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HomeMy WebLinkAbout2748 LOKER AVE W; ; CB031227; Permit·> City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 'I~ 09-1,9..-2003 Commercial/Industrial Permit Permit No: CB031227 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2748 LOKER AV WEST CBAD COMMIND Sub Type: 209081 e-roo"' Lot#: $253,848.00 Construction Type: Reference #: CARLSBAD OAKS BLDG D 9066 SF CON TILT UP SHELL INDJ,JST 0 NEW Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 04/28/2003 SB 09/19/2003 09/19/2003 Applicant:. JAMES C. DOOR Owner: 107 W HUNTINGTON DR 91007 626-9206 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount , Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Total Fees: $24,786.00 Inspector: $1,020.88 $0.00 $663.57 $0.00 $0.00 $53:31 $3,626.40 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $5,400.00 01 $0.00 $0.00 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF PFF (CFO Fund) License Tax License Tax (CFO Fund) Traffic Impact Fee Traffic Impact (CFO Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES $0.00 $190.00 $3,206.00 $0.00 $4,620.03 $0.00 $0.00 $0.00 $1,170.00 $0.00 $42.00 $810.00 $0.00 $0.00 $3,983.81 $0.00 $0.00 $24,786.00 Total Payments To Date: $663.57 Balance Due: $24,122.43 FINAL APPROVAL Date: f/¢7' 4642 09/19/03 0002 01 CGP 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. 02 24f122n43 J~tb1,;~ FOR OFFICE USE ONLY PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 PLAN CHECK No.C~(22 7 EST. VAL. -ZS~ '-'(8 63. s-7 Address (include Bldg/Suite #) Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use Bathr oms ... .., _7 66~~~L Name Address City State/Zip Telephone# Name ,5. _ CQN1'.1:!AG,1;Q!I: GOIVIPAfl!H'l~!l('II; __ <' ~--=~-,_,y,-,,;,;-,"A-.,,S (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the a~l~d ) ~xemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]\:..?b? vDr:r,..J!?'tdAIAA¢c:,,,_,,..pM-tZ.01,? /£:-., P~-ttNZ .. ,6,,,.Jt.-6-Av.£. '5,tr.11tf~ ".?frh.Jl>/f. <4Z, 9'~6?~ .P1':~-~2/}r Name Address City ~ State/Zip ' Telephone # SJate License # 7 2$9 A-& License Class J3, City Business License # ,1-f /'?-.I t=:-j? ~ v,4-rz6,2 (2,,u A-4tT/¼--,T~ Aµ.,Jl-,;:::'14-: . c.A, (~z€'.,)4'-4-,G, ~ L~6 Designer Name Address City 7 State/Zip Telephone State License # _________ _ ,6 .. ~ WPflKl;~~i COIVIR~r,JSA;TI.QN-· ---' ------_ ,, , ·-. Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 18 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 -3--of[E..._ F,),-J_D Policy No. 7~h 30ro 3 -2~.,;? Expiration Date 2. ~/t/ ---M (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS} D 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 secur orkers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 compensati damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SJGNATURE_-4~~~---:~~~~~~~~-£;:.&2:'... ________ _ DATE 8 ,-y.~ 2 ,, ,, ,,,.,,., ,! ~ ,t:_ : .:,QJIV,NJ:_R: ___ l~QJ;l;H:}J:CJ,,8fl.O.J'IQJL __ _ __ _ -. , ,, _ . _ _ _ _ . :. . . .. . . . . _ . __ _ ' ; , , : '\ ,' ~-'; ' " I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): _____________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): _______________________________________________________ _ PROPERTY OWNER SIGNATURE ______________________ _ DATE _________ _ ;PQ!vir.t~T!?,JHIS .s~61:1,pt,i, FQ'fl,NON}flf§iijlf!JT/A.t Sl,llli.DJNq;p~RI\IIJ:iJ::QN!'.'Y. '_ i : Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES ~ 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 ):8-NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES p 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. rs;,_:~--~QJiJi'rrf(i¢IiOf{f_$i{OJN~:A~g~q~ :.; : :.:··_-::_~_;=.;=---. __ ~_, :. ::..:.: .,~: :~--=: ;,:·_:;' .::_ . I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME _____________ _ LENDER'S ADDRESS ________________________ _ ' ", < , ,, ' ' ,-~, ,', , , I 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 Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not co ced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work i ommenced fo a per' d ays (Section 106.4.4 Uniform Building Code). YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For: 03/30/2004 Permit# CB031227 Inspector Assignment: TP Title: CARLSBAD OAKS BLDG D 9066 SF Description: CON TILT UP SHELL Sub Type: INDUST --- Type: COMMIND Job Address: 2748 LOKER AV WEST Suite: Lot 0 Location: Phone: 5622374035 Inspector: ,;:2..__ APPLICANT JAMES C. DOOR Owner: Remarks: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act 4L ±= Associated PCRs/CVs Requested By: PAUL Entered By: KAREN Comment PCR03230 ISSUED CARLSBAD OAKS BLDG D; Q.C CORRECTIONS & REV ROOF FRAMING PCR03246 ISSUED CARLSBAD OAKS BLDG D; REV JAMB REINFORCEMENT lns12ection Histoiy Date Description Act lnsp Comments 03/26/2004 89 Final Combo NR TP 03/25/2004 89 Final Combo co TP NOTICE ATTCH TO 2742 03/09/2004 34 Rough Electric AP TP MTR REL 02/10/2004 34 Rough Electric AP TP MSB, SUB PNL, TRANS 02/05/2004 18 Exterior Lath/Drywall AP TP ENT.CANOPY 02/05/2004 39 Final Electrical NR TP 02/04/2004 39 Final Electrical NS TP 02/03/2004 12 Steel/Bond Beam WC TP 02/03/2004 14 Frame/Steel/Bolting/Welding AP TP ENT.CANOPY 02/03/2004 34 Rough Electric AP TP 01/30/2004 11 Ftg/Foundation/Piers WC TP 01/30/2004 14 Frame/Steel/Bolting/Welding co TP CANOPY 01/27/2004 14 Frame/Steel/Bolting/Welding AP TP ELECT RM 01/26/2004 14 Frame/Steel/Bolting/Welding co TP 01/26/2004 17 Interior Lath/Drywall NR TP .. City of Carlsbad Bldg Inspection Request For: 03/30/2004 Permit# CB031227 Inspector Assignment: TP 01/02/2004 12 Steel/Bond Beam AP TP P.S. 12/31/2003 11 Ftg/Foundation/Piers co TP 12/30/2003 11 Ftg/Foundation/Piers co TP 12/30/2003 15 Roof/Reroof AP TP 12/24/2003 66 Grout AP TP TSH ENCLCMU 12/16/2003 11 Ftg/Foundation/Piers AP AP SPRD FTN @ EXT PROJ PNL 12/16/2003 12 Steel/Bond Beam AP AP 12/16/2003 61 Footing AP AP TSH ENCL 11/26/2003 11 Ftg/Foundation/Piers AP TP CONT. FTN. 11/26/2003 12 Steel/Bond Beam AP TP 11/24/2003 11 Ftg/Foundation/Piers AP TP 11/24/2003 12 Steel/Bond Beam AP TP 11/12/2003 12 Steel/Bond Beam AP PD ON 11/10 11/10/2003 12 Steel/Bond Beam AP TP PNLS 11/10/2003 14 Frame/Steel/Bolting/Welding WC TP 11/07/2003 11 Ftg/Foundation/Piers WC TP 11/07/2003 12 Steel/Bond Beam co TP PNLS 11/06/2003 11 Ftg/Foundation/Piers WC TP 11/06/2003 12 Steel/Bond Beam co TP PNLS 10/07/2003 11 Ftg/Foundation/Piers WC TP 10/07/2003 12 Steel/Bond Beam AP TP S.O.G. 09/30/2003 11 Ftg/Foundation/Piers AP TP 09/30/2003 12 Steel/Bond Beam AP TP SPRD FTGS 09/30/2003 21 Underground/Under Floor AP TP BLDG SEWER 09/29/2003 11 Ftg/Foundation/Piers co TP NPP SPRD FTNS 09/29/2003 21 Underground/Under Floor co TP NPP SEWER/WASTE CIIY Of Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lite ~ Plan Check #: Permit#: CB031227 Project Name: CARLSBAD OAKS BLDG D 9066 SF CON TILT UP SHELL Address: 2748 LOKER AV WEST Contact Person: PAUL Phone: Sewer Dist: CA Water Dist: CA Lot: Date: 03/25/2004 Permit Type: COMMIND Sub Type: INDUST 0 ·························································································································································· :;pect~-g 4 ~ Date ~~r ~sapproved: __ Inspected: Approved: Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: ___ I a aa 11 IS aa aaa aa a I a a I I I I I I I I a aa 1aa11a aaaa aaaaaa 11 a aa a I I a I aa a aa aa aaaaaaa aaa a I a I a 11 a a aa a aa a aa aaa I a aa a aa aa IS a I a aa a I a a I I a aa a aaa aaa aaa aaa a I a a I I I a I a aa a I a aa aa a aa 11 Comments: ------------------------------ PLANNING DEPARTMENT 11.(~1 if( FINAL INSPECTION ·u 'l CHECKLIST /"'I -11, J. r---1-... Project Name!"";/ L?1...~ 4-J, /(J" /.---/.If/,:, 1?Tan Check No. CB Addres~9~ ~@Ld... Ave_/ I 1,~ Project Number: Project Planner: ~_Al ~ ..-f/1-., -/ Extension Contact Person Phoi(e No. P' '" 0 Drawing No. Ins oections Final Inspection Items ROUTING BLDG_=~.,,.. M. HARDY_L____,l~,·u PLANNER ' -L. LBLACK. __ MBLACK vf _ M.HARDY~ BLDG ___ _ 1st 2nd Approved All Items below Conform with Approved Site Plan f.--J ,l_vpflJ._ 1. Project Planner confirms conditions are met 2. Building elevations 3. Building materials 4. Building colors 5. Rooftop equipment screens 6. Fence/wall height, location, and materials 7. Size, number and location of parking spaces compact, regular, handicap 8. Outdoor recreation facilities 9. Employee eating areas 10. Trash enclosure and location 11. Pavement treatment 12. Landscaping installed (under separate contract) LIST BELOW ANY ADDITIONAL ITEMS REQUIRING SPECIAL ATTENTION BY MIKE BLACK: . 13 . 14. 15. 16. 17. Project complies with all conditions, including above-listed items. Final inspection is complete. ~ 004" Mike Black I Date (H:\ADMIN\COUNTER\Final Insp Check) 03/24/2004 ,._ . ... CilY or Carlsbad · Final Building Inspection Dept: Building Engineering Plci@lng CMWD St Lite Fire Plan Check #: Date: 03/25/2004 Permit#: CB031227 Permit Type: COMMIND Project Name: CARLSBAD OAKS BLDG D 9066 SF Sub Type: INDUST CON TILT UP SHELL Address: 2748 LOKER AV WEST Lot: 0 Contact Person: PAUL Phone: Sewer Dist: CA Water Dist: CA ·········································································································••&••············································ Inspected ~ Date ~·Disapproved: __ By: Inspected: Approved: Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ .......................................................................................................................................................... , Comments: -------------------------------- ,. Cbarles £. (Corky} Jrlason, Jr. (714) 391-2676 P.O. Box 1696 CHINO, CA 91708 FINAL REPORT FOR \ . . SPECIAL INSPECTION AND MATERIAL TESTING. DATE: TO: City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING PERMIT NO.: "If t:£t 0'?/ iU PROJECT ADDRESS: hit-tc· li'VJ~tue-w4 r , /4r::J ,.. &w7 D 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 J,/Jetf /vlf The work which we provided Special Inspection consisted of: Reinforced Concrete, Dowel/Bolt Epoxy Anchorage, Structural Steel Field Welding and High Strength Bolting. B. If the inspection_services were provided by an independent certified special inspector: ' SPECIAL INSPECTOR'S NAME (PRINT QR TYPE): REGISTRATION NUMBER: 0/1-, ~7 #iJ~#t _.fP#~ ~ ~~O>tr .>; EXPIRATION DATE: ~lat • Received: 3/29/04 14:52; 16195792582 -> JOHNSTON ALEXANDER & ASSOC.; a e 03/29/2004 14:18 16195792582 ALTA LAND SURVEYING ALTA LAND SURVEYING, INC. J.N. 03-584 March 29, 2004 Karl Garlichs JOHNSTON-ALEXANDER 12040 East Florence Avenue Sanfa Fe Springs, CA90670 1638 Emerald. Point Court El Cajon, CA 92019 Phone/ Fax: (619) 579-2582 E-m.ail: altals@cox.net PAGE 01 RE: Building Certification for Carlsbad oaks Lot 7, Project No. PIP 02-05, Drawing No. 410-SA, in the City of Car.lsbad, CA. Karl: Based. on our. field survey layout of the bui.ldings, I hereby certify that the buildings were staked based on the approved grading plans and are within the site setbacks as indicated on the approved plans. If you should have any questions or comments, please do n.ot hesitate to contact me. Sincerely, AL'A LAND SURVEYING, INC. ~ tvc::s-=' Miguel A. Marti.oez, P.L.S. cc: Partner Planning and Engineering. 3S4BLD·CE1\T.doc _,,..- • .. 01/27/2004 14:43 5254454515 James C. Dorr, AJA Arohit-ect; Project:~~. .l.$,Ur:>.IJ~l, .... tr. .1 .... . Add~~~; -~-.'eve .. Jl/ld.r ......... .. ~I?,---~-.... .. .. . CONT. END TRACK w/ j", HILTI KBII OR. EQ. @ 32,.o/c AMS Jf-2090. STL. STUDS --U..- 0 16"o/c w/ I'" DRYWALL E:A. SIDE Sll. SllJDS & JOJS1S PER IC80 #4943 9'-0~MAX. SLAB 00'M::LS -SEE FOUNDATION PLAN FOR SIZE ANO SP ACING. CENTER 24" LONG MATCHING D0YELS ON POUR JOINT CONCRETE SLAB CONT,· BOTTOM TRACK w/ PNUTEK .144,.to DRIVE PINS @2-4-.. o/c ICBO #3447 aEQ, ROOM FRAMING & CONTINUOUS FOOTING -SEE FOUNDATION PLAN FOR PAGE 02 Sht::... /.. .. Of. .. /. D<1te.: . ..J/z.1/t1J.f ........ . Job # ... "t:U:tt,../ ,,c,c. . . SIZE & REINFORCING ------------i(D 107 W. Huntington Dt"lve, Arc.ad la, Callfornl.ts, 91007 Phone: (626) 44'3·9206 P~x: (62,o) 446-4615 DUCO ENGINEERING, INCORPORATED 20938 CURRIER ROAD WALNUT, CALIFORNIA 91789 (800) 650-4910 (909) 594-7 414 FAX (909) 594-3853 REPORT OF FIELD INSPECTION CLIENT: ---~f-;).JQ'"-...... A-t· ---------------DATE: ___,_C/_---"f'---<J'_-()_J __ _ ---; .. JOB NUMBER: ______ _ JOB IDENTIFICATION: _--1.:.,_::_;:;........,......:......c:~-~~=~~~---1J<~~~~!...141~~,!__-4-1f--r---J~___,,,_.~.-<-- 7 S-7' ref The footing excavations lisred below have been inspected by a member of this firm and are properly founded into material for which the bearing values recommended are applicable. D D D Note: The cast-in-place drilled friction piles / belled caissons listed below have been inspected by a member of this firm and are imbedded into, or are founded upon material for which the allowable supporting capacities recommended are applicable. The diameter and depth of the excavation meets the minimum requirement specified on the approved Foundation Plans. The swimming pool excavation has been inspected by a member of this firm and was found to be imbedded into approved s~ils as anticipated in our previous report dated ____________ The swimming pool excavation is therefore approved for construction. The expansive soils for the locations listed below were found to be properly saturated to the required depth and are hereby approved for the pouring of the concrete floor slabs. DUCO ENGINEERING, INC. CITY OF. ~t--5 i·l'Jo · . COUNTY OF ~~ )?-R5'e· · . ~-..... . . ..l5EPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY .DIVISION ., . . . . SPECIAL INSPECTOR'S REP'ORT DAILY O WEEKLY D FINAL~ JOB ADDRESS {fa45 &'/j.O #'Atc,J ;_ /4/r r · ~~~ -P~,vrd· 1f c,i 0$ / i:z.7 itJ.< e !bffHu-e ?v-4-fr- GENERAL CONTRACTOR r/47hN~:;-#H--.. d~~ :/ /4t:r(Jc.,..._ tt~.. ),b I!. ltJ?,f' TYPE OF WORK: REINFORCEb CONCRETE·::~·.>·:\:~;~:ci~·~y D HI-TENSILE BOLTING 0 .... PRESTRESSED CONCRETE D .. WELDING f) EPOXY D DESCRIPTION OF WORK INSPECTION tP6.J'~ ~ k~~ Ii~ '_e/ hU~~T .9F" a,,,,~ &,a',,. 7s-w tPri -:,;/_,z,;12J49~,vaC;) ~ ~ ):?/4~+ ~ t?t:r-~,,/7 p'~$?J.;_· ·«-;;.> #/A-~t!!,,v/ c ~A~:. r (/(/ . ?~ , . 17 y. -1 ,q,.;ltt µ-~U~ -{'?°~ f-ra.t -~I ~.-v¢17~ ~ /, Pt,#er---) ~ q ¥Ar/{/ 7· -. . . . . ~ . . \ .,,:, ',' .. ·,,·: ..... .'•' .. . . ' · .. • • "·~ l ::·>::··.-\:· ... ,.,, :\·::. :· ., .. . , . . . ' .~ . . ' . _,.,...----- To the _best ·of my knowledge, work Inspected was In ~ccordance with the bull ' 'g de ent, approved stamped design drawing~, and complies with specifications and applicable workma~s~lp provlsl ...,....../..,.~J~unty codes. ... ·.·,:..:i. ·:.:CHARLES E. 'CORKY' MASON,. JR. · ·.· · .. ' ·· :"'?,O;_ Box 1696. Date __ . l~/2_W_u}_0_¥_··._.· __ Chino, California 91710 ·. . . · .' Pnone No .. (9.09) 391-2676 .. · · · ·:LA.· County Ne.. 0386 · .. '• ,. ...... CITY OF ~~5il'Jo . COUNTY·OF ~~ /2Pfoe ... "DEPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY .DIVISION . SPECIAL INSPECTOR'S REP'ORT DAILY D WEEKLYD FINAL..01 Jos ADDREss th~s li!IJO l'l?tis -/4r? ~.l$-&p.?,~ -Uoi;-z-.;__<f icJK e::-ltt/rJFHue ?v-e!fr- TYPE OF WORK: REINFORCED CONCRETE D MASONRY D HI-TENSILE SOL TING D EPOXY D PRESTRESSED CONCRETE D WELDING Ill DESCRIPTION OF WORK INSPECTION ~h h, '~:&'.:7 ~~~ <f)~c-t... h}y-/2. -~r~ L --::Ji'?)<_ ft'"x'tt '~ tl11.?" -~"jil0---a-"· ~/&~ fl-~ _k~ -~M 9~;2 P~ ~--~~?( (3)//~ ~ ~ CZ) f /,;itµ::4. :_ Jre:$1 ~ 0 {D /?tAUV:>--€-A-!{-~. 6::) ~ 1 -?~-7,; ,pu,. -o/,b 14--i 1/' n • ~ ~ ;4, ~ - -r;,,~-.~ ~ ~q< A,cz) Ye,_'1· ,'l.-~ ~~r [) "~ ~ Chino, California 91710 Phone No .. (909).391-2676 L.A.· County No.. 0386 CITY OF ~t--5~;fo . COUNTY OF f~ J:}p5?J Dt:PARTMENT OF PUBLIC WORKS BUILDING AND SAFETY .DIVISION SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLYD FINAL 6Zl JOB ADDRESS l};..e.t,s &',JO p1A7?J -/4r l /rJ.< e IN~~ ?v~r GENERAL CONTRACTOR C?bhN~~-/J~~ I' hfr~c.,--: tt~.-),b I! ltJ?,.) ·/TYPE oF WORK: REINFORCED CONCRETE m MASONRY O HI-TENSILE soL TING 0 PRESTRESSED CONCRETE D WELDING 0 EPOXY 0 DESCRIPTION OF WORK INSPECTION tfPGY~~ ~ ~~ ~~ ~. 77~ ~@?S,'. ~ ~~ ~ t!,~~ /4~ M /}I ;,11 IJf ;if ,es '"ftM IJ · z. --?flO o > 1 . -M ;;., 4 $ 1--ts-1 ; l ~& , -.:z. ~t: -,i!--r"~ '--). Zttry>Ut! ~ P/l 4C! ~ ~ :i41M~ d?H..-r I?; ~"""6 . /A/('_.,%-' ~/¾;~ -~ p-.-r QV/Ah, · ~ ~ ~;c.4 ~ hPJ/UJW -~k? 0~~-,7 . -~~ /i-_. ,/ ·r , If ~ -Jl:p~ To the best of my knowledge, work inspected was in accordan~e with t e build' rtment, apf~~ stamped design drawinQ~. and compiles with specifications and applicable workmanship pr o J~~ County codes. CHARLES E. 'CORKY' MASON, JR. P.O .. Box 1696 Chino, California 91710 Phone No .. (909) 391-2676 Date---,,,_.._.. _______ ~-'-L.A. County No .. 0386 ..... · ... CITY OF ~t,,5~~ . COUNTY·OF ;;(W )?P5R "'DEPARTMENT OF PU.BLIC WORKS BUILDING AND SAFETY .DIVISION .. . SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLYD FINAL D JOB ADDR'ESS 4?-45 &',90 .l'A7?s -ur J lo.< e @rfn-/t41? ?v-e!!r TYPE OF WORK: REINFORCED CONCRETE D MASONRY D HI-TENSILE SOL TING D -EPOXY D . ..... : :·'· .... PRESTRESSED CONCRETE D · WELDING W DESCRIPTION OF WORK INSPECTION ~ ~ b§ <--)/ J( j ~x. Z ~ >' Ytt -ifud '!ct"ji,o/&; .... ~>l/?eJ )/>J /4 ~~--~ C1a:tf ·77~ ~Jv;/;o~t r~e:t-, ~??it t~/H --~ i:tu1?9,,,_-/IJJ dtO?r,t/0 n ~u-i t-~.r. -~% A-._ \ . . '• '" ''•• .. To the _best of my knowledge, work Inspected was In accordance with the · cling depa ent, approved stamped design drawing~, and complies with specifications and applicable workmanship pr islo · f e U.B.C. and City/County codes. . " . ... . . .. f 41~ )J . . . . ~ . HARLES E. 'CORKY' MASON, JR. P.O. Box 1696. Chin·o, California 91710 . Phone No .. (9.09).391-2676 · · , L.A..· County No .. 0386 · Date I /t)---, ;}f. --t-; -----;~. ---- CITY OF. ~t..-5~·,fo . COUNTY·OF f~ ./2P'fe DEPARTMENT OF PUBLIC WORKS BUILDING AND SAF_ETY .OIVISION ,. SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLY D FINAL ~ JOB ADDR.ESS lh/:is ~ljO ./Af?J ;_ U'T J loKe @6Hue ~~r TYPE OF WORK: REINFORCED CONCRETE D , MASONRY D HI-TENSILE BOLTING D EPOXY D PRESTRESSED CONCRETE D WELDING 11 DESCRIPTION OF WORK INSPECTION ~d f.lld~ ,-~ ~ x' I 1{," Y >911-,;-~ ltr1/i -. ¾;" /J,J~/1/lf lkltr.-zt!lU'? V;e·R,4-hz) --t:JJ./f£ >??Me'~ Si'?P# 1 ~ ~ n f'IV& !t:v. -'~ "'f?!n ?~f A !dj~ .... _ (f j. 1 -1~> . /J w7 A, -'hi ~ :.. · E& r Jwe1 r~ ~ /Mtt/r VJ _ /Y ~J:i? /4~ IWW;, -8~ e... -'11' ~~f, -/1/tlhru,}f~ Ma'tq -/"'.-M,1}.> - / I /?thtl1;;,s -EA-fr-Pr&r-~us. -. /J~ ff>,..:.. -1/'~ -~fa ~ -e;;J-fr-'~r- HA~ --?~lw.J ... ~P47Jf ).t~ ~us. \ ·./ To the best of my knowledge, work Inspected was in accordan~e ~ith the b c:lin,,.. a'....J"~ .... ;:r•....,ent, approved stamped design drawin!i~. and complies with specifications and applicable.workmanship pro · JU~ty codes. Date / />r"" 1 )r; --7-r------,,~--.,.- CHARLES E. 'CORKY' MASON, JR. P.O .. Box 1696 Chino, California 91710 Phone No._(909).391-2676 ·L.A.· County No. 0386 ··.· . •', ' . ::: ..... ·\.·, CITY OF ~C-5~~ . COUNTY·OF · fM )?,?3'« dEPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY-DIVISION .. '. SPECIA-L INSPECTOR'S REP.ORT DAILY D WEEKLYD JOB ADDR"ESS 4i~ J C ljO i:f 1?7?S -ur? lcJKe !&~ue -~-e!-fr FINAL,.$ GENERAL CONTRACTOR ~ftN,~ -L'f ~~ / A1'rt1c.,--: ttL.- TYPE OF WORK: REINFORCED CONCRETE D . · MASONRY D ' ' ,: -: PRESTRESSED CONCRETE D . WELDING !Rf . HI-TENSILE SOL TING D . EPOXY D DESCRIPTION OF WORK INSPECTION a,.,._y'?,7 ~l':f -.)/fj 12--~ Z ".,, ?~ ~ - J/4 4 .( Jh ~e-/ P-A-C-~ . /.Ir J lo p?~l--w»Wc -(2. > ,RI~. -7 /4"' µ1«:~,,( 1r1 s )/Af/4( {IY',,,,, ~.,7/4~> /# ,e/J,-,P(_ ~--(),v-- Jlff ·/2-xzx :l/.4 >zt )/JJ l~x.zxo//~-~ ~P/~~~-..7/4" ·' ru ~,,( k' ;1 ,h H>f., 1/4 '" ~ 3"" ~r , /. -· 1'/4-~ ~-1-S"1A? I-I:: 1;.;tMC/ )l1s)1t-5.t ~M · --('J> x:;,I~. -/./J'f 1/;lf~.7/4" -h&~6)~ , 7 v ~~ f'"Jtd ~4 fltJ h1J1c~t4 h,effe~·e,,,f;.-7"/4hju#e;-~ t-Po1c~ H )/JJ ,c,4-s~. -1/ 'tlJCP.., · · 1!,,,,c "5~ ~~ ,.r-l-'11. -i.-',; \ .. /v~M_,,~ J/4?. f/ur ~,( /44'4:¥,d· .'.°.di~ pt-.//ff" ~4-.- &} p/tM,,$. -· ~ ~71 -~ wdhlj ef /4t M l?@ff- . ~ . ,. CITY OF ~t.,,,5j~ . COU~;Y·OF _1~. _q'75!. ·. ·· . .. "'t5EPARTMENT OF PUBLIC WORKS BUILDING A~D SA~_ETY-DIVISIO~ . SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLYD FINAL~ JOB ADDRESS 4?:45 ~"° l'll,1?S ;. ?(17" J · ~7.0--f~,v,d· 1'=" C~OJ./7..1-:)-: lo.< e. . @~U?Z ?,/",e!,{7 GENERAL CONTRACTOR_..;;_c?(?~h N....;,_:;_~.;...:;-#H~--~·. ,#-'--~.:-...:.:· ;.;..:. ::;;_ .. ~-·· ,;;;;_. ·_:/_A:f ____ _r_tlc..__,_': .;.._tt_~,,.,__JJ_b_11_l_tl7--'--"'-f'_: TYPE OF WORK: REINFORCED CONCRET~· ~ .·· ;:· ·. :J~~;~~-RY D PRESTRESSED CONC~ETE D .. WELDING ~ HI-TENSILE SOL TING D EPOXY D DESCRIPTIONOFWORKINSPECTION tP/ff~~ /J/M~,~ dHU#l~Tgp- a_,,,~ &di<. 7s= f',} ~ :,;/._&2)"71,,vk) -~ ):?/4·~+ &. ,tli:r-~/1? /;th/~_;...·-'(;;;_'.,, p?/,4-~&,v/, ~A~~ r .~// . . . ? ~ , . 11u -1 ,t=;~lt:1 p~u~ _ {'?°~ ~~(-~/ h1v¥¢P~ fev/r~-~') ~ H-¥~i/7.-· · ~ ... ::, :·,,·:,, ., .. ' ' ' ~ . . .. . . : ·.~ :"~'."' ·. \·~: .. ,.,, :·· ... ·: ~ . . ' ,' ' . ' ' " ' ,'' ,,,,,,.------- To the _best ·of my knowledge, work Inspected was In accordance with the bull · 'g de ent, approved stamped design drawing~, and complies with speclfl~tlons and appuca.ble workma~s~l::.prov~I :?'_;.;., "~unty codes. Date---,-· l_,__/2_W_/ 0_¥_·. ___ . ... .. .. ;: '..-CHARLES E. 'CORKY' MASON, JR. : ·· .... P.o; Box 1696 . . ·chino, California 91710 .. :.· .:_ Phone No .. (9.09).391-2676 · · ·. LA... County No .. 0386 EsGil Corporation In Partnersfiip witfi (jovemment for 'iJuiCaing Safety DATE: July 28, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1227 PROJECT ADDRESS: 2748 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET:11 Building D D APPLICANT D JURIS. D PLAN REVIEWER D FILE lZ] 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. 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: lZ] 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: Kurt Culver Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/24/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 7 EsGil Corporation In Partnersnip witn (jovemment for 'BuiCaing Safety DATE: May 12, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1227 PROJECT ADDRESS: 2748 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET:I Building D O~T 0~ 0 PLAN REVIEWER 0 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. cg] 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. cg] The applicant's copy of the check list has been sent to: James Dorr 107 W. Huntington Dr. Arcadia, CA 91007 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. IZJ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: James Dorr Te.lephone #: (626) 446-9206 Date contacted:sJ,2.-/()3, (by: \?--) Fax #: -4615 Mail .....-Telephone ....--· F~ In Person D REMARKS: By: Kurt Culver Esgil Corporation D GA D MB D EJ D PC Enclosures: 5/1/03 ---... ~,_ tmsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 03-1227 May 12, 2003 !PLAN jREVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 03-1227 OCCUPANCY: B/S-1 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: 24000 SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 4/28/03 DATE INITIAL PLAN REVIEW COMPLETED: May 12, 2003 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Office/Warehouse ACTUAL AREA: 9066 STORIES: 1 HEIGHT: ,...,21' OCCUPANT LOAD: "Shell" DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/1/03 PLAN REVIEWER: Kurt Culver 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 USC. 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 03-1227 May 12, 2003 • GENERAW ·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, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. Provide a statement on the Title Sheet of the plans that this project shall comply with the 2001 edition of the California Building Cod_e (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. 3. 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 City of Carlsbad form. • FOUNDATION 4. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the so_il report are properly incorporated -into the plans (required by the soil report). a) Additionally, the letter should address the fact that the proposed building is very different from that described in the original soils report. 5. Note on plans that surface water will drain away from building and show drainage pattern. Section 1804.7. · Carlsbad 03-1227 May 12, 2003 • STRUCTURAL 6. No calculations were provided for the rebar design of the tilt-up panels (out-of- plane loading)! Please provide. Make sure the architectural reveals are considered in the design. 7. Show roof connections to concrete walls, per Section 1605.2.3: a) In Seismic Zones 3 and 4, the value of ap in equation 32-2 shall be 1.5, per Section 1633.2.8.1. b) In Seismic Zone 4, the value of Fp used in Section 1632.2 shall not be less than 420 plf, per Section 1633.2.8.1. c) In Seismic Zones 3 and 4, diaphragm-to-wall anchorage using embedded straps shall have the straps attached to or hooked around the reinforcing steel or otherwise terminated so as to effectively transfer forces to the reinforcing steel. Section 1605.2.3. 8. Collector elements ("drag beams") shall be designed using the special load combinations of Section 1612.4, as required by section 1633.2.6. 9. Please specify on sheet DS2.1 the thickness of the plywood roof sheathing. 10. Please specify the spacing for th~ sub-purlins on sheet DS2.1. 11 . Please specify on the plans an adequately-sized hanger for the 8-2 to 86 beam connection. 12. Please indicate in the calculations the required cambers for beams. Then, show them on the plans. 13. Please sequentially number all sheets in the calculations. 14. There is a sheet in the calculations dealing with a "free standing" element. Please explain where it applies. Where do the plans specify 5000 psi concrete _as the design indicates? • TITLE 24 DISABLED ACCESS 15. Please detail on the plans the elevation change from the parking stall level to the sidewalk system in front of the buildings. Make sure detail 9/HC-2 isn't used there (prohibited in the 2001 CBC now). 16. Please show on the plans the slope of the path that ultimately leads to Loker Ave. Carlsbad 03-1227 May 12, 2003 • ADDITIONAL 17. Please provide plumbing and electrical plans associated with this shell building (no deferred submittal). 18. 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. 19. 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 20. 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 Kurt Culver at Esgil Corporation. Thank you. Carlsbad 03-1223 May 12, 2003 /sPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 2742 Loker Ave. West PLAN CHECK NUMBER: 03-1223 OWNER'S NAME: Kentoo LLC ----------- I, as the owner, o'r agent of the ~wner (contractors may not employ the special in.spector), certify that I, or the architecVengineer of record, will be responsible for employing the special inspector( s) as uired Uniform Building C e (UBC) Section 1701.1 for the construction project locate the · liste bo . -U ectio .3.5. I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Sectio~ 106.3.5 for the construction project located at the site listed above. Signed St~ CC) - Ja es C. Dorr, A.I.A. 1. List of work requiring speciai' inspection: D Soils Compliance Prior to Foundation Inspection [xi Structural Concrete Over 2500 PSI . D Prestressed Concrete D Structural Masonry D Designer Specified Iii Field Welding Englneer'a/Archltect's Seal & Signature Herc D High Strength Bolting [xl Expansion/Epoxy Anchors D Sprayed-On Fireproofing D Other _____ _ 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. Charles E. Mason Jr. 3. Duties of the special inspectors for the work listed above: A. Provide special inspections per UBC Chapter 17 B. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad 03-1227 May 12, 2003 j\lALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1227 PREPARED BY: Kurt Culver DATE: May 12, 2003 BUILDING ADDRESS: 2748 Loker Ave.·West Bldg. D BUILDING OCCUPANCY: B/Sl TYPE OF CONSTRUCTION: V-N BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. Tilt-Up Shell 9066 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance ) • I Plan Check Fee by Ordinance I • I Type of Review: 0 Complete Review D Structural Only D Repetitive Fee . [B Repeats Comments: D Other D Hourly I . I Hour * Esgil Plan Review Fee ($) 253,848 253,848 $1,020.881 $663.571 $571.691 Sheet 1 of 1 macvalue.doc 1 ,;; BUILDING PLANCHECK CH~CKLIST DATE: ~~ PLANCHECK NO.: ~f}.~ (;}I)._ '"J BUILDING ADDR SS: :b 1t (!3 Ub.,, Jhe: ~ d-:: C ~ D PROJECTDESC~IPTION: ~Q"Y\ @..v~ ~slSs P~rlc... ASSESSOR'S PARCEL NUMBER: _________ EST. VALUE: ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: attached report of deficiencies ake necessary corrections to plans or speci atio for compliance with· applicable codes and stand rds. Submit corrected plans and/or specifications to this office for review. Date: ~ Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Gradi!19 Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet H:IWORD\DOCSICHKLST\Bulldlng Plancheck Cklst Fann (Generic),doc Name: ENGINEERING DEPT. CONTACT PERSON JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 1 Rev. 7/14/00 .. '-~ BUILDING PLANCHECK CHECKLIST \_0v'-E'_Y"\ ~~~~, f.J ~ ~ 0->f'-e__ ITEPLAN ,~,~ l '--. I.ea{/ ~ ~;e.J -v~'h.s .c..Ni'-S't {JUL~ fi,r(A_u 1. · Provide a fully dimensioned site plan drawn to scale. 'show: ~ ( LLJ A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines Easements 2. Show on site plan: A Drainage Patterns ~-v~~ . F. Right-of-Way Width & Adjacent Streets0 G. Driveway widths (i) LO,rV"\ H. Existing or proposed sewer la1eral CJ,~_c[c· I. Existing or proposed water service . J. Existing or proposed irrigation se,rvice f'l.L I e- . ~VQJvd'\JY:-vD. 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ~-ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s hat serves the project. Each unit requires a separate service, however, econd dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. 3.. Include on title sheet: ' A. Site address 8. 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 H:IWORD\DOCSICHKLST\Bullding Plancheck Cklsl Fonn (Gimerlc).doc 2 Rev, 7/14/00 • ,.i.._ .. . D D D BUILDING PLANCHECK CHECKLIST RETIONARY APPROVAL COMPLIANCE EDICATION REQUIREMENTS · ·vv 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 $15,000. pursuant to Carlsbad fJ e, cf._ff-~ Municipal Code Section 18.40.030. ~ (30'J. '7 Dedication required as follows: -------'---------- ~ ~ t) 3 d);;i_6 6x'\2-D '3 Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the ·appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and 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 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 I H:IWORO\OOCSICHK\.SnBulkling Planclled< Cklst Fonn (RIDDLE • HARVEY 7-12-00).doc 3 Rev. 12128196 1 •' ~ .. ' . 1sT 2ND 3RD D D·D D D D D D D D D BUILDING PLANCHECK CHECKLIST 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 ~he p·ublic 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 $310 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: 6c . .-Enclo_sed please find_ your Future lmprov.ement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: -Date: 6d. No Public Improvements required. . SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 1 {06.030 ·of the-Municipal Code. 7 Inadequate information available on Site Plan to make a determination on grading requirements. Include /:lCCurate grading quantities (cut, fill import, export). .J"°\ ~ Engineer must be submitted together with the completed application form V ~ 7b. Grading Permit required. A separate grading plan prepared by a registered Civil · L ~ attached. NOTE: The Grading Permit must be issued and rough grading /0~ .A''\ ./ . k approval obtained prior to issuance of a Building Permit. ~ L{l~[nb? Grading lnspe~tor sign off by: Date: ---------- . ~ . . 7c. Graded Pad Certification required. (Note: Pad certification may be required even ~ / \ , if a grading permit is not required.) . ~~lh H:\WORO\OOCSICHKLSl\Bulldlng PlaneheckCklst Fonn (Generic 7·14·00).doc 4 Rev 7/14/00 l. .. -r_ . . BUILDING PLANCHECK CHECKLIST 1sr 2ND 3RD D D D 7d .No Grading Permit required. D D D 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS x~ 8. • ~ () 1:7°' 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, tying into public storm drain, sewer and water utilities. . ~00-\~o Right-of-Way permif required for: X. ~' . -INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad X ', sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can . provide forms and assistance, and will check to see if your business enterprise is on the EWA Exem'pt List. You may telephone (760) 438-2722, extension 7153, for assistance. _ Industrial Waste permit accepted by: · Date: 10. 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 fir . · D D Required fees are attached CJ No fees required ~ / WATER METER REVIEW D D [21 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. H:IWORO\DOCSICHKLSl\Buildlng Plancheck.Cklst Fann jGenerie).doc 5 Rev. 7114/00 , ... ,. ... .. .; "' • 1sr ·o D D BUILDING PLANCHECK CHECKLIST • If owner/developer prop~ses a size_ other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the-gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for-the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use .(where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guipelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets: If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 1.5.: meter (estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of .course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a -set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from.valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:IWORD\DOCS\CHKLST\Bullding Plancheck Cklst Form (Generle).doc 6 Rev. 7/14/00 ,,., ; ·!- • • * 1sr 2ND 3RD D D D D DD 12c. BUILDING PLANCHECK CHECKLIST service boundary, the City· intends on switching these irrigation services/meters to a new recycled water line in the future. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they. should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, an9 implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund. to the San Diego County Water Authority (SDCWA) for a refund. However, ·let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: H:\WORD\DOCS\CHKLSl\Bulldlng Plancheek Cklst Fann (Generic).doc 7 Rev. 7/14/00 I~ ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D .faiimate based on unconfirmed information from applicant. ~ Calculation based on building plancheck plan submittal. Address:~7f 8 &J~ffee l\Je8d:: Bldg. Permit No. C5$D3 l dd 7 Prepared by: m=: Date: 'cJ"wd) Checked by: ____ Date: ___ _ EDU CALCULATIONS: List types and square footages for_~ u~es. Types of Use: D~ Sq. Ft./Units: 7'db 1/sou-,, I EDU's: _/ '-=8_._{_ Types of Use: ______ _ Sq. Ft./Units: ______ EDU's: _____ _ ADT CALCULATIONS: List types and square footages t r all uses. Types of Use: 19cc :J2.J2 Sq. Ft./Units: ~ c?;i 9666 ADT's:_~l/_5 __ _ Types of Use: ______ _ Sq. Ft/Units: ______ ADT's: _____ _ FEES REQUIR~ .,.,.....-- WITHIN CFO: ~S (no bridge & thoroughfare fee in District#1, reduced Traffic Impact Fee) D NO ~ PARK-IN-LIEU FEE _/FEE/UNIT: l!r2. TRAFFIC IMPACT FEE PARK AREA & #: __ _ X NO. UNITS: __ _ ADT's/UNITS: lf 5 X FEE/ADT: ~ f. I .f\ . BRIDGE AND THOROUGHFARE FEE (DIST. #1 ~IST. #2 __ ,~ / ADT's/UNITS: X FEE/ADT: [iJ/4. FACILITIES MANAGEMENT FEE ZONE: 5 / UNIT/SQ.FT.: 906 b X FEE/SQ.FT./UNIT: I (/{) g/5_ SEWER FEE / EDU's: [ l Bl BENEFIT AREA: 8' EDU's: l.B f Mt6· SEWER LATERAL ($2,500) X X FEE/EDU:~ FEE/EDU:/O3 HIGH __ /LOW __ fub· DRAINAGE FEES PLDA,_ __ _,...-ACRES: X FEE/AC: __ _ ~-POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWAFEE _' FJ;f~ 3ft5 1 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7114/00 ., ' ,, .. ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $ ---------- *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7 /14/00 09/18/2003 16:51 FAX 7604384178 · CITYOFCARLSBAD Crrt OF CARLSBAD ,. GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR:CtGr,t '2.. Ag.~ PATE: Dc:r {l<l /,2,o-s_ PROJECT ID ~Q : oa-oS: GRADING PERMJTNO. ~~l LOTS REQUESTED FOR RELEASE: 9tace\c, l. :2, ~, ~ NIA= NOT APPLICABU: _ r,,, ~ ;1'.2.__. ~. . i1 Llf")i"'t,.__,-: .. s_s ('t:?v<""" J::... ~;COMPLETE ~~ I , ~ ~ 0: INCOMPLETE OR UNACCEPTABLE 1 . 1st 2nd. tJA: 1. Site access to requested lots adequate and fogiCaQy grouped. 2. Site erosJon control measures adequate. 3. Overall site adequate for health, safely and welfare d public. 4. Letter of request fat pattial release submitted. 5. 8 ½• X 11 • site plan (attachment) shewing requested tots submitted. 6. Compaction report from sons engineer submitted. 7. Engineer of Wonc certification of work done and pad~ 8. Geologic engineer's letter If unusual geologic or subu1ace conditions exiSt. 9. Project conditiOns of approval d'led<ed for ra,fllcls. 1 o. F"ire hydrants within 500 feet of buikl1ng combustible$ and al weau.r roads aoces.s to site. ~01 ~ Partial release of grad'mg for the a~ stated lots _iS approved rot lhl purpose of bulkllng permit issuance, Issuance of building pe,mHs is sb'tl subject to al normal City requlremeffls reqlir8d pursuant to the building pennit process. · a Partial release of'the site is denJed for the followfng reason;; Date 9/iiJos Date I ,, J " M l "* Cl j . ~ ~ ¥ :>! (.) Q) ..c: u .$ Ill Cl ~ ~ -"' " Q) ..c: u ~ ~ "6 Q) ..c: t) C: C: C: A_~~ O\t-r -~D JRoo ~DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB O 3 -( '2-2. 7 Address 2...,7 l/ 8 ~ Ar)€ lLJt,J;_l= Planner Van Lynch Phone "'"'(7-=6 __ 0.._) 6=0=2"'--"'""4-"-6~13"----------- APN: 20 --0 -oo Type of Project & Use: r~bat'r--c/'r:sl.i,o S Net Project Density:_...,M,_,.~~---D~U ..... /A~C~- Zoning:J?_J;::_ General Plan: M Facilities Management Zone: __ < __ _ CFD (in/out) #_Date of participation:>? I Remaining net dev acres: C:? • Circle One (For non-residential development: Type of land used created by this permit: ___________________ _, Legend: tgj Item Complete D Item Incomplete -Needs your action Envi_ronmental Review Required: YES_ NO j{__ TYPE / ..t:::) l L (j~/ DATE OF COMPLETION: ___________ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES$_ NO __ TYPE P I P APPROVAURESO. NO. ______ DATE tf...,/-0), PROJECT NO. 0 2-c::> S- OTHER RELATED CASES: __________________ _ Compliance with conditjQns or approval? If not, state conditions which require action. Conditions of Approva~fwA i--?,f£1b.J'?A N:T: pu,J A />PHI/AC....@ P:Jtrur a:-@Bt'!M£.lr0d a:>bot(c.s-o F (!J(J0LB-(61--tT: . Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES __ NO$_ CA Coastal Commission Authority? YES __ NO __ If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine ~tatus (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 a_s "Exempt'' or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as ne~ded. lnclusionary Housing Fee required: YES __ NO _¼'._ (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES __ NO __ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 CE-D·D ~DD ~DD fJ-Do ().'{.., ~t-0< P-0 D ~DD r:'&DD DOD 1. Provide a fully dimensional site plan· drawn to scale. Show: North arrow, property lines, easements, ·existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES ____ NO -X 2. Project complies YES __ NO A Zoning: 1. Setbacks: Front: Require~ J~' Shown ) S-r Interior Side: Required I CJ" Shown (CJ' Street Side: Required -Shown Rear: Required /_()_ r Shown -1-/C) Top of slope: Required ~lA-Shown OJ::.,, 2. Accessory structure setbacks: Front: Required ______ Shown _____ _ Street Side: Required ~jJ-----Shown _____ _ Interior Side: Required _,__J i Shown Rear: Required · z= Shown _____ _ Structure separation: Required Shown _____ _ 3. Lot Coverage: Required L. ~--0 ~ Shown ':st/.-68{-µ&r8 4. Height: _f:; ~ ,-I ti f ,4__ ' \ Required __ .,;,_~ ___ Shown 2-r (.!Y'P(u-1:; 'Rita-t:::11.,,e.a-I" "nr 5. Parking: Spaces Required / .)r Shown / r-L (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required ______ Shown _____ _ Additional Comments. ______________________ _ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER ll\ ~t!./L DATE i2;1m :.s H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 , Carlsbad Fire Department 031227 \ 1S35 Faraday Ave. .Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Building Plan Reviewed by: Date of Report: _o_s1_12_1_20_0_3 _______ _ Name: James Dorr, AiA Address: 107 W. Huntington Dr. City, State: Arcadia CA 91007 Plan Checker: Job#: 031227 ------- Job Name: Bldg#: CB031227 -----------------=---Carlsbad Oaks "D" Job Address: 2748 Loker Avenue West Ste. or Bldg. No. 1ZJ 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 / 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 / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 031227 2nd FD File# 3rd Other Agency ID · Carlsbad Fire Department t. 1635 Faraday Ave. _Carlsbad, CA 92008 Plan Review Date of Report: _o_s1_12_12_0_0_3 _______ _ Name: James Dorr, AiA Address: 107 W. Huntington Dr. City, State: Arcadia CA 91007 Plan Checker: Job Name: Carlsbad Oaks "D" Job Address: 2748 Loker Avenue West Reviewed by: 031227 031227 Fire Prevention (760) 602-4660 Ste. or Bldg. No. Attached Please Find Requirements Statements provided to assist designers, contractors and others when designing, installing or constructing this project. These requirements must be followed to ensure timely plan reviews, inspections and acceptance of this project. Failure to follow these guidelines may cause significant delays and or work stoppage. Additionally, the Carlsbad Fire Department is now enforceing the requirement of a 'Paved' Fire Department Access road be installed prior to any combustible construction. City of Carlsbad · liii¥M•J4·E14U,t=ihi Office of Fire Prevention Division Underground Plan Submittal Requirements Plan Requirements 1. A Copy of the applicants C 16 license, Business License (City of Carlsbad) and Certificate of Worker's Compensation or documentation to support exemption. 2. Three (3) sets of plans are to be submitted to this office and shall include the following: 1) Address of job site. 2) Designer's name and name of company doing installation. 3) Building permit number related to this job. 4) Details of installation to include thrust block, detector check and fire department connections and all valves to be indicating type except street valves. Provide information on how the size of thrust block was determined. Plans shall be drawn by a Registered Engineer or licensed contractor: A. At no time shall pipes pass under footings and or foundations. Where a riser is close to building foundations, underground fittings of proper design and type shall be used to avoid pip~ joints being located in or under the foundation/footing. B. Stainless Steel fasteners shall be used, no exceptions. C. Full flange gaskets shall be used. D. Corrosion retarding material shall be used on all valves, flanges, fasteners, and must be inspected prior to covering with poly-sleeve. E. All work is to be covered with poly-sleeve and sealed at both ends. . F. Identification tape or tracer wire shall be placed no less than 12 inches above buried piping, plans ·shall indicate which method used. G. Overhead plans shall have been submitted prior to the release of underground plans. H. Metal caps are required on fire department connections. 1. Fees are to be paid at time of submittal. Underground plans submittal fee is $140.00 per system unless the same contractor installs the underground and overhead. If you have questions on fees, please call (760) 602-4660. Inspection Requirements Call for inspection(s) at least 24 hours in advance (760) 602-4660, after greasing, and before wrapping pipe and pouring concrete for the thrust blocks. Underground will in most applications require the following inspections: 1. For piping -grease and wrap of pipe and check size of thrust block. 2. For thrust blocks -after concrete is poured 3. For underground hydro and flush -48 hours after concrete is poured. Approved plans must be on-site to facilitate inspection. Failed inspections shall incur $55.00 penalty per occurrence and shall be paid prior to re-inspection at 1635 Faraday Avenue. Rev. 5/02 1635 Faraday Avenue • Carlsbad, CA 92008 • (760) 602-4666 • FAX (760) 602-8561 @ City of Carlsbad I A• i?i •J4 ~El Ii 014 h I Office of Fire Prevention Division FIRE HYDRANT LOCATIONS· AND DISTRIBUTION PLAN SUBMITTAL REQUIREMENTS Plan Requirements 1. A Copy of the applicants Cl 6 license, Business License (City of Carlsbad) and Certificate of Worker's Compensation or documel"!tation to support exemption. 2. Three (3) sets of plans to be submitted shall include the following: A. ·Plans shall be drawn by a Registered Engineer or licensed contractor: (1) Address of job site. __ _ (2) -Designer's name and name of company doing installation. (3) Building permit number related to this job. (4) Details of installation to inclu_de thrust block, arid all street valves. -Provide information on how the size of thrust block was determined. 3. -Scope: Fire hydrants shall be provided ir:, accordance with this appendix for the protection of buildings, or portions of buildings, hereafter constructed. A. Location Fire hydrants shall be provided along required fire apparatus access roads and adjacent public streets. B. Number of Fire Hydrants The minimum number of fire hydrants available to a building shall not be less than that listed in Table No. A-111-B-I. The number of fire hydrants available to a complex or subdivision shall not be less than that determined by spacing requirements listed in Table No. A-:.111-B-l when applied to fire apparatus access roads and perimeter public streets from which fire operations could be conducted. · C. Consideration of Existing Fire Hydrants Existing fire hydrants on public streets are allowed to be considered as available. Exiting fire hydrants on adjacent properties shall not be considered available unless fire apparatus access roads extend between properties and easements are established to prevent obstruction of such roads. D. Distribution of Fire Hydrants The average spacing between fire hydrants shall not exceed that listed in Table No. A-111-B-1. -OVER- 1635 Faraday Aven.ue • Carlsbad, CA 92008 • (760) 602-4666 • FAX (760) 602-8561 @ Ex~~ption: The chief ,moy oc,cept a· deficiE;mcy of up t.b 10· percent where existing fire · ·: hydrants provide all or.·a portion of the. required fire::hydranf-service. Regardless ofthe average spacing~ fir:e hydr.ants shall be located such that all-points'. on- streets c:::ind access roads adjocent to ci builoing .ar:e within. the distances listed, in Table. No. A-111.:s-1.. TABLE NO. A-111-A-1 " '· NUMBER ANO,DISTRIBUTION OF FiRE HYDRANTS , ' FIRI: FLOW MINiMUM: AVgRAGE SPACING . IV!AX:IMµM DISTANCE FROM '. '. R~QOIREIVIENT NO.OF' 'BETWEEN HYORANT·ro ANY'POiNT ON:. .. HYDRANTS · HYDRANTS1'2'3 .· STRE.ET OR ROAD, (GPM) ' (t=T.) : :· FR.ONTAGE4 (FT.) .. . .. 1,750 or less ,, 1 500 ·250 4,000-2,250' 2 490 225 2,500 ,q 450 -225 " .. 3,000 3 400 225 ., . · · 3,500,-4;000 A 350 210 4,500-5;000 Q• 300. 180 5,500 6 · :300 180 6,000· :6 ' 250 ' 150 6,500-7,000 ,,, ,, 7 450 150 ' 8'0r riiore5· : 7,500 or more ·.200 120 ' .. ., , ' 1 Rei;luce by 100.feetfordead end.streets or.roads. . . ·? Where streets·.are-provided with mediari divldei'swhich-can'be: crossed by firefighters.pulling hose lines, or arterial·stl'E!ets are provided with :tour or-more tr;:iffii:: lanes and. have a·.traffic,cpunt :t:,f more than 30,000 vehicles per day,: hyd113nt,spacing,stia]l , av~rage, 500'fe(;lt OIJ each sicif?, of the street' l:lnd PE:! arrangei;I on an altemating basis up to 'a fire-flow·req'uir~meni;of 7;000, gallons ·per:minute an~I. 400 feetJor, higher fii'e,flow r,equireJ!lents. 3, Wher~ -rJ.eVI water' mains are extended along streets'·where hydraf)ts are nQt:n~ededfor protection of structu~e ·or similar ,flre problems, fir~· ryydrf;lnts·shall b~.provided at not less tbair 1,00Q'foo~spacin'g:to provide for transportation hazards\ 4 . Heduqeby 50, fe~ff9rdead-end str~ets or rQads. 1 5 One hydrant.for-each ~ ,000·gallons per minute ·or fraction. ti)ereof: / \.•<,'.'I City of Carlsbad l#i•i=i•J§•tiiil,1§;11 Office of Fire Prevention Division MARKING OF FIRE APPARATUS ACCESS ROADS Municipal Code 17.040.020 Fire Prevention Code amended 1994; Section 901.4 of the Uniform Fire Code is amended to read: 'Marking, when required by the chief, one or more of the following methods may be used to identify fire apparatus access roads and prohibit their obstruction: ( 1} The entire length of the road shall be marked by approved signs posted at intervals no greater than Fifty (50) feet, which identify the road as a "FIRE LANE" and state the prohibition of parking therein. The sign shall also warn that vehicles in violation are subject to citation and/or removal. Such signs shall be posted in a permanent manner at a height no- greater than nine (9) feet and no less than seven (7) feet; or, \ (2) Standard curb bordering Fire Access roads shall have the words " NO PARKING FIRE LANE" painted upon their horizontal and vertical surfaces at intervals ·of not more than twenty-five (25) linear feet. Letters shall be of block style, minimum five (5) inches in height with a stroke of not less than three-fourths (3/4) inch and shall be white on a red background. The background shall extend at least six inches beyond the fir.st and last letters of the text; or, (3) A monument type sign may be placed at the Entrance to a private street, which provides information as stated in Subsection 1, with Additional wording necessary to inform approaching traffic of parking restrictions. Such signs must be approved by the City of Carlsbad Police Department and the Fire Department (Fire Marshal) prior to installation. .·, ;NO PARKING FIRE ·LANE VEHICLES IN. ·. VIOLATJON · WJLL BE CITED -OR TOWED AWAY . i:,. . CMC 17.04.020 ~\'t~--, . • I . PARKIN.G FIRE· LANE EXCEPT IN DESIGNATED SPACES. VEHICLES IN VIOLATION WILL BE CITED OR TOWED AWAY AT OWNERS EXPENSE. 11r. 11.040.010 C;;it!SI.D PD 931-2100 1635 Faraday Avenue • Carlsbad, CA 92008 • (760) 602-4666 • FAX (760) 602-8561 @ James C. Dorr, AIA -Architect A Profo661onal Corporation Carlsbad Oaks -Lot 7 2748 Loker Avenue West JCD #22021.00 7/18/2003 General: Plan Review Correction List Response Building D Plan Check No. 03-1227 I. Resubmittal through City of Carlsbad. Plans:· 2. See Note# 1 -General Notes Sheet DT. 3. Inspection Program submitted with backcheck. Foundation: 4. Letter from Soils Engineer being obtained .. (a) Building difference will be noted. 5. Drainage is away from. building. Engineering Dept. requires approved grading plan (review in process) to be.attached as reference to final approved plans. Structural: 6. Calculations added-chamfers considered. Cales pp. 19 .. 2s. 7. Roof connections shown -See detail 8/S2.2, 10/S2.2 & calcs p.16. 8. Drag beams checked as collectors-see calcs p. 15. 9. Plywood thickness noted on Sheet DS2. l. 10. Spacing noted on DS2. l. 11. Hanger detail added-See 16&23/S2.3. 12. Minimum cambers noted in calc program. 13. Cales re .. numbered. 14. Panels #5 & 20 extend beyond diaphragm support. 5,00 psi is noted on panel elevations .... Sheet D83. l. Title 24 Disabled Access: 15. 9/HC is not used. See Sheet Dc.l & DCl.2. 16. See Sheet DCLI Additional: 17. Plumbing & Electrical Plans included. 18. Please read this. 19. Canopy design revised. See Sheet CS2.3. 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) ·446-9206 Fax: (626) 446-4615 ~ James C. Dorr, AIA Project: .. G::U:b.v ... ~4r, .. 0.IJ.ftJ,,:-:,,,,Lo.i, .. 1 ...... .. Address: ................ ~~~ .. /Av..lJ.'. .... ~.~1 ............. .. ~ Architect . Cl4lt.'-~.f3M.r ... C~ .............................. . ~tM<,,,·iJ uv6f J? · RuiuA> ~ r-i ·. .0~4-s' ~ ~ 14 te,), 111. if.ftr r?l. 1z.Ce)"t, c:r, LL w ¥ Ut. *trr tn. ·1c · !-~ w 'I,. i,tt.-lt:-/r,-r PC-"/," 'F1 (_;(.,. © ® Sht: ......... ./. ......... Of: ............... . Date: ... ~/ Jo./.aJ, ............ .. Job# .. '.u~,.oo .... . ~ . I . " ' 1--i--L-: __ ,_ l l ~ "'' ~ . "' "i ~lj ~1 t(:· ~ 1 ti!.f i/ ~ tbo~ 'Dtrst-6 t) /.p;r; S ,z. r..Jb-; r:,1''1.. ~. reoorw ~ /,, f1-'t i, c> i,o t,G" 7~ ~-c&· sriFFPbrt-~ p.,,JYflC.... ·S,(-'e,JLJJC(.,~ ~-1· t.,.. 'P\.lrt-1.,d I) Mtf e,,) Clti/ ) l : { :. r i ~ ~ ' r i i ~ i ' ~· I ( l : . I l' tj.,{ ' ; ' l ( f ii . B 1 ~-t. ,; .. ; 1 --------0-.,, ,1 . e-r · 1· i .... I • i I .;-1 : ) ~\ _: ~ --- ------· ~ ~; ~ ti.: ~ fl.! I r ' ! i i I ! : Phone: (626) 446-9206 James C. Dorr, AJA • Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: o,gnr: Job, ~Ulf, ~ Date: 4:37PM, 18 APR 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4616 Scope: BLn:?c I >o General Timber Beam Description 48' • PURLIN ( f"'.:. I General Information Calculations are designed to 1997 NDS and 1997 UBC Re.quirements Section Name Beam Width Beam Depth Member Type 3.1251n 25.5001n GluLam Load Dur. Factor Beam End Fixity I Full Length Uniform Loads --Center DL Left Cantilever DL Right Cantilever DL I Summary I 1.250 Pin-Pin Center Span Left Cantilever Right Ca11tilevar Fb Base Allow FvAllow FcAnow E 112.00 #/ft LL #/ft LL #/ft LL Span= 48.00ft, B~ Width = 3.125In x Depth = 25.5in, Ends are Pin-Pin Max Stress Ratio o.a10 : 1 48.00ft ..... Lu ft •.•.. Lu ft ..... Lu 2,400.0psl 190.0psl 650.0psl 1,600.0ksl 96.00 #/ft #/ft #/ft Maximum Moment 59.9 k-rt Allowable 74.0 k-ft · Maximum Shear* 1.5 Allowable Max. Positive Moment 59.90k-ft at 24.000ft Shear: @Left Max. Negative Moment 0.OOk-ft at 0.000 ft @Right Max @ Left Support 0.00 k-ft Camber: @Left Max @ Right Support 0.00 k-ft @Center Max.Mallow 73.99 Reactions ... @Right fb 2,122.55 psi fv 85.70psl Left DL 2.69 k Max Fb 2,621.58 psi Fv 237.SOpsl Right CL 2.69k Max Mtu. /i~t.r(. : ~,soo 1.1-tj(i'lt}) (t,is-) i:. ·,. ,'6, ,'J(?J{).z~ Jltt.;" ll) t-t ;;v-Ir ~ 2.00ft o.oo ft . 0.00 ft M Beam Design OK 6.8 k 18.9 k 4.99k 4.99k 0.000In 2.9041n 0.000In 4.99k 4.99k I .... 1 James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Tltltt: Dsgnr: Job # 'ttO 'l-1, dO Date: ,:4:36PM, 18 APR 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4615 · Scope: ~t..-~ t ,D' General Timber Beam Description 36' -PURLIN f'· t.) Genera.I rnformatlon Calculations are designed to 1997 NDS and 1997 USC Requirements Section Name Beam Width Beam Depth Member Type 3.125 in 19.500 In Glulam Load Dur. Factor Beam End Fixity I Full Length Uniform Loads Center DL Left Cantilever OL Right Cantilever DL M Summary I 1.250 Pin-Pin Center Span Left Canlllaver Right Cantilever FbBaseAllow FVAIIOW FcAllow e 112.00 #/ft LL #/ft LL #/ft LL Span= 36.00ft, Beam Width = 3.125in x Depth = 19.5In, Ends are Pin-Pin 36.00ft ..... Lu ft ..... Lu ft ...•.. Lu 2,400.0psl 190.0psi 650.0psl 1,600.0ksl 96.00 #/ft #/ft #/ft Max Stress Ratio Maximum Moment Allowable 0:732 : 1 33.7 k-ft 46.0 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max.Mallow fb 2,041.70 psi F:b 2,790.21 psi 33. 70 k-ft at 18.000 ft o.oo k-ft at 36;000 ft 0.00 k-ft 0.00 k-ft 46.05 fv Fv 84.05 psi 237.50 psi Reactions ... Lett DL Right DL Shear: Camber: 2.02 k 2.02k @Left @Right @Left @Center @Right Max Max 2.00 ft 0.00 ft 0.00 ft -· • Beam Design OK 5.1 k 14.5 k 3.74k 3.74k O.OOOin 2.055In O.OOOin 3.74k 3.74k j --1 ~ Jamee C. Dorr, AIA ~ Architect ~~(..t)},-tG t),}~ 6i LU«: LIJM ~: Project: .Cli.ru . .,r..~.,o. .. ~la/4.~.~-rk.1 .............. .. Address: ........... l..e.w:.'.~ .. fr.V.~ .... 'f.!Ct.1'. .................. . 0.1 .. ~k:5:~ . .e.a.., ... 4.k ............................ .. W1 : /4 (H;) i n,(,·~ .... Wi. 't I 4 (4-) -:: 11.(4) i. ~to v<... 180 ·l,L, $'' ·t7t 4'(S .l,L Sht: ......... ~ ... 1 .. 0f: .............. . Date:.:4.h[ f?..?. ................ . Job #.Z:-'U'-?:'.Z:l.,.~.~ ....... . r: ::·:~ -: : i 4$' · '-<JJ "" 14 (t "{) z -t '-" PL lZ..( to/)-1...~8 u.., w,_'" t4( 4;.. t;"~ en .. It..,( 4 ) ~ 4 S Lt., '$-~ t ., j,11 ,,;,o' j t,.. f t "?,0 I .t l3 B'-"bO ~r v-q uv 1 ~ t-'f (.iif) ~ IU pc.,. I Z-(q J , lt>8 9L Wt."' 140.l.) t ·~ f'?. ·P<- .f '?.(It) e I'~ LL.- f; re x~o wtC V ·t . ,O(Jz. t4(!t'+'.!!) , t;.>8' ~ ,f,.. "t, i-z(41J w,"" 14 (4-') '&-. 6,~. {?(. t-i{4-) e. 4*6ll. Wi.,. (;5'8 -t;'?. -a.~ i. VI.. ~4 •48 ~ 5\c;. -L~ fi -z: • 't 8\ I) t,(... @;1-z..:.c:J.at,"1~1w ~ f'i.. z . . ~81t)' 9l- -z );''14 Lt.. -'"f1Jc."~O "t4'9 f V·~- ftt~~"f-(,i, , ~ t,o t..L- W1 ~ 14·(, J ~ @4 Pt. n.( ,) z. "7?. Pt. ~ II i4 (l~~f.·) ,..~) t. $E)(\ ~ 12-Cit-) -e 4~;z LL. ~ z 4,4'S +C,$-w "# ll.'Z.~O Vt.. · .(s,t1+n.,.1)-ll,t~11 'f,,io 1,.t, w . .-14 (4-t,) .,_ l;>aa PL-,.,..41( f'I t4:w.C '1·1_ IZ. (4Z-J ,. ~ t..\.. fi. z l.t 1$10 f'?C... _..z,;,1,.-, 11.,i"J -:. Io, 1 'lo LL. . ''/4:t.'J"?-~~ V. -~ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 _,_ .---- r James C. Dorr, AIA -Architect 107 W. Huntington Drive Arqadia, CA 91007 Title: Dsgnr: Job# 'tUZJ~dO Date: 6:14PM, 15 APR 03 Ph: (626) 446-9206 Fx:(626)-446-4615 u:~i: KW,oeo1s10 Ver ti.o.o, 2,Sop-2002 (o 1'11!3·2002 ENEROALO En lno11rln eoftwaro Description BLDG D 8-1 Description : Scope : t3>W'9 J /) J General Timber Beam I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i Section Name Beam Width Beam Depth Member Type Center Span 36.00 ft ..... Lu 2.00 ft 3.125 In 25.5001n GluLam Left Cpntllever ft ...•. Lu 0.00 ft Right Cantilever ft ..... Lu 0.00 ft Load Dur. Factor Beam End Fixity 1.250 Pin-Pin FbBaseAllow FvAllow Fe Allow E 2,400.0psi 190.0psi 650.0psl 1,600.0ksi I Full Length Uniform Loads ·center DL Left Cantilever DL Right Cantilever DL 210.0011ft 1/(t #/ft LL LL u 180.00 #/ft #/ft #/ft I Trapezoidal Loads • #1 DL@Left DL@Rlght M Summary 1 #/ft LL-@ Left 56.00 #/ft · LL @ Right ' #/ft 48.00 #/ft Start Loe End Loe Span= 36.00ft, Beam Width = 3.125In x Depth = 25.5In, Ends are Pin-Pin Max Stress Ratio 0.942 : 1 Maximum Moment 71.6 k-tt Allowable 76.1 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment Max. Negative Moment 71.63k•ft -0.00k-ft at 18.288ft at 36.000 ft Shear: @Left @Right Max @ Left Support Max @ Right Support Max.Mallow fb 2,538.05 psi Fb 2,695.05 psi 0.00 k-ft 0.00 k-ft 76.06 fv Fv 137.00psl 237.50psi Reactions .•• Left DL RlghtDL Camber: 4.12 k 4.45k @Left @Center @Right Max Max 0.000 ft 36.000 ft Beam Design OK 10.9 k ,.... 18.9 k 7.64k 8.'Zlk 0.000In 1.953In O.OOOin 7.64k 8.27k • -c 'I James c. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 F~:(626)446-4615 Description BLDG b B-2 I General Information Section Name Beam Width Beam Depth Member Type 5.125In 30.000ln GluLam Load Dur. Factor Beam End Fixity I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL I Trapezoidal Loads #1 DL@Left DL@Right I Summary 1 1.250 Pin-Pin 11ft 56.00 #/ft Title: D(!gnr: Description : Scope : r2 '0 I l;?l.-r:JG. General Timber Beam Job#~l,.ao Date: 6:21 PM, 15 APR 03 Calculations are designed to 1997 NDS arid 1997 UBC Requirements I Center Span Left Cantilever Right Cantilever FbBaseAllow FvAllow Fe Allow E 266.0011ft 11ft f/ft LL@Left LL@Rlght LL LL LL 48.00ft ft ft 2,400.0 p_sl 190.0psl 650.0psi 1,600.0k$i 228.00 #/ft #/ft #/ft ..... Lu ..... Lu ..•.. Lu 11ft 48.00 f/ft Start Loe End Loe 2.00 ft 0.00 ft o.oo ft 0.000 ft 48.000 ft Beam Design OK J Span= 48.00ft, Beam Wldth = 5.1251n x Depth = 30.ln, Ends are Pin-Pin Max Stress Ratio 0.982 : 1 Maximum Moment 157.3 k-ft Allowable 160.1 k-ft Max. PosHive Moment 157.29k-ft at Max. Negative Moment -0.00k-ft at Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max.Mallow 160.09 fb 2,455.22 psi fv 117.41 psi Fb 2,498.98 psi Fv 237.SQpsl Maximum Shear* 1.5 Allowable 24.384ft Shear: @Left 48.000 ft @Right Camber: @Left @Center Reactions ... @Right Left DL 6.83 k Max RlghtOL 7.28k Max 18.1 k 36.5 k 12.69 k 13.52k 0.0001n 2.8551n O.OOOln 12.69 k 13.52k James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: ·-osgnr: Job # e@i,t. C) C) Da~: 6:30PM, 16 APR 03 Ph: (626) 446-9206 Fx:(626)446-4615 Description BLDG D B-3 Description : S l f cope : Bt,,,ac ' t7 ~, 7 General Timber Beam General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Be$m Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 5.125in 30.000ln GluLam 1.250 Pin-Pin I Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL I Trapezoidal Loads #1 DL@ Left DL@Right #2 DL@Left DL@Right ! Summary I #/ft 182.00 #/ft 182.00 #/ft 182.00 #/ft Cent\;lrSpan Left Cantilever Right Cantilever FbBaseAHow FvAllow Fe Allow E . 126.00 #/ft #/ft #/ft LL@Left LL@Right LL@ Left LL@Right LL LL LL 46.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psl. 650.0psl 1,600.0ksi 108.00 #/ft #/ft 1.00 #/ft #/ft 156.00 #/ft 156.00 #/ft 156.00 #/ft Start Loe End Loe StartLoc End Loe Span= 46.00ft, Beam Width = 5.125in x Depth = 30,ln, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support - Max. Mallow fb 1,960.91 psi Fb 2,509.54 psi 0.781 : 1 125.6 k-ft 160.8 k-ft Maximum Shear * 1.5 Allowable 125.62 k-ft at 24.840 ft -0.00 k-ft at 46.000 ft 0.00 k-ft 0.00 k-ft 160.n fv Fv 103.49psi 237.50psl Reactions ... Left DL Right CL Shear: Camber: 4.81 k 6.45k @Left @Right @Left @Center @Right Max Max 2.00 ft 0.00 ft 0.00 ft 2.000 ft 30.000 ft 30.000 ft 46.000 ft Beam Design OK 15.9 k 36.5 k 8.93k 11.98k O.OOOln 2.072in O.OOOin 8.93k 11.98k J ,"" James C. Dorr, AfA -Architect 107 W. Huntington Drive Arcadia, CA 91001 Title: Dsgnr:· Description : Job # "t'Ze>'l,I ·" 0 Date: 6:34PM, 16 APR 03 Ph: (626) 446-9206 Fx:(626)446-4615 Description General Timber Beam BLDG D B-4. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Seam Width Beam Depth Member Type 6.750 in 30.000ln GluLam Load Our. Factor Beam End Fixity I ~~II Length Uniform Loads Center · DL Left Cantilever DL Right Cantilever DL I Summary I 1.250 Pfn-Pin Center Span Leff Cantilever Right Cantilever Fb Base Allow FvAHow FcAlfow E 658.QO#/ft #/ft #/ft LL LL LL Span= 32.00ft, Beam Width= 6.750in x Depth= 30.fn, Ends are Pin-Pin Max Stress Ratio o.729 : 1 32.00ft ..... Lu ft , .... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psl 1,600.0ksi 564.00 #/ft #/ft #/ft Maximum Moment 156.4 k-ft Allowable 214.4 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment 156.42k-ft at 16.000 ft Max. Negative Moment 0.00 k-ft at 32.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow fb 1,853.82 psi Fb 2,541.34 psi 214.43 fv Fv 122.82psi 237,SOpsi Reactions ... LeftDL- Rlght DL Shear: Camber: ·10.53 k 10.53 k @Left @Right @Left @Center @Right Max Max 2.00 ft 0.00 ft 0.00 ft Beam Design OK 24.9 k 48.1 k 19.55 k 19.55k 0.0OOin 0.9581n 0.0OOin 19.5Sk 19.55k ..,; . James C~ Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# tlOtl • i,o Date: 6:48PM, 15 APR 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4615 General Timber Beam Description BLDG D B-5 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 6.750In 27.000ln GluLam 1.250 Pin-Pin I Full Length Uniform. Loads Center DL Left Cantilever DL Right Cantilever DL I Trapezoidal Loads #1 DL@Left . DL@Rlght I Point Loads 602.00 #/ft 602.00 #/ft Center Span Left Cantilever Right Cantilever FbBaseAllow FvAllow FcAllow E 56.00 #/ft LL #/ft LL #/ft LL LLB Left LL Right lbs lbs 32.00ft .•... Lu 2.00 ft ft .•..• Lu 0.00 ft ft ..... Lu 0.00ft 2,400.0psl 190.0psi 650.0psi 1,600.0ksi "48.00 #/ft #/ft #/ft 516.00 11ft Start Loe 29.500 ft 516.00 #/ft End Loe 32.000 ft lbs lbs lbs lbs lbs lbs lbs lbs Dead Load Live Load ... distance 4,180.0lbs 4,120.0lbs 5.000ft 6,830.0lbs 5,960.0lbs 29.500ft 0.000ft 0.000ft 0.000ft 0.000 ft 0.000ft II Summary I Span= 32.00ft, Beam Width= 6.750In x Depth= 27.ln, Ends are Pin-Pin Max Stress Ratio o.512 : 1 Maximum Moment 52.o k-ft Allowable 175.6 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment Max. Negative Moment Max@ Left Support Max @ Right Support Max. Mallow fb 760.38 psi Fb 2,569.42 psi 51.97k-ft -0.00k-ft 0.00 k-ft 0.00 k-ft 175.60 fv Fv at 14.208ft at 32.000 ft 121.63 psl- 237.50 psi Reactions .•. Left DL RlghtDL Shear: Camber: 5.02 k 9.29k @Left @Right @Left @Center @Right Max Max Beam D.esign OK 22.2 k 43.3 k 9.78k 17.44k O.OOOln o.4nln O.OOOln 9.78k 17.44k I } J ,< I James C. Dorr, AJA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job I W Z...I •"D Date: 7:02PM, 15 APR 03 Description : Ph: (626) 446-9206 Fx: {626) 446-4615 ~ I c) . General Timber Beam Description BLDG D B-6 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Center Span 30.00ft ..... Lu Left Cantilever ft ••.•. Lu Section Name Beam Width Beam Depth Member Type 6.7501n 33.000ln GIULam Right Cantilever ft .•... Lu Load Dur. Factor Beam End Fixity I Full Length Uniform Loads -Center DL Left Cantilever · DL Right Cantilever DL I Trapez:oldal Loads 1.250 Pin-Pin #1 DL@Left DL@Rlght 504.00 #/ft 504.00 #/ft I Point Loads Dead Load Live load ... distance I Summary 11,280.0 lbs 9,680.0lbs 15.000 ft • lbs lbs 0.000ft FbBaseAllow FvAllow Fe Allow E 84.00#/ft LL #/ft LL #/ft LL LLI Left LL Right lbs lbs 0.000ft 2,400.0psl 190.0psi 650.0psi 1,600.0ksi 72.00 Ifft #/ft #/ft · 432.00 #/ft Start Loe 432.00 #lft End Loe lbs lbs lbs lbs 0.000ft 0.000ft Span= 30.00ft, Beam Width = 6.750in x Depth = 33.ih, Ends are Pin-Pin Max Stress Ratio o.sao : 1 Maximum Moment 227.4 k-ft Allowable 258.5 k-ft Max. Positive Moment 227.40k-ft at Max. Negative Moment O.OOk-ft at Max @ Left Support 0.00 k-ft 15.000ft . 0.000 ft Maximum Shear* 1.5 Allowable Shear: @Left @.Right Camber: @Left 2.00 ft 0.00 ft 0.00 ft 15.000 ft 30.000 ft lbs lbs lbs lbs 0.000 ft 0.000ft Beam Design OK 30.7 k 52.9 k 16.33 k 23.35k Max @ Right Support 0.00 k-ft @Center O.OOOin 0.7931n 0.0001n Max.Mallow 258.53 fb 2,227.36 psi fv 137.83psi Fb 2,532.30 psi Fv 237.SOpsl ')rJ,1 ,.1r(. rt)(J,-i .. (~·) ., f1 ~ r (j 1,) ~ ~, , , 11 Reactions ... LeftDL 8.79 k RlghtDL 12.57k @Right Max Max 16.33k 23.35k I a P James C. Dorr, AJA • Architect 107 W. Huntington Drive Title: Dagnr: Jobt·ff&il ,otJ Date: 7:09PM, 16 APR 03 · Arcadia, CA 91007 Ph: (626) 446..e206 Fx: (626) 446-4615 Description BLDG D 8-7 Description : Scope: t t . ~-t.:>, _,O General Timber Beam General Information calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type 6.7501n 33.000ln GluLam Center Span Left Cantllewr · Right Cantilever · Load Dur. Factor Beam End Fixity I Full Length Uniform Loads Center . OL Left Cantilever OL Right Cantilever OL I Point Loads Dead load LlveLoai:1 ... distance g Summary 12,570.0 lbs 10,780.0 lbs -6.000 ft I 1.250 Pin-Pin FbBaseAllow FvAllow FcAllow E 588.0011ft 588.0011ft #/ft. lbs lbs 0.000ft lbs lbs ·0.000ft LL LL LL 35.00ft ..... Lu 6.00ft ...•. Lu ft ..... Lu 2,400.0psl 190.0psl 650.0psl 1,600.0ksl 504.00 Ifft 504.00 Ifft #/ft lbs lbs 0.000ft lbs lbs 0.000ft Span= 35.00ft, Left Cant= 6.00ft, Beam Width= 6.75Pin x Depth= 33.ln, Ends are Pin-Pin Max Stress .Ratio o.765 ; :1 Maximum Moment -159.8 k-~ Allowable 2s1.2 k-1,t Max. Positive Moment 126.97 k-ft ~ 19.790 ft Max. Negative Moment -86.00 k-ft al 0.000 ft Maximum Shear* 1.5 Allowable Shear: @Left @Right 2.00 ft 6.00 ft 0.00 ft lbs lbs 0.000 ft lbs lbs 0.000ft Beam Design OK 40.5 k 52.9 k 2!J.72 k 16.65k Max@ Left Support w159.76 k·ft Max @ Right Support 0,00 k-ft Max. Mallow 251.21 Reactions ... Camber: @Left @Center @Right. 0.0601n 0.4061n O.OOOln fb 1,564.80 psi fv Fb 2,480.56 psi Fv 181.75 psi 237.SOpsl Left DL RlghtOL 28.85 k 7.83k Max · Max 53.58k 16.65k I ,- Jamee C. Dorr, AIA Architect Project: .C~t.Z,,(.!l1$A~ .. QIJ.~i-~-:-7 .......... . Address: .. n ................. U.lt.ltl.t..... '/t ... W.Ct~.t .... . t.,;.AIU~.fM-°'. ..... -~ ...................... .. I I LATERAL LQADS: Seismic zone = 4 Z-0.40 Importance = 1 Na= 1.00 Source Type = B Nv= 1.00 Distance= 5km Ca= 0.44 Soil Profile = Sd Cv-0.64 Height= 20.0 T=Ct((h)".75) = 0.19 R-4.5 V=(Cv*I/R*T)W= 0.752 w Vmax=(2.5*Ca*I/R)W= 0.244 w Vmin=0.11 *Ca*l*W= 0.048 w Vmin Zone 4=(0.8*Z*Nv*I/R)W= 0.071 w Roof Diaphragm : Fpx=(4.5/4)(V/W)= 0.275 Wpx Fpx max=1.0*Ca*I= 0.440 Wpx Fpx rriin=0.5*Ca*I= 0.220 Wpx Roof SubDiaphragm: Rp= 3.0 ·ap= 1.5 Fp=4(ap*Ca*lp}/Rp= 0.8~0 Wp Continuity Tie: N/S Wdl= 14.0 WII= 12.0 b= 8.0 I= 48.0 Fp=0.5*Ca*l*Wdl+ll*b&l/2= 1098 lbs. Continuity Tie: E/W Wdl= 14.0 WII= 12.0 b= 24.0 I= 30.0 Fp=0.5*Ca*l*Wdl+ll*b*l/2= 2,059 lbs. Out-of-Plane: Rp= 3.0 ap= 1.0 Ground Level Fp=4(ap*Ca*lp)/Rp= 0.147 Wp Fp miri=0.7*Ca*lp= 0.308 Wp Roof Level Fp=4(ap*Ca*lp)/Rp= 0.587 Wp Fp min=4*Ca*I p= 1.76 Wp · !Average= 0.447 Wp Program input = Average / 1.4 = 0.320 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ...... J~ ....... Of: ............... . Date: .. ~/1.f/4.3, ............ . Job#. ~I(. 9.Q .. .. Project: .C1'.1:Ud.fJl').~ .. &'1,1.ut:.s .. ~ .. la.1. .... 7. .. .. Jamee C. Dorr, AIA Address: ............ lo~.J!J.r.1.,r.: .. W.t:;,l,f ............... .. Architect. cJl).f.t,,frt.~.a.rJ.11.,.. ... C.&. ............................ . B"/1,..Jr.)P;tt(,, D .. ltPJ,6-~t. ~J')y)J ~ (3 __ fi--__ u.._._' ----\! -241 -£ ------·---i----l t f 50 I Z4 --41'----=;;c....,.-........ -.,-......... ··1·-- 1 C J~-----------~r--~ ED· ~ /Pr; ,. -~/7 , U4 (14) ( r}t)) z 4:41 a .. N/s ~15 'i/15' t4;1:! {~) z: ~s: 44#(_ . · · · -rJ:rJr,,4r-::: 1t:t4.~Fr -· .. , I 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ....... t..'!?. ........ Of. ............... . Date: .. 4,/.ti,./.I'-., ........... . Job # ... •f:t--~t,./.1tU) ...... . • j Project: .C!M-k.l/kJIO.O,J.j~·~···U?.:{.·.7.····· James C. Dorr. AIA Address:7'L ......... ~~ .... ,OY.6.'. ... ld~.r. ...... . Architect C_.;tJJ.t..t..,St:VJl".)1 ..... C,4. ............................ . 'JP/c e-/W -:: !Pt Z44 (14)(14) z ~s, Z,J c.; ,z,, r Sht: ........ ~ ....... Of: ............... . Date:~/t.W,0.?. ............... . Job# ... Z.~l.f.9.9. ....... . ~e)(e4 ) z is ,ec tt1 ~ J4 (/.+) z Jt11 1F1 ~u -'l-1 '{. 41~- 6'!?-C.. ~t)_,: 1Cf,@5'B t t.:c. { J.4-) z~--------~ t./7V 11,i.-~-y,'IJ ~Tre4C.:f. "'.c w/ It, cl Cj (',o II ~1 G,. -f"$~,)'t:1~f ,~ d.a , If t) Jr_. ... ~¢'~ )Od,..e. ,~ 4 ~'-... /Arftrrr../Wtyk//1) ttl" 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ~ James C. Dorr, AIA ~ Architect l.f/lfl ~·---r--.... I l, h:/$ Project: .a~&(.l.t,.j>.Q.O ... tl.lJ.ltc.·.\ ...... l«. .. .!. ........ : Address: ··-n··_-;·······L.01(.1:f.J!L, .... &,Lr. ... W.b':'.'b.T ..... . .. ~a.0..--:.r1,,:/Jr7r .. c~ ....................... . Sht: ....... l.~ .... '..Of: ............... . Date: ... t,/1,'!J.~.:!J ............. . Job # ... ~!t?.t/..1,.t)'!.). ...... . James C. Dorr, AIA Architect Project: Oa.1.t:k>..f,f;ll.?. ... ~-~~.:-: .. lo.1....7.. ...... . Address: .... .. ............ i.a~ .. Bv.tr.. ... l»tnr. .... .. C°A)JU.,i...7$/)Q.'l" ... C/41.......... .... ... .. ....... . @ 71t:.n -,;o f?IJJ..){rt., S. : I -,, p ~I <6"0->t -i,~~) 't. -1;-r. I ~ JI,_~.' Z iv4 't,1) . .J;J .J? oi,.,c. ~ ~ '1 v I z. " , 7 "l ?Jl,,"'f,;I ~ ';>v ,$''?, P · i.. 7;)7~ I e. JO Ii w ~r;.) '!,, 1 M II/ JJ.. '!Pr&t I? 1 ~ ~?. I ~ "SI-N· II ,_,,-1,u r.2,.~ _---:Yf,cr?O{£-.JJ) ~ A~ct IC v:-,w, 1· 0,r!)[t,J} , 'T't>1I {_pl)l'/f $/JP/ 'CP /Jt..Q_t;, /g- t/ Iv-7~µ,IV' ~J.)l.)t,-Ot't~ ---·----"' ~ {-'tC.k . W /)ll '1':I i:r, ; @ C ,14 W..l'Jt,t., : cP1 i"i'(1i) ('Z<:J)(1v) ~ 777 .JU I 7~ ~ 'i . i •. 4 'e ·s ~~ r,.,, ,4 K 'Tl~ ; f='z 4 (<:>r1-f) 1t ~ t-W AZt,.1(!) (!,') 'J) Jt ,-41t/1 ) t:P,n·(u--µ,,) F 187) Sht: .... /.~ .. ·······;$.f: ............... . Date: .. ~_//Y.Je,.:). ............ . Job # .. ~.:t...a:zJ.,..c:t:>. .. (d,,zrr,_.J: -111_ 5E_'t1P·, ~rt':',~. 'fl,v__ . '$,J PGt~UtJ\ f-0 1!-8 ( ':,.-,y)• 4 14 -i.o (.J~tr 't -'{4 f MI rJ, T!!l-tt.tl Pt.tltt•t,J ~."1 'r,'"(.','A) S < o·i.J ; ' 'ZC(ct?,4-ttts) (Ii,'}) or llt-1!r) 44w l.::i f;-;> Z" (.9,. 7'3 r-( tc> + I~ l't -i-/--+ '. 11-(Jtif I, /Z.,...) .. / 7?-µ/'-- ./J·-'., 'ft '1;t4( ,;-) (!r,+-,,~.~ -I e, ,, t3 (p P't.-Z(f)#6S:(l1-I)) (4)(c.-'7) (?'100 ;~ -/1.-r> 4,42 . . l!J.So" NJ11J. l-'It~ "-:ae,<-r e.~ . __ t ... 'f..~A ~-1' ® ~ ~: 107 W. Huntington Drive. Arcadia. California. 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Project: .... C!,;.r.t-J .. ) .. lll.'J.O. ........ ~.~aG#-, .. D. Sht: ..................... Of: .............. . Address: .................... lo .. ~ ... f&1L ............. :.......... Date: .. S"/'.t . ../.~, ......... . ~&,,&.l~.o.,.. .. ~ ................ :........ ..... Job# .. ~ . ~.1:.<f&.?. .... .. ~ Jamea C. Dorr, AIA ~ Architect. (E Tte--r'o ,P~A-'~ Ii• i 1 \ \ ---------·-· . --l I fE/vy ----,-( '? 1~/, 1/l,(,, ---) 46:--·====1'.H . ~~~ ~~-: 8 o , ef.,'S~ · ts,,)-ZJ'.-46..z,JG..-r /.1/f'f!'.. . 'I ;4 O, 7 · -·' ~ ~4~:---c:e:,,,~ . . ~st. · t/,5e Cf-1n /) 45-1-. .V wt,t,r, ,, . , .... 1 . "' >.-e , 't,.. l/Slr ,,11M JG I F1u.a; ~.. If/~, ,t, .. 't,7~? · lt~1 _(J?r( tr-·~ l II~ ll1>.t1 :~ ~:--' '/it 1FfU0.'f ' I l':: ~,1-(: . . --:i: ~ ;. 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Jamee C. Doi-r, AIA :-:~ ~~i~w':;/ Architect C4.tt,..l...S.&J.a.01 ... ~ ......... ·· ·· ···· .1'7.1 1,, •~WA·',·, <P, 6~(~s,) (t4)Q~).-:: f 14'.s-·· . 1.z; w4 ''M'II ._,_, t t1~(.'J · '' Jv4 'I; f,'5(. S @4>'-: fi. ~ o~c.~1 :: <.::,i 1i ,U-&o(h'H)(t-) 1., ~11~-) ,,t.11.. (. ~~) i. S;'~ I ·u~<f ~-_.,,4.~ M.:5'? & 6tc...r : ~ ·~ ( ~67.,, e/\-a. rt,~ · · · "U;~~')"l) (4-) i~;4W) j-z,~ . . . . Lr~~4·-'4~ M~~s ~"1' ~-s l.o.v ~ · . . 0:,.(, 44 J ( -z..) (I,~">) ·-S 'Z"S .j, I<'> I~,., .... ~P -.e. e,ti !)\f (10 -Hri~) ,._t-~.1s--(la>t l,t-tl) ~ l 7'?. 1v" ~C'c.. z. 1,.,.4, (<;' )(5 + o.st )-= J t141i lp~"' c,.,,,;--(i,())(4 )(l.z~)( ~~l.) -;a: 11,~ ; lt,5"" Sht: ....... i:J. ....... Of: ... · ........... . Date: .. 4./-J~.J,o.., ............. . Job# .. -zzo.tl..,.c'J.Q .. . JJ~.~ ·1~1kf?4« J t:-(e!;g 4·LV° ~t.4&~1?ll)ft:tt1.A6M~ \ /4) &1f11.ft Wh"'L,: 1IJ, ~~ @ ~ii tt:Ji-' d $1,t».w' c.. ~~ 1., fr t,: T . f,I) · · /) l/_f I f?$5"{::4-,) . @-r4tte1~,, R' '..1,,· • 4 "·'-~ -41~-ttir-r It '1)" I-(p ~ -c '"*~ :: (1~) • '!, 71 t- t U~'-1' ~+ LUJ«g -t: ~ fM'/J /()d@ 4 t ? 1!1 ~ 'fll}fft,/(., ~'I; ·@ ·p ,d 4 1/c,l:-t6 ' rz, S:.":>T(tf-) ':f '7,~~s r_. ~ <. . lC. 1!, 'I p-r. 107 W. Hunt-lngton Drive, Arcadia, Callfornlei, 91007 Phone:: (626) 446-9206 Fax: (626) 446-4615 /' ~ .. Sht: .... ..i:Sf ... .Of: .............. . Jamee C. Dorr, AIA Architect Project: .. t!.IJ,n,,r...,<"J!,JJ.1:1. .. -... S.t.Q.'.~ ... A: .. ·········· .. Address: .7.) .... : ............ 'G~ .. &,<c./..»..11.11.t. ..... . <.,;,p.l;U,lJ1~4 .... c.~ .......................... .. Date: ... q_.u.,/Q.3-......... . Job # ... ':'t..~~i.i .t?9.. --' ,... .. ___ ,,,.-,-------- I--·--'J(J . . -' "" )( .. 'G. . ' /7alt<A-IV ~1~; f/. ~ 1/1, ( ~'t.1t..,) t £tPtfe>.;/ -. l/4~:itnes€1/ ST t:-z~ /-;_ i .¾ {(;t--1z). z 4t J4t?°,e. t/;& ~Ml";tJ ./1!)-v;}-• ; :..LA% @t1avf. ~y;.;..7"t /JI/ f', -r.(t$,8N)" ~1,:_-n-# • /B, ~"/7'7Vlr' . t/kf (., 1JM(/f().) Per e,7 l::IJ'~ ft.l'ltr: 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ~ James C. Dorr, AIA ~ Architect- ~c~·tr fl~l;.'."'c; Project: C1,m..~.~f5.().Q .... r ... P.b..W.i$, .. , ... /± ........ . Address: ................ Lo.!Ck!;n.. .. &..~ .W/::::f:;!r:, ...... .. C/,)1.-u,,,,al'JJ?1 ..... a~ ............................ . I q. Of: Sht: ...................................... . Date: .. S./.Z~/0..~ ........ .. Job # ... ,Z.~O.'U.i.t:?.c?. ..... . (£ t~ (:J. ,, d ~/t,,; -r.1f' 11 m1"1, .i: ~· ·--= t, 1S' d · I ,,7"°) o l-tM>IC .&. t,f.f;,.t/11f./, ~ II 4, !t e 1: ,z,-,,,r-+ 4 ° t;.1s1' 'f~ -z,;cro ~ 177-#:/f, ~~~c ¥r.le1"0tt.li: ~/:7 z. o. 1,1 r {Jjl:f' ~Y/1TIIK. w/ ltz Vbllf' te /?.11(!)/c. AQ,.. , ~ N:4 i-lcrz1r.. ~ l~ "'P/C.. Vti;ttr, @ i 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# Zt..c>U-~rl) Date: 8:51 AM, 2~ MAY 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4615 Scope:~-~. ~- Tilt-Up Wall Panel Design Description Basic Panel General Information Calculations.are designed to ACI 318-86 and 1997 USC Requirements !Loads Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment 18.500 ft 2.500 ft 6.250 in 5 12.000 in 2.750 in 150.0 145.-00 pcf psf lbs ft Seismic . #/ft ft ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min HQriz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method ... Deflections are Iterated Par.spat Weight Counteracts Middle Vertical Loads ·uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 337.00 #/ft #/ft 6.750 In 337.00 lbs lbs 1.000 1.000 4 0.0020 0.0012 0.3190 0.3190 foe Factored Load stresses For Seryjce Load Deflections ~ ·Wiml ~ Wi!1!l 0.124 0.000 In 0.089 0.000 in 18,285.5 o.o in.:# 13,061.1 0.0 in-# 0.0 O.OM 0.0 O.OM 0.126 0.000 in 0.090 0.000 in 18,560.8 o.o in-# 13,201.0 0.0 in-# 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in 18.000 In Parapet Bar Spacing Req'd: WIND 18.000 in I Summary I Wall Design OK 18.50ft clear height, 2.50ft parapet, 6.25in thick with #S bars at 12.00in on center, d= 2.75in, fc = 3,000.0psi Usihg: USC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 18,560.85 in-# Maximum Iterated Deflection 0.090 In Moment Capacity · 45,091.40 In-# Deflection Limit 1 :480 In Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As 'l6 = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc I ACI Factors (per ACI, applied lntemallyto entered loads) ACI 9-1 & 9-2 DL 1 .400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 Seismic 45,091.40 In-# 18,560.85 In-# 4,449.43 in-# 0.09 in 2,474 : 1 0.0094 0.0128 20.82 psi 120.00 i:>sl Wind 43,515.26 in-# 0.00 in-# o.oo in-# 0.00 In 0 :1 0.0094 0.0128 20.82 psi 120.00 pS( 0.750 use 1921.2.7 "1.4" Factor 0.900 USC 1921.2·. 7 "0.9" Factor 1.300 1.400 0.900 } ) • . ' James C. Dorr, AIA Architect Project: .... e~//.,?..f .. '2.4:r?.. .. t.!.f!.f;::_! .. ::-... k5. ... 7.. .......... . Address: .................... .Lei~./):il.f .... W:!!r..~1. ............ . .... aJ..J). ~u.t,Mt ... C~ ......................... . <;; ·'f' ) --· IN PLANE SHEAR ANALYSIS: TOT AL WALL . .. a.t-0 144 84 ·ff-4 '4 84' 14 NOTE: Due to the large number of openings the Redundancy Factor (rho) is assumed to be: 1.5 Total Lateral Force From Diaphragm,...___,-"!!"I Diaphragm Reaction I 48374!(4.0/4.5) Wall Weigh,_t --~ t=I 9.25j W=! 24.00! H=I Panel Ph= 0.244x(t/12)x150xW?iH PIER 1 2 3 4 5 6 Redundancy factor Working Stress· TOTAL.Ph C=Ph / (sum Rx t)= 16,632.5 H D HID R 144.00 84 1.71 0.246 84.00 34 2.47 0.111 84.00 14 6.00 0.011 0.367 = 42999 8.00! = . 5,416.8 48,415.9 X 1.5 1/1.4·x 0.7 =I: :&e.~~.~1 F v=F/D 4084.31 48.62 1848.74 54.37 177.70 12.69 As 1.14 0.78 0.21 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 s.of Av 9.6 8.2 32.1 Sht: ....... ~ ...... Of: .............. . Date: ... ~ . .)..!.J./9..'-················ Job# .. U-Q.U., . .o.~ ..... . James C. Dorr, AIA Architect '\. ·"' Project: d!P..M::tr'.r..~n ... 0...~c;.:-::.~¢.f. .. 7 ........ . Address: ................ l.c9..!<.i~./:N..fJ.'. .......... ~f ............. . C1oltA? ,a r2.1 .. P,4........ ... ...... ....... .... .. .. ) . A,m ·\ i 1 ~ 5' ' Sht: ..... -zd ........ Of. ............... . Date: .. 4,./.t..1./.Q., ........... .. Job # .. ~7,.,J-. .... tr.() ... . 14-·'D 4(14 50 8'J t-8 1}4-t..-<:) r;~ {..() 8<:I tB 144 z, co f; '3'df.4d "l..,+ 8-1!_"'1 j I 4 I • i~ ~ I (p IN PLANE SHEAR ANALYSIS: TO AL WALL NOTE: Due to the large umber of openings the Redundancy Factor (rho) is assumed to be : 1.5 Total lateral Force From Diaphragm ___ ..,..,.. Diaphragm Reacti n ! 31461i{4.0/4.5) · Waif Weight t=,..! --:9-:.2"="st W=! . 41.00l H=! Panel Ph= 0 244x{t/12)x150xWxH PIER 1 2 3 4 5 6 Redundancy factor Working Stress TOTAL Ph C=Ph / (sum Rx t)= 18,391.8 I H ! D H/0 R 144.00 I 50 2.88 0.077 84.00 I 28. 3.00 0.069 84.00 l 20 4.20 0.029 I 84.00 I 20 4.20 0.029 84.00 I 28 3.00 0.069 144.00 ! 26 5.54 0.013 I 0.287 = 27965 8.00l = 9,253.7 37,219.0 X 1.5 1/1.4x 0.7 =t. ··Mff.~6A! F v=F/D 1413.54 28.27 1277.21 45.61 530.40 26.52 530.40 26.52 1277.21 45.61 246.53 9.48 As 0.68 0.67 0.41 0.41 0.67 0.24 J • 107 W.: Hunt.lngton Drive, Arcadia, California, 91007 Phbne: (626) 446-9206 Fax: (626) 446-46:15 s of Av 16.2 9.7 16.f 16.1 9.7 46'.3 Jamee C. Dorr, AIA Architect r . ~· (-p I I 'Z..-l&t IL • u 'I ' ! Project: .t:3.J.u.:'l..i,'f),.,.,.rt?.l.fk.." ..... ;~·~·J·····················" Address: ............... l,,J,t .. tt11,. .. ~lt. .... Wl.r:i .. -t ............ . C~r>IJl}.t .... C~ ................................ .. Sht: ....... t.~ ... Of: ............... . Date:. 4)J.f./lJ..') ............ .. Job # ... '%!1A.f4.1¢ ..... .. -··--·-···----, ~ .. ) 1) ,r-, ic... ' tb k~v-\tt4: ~~ ~ ~ I IN PLANE SHEAR ANALYSIS: TOT AL WALL ·/4. ~ .. N • • tXJ 1 ( (ir..) (t,"tr),. a,, t/(,,.J ~ "":.-~~t.f (ll-,,)(1 t,t-r1 f.. a,,1,tg -#"()-"-(e l z oft "f:dl Je,t')t:.(r #4 W-ci? tt..'' Ct'~ • ~ NOTE: D~e to the large n·umber of openings the Redundancy Factor (rho) is assumed IQ be : 1.5 Total Lateral Force From Diaphragm ...... _ __, Diaphragm Reaction ! 5540!{4.0/4.5) Wall Weigh,..t_.,.......,. t=I 12.2sl W=l 20.001 H=l Panel Ph= 0.244x(t/12)x150xWxH PIER 1 2 3 4 5 6 . Redundancy factor · Working Stress TOTAL Ph C=Ph / (sum R x I)= 33,401.2 H D HID R 96.00 23 4.17 0.029 96.00 23 4.17 0.029 0.059 = 4,924 12.001 = 8,907.0 13,891 X 1.5 1/1.4 X 0.7 =1~ ·-2~~0.~mm F v=F/D As 979.65 42.59 0.74 979.65 42.59 0.74 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax:· (626) 446-4615 s of Av 7.7 7.7 ! Jamee C. Dorr, AIA Architect I ,._.__ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ...... t:.:-, ....... Of: ............. .. Date: ......................................... . Job# .W..1-f +JIii.. . . ,· ' James C. Dorr, AIA -Architect 107 W. Huntington Drive · Arcadia, CA 91007 Title: Dsgnr: Job , 'l.:totI (..'O Date: 3:57PM, 17 APR 03 Description : Ph: {626) 446-9206 Scope: ,--Fx: (626) 446-4615 IW' ,o'r. KW,0601310 Vorl!.6,0, 2•SCIP•2002 o 1863,2002 ENEROALC En lnoorln SoRwero Tilt-Up Wall Panel Design Description 9-3/4" PANEL MIDDLE JAMB· I General Information Calculations are designed to ACI 318-8& and 1987 USC Requirements I I Loads Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Oefl. Ratio Concrete Weight Lateral Load, Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis Basic Oefl w/o P-Delta · Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment 18.000 ft 2.000 ft 9,750 In 5 12.000 in 4.625 In 150.0 145.00 pcf psf lbs ft Seismic 97.00 #/ft 18.000 ft 12.000 ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing re Fy 3,000.0 psi Seismic Zone 4 60,000.0 psi Min Vert Steel % 0.0020 Phi . Width 0.900 · Min Horiz Steel% 0.0012 12.000ln Wall Seismic Factor Parapl!t Seismic Factor LL & ST Not Combined Using: UBC Sec.191-4.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL Uniform LL ••• eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" M~gnifier 56.00 #/ft 80.00 #/ft 8.630 in 2,745.00 lbs 233.00 lbs 1.000 1.000 0.4400 0.4400 for factored Load stresses For Service Load Deflections Sellm.lle W1ml ~ Wirut 0.086 0.000 in 0.081 0.000 In 50,820,0 0,0 In-# 36,300.0 o.o In-# 0.0 0.0~ 0.0 O.OM 0.086 0.000 In 0.062 0.000 In 51,295.7 o.o In-# 36,542.1 ·. o.o In-# 15.897 in Parapet Bar Spacing Req'd: SEISMIC 15.897 ln 18.000 In Parapet Bar Spacing Req'd : WIND 15.897 In Summary Wall Design OK 18.00ft clear height, 2.00ft parapet, 9.75in thick with #5 bars at 12.00in on center, d= 4.63in, fc = 3,000.0psi U~ing: UBC Sec. 1914.8 method ... Oeflections are Iterated · I Factored Load Bending : Seismic Load Govems Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 51,295.72 In-# Maximum Iterated Deflection 0.062 In Moment Capacity 92,588.18 In-# Deflection Limit 1.440 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span · Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percen~e use Allow. As% = o.e * RhoBal Actual Axial Stress : (PW + Po ) / Ag Allowable Axial stress= 0.04 * re Seismic 92,588.18 In-# 51,295.72 In-# 3,384.89 in-# 0.06 In 3,509 : 1 0.0056 0.0128 35.02 psi 120.00 DS) Wind 86,647.66 In-# 0.00 In-# 0.00 In-# 0.00 Iii 0 :1 0.0056 0.0128 35.02 psi 1~.00 DSI } ·,. ~ James C. Dorr, A1A -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# tu t,.,/..r,,it) Date: 4:00PM, 17 APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 Tilt-Up Wall Panel Design Description 9-3/4" PANEL RIGHT JAMB General Information Calculations ~re designed to ACI 318-86 and 1997 UBC Requirements Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 18.000 ft 2.000 ft 9.750 In 5 12.000 in 4.625 In 150.0 145.00 pcf 3,000.0 psi Seismic Zone 4 60,000.0 psi Min Vert Steel % 0.0020 0.900 Min Horlz Steel% 0.0012 12.000 in Wall Seismic Factor P.arapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method .•• De~ctlons are Iterated Parapet Weight Counteracts Middle 0.4400 0.4400 I Loads -Lateral Loads Wind Load Point Load ••. height •• .load type Lateral Load .•• distance to top ... distance to bot .. .load type I Wall Analysis · Basic Deft w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max: P-Delta Deflection Max P-Delta Moment psf lbs ft Seismic 31:00 #/ft 18.000 ft 7.000 ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Sel$mlc "I" Magnifier Wind "I" Magnifier 56.00 #/ft 80.00 #/ft 8.630 In 884.00 lbs 72.00 lbs 1.000 1.000 for factored Load svesses For Service Load Deflections ~ Yilnrl ~ Wing 0.082 0.000 in 0.059 0.000 in 49,585.6 0.0 In-# 35,418.3 0.0 In-# 0.0 O.OM 0.0 O.OM 0.082 0.000 In 0.059 0.000 in 49,843.1 0.0 In-# 35,549.~ 0.0 in-# · 15.897 In Parapet Bar Spacing Req'd: SEISMIC 15.897 In 18.000 In Parapet Bar Spacing Req'd : WIND 15.897 In Summary Wall Design OK 18.00ft clear height, 2.00ft parapet, 9.75in thick with #5 bars at 12.00in on center, d= 4.63in, f'c = 3,000.0psi Using: UBC Sec. 1914.8 method ... Oeflections are Iterated. I Factored Lqad Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 49,843.11 In-# Maximum Iterated Deflection 0.059 In Moment Capacity 63,508.21 In-# Deflection Limit 1.440 In Mn * Phi : MOlllent Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As 'l6 = 0.6 * RhoBal Actual Axial Stress : (Pw + Po-)/ Ag Allowable Axial Stress = 0.04 • re Seismic 63,508.21 In-# 49,843.11 In-# 3,384.89 In-# 0.06 In 3,676 ·: 1 0.0056 0.0128 19.11 psi 120.00 DSI Wind 80,213.65 In-# 0.00 In-# 0.00 in-# 0.00 In 0 :1 0.0056 0.0128 19.11 psi 120.00 psi • I ' James C. Dorr, AIA Architect . Project: .c~./$~ .. a:?..tt~ ....... ~ .... lc.1 .. 1 .. Address: .... . ............... Lo~./:Juv.. .. ~-r. ........ . C1t;,~1J1rht:J.;··· .~~ .......................... . 8t11-t1:n-,.ra-0.. ~w.,1-tauf: ,Pu/U-t,,,t/ t<J~ s: w z: ~ ci) • ~rs /6"1;~1,'5'J :;: 1t't1t:' ~ "8&58 (,.~). z. , ~ .,[, Sht: ..... .C.4. ... ~.9f: .............. . Date: .. ~/J.Vj~.:J. ............. . Job # .. z.w.~1,,ao .. .. /)Sq 1';,itWff26'"Kt ~ 4 ltH'.~ . @-"t-6 H I .pc. 11,~--s-o 11,4.4-0 . 14. Cf 1' ~ (J,~2 z J·t' 1 L_ 4 ~ ... "' , ".Z;,"? cJ~4-~ Lt lfl><-t4 IA i'[)~ ~, 4--ii 6 l:::J) /iJ/J '( . Ci ,e,'-1) ~ tr¼ ~~,Gtfo(l,_t-) z 1,.01 1 JI ' t..fr.h .. I '7'-~ G' -O :llf-l ~§4, fl'f t..) ~ , ~ /:?> .• w~ r 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 i l I }., ~ James C. Dorr, AIA ~ Architect Project: ... f:!/4n.,4.,.~.~t,1(t)A-~-~···\;~Q:f. .. !. ....... . Address: ................ ..Lo.~.b,f:J .... JY,.~l. ......... .. . c,fJ.~.l>.t>.a.; ... ~ ............................ .. ~M.)t;ll)'f It:'~) · @ 98',.)fft. w/ Gt.,~ ~.,s~ ~ ~ 107 W. Huntington Drive, Arcadia, California. 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ........ '1:.1 ..... 0f: ............... . Date: .. ~).10.J .c:3,..: ........... . Job #.,z.:zt:).Z../,AO ...... .. James C. Dorr, AIA Architect ~11 ---1_--~·l P:tJ-1 ~t> Project: .. dtu-1i,4-,a.{Q,P.~ .... ,r. .. &.. .. ? ..... .. Address: ............ ~.~fr.:'../;IM.:C ............... . . 0;1:1.k.l/$/J_,;; ..... ~ ............................. . Sht: .... '.U.. ...... Of: ............... . Date: .. 7./1:.<J."J~ ·'-............. . Job # .. l.U."L.l.~P. .......... . /O!J(JF(; ..,-~(;:fJt.YJ JIF$U.-I... I? (:J'U;IA//; ..J.o-t-lf.\ t,,o '7PIU#~t--(?I- J,. ( '!Jcr1~1 1(),,; J()tf'( J -I <E ,,., l,t oJ t, .ln,,?J( ~it-I W e /, 1' .;, (Ir>) ~ -/°'$,-; itpr /Pc,, t, ~ 3 {,ZtJ) z z.1, #-/q t-·l.,, 4e> 7""~ ~.c 40 (t z.,) l-( t, ~,lr c:,;.43 z..._ --i-v,~cr,j q: :It. ,oo ( /.P, t-·7) 0 t,). (inJ:;) ;.'4 ~ e • ,et ~~(c,,4-) ., t) ~(J' !/trtl C. 5 'ZeJ ef I ~It t,;-t -P~t~' I» r f,'f'(t.o./-w) ?:. 46"'~/j tr-P~ J ~'I-t,.~' /11, T_ J-o,--t4-le_ ~ ~ f" <-O,t.l" 1?1.- t U t, .," ~~ i-~ °5;J (,";{) 3 ,~, t,( '!f). 0 (fl;,,,.) Z. ~ ,0 V wt. l' _r;,1 (11~ ,_ 9o ,c) -,J.s-~ 4, ... .s- it.-0 C,t{-i. )z {UJ,tJ-:,--0 ~ 1tP.tJ L "l 'Z -P~ t,.f'' ~ /Ut1...y,-' /,, r' i:. t,,1 0 J,$1,,~ Jtf,$ 4 t<lt JI, ', _ 107 W. Hun"tlngton Drive, Arcadia. California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Description Fs-1· Title: Dsgnr: Description : Scope: Steel Beam Design Job# ~'t-1,oo Date: 9:01AM, 18 JUL. 0:3 General Information Calculations are designed to AISC 9th Editiort ASD and 1997 USC Requirements Steel Section: HSS12X2X3/16 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location Summar #1 0.015 0.030 16.000 16.00 ft 0.00 ft 0.00 ft 1.00 ft #2 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act_Together #3 #4 Using: HSS 12X2X3/16 section, Span "' 16.00ft, Fy "' S6.0k11 End Fixity 111 Pfnnud-Pfnned, Lu 111 1.00ft, LOF "' 1.000 Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv I Force & Stress Summa2 Actual 1.948 k-ft 2.081 ksl 0.088: 1 0.487 k 0.108 ksi 0.008: 1 AUowable 22.242 k-ft 23.760 ksl 32.400 k 14.400 ksl #5 Fy Load Duration Factor Elastic Modulus #6 36.00ksi 1.00 29,000.0 ksi #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Strc;ss Max. Deflection Length/CL Defl Length/(DL+LL Defl) -0,046 in 8,246.6: 1 4,181.7: 1 DL «-These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST Maximum _Qnly_ @ ~!!Di!![ @Q11n1!!r @Qimm @Qant§ Max. M+ 1.95 k-ft 0.99 1.95 k-ft Max. M-k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear@Left 0.49k 0.25 0.49 k Shear@ Right 0.49 k 0.25 0.49 k Center Defl. -0.046 in -0,023 -0.046 -0.046 0.000 0.000 in Left Cant Defl O.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... QueryDefl@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.49 0.25 0.49 0.49 k Reaction@Rt 0.49 0.25 0.49 0.49 k Fa calc'd per Eq. E2-1, K*Ur < Cc I Section Properties HSS12X2X3/16 Depth 12.000in Weight 15.86 #/ft NOC 3.799 in Width 2.000in I-xx 67.40 in4 Web Thick 0.188 in 1-yy 3.55 ln4 r-yy 0.872 in Rt 0.000 in Flange Thickness 0.188in S-xx 11.233 in3 Area 4.67in2 S-yy 3.550 in3 • I I James C. Dprr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 DHcrf ptlon FB-2 General Information Title: Dsgnr: Description : Scope: Steel Beam Design Job, eui..1 •. w Date: 9:08AM, 18 JUL 03 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: HSS12X2X3/16 Pinned-Pinned Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location I Trapezoidal Loads #1 DL@Left DL@Right I Point Loads Dead Load Live Load Short Term Location Summary #1 0.034 0.050 26.000 0.047 #1 0.250 0.240 28.500 I 26.00 ft 0.00 ft 2.50 ft 1.00 ft #2 LL@Left LL@Rlght #2 Bm Wt. Added to Loads LL & ST Act Together #3 #4 ST@Left 0.070 ST @ Right #3 #4 #5 #5 k/ft k/ft #6 #6 #7 k/ft k/ft k/ft ft ft Start ft End 26.000 ft #7 k k k ft Uelng: HSS12X2X3/16 eeotlon, Span• 26.00ft, Fy"' 36.0kCil, Left Cant. a 0.00ft, Right Cant. 111 2.60ft end Fixity II Pinned-Pinned, Lu 111 1,00ft, LOF "' 1,000 Beam OK Static Load Case Governs Stress Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv I Force & Stress Summary Maximum Max. M + 13.08 k-ft Max. M- Max. M@ Left Max. M @ Right Shear@Left Shear @ Right Center Defl. Left Cant Deft Right Cant Defl ... Query Deft@ 1.78k 2.34 k -0.808 in O.OOOin 0.260in 0.000 ft Reaction @ Left 1.78 Reaction @· Rt 2.89 Fa calc'd per Eq. E2-1, K*Ur < Cc Actual Allowable 13.076 k-ft 22.242 k-ft Max. Deflection Length/CL Defl Length/(DL+LL Defl) -0.808 in 533.3: 1 230.8: 1 13.969 ksl 23.760 ksl G.688 :1 2.338 k 0.520 ksl 0.036: 1 DL _Qnb'.,_ 5.87 -0.67 -0.67 0.83 1.08 -0.361 0.000 0.113 0.000 0.83 1.37 32.400 k 14.400 ksl «-These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST @ Center @ Center @ Cants @ cants 13.08 5.56 k-ft ~m ~n M -0.67 1.78 2.34 -0.808 -0.808 0.000 0.000 0.260 0.260 0.000 0.000 1.78 1.78 2.63 2.63 -1.27 0.80 1.10 -0.33B 0.000 0.099 0.000 0.80 1.63 k-ft k-ft k k -0.338 in 0.000 in 0.099 in 0.000 in 0.80 k 1.63 k J • • • James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Description L-1 Title: Dsgnr: Description : Scope:· Steel Beam Design Job# 'ZlJ)~f.tJO Date: 9:12AM, 18JUL03 ,, General Information Calculatioll$ are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: HSS12X2X3/16 Center Span Left Cant. Right Cant Lu : Unbraced Length I Point Loads Dead Load Live Load Short Term Location Summa #1 0.830 0.950 4.000 4.00 ft 0.00 ft 0.00 ft 4.00 ft #2 Fixed-Free Bm Wt. Added to Loads LL & ST Act Together #3 #4 Using: HSS12X2X3/16 aeotlon, Span 111 4.00ft, Fy 111 36.0ksl Encl Ffxlty 1>11 Fixed-Free, Lu "' 4.00ft, LOF llliJ 1,000 Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv I Force & Stress Summa~ Actual 7.247 k-ft 7.741 ksl 0.368: 1 1.843 k 0.410 ksl 0.028: 1 Allowable 20.220 k-ft 21.600 ksl 32.400 k 14.400 ksi Fy . Load Duration Factor Elastic Modulus #5 #6 36.00ksi 1.00 29,000.0ksi #7 k k k ft Beam OK Static Load Caae Govern, StreliS Max. Deflection Length/DL Defl Length/(DL +LL Deft) -0.034 in 5,961.7: 1 2,821.9: 1 DL «-These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST Maximum ..QnlL @Q§amc @Qgamc @Qimm @Ql!nts Max. M+ 7.25 k-ft k-ft Max. M--3.45 -7.25 k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear@ Left 1.84k 0.89 1.84 k Shear@ Right 1.78 k 0.83 1.78 k Center Defl. -0.034 In -0.016 -0.034 -0.034 0.000 0.000 in Left Cant Deft 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 In ... aueryDefl@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.84 0.89 1.84 1.84 k Reaction@Rt k Fa calc'd er E . E2-1, K*L/r < Cc Section Properties HSS12X2X3/1e· Depth 12.000 in Weight 15.86 #/ft MOC 3.799 in Width 2.000in I-xx 67.40 in4 r-yy 0.872 in Web Thick 0.188in 1-yy 3.55 in4 Rt 0.000 In Flange Thickness 0.1881n S-xx 11.233 in3 Area 4.671n2 S-yy 3.550 ln3 • I James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Description L-2 Titre: Dsgnr: Description : Scope: Steel. Beam Design Job, u~e,. ~-,() Date: 9:14AM, 18JUL03 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : HSS4X4X1/4 Center Span Left Cant. Right Cant Lu : Unbraced Length I Point Loads Dead Load Live Load Short Term Location #1 1.370 1.520 2.500 2.50 ft 0.00 ft 0.00 ft 2.50 ft #2 Fixed-Free Bm Wt. Added to Loads LL & ST Act Together #3 #4 Using: HSS4X4X1/4 seotlon, Span= 2.50ft, Fy 1136,0kel End Fixity III Fixed-Free, Lu 111 2.50ft, LOF .. 1,000 Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv I Force & Stress Summary Actual 7.261 k~ft 22.341 ksi 0.940: 1 2.919 k 1.566 ksl 0.109 : 1 Allowable 7.722 k-ft 23.760 ksl 13.421 k 14.400 ksl #5 Fy Load Duration Factor Elastic Modulus #6 36.00ksi 1.00 29,000.0 ksi #7 k k k ft Beam OK Static Loud Caso Governs Stresa· Max. Deflection Length/DL Deft Length/(DL +LL Defl) -0.115 in 1,092.2: 1 519.9: 1 «-These columns are Deacl + Live Load placed as noted -» Max.M+ Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right CenterDefl. Left Cant Defl Right Cant Deft ... Query Deft@ Maximum 7.26 k-ft 2.92k 2.89k -0.115 In 0.000in 0.000 in 0.000ft Reaction @ Left 2.92 Reaction@Rt Fa calc'd per Eq. E2-1, K*IJr < Cc I Section Properties HSS4X4X1/4 Depth Width Web Thick Flange Thickness Area 4.000ln 4.000ln 0.233 in 0.233in 3.37in2 DL LL ...Qnll.. @Q§amc -3.46 -7.26 1.40 2.92 1.37 2.89 -0.055 -0.115 0.000 0.000 0.000 0.000 0.000 0.000 1.40 2.92 I Weight I-xx 1-yy S-xx S-yy LL+ST LL LL+ST @Q§at~c @Q§nt§ @Q§!J!S k-ft k-ft k-ft k-ft k k -0.115 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 2.92 k k 11.45 #/ft MO( 1.521 in 7.80 ln4 r-yy 1.521 in 7.80 in4 Rt 0.000 in 3.900 in3 3.900 in3 • J I -, ( } ..t Jamee C. Dorr, AIA Architect ~1/,)l)l')J.!X> t~ff,> I 1 : i · /1.t:>' . ~-·---.,___,,_HL---t 4 -1,t -i-l ---1· .. · -~----.. ' ______ ,. ......... ..._ . Project: .... C.1J.H&..1.l!M:&. .. t2.ll..t?.i. ... : ... ,f!.:'t. .. .7........... Sht: ...... ~, ....... Of: .............. .. Address: ............... L.~.k).':1..1.~ .... W..fiJ.i............... Datei.4./11/<r, ................ .. .. ~Uif'J!,7, ... 0fh...... .... . ........... ...... ... Job# .. ,Z,.'t.ati.1.,W. ......... . 4 ro (~c.) r;. 11 1f0Ct>ii4i(l1o)(H$\\IJ ,_ ~.ssv.li r' ,'?,-0 J. y> .-0 4 (~44) {l-t0)-·W v,i ~ I, 1(,, .. ~1. (1:,,)u,) ~ ·'?.SI•·"' (,n) T,,+:,·/0 • s-8 (t("~) i If. 7 (11) i c.f' I 58 (i~·){-s-) Z: 1·10,,(.n, % gt 4 c.014 se, ~Cf, 01t. tt1: 11, t~Z., -,i? '74, ~"1<!, 1Gfr888 f1,~eo 1 "?7, 113 1,1 107 W. Huntington Drive, Arcadia, California, 91007 . Phone: (626) 446-9206 Fax: (626) 446-4615 L_ James C. Dorr, AIA Architect Project: . .C.odt.l...tq.~Q .. 01)/<,,;~ .. "" .la1. .. i. ··· ·· ... .. Address· ................... l..,a~1')v.tt: ..... w~.'!t.r .......... . .. C.tt>.M>.,GraJ?..., ... c.~..... .... .. .. ...... . 'J#"f~(a)(4)(/e,)11,::w::t) ~ v~ < n 6-s l. f/ptf-01 1,0 ;:. ,e,o" I#" ~Ql)l'{is-,) <:2 GmtJ'bt:r"f"lo,J $/ZAC ~ I ~ 1: ~ i, r:;!.f"(,. (lz,) ~ ,z I w $ J< 4° . /11111 -e&, fJCJO ""i7-. / 1' 107 W. 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Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ., ( > J James C. Dorr, AIA Architect Project: ... .k:o.i:::o,a:~St,a.,a ..................... . Address: ...................................................................................... . ...................................................................................... ShtiF.~ .. t ..... Of: ............... . Date:J.o.l.J-4~-~---······· Job # ... "1/ti).'h'/i::P.P ......... . /Jj.: 0,17f (1',Zf_t4ro) Z ~,71.. I#" f7;?1/lK0 '2 '-"t.1~(t!:J,c;,)('?t:.)(1,iJ) # 7$.J K /J ti}. Y0,ZS-(J,'ZS+4,tJ) -:s /, SI 11,,;;t;:. /.Sl(t6 )(Jt.)(/.lJ) i: 7ZA: w/¼ w~ <2 {}?4 11 ~Ir g"' . 10" P= ~.1t(S).: ,e-,z/~ -s, /(,. 44-14 fi'~-A::. ,& /( ;-7; ~, 7~ (t?) -i: -z.91::. 44 1~ 5"<3/~ 74k. , 615 Las Tunas, Suite D, Arcadia, California, 91007 Phone: (818) 446-9206 Fax: (818) 446-4615 ~-'- James C. Dorr, AIA Project: <ii.1.r:?..0.~.~.~7'.'{.'.' .................... .. 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I K ~~-tP/bl8 _-:::-S'7,l . £J.uow p..-.---;;;: ~ -'&$,t:, Pc. z. ~f;-77;fr.J.. ~'CJ,W/:.S/ < ,Ha,#$1 IV1(J( t' r·f57 ,~ - . i' ·615 Lae Tunae, Suite D, Arcadia, California, 91007 Phone: (B1B) 446-9206 Fax: (818) 446-4615 .... . .. 07/10/2003 09:20 858-558-6159 GEOCON INC PAGE 02/02 r ~. ( GEOCON.' lNQORl"ORATED ... Project No. 0650 i-22-02 Feb~zy 5, 2003 ~EOIECHNICAJ. CONSUITANTS • Kentoo, LLC . 4510 Executive Drive, Plaza Five Sari Diego, C:;alifornia 92121 Attention; Mt. Ken Satterlee Subject: CARLSBAD OAKS LOT NO. 7 LOI<.BR AVENUE WEST CARLSBAD, CALIFORNIA UPDATE OEO:rECHNICAL INVESTIGATION Reference: Geotechnical Investigatiqn, Carlsbad'Oaks Lot No. 7, Loker Avenue West, Carlsbad, <;alifornia, prepared by Geocon Incorporate~ dated May 10, 2000 (Project No. 06501-22-01). . · Gentlemen; _In aooorchmce with y~ur authorization and our proposal No. LG-03025 dated January 20, 2003,-this report presents the results of our Update· Geo-technical !nvesti_ga1:ion fo:r the subject Site. Geocon Incorporated previously· submitted the report referenced above which. addresses a different building configuration on the same site, . . ' .. We understand that four new buildings and associated parking are proposed for the site. The locations of our gcoteohnical borings reported in the refcrenocd report are shown in relation to the proposed buildings on the site plan, Figure l, In preparing this update report, we have re?iewed tb:e referenced report and visited the site. The recommendations presented in the referenced report_ are apPlicable to site development as currently proposed. In s.dditiori, a drainage swale will be looated aqjaoent to Building· D. Footings that will be looated within seven feet of the face of the swale should be e:xtendcd in depth such that the outer bottom edge of the footins is at least 7 feet horizonni.lly in~ide the face of the slope. Should you have ·any questions regarding this letter, o~ if we may be of .further service, please contact the undersigned at your convmience. · · Very truly youxs, . i~~RPORAlW JosepnJ. Vettel OB2401 JSV:mms (2) Addressee · · (1/fax) Mr. Mike Card RECEIVED JU~ 10 20D3 JAMES C •. DORR, AIA, INC. 6960 Flondera Drlw • San Diego, Ccl!f9mta 9:2121-2974 • Tolephone i858) .558-6900 • FCIX 1858) 558-615~ GEOCON INCORPORATED ~ ---------------------------G-EO_T_E-CH_N_IC_A_L_C_O_NS_U_LT.-"A-NT-S ., Project No. 06501-22-02 June 18, 2003 Kentoo, LLC 4510 Executive Drive, Plaza Five San Diego, California 92121 Attention: Mr. Ken Satterlee Subject: CARLSBAD OAKS LOT NO. 7 LOKER A VENUE WEST CARLSBAD, CALIFORNIA PLANREVIEW RECEIVED JUN· 19 2003 JAMES C. DORR, AIA, INC. ZZov/.cJ:J References: 1. Geotechnical Investigation, Carlsbad Oaks Lot No. 7, Loker Avenue West, Carlsbad, California, prepared by Geocon Incorporated, dated May 10, 2000 (Project No. 06501-22-01). Gentlemen: 2. Update Geotechnical Investigation, Carlsbad Oaks Lot No. 7, Loker Avenue West, Carlsbad California, prepared by Geocon Incorporated, dated February 5, 2003 (Project No. 06501-22-01). In accordance with a request from Mr. James C. Dorr, we have reviewed the site plan and foundation plans entitled Carlsbad Oaks -Lot 7, Loker Avenue West, Carlsbad, California, Sheets Cl.I, ASJ.J, BSJ.1, CSJ.1 andDSl.l, dated June 16, 2003. The purpose of our review was to determine. whether the above-referenced plans have been prepared in general conformance with the recommendations in the project soils report. We have the following comments: · 1. The reinforcing steel for concrete slabs~on-grade is identified on the plans as No. 4 bars at 24 inches on center, which is actually more steel per unit area of slab than No. 3 bars at 18 inches on center as recommended. Therefore, no. change is warranted from a geotechnical standpoint. 2. The footings are identified as 24 inches deep. This depth should be measured ·from the top of subgrade/bottom of sand cushion as shown on Figure 3 of th~ project soils report. No structural detail was provided. Based on our review, the plans have been prepared in substantial conformance with the recommendations in the project soils report. We have no other comments at this time. 6960 Flanders Drive • San Diego, California 92121-297 4 • Telephone {858) 558-6900 • Fax { 858) 558-6 l 59 ·-· •..__,..w Should you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, i~OJ~ORA1ED Joseph J. Vettel GE2401 JN:bjl (2) Addressee (1) _. Mr. Jame~. C. Dorr ... Project No. 06501-22-02 -2-I • June 18, 2003 { , i ! I: ;. I... \ ! L. L I J. I .I.. I .I. I I J_ 'J J _l _I_ J_ J l j ) GEOTECHNICAL INVESTIGATION -WDP M &59/iiiPNIFI hiiA@/RdW CARLSBAD OAKS LOT NO. 7 LOKER AVENUE WEST CARLSBAD, CALIFORNIA PREPARED FOR KAISER AEROSPACE & 1::LECTRONICS · FOSTER CITY, CALIFORNIA . RECEIVED J.Ut 1 4· 2000 ENGINEERH\IG DEPARTMENT RECEIVED DEC 1 9 2002 'JAMES C. DORR, AIA, INC. i. t,,() t,,,/. t>O MAY2000 c~-s,it7 -:::; ·i I i "J J i . GEOCON INCORPORATED Project No. 06501-22-01 May 10, 2000 Kaiser Aerospace & Electronics 950 Tower Lane, Suite 800 Foster City, California 94404 Attention: Mr. John Balkwill Subject: CARLSBAD OAKS LOT NO. 7 LOKER A VENUE WEST CARLSBAD, CALIFORNIA . GEOTECHNICAL INVESTIGATION Dear Mr. Balkwill: GEOTECHNICAL CONSULTANTS In accordance with your. authorization and our proposal No. LG-00250, dated April 5, 2000, we submit herewitp the results of our Geotechnical Investigation for the subject site. The accompanying report presents the findings and conclusions from our study. Based on the results of our study, it is our opinion that the subject site can be developed as proposed, provided the recommendations of this report are followed. If you should have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, JN:DB:lek ( 6) Addressee 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 iii Fax (858) :558-6159 . =:j /:l :i ,., -J i .l ·i I ., ;:J .1 ·J l ' . TABLE OF CONTENTS 1. PURPOSE AND SCOPE ................................................................................................................. 1 . . 2. SITE AND PROJECT DESCRIPTION ........................................................................................... 1 3. SOIL AND GEOLOGIC CONDITIONS ......................................................................................... 2 3 .1 Previously Placed Fill Soils ................................................................................................... 2 3.2 Santiago Formation ................................................................................................................ 2 4. GROUNDWATER ................................... _. ........................................... : .......................................... .-2 5 . GEOLOGIC HAZARDS .................... ~ ............................................................................................. 2 5.1 Landslide:;; .............................................................................................................................. 2 5.2 Faulting ......... , ........................................................................................................................ 3 5.3 Seismicity-Deterministic Analysis ........................................................................................ 3 5.4 Soil Liquefaction Potential .................................................................................................... 4 6. CONCLUSIONS AND RECOMMENDATIONS ........................................................................... 5 6.1 General ................................................................................................................................... 5 6.2 Excavation and Soil Characteristics ...................................................................................... 5 6.3 Seismic Design Criteria ......................................................................................................... 6 6.4 Grading .................................................................................................................................. 6. 6.5 Foundations ..... , ...................................................................................................................... 8 6.6 Concrete Slabs-on-Grade ....................................................................................................... 9 6.7 Lateral Loading .................................................................................................................... 10 6.8 Retaining Walls ................................................ : ................... : .............................................. 11 6.9 Preliminary Pavement Recommendations ................................................. , ......................... 11 6.10 Site Drainage and Moisture Protection ................................................................................ 13 6.11 Foundation and Grading Plan Review ................................................................................. 13 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Site Plan Figure 3, Wall/Column Footing Dimension Detail · Figure 4, Retaining Wall Drainage Detail APPENDIX A FIELD INVESTIGATION Figures A-1 -A-8, Logs of Borings ·-· . l ,. I I ' . TABLE OF CONTENTS (Continued) APPENDIXB LABORATORY TESTING Table B-I, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results Table B-II, Summary ofin-Place Density and Direct Shear Test Results · 11 Table B-III, Summary of Laboratory Expansion Index Test Results Table B-VI, Summary of Laboratory Resistance Value Test Results Figure B-1, Consolidation Curve ! . j APPENDIX C RECONIMENDED GRADING SPECIFICATIONS \j. LIST OF REFERENCES J .:;:] ., ·:J :=.1 .-1 :I GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE . This report presents the results of a geotechnical investigation for the proposed Kaiser Aerospace & Electronics facility proposed for Carlsbad Oaks Lot No. 7 on "Loker A venue West in Carlsbad, California (see Vicinity Map, Figure °1). The proposed facility will b~ immediately west of the existing Kaiser Aerospace & Electronics facility. The purpose of the investigation was to observe a~d sample the prevailing soil ·and rock conditions underlying the site and to provide recommendations relative to geotechnical asp_ects of developing the property as proposed. The scope of services included a site reconnaissance, field investigation, laboratory testing, engineering analyses, and preparation of this report. The field investigation was ·performed on April 24, 2000, and consisted of the excavation of eight exploratory borings (see Site Plan, Figure 2). Logs of the exploratory borings and other details of the field investigation are presented in Appendix A. Laboratory tests were performed on selected samples obtained from the borings to determine pertinent physical and chemical properties for engineering analyses. A discussion pertaining to the laboratory testing and results is presented in Appendix B. Reports and plans reviewed as part of our investigation are reported in the List of References. 2. SITE AND PROJECT DESCRIPTION The site consists of an approximately 3 ½ acre graded lot at the northernmost reach of Loker A venue West in Carlsbad, California. The property is bounded by commercial development to the southwest and by the existing Kaiser Aerospace & Electronics facility to the east. Topographically, the site is relatively flat with a gentle downward slope to a storm drain near the northeastern corner. The lot appears_ to have been graded to its present configuration by cuts in the majority of the site and minor fills, in part to produce a low berm, along the northern boundary. Natural slopes descend from the northern property line at about 20 percent gradient to the north. We understand that the project, as presently proposed, consists of a 46,000-square-foot, single story structure with a 7,000 square-foot mezzanine. Associated surface parking is proposed around the perimeter of the building. We expect that development of the site will consist of minor cuts and fills of approximately 5 feet or less to establish final grades. The descriptions cont~ined herein are based on our site reconnaissance, subsurface inv;stigation, and review of preliminary site plans. If project details vary significantly from those described Geocon . ' Project No. 06501-22-0 I -I -May 10, 2000 ,- Incorporated should be notified prior to final design submittal for review and possible revision of the recommendations presented herein. 3. SOIL AND GEOLOGIC CONDITIONS The soils encountered during ot.ir field investigation include previously compacted fill soils and formational materials of the Santiago Formation. These soil and rock types are discussed below. 3.1 Previously Placed Fill Soils Previously placed fill soils were encountered in all but one boring from 1 to 10 ½ feet below the ground surface. The soils are characterized as loose to firm silts and sandy silts with a variable but subordinate fraction of weathered rock fragments. The placement of these fills were most likely observed by Woodward Clyde during grading of the original property. The upper two feet of previously placed fill soils are unsuitable in their present condition to receive settlement-sensitive structures or additional structural fill soils, and partial removal and recompaction should be performed in accordance with the Grading section of this report. 3.2 Santiago Formation . . The Santiago Formation underlies the fill materials and exterids to the maximum depth of exploration of approximately 11 · feet. The Santiago Formation is characterized as very dens_~ sandstone, silty sandstone, siltstone and lesser claystone. The strata of this geologic unit are anticipated to provide satisfactory support characteristics for the proposed development.· 4. GROUNDWATER Groundwater was not encountered during the field investigation and is not anticipated to significantly affect project development as presently proposed. However, it is not uncommon for groundwater or seepage conditions to develop where none previously existed. Surface water that is not properly drained will typically perch on the top of the relatively impervious fom:iational strata. Therefore, proper surface drainage of irrigation and rainfall runoff, as well as proper construction of retaining wall subdrains, will be critical to future performance of the project. 5. GEOLOGIC HAZARDS 5.1 Landslides No landslides were encountered during the site investigation and none are known to exist on the property or at a location that would impact the project. Project No. 06501-22-01 -2-May 10, 2000 ·:i ,.-i ·'j :.:: I ·:J I ,- 5.2 Faulting A review of the previously referenced geologic literature indicates that there are no known active or potentially active faults-at the site. The Rose Canyon Fault, located approximately 7½ miles west of the site, is the closest known active fault. An active fault is defined by the California Division of Mines and Geology (CDMG) as a fault, with eviden_ce for Holocene activity (within the last 11,000 years), The CDMG has included portions of the Rose Canyon Fault within an Alquist-Priolo Special Studies Zone, but not in the area of its closest approach to the site. 5.3 Seismicity-Deter:ministic Analysis Earthquakes that might occur on the Rose Canyon, Coronado Banks, Newport-Inglewood, Elsinore, San Jacinto and other faults within the southern' California area are potential generators of significant ground motion at the site. To determine the distance of known faults from the site, the computer . . program EQFAULT, Blake (1989, revised 1994),_ was utilized. The results of the deterministic analysis indicate that, due to its proximity, the Rose Canyon Fault Zone is the most significant source for potential growid motion at the site. The Rose Canyon.Fault is postulated as having the potential to generate a maximum credible earthquake of magnitude 6.9 and a maximum pro~able earthquake magnitude of 5.7. The "maximum credible earthquake" is defined as the maximum earthquake that appears capable of occurring under the presently known tectonic framework while the "maximum probable earthquake" is the maximum earthquake that is considered likely to occur during a 100-year time interval (CDMG Note 43). Presented on the following table are the earthquake events and effective site accelerations for the faults considered most likely to subject the site to ground shaking. Project No. 06501-22-01 -3 -May 10, 2000 :;-. -:/ . . TABLE 5.3 DETERMINISTIC SITE PARAMETERS FOR SELECTED ACTIVE FAULTS :Pistance Maximum Maximum Maximum Maximum From Credible Credible_ Probable Probable Fault Name Site Event, Effective Site Event, Effective Site (miles) Magnitude Acceleration Magnitude Acceleration (g) (g) Rose Canyon 7½ 6.9 0.32 5.7 0.15 Newport-Inglewood IO 6.9 0.25 5.8 0.13 (Offshore) Elsinore-Julian 22 7.1 0.12 6.4 0.08 Coronado Banks 23 7.4 0.14 6.3 0.07 Earthquake Valley 39 6.5 0.03 5.7 0.02 Palos Verdes 41 7.1 0.05 6.2 0.03 San Jacinto 45 7.2 0.05 6.9 0.04 Chino-Central A venue 51 6.7 0.03 5.5 0.01 Whittier 54 6.8 0.03 5.9 0.01 Compton Thrust 60 6.8 0.04 5.8 0.01 It is our opinion that the site could be subject to moderate to severe ground shaking in the event of an earthquake along ~ny of the faults listed in Table 5.3 or other faults in the southern California and · northern Baja California region. However, we do not consider the site to possess anr greater risk than that of the surrounding developments. While listing of peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including the frequency and duration of motion and the soil conditions underlying the site. We recommend that seismic design of the structures be performed in accordance with Uniform Building Code (UBC) guidelines which are currently adopted by the City of Carlsbad. 5.4 Soil Liquefaction Potential Soil liquefaction occurs in relatively loose, cohesionless sands located below the water table that are subjected to ground accelerations from earthquakes. Due to the high density of the underlying Santiago Formation strata and the 1ack of permanen_t near-surface groundwater, the potential for liquefaction occurring at the site is considered "very low." Project No. 06501-22-0 l -4 -May 10, 2000 ,- l. ._i .. ,. :J j 'i ·1 I :1 :1 ) 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 General 6.1.1 6.1.2 6.1.3 From a geotechnical standpoint, it is our opinion that the site is suitable for the proposed development, provided the recommendations presented herein are implemented in design and construction of the project. Our field investi~ation indicates that most of the site is underlain by approximately 1 to 2 feet of till soils over formational . materials. Portions of both the fill and formational . materials are considered highly expansive. Fills up to 11 feet thick were encountered along. the northern boundary of the property. The upper 1 to 2 feet of existing fill is disturbed and dry. The existing fill within building areas should be removed and replaced as compacted fill. The upper two feet of existing fill in parking areas should be moisture conditioned and recompacted. 6.1.4 Subsurface conditions observed in our borings are expected to be fairly consistent across the site and may be extrapolated to reflect general soil and geologic conditions; however some variations in subsurface conditions between boring locations should be anticipated. 6.1.5 Groundwater was not encountered in our borings at the site. Groundwater and/or seepage- related problems are not anticipated if surface drainage is directed into properly designed drainage structures and away from pavement edges, buildings and other moisture sensitive developments. 6.1.6 6.2 6.2.1 With the exception -of possible strong seismic shaking and highly expansive soils, no significant geologic hazards were observed or are known to· exist on the site or other locations that could adversely affect the proposed project. Excavation and Soil Characteristics The majority of the fill soil and siltstone strata encountered within the upper 3 feet in the field investigation are considered to have a "high" expansion potential' (Expansion Index [EI] between 91 and 130) as defined by the Uniform Building Code (UBC) Table No. 18-I- B. Recommendations presented herein assume that the site will be graded such that soils with an Expansion Index (EI) of less than 1 ~O will be present to a minimum depth of 3 feet below finish grade. If soils with an EI greater than 130 are exposed near finish grade, Project No. 06501-22-01 -5 -May 10,2000 .I l f j:'~' ;~ .. ., ) . , I ./ .:1 } • 6.2.2 6.2.3 6.3 6.3.1 6.4 6.4.1 6.4.2 modifications to the foundation and/or slab-on-grade recommendations presented herein may be required. All the in situ materials can be excavated with moderate effort by conventional heavy-duty equip~ent. Although none were encountered ·in the subsurface investigation, very hard concretions are locally present in the Santiago Formation. Difficult excavation should be anticipated if concretionary zones are encountered. It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored .and maintained in accordance with applic;able OSHA rules and regulations in order to maintain safety and maintain the stability of adjacent existing improvements. Seismic Design Criteria The following table summarizes site specific design criteria obtained from the 1997 Uniform Building Code (UBC). The values listed in Table 6.3 are for the Rose Canyon Fault wl).ich is identified as a Type B fault and Elsinore Fault which is considered a Type A fault. The Rose Canyon Fault and Elsinore Fault are located about 7½ and 22 miles from of the subject site, respectively . TABLE 6.3 SEISMIC DESIGN PARAMETERS Parameter Value UBC Reference Seismic Zone Factor 0.40 Table 16-I Soil Profile Type Sc Table 16-J Seismic Coefficient, Ca 0.40 Table 16-Q Seisrn;ic Coefficient, Cv 0.56 ' Table 16-R Near-Source Factor, Na 1.0 Table 16-S Near Source Factor, Nv 1.0 Table 16-T Seismic Source AIB Table 16-U Grading Grading should be performed in accordance with the Recommended Grading Specifications in Appendix ·c. Where the recommendations of this report conflict with Appendix C, the recommendations of this section take precedence. _Earthwork should be observed, and compacted fill tested by representatives of Geocon Incorporated. Project No. 06501-22-0 I -6 -May 10, 2000 6.4.3 A preconstruction conference should be held at the site prior to the beginning of grading operations with the developer, ·contractor, civil engineer and soil engineer in attendance. Special soil handling r_equirement~ can be discussed at that time. 6.4.4 Grading of the site should commence with the removal of all existing vegetation and existing improvements from the areas to be graded. Deleterious debris such as wood, asphalt and concrete should be exported from the site and should not be mixed with the fill soils. All existing underground improvements within the proposed building areas should be removed and the resulting depressions properly backfilled in accordance with the procedures descrjbed herein. 6.4.5 6.4.6 We recommend. that the existing fill soils within the building area be removed and replaced as compacted fill. The upper two feet of existing fill within parking areas should be moisture conditioned and recompacted. The bottom of the excavation in areas to receive fill should be scarified to a depth of at least 12 inches, mois.ture conditioned, and compacted to at least 90 percent relative compaction at 2 to 3 percent above OJ?timum moisture content, as determined by ASTM Test Method D 1557-96. 6.4. 7 Excavated soils generated from the cut operations can be placed and compacted in layers to the design finish grade elevations. All fill and backfill soils should be placed in horizontal loose layers approximately 8 inches thick, moisture conditioned to a water conten_t 2 to 3 percent above optimum moisture content, and compacted to at least 90 percent relative compaction, as determined by ASTM Test Method D 1557-96. The upper 12 inches of fill beneath pavement should be moisture conditioned and compacted _to 95 percent relative compaction. "6.4.8 6.4.9 Import fill soil should consist of granular materials with a "low" expansion potential (EI less than 50) should be free of deleterious material and stones larger than 3 inches, and should be compacted as recommended above. Geocon Incorporated should be notified of the import soil source and should perform laboratory testing of import soil prior to its arrival at the site to determine its suitability as fill material. Temporary slopes may be excavated no steeper than 1:1 (horizontal:vertical) without shoring, provided the top of the excavation is a minimum of 15 feet from the edge of existing buildings and other improvements: Excavations steeper than 1: 1 or closer than 15 feet from an existing improvement should be sh~red in ac.cordance with applicable OSHA codes and regulations. Project No. 06501-22-01 -7 -May 10, 2000 ' I ., ... . I .:i ./ i ,:1 ~:l l J 6.4.10. Permanent cut and fill slopes should be no steeper than 2:1. Slopes, if any, will be composed in part of granular soils that are susceptible to surface erosion. Consideration should be given to the use of jute mesh or other surface treatment to minimize transport by runoff until adequate vegetation can take root. 6.5 6.5.1 6.5.2 Foundations The proposed structures can be supported on shallow footings. The building should be founded a minimum of 12 inches into formational rµaterials. Foundations for the structure should consist .of continuous strip footings and/or isolated spread footings. Continuous footings should be at least 12· inches wide and extend at least 24 inches below lowest adjacent pad grade. Isolated spread footings should have a minimum width of 24 inches and should extend at least 24 inches below lowest adJ acent pad grade. Depending on final grades, these depths may have to be increased to provide adequate embedment into formational materials. A footing dimension detail is presented in Figure 3. Steel . reinforcement for continuous footings should consist of at least four No. 5 steel reinforcing bars placed horizontally in the footing~, two near the top and two near the bottom. Steel reinforcement for the spread footings should be designed by the project structural engineer. The minimum reinforcement reconnnended above is based on soil characteristics only (Expansion Index of 130 or less) and is not intended to replace reinforcement required for structural considerations. 6.5.3 . The recommended allowable bearing capacity for 24-inch-deep by 12-inch-wide foundations bearing in formational materials is 4,000 pounds per square foot (psf). These allowable soil bearing pressures may be increased by an additional 400 psf for each additional foot of depth and 200 psf for each additional foot of width, to a maximum allowable bearing capacity of 7,000 psf. 6.5.4 Retaining walls· and site walls may be founded in properly compacted fill. The allowable bearing capacity for footings with the same minimum depths anq widths bearing in .compacted fill is 2,000 psf. These allowable soil bearing pressures may be increased by an additional 400 psf for each additional foot of depth and 200 psf for each additional foot of width, to a maximum allowable bearing capacity of3,000 psf. The values presented above are for dead p_lus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. 6.5.5 Foundation excavations should be observed by the Geotechnical Engineer (a representative of Geocon Incorporated) prior to the placement of reinforcing steel and concrete to verify Project No. 06501-22-0 I -8 -May 10, 2000 l I " ..... !' }[ ·-i -I ") that the exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered. foundation modifications may be required. 6.5.6 Footings will be located sufficiently distant from the property line so that excavation and construction should not influence neighboring property. Footings located within 7 feet of the top of slopes are not recommended. However, footings that must be located within this zone should be extended in depth such that the outer bottom edge of the footing is at least 7 feet horizontally_ inside the face of the slope .. 6.5.7 6.5.8 As an alternative to the foundation recommendations given, consideration should be given to the use of a post-tensioned concrete slab and foundation system for support of the proposed struchµ'e. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post-Tensioning Institute (UBC Section 1816) using the parameters in Table 6.5. UBC Section 1816 uses interior stiffener beams in its structural design procedures. If the Structural Engineer proposes a post-tensioned foundation design method other than UBC Section 1816, it is recommended that interior stiffener beams be used. The depth of the perimeter foundation should be at least 24 inches. TABLE 6.5 . POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PTI) 1. Thornthwaite Index -20 2. Clay Type -Montrnorillonite Yes 3. Clay Portion (Maximum) 70% 4. Depth to Constant Soil Suction 7.0 ft. 5. Soil Suction 3.6 ft. 6. Moisture Velocity 0.7 in.Imo. 7. Edge Lift Moisture Variation Distance 2.6 ft. 8. Edge Lift 1.15 in. 9; Center Lift Moisture Variation Distance 5.3 ft. 10. Center Lift 4.74 in. 6.6 Concrete Slabs-on-Grade 6.6.1 Concrete slabs-on-grade for buildings should have a minimum thickness of 4 inches and be reinforced with No. 3 steel reinforcing bars at 18 inches on center in both horizontal Project No. 06501-22-01 -9 -May 10, 2000 I • \i .. -:,} -. l ·., ·,-1 ,_., -! J directions. The slabs should be underlain by 4 inches of clean sand. Where moisture sensitive floor coverings are planned, the slabs should be underlain by a visqueen moisture barrier placed at the midpoint of the sand blanket. Where heavy c.oncentrated floor loads or heavy forklift loads are anticipated, Geocon Incorporated should be contacted for specific recommeridations. 6.6.2 The concrete slab-on-grade recommendations are based on soil support characteristics only. The proje~t structural engineer should evaluate the structural requirements of the concrete slabs for supporting equip~ent and storage loads. 6.6.3 All exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance wit~ the following recommendations. Slab panels in excess of 8 feet square should be reinforced with 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh to reduce the potential for cracking. 11:1 addition, all concrete flatwork should be provided with crack control joints to reduce or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack control spacing. Subgrade soils for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented in the grading section prior to concrete placement. Subgrade soils should be properly compacted and the moisture content of surficial soils should be verified prior to placing ·concrete. 6.6.4 The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundati01_1s as a result of· differential movement. However, even with the incorporation of the recommendations presented herein, foundations and slabs-on-grade will still exhibit some crackin~. The occurrence of concrete shrinkage cracks are independent of the soil supporting characteristics. Their occurrence may be reduced or controlled by limiting the slump of the concrete, the use of crack control joints and proper concrete placement and curing. Crack control joints should be spaced at intervals no greater than 12 feet. Literature provided by .the Portland Concrete Association (PCA) and American Concrete Institute (ACI) present recommendations for proper concrete mix, construction, and curing practices, and should be incorporated into project construction. 6.7 6.7.1 Lateral Loading To resist lateral loads, a passive pressure exerted by an equivalent fluid weight of 300 and 400 pounds per cubic foot (pcf) should be used for design of footings or shear keys poured neat against properly compacted granular fill soils and formational materials, respectively. Project No. 06501-22-0 I -JO -May 10, 2000 ·'-I •,• .J ::1 .I The upper 12 in9hes of material in areas not protected by f19or slabs or pavement should not be included in design for passi:ve resistance. 6.7.2 If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil and concrete of O .4 should be used for design. 6.8 Retaining Walls 6.8.l 6.8.2 Retaining walls 'not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pcf. Where the backfill will be inclined at 2: 1 (horizontal:vertical), an active soil pressure of 52 pcf is recommended. Expansive soils should not be used as backfill material . ' behind retaining walls-. A)l soil placed for retaining wall backfill should have an Expansion Index less than 50. Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals the height of the retaining wall portion of the wall) at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf should be added to the above active soil pressure, where H is the height of the wall. For retaining walls subject to vehicular loads within a horizontal distance. equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil should be added. 6.8.3 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces, and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (w.eep holes) is not recommended where the seepage could be a nuisance or otherwise adversely effect the property adjacent to the base of the wall. A drainage detail is presented on Figure 4. The above recommendations assume a properl_Y compacted granular (EI less than 50) free-draining backfill material with no hydrostatic forces or imposed surcharge load. If conditions differe~t than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 6.9 6.9.1 Preliminary Pavement Recommendations The following recommendations are provided for preliminary de.sign purposes. The final pavement section design will depend upon soil conditions exposed at subgrade elevation and the results of Resistance Value (R-Value) tests of the subgrade soils. The 'final pavement sections may be significantly different from the preliII?-inary sections. One laboratory R-value test was performed and the results indicate that sub grade. soils have an · Project No. 06501-22-0 I -I I -May 10, 2000 ·:_:'! .l R-value of approxi~ately 10. Preliminary recommendations are provided below for flexible (asphalt concrete) pavement assuming that similar soils will be exposed at subgrade elevation. TABLE 6.9 FLEXIBLE PAVEMENT SECTION Assumed Assumed Asphalt Class 2 Location Traffic Subgrade Concrete Aggregate Index R-Value (inches) Base (inches) Parking stalls for automobiles and light-duty vehicles 4.5 10 3 7½ Driveways for automobiles and light- duty vehicles . · 5.5 10 3 11 Driveways for heavy truck and buses 7.0 10 3½ 15 6.9.2 Subgrade soil should be compacted to a minimum of 95 percent relative compaction to a depth of 12 inches ben~ath pavements. 6.9.3 6.9.4 6.9.5 6.9.6 Class 2 base should conform to Section 26-1.028 of the Standard Specifications for The State of California Department of Transportation (Caltrans) with a ¾-inch maximum size aggregate and should be compacted to a minimum of 95 percent of t]1e maximum dry density at µear optimum moisture content. The asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Green Book). Where trash bin enclosures are pla~ed within asphalt paved areas, the pavement sections should consist of 7 inches of Portland cement concrete reinforced with No. 3 bars spaced at 18 inches in each direction. The cop.crete should extend into the roadway sufficiently so that the front wheels of the trash truck are on the concrete when loading. The performance of asphalt concrete pavements is highly dependent upon providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. If planter islands are proposed, the perimeter curb should extend at least 6 inches into the subgrade. In addition, the surface drainage within the planter should be such that ponding will not occur. Our experience indicates that even with these provisions, a groundwater condition can develop as a result of increased irrigation, landscaping and surface runoff. A subdrainage Project No. 0650 l-22-01 -12 -May 10, 2000 ·i ., ;-·· 6.10 6.10.1 system should be constructed along the perimeter of pavement sub grade areas to reduce the potential of pavement distress and sub grade failure due to infiltration and ponding of water within subgrade soils. The subdrain system should be designed to intercept irrigation water and surface runoff prior to entry into the pavement subgrade and carry the water to a suitable outlet. Site Drainage and Moisture Protection Adequate drainage is critical to reduce the potential for differential soil movement, erosion and subsurface s_eepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures and the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into. conduits which carry runoff away from the propos~d structure. 6.10.2 Landscaping planters adjacent to paved areas are not recommended due to the potential for _) surface or irrigation water to infiltrate the pavement's subgrade and base course. We recommend that subdrains to collect excess irrigation water and transmit it to drainage structures, or impervious above-grade planter boxes be used. .In addition, where landscaping is planned adjacent to the pavement, we recommended construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material. 6.11 Foundation and Grading Plan Review 6.11.1 Geocon fucorporated should review the grading plans and foundation plans for the project prior to final design submittal to determine if additional analysis or recommendations are required. Project No. 06501-22-01 -13 -May 10, 2000 ··./ ·J ·:::,l -.- / I . J . I i i I. LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the· site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The eval~ation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. 2. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer·for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the fieid. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 06501-22-01 May IO, 2000 ,.--- l I. .I i ./ J \.. COS11JS er .... \ ----/ .,/ .,,,,,.,-:....---..... ,,,..-,_ ------------------. ----- 23 \ \ SOURCE : 2000 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROTHERS MAPS. THIS MAP IS COPYRIGHTED BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY OR REPRODUCE AU. OR ANY PART THEREOF, WHETHER FOR PERSONAL USE OR RESALE, WlTHOlJT PERMISSION GEOCON INCORPORATED GEO TECHNICAL CONSULT ANTS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121·2974 PHONE 858 558·6900 • FAX 858 558-6159 JV /JMW I I OSK/ 00000 x/R1411 DRAFTING/430/CARLOAK1 DATE t N 10 2 C: NO SCALE . VICINITY MAP CARLSBAD OAKS LOT #7 CARLSBAD, CALIFORNIA 05-10-2000 I PROJECT NO: 06501 -22 -01 I FIG. 1 ,. l I i • J ·:j ·J ., .,._ '· . . -. , ..... 1. ....•• t N SCALE: 1".= 100' GEOCON INCORPORATED GEO TECHNICAL CONSULT ANTS ~l!D.llt?i!PL ~~Tolal ~~~ or Mrm,ih,:, ~~l~ ,- 1 ·B-3 I ~ ~,;;1 i~ -----8-2 . ---·-... ,. -. ---·--.. ... : _...;,.__ __ _,. -- a-i...,tjL-.,J::::.;..,~--..:,_----~----~u.::i=-..H-'1lcif '-,. __ ="' B-8 ~ ........ APPROX. LOCATION OF BORING BORING SITE PLAN CARLSBAD OAKS LOT #7 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121·2974 PHONE 858 558-6900 • FAX 858 558·6159 CARLSBAD, CALIFORNIA JV/ JMW I I DSK/ O000D DATE os-10-2000 I PROJECT NO. 06501~22-01,FIG. 2 ... )· \ I , .. :._-J :J .': ·I :.I /l ·ti :1 I ) .f -~ i WALL FOOTING CONCRETE SLAB VISQUEEN __., * COLUMN FOOTING CONCRETE SLAB 1. ~~ I= a. ow QO ... PAD GRADE FOOTING* WIDTH FOOTING WIDTH * * ...... SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE WALL/ COLUMN FOOTING DIMENSION DETAIL GEOCON I N C O R P O R A T E o· GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121·2974 PHONE 858 558-6900 • FAX 858 558-6159 JV/JMW I I DSK/GTYPD COLFOOT2 VIII/IXVIII / RSS CARLSBAD OAKS LOT #7 CARLSBAD, CALIFORNIA DATE 05-10-2000 PROJECT NO. 06501-22-01 FIG.3 l ) . -·-1 ; ·~t ·.) I . } 12" MIN. RETAINING --- WALL GROUND SURFACE 3/4" CRUSHED GRAVEL MIRAFI 140 FILTER FABRIC 4" DIA. PERFORATED ABS OR ADS PIPE NO SCALE RETAINING WALL DRAINAGE DETAIL GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE -SAN DIEGO, CALIFORNIA 92121-297 4 PHONE 858 558-6900 • FAX 858 558-6159 . JV/ JMW I . I . OSK/ GTYPD RETWALL / VII-IXVRSS CARLSBAD OAKS LOT #7 CARLS~AD, CALIFORNIA DATE 05-10-2000 I PROJECT NO. 06501 -22 -01 I FIG. 4 'I ·.·. '· .·· .. ' I. ,, :-- / . . -.~ '',. ·'·. ,- \ .. ,-· ' ·; ·J • j ·', ., ' .,i ·, APPENDIX A FIELD INVESTIGATION The field investigation was performed on April 24, 2000, and consisted of driiling eight small- diameter borings at the approximate locations shown on Figure 2. The small-diameter borings were . drilled to depths ranging from approximately 3 feet to 11 feet below existing grade using a Ingersol Rand A300 truck-mounted drill rig ~quipped with 8-inch-diameter, hollow-stem augers. Relatively undisturbed samples were obtained with the drill rig by driving a 3-inch 0. D., split-tµbe sampler 12 inches into the undisturbed materials with blows from a 140-pound bani.mer falling 30 inches. The split-tube sampler was equipped with l-inch-high by 2'1•-inch-diameter brass sampler rings to facilitate sample removal and testing. Standard penetration tests (SPT) were performed by driving a 2-inch O.D. split spoon sa:mp~er 18 inches in accordance with AS1M D 1586. The number of blows to _drive the sampler the last 12 of 18 inches is reported. Disturbed bulk samples were obtained from driII cuttings and SPT testing. The soil conditions encountered in the borings were visually examined, classified, and logged in general conformance with the American Society for Testing and Materials (ASTM) Practice for Description and Identification of Soils (Visual-Manual Procedure D2844). Logs of the exploratory borings are presented on Figures A-1 through A-8. The logs depict the various soil and rock types encountered and indicate the depths at which samples were obtained . Project No. 06501-22-01 May 10, 2000 ·l ! .. ) J J .:\ . , . I l PROJECT NO. DEPTH SAMPLE IN NO. FEET - ..... 0 ... - ... 2 -- I-.-Bl-1 Bl-2 "" 4 - -,--Bl-3 - - . .I 06501-22-01 0.:: BORING B 1 >-w (.I) I-0 <C SOIL ...J :I 0 a CLASS ELEV. (MSL.) DATE COMPLETED :z: z I-::) (USCS) H 0 ...J 0.:: EQUIPMENT IR A·300 8" HSA (.I) MATERIAL DESCRIPTION ::J:ll ML . , .... Fil..L Firm, moist, brownish.yellow, fine Sandv SILT .. , . SANTIAGO FORMATION :•:•:•:. . , .. Very dense, moist, brownish-yellow, fossilifer?us . . . . . .... , .. ·, .. · .· • f' •• ' . SANDSTONE ..... .... , ,• .... ,•, .... . , .. , ... , . , . , ' .... .... ' , -· ,• ,• BORING TERMINATED AT 5.5 FEET ' \ :·l Figure A-1, Log of Boring B 1 zw,...... >-....... Ou• I-....... w~ Hzl-H, et:'"" I-<Cu. c.nu. ::) I-<CI-" z . 4/24/00 Ct: (.I) CJ) Wu 1-z 1-H::I a. cnw l.l.Jc,nO >-a. H1-Oz Zw..J o.::'"" E,o ~o.::e Cl u I- , - 1-50/5" 113.5 12.4 I- 50/5.5" 114.6 1:4.8 COL7 . I ' SAMPLE SYMBOLS l 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••. DRIVE SAMPLE (UNDISTURBED) ~ ••• DISTURBED OR BAG SAMPLE liJ ... CHUNK SAMPLE ~ •.• WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT·WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ,,j .:J .J : ~~j _--~ .) . ' PROJECT NO. I DEPTH SAMPLE IN NO. FEET ,_ 0 ~ - ,-2 ----B2-l -4 - ,_ -B2-2 ,_ 6 - - - I I . l I 06501-22-01 a::: BORING B 2 >-w (.!) I-0 <I: SOIL ....J :I 0 CJ :::i:: z CLASS ELEV. (MSL.) DATE COMPLETED I-:::, (USCS) H 0 ....J a::: EQUIPMENT IR A-300 8" HSA (.!) MATERIAL DESCRIPTION ::]:: l ML FJLL Firm, moist, brownish-vellow, fine Sandy SILT • f r ... 1\1\ SANTIAGO FORMATION . Very dense, moist, mottled brownish-yellow and pale •• "~·. 1 •:f: :·t· gray, Silty SANDSTONE with lenses of pale . \1\ bluish-gray CLA YSTONE ... . . . ~·.,' I J{t: BORING °TERMINATED AT 6 FEET _.( Figure A-2, Log of Boring B. 2 Zwr->-,,.._ Ou• I-,..... w~ Hzl-H. a::'-' 1-<CIJ.. (/)u.. :,I- 4/24/00 <I:1-'-z. 1-z a::: (I) (I) Wu (I) LU 1-H:::I CJ • HI-WCl)O >-a.. Oz Zw.....l a:::'-" Ea 8: a:::e CJ u >- / ,_ .,_ 32 117.0 14.2 ,_ ,-f.6.8 34 113_.9 - COL? SAMPLE SYMBOLS 0 .. ·. SAMPLING UNSUCCESSFUL (] ••• STANDARD PENETRATION TEST •••. DRIVE SAMPLE (UNDISTURBED) ~ ••• DISTURBED OR BAG SAMPLE liiJ ..• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE ·-DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. .- I I PROJECT NO. 06501-22-01 . 0:: BORING B 3 Zw'"' >-'"' >-w Ou • l=ir-. w~ (!) I-Hzl-o::v 0 <I: en • DEPTH ...J 3 SOIL I-<I: LI.. zl.l.. ::::>1- SAMPLE 0 Cl CLASS ELEV. (MSL.) DATE COMPLETED 4/24/00 ~I-~-lJ.J • 1-z IN :i: z 1-(/)3 Cl~ cnw NO. I-:::) (USCS) wHo HI- FEET H 0 zcn_i >-a. Oz ...J 0:: EQUIPMENT IR A-300 811 HSA wwco 0:: V :Co (!) a,_O::v Cl u MATERIAL DESCRIPTION ... 0 :-1.:1--1-ML FILL ... -, " .. , Firm, moist, brownish-vellow, fine Sandy SILT . , .. . . , , ' ..... I-., ... , SANTIAGO FORMATION . ... 2 -. , . ,. , .. , , 1 ·· .· .· .·. Very dense, moist, mottled brownish-yellow and pale 34 114.9 14.2 . , .. I- B3-l , .. , . I--.......... ·, gray, fossilferous SANDSTONE . ,.,• •" .. ,. •, -.·,·.·.·, I-4 -... ., " ..... . · ... · ... , -.... i4.6 I--1 · ..... · •, -Grades to uniform brownish-yellow, no fossils 26 115.5 B3-2 ... , .... , .... I- I-6 -,• .. " .... .,•pf'.· ... I .,• ,p •• ,.,. I-.,•,•.,•: .. ... -. ... • f', •• .,!;.",!,.•, I-. ,. , . ... 8 -.... ,. -Grades to very stiff, moist, brownish-yellow . " , ' ...... . . . . SILTSTONE .... , I-... -,•,•.•,•, .· .. ,.• ... . " .. "., .. -10 -I ... ·. -Returns to SANDSTONE 36 115.7 15.8 ... .... B3-3 ········· •• •• •' •• 1 .... ... BORING TERMINATED AT 11 FEET . . ( Figure A-3, Log of Boring B 3 -coL7 0 ... SAMPLING UNSUCCESSFUL . IJ ... STANDARD PENETRATION TEST .... DRIVE SAMPLE (UNDISTURBED) l, SAMPLE SYMBOLS . ·~----------~---··_DI_s_T_UR_B_ED_o_R_B_A_G_s_AM_P_L_E __ ~_._ •• _cH_U_N_K_s_AM_P_L_E ______ ~~--··_·_w_A_T_ER_TA_B_L_E_o_R_s_E_EP_A_GE __ ~ .. NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ( . PROJECT NO. 0 5 --6 01 22 01 Q:: BORING B 4 zw---->-,.._ >-IJ.J I-'"' w:--.-t!) I-Ou• 0 <I: Hzl-H, Q:: '-' DEPTH ...J ::I SOIL I-<Cu_ cnu_ :, I- SAMPLE 0 Cl CLASS DATE COMPLETED 4/24/00 <I:1-"' z, 1-z IN ::.c z ELEV. (MSL.) a:: cncn Wu cnw NO. I-:::) (USCS) 1-H:::I Cl • H1- FEET H 0 WcnO >-a.. Oz ...J Q:: EQUIPMENT IR A-300 8" HSA Zw...J Q:: '-' :I:o t!) ii: Q:: :8 Cl u MATERIAL DESCRIPTION -... 0 FILL ... .... -ML Firm, moist, pale yellow SILT B4-1 -2 -I ::fft: B4-2 SANTIAGO FORMATION -48 110.4 14.8 --:'f' •:f: yery dense, moist, mottled very pale yellow and ... :; :~;>: yellow, Silty fine SANDSTONE --4 -. f . •t • "j' ·t·r -.... -1>'(: -Grades to uniform very pale yellowish-gray 60 112.2 14.5 B4-3 .. , , ',( :r 6 ... •.• .. ... BORING TERMINATED AT 6 FEET .. - I ! I I j Figure A-4, Log of Boring B 4 COL? SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL [l ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) ~ ••• DISTURBED OR BAG SAMPLE ~ ••• CHUNK SAMPLE ~ .•• \./ATER TABLE OR SEEPAGE .. NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ,. PROJECT NO. 06501-22-01 DEPTH IN FEET ,_ 0 -- ,_ 2 - SAMPLE NO. -B5-l .... 4 - .... -B5-2 -- >-(.!'.) 0 ...J 0 :t: r-H ...J CLASS (USCS) BORING B 5 ELEV. (MSL.) ____ DATE COMPLETED EQUIPMENT IR A-300 8" HSA MATERIAL DESCRIPTION Very·stiff, moist, mottled light gray and reddish-brown, Clayey SILTSTONE 4/24/00 111.7 18.8 73 107.5 19.9 .... ). ,-8 - ,--I..LI-l41<:Lll--1----+-------------------------------~--,'---!---{ ::f >::t: ,_ l0 -B5-3 I :-,•J.:r: .·~~<f'.r, .','J","• Very dense, moist, very pale gray, Silty, fine SANDSTONE BORING TERMINATED AT 11 FEET j Figure A-5, Log of Boring B 5 t-33 115.0 15.9 COL7 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRAT10N TEST •••• DRIVE SAMPLE. (UNDISTURBED) ~ ••• DISTURBED OR BAG SAMPLE iJ ... CHUNK SAMPLE ::!'. ••• WATER TABLE OR SEEPAGE -NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. ~T IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 'i I I .J .:.) I PROJECT NO. DEPTH SAMPLE IN NO, FEET -. -0 --B6-1 I-2 - ,_ -B6-2 I-4 - --B6-3 -6 -B6-4 -- I-8 - ,__ - 10 -,__ B6-5 - . 06501 22 01 -- 0:: >-w (.!) I- 0 <I: SOIL __J 3 0 Cl CLASS ::t: z I-::::, (USCS) H 0 __J a:: (.!) ML ML I ....... ~,. BORING-B 6 Zw'°' >-/"\ Ou• s~ w·'-: Hzl-0:: '-" I-<I: LI.. zLL.. :::, l- DATE COMPLETED 4/24/00 <CI-" w· 1-z ELEV. (MSL.) a:: (1) Cf) Cl~ U>w 1-H::I H1-w Cflo >-a.. Oz EQUIPMENT IR A-300 8" HSA Zw....l 0:: '-". 40 llJ a::CO a_ V Cl u MATERIAL DESCRIPTION FILL - Loose to firm, moist, very pale brown SILT -------------------------------------- ,_ 32 112.2 5.4 Stiff, moist, mottled pale brown, ·gray, and dark brown SILT with fragments of weathered sandstone ,_ --Grades to medium brown SILT with weathered rock 26 99.9 2,1.7 fragments -. - - ,_ I- SANTIAGO FORMATION 41 1U7 ,0 · l.8.5 I Dense, moist, mottled pale gray and orange, Silty SANDSTONE BORING TERMINATED AT 11 FEET ., l . j ·Figure A-6, Log of Boring B 6 SAMPLE SYMBOLS D . . . SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE COL7 I] ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) ~ -·. CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE _ NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE QF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 06501-22-01 a:: BORING B 7 z w'"' >-'"' >-w Ou• ;-'"' w~ (.!) ;-Hzf-H, a::-.., 0 <t SOIL ;-<tl!.. . (I) =>;-DEPTH ....I :I <t ;-"-zl!.. SAMPLE · 0 C) CLASS ELEV. (MSL.) DATE COMPLETED 4/24/00 a:: (J) (J) LU • 1-z IN :i: z Cl~ <nw NO. ;-::::, f-H::3: H;- FEET H 0 (USCS) w (J)o >-0.. Oz IR A-300 8" HSA Zw....1 ....I a:: EQUIPMENT ~ a::e-3 a::-.., Eo (.!) Cl (.) MATERIAL DESCRIPTION -0 •,•,•,•,: , . ' , , SANTIAGO FORMATION ,_ ... , I--,,,,,,•,, Dense, moist, yellowish-brown, weathered fine , , .. , , , ', .... , ,_ , .. ' SANDSTONE I-2 -. ,• ,' .· .. t>,.,, .... -Grades to very dense -50/5" 111.4 13.2 .... , B7-l ,:.:,:•:t --....... B7-2 . , . , .... , ~ ,_ ,' ,• ... ~ .. I-4 -. , , . . , ... . . , , , ... , ,_ I--,., ... ','1 40 117.7 15.3 , , . ' B7-3 .. ,. , . . , .. . . , , , , .... -6 BORING TERMINATED AT 6 FEET .··1 . I I J Figure A-7, Log of Boring B 7 COL7 IJ ... STANDARD PENETRATION TEST •.•• DRIVE SAMPLE (UNDISTURBED) · \ SAMPLE SYMBOLS D .... SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE iiJ . . . CHUNK SAMPLE ~ ••. WATER TABLE OR SEEPAGE ~-NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. L 22 01 PROJECT NO. 06501-- 0:: B 8 Zw-'"' >-'"' -->-UJ BORING Ou• Hz!-I-'"' H, UJ~ 0:: '-' -I l :,:/ )j .···1 ··· . . -·1 ·j i •• I -- --,_ ,_ ~ - '- -- - -- - - .I (.!) 0 DEPTH ...J SAMPLE 0 IN :c NO. I-FEET H ...J 0 I I -B8-l . ~ T ... 2 -. . ·1·· . ·t •'( B8-2 :• :f:r: -... , .... I-<l: 3 SOIL I-<l: LI.. (/)LI.. ::,I- C) CLASS DATE COMPLETED 4/24/00 <C1-'-. z. 1-z z ELEV. (MSL.) 0:: (/) (/) Wu cnw :::, (USCS) 1-H:3: Cl • Hi- 0 WcnO ;,-Cl.. Oz 0:: EQUIPMENT IR A-300 8" HSA Zw...J 0:: '-" Eo (.!) ~o::e Cl u MATERIAL DESCRIPTION ML FILL ,_ Firm, moist, vellowish-brown SILT ' I- SANTIAGO FORMATION Very dense to hard, moist, strong yellowish-br?wn, -50/2" Silty SANDSTONE I -NO RECOVERY BORING TERMINATED AT 3.5 FEET .. 1 Figure A-8, Log of Boring B 8 COL7 IJ ... STANDARD PENETRATION TEST .... DR·IVE SAMPLE (UNDISTURBED) ·1 . I SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE ~ ••• CHUNK SAMPLE ~ .•• WATER TABLE OR SEEPAGE --NOTE:· THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. -,. ~- / .-: \ ': . .;·· .. ,_ A··p··p,E-' N-->Dl·X· ... ' .-t;"·· · .. , . ·.:· . : ,. ,_: •' ·, '\ '·,· •.:· ' i- ·' '. , .. / 1•-\ .I -· ·:J .-, :I ) -1 . ' APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested proc~dures. Selected soil samples were tested for their in-place dry density and moisture content, maximum dry unit weight and optimum moisture content, expansion potential, consolidation, and shear strength characteristics. A Resistance- vafue (R-value) test was also performed on a sample of the near su_r~ace soil to aid in designing pavements. The results of our laboratory tests are presented on Tables B-I through B-IV and Figure 13-1. The in- place dry density and moisture content results are indicated on the exploratory boring logs. Sample No. B7-2 Sample No. B2-1 B7-2* TABLE 8-1 SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RES UL TS (ASTM D 1557-96) Description Maximum Dry Optimum Moisture Density(pcf) Content (% dry wt.) Yellow-brown, fme SAND 125.5 10.5 TABLE B-11 SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS (ASTM D 3080-90) · . Dry Moisture Unit Angle of Shear Density Content Cohesion Resistance (pcf) (%) (psf) (degrees) 107.3 14.3 · 1300 34 113.2 10.3 625 20 *Remolded to approxrmately 90 percent relative compaction at optimum moisture content. Project No. 06501-22-01 -B-I -May !0, 2000 ( : .. \ Il .':] ··.1 :;.i :, · .. ·i .i '\ I ;( i l ., I I _J TABLE 8-111 SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS . (USC NO. 18-2) Moisture Content Dry Sample No. Before Test(%) After Test(%) Density Expansion Index (pcf) B8-l 11.2 33.7 109.8 101 TABLE 8-IV SUMMARY OF LABORATORY RESISTANCE VALUE TEST RESULTS (CALIFORNIA TEST METHOD NO. 301) Sample No. Description R-Value B6-1 Very pale brown SILT 10 Project No. 0650 l-22-0 I -B-2 -May 10, 2000 ;-·· l I PROJECT NO 06501 22-01 - SAMPLE NO. B5-2 -4 ·! -2 --~ ~,.. ... 0 ---~ r--.. r........ ~ ~ "'i--. ~ i,.. ""r--,....__ ~ z 0 2 ....... 1 ~ H ~ I-(C ~ i\ Cl I'-..... ~ H i-,.... _J ~-0 en 4 z 0 ... , u 1 I-~-u 0:: 6 LU : !l. 8 10 12 0.1 l 10 100 . ! APPLIED PRESSURE (ksf) Initial Dry Density (net) 107.5 Initial Saturation ( % ) 97.2 Initial Water Content ( % ) 19.9 Sample Saturated at (ksf) .5 CONSOLIDATION CURVE CARLSI3AD OAKS #7 - CARLSBAD, CALIFO~A COL7 Figure B-1 .. '• .. ·:, ' ,, -· ·-·. ~' ~ .. ' ) .. J• .- • .. • ·,, . ·/ ·,· .·., --, _.\ . ·,.· /' ·.: ' ·' j _j --,-• \ ) .s APPENDIX C RECOM.MENDED GRADING SPECIFICATIONS FOR CARLSBAD OAKS LOT NO. 7 LOKER AVENUE WEST ~ CARLSBAD, CALIFORNIA PROJECT NO. 06501-22-01 . , ·, I ·1 'l l .) .. RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1. 1. These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recom- mendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2. Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for ·the purpose of observing _earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. It will be necessary that_ the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in substantial confonnance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep him apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3. It shall be ~he sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in t.tie opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, and so forth, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. 2.1. 2. DEFINITIONS Owner shall refer to the owne~ of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2. Contractor shall refer to the Contractor perfonning the site grading work . 2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. GI rev. 8/98 _ _____J I ·' l-{ J l ,\ I \ ,_ 2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-sit_e to observe and test the Contractor's work for conformance with these specifications. 2.6. Engineering Geologist shall refer to a California licensed Engi_neering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7. 3.1. Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3 .1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2. Soil-rock fi11s are defined_ as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for_ proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3 .1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet i~ maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 fnch in rn~"{imum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quan;ity. GI rev. 8/98 .<l {l ·.1 . I ( ·, :a .·J I . . , ) I I I ., ( l , 3 .2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3. 3.4. Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 and 1 O· 40CFR; and any other applicable local, state or federal laws. The Consultant shall , . not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the prese·nce of hazardous materials, the Consultant m~y request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2: 1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized, provided it is acceptable to the governing agency, Owner and Consultant. 3 .5. Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear streng:th, expansion, and gradation characteristics· of the soil. 3.6. During grading, soil or groundwater conditions other than those identified in the Geotechnic.al Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4.1. 4. CLEARING AND PREPARING AREAS TO BE FILLED Areas to be excavated and ·filled shall .be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of J feet below the surface of the ground: Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. GI rev. 8/98 ·.( -1 ·, :·.j -'.j •,J ! -! ) ·1 l I ,.~. { J l I I_ 4.2. Any asphalt pavement material removed during cleacing operations should be properly disposed at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed i_n fills, provi9ed they are placed in accordance with Section 6.2 or 6.3 . of this document. 4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction shall be observed and approved by a representative of the Consultant. The ·exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to' prevent uniform compaction by the equipment to be used. 4.4. Where the slope ratio of the original ground is steeper than 6: 1 (horizoptal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration .. TYPICAL BENCHING DETAIL Finish Grade Remove All Unsuitable Material As Recommended By Soil Engineer DETAIL NOTES: Slope To Be Such That Sloughing Or Sliding · Does Not Occur Original Ground No Scale (1) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the bottom key should be below the topsoil or unsuitable surficial material and at least 2 feet' into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of'the key may be modified as approved by the Consultant. GI rev. 8/98 ).~ C l 1 .. · I I ~=i ,•. '• .-.-J 4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Contractor until it is uniform· and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. 5.1. 5.2. 6.1. 5. COMPACTION EQUIPMENT Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatia-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content . .Compaction of rock fills shall be performed in accordance with Section. 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL Soil fill, as defined in Paragraph 3 .1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1. Soil fill shall be placed by the Contractor in layers that, wh,en compacted, should generally not· exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.J of these specifications. 6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as detennined by AS1M D1557-91. · 6.1.3. When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1 .4. When the moisture content of the soil fill_ is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. GI rev. 8/98 I • ., / . -~· .. \'J .. ! 6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the-maximum laboratory dry density as determined in accordance with ASTM D1557-91. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. 6.1.6. Soils having an Expansion Index of gr~ater than 50 may be used in fills if placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To · achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8. As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot .fill height intervals. Upon completion, slopes should then be track-w~l.ked '.vith a D-8 dozer or similar equjpment; such that a dozer track covers all ·slope surfaces at least twice. 6.2. Soil-rock fill, as defined in Para~aph 3 .1.2, sha11 be placed by the Contractor in accordance with the following recommendations: 6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, r.ocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials _greater than 4 feet in ·maximum dimension shall be evaluated during grading as specific cases arise and ·shall be approved by the Consultant prior to placement. GI rev. 8/98 ·I ··1 r < l (: • 6.2.3. For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4. For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 3 0 or greater and should be compacted by fl9oding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. 6.2.5. Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular· to the face of the slope depending on the site geometry. The minimum ho~ontal spacing for windrows shall be 12 feet . . center-to-center with a 5-foot stagger or offset from lower courses to. next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the, bottom of the next higher windrow. 6.2.6. All rock placement, fill placement and flooding of approved granular soil in the windrows must be continuqusly observed by the Consultant or his representative. 6.3. Rock fills, as defined in Section 3. l J ., shall be placed by the Contractor ip accordance with the following recommendations: 6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, ma.-ximum slope of 5 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to. control post-construction infiltration of water. 6.3 .2 . ._ Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the GI rev. 8/98 ) r • t ·.J required compaction or deflection as recommended in Paragraph 6.3 .3 shall be utilized. The number of passes to be made will be determined as described in Paragraph 6.3 .3. Once a rock till lift has been covered with soil fill, no additional rock fill lifts will be pennitted over the soil fill. 6.3.3. Plate bearing tests, in accordance with ASTM DI 196-64, may be performed in both the compacted soil fiJ.I and in the rock fill to aid in determining the number of passes of the compaction equipment to be performed. If performed, a minimum of three plate bearing tests shall be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate ·bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be detennined by comparing the results of the plate bearing tests for the soil fiil and the rock fill and by evaluating the deflection variation with number of passes. The required number o~ passes -of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required nwnber of passes be less than two. 6.3.4. A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approxi~ately 5,000 to 10,000 cubic yards of rock fill placed. 6.3 .5. Test pits shall be excavated by the Contractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills: 6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. GI rev. 8/98 .r-c J J .-~.: -:-: · .. ._; . :i · 6.3.7. All rock fill placeme·nt shall be continuously observed during placement by rep~esentatives of the Consultant. 7. OBSERVATION AND TESTING 7.1. The Consultant shall be the Owners representative to observe and perform tests during clearing, grubbing, filling and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill shall be placed without at least one field density test being perfot"!11ed within that int~rval. In addition, a minimum of one field density test shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 7.2. The Consultant _shall perform random field density tests of the compacted soil or soil-rock fill to provide a basis· for expressing an opinion as to wheth~r the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 7.3. During placement of. rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 6.3 .3. The Consultant shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a b~is for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applf e~ to the material. If performed, plate bearing tests will be performed randomly on the surface of the most-recently placed lift. Plate bearing tests will be performed ·to provide a basis for expressing an opinion as to whether the rock fill is _adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the maximum deflection of the properly compacted soil fill. When any of the above criteria indicate that a layer of rock fill or any portion thereof is beiow that specified, the affected layer or area shall be reworked until t~e rock fill has been adequately seated and sufficient moisture applied. 7.4. A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation seryices performed during grading . GI rev. 8/98 · I /j' .. ,,:, <:'/ . '1 i ,/ .:·1 7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6. Testing procedures shall conform to the following Standards as appropriate: 7.6.1. Soil and Soil-Rock Fills: 7.6.2. 7.6.1.1. Field Density Test, ASTM D1556-82, Density of Soil In-Place By the Sand-Cone Method. 7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-81, Density-of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 7.6.1.3. Laboratory Compaction Test, ASTM D1557-91, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using JO-Pound Hammer and 18-Jnch Drop. 7.6.1.4. Expansion Index Test, Unifonn Building Code Standard 29-2, Expansion Index Test. Rock Fills 7.6.2.1. Field Plate Bearing Test, ASTM D1196-64 (Reapproved 1977) Standard Method for Nonrepresentative Static Plate·Load Tes~s of Soils-and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. 8. PROTECTION OF WORK 8.1. During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 8.2. After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. GI rev. 8/98 .. ,•, l 9. CERTIFICATIONS AND FINAL 'REPORTS 9.1. Upon completion of the wor~ Contractor shaJI furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the·grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 9.2. The Owner is ~esponsible for furnishing a fmal as-graded soil and geologic report satisfactory to the appropriate governing ~r accepting agencies. The as-graded report should be prep~ed and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved char,iges to the Specifications . GI rev. 8/98 ··:- .I . j LIST OF REFERENCES 1. Blake, T. F., EQFAULT, A Computer Program.for the Detenninistic Prediction of Peak · Horizontal Acceleration from Digitized California Faults, Users Manual, 1989a, p. 79 (revised 1993). · 2. Geologic Maps of the Northwestern Part of San Diego County, California, California Division of Mines and Geology, Open-file Report OFR 96-02, 1996. 3. Geology of the San Diego Metropolitan Area, California, California Division' of Mines and Geology, Bulletin 200, 1975. . · 4. United States Geological Survey, 7.5 minute Quadrangle Series, San Luis Rey Quadrangle, 1987. 5. Unpublished reports; aerial photographs and maps on file with Geocon fucorporated. Project No. 06501-22-0 I M~y 10, 2000 SEP-03-2003 WED 07:58 AM CITY OF CARSLBAD FAX NO. 760 602 8558 p, 12 { City of Carlsbad l=fiJ)Gi-WN CEJRTfflCATE OF COMPIJANCE PAYMENT OF SCHOOL FEES OR O]HER MITIGATION This form must be completed by the City, th~ applicant, and the appropriate school districts and returned to the City prior to Issuing a building permit. The City will not Issue any building pe_rmit WithOut a comp~eted school ~7e_ ~~~m .. ' .... ,. : . . '. Project Name: Cot?t:z ~~ 0 fi.~ 5 1, ' Dr D Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant {Owner Name): Project Description: Building Type: ,I , 7 (:a),;) c?ef.e::-$:m I I ~ 1 If (.11.p . · Residential: Number of Newc>..welling. Waits Squ~~~ ~eet of ~iving Area i~ ~~w Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: ~~~~~~~i~::=:.:·....-=··-:-__ _(2~w~~~Q_ __ _ -~m=;m""1m~~oeJ.ll:,r,w,,Cffl\J mE CITY OF CARLSBAD Encinitas mon School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Marco$ Unified School District 215Mata Way Sim Marcos CA 92069 736-2200 Sim DiegUito Union High School District 7l 0 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certlffcation of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the Information provided aboye is correct and true to the best of the O\yner's knowledge, and that the Owner will file an amended certification of payment and _pay th~ addi.tional fee Jf Owner requests.an. im;rea$e in the m1mber of dwelling l,!ni~s. .. ,:ir square. footage after the bullding pe it i$ issued or if th@ initial determination of units or $(!uare footage is found to be incorrect, and that (2) the Owner I$ the er/de loper of the above :sortbad project(s), or that the person executing this declaration is authorized to sign on of th er . . Signature: -e::,u:.r,.~" ... ~it'4~;4.::~~~~----Date: .!£.-~ 03 Rcvii;el! 4120/00 16~5 Faraday Avenue® Carlsbad, CA 92008-7314 • (7$0) 602-2700 Building Counter• (780) 602-2719 • IFAX (760) 602n8558 SEP-03-2003 WED 07:58 AM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 13 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) **********************************~*********************************************R*******ff~*ft*W*IWl-*ir 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 Sohool District, certifies that the developer, builder, or owner has satis'fted 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 .d:~d~~ .,. ~EN FREEMAN . DEPUTY SUPERINTENDl:NT CARLSBAD UNIFIED SCHOOL DISTRICf 6225 EL CAMINO REAL. CARLSBAD, CA 92009.. • I 4r1, • ,, } r ' ! 7/w/s 5) )?--} OJ </uiE> 711.,,,,26> ,f:JYO?? CB031227 2748 LOKER AV WEST CBAD CARLSBAD OAKS BLDG D 9066 SF CON TILT UP SHELL COMM IND INDUST JAMES C. DOOR ------~ \ '•. ~ ?e;-.c,;L-c,·Jy ~P;~~ t( v1-r,,.vr.J-.soi&s. Ut /L vL.Y>'J c~h-0t L. • J__ <i.. fl_. f_s.5 /" l -' c;),h .-a:-·p ,v~ 0 v,.A,., c/t--:iJ-tt, ~Ji, e1Z fer ~ BUILDING ..,,_. PLANNING EI\IGINEER!NG 4 ,{_ 4'~ f!B.E.APPR/Eill!M ,/( & /'~ HEALTH DEPT HAZ MAT/ AIR QUAL _,__ OTHER SEWER DISTR BLDG GRADING LETTER ,_~" --FROM = ,, ......... _ 1,,· ·;- "'f.:T =TE ~(ic;/o) ? lq,-J .s -4+-PL' ~ . 1.,J d'i f'ee5 l>o<iJt, ~ I' ;vi-=>; "°r <l> ~ t' f \.,J ~e-;:; ~) -e-,J}-< rs ~e'\ 1/J-e ... d Ta kf f€_-e 1~ J- 8/ E,G /o > t\,-'y? f,e.,J-\-', rJ l S <f<;, <!> ~ GO-, N : "I f Io .:15 C~+-i /b -e~; . {)v~-M-~c., &r :J 8~6 3, ~ CJ__ t='5-C., ' -·J ~ 't)v-<2 9/'f>!o7;) De~~rre~ cf-1> ~c..t-c~ iv-eJ q\\~!~ ~,J-N °t { °' { b / ~ $ ~ '{' ... + ~vi-r"'-. ?he:!..5 i Y-BMc u,_tLfMJ ·. · 0 l--·-\ __ ,..,_ ,..._...,.,,.~ ~-~...,,---_,_._' ----·~·"<•• .1 • -. -""I City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 10-21-2003 Plan Check Revision Permit No: PCR03230 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2748 LOKER AV WEST CBAD PCR Status: ISSUED 10/09/2003 SB 10/21/2003 10/21/2003 Parcel No: Valuation: Reference #: $0.00 CB031227 Lot#: 0 Construction Type: NEW Project Title: CARLSBAD OAKS BLDG D Q.C CORRECTIONS & REV ROOF FRAMING Applicant: JAMES C. DOOR 107 W. HUNTINGTON DR. 91007 626-446-9206 Plan Check Revision Fee Additional Fees Total Fees: $60.00 Inspector: Owner: Total Payments To Date: $0.00 FINAL APPROVAL Date:------- Applied: Entered By: Plan Approved: Issued: Inspect Area: $60.00 $0.00 Balance Due: $60.00 6995 10/21/03 0002 01 CGIFn Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been niven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exnired. 02 60-00 FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO.Wfe?'.J 2~-0 CITY OF CARLSBAD BUILDING DEPARTMENT EST. VAL. _________ _ 1635 Faraday Ave., Carlsbad, CA 92008 .-"·~ .. -= ,,.~~;. .. --..-=-·-=--,~, f "-.,-r--C.~~9~~ ).:?z-'":i"'---=lf:!w-,--""-,p-<>*"·"-, ";.,,",---,w,,, ~t;C-;0\;~RQtiQ;iiJ~li\l,l}-t•IQ~;'i,kiK\ft~'J;!,t,it,f;;,;12E~i~;,J.J~,,,,~'il!l1:'i/,t,1,~t:t\/-!~,,li,i.'ie~;_\f,,x::s:iC",-:e,k8J SubdivisiQn Name/N4mber Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use Name Address City State/Zip Telephone# Name Address City S_tate/Zip Telephone# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to coristruct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars !$500]). Name Address City State/Zip Telephone# State License # _________ _ License Class _________ _ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License # _________ _ ~~..,;\½'"'O'R'll-ER-li'~OMQlil\l"SA.~.fr.1nN~.i~:~-:I?i~:,·~~~·.:;·-,;:;r~:-~1:,;-r,:-:?,;,;r,-r ... 7~tt:::~~l~-~f!~:),~r:, 1'"17,,',.t~'~Jit\F~~:,\?t{~~;;.;,r:t.::1{~;J{?t~:;y.~;r::t''";,::-:r0::;:,${Z1?--~~titt1~(~~(:f;\'.;Iit:-1~:~f1:jl'l;~-:::')3[:~~J1;1 i'IJ.~e-·t1:i,ll .... •.-"'"" .~"' ...... , ·~J:. .. Jt"',...,..,.... -~~,S,-t:,'t,lk~:;: ..... wJ..:t««i.W""'{!""'"'i-~ ..... .;.i,., .. ~,.._,..:..«..,,,t,,.,,J.,, ~-1.-..........,t.w,; }""_,;;J..t,.., ,._,.;.,.·~ ............... -..:Jf:,J,..., .. \i-,~.....,:. ... .G .... v~\~, .~.~ ..... ..,,;....,;.,.,.,,,~ ,.,,J,~,;:, ,1., -~-.. ~~'t-.~,....,,t-.., ..... , ,, .. .<, Wh, .. ,..., __... ~ .; .. -...... .:....,",.;;,., ~ ... ,,.1,,. • .,,...,.~M-l-..,..._..... Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: · D I have and will maintain a certificate of cons~nt to self-insure for workers' compensation as pro~ided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. O 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 ($100) OR LESS) D 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 empJoyer to criminal penalties and civil fines up to one hundred thousand dollars ($100,0001, In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE'-------------------------------DAT_E _________ _ liil:\~Q}WrliffmPlil~l~~~1jAltlQ~~~~~Eii{~il~ft~~i~itt~~,1-:i~iJ~~;~i{i~~~£~t1\]i:'.:~t~fl~i0l5~~~~ltril~:Yt?f~1~l~1it:i~'.~~~:$;~~½;~-r~~t~~rJiJ!~~~~~U1SJ'.t~~;~i~ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale, If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D I, as owner of the property, am exclusiv!llY contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number}: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number}:, ________________________________________________ _ 5. I will provide some of the work, but I hav'e contracted (hired) the following persons to provide the work indicated (include name / address / phone number I type of work}: ________________________ ---,,------------------------------------ PROPERTY OWNER SIGNATURE _____________________ _ DATE _________ _ ~C!.M.Rfctelli;fiisl~~JT[Qf)t',l;g_iif'ii@Nlif-*1iil~1i;;Jt,J(ti'l!!.miif~~m~IP-~JkY,jflwU~~?~idi:'.!~£;!ii~£~1~~~~;i;1t1~1:BS::'ifilj\\~;'lj;,gz.'!jiBiJ Is the applicant or future building occupant required to submit a business plan, acutely haz,ardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES O NO Is the applicant or future building occ!Jpant required to obtain a permit from the air pollution control district or air quality management district? D YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 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 _______________________ _ ~~-f~~e~~J:lijffflJmiif(Q&i;il\.,~;lttW~iJfillA~~~~~J:i~~~&llf!8%Tti~IA'.:it~~~1t~~-;I~i:;l!~;~~;i'fli:~tt~i~3~-;}~l~~i:l1if;t{1~1~~~ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit\' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this CQde shall expire by limitation and become null and void if the b'uilding or work authorized by such permit is not men d within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is co menced f a p o ys (Section 106.4.4 Uniform Building Code). / / APPLICANT'S SIGNATURE --=--...:...,,.L---..::S::52'----===~-----------. DATE .,_/t-'---~-,f-/J..,.~'-"1/'-0(5'-""'_3"--______ _ WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnersliip witli (jovernment for '13uiCaing Safety DATE: October 17, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1227 REV (PCR03230) PROJECT ADDRESS: 2748 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET:I Building D O~P LICANT 0 URIS. 0 PLA REVIEWER 0 FILE Revisions [g] 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. 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: (8J 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. D Person contacted: Telephone#: Date contacted: Mail Telephone Fax REMARKS: By: Kurt Culver Esgil Corporation D GA D MB D EJ (by: ) In Person D PC 10/13/03 Fax#: Enclosures: Previously-approved plans trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 03-1227 REV (PCR03230) ' October 17, 2003 jvALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1227 REV (PCR03230) PREPARED BY: Kurt Culver DATE: October 17, 2003 BUILDING ADDRESS: 2748 Loker Ave. West BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance I .., I Plan Check Fee by Ordinance Type of Review: D Complete Review D Structural Only D Repetitive Fee CEJ Repeats • Based on hourly rate Comments: D Other 0 Hourly o.sj Hour* Esgil Plan Review Fee ($) . $60.00! $48.001 Sheet 1 of 1 macvalue.doc ,;-_ .... ,,,/ .. .,,,.-· \ --,,,-,=----,i--480 _,,.----~--1-----t.· ~ 'SW _ ......... - ~ 1=-:L--i I Sht: .. ,Z,1. .. ,'./i .... Of: ............... . Date: .. '1/4/p.'$. ...... .. Job#. 480 l ~ ¥-j ,' / 'Z -184 ( Jl.-) ~ "t ~-$" /0 d ~ fl ~ ~ f 7- V ~'t. 1 l~ -;;4 {it.) z 7.ot' 1od::t;i.1 the.,411.., i<.,6})1/j/Nft1(;.'ff... /o tl-@ '; ti. J: \ ~ furtcA,it -rt,tt~),t 'f':z l5fB('i 'i l.-0t1"2. G 1 /; ~-e ·;;zoCf otf:-ll-1 t.t ~#'Z>JJr. 4 I f . . @ e.1~ f-'a. 4,(-0~~-l/$-ct' ./;#l?iJ.$0 @ 3/ ,_. F ~"'?11-;,~ 107W. Hunt;ngton Odve, Arcad;a, Califo~. -~ '1j Phone: (626) 446-9206 Fax: (626) 4411r·v ~o -, '1 I ' ,.. ~ .James C. Dorr, AIA ~ Architect Project: ... C.tuJ.<,,,..'J,.ffefJ.t1 .. cP.idp.-J..:: ... tfl(..? .. .. Address: .71 .............. ~tr.,.tfir,Nt.../~)t,,,"'11>.'1.'. ... . .. r.,_:4.r.~:,.'.s.,~J~ ... c:·1!dt~ ....... . Sht: ................... Of: ........... .. Date:.g/1._,./e, .......... . Job#.~.W.1-:.·t 1~<!.. ., . . ,/) !,._,/t'ti~,:-rt~ ., < <f'-z 1e:1@tt--(1,4)-::: I~ en-c.~ t~4 I #1 :r. fi, ~ t G:, (JJ) ~ ,e~ Z'l-t'.\' .#" I [~B,z"l4 (~ )1"' t fl. t.O.:tX-,1ff'U>) ~ /,1111 /;J () =:. -PZ,~;,-t.(t,42, f,;.A'JM. I +~ /,4(2r#) 1 ,<.., ;,;,1, t/Jv $i-L Zt~~-"'l't.!l!?!i ~71~7,(b4) ,z. ·7,~ /,1 (1, 7 )(I,») ,t.. ~ '$. B"'l. f'/r-:ax z: 6,85'(/!18'/t:) z: /<[,~ J:: ti~ ~/4 f! /)$(/vi '*-~tS' 6tJlt'~ 107 W. Hunting-con Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 i>. ·1 o(io/. o;:; . 'Jc: t5;4 ·c ( v ta-y@r 0? -·41tt-~ e--- i"/ · · '-·f 'D f 'l C · 1 f-y r rSf, <Po ( cZ 7 t~/7o(DY jc TF ~ J 0 v rJelC <;; e-}-Cl f -p e J 'y J,,, ,J£. tJ e ~ / ory ~ V Jf-t:f(L S e. ,t--" / / c9C G'1+e.,,/trrc;){'i T'fct/c:? t\if=h.ed.~·tty~ef-pt(4'J /O;iJ.f-5 ISJVGtJ ., "' ,, PCR03230 2748 LOKER AV WEST CBAD CARLSBAD OAKS BLDG D Q.C CORRECTIONS & REV ROOF FRAMING PCR Lot#: JAMES C. DOOR BUiLDlNG PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT HAZ MAT/ AIR QUAL _______ · OTHER SEWER DISTR BLDG GRADING LETTER TO FROM APPLICANT APPLICANT ¥=: =~+:::==~ i~i~~~:RM ____.1, ____ P E & M WORKSHEEl , · ___________ l_, ___ .. ___ o· 'J(-s F::ES COMPLE City of Carlsbad ' 1635 Faraday Av Carlsbad, CA 92008 03-26-2004 Plan Check Revision Permit No: PCR03246 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2748 LOKER AV WEST CBAD PCR Lot#: 0 Valuation: $0.00 CB031227 Construction Type: NEW Reference #: Project Title: Applicant JAMES C. DOOR CARLSBAD OAKS BLDG D REV JAMB REINFORCEMENT 107 W. HUNTINGTON DR. 91007 626-446-9206 Plan Check Revision Fee Additional Fees Owner: Total Fees: $60.00 Total Payments To Date: $0.00 Inspector: FINAL APPROVAL Date: ------- Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 10/27/2003 SB 03/26/2004 03/26/2004 8395 03/26/04 C~02 01 $60.00 $0.00 Balance Due: Clearance: $60.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been niven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exoired. ()'i _,. 60. 00 FOR OFFICE USE ONLY ~PERMIT APPLICATION PLAN CHECK NO. ?cf ?!6 L '-/ b CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL. _________ _ Plan Ck. Depos.~it;..--:=....-------- Validated By,,_""""'--........ =r-------- Ce,t!J?IZ-Z7 Date 0 Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use SQ. FT. #of Stories # of Bedrooms # of Bathrooms Name :4~.-J>t{Q!''~~li':·QWN~-R _-_-..... ', ~ , Name Address Ji,· . qQNil3J\CTOft~-~Q_MPAN'r'.{IIAM,E, -, ·, ---:- --:. , ,,, State/Zip _·,( ~' ·• -~ . ' ~ , .-. " City S,tate/Zip ' ~-~ f ;', Telephone# ,,_ ,, ' .. ~"' .. .: ~ Telephone# Fax# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). Name Address City State/Zip Telephone# State License# _________ _ License Class _________ _ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License# _________ _ 8.--W9RK'38.$' ~Q,M,PEt-JSATlON ---. , , , ,, ~ ~ · . , , 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 [$100] OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($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 _________ _ ''Z, ·:_QY,VN.EFJiJ3Ul(P1;8~QE_QLl\llAI!PN. . . ... ... .. . .... ... . ·-" .. ··· .... I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for. the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor{s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): _____________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address / phone number/ type of work): ________________________________________________________ _ PROPERTY OWNER SIGNATURE _____________________ _ ;poNtpi.:!;TEf:ri-11~· i;EcT19{'1l,fQ.lf l(Piv'.1/fJtsip,EJV_ffJt,;s1,11tp1NG.'l:'!:.RM!T$,oN~t ~,_:~:~:: : .•. DATE _________ _ ,,.,f, ' -. Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES D NO IFANY 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. i~~---~[~ij~lfruiJ?tr~tf:(ENRJf.lG~)~,9~Jaqx:_:_~.---""; V -N~=:=-~ ::~'!=~-~-::A_\ :,:., -~---~,;-:~ ::,~' _::=: :-= ,-f-~ '' 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 _______________________ _ \~., • Af.PJJCAN.T CEfJTJ,FtCA:T~QN . . · . . · · ~ · · . · · . · · · , . ;, .. 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 Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit i"...,1'1l"l-wnenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work i commenc for a n days (Section 106.4.4 Uniform Building Code). YELLOW: Applicant PINK: Finance DATE _,1,t;..,..·7""/-.m,"+,h"'-::t),,,_ __ _ EsGil Corporation In Partnersfiip witfi (jovernment for tJJuiCaing Safety DATE: November 3, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1227 REV 2 (PCR03246) SET: I PROJECT ADDRESS: 2748 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 Building D D~ICANT 0 RIS. 0 REVIEWER 0 FILE Revisions [8J 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. 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: [8J 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. D Person contacted: Telephone #: Date contacted: Mail Telephone Fax REMARKS: By: Kurt Culver Esgil Corporation D GA D MB D EJ (by: ) In Person D PC 10/28/03 Fax#: Enclosures: Previously-approved plans trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + SanDiego;California 92123 + (858) 560-1468 + Fax (858) 560-1576 .. Carlsbad 03-1227 REV 2 (PCR03246) November 3, 2003 Iv ALUATION AND PLAN CHECK FEE .. JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1227 REV 2 (PCR03246) PREPARED BY: Kurt Culver DATE: November 3, 2003 BUILDING ADDRESS: 2748 Loker Ave. West BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance J • I Plan Check Fee by Ordinance Type of Review: D Complete Review D · Structural Only . D Repetitive Fee CE! Repeats * Based on hourly rate Comments: D Other 0 Hourly o.s I Hour * Esgil Plan Review Fee ($) . $60.001 $4a.001 Sheet 1 of 1 macvalue.doc . ·- , ~ Jamee C. Dorr, AIA ~ · Architect Q I \ t)M(rt... l· , ~r--'-----------== I G) a-: 107 W. Hunt;ngton Drive, Arcadia, Callfo~~ ~ ~ ~ 5,iJ ; ~ J} Phooec (626)446-9206 Fa~ (626)44F'~ ;;;,(f{;,,'=v, ~ "· Title: Dsgnr: Description : Job# ZUl-f · ~CJ Date: 10:40AM, 16 OCT 03 Rev: 560100 User: KW-0601316, Ver 5.6.0, 2-Sep-2002 (c)! 983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Page Description BUILDING D PANEL 1 General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 17.500 ft 3.500 ft 6.250 in 5 12.000 in 4.130 in 150.0 145.00 pcf Calculations are designed to ACI 318-95 and 1997 UBC Requirements fc Fy Phi Width 3.000.0psi 60,000.0 psi Q.900 12.000 in Seismic Zone Min Vert Steel% Min Horiz Steel % Waif Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle 4 0.0020 0.0012 0.3190 0.3190 I ~:,,,\< oW/411 ;i,:lli Mi& \!-ii, IC&-Jlli ¾:I, @14,ii'IM;; ,;a p I \iidli.J/J@4filillW//,lj>,\l/lJW/i• :@&\li0,"51ii,1\M@P•rmil.:lililZi 41 ·-"'"¾¥A2 Vi ,a. e Vi V,i\.;I!@@ i6i le-, ;J'il@: \IZ Mt.,'/$J,J!lZ'iill:;t, llJ/ii ;i;:;,w,i,l;J-JlJ Lateral Loads Vertical Loads Wind Load psf Uniform DL Uniform LL 337.00 #/ft #/ft 6.750 in Point Load ... height Ws ... eccentricity .. .load type Seismic Concentric DL 6,234.00 lbs lbs Lateral Load 143.00 #/ft Concentric LL ... distance to top ... distance to bot .. .load type 17.500 ft 12.000 ft Seismic Seismic "I" Magnifier Wind "I" Magnifier 1.000 1.000 I Wall Analysis · J ~1foaai011 @-i\ii,.1,.,,1-1, ,s:··J-bt·iil-·@1·;sp::,i,m1,1,rn;i;:g11 '@ wum,11 :i14M@®0,;;: :.,, -1 ·AltM·®!lt'iliii,,®M¼@::MM1@1tMM¼li•W1n:~rnme,miww&11AArn: Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary For Factored Load Stresses For Service Load Deflections Seismic Willi! Seismic Wind 0.739 0.000 in 0.157 0.000 in 38,838.9 0.0 in-# 27,742.1 0.0 in-# 28,217.9 0.0 in-# 9,596.4 0.0 in-# 1.200 0.000 in 0.520 0.000 in 49,613.3 o.o in-# 30,991.8 0.0 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in Wall Design OK 17.50ft clear height, 3.50ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 4.13in, fc = 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 49,613.26 in-# Moment Capacity 95,696.10 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Waif Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As%= 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.520 in Deflection Limit 1.400 in Seismic Wind 95,696.10 In-# 80,968.64 in-# 49,613.26 in-# 0.00 in-# 5,663.63 in-# 0.00 in-# 0.52 in 0.00 in 404:1 0:1 0.0063 0.0128 99.95 psi 120.00 psi 0.0063 0.0128 99.95 psi 120.00 psi it Q. Title: Dsgnr: Description : Scope : 'leL,/;?(;, I!) Job# 'e.-'tt>'lt, (.\".;.:) Date: 10:46AM, 16 OCT 03 Rev: 560100 User. KW-0601316, Ver 5.6.0, 2-Sep-2002 (0)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Page Description BUILDING D PANEL 2 General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight 18.250 ft 2.750 ft 6.250 in 5 12.000 in 4.130 in 150.0 145.00 pcf I Loads iiGMl?MW &tlt&tlRBbfiiliMW'li?-Mi MWSMSWWdfiiiMS i@WM&tWt Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis MMtifN ±51:f\fl &E&MiWfl Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment en psf lbs ft Seismic 50.00 #/ft 18.250 ft 8.000 ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Calculations are designed to ACI 318-95 and 1997 UBC Requirements fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle : WF9i!ii\iMii¥it&Miiiiii§b¼ & ¼GtMiki11iF¥¥¥l¥ti!t 41 Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL 337.00 #/ft #/ft 6.750 in 2,702.00 lbs lbs Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 4 0.0020 0.0012 0.3190 0.3190 For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind 0.954 0.000 in 0.182 0.000 in 40,170.4 0.0 in-# 28,693.1 o.o in-# 26,464.0 0.0 in-# 9,819.1 0.0 in-# 1.422 0.000 in 0.652 0.000 in 47,859.5 0.0 in-# 31,214.5 0.0 in-# 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Summary Wall Design OK 18.25ft clear height, 2.75ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 4.13in, fc = 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 47,859.46 in-# Moment Capacity 81,068.85 in-# Mn • Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 • fc Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.652 in Deflection Limit 1.460 in Seismic 81,068.85 in-# 47,859.46 in-# 4,715.04 in-# 0.65 in 336 : 1 0.0063 0.0128 52.48 psi 120.00 psi Wind 73, 159.56 in-# o.oo in-# o.oo in-# 0.00 in 0 : 1 0.0063 0.0128 52.48 psi 120.00 psi Title: Dsgnr: Description : Scope: ~-oc; D Job# "/!:. 'l O't.--1, i.,v Date: 11 :23AM, 16 OCT 03 Rev: 560100 User: KW-0601316, Ver 5.6.0, 2-Sep-2002 (0)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Page Description BUILDING D PANEL 6 General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight I Loads Nwri HMWfFW M@W&effihff Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type 17.900 ft 3.100 ft 6.250 in 5 12.000 in 4.130 in 150.0 145.00 pcf psf lbs ft Seismic 75.00 #/ft 17.900 ft 8.000 ft Seismic Calculations are designed to ACI 318-95 and 1997 UBC Requirements fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Ma~nifier Wind "I" Magnifier 337.00 #/ft #/ft 6.750 in 4,053.00 lbs lbs 1.000 1.000 4 0.0020 0.0012 0.3190 0.3190 I Wall Analysis h@W\D@ii:l..lkN ffi\MtiblM~-DH@ ?ME&W llif·-N &Wttt5iiilrni1 ·=#-iiliPl1\lliiiiil/@IWAA\1#iiri©-liili"i<Mllli!ii'ii•iiiiMiil!Wtit1i¥iiMli%iiYliiliil/iililil\iliiliii@hieilk''OJ Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing ummary For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind 1.218 0.000 in 0.210 0.000 in 48,734.1 0.0 in-# 34,810.1 0.0 in-# 41,432.4 0.0 in-# 18,592.2 0.0 in-# 1.944 0.000 in 1.004 0.000 in 62,827.8 0.0 in-# 39,987.6 0.0 in-# 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in Wall Design OK 17.90ft clear height, 3.10ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 4.13in, fc = 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 62,827.77 in-# Moment Capacity 86,759.96 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * re Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 1.004 in Deflection Limit 1.432 in Seismic 86,759.96 in-# 62,827.77 in-# 5, 129.38 in-# 1.00 in 214 :1 0.0063 0.0128 70.67 psi 120.00 psi Wind 76,200.36 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0063 0.0128 70.67 psi 120.00 psi ... la(c;, li/0 1./ To -C:5A 'rl 0-,'(-f--y f!!__-P C ~ /+r??\ ,./or( c~3 tzz,7 · 1::.-T],--tJ c.. <U-y g_f FtieJ 0 VJv<-'tL~ ?c ~ ~tJ/o-1-f>n ~iM ~ /-z-rl,~ lf ~~ .•· ) t PCR03246 2748 LOKER AV WEST CBAD CARLSBAD OAKS BLDG D REV JAMB REINFORCEMENT PCR Loi#: JAMES C. DOOR t1h/4 TO FROM BUILDING PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT HAZ MAT/ AIR QUAL OTHER SEWER DISTR BLDG GRADING LEITER APPLICANT APPLICANT • .1 -~;~~~~M ____ -_____ CFDFORM _I ___ : P E & M WORKSHEET ._I ____ BLDG FEES COMPLETE _,.., ,, •I ., / •j