI '½ 3.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01), dated September 1997. • 0 FINDINGS That the Kwik Bolt-II and Post Nut Kwik Bolt-II concrete anchors described in this report comply with the 1997 Uniform Building Coden.t, subject to the following conditions: 4.1 Installation dimensions and installation torques are as noted in Tables 1 and 2. 4.2 Allowable tension and shear values are as noted in Tables 3, 4, 5 and 7. 4.3 Calculations justifying that the applied loads com- ply with this report are submitted to the building of- ficial for approval. 4.4 Special inspection is provided as set forth in Sec- tion 2.4 of this report. 4.5 Anchors are limited to installation in uncracked concrete, which is concrete subjected to tensile stresses not exceeding 170 psi (483 kPa) as in- duced by external loads, deformations and interior exposures. 4.6 Allowable tension·and shear values for Kwik Bolt-II anchors In normal-weight concrete noted In Tables 3 and 4 may be Increased 331/3 percent for short- term loading due to wind or seismic forces. Use of the Kwlk Bolt-II anchor in lightweight concrete, and use of the Post Nut Kwik Bolt-II anchor In resisting wind and seismic forces, are beyond the scope ofr this report. , 4.7 Use of the anchors in resisting vibratory or shock loads, such as those present in supports for recip- rocating engines or crane loads, is beyond the scope of this report. 4.8 Anchors are limited to nonfire-resistive construc- tion. 4.9 Use of the carbon steel anchors is limited to dry, in- -tef'°ror locations. Use of the stainless steel anchors is permitted in exterior-exposure or damp environ- ments. 4.10 Anchors are manufactured by Hilti, Inc., at 5400 South 122nd East Avenue, Tulsa, Oklahoma, with quality control inspections by Underwriters Labo- ratories Inc. (AA-637). This report is subject to re-examination in two years. TABLE 1-INSTALLATION SPECIFICATIONS ANCHOR SIZE SETTING DETAILS 1/4 Inch 3/8 Inch 1/2 Inch 5/1 Inch 3/4 Inch Drill bit size = anchor diameter (inches) ,,4 3/8 ''2 5/g 3/4 Depth of embedment (minimum/standard) {inches) i 11s I 2 131s I 2112 2114 l 3112 2314 I 4 3114 I 4314 I Wedge clearance hole {inches) s,,6 1,,6 9/16 11,,6 13116 1 Anchor length (min./max.) {inches) i114 I 4''2 211s I 7; 2114 I 7 3''2 I 10 41t2 I 12 1read length std./extra thread length (inches) 3t4 I 3 3ts I 4 .-1114 I 4 I l/2 I 41/2 i '12 I 4112 Installation: Torque Stainless steel 4 20 30 75 150 guide values I Carbon steel: Min. embedment 4 20 30 75 150 (ft. lb.) Carbon steel: Std. embedment 7 25 45 95 225 Min. base material thickness (inches) 3 or 1.3 x embedment depth. whichever is greater For SI: l inch = 25.4 mm. 1 !bf= 4.45 N. 1 Installation torques are applicable for all anchor installations uRless noted otherwise in this repor1. TABLE 2-ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS, NORMAL-WEIGHT CONCRETE1,2,3,4,5,6,7 DESCRIPTION 1/4 Inch Embedment: minimum/standard (inches) l l/g Ser Spacing required to obtain maximum working load (inches) 21/4 S,,,,n Minimum allowable spacing between anchors (inches) 1 l/g Mer Edge distance required to 33/g obtain maximum working Shear load (inches) Tension l 314 Mm,n Minimum allowable edge Shear J 3/4 distance (inches) Tension J l/g For SI: 1 inch= 25.4 mm. 1 lbf = 4.45 N. 1 Data in this table and the footnotes apply to all anchors covered in this repor1. 2When using Mmin for a load that is shear, reduce the allowable load by 50 percent. 3When using Mmin for a load that is tension, reduce the allowable load by 20 percent, 2 4 2 33/g 3 13/4 2 3/1 Inch I 5/s 21/2 31/4 5. I 5/g 21/2 47/s 2112 47/gl 33/4/ 2112 15/g 2112 { 21,21 4For Sand M of anchors with actual embedments between the listed embedments. use linear interpolation. ANCHOR SIZE I/2 Inch 5/1 Inch 3/4 Inch 21/4 31'2 23/4 -I 31/4 43/4 41/2 7 51/2 8 6112 91,'2 21/4 31/2 23i4 -I 31/4 43/4 63/4 63/4 gl/4 gl/4 93/4 93/4 33/g 51/4 41/g 6 47/g 71/g 33/g 33/g 41/g 41/g 4'/g 47/g 21/4 3112 2314 J 31/4 43/4 5For Sand M of anchors with embedments greater than the deepest cmbedment listed in this table, use the value for the deepest embedment listed. 6When using Sm;n. reduce the allowable tension load by 30 percent. 7When using Smin• reduce the allowable shear load by 30 percent. 1 inch l 4112 I 6 11/g 6 I 12 2114 I 4112 • 200 200 325 1 inch 41/2 I 6 9 I 12 41/, I • I 6 1311, ! 1311, 63/4. j 9 - 6314 I 63t4 4112 I 6 = 1 ' ,. TABLE 3-CARBON STEEL KWIK BOLT-II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL-WEIGHT CONCRETE1,2 I t' • 2.000 psi le:'• 3,000 psi le:' 2 4,000 psi ICHOfl AHCHOR Ttn1lon Ttn1lon Ttn1lon ~ ~,AMET£R DEPTH Wllh Wllhovl (Inch) (Inches) Sp. lnsp. Sp. lnsp. ShNr I 1183 245 120 400 l 2 525 265 400 33/4 625 315 400 l5/a3 500 250 925 3/a 21/2 1,125 565 1.100 41/4 1,190 595 1,100 21,43 860 430 1.8IO 1'2 3'12 1.750 875 1,840 6 1,950 975 1,840 23/43 1,425 710 2,875 sis 4 2,180 1,125 3,125 7 3,000 1,500 3,125 31/43 1,850 925 3,875 3/4 43/4 2,750 1.375 4,225 8 3,750 1,875 4,225 41/23 2.930 1,465 6,625 I 6 3,990 1,995 8,625 9 6,040 3,020 8,625 For SI: I inch = 25.4 mm, I psi = 6.9 kPa. I lb. = 4.45 N. 1 See Table 2 footnotes. Wl1h Wllh0vl With Sp. lnsp. Sp.lnsp. Shw Sp. lnsp. 300 150 400 350 550 280 400 590 625 315 400 625 605 300 975 710 1,210 605 1,100; 1.290 1,235 615 1.100 1,285 960 480 1.840 1.065 2.000 1.000 1.840 2,250 2,165 1,080 1,840 2,375 l,685 845 2,875 1,950 2,670 1.335 3,125 3,090- 3,250 1.625 3,125 3.500 2,175 1,090 3,875 2.500 3,625 1,940 4,225 4,500 4,625 2,315 4,225 5,500 3,650 1.825 7,125 4,375 5.310 2,655 8,625 6.625 7,050 3,525 8,625 8,055 2Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 3 Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. Whhout Sp.lnsp. 175 295 315 355 645 640 530 1.125 1.190 975 -J.545 1,750 1,250 2.250 _. 2,750 2,190 3,315 4,025 le:' al,000 psi T1n1lon Wlh Wllhout 51-' Sp. lnsp. Sp.lnsp. Show 400 430 215 400 400 625 315 400 400 625 315 400 1.025 800 400 1,025 1.100 1.450 725 1,100 1.100 1,450 725 1.100 1,840 1.625 815 1.840 1,840 2.625 1.315 1,840 1,840 2,625. 1.315 1,840' 2,875 2,500 1.250 2,875 3,125 3,925 1,465 3,125 3,125 3.925 1,965 3,125 3,875 3.000 1,500 3,875 4,225 5,060 2.530 4,225 4,225 5,925 2,965 4,225 7,625 4.360 2,180 8,625 8,625 7,875 3,940 8.625 8.625 10,000 5,000 8,625 TABLE 4-STAINLESS STEEL KWIK BOLT-II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL-WEIGHT CONCRETE1•2 I le:'= 2,000 psi. r =3,ooo ps1 le:'• 4.000 psi ''ICHOR AIICHOR Tension Tension Tension ~TER DEPTH With Wllhollt Wllh W'rthoul W'rth Without h) Onchesl Sp. lnsp. Sp. lnsp. Shear Sp. lnsp. Sp. lnsp Shi• Sp. lnsp. Sp. lnsp. I 1183 170 85 525 l/4 2 425 210 550 33/4 520 260 550 I 5/83 400 200 825 3/g 21/2 875 440 1.250 41/4 1.000 500 1.250 2 l/43 800 400 1,700 l/2 3112 1.250 625 2.085 6 1,375 690 2,085 23/43 1.020 510 2,625 s,& 4 1.730 865 3,125 7 2,250 1,125 3,125 31,43 1.450 725 2.700 3/4 43/4 2,350 1.175 4,225 8 2.750 1,375 4.500 4l/zJ 2.300 1,150 5,700 I 6 3.740 1,870 7,000 9 5,250 2,625 7,000 For SI: I inch= 25.4 mm. I psi= 6.9 kPa. I lb.= 4.45 N. 1sec Table 2 footnotes. 230 115 540 245 500 250 550 500 520 260 550 520 460 230 950 515 1,025 515 1.250 l. 175 1.145 625 1.250 1.350 1,000 500 1.740 1.200 1,625 815 2.085 2.000 1,765 880 2,085 2.150 1,250 625 2.875 1,475 2,220 1.110 3.125 2.715 2,825 1.415 3.125 3,425 1,825 915 3.100 2,200 2,990 1.525 4.365 3.625 3.500 1,815 4,500 4,250 2,850 1.425 6.350 3.400 4,930 2,465 7.000 6.120 7,075 3,750 7,000 8,800 2Allowable loads may be increased by 331/3 percent for short-tenn loading due to wind or seismic forces. 3 Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. 120 250 260 260 590 675 600 1,000 1,075 735 1.355 1.715 1.100 1.815 2.125 1.700 3,060 4.400 le:'= 6,000 psi Tension W"rth Without Shear Sp. lnsp. Sp.lnsp. Shur 550 350 175 550 550 520 260 550 550 520 260 550 1,075 625 315 J,150 1.250 1.350 675 1.250 1.250 1.350 675 1.250 1,775 1.250 625 2.085 2.085 2.250 1.125 2,085 2,085 2.550 1.275 2,085 3,125 1.800 900 3.125 3,125 3.000 1,500 3.125 3.125 3.425 1.715 3.125 3,500 2.450 1.225 4,500 4.500 4.375 2,190 4.5C() 4,500 4,800 2.400 4,5CO 7.000 4.500 2,250 7,oc<J 7.000 6.875 3,440 7.(X,0 7,000 8.800 4.400 7,0C0 ;_ <c:1y~ "+ uf 4 EMBEDMENT I ANCHOR SIZE DEP'Tl-1 (Inch) (Inches) l/4 11/s ... 2 3/g 15/g 211i l/2 21/4 31/2 5/g 23/4 4 3/4 31/4 43/4 TABLE 5-KWIK BOLT-II CARBON STEEL ALLOWABLE TENSION AND SHEAR IN LIGHTWEIGHT, EXPANDED SHALE-AGGREGATE CONCRETE1,2.3 TENSION ib-l wmt TENSION (lb.) TENSION ib-l wmt SPE IA WITHOllT SPECIAL · SPE IA TORQUE SHEAR (pounds) INSPECTIONS INSPECTION4 INSPECTIONS TENSION (lb.) WITHOllT SPECIAL INSPECTION• (ft.-lb.) C,' .!: 2,000 psi e,· • 2,000 psi fc'• 4,000 psi 4 400 210 105 360 180 5 400 300 150 450 225 15 755 380 190 625 310 15 1,100 630 315 975 485 25 1,370 685 340 1.100 550 30 1,840 1,000 500 1.600 800 65 2.480 1,110 555 1.575 785 75 3,125 1,650 825 2,300 1.150 135 3,170 1,545 770 2,200 1,100 150 4,135 2,200 1.100 3.250 1,625 For SI: I inch = 25.4 mm. I !bf= 4.45 N. I ft.-lb. = 1.3558 N · m. I psi = 6.9 kPa. 1The labulated tension and shear values are for anchors installed in lightweight expanded shale-aggregate concrete having the indicated compressive strength at the time of installation. Concrete aggregate must comply with ASTM C 330-85 and ASTM C 332-83. ~Use of the anchors in resisting wind or seismic forces in lightweight concrete is beyond the scope of this report. 3Spacing and edge distances noted in Table 2 must be increased by 331/3 percent. . 4These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 170 I of the code. 5These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 170 I of the code. TABLE 6---LENGTH IDENTIFICATION SYSTEM STAMP OH ANCHOR A B C D E F G H I J K L M H 0 p Q R s T I u Length From 111? 2 2112 3 Jl/2 4 41/2 5 5112 6 61/2 7 711z 8 gl/2 9 9112 10 II 12 I 13 or anchor Up 10 2 2112 3 Jl/2 4 4112 5 511z 6 61/2 7 71/2 8 gl/2 9 911z 10 II 12 13 114 (inches) bul not including V w X 14 15 16 15 16 17 TABLE 7-POST NUT KB-II ALLOWABLE TENSION AND SHEAR VALUES (pounds), NORMAL-WEIGHT CONCRETE1•2 e,· = 3,000 psi I MINIMUM Tension ANCHOR EMBEDMEN\DEPTH DIAMETER (lnchesYMATERIAL (Inches With Special lnspectlon3 Without Special Inspection' I/ 4 carbon steel I 1/g 310 155 l/4 stainless steel I 1/g 305 155 I 3/g carbon steel 15/g 605 300 I 3/g stainless steel (5/g 460 230 For SI: I inch= 25.4 mm. I !bf= 4.45 N. y 17 I& Shear 330 470 700 1.250 1The tabulated tension or shear values arc for anchors installed in stone-aggregate concrete having the indicated compressive strength at the time of installation. 2Usc of the anchors in resisting wind or seismic forces is beyond the scope of this report. -'These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 170 I of the: code. ~These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 170 I of the code. [[J}-~, ===,-..-rorner }-Th,,., .... -· Anchor Bo,y FIGURE 1 C.unhrslllllc Put It.II R.iiucai DI-tar ThrH4s S.lt FIGURE2 Tripi• S.,-.nhi Exp1111hn Slun z 18 18 f f ' - - ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials /ALUATION REPORT IJopyright © 1998 ICBO Evaluation Service, Inc. ER-4627 Reissued July 1, 1998 Filing Category: FASTENERS-Concrete and Masonry Anchors (066) KWIK BOLT-II AND POST NUT KWIK BOLT-II CONCRETE ANCHORS HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 1.0 SUBJECT Kwik Bolt-II and Post Nut Kwik Bolt-II Concrete Anchors. 2.0 DESCRIPTION 2.1 Kwik Bolt-II: Kwik Bolt-II (KB-II) concrete anchors consist of a stud, wedge, nut and washer. The stud is manufactured from a car- bon or stainless steel material. The carbon steel Kwik Bolt-II stud is made from AISI 1038 or AISI 1144 materials. The wedges are made of AISI 1010 steel, except that KB-II 3/ 4-by-12, KB-II 1-by-6, KB-II 1-by-9 and KB-II 1-by-12 an- chors have AISI 304 (stainless steel) wedges. All carbon steel components are zinc-plated. Each component of the stain- less steel Kwik Bolt-II anchor is made from either AISI 304 or AISI 316 material. The stud consists of a high-strength steel rod threaded at the upper end. The tapered mandrel has an increasing diam- eter toward the anchor base, and is enclosed by a three-sec- tion wedge which freely moves around the mandrel. In the vertical direction, the wedge movement is restrained by the mandrel taper at the bottom and by a collar at the top of the mandrel. When subjected to torque, the wedge is forced against the wall of the predrilled hole to provide the anchor- age. Allowable tension and shear values in normal-weight concrete are shown in Tables 3 and 4 for the carbon steel and stainless steel anchors, respectively. Allowable tension and shear values for lightweight concrete are shown in Table 5. The anchors are illustrat~d in Figure 1. 2.2 Post Nut Kwik Bolt-II: Post Nut Kwik Bolt-II concrete anchors consist of a carbon (AISI 1144) or stainless (Type 304) steel stud and post nut. The threaded end of the stud is fabricated to accept a threaded post nut with an outside diameter equal to the nomi- nal diameter of the stud. The post nut has a countersunk- head configuration. Allowable tension and shear values for carbon and stainless anchors in 3,000 psi (20.7 MPa) normal- weight concrete are shown in Table 7. The anchors are illus- trated in Figure 2. 2.3 Installation: 2.3.1 Kwik Bolt-II: Holes are drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI 8212. 15-1994. The drill bit diameter must be the same as that of the anchors. The drilled holes must exceed the depth of an- chor embedment by at least two anchor diameters, to permit overdriving of anchors and to provide a dust-free area. The anchor must be hammered into the predrilled hole until at least six !~reads are below th~ surface. The nut must be tight· ened against the washer until the torque values specified in Table 1 are attained. Minimum embedment depths, edge dis- tance and spacing requirements are set forth in Tables 1 and 2. - 2.3.2 Post Nut Kwik Bolt-II: Holes are drilled into the con- crete using carbide-tipped masonry drill bits complying with ANSI 8212.15-1994. The drill bit diameter must be the same as that of the anchors. The drilled holes must exceed the depth of anchor embedment by approximately two anchor di- ameters, to permit overdriving and to provide a dust-free area. The anchor is tapped into the hole until the post-nut head touches the material to be fastened. The post nut is then loosened by two complete turns and the anchor is again tapped until the post nut is again in contact with fastened ma- terial. The post nut is then hand-tightened with a screwdriver. Minimum embedment depths, edge distance and spacing re- quirements are set forth in Tables 1 and 2. · 2.4 Special Inspection: Where special inspection is required, compliance with Sec- tion 1701.5 of the code is necessary. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, concrete type, con- crete compressive strength, predrilled hole dimensions, an- chor spacing, edge distances, slab thickness, anchor embed- ment and tightening torque. 2.5 Design: 2.5.1 General: Allowable shear and tension loads are as set forth in Tables 3, 4, 5 and 7. 2.5.2 Combined Loading for Kwik Bolt-II Anchors in Nor- mal-weight Concrete: Allowable loads for Kwik Bolt-II an- chors subjected to combined shear and tension loads in nor- mal-weight concrete noted in Tables 3 and 4 are determined by the following equation: (PslP1)5t3 + Ws I ½)513:,; 1 where: P5 = applied tension load. P1 = allowable tension load. V5 = applied shear load. Vi = allowable shear load. 2.6 Identification: The anchors are identified in the field by dimensional charac- teristics and packaging. The packaging label indicates the manufacturer's name and address and the size and type of anchor. A length identification code letter is stamped on the threaded end of the bolt. See the length identification system in Table 6. valuation rtports of JCBO Evaluation Strvice, Inc., are issutd softly to provide information to Class A memben of ICBO, utilizing tht code upon which the report . based. Evaluation reports art not to bt construed as representing aesthetics or any other attributes not sptciftcally addrtsstd nor as an endorsement or recommtn· dtztion for uu of tht subjtcl rtport. This report is baud upon independent tests or olhtr technical data submitted by the applicant. The ICBO Evaluation Service, Inc., ttchnica/ staff has reviewed the test results and/or other data, but does not possess test facilities to make an indeptndent verification. Thtrt is no warranty by ICBO Evaluation Service, Inc., upnss or implied, as to any "Finding" or olhtr matter in the report or as to any product covered by the report. This disc/a1intr includes, but is not limited to, merchantability. Page 1 of 4 3.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01), dated September 1997. • 0 FINDINGS That the Kwik Bolt-II and Post Nut Kwik Bolt-II concrete -· anchors described in this report comply with the 1997 Uniform Building Code™, subject to the following conditions: 4.1 Installation dimensions and installation torques are as noted in Tables 1 and 2. 4.2 Allowable tension and shear values are as noted in Tables 3, 4, 5 and 7. 4.3 Calculations justifying that the applied loads com- ply with this report are submitted to the building of- ficial for approval. 4.4 Special inspection is provided as set forth in Sec- tion 2.4 of this report. 4.5 Anchors are limited to installation in uncracked concrete, which Is concrete subjected to tensile stresses not exceeding 170 psi (483 kPa) as in- duced by external loads, deformations and interior exposures. 4.6 Allowable tension· and shear values for Kwlk Bolt-II anchors In normal-weight concrete noted In Tables 3 and 4 may be Increased 331/3 percent for short- term loading due to wind or seismic forces. Use of the Kwlk Bolt-II anchor In lightweight concrete, and use of the Post Nut Kwlk Bolt-II anchor In resisting wind and seismic forces, are beyond the scope otr this report. \ 4.7 Use of the anchors in resisting vibratory or shock loads, such as those present in supports for recip- rocating engines or crane loads, is beyond the scope of this report. 4.8 Anchors are limited to nonfire-resistive construc- tion. 4.9 Use of the carbon steel anchors is limited to dry, in- -teoor locations. Use of the stainless steel anchors is permitted in exterior-exposure or damp environ- ments. 4.1 O Anchors are manufactured by Hilti, Inc., at 5400 South 122nd East Avenue, Tulsa, Oklahoma, with quality control inspections by Underwriters Labo- ratories Inc. (AA-637). This report is subject to re-examination in two years. TABLE 1-INSTALLATION SPECIFICATIONS ANCHOR SIZE SETTING DETAILS 1/~ Inch 3/8 Inch 1/2 Inch s,, Inch 3/4 Inch Drill bit size = anchor diameter (inches) l/4 3/8 ''2 5/g 3/4 Dc:pth of embedment (minimum/standard) (inches) I 1/s I 2 i3ts I 2'12 2114 I 31'2 23'4 I 4 3114 I 43t4 I Wedge clearance hole (inches) s,,6 1,,6 9116 11116 13/15 1 Anchor length (min./max.) (inches) i't4 I 4''2 211s I 7 2114 I 7 3112 I 10 41t2 I 12 tread length std./extra thread length (inches) 3t4 I 3 3ts I 4 1114 I 4 11/2 I 4112 i '12 I 4112 Installation: Torque Stainless steel 4 20 30 75 150 guide values I Carbon steel: Min. embedmcnt 4 20 30 75 150 (ft. lb.) Carbon steel: Std. embedment 7 25 45 95 225 Min. base material thickness (inches) 3 or 1.3 x embedment depth. whichever is greater For SI: I inch= 25.4 mm. I !bf= 4.45 N. 1 lns1alla1ion torques are appltcable for all anchor installations unless noted otherwise in this report. TABLE 2-ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS, NORMAL-WEIGHT CONCRETE1.2,3•4,s,s.7 DESCRIPTION 1/4 Inch Embedment: minimum/standard (inches) I 1/s Ser Spacing required 10 obtain maximum working load (inches) 21/4 S,,,,n Minimum allowable spacing between anchors (inches) I 1/s Mer Edge distance required to 33/s obtain maximum working Shear load (inches) Tension J3/4 Mm,n Minimum allowable edge Shear I 3/4 distance (inches I Tension I 1/g For SI: I inch = 25.4 mm, I !bf= 4.45 N. 1 Data in this table and the footnotes apply to all anchors covered in this report. 2Whcn using Mmin for a load that is shear, reduce the allowable load by 50 percent., 3Whcn using Mmin for a load that is tension, reduce the allowable load by 20 percent. 2 4 2 33/g 3 1% 2 ANCHOR SIZE 3/a Inch 1/2 Inch 5/1 tnch 15/s 2''2 21/4 31/2 23/4 4 31/4 5 41/2 7 51/2 8 I 5/g 21/2 21/4 3112 23i4 4 47/g 47/g 63/4 63/4 gl/4 gl/4 21/2 33/4 33/g 51/4 41/g 6 2''2 21/2 33/g I 33/g 41/g 41/g I S/g 21,~ 21/4 31/2 23/4 4 4For Sand M of anchors wilh actual embed men ts between the listed embedments, use linear interpolation .. 3/4 Inch 31/4 43/4 61/2 9'"1. 31/4 43/4 93/4 47/g 93/4 71/g 47/g 31/4 47/g 43/4 5For Sand M of anchors with embedments greater than the deepest embedment listed in this table, use the value for the deepest embedment listed. 6Whcn using Smin• reduce the allowable tension load by 30 percent. 7Whcn using Smin• reduce the allowable shear load by 30 percent. 1 inch I 4112 I 6 I 1/g 6 I 12 2114 I 41t2 , 200 200 325 1 inch 41/2 6 9 12 41/2 6 131/z 13 1/2 63/4 9 63/4 63l4 4112 6 TABLE 3--CARBON STEEL KWIK BOLT-II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL-WEIGHT CONCRETE1,2 I 4' • 2,000 psi 4'. 3,000 psi 4·. 4,000 psi ICHOR ANCHOR Tension Ttn1lon Tension ~ • .AMETI:R DEPTH Wllh Wlhoul (Inch) (lnchts) Sp, lnlp, Sp. lnsp. Shlar I 1183 245 120 400 I 2 525 265 400 3J/4 625 315 400 1s183 500 250 925 3/g 211i 1.125 565 1,100 41/4 1,190 595 1,100 21,43 860 430 1,810 l/2 31'2 1.750 875 1,840 6 1,950 975 1,840 23/43 1,425 710 2,875 S/g 4 2,180 1.125 3.125 7 3,000 1,500 3,125 31/43 1,850 925 3,875 3/4 43/4 2,750 1,375 4,225 8 3,750 1,875 4,225 4l/23 2.930 1,465 6,625 I 6 3,990 1,995 8,625 9 6,040 3,020 8,625 For SI: I inch= 25.4 mm, I psi= 6.9 kPa. I lb.= 4.45 N. 1 Sec Table 2 footnotes. With Wltllovt With Sp. lnsp. Sp.lnsp. $Mar Sp.lnsp. 300 150 400 350 550 280 400 590 625 315 400 625 605 300 975 710 1,210 605· 1,100 1,290 1,235 615 1,100-1,285 960 480 1.840 1,065 2.000 1,000 1,840 2.250 2,165 1,080 1,840 2,375 1,685 845 2,875 1,950 2,670 1,335 3,125 3,090- 3,250 1,625 3,125 3,500 2,175 1,090 3,875 2,500 3,625 1,940 4,225 4,500 4,625 2.315 4,225 5,500 3,650 1,825 7,125 4,375 5,310 2,655 8,625 6,625 7,050 3,525 8,625 8,055 2Allowablc loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 3Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. Whhovt Sp.lnsp. 175 295 315 355 645 640 530 1.125 1,190 975 i--1.545 1,750 1,250 2,250 · 2.750 2.190 3,315 4,025 4· • 1,000 psi Tension Wlh Without ~ Sp.Jnsp. Sp.Jnsp. Shlar 400 430 215 400 400 625 315 400 400 625 315 400 1,025 800 400 1.025 1,100 1.450 725 1.100 1.100 1,450 725 1,100 1,840 1.625 815 1.840 1.840 2.625 1,315 1.840 1,840 2,625 1.315 1,840' 2,875 2.500 1.250 2,875 3,125 3,925 1.465 3,125 3,125 3.925 1.965 3,125 3,875 3.000 1,500 3,875 4,225 5,060 2.530 4,225 4,225 5,925 2,965 4,225 7,625 4.360 2,180 8,625 8,625 7,875 3.940 8.625 8,625 10.000 5.000 8,625 TABLE 4-STAINLESS STEEL KWIK BOLT-II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL-WEIGHT CONCRETE1•2 (:' = 2,000 pst 4' :a 3,000 psi 4· ~4.000 psi I Tension Tension Tension ''!CHOR ANCHOR 'HER DEPTH Wlth Wlthout hi Onc:hesl Sp. lnsp. Sp. lnsp. Shear I 1183 170 85 525 l/4 2 425 210 550 33/4 520 260 550 l 5/gJ 400 200 825 3/g 2112 875 440 1,250 41/4 l.000 500 1,250 2 l/43 800 400 1,700 ''2 3112 l.250 625 2,085 6 1.375 690 2.085 23/43 1,020 510 2,625 s,s 4 1.730 865 3,125 7 2,250 l,125 3,125 31/43 1,450 725 2,700 3/4 4J/4 2,350 1.175 4,225 8 2,750 1.375 4.500 4l/23 2.300 l.150 5,700 I 6 3,740 1,870 7,000 9 5,250 2,625 7,000 For SI: I inch= 25.4 mm. 1 psi = 6.9 kPa. I lb. = 4.45 N. 1See Table 2 footnotes. Wlth W'dhout With Sp.lnsp. Sp. lnsp Shlat Sp. lnsp. 230 115 540 245 500 250 550 500 520 260 550 520 460 230 950 515 1,025 515 1.250 1.175 1,145 625 1.250 1.350 l,000 500 1,740 1.200 1,625 815 2,085 2.000 1,765 880 2,085 2,150 1,250 625 2.875 1,475 2.220 1,110 3,125 2.715 2,825 1,415 3,125 3,425 1.825 915 3,100 2,200 2,990 1,525 4,365 3.625 3,500 1,815 4,500 4.250 2,850 1,425 6,350 3,400 4,930 2,465 7,000 6,120 7,075 3,750 7,000 8.800 2Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 3 Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. Wlthout Sp. lnsp. 120 250 260 260 590 675 600 1,000 1,075 735 1,355 1.715 1.100 l.815 2.125 1.700 3,060 4.400 (( = G,000 psi Tension W.1h Without Shear Sp. lnsp. Sp. lnsp. Shlat 550 350 175 550 550 520 260 550 550 520 260 550 l.075 625 315 l,150 1.250 1.350 675 1.250 1,250 l.350 675 1.250 l.775 1.250 625 2,085 2,085 2.250 l.125 2.085 2,085 2.550 l.275 2,085 3,125 l.800 900 3.125 3,125 3,000 1,500 3.125 3,125 3.425 1.715 3,125 3.500 2.450 1.225 4.500 4.500 4,375 2,190 4.500 4.500 4.800 2,400 4,500 7.000 4.500 2.250 7,000 7.000 6.875 3,440 7,000 7.000 8,800 4,400 7,000 .,,. ______________________________ _ TABLE 5-KWIK BOLT-II CARBON STEEL ALLOWABLE TENSION AND SHEAR IN LIGHTWEIGHT, EXPANDED SHALE-AGGREGATE CONCRETE1,2,3 TENSION (lb,) TENSION Sb-l Wml TENSION 8b-l WITH TENSION (lb.) EMBEDMENT SPE IA WITHOUT SPECIAL SPE IA WITHOUT SPECIAL SHEAR (pounds) INSPECTIONS INSPECTION4 INSPECTIONS INSPECTION• I ANCHOR SIZE DEPTH TORQUE (Inch) (Inches) (lt,-lb,) (,'.: 2,000 psi (,' • 2,000 psi ~-• 4,000 psi l/4 ( 1/g 4 400 210 105 360 180 ... 2 5 400 300 150 450 225 3/g I 5/g 15 755 380 190 625 310 2''2 15 1.100 630 315 975 485 ''2 21/4 25 1,370 685 340 1,100 550 Jl/2 30 1,840 1,000 500 1,600 800 5/g 23/4 65 2.480 1,110 555 1.575 785 4 75 3,125 1,650 825 2,300 1,150 3/4 Jl/4 135 3,170 1,545 770 2,200 1.100 43/4 150 4,135 2.200 1,100 3,250 1,625 For SI: I inch= 25.4 mm. I lbf = 4.45 N. I ft.-lb. = 1.3558 N · m, I psi= 6.9 kPa. 1Thc tabulated tension and shear values are for anchors installed in lightweight expanded shale-aggregate concrete having the indicated compressive strength at the time of installation. Concrete aggregate must comply with ASTM C 330-85 and ASTM C 332-83. 2Use of the anchors in resisting wind or seismic forces in lightweight concrete is beyond the scope of this report. 3Spacing and edge distances noted in Table 2 must be increased by 331/3 percent. 4These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 170 I of the code. 5Thcse tension values are only applicable when the anchors are installed with special inspection as set forth in Section 170 I of the code. TABLE 6-LENGTH IDENTIFICATION SYSTEM STAMP OH ANCHOR A B C D E F G H I J K L M H 0 p a R s T u ~ngth From I 112 2 2112 3 Jl/2 4 41/2 5 5112 6 6112 7 7112 8 8112 9 91/2 JO II 12 JJ of anchor Up10 2 21/2 3 3112 4 41/2 s 511z 6 61/2 7 71/2 8 3112 9 91/2 JO II 12 13 14 (inches} but not including V w X 14 15 16 IS t6 17 TABLE 7-POST NUT KB-II ALLOWABLE TENSION AND SHEAR VALUES (pounds), NORMAL-WEIGHT CONCRETE1,2 I (,' = 3,000 psi I MINIMUM Tension ANCHOR EMBEDMENT DEPTH With Special Jnspectlon3 Without Special Inspection' DIAMETER {lnchesYMATERIAL {Inches) I/ 4 carbon steel I 1/s 310 155 l/4 stainless steel I 1/s 305 155 I . 3/g carbon steel (5/g 605 300 I 3/g stainless steel 1s1s 460 230 For SI: I inch= 25.4 mm. I lbf = 4.45 N. y 17 18 Shear 330 470 700 1.250 1The tabulated tension or shear values are for anchors inst:illed in stone-aggregate concrete having the indicated compressive strength :it the time of installation. 2Use of the anchors in resisting wind or seismic forces is beyond the scope of this report . .'These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 170 I of the code. ~These tension values are only applic:ible when the anchors are installed without special inspection :is set forth in Section 170 l of the code [[]J--1«11 ===:,--foshtr }-Th, .. , .... ,_ FIGURE 1 C.unhrsllnlt Put liJt R.t11cai DI-tar Thruis S.lt FIGURE 2 Tripi, S.fJMfthi Ex,111Sltn Siena z 18 18 {