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Home My WebLink About2744 LOKER AVE W; ; CB031225; Permit.. . City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB031225 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2744 LOKER AV WEST CBAD COMMIND Sub Type: 2090810700 Lot#: $469,252.00 Construction Type: Reference #: CARLSBAD OAKS BLDG B 16759 SF CON TILT UP SHELL INDUST 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: Owner: JAMES C. DOOR 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 $1,686.16 $0.00 $1,096.00 $0.00 $0.00 $98.54 $6,703.60 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $5,400.00 D1 $0.00 $0.00 Meter Size Add'IRecl. Water Con; Fee Meter.Fee SOCWAFee 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 $8,540.39 . $0.00 $0.00 $0.00 $2,184.00 $0.00 $42.00 $1,010.00 . $0.00 $0.00 $7,373.35 $0.00 $0.00 $37,530.04 Total Fees: $37,530.04 TotatPayments To Date: $1,307.30 Balance Due: $36,222.74 Inspector: ~ FINAL APPROVAL Date: :f"'/4/4.Y 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. 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 f · i · I · · ii hi r · · r · I · 02 36222-74 _..I \~ FOR OFFICE USE O~ _ \_,,,/ PLAN CHECK No. a~~t i z.,s: PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1 ~ad~ ~J) Carlsbad, CA 92008 EST.VAL. !Jb:11 ~"2... Validate :r.-~'.t~q •.• ,t:; I z/:i / .. · Date ___ ~--1'------------ Business Name (at this address) Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use #of Stories ,/ Name Address City ;~, ' -}).P~L!9ANL :QI:contt~,¢tor,' • t[Agent ,forJ1:6ntrjldt9r '.'D"'."o~n~r. :~;:o:t;'g:ent'.for Owner." Address City Name Address i~; , "CQ~:rMPTQfl.;·-QOM.PAt,!Y":JjA!\!I!:,·,. ,, , .·-· , .. Proposed Use State/Zip Telephone # Fax# (' ~--,v~---~ ,, ------N,-., 'M " State/Zip Telephone# ," ~,,,~._,,~,,------, ~ .._~,- ' ~--,·: i, ; ' ~-~ , (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 pxemption. 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 dol ~ [$5001). vt11-,,,-a~ 20 1=,., u t...:::::-ltG:. -!?, 1? ~/..11.,~ , P~ ;:1 AGzr;-- Name Address Q City State/Zip Telephone .- L2 "L-1 T?,1/Z-- City State/Zip State License # _________ _ ~a;·· WORKERS''COMPENSATION' ,, . , ,' ,, _ Work~r~; 'c~~-p~n;~tion D~claratio-n: I hereby afiirm u~der p~nalty 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. 'l;2J, 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 .:{YCr'/'!}5., Pv A/ J? Policy No.? 66 ;;?c> UP 3 -~t' 3 Expiration Date 2.. ,.. / t?-# (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' Com sation Laws of California. WARNING: Failure to secure thousand dollars ($100,0 II subject an employer to criminal penalties and civil fines up to one hundred ,,,,...-.,--.,,----provided for in Section 3706 of the Labor code, interest and attorney's fees. DA TE /f ,-..,, 5'""' 7:?";:> SIGNATURE ;l;,., -~w:N~!:i : .... ,,,1;:,11pe¢.:· __ JIQ~ .. , , ,, , . • , , . , , . -" I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for. the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted __ with the following person (firm) to provide the proposed construction (include name/ address I 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 -----------tC9MP!,__l;T,E,1Tf,11~ $J;:¢T)O~(FQR: f/QN,41g$/D,fN.:T/A,i. s(m::.,01N¢ :p_~Rl\il,1[$, of)l,Y, ' ~-y • ' ' Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES ~NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES ,)a-NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES ~O IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. i~L-=:~~lii:$;rt'\,uC:1:1qrHe.NPm_s/i§.r(N'.C-:X ::'.": · :t: :_-_:,,~;~ :'.: .:::.::.::~· -~:-~ .-:· __ . .,,, _--:_ L · ~,-,,_-",-:::·_:_ ·-:_:_\~ _.,:-:.' --_:: :::·.-~ : ,,:-:; :-: - 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 ________________________ _ ff!..__ -~e~fL.JC~~] qff3JIJ7JQATIQN": ·. ,, , , , , -,-:-· !, ----, , ·: : : , ':} : -_ ~,, , ," -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 Code shall expire by limitation and become null and void if the building or work authorized by such permit is not enced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned f I any time after the work is f f 180 days (Section 106.4.4 Uniform Building Code). / , J APPLICANT'S SIGNATURE _::::;,i~::::'.::=i::::~===---------------DATE 4;z) /D;? WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request Permit# CB31225 Title: Description: Type: Job Address: Suite: Location: Owner: Remarks: Total Time: CD Description For: 03/30/2004 Sub Type: ~~u~<i..~ Lot Act Comment Inspector Assignment: Phone: 5622374035 lnspecto~ Requested By: PAUL Entered By: KAREN 19 Final Structural L_ _______ _ 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs/CVs Inspection History Date Description Act lnsp Comments ' ) Inspection List Permit#: CB031225 Type: COMMIND INDUST CARLSBAD OAKS BLDG B 16759 SF CON TILT UP SHELL Date Inspection Item Inspector Act Comments 03/30/2004 89 Final Combo TP AP 03/29/2004 89 Final Combo RI 03/29/2004 89 Final Combo TP co 03/26/2004 89 Final Combo RI 03/26/2004 89 Final Combo TP NR 03/25/2004 89 Final Combo RI 03/25/2004 89 Final Combo TP co NOTICE ATTCH TO 2742 03/09/2004 34 Rough Electric TP AP METER REL 02/1 0/2004 34 Rough Electric TP AP MSB, SUB PNLS, TRANS 02/05/2004 18 Exterior Lath/Drywall TP AP ENT. CANOPY 02/05/2004 39 Final Electrical TP NR 02/04/2004 39 Final Electrical TP NS 02/03/2004 12 Steel/Bond Beam TP WC 02/03/2004 14 Frame/Steel/Bolting/Weldin TP AP ENT.CANOPY 02/03/2004 34 Rough Electric TP AP ENT.CANOPY 01/07/2004 15 Roof/Reroof TP AP 01/07/2004 62 Steel/Bond Beam TP NR 01/06/2004 12 Steel/Bond Beam TP AP 12/24/2003 66 Grout TP AP TSH ENCLCMU 12/16/2003 11 Ftg/Foundation/Piers TP AP SPRD FTN. @ EXT PROJ PNL 12/16/2003 12 Steel/Bond Beam TP AP 12/16/2003 61 Footing TP AP TSH ENCL. 11/26/2003 11 Ftg/Foundation/Piers TP AP CONT. FTN 11/21/2003 12 Steel/Bond Beam TP AP PNLS 11/20/2003 12 Steel/Bond Beam TP PA PNLS 11/19/2003 12 Steel/Bond Beam TP co PNLS 10/07/2003 11 Ftg/Foundation/Piers TP WC 10/07/2003 12 Steel/Bond Beam TP AP SOG 09/30/2003 11 Ftg/Foundation/Piers TP AP 09/30/2003 12 Steel/Bond Beam TP AP SPRD FTGS 09/30/2003 21 Underground/Under Floor TP AP BLDG/SEWER 09/29/2003 11 Ftg/Foundation/Piers TP co NPP SPND FTN REINF 09/29/2003 21 Underground/Under Floor TP co NPP WASTE/SEWER 09/24/2003 22 Sewer/Water Service TP NR JUST WANTED CONF. Wednesday, March 31, 2004 Page 1 of 1 CilY of Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lite ~ Plan Check #: Permit#: Project Name: C8031225 CARLSBAD OAKS BLDG B 16759 SF CON TILT UP SHELL Address: 2744 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 a I 1a111 II II II Ill I I I I I I 1111 II I I I 11111 Ill Ill II I II I I I 111 I I I I I I I II II 11111 I Ill I I I I I I I I I I 111 I I 11 I II I Ill I I I I I I I I I 11 I I I I I I I 11111 I II I II I 11IIIII11111111 I I I I I II I Ula II lnspect~,6~ Date 64/or By: " Inspected: Approved: L---"'Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ ........................................................................................................................................................... Comments: ------------------------------- PLANNING DEPARTMENT \rl\ D \ FINAL INSPECTION 1J -~ CHECKLIST _,,,.., A; ~ Project Name:!"'" /4~/4 L I! N..--...J'~ h~ "'Plan Check No. CB Address:-917/,/_/1 'Yd_.e,.,, ~-//~roject Number: Project Pla~er( .a.~./Y) ~ A -_A' . Extension , -/~ Contact Person Phone No. Drawing No. Ins oections Final Inspection Items 1st 2nd Approved All Items below Conform with Approved Site Plan X. {/ LvwtJ 1. Project Planner confirms conditions are met I 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. ~ s-/1.0/0/ Mike Black Datr l I (H:\ADMIN\COUNTER\Final Insp Check) 03/22/2004 ... CilY or Carlsbad · Final Building Inspection Dept: Building Engineering Pl'afinihg CMWD St Lite Fire Plan Check#: Date: 03/25/2004 Permit#: CB031225 Permit Type: COMMIND Project Name: CARLSBAD OAKS BLDG B 16759 SF Sub Type: INDUST CON TILT UP SHELL Address: 2744 LOKER AV WEST Lot: 0 Contact Person: PAUL Phone: Sewer Dist: CA Water Dist: CA ............................................................................................................................................. , ............. . Inspected Date ~sapproved: __ By: ~ Inspected: Approved: Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ ........................................................................................................................................................... Comments: ------------------------------ Charles £. (Corky} Jrlason, Jr. (714) 391-2676 P.O. Box 1696 CHINO, CA 91708 .. FINAL REPORT FOR \ SPECIAL INSPECTION AND MATERIAL TESTING. TO: City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUffilNG SPECIAL INSPECTION AND MATERIAL TESTING PERMIT NO.: '#--C-#-OJ/ 2--2.) PROJECT ADDRESS: . /p~ 4-vGNue t,t)~r ,_ t#-r'1-/ft()?__g I declare under penalty of perjury that, to the best of my lmowledge, 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 o~ "J/ ;;;µlf 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: &~ ~ ~A-Svrvb)' -. SPECIAL INSPECTOR'S NAME (PRINT QR TYPE): REGISTRATION NUMBER: EXPIRATION DATE: t.,/4 ~75 ~ oie6 ~/&y SIGNATURE: Received: 3/29/04 14:52; 16195792582 -> JOHNSTON ALEXANDER & ASSOC.; age 03/~9/2004 14:18 16195792582 ALTA LAND SURVEYING ALTA LAND SURVEYING, INC. J.N. 03-584 March 29, 2004 Karl Garlichs JOHNSTON-ALEXANDER 1.2040 East Florence Avenue Sanfa Fe Springs, CA 90670 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 Carlsbad, CA. Karl: Based on our field survey layout of the bui.Jdings, I hereby certify that the buUdings 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 hesitat~ to contact me. Sincerely, Miguel A. Marti.nez, P.L.S. cc: Partner Planning and Engineering. J!4BLD·CFJ\T.~~• 01/27/2004 14:43 6264454515 James C, Dorr. AIA Ai"ohit:-ect ProJi::ct:~('1. .l.$~~a!(;/ "• tr. .. 1. .. .. Add~$$; .. ~ .. 'lfve.. Jr/ldr ......... .. ~,;; ... ~ .......... . CONT. END TRACI< w/ j", HIL TI KBII OR. EQ. @ 32,.o/c AMS 3f'-20go. STL. STUDS 0 16"o/o w/ 8'" DRYWALL E-A-. ~ SIDE Sll. SllJDS & JOJS1S PER ICBO #4943 9'-0~MAX. SLAB DOWELS -SEE FOUNDATION PLAN FOR SIZE ANO SP ACING. CENTER 24n LONG MATCHING D0\\1::LS ON POUR JOINT CONCRETE SLAB CON~ BOTTOM TRACK w/ PNUiEK .144"'J DRIVE PINS 02+,. o / c ICBO #3447 ELEC. ROOM FRAMING & CONTINUOUS FOOTING -SEE FOUNDATION PLAN FOR PAGE 02 Shi:::. . /. .. Of; ... / . Drtte: .. .1/z.'I/ ~f ......... . Job #.,."Z,'U:IL/pa:>, . SIZE &· REINFORCING ---~-~CD 107W. Hunting-ton Drive, Arcadia, California, 9:007 Phone: (62G) 440•9206 Fax: (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: --..JH.A~A+--------------DATE: --'-9_-__;:_f_tf_-_tJ_J __ JOB NUMBER: _______ _ JOB IDENTIFICATION: -----'<......::.~....:....a:::....J.t,-----...r...::.~;z..::.=J....:.L..q.L._--l...Jt!:J!.:....._~-=-~-LL4-4=-~'----'-ll--,--4..£..r--"-":....-£,.,,L- l S-9 clhe footing excavations listed 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 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 soils 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 ~CJ'~~ '• ..... . COUNTY·OF f~ )?,.e,3"e· DEPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY .DIVISION .. SPECIAL INSPECTOR'S REP._ORT DAILY D WEEKLYD FINAL E'5 JOB ADDRESS th~J C/jO #'A/?S -/4-t-J ~ #=-. . ~PJ SJ -PUP11r ~P"'?/ZZ> lo.< e 4;~ue ?v,e!fr I GENERAL CONTRACTOR ~J,N~~-,#~~ / /4-J,t'Oc..--: ttLr TYPE OF WORK: REINFORCED CONCRETE ~ MASONRY D HI-TENSILE BOLTING D EPOXY D .. PRESTRESSED CONCRETED WELDING@ DESCRIPTION OF WORK INSPECTION CJ?.~~r-4 /y.u1; !-def ff/A-~~j-~ ~ &-'2-rr>() PS) ->~~)t:p!W~) /44/f,f_ ~ee - 11'1,e#I 4 Mtr-WjJ J?,,ffwlf?;J -{F/J.:,, :¥?l~N/-, ~~4'. ,, I I ~ I .' zz/4) -ntttlef ~ -f>~c £r&c 7~ ~~~ ~ I ~~~ ) -~ ,;y/f/t //V,. . .7 / \ To the _best ·of my knowledge, work inspected .:Vas in accordance with the build' g rt ent, approved stamped design drawing~, and comp!ie~ with specifications and applicable workm~~s_hip provisl ~i.'\J. 1......, ~Coun~ codes. Date / /4~/~···. ---+, --+; ----'---~ CHARLES E. 'CORKY' MASON, JR. p.o .. Box 1696 Chino, California 91710 Phone No .. (9.09).391-2676 ·L.A.· County No .. 0386 . ~ ·' . . . . CITY OF tf'~t§'~J'Jo . COUNTY·OF f~ hR'f! .. : DEPARTMENT OF PU.BLIC WORKS BUILDING AND SAFETY .DIVISION SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLY D . FINAL' JOB ADDR'ESS 4~.s C/jO l'At?s -ur 2 ioK e .4t;rS?Hue t-v-e!fr /f vt?f 1 -/:!/5 ~_?/ 2ZS- I GENERAL CONTRACTOR ~hN~~-#~~ ·/ /4:rrt'c., ~ tt~,- TYPE OF WORK: REINFORCED CONCRETE 0 MASONRY D PRESTRESSED CONCRETE O WELDING .@ HI-TENSILE BOLTING D EPOXY 0 DESCRIPTION OF WORK INSPECTION ~ ~/PU, 7' 4P,,/ M'4kP~ -¼ ~ jK.q-- !!71~~ ,;'ftt-~'>1&" lfM "'fntK. . fo· ~1:M-·_1, ~ 71 4 e/0 ~-oM s-Fo£-f 0~~ ti C:z) 1/vk d-"h4-$'/~ /) 6tu ?~ &~.~-/'~$(_. t~/(., (c:;z,2;-1-:;.)-~if><'1,;i61..i, -~~rft--~HH'~ /o;P~ ~~ & · ~ ~ 14:4~~//).'? ~#!"~ Ji_ .r!J ~ ;_.~U4JUt - (:;) /?~. -~~ Jt/XrU, -{j) f~. --f2rtr~ ~('9) ·P0® · \ CITY OF !f«t--5~;fo . COUNTY OF 5w ~R'5°e Dt:PARTMENT OF PUBLIC WORKS BUILDING AND SAFETY -DIVISION SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLYD FINAL~ JOB ADDRESS tk/:;t,J &',je> ~/?7?S -UJ'T J ~Ke 4t;~U£ ?v~r- GENERAL CONTRACTOR r?b/4N,;-#H --.# ~~ I' A:frt7c. ~ tt~r ~b It I tJ?.r: . I TYPE OF WORK: REINFORCED CONCRETE EJ MASONRY D HI-TENSILE BOLTING D PRESTRESSED CONCRETE D WELDING D EPOXY D DESCRIPTION OF WORK INSPECTION t!P#Y~~ ~ ~~ ~uee/r:: ~. :P~-wr 07&".e?S,, . ~ ~tr,;/ 15 e:::,~~ /4~ IJ'J/il #fJ( ill-,t:,S"Jt}-1/J·Z --7/JO0 5;. -M ,~4 I:"t-llSt;. [~&? 1 -'Z ~t:_-t/-J7 ~'--). zmwU,J ~ ~ ;fC.f ~ ?'12 :i41M~ ~..,, 10 ~m".5 .11/t'. _ ~ ~,,¾;Pf -~ ~e,,,1- ~""""-~~~;CA'~ u11/tf/JW-~~ /4 . -~~ Ii-_. ,j ·r , If ~ -Je~ To the best of my knowledge, work inspected was in accordance with t e build' rtment, apf ~~ stamped design drawin,i~. and compiles with specifications and applicable workmanship p 10 ~~~ County codes. CHARLES E. 'GORKY' MASON, JR. P.O .. Box 1696 Chino, California 91710 Phone No .. (909) 391-2676 Date '11 (°? L.A. County No. 0386 CITY OF ~t.-5~·1'Jo . COUNTY·OF fM ~''fe "!DEPARTMENT OF PUBLIC WORKS .BUILDING AND SAF_ETY .DIVISION .. SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLYD FINAL D JOB ADDRESS (k,..e.t,5 8/IJO tl/?7?S -UJ7° J lo.< e lkdfHue ?t/.t!,fr GENERAL CONTRACTOR f?b/4N~~ -d ~~ I' /4-:rroc.. < tt~y TYPE OF WORK: REINFORCED CONCRETE 0 MASONRY D PRESTRESSED CONCRETE O · WELDING ~ HI-TENSILE SOL TING D . EPOXY D DESCRIPTION OF WORK INSPECTION ,~ ~ /4§ <-)/ J{ j 1;-x_ t ~ >' Ytr -{Pd 1/cr"/i,'l&J ~ >>lpe} )f~J /2 ~,---~ (1,#!,eJ:!f ·77~ v~po~tJ ~~~t. ~77it t~~ --~ i:1tP~,-/ljJ tftt;?J790_ n ~u-i t-~.r. -~% 1/--_. 'P/tMIU -I :> . ., 1/J IY-)'9; f l r / ) '\, To the ~est ·of my knowledge, work Inspected was In accordanc~ with the · cling depa ent, approved stamped design drawing~, and complie~ with specifications and applicable workmanship pr vislo f e U.8.C. and City/County codes . .. .. ,,, ;~·. Date I /r~---. /k· ---1-7 ---;--, ----,.- HARLES E. 'CORKY' MASON, JR. P.O .. Box 1696 Chino, California 9.1710 Phone No .. (9_09).391-2676 · L.A... County No .. 0386 .. CITY OF ~?5ilfo . . COUNTY·OF fw )?-?3'e DEPARTMENT OF PUBLIC WORKS BUILDING AND SAF_ETY .DIVISION .. SPECIAL INSPECTOR'S REP'ORT DAILY D WEEKLYD FINAL~ JOB ADDRESS (h/:.t,5 &'/10 /Alis ;._ · /4?" J loK e @~ue t-v,e!fr GENERAL CONTRACTOR t4J,N,:;-#H-If ~'wt_ /' A:f_r'7c.. ~ tt~,. TYPE OF WORK: REINFORCED CONCRETE 0 MASONRY D PRESTRESSED CONCRETE D WELDING '1 HI-TENSILE BOLTING D EPOXY D DESCRIPTION OF WORK INSPECTION ~d Jv.d~ ,-. ·-z: ~ ,l I ~ " >' > ?A ,~ Llfl/i -. ~ it M~1ia[ lk/T( -~ V;t R~hz) -t:¥1£ ~~-~ 97P~ 1 ~ &o/2 n /'11/& /4~, -,4 "/ ~ ?~;? :h /~~ I --. Ci~ 1 -/&) • /JU¥)/!, -'-1-J~:_ ·_£/flrl/we1r~~-~/1/.vj-d.P-"7>A~ Mt?i -. 8u,6 rt.. . -1/~ ~~z< -/l/~ru1};~ -~u~ -fMYZ/;#J - p~I/A/! -EA-fr;/n-.&r-~us. -. t1tPft ff>,-. -1/'~ R-/J ~ -6-/4-f~/~r- HA~ --/?1?JZ,lw.J .... N1P~ Js~ h¢Jus. · \ .. 7 To the best ·of my knowledge, work Inspected was in ~ccordanc~ ~ith· the b ain,.. ;H>,,.,~. ent, approved stamped design drawing~, and complies with specifications and applicable workmanship pro · JU~t,; codes. Date ./ /1r "--.. 1 /rJ --7-1-----. --,7.L---. -- · CHARLES E. 'CORKY' MASON,. JR. P.O .. Box 1696. Chino, California 9171 O Phone No .. (909).391-2676 L.A. County No .. 0386 . ·., ... · ..... CITY OF ~t.-5~~ . COUNTY·OF. f~ ~Pje ,:· ... :_: •\ . dEPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY-DIVISION .. . SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLYD FINAL.kfJ JOB ADDRESS t/445 ,!'ljO tf~s; ur? ?tJKe. IM/dn-/u-e -?v'~r I GENERAL CONTRACTOR f?bhN~~ -/J ~~ ·/.A-froc., "": tt~,,. TYPE OF WORK: REINFORCED CONCRETE D MASONRY D .. PRESTRESSED CONCRETE D WELDING ~ HI-TENSILE SOL TING D . EPOXY 0 DESCRIPTION OF WORK INSPECTION ~~§r P~/-:5 ;_ -°;I.ff 12-°;,_ Z ".,, ?~ q - -¾ 4 t' Jh ~"/ F~/Jk . Ir f J lo ~lrh"l-,w>'JJ.u/4, -(2.) p/ ~· -7' /41, f14t= ~,,( #J s J/ M/4,r (.,i;,q,, ,,, .. -'l 7 /4 :2 1o / ~ ~--ev );Pf -- )/f f /2-x.'Zx' ;J~ >zt /1,IJ l~~zx 'o/1v-~ ~,3/~??~. _-74"' .· ru ~A J/JI' ,h J./ff.,, 1/4 1"~ ~p ~-r , ? -.· ".?/4~ ~,;-S-1tv /!-µ, 1;;r~ Jr1s)Jr5,t ~~ · --("J> x:::1/,1--U:&. -J./f'J 't"}tt~-.7/4~ -h&I<!-&~ ,~ r I/ 1/4 ~ f''jf-tf ~t/( )-/tJ hd!C:.t?n1 h,P;(J-,./fU,_· ew,!,.. --:r/~ "'/z,f/er ~,I ~()K-~ H //JJ .c/.i-s~. --1/ ui~.,,,. ??r,;,c "5" /f~ ,.d-'11. 2-'-1 ,.. f \. . . . /o~#/_,,~ ~J/4~}fh: ~,/ /4t..'411;2rf· ·(()· ~ ~ 41¢->YfJ' J-t#,qk,_,_ &Jr~--' M,¢ ,t!/Wpl ~e ~£"1 el /4-r &l .6'tt?fJ- To the ~est ·of my knowledge, work Inspected was in accordance with the bull ,l,j..,-Q_,..,,_.rt ent, approved stamped design drawing~, and compiles with specifications and applicable workmanship provi ,. ns f J ~r'Jounty codes. ARLES E. 'CORKY' ~ON, JR.. P.O .. Box 1696. Chino, California 91710 Phone No._(9.09).391-2676 · L.A..·county No. 0386 · 'I ' •,: ·,. : . CITY OF.. ~t--5~7fo- . COUNTY·OF' .. .f~:-~;~·-. . ~ . ' i5EPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY .DIVISION . SPECIAL INSPECTOR'S REP'.ORT DAILY D WEEKLYO FINAL 0 JosAooREss 4?--<t-s &1/jO #'~s -ut-? &P9 & -P~1r#-~j)~1zzr ioK e 1/v~ue .. t-v,e!,fr .. · GENERAL CONTRACTOR ~hN~~ -d ~~ '·/ A-frt'c., ~ tc~ ... TYPE OF WORK: REINFORCED CONCRETE a . . r '. • ,• PRESTRESSED CONCRETE D MASONRY D . ' ·:. •. '. ~. ). .. ~ ' . 'WELDING@ HI-TENSILE BOLTING D -EPOXY D DESCRIPTION OF WORK INSPECTION {P.~~r~ /j".&n; !d 4'/A-~~j--~ ~ ~ 2.r-oo Pr) -j~:)t;/W/4y; d,nr_ ,&ee - ~f ~ Mtr-wp P~il90 -ff~i!-i' pl~~/-, ~~t:-f', ,. I . I {/ I .• 77.?J) -n~lef ~-f;~·c p-&c --;e~I ~~~ ~ I ?~rtHW ) -~1 ,y/J-/t //II('"; .7 ./ .~ . ~ ' ' . ' To the .best ·of my knowledge, work inspected was in accordance with the build' g rt ent, approved stamped design drawing~, and compiles with specifications and applicable workn1~7hl?ro:lsl . 1~:4;rounty codes. Date . / /4~ ;a;.·.. · · ---,.., -+; __,_ ___ _ CHARLES E. 'CORKY' MASON, JR. P.O .. Box 1696. Chino, California 9171 O . Phone No .. (9.09).391-2676 · · · · L.A..· County No .. 0386 · EsGil Corporation In Partnersfiip witfi (jovemment for '13ui{aing Safety DATE: July 28, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03:.1225 PROJECT ADDRESS: 2744 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET: II Building B D APPLICANT D JURIS. D PLAN REVIEWER D FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: . · (by: ) Fax #: Mail Telephone Fax In Person D REMARKS: By: Kurt Culver Esgil Corporation D GA D MB D EJ D PC Enclosures: 7/24/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In. Partnersliip witli (jovernment for '13uiCc!ing Safety DATE:. May 12, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1225 PROJECT ADDRESS: 2744 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET:I Building B o.4(JRTs. -0 APP~·IG _NT 0 ~ REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [2J 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. [2J 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. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: James Dorr Telephone#: (626) 446-9206 Date contacted: :511 ).) b) (b.y: fv ) Fax #: -4615 Mail vTelephone ........-Fax ,/Jn Person D REMARKS: By: Kurt Culver Esgil Corporation D GA D MB D EJ D PC Enclosures: 5/1/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 03-1225 May 12, 2003 !PLAN ;REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 03-1225 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 ACTUALAREA: 16759 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 03-1225 May 12, 2003 • GENERAL 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 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 Code (Title 24), which adopts the 1997 USC, 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 soil 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. 6. On sheet 8S1 .1, please specify the rebar for the 5'x1 O' footing. Carlsbad 03-1225 May 12, 2003 • STRUCTURAL 7. 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. 8. 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 pit, 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. 9. Collector elements ("drag beams") shall be designed using the special load combinations of Section 1612.4, as required by section 1633.2.6. 10. Please specify on sheet BS2.1 the thickness of the plywood roof sheathing. 11. Please specify the size and spacing for the sub-purlins on sheet BS2.1. 12. Some of the sizes specified in the calculations for the purlins are shown incorrectly on the plans! Please review. 13. Please indicate in the calculations the required cambers for beams. Then, show them on the plans. 14. On sheet? of the calculations, the 2.5:1 ratio for the subdiaphragm was checked, but the result (19.2') then yielded as statement by the engineer to use only 2 bays (for one case). -For the 19.2' indicated, at least 3 bays must be used. Please revise the plans. 15. On sheet BS2.1, the subdiaphragm created between Lines_ and_ (no grid lines on plans!) doesn't meet the 2.5:1 ratio requirement (189' to 48'). Please revise. 16. Show in the calculations how the hold down/straps shown on the framing plans were sized (for the subdiaphragms). 17. Please sequentially number all sheets in the calculations. 18. 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? Carlsbad 03-1225 May 12, 2003 • TITLE 24 DISABLED ACCESS 19. 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). 20. Please show on the plans the slope of the path that ultimately leads to Loker Ave. • ADDITIONAL 21. Please provide plumbing and electrical plans associated with this shell building (no deferred submittal). 22. 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. 23. 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 24. 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 l5PECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 2742 Loker Ave. West PLAN CHECK NUMBER: 03-1223 OWNER'S NAME: Kentoo LLC ----------- I, as the owner, or agent of the owner (contractors may not employ the special in.specter), certify that I, or the architect/engineer 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 Section 106.3.5 for the construction project located at the site listed above. SignedSl= CQ Ja es c. Dorr, A.I.A. 1. List of work requiring speciaf inspection: 0 Soils Compliance Prior to Foundation Inspection [ii Structural Concrete Over 2500 PSI . · D Prestressed Concrete D Structural Masonry D Designer Specified Ii] Field Welding Englnoer's/Arohltect's Seal & Signature Hen, D High Strength Bolting Ix] 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. Charles E. Mason Jr. B. 3. Duties of the special inspectors for the work listed ab~ve: 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 03-1225 May 12, 2003 jvALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1225 PREPARED BY: Kurt Culver DATE: May 12, 2003 BUILDING ADDRESS: 2744 Loker Ave. West Bldg. B BUILDING OCCUPANCY: B/Sl TYPE OF CONSTRUCTION: V-N BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. Tilt-Up Shell 16759 Air Conditioning Fire Sprinklers . TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance I • I Plan Check Fee by Ordinance J ..-J Type of Review: 0 Complete Review D Structural Only D Repetitive Fee [G Repeats Comments: D Other D Hourly I Hour* Esgil Plan Review Fee ($) 469,252 469,252 $1,686.161 $1,o9s.ool $944.251 Sheet 1 of 1 macvalue.doc ' .. James C. Dorr, AIA -Architect A Professional Corporation Carlsbad Oaks -Lot 7 2744 Loker Avenue West JCD #22021. 00 7/18/2003 Plan Review Correction List Response Building B Plan Check No. 03-1225 General: 1. Resubmittal through City of Carlsbad. Plans: 2. See Note# 1 -General Notes Sheet BT. 3. Inspection Program submitted with backcheck. Foundation: 4. See Letters attached. 5. Drainage is away from building. Engineering Dept. requires approved grading plan (review in process) to be attached as reference to final approved plans. 6. Reinforcing call out added. See Sheet BSI. l. · Structural: 7. Calculations added-chamfers considered. See calcs pp. 18-25. 8. Roof connections shown-See detail 8/S2.2, ~0/S2.2 & calcs p.16. 9. Drag beams checked as collectors-see calcs p. 15. 10. Plywood thickness noted on Sheet BS2. l. 11. Spacing noted on BS2. l. 12. Cales and purlin size table revised. 13. Minimum cambers noted in calc. program. 14. Sub diaphragm revised. Seep. 17 of calcs & BS2. l. 15. See correction #14. · 16. Sub diaphragm purlin cross-tie: seep. 16; building cross-tie calcs p. 18. 17. Cales re-numbered. · 18. Panel # 15 extends beyond diaphragm support. The design is based on a worst case senario (Bldg D) and applied to all similar cases. The 5,000 psi is called out on panel elevations (Sht BS 1.1 ). Title 24 -Disabled Access: 19. Disabled parking/access details revised. ·see Sheets CCI.I, CCI.2 & CAI.I. 20. See Master Site Plan Sheet CCI.Ore path of travel. Grades are shown on the Grading Plan (by others) which will be .attached to permit set as a requirement of the Ep.gineering Department. 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 r James C. Dorr, AIA -Architect A Professional Corporation Carlsbad Oaks -Lot 7 2744 Loker Avenue West JCD #22021.00 7/18/2003 Additional: 21. Plumbing and Electrical plans submitted. 22. Please read this. 23. Canopy design revised. See BS2.3. 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 t1 ' • .. I ~ BUILDING PLANCHECK CH~CKLIST DATE: S"/4o/ cf?-, PLANCHECK NO.: CB (!) 3 r _:;i S' BUILDING /4oofiiss: t;)_ 7 l[lf lA.&:-Ab~ ~ft: C'i> ld E PROJECTDESCRIPTION: ~ @,, v~ \½usth..Q~>:;(c... 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: Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Gradi~g Submittal Checklist . Right-of-Way Permit Application Right-of-Way Permit ~ubmittal Checklist and Information Sheet Sewer Fee Information Sheet H~WORD\OOCS\CHKI.S71Bulldfng Planched< Cklst Form {Generic).doc 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. ENGINEERING DEPT. CONTACT PERSON Name: 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 ; I 'r l • BUILDING PLANCHECK CHECKLIST -~'\_E'_Y\_ ~~~~,. yO ~ ~ Cl>f'~ . ITE PLAN '0-W'~ l '--I.ea{/ ~ ?W; C:.j ~ -0 ~ h_ s _c_ N J\. ~ tJ ~ fi,r 0-U 1. · Provide a fully dimensioned site plan drawn to scale. 'show: b,y ( LL~ "3·v~ . A. North Arrow. F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths (i) LO,.,-V\ C. Existing Street Improvements H. Existing or proposed sewer la1eral ~{c D. Property Lines I. Existing or proposed water service Easements J. Existing or proposed irrigation ~e[Vice fVL... 1 r- ~\}QY\,·d"li.Y~. 2. Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second 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 B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION H:IWORD\OOCS\CHKLS1'1lulldlng Plancheck Cklst Fenn (Generfc),doc 2 Rev, 7/14/00 ,.._ .. . 1sr 2No 3rc1 )(XX '\'-~ oi-oS D D D ···~ BUILDING PLANCHECK CHECKLIST ETIONARY APPROVAL COMPLIANCE . . I DEDICATION REQUIREMENTS . /\. ,,.. drain or utility easements on the building site is required for all new buildings and vrz 5. Dedication for all street Rights-of-Way adjacent to the buiiding site a!ld any storm ' ff -for remodels with a value at_ or exceeding $15,000, pursuant to Carlsbad Ne~~ Municipal Code Section 18.40.030. . ~'ff:~ rYJ1}-~ Dedication required as follows: ________________ _ "~o3~~6 ~1--03 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 X /\ 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the ,., ,0 construction exceeds $75,000, pursuant to Carlsbad Municipal Code Section ~ 18.40.040. ;.. ~ ~ . Public Improvements required as follows: . · · f'"' i,,.[ l o-,_5 ~G" ~ rd f[t57 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 \ H:IWORD\DOCSICHKLSnBulldlng Plancheck Cklst Form (RIDDLE• HARVEY 7-12-00).doc 3 Rev. 12/26196 r. ~~ ' . 1sr 2ND D D D D D D SRD 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 Jhe 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 $31 o 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: D · 6c .. ·Enclosed please find_ your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. D Future Improvement Agreement completed by: Date: . . 6d. No Public Improvements required ... SPECIAL NOTE: Damaged or defective improvements found adiacent 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. D D D 7a. Inadequate information avail~ble on Site Plan to make a determination on grading · . ~ requirements. Include accurate grading qu1:1ntities (cut, fill import, export). V ").j 7b. Grading Permit required. A separate grading plan prepared by a registered Civil ~ J\ ~ Engineer must be submitted together with the completed application form l. ~-o<O · attached. NOTE: The Grading Permit must be issued and rough grading /Je;eo. _.r-..," ~-. ~ approval obtained prior to issuanc~ of a Building Permit. ~ L({ 0 ~rr, rn x~-rading Inspector sign off by: Date: ---------- c. Graded Pad Certification required. (Note: Pad certification may be required even · if a grading permit is not required.) µv~0 H:IWORD\OOCSICHKLSnBulldlng Plancheck Cklsrfonn (Generic 7·14-00).doo 4 Rev. 7/14/00 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 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-:-Way and/or private. work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit" required for: INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad X ~ sewer service area, you Oeed to contact the Cartsbad 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 '2{ 11. Required fees are attached CJ No fees required ~ . ~ATER METER REVIEW D D ~ 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\DOCS\CHKLST\Buildlng Plancheck Cklst Fopn {Generic).doc 5 Rev. 7/14/00 ,.,. .. .J .. ' • ·o D D BUILDING PLANCHECK CHECKLIST • If owner/developer proposes 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 calcul~tions (in gpm) prior to approval. The developer must provide these calculations. Please follow these gui~elines: 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 instrume~t 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 b.e 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:\WORDIDOCS\CHKLSnBulkling Planchecl< Cklst Form (Generic).doc 6 Rev. 7/14/00 .,. ~. f --"! • • ~ 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, and 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:IWORD\DOCSICHKLSTIBulldlng Plancheck Cklst Fann (Generlc).doc 7 Rev. 7/14/00 I~ ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET .o _fatimate based on unconfirmed information from applicant. ~ Calculation based on building plancheck plan submittal . . Address: J._7l[l/ wk~ Lu Bldg. Permit No. C-Bo 3 f c:2.;2_g' Prepared by: ~ Date: B/P-7{J) Checked by: ____ Date: ___ _ EDU CALCULATIONS: List types and square footages ,tor 7a11 us~es l 1'0 a:; -'2. 3 s· Types of Use: S ~ Sq. Ft/Units: Y , o~ EDU's: _<..J_. ___ _ Types of Use:_______ Sq. Ft/Units: ______ EDU's: _____ _ ADT CALCULATIONS: List types and square footages for all uses. Types of Use: ~ Sq. Ft/Units:~<> {t G 1 751)ADT's: C, t/ Types of Use:_______ Sq. Ft./Units:. ______ ADT's: ------ FEES REQUIR.§2.:. ~ · WITHIN CFO: @-1Es (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) ONO JtibARK-IN-LIEU FEE PARK AREA & #: __ _ / FEE/UNIT:.____ X NO. UNITS: =$ L i.YZ. TRAFFIC IMPACT FEE ?.1/lr '.!!. { \ ./ ADT's/UNITS: 8 r· X FEE/ADT: .2-8 =$ ~ __ uv /\ JlA\ BRIDGE AND THOROUGHFARE FEE (DIST. #1 ~DIST. #2 __ DIST. #3 _) ADT's/UNITS: · X FEE/ADT:___ =$ z ~CILITIES MANAGEMENT FEE ZONE: , s: 1 / uNIT1sa.FT.: I 61 767 · x FEE1sa.FT.ruNIT: , fo =$ 0/0 J ,(c,-o / s/ 5. SEWER FEE / 0~ ~7?9 EDU's: 3 t 35; X FEE/EDU:~ 8 =$ ·'kl-;/ {l) b~ BENEFIT AREA: 4 EDU's: 0l_3__._5_ X FEE/EDU: /03 =$ 3L(5 1. 05 / Jht-e. SEWER LATERAL ($2,500) =$ ;::;r Js'1l!rr-DRAINAGE FEES PLDA.___ HIGH __ /LOW __ ~GRES:____ X FEE/AC: s/8. POTABLE WATER FEES =$ ~C?i o~-- U D3rc9ol3 UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IR~ _L ~j)(~.,5t-·· =::i.,fE0'""""'§trz.,&~rn:·...._n=-=-=-=-2 ......... ~~~~~$-----=-=-~~~-&0~r2~-==--- D / :s l[cm L'lu. 3'oZq-G 1 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 '·· ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*:$ ________ _ * 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 of2 F:\FEE CALCULATION WORKSHEET.doc . Rev. 7 /14/00 09/18/2003 16:51 FAX 7604384178 · CITYOFCARLSBAD ~01 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTO~:Cle,,t '2... Ag..~ OATE: 0, {t'l /pr,o°l 1- PROJECT ID~ :~-DS° GRADINGPERMn"N0.,6@...~l LOTSReauesTEDFORRELEAse:9Mte\s,; ~t~·~, ~ , . NIA= NOT APPLICABLE . ,r ¥0~...... (i ~n . 11 1...-'S'i" ,._,:.s~ (e:-.,__,r /.;. -./:; COMPLETE "--'" ~· ' ,, "\) .:, , ,J • t" 0 = INCOMPLETE OR UNACCEPTABLE 1st 2nd. tJtt 1. Site access to requested lots adequate and logiCally grcuped, 2. Site erosion oonffal measures adequate. 3. Overall site adequate for health, safely and welfare d l)Ubic. 4~ Letter 9f request to, partial ref~ submitted. s. 8 ¼· X 11 • site plan (attachment) showing requested lots submitted. 6. Compaction report from sons engineer submitted. 7. Engineer of Work certificafion of work done and pad~. 8. Geologic engineer's letter If unusual geologic« subfAlfa~ conditions exiSt. 9. Project conditions of app,ovaJ d'lecked fQI' confflcls. 10. F"tre hydrants wHhln 500 feet of building~ and all weatJier roads access to site. ~ Partial release of gracfmg fo, lhe a~ stated Iola .• approved for 1h11 purpose rl buldlng permit issuance, Issuance of building permit$ is sb'11 subject to al oormal City requirements reqlir9d pursuant to the building pennit process. . · CJ Partial release of the site is denied for the following reasor-.: Date 911i/03 Construction Manager Date >' I,_ M l "* ~ ~ C C C j . ":;:) 0 .ll-c ~D )&_D D ~DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST 'is:U>b 1'1s, t/ Plan Check No. CB o)-(72..S-Address 2--7l/V C-OJ::-b?-Arif§" o.J~T I Planner Van Lynch Phone ""'(7-=6=0.,_) 6=0=2:...·...:4-=-6~13::..-________ _ APN: 20 --0 -oo Type of Project & Use: tllJbtJt.'T"--cf'&l>() S Net Project Density: At~ DU/AC Zoning: p_;:z:: General Plan: M Facilities Management Zone: .i CFD (in/out) #_Date of participation:> f / Remaining net dev acres: 0 Circle One (For non-residential development: Type of land used created by this permit: ____________________ )- Legend: 1:8:1 Item Complete D Item Incomplete -Needs your action -~ Environmental Review Required: YES_ NO j(_ TYPE / t, l L @~/ 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 l P APPROVAURESO. NO. ______ DATE t.f.-.-/-0 )> PROJECT NO. 02--0 S- OTHER RELATED CASES: ___________________ _ Compliance with condi~ns or approval? If not, state conditions which require action. Conditions of Approvai!-'GvA '-?,f11f)..rt-A ,rr ,t>u,J II Ph1JI/A L (ff) M:Jrrur a=:@at'//IIC..lt'OAI (P,1Jo'f[c.s-o F (!;rJr,t_f?<6HT Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES __ NO$_ CA Qoastal Commission Authority? YES __ NO __ If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (6.19) 767-2370 Determine ~tatus (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: NO_ 1) Stamp Building Plans a_s "Exempt'' or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. lnclusionary Housing Fee required: YES __ NO x_ (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 1 tRo D )s:loo ~DD f.J-oo o.'?-~t-0< ~DD ~DD r:&o D ODD 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. Applicabilifr. YES · NO X 2. Project complies YES __ NO A Zoning: 1. Setbacks: 3.s' Front: Required Shown )r' Interior Side: J Required I CJ" Shown (CJ' , ~, Street Side: Required --Shown --- Rear: Required t..a r Shown -1-10 Top of slope: Required iJlA--Shown ()Jc_. 2. Accessory structure setbacks: Front: Required ______ Shown _____ _ Interior Side: .. Required rJ//~ Shown Street Side: Requir~d f\./ _ _ Shown _____ _ Rear: Required Shown _____ _ Structure separation: Required Shown _____ _ 3. Lot Coverage: Required L s.v~ Shown J"tf.-6S{jfi&r8 4. Height: .f:: ~ r r ti r "'--, \ Required ____ ,;, ____ Shown Zr wP(aAS, HJ/2--6::-V'lte.t:Jr ;-rnr 5. Parking: Spaces Required / ~T: Shown I TL (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required ______ Shown _____ _ Additional Comments ______________________ _ oK To 1ssuE AND ENTERED APPROVAL INTO coMPuTER · \), 4;rvL DATE sf ~1. H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 1 Carlsbad Fire Department 031225 1635 Faraday Ave. • Carlsbad, CA 92008 Plan Review Requirements Category: Fire Prevention (760) 602-4660 Date of Report: _0_51_12_12_0_0_3 _______ _ Buildi·ng Plan Reviewed by: / Name: James Dorr, AiA Address: 107 W. Huntington Dr. City, State: Arcadia CA 91007 Plan Checker: Job#: 031225 ------- Job Name: Bldg#: CB031225 -----------------=--Carlsbad Oaks "B" Job Address: 2744 Loker Ave. West Ste. or Bldg. No. ~ 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 031225 2nd FD Fil~# 3rd Other Agency ID ~ Carlsbad Fire Department 1635 Faraday Ave. • Carlsbad, CA 92008 Plan Review Date of Report: _05_1_12_12_0_03 _______ _ Name: James Dorr, AiA Address: 107 W. Huntington Dr. City, State: Arcadia CA 91007 Plan Checker: Job Name: Carlsbad Oaks "B" Job Address: 2744 Loker Ave. West Reviewed by: 031225 031225 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 li•i4i•J§•tiiil,i4•11 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 f~undations, underground fittings of proper design and type shall be used to avoid pipe· 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 16?5 Faraday Avenue • Carlsbad, CA 92008 • (760) 602-4666 • FAX (760) 602-8561 @ City of Carlsbad Ii• k41 •J4 ~Fi iil,14 hi 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 docume~tation to support exemption. 2. Three (3) sets of plans to be submitted shall ir,clude 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 inch)de thrust block, and all street valves. Provide information on how the size of thrust block was determined. 3. · Scope: Fire hydrants shall be provided io 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-1 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 Avenue • Carlsbad, CA 92008 • (760) 602-4666 • i=AX (760) 602-8561 @ • J ExcePtion: The :chief,rnay accept a .deficiency of up :to. lO percent where existing fire hydrants provide all or a portion ofJhe-reqLiiredfire. hydrant service. · Regardless of the _average spacing,_ fire hydrqnts shdll be located such that all points on streE?ts arid acc;ess roads adjocent to a' building or.e within the di~tances listectin Table No. A-111-8-1. TABLE NO. A-111-A~1 NUMBER.AND' DISTRIBUTION OF FIRE HYDRANTS .. FIRE FLOW-· MINIMlJ!\11 . . AVERAGE SPACING MAXIMUM. DISTANCE. FROM REQUIREMENT' -NO.OF' BETWEEN· J-IYDRANT TO ANY POINT ON ' . -(GPM). ' ·HYORANTS · 'HYDRANT$1•2i3 · STREET OR ROAD (FT~)' ··FRONTAGE4 (FT.): · : 1.,750 or less 1 ·509,.· '250 2,000:.:2;250. 2 ' 45d 225 '2,500 ~ 450 -225·. 3,000 ', 3 400 225 S,500-4;QOO 4 350 " 210 4,500-5,000 5 300 180 ·s:500 ' 6 300 180 6;000 6 250 150 ' " 6 500-7-000 •', '7 250 150 1 . } ' '8,or more5 7 ,5Q.O or more 40Q 120 .. ( .. 1 Reduce by 1 oo·feeUqr dead· end,stre~ts or. roads: , · 2 Where streets are provfcied with·m~diijn·dividers,Vl(hich 'bari be crossed ·by firefighters pulling hose lines, or a.rterial streets are provided witli four-or more traffic lanes and have.a \r9ffic count ofn:iore than 30,000vehicles per day, hy.drant spaclng:shall , ayerage. 500 f~et ,on· eo1ch sici~ of;tne stre~t' and pe arranged <;>n an alternating basis up to ·a fire-flow requii'eni~nt or,1;oqo ga!lqris per.minute aria :400 feet. for hig_her fire-flow requirements;_ · 3 · Wnere :n~w water ma/ns .are extended along_ s.treets where 'hydrants,are not_ needed tor protection of stf"l!clure ·or :similar fire problerfis, fire hydrants shall be provided at not I!3sS than· 1,000 fo~t:spac\ng· to provide for transportation hazards. 4 Reduc:e,by 5P feet for-dead.end streets or roads. g· one hydrant tor each 1,0.oo·gi:iilons-per minute ·or. tro1cticm,thereof. / '~-- 'i ' City of Carlsbad · li•UM•J¥i·EIIU,t401 Office of Fire Prevention Division MARKING OF FIRE APPARATUS ACCESS ROADS . . Municipal Code 17.040.020 Fir~ 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 (3) background shall extend at least six inches beyond the first and last letters of the text; or, 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 . . · t .:NO PARKING·· -FIRE LANE: VEHICLES IN VIOLATION WJLL BE CITED ,OR TOWED AWAY. ::}::::_}) ;'./f~\B£:~·;~,:::ff,.t·::·· .· ' 1635 Faraday Avenue • Carlsbad, CA 92008 • (760) 602-4666 • FAX (760) 602-8561 @ James C. Dorr, AIA Architect I ----·~ I---+-__ __,__ Project: .... &iu.,~,~n.k,;l ... C?.tt.t~~ ... 1'f..lr,. ... 7. .. .. Address: ............ : .. lt'tJatld ... ~w ... .t.U.~.~.:r.. .......... .. I I.Z.t "1-4 I .. c3.~.l.t&,JU~~, ..... C.~ .................... .. I ---+---:...-+-_= _,,-..,-+-~=..;b;:-------1---,1..-----+----I I ----ii------+"".,,. Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ...... .J ............ Of: .............. . Date: ... '1f-/Uj.~J ............ . Job # .. ~Z/J..'/..,,/ .... p(:). .... .. 1, ~ James C. Dorr, AIA ~ Architect Project: .(:IJ/L,v.~,1$1).,:J. .. ()A.i?.:S., .. ;. .. :L.~ . .7. .... Address: ....... , ............... L.a.f(:;~ .... l:>:u~ ... VJ.($j.( .. .Cl..l;,1.,c.,.~.(.$,,Q.l"J.,.. .. ¢..4 ..................... . ,z. ~ ii( rr t r;e40'F#Je!r ~~ ,--iii-l+"f'~"T k~ ~'ft y~Hilt ~ 1 LO ~4~.t;,, kO ~ ... ,~~IN K.L.b11'... ~-~ Gt l "PU UlD ,~ M,(tif,G,/ r;;~ I t,ti-3/Ff ( U~l~'to ~n~) P-t. .() '& ~I Wi~ 't H'?.. wt.-;; ~t-8 ?-~ j = "?</ ~~ z ,H"t.- wt....'<:. J'l-S ,,P: 4 _p :z-~' t.,u0 ~-II~ W4.,. z:. Jt.-8 ' 107 W. Huntington Drive, Arcadia, C~lifornia, 91007 Phone: (626) 446-9206 Fax: (62~) 446-4615 Sht: ........ ~ ........ Of .............. . Date: ... 4./~i/ .. O..~ ........ . Job # .. :'!Z.'(,,(1.,1.A.t.ei::? .. James C. Dorr, AIA Architect Project: .. C..l)l'tt.-:":> . .l.'bn~ .. cP..l').~.>..:':'. ... 4.rd.'. .. .!. ...... . Address: ................... l?P..fe.ft:l:r,,.,.i!Jw.: ... W..~.l. ..... .. .C..4>.i:U,S.l;J.tJ.l'J1 ... Cr~ ......................... .. ·l.o ~ ~14 :ti-/Pr Q &<Jr,...,, 4 ,e.'1/rr, W.t,z 674*/r-r w"' ~ "'rt~ ~'tF-r t::e;, 11 1i e,l'Zt.' t-i)'(.'-f)(t.i.rr !k'1f »lkL z. ~/,()'$ -e. ic:r,4/'' ?.1r(.1e, '1(1. zs) Sht: ...... .:; .......... Of: ............... . Date: ... 4}'¢.:.4/P..'!. ........... . Job # ... t.1t.,1t..rr-:A~lY. ... . · ()~ c; ¾b('40l 'e.400 f \/-8 ~I l ,;i' T I r --- W 11' Z / -4 ( rl) &. 'i "'J <j ~f f 4\_ z ii.(11) 1:. teA~fT 4.) r. D -c 14 ( I "t·J :, Z: 'G '/.t:'14~,- /.A}"<. : le. (14:J} ' t"l8 H:tr-r w-;" 'f. J4 Oos) :i ~41 W/t-r c,,} L-'r } 7..( \Oi:>/ -z t t c. 1t/ n · t..1~6' ~ ~/4,c-u:l ©:·L v-4 4) '~ z -t?t; ~'fr ~ \ -.. 1.$4 t.t-/F r w'.'-.Y) z ·\41 "¾PT' l,v'\. = ~1,;'1 *'lr--r r 'Z "1,,s.q t' tt c. s. $51e. t..<.. 1-; a.G ,,.an C "-It .,, ? ,:is-(.tr)(t;is) e • 107 W. Hun:tington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ~ James C. Dorr, AIA ~ Architect Project: .C/41.Y.U,.,!'>.~t.>.o .. &tu~-:S. ..... l': .• ~ .. 1 ..... .. Address: .................. (o .. ~").../::;v..rr.. .... 'Wfr.:d. ........... . c~.~$.t.!r.l.1 ... c.k ............................. . Sht: ......... f.. ....... Of: ............... . Date: .. ~.uja'J.. ............... . Job# ..... ?.P..;:h.~ ...... .. p 1-;zj, 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ----- Jsimes C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job # t,i-o t ( "' v Date: 4:37PM, 18 APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4616 General Timber Beam Description 48' -PURLIN ( ,'~I) 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 3.125 In 25.500In Glulam 1.250 Pin-Pin Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow FcAllow E 48.00ft ..... Lu ft ..... Lu ft •.... Lu 2,400.0psi 190.0psi 650.0psl 1,600.0ksi 2.00 ft 0..00 ft 0.00 ft L....,I F_lllllulUu, • .b .. '"-2.t_h_u_n,_fo_r_m_L_o_a_d_s _______________ ~------·PMIID!lBl'llll __ ,_J Center DL Left Cantilever DL Right Cantilever DL I Summary Ill 112.00 #/ft #/ft #/ft LL LL LL 96.00 #/ft #/ft #/ft Span= 48.00ft, Be1;1m Width = 3.125ln x Depth = 25.5in, Ends are Pin-Pin Max Stress Ratio 0.810 ; 1 Maximum Moment 59.9 k-ft Maximum Shear* 1.5 Allowable 74.0 k-ft Allowable Max. Positive Moment 59.90k-ft at 24.000ft Shear: @Left Max. Negative Moment 0.00k-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 ·85.70psi Left DL 2.69 k Max Fb 2,621.58 psi Fv 237.50 psi Right DL 2.69k Max Beam Design OK 6.8 k 18.9 k 4.99k 4.99k O.OOOin 2.904in O.OOOin 4.99k 4.99k J2mes C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Tltllf: Dsgnr: Job # Zth lf'.,tv Date: 4:36PM, 18 APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4616 General Timber Beam Description 36' -PURLIN ( f'~ "' I General Inf ormatlon Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width. Beam Depth Member Type 3.125 In 19.5001n GluLam Load Our. Factor Beam End Fixity I ~fill Lenptb Uniform Loads Ctmter DL Left Cantilever OL Right Cantilever DL Summar 1.250 Pin-Pin Center Span Left Cantllever Right Cantilever Fb ,Base Allow FvAUow Fe Allow E 112.00 #/ft #/ft #/ft LL LL LL Span= 36.00ft, Beam Width = 3.125in x Depth = 19.5in, Ends are Pin-Pin Max Stress Ratio 0.732 : 1 36.00ff ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi f,600.0ksi 96.00 #/ft #/ft #/ft Mi. Maximum Moment 33.7 k-ft Allowable 46.0 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment 33.70k-ft at 18.000ft Shear: @Left Max. Negative Moment O.OOk-ft at 36.000 ft @Right Max @ Left SuJjport 0.00 k-ft Camber: @Left Max @ Right Support 0.00 k-ft @Center Max. Mallow 46.05 Reactions ... @Right fb 2,041.70 psi fv 84.05 psi left DL 2.02 k Max F:b 2,790.21 psi Fv 237.50psi RightDL 2.02k Max t!>t1 {l't,i'') ~ IJ. G5' c./4,,,!. 14 11/1~ 2.00 ft 0.00 ft 0.00 ft Beam Design OK 5.1 k 14.5 k 3.74k 3.74k 0.0OOin 2.055ln 0.0OOin 3.74k 3.74k James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title:. Dsgnr: Job# ~ti~cV Date: 4:3~PM, 18 APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 General Timber Beam Description 30' -PURLIN ( f"-7 General Information Calculations are designed to 1997 NOS and 1997 USC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.125 in 15.000ln GluLam 1.260 Pin-Pin Center DL Left Cantilever DL Right Cantilever DL Center Span Left Cantilever Right Cantilever Fb Base Allow FvAlfow · FcAlfow E 112.00 #/ft #/ft #/ft LL LL LL haft* Span= 30.00ft, Beam Width = 3.125in x Depth = 15.in, Ends are Pin-Pin Max Stress Ratio 0.817 : 1 30.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi &liDIWWWWNWAWilBSMW#i& JiAA:¼i 96.00 #/ft #/ft #/ft Maximum Moment 23.4 k-ft Maximum Shear* 1.5 Allowable 28.6 k-ft Allowable Max. Positive Moment 23.40k-ft at 15.000 ft Shear: @Left Max. Negative Moment O.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 28.62 Reactions ... @Right fb 2,396.16 psi fv 91.85 psi Left DL 1.68 k Max Fb 2,931.18 psi Fv 237.50 psi RightDL 1.68 k Max 2.00 ft · 0.00 ft 0.00 ft MIAA@ii#ifW.W GHI Beam Design OK 4,3 k 11.1 k 3.12 k 3.12k O.OOOin 2.177 In O.OOOin 3.12k 3.12k James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# "OWZ--( .,,t?~ Date: 4:42PM, 18 APR 03 Description : · Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 General Timber Beam De&criptlon 24' -PURLIN General Information Calculations are designed to 1997 NDS and 1997 USC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.1251n 12.000ln GluLam 1.250 Pin-Pin Center Span Left Cantilever Right Cantilever Fb Base Allow FvAffow Fe Allow E 24.00ft ..... Lu ft. . .... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksl 2.00 ft 0.00 ft 0.00 ft LC.I F.JL.11.~ .. en_g_th_u_n_1, .. o_rmllllllllilLo_a_d_s ______________ ** _______ MilllmWkiiilDMmiidaa..m+M!lllll!IIBl __ ::J Center DL Left Cantilever DL Right Cantilever DL Summary 112.00 #/ft #/ft #/ft LL LL LL 96.00 #/ft #/ft #/ft Span= 24.00ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin-Pin Max Stress Ratio o.808 : 1 Maximum Moment 15.0 k-ft Allowable · 1 a.5 k-ft Max. Positive Moment 14.98k-ft at Max. Negative Moment O.OOk-ft at Max @ Left Support' 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 18·.54 fb 2,396.16 psi fv 91.85 psi Fb 2,966.35 psi Fv 237.50 psi Maximum Shear* 1.5 Allowable 12.000 ft Shear: @Left 0.000 ft @Right Camber: @Left @Center Reactions ... @Right Left DL 1.34 k Max RightDL 1.34k Max Beam Design OK 3.4 k 8.9 k 2.50k 2.50k 0.O00in 1.742in O.OOOin 2.50k 2.50k Ja,_mes C. Dorr1 AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job # -1:':l0l-f -·0 ll Date: 9:57AM, 26 APR 03 Qescrlption : Ph: (626) 446-9206 Scope: Fx: (626) 446-46j5 General Timber Beam Description BLDG B B-1 I General Information ... * a GE!JUQA Calculations are des!!'!~ to 19'!,?'!!S and 1997 UBC Requirements m S.125x31.5 Section Name Beam Width Beam Depth Member Type 6.750in 37.500in GluLam Sm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density I Full Length Uniform Loads w++WA¥&14 1a aaa Center DL Left Cantilever DL Right Cantilever DL 1.250 Pin-Pin 40.000pcf Center Span 46.00 ft ..... Lu 2.00 ft Left Cantilever ft ..... Lu 0.00 ft Right Cantilever ft ..... Lu 0.00 ft FbBaseAllow FvAllow FoAllow E 574.00 #/ft· #/ft #/ft LL LL LL 2,400.0psi 190.0psi 650.0psi 1,600.0ksi 492.00 #/ft #/ft #Jft * w AUii4 :::J ummary Beam Design OK Span-= 46.00ft, Beam Width = 6.750in x Depth= 37.Sin, Ends are Pin-Pin Max Stress Ratio o.952 : 1 Maximum Moment 300.6 k-ft Allowable 315.7 k-tt Max. Positive Moment 300.55k-ft at Max. Negative Moment O.OOk-ft at Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max.Mallow 315.68 fb 2,279.76 psi fv 135.05 psi Fb 2,394.50 psi Fv 237.50psi Maximum Shear* 1.5 Allowable 23.000ft Shear: @Left 0.000 ft @Right Camber: @Left @Center Reactions .•. @Right Left DL 14.82 k Max RightDL 14.82k Max 34.2 k 60.1 k 26.14k 26.14k O.OOOln 2.051 in O.OOOin 26.14 k 26.14k Ja.mes C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# 'tl,oU ,oO Date: 10:02AM, 26 APR 03 Ph: (626) 446-9206 Fx: (626) 446-4615 1:al1fl.i. Ver!l,M, 2·S~p.,2002 t;N!!~CALO Englne@rln eoltw@re Description BLDG B B-2 Description : Scope: ~/,(-r fo General Timber Beam General Information Calculations are designed to 1997 NOS and 1997 USC Requirements · Section Name Beam Width Beam Depth 5.125x31.5 Member Type . Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 6.750 In 25.5001n GluLam 1.250 Pin-Pin 40.000pcf Center Span Left Cantilever Right Cantilever FbBaseAllow FvAllow Fe Allow E 32.00ft ..... Lu ft , .... Lu ft ..•.. Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksl 2.00 ft 0.00 ft 0.00 ft I F.!!M*½~~!!~DliHJ?.1!2,f P + Loads • @11kbi Zii&4¥SMW$ MbW.J&bSJ Wiiillllll@,, li'A&:411 11mrnt.:i\i418Ai J.@/\A,i//\111,=J Center DL Left Cantilever DL Right Cantilever DL 574.00#/ft #/ft #/ft LL LL LL Span= 32.00ft, Beam Width = 6.750in x Depth = 25.51n, Ends are Pin-Pin Max Stress Ratio o.905 : 1 492.00 #/ft #/ft #/ft Maximum Moment 142.6 k-ft Allowable 157.6 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment 142.57 k-ft at 16.000 ft Max. Negative Moment O.OOk-ft at 32.000 ft Max @ Left Support 0.00 k·lt Max@ Right Support 0.00 k-ft Max.Mallow fb 2,338.68 psi Fb 2,584.73 psi 157.57 fv Fv 135.42 psi 237.50psl Reactions ... Left DL RightDL Shear: camber: 9.95 k 9.95k @Left @Right @Left @Center @Right Max Max Beam Design OK 23.3 k 40.9 k 17.82 k 17.82k 0.OOO!n 1.475 in 0.0OOin 17.82k 17.82k ) ' J~mes C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# t':zel--L ~oO Date: 12:42PM, 26 APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 General Timber Beam Description BLDG B B-3 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type · 6.750 in 30.000in GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1.250 Pin-Pin 40.000pcf I Full Length Uniform Loads R ft Ht/ -= @&bA\Aam #ih ., Ji# 4 fit Mitt« • Center DL Left Cantilever DL Right Cantilever DL Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E i& 574.00#/ft 574.00#/ft 574.00#/ft Wii LL LL LL 32.00ft ..... LU 6.00ft ..... Lu 6.00ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi Mi#iiWMAzt44&M£Q4:AlU#bUA6,¢;@, tiJ-h 492.00 #/ft 492.00 #/ft 492.00 #/ft I Point Loads M.:.l&.ltli\ii-ni-ii &4,., :::;;z 4&..§@E 1@ RP UifiQM I@ #SAAi. R ML&&A%£i@M@ii lit wm&$1$9 iCMi&IM1M rWWWU&QZJ/%12 Mi-\tiMM 1M4 Dead Load 9,950.0 lbs 14,820.0 lbs lbs lbs lbs Live Load 7,900.0 lbs 11,320.0 lbs lbs lbs lbs 2.00 ft 6.00 ft 6.00 ft lbs lbs lbs lbs ... distance -6.000 ft 38.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summar Beam Design OK Span= 32.00ft, Left Cant= 6.00ft, Right Cant= 6.00ft, Beam Width= 6.750in x Depth= 30.in, Ends are Pin-Pin Max Stress Ratio 0.939 ; 1 Maximum Moment -177.0 k-ft Maximum Shear* 1.5 45.2 k Allowable 211.9 k-ft Allowable 48.1 k Max. Positive Moment 58.36k-ft at 15.204ft Shear: @Left 24.39 k Max. Negative Moment -100.261<-ft at 32.000 ft @Right 32.68k Max @ Left Support -127.30 k-ft Camber: @Left 0.356in Max @ Right Support ~177.04 k-ft @Center 0.2621n Max.Mallow 211.86 Reactions ... @Right 0.4901n fb 2,098.26 psi fv 222..97 psi Left DL 22.90 k Max 43.38k Fb 2,510.91 psi Fv 237.50psi Right DL 29.60 k Max 54.14k Ja,mes C. Do", AJA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Title: Dsgnr: Description : Scope: Job# Jt~lf, ,!)'D Date: 12:52PM, 26 APR 03 General Timber Beam Description BLDG B B-4 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Seam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 6.7501n 40.5001n GluLam 1.250 Pin-Pin 40.000pcf Full Length Uniform Loads Center Left Cantllever Right Cantilever DL DL DL Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow FcAllow E 574.00#/ft . #/ft 574.00#/ft LL LL LL 44.00ft ..... Lu ~ ..... Lu 6.00ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi 492.00 #/ft #/ft 492.00 #/ft 2.00 ft 0.00 ft 6.00 ft I Trapezoidal Loads GlW&cm a P-#MWBG ki:Wlii# N ii WWW.fl I ;ae & AASIMi!iMMWANRM@WiMMW iPM4&HA!i@ ... #\Q:6§6$i-#A&J4M4RhPPi &dB A\446 '' 4 Z P@i #1 Dl@left DL@Right #2 DL@Left OL@Right I Point Loads rm:: 0:J\ H4itJ 1$ iQ j Dead Load Live Load ... distance $ ibPMMSAl#IU#il#W 9,950:0lbs 7,900.0lbs 50.000 ft #/ft 238.00 #/ft 238.00 #/ft 238.00 #/ft I qµ.; lbs lbs 0.000 ft Ll@Left LL@Right LL@Left LL@Right 11iHll\fMfN WI lbs lbs 0.000ft #/ft 204.00 #/ft 204.00 #/ft 204.00 #/ft Start Loe End Loe Start Loe End Loe 0.000 ft 10.000 ft 10.000 ft 50.000 ft $\MbMi!PiiliM9SliftttrllMM MFS;;;;,..,. 'l 4l-W\Gi8 ¼6$\\4# 112h4i ;; c/11 JL S lbs lbs 0.000ft lbs lbs lbs lbs 0.000 ft 0.000 ft lbs lbs 0.000ft Summary Beam Design OK Span= 44.00ft, Right Cant= 6.00ft, Beam Width = 6.750in x Depth = 40.Sin, Ends are Pin-Pin Max Stress Ratio o.950 : 1 Maximum Moment 342.5 k-ft Allowable 360.7 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment Max. N~gative Moment Max @ Left Support Max @ Right Support Max.MaUow fb 2,227.61 psi Fb 2,345.47 psi 342.55k-ft -75.68k-ft 0.00 k-ft -135.61 k-ft 360.67 fv Fv at 21.000 ft at 44.000 ft 179.38 psi 237.50psl Reactions ... Lett DL Right DL Shear: Camber: 16.71 k 36.44k @Left @Right @Left @Center @Right Max Max 49.0 k 64.9 k 31.08 k 37.76k 0.0OOin 1.463in 0.473in 31.08 k 65.11 k Ja,mes C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia; CA 91007 Title: Dsgnr: Job# tUJU •. c>O Date: 1 :1SPM, 26 APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 General Timber Beam Description BLDG B B-5 General Information CalculaUons are desi ned to 1997 NDS and 1997 UBC Requirements , Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 6.750in 25.500in GluLam 1.250 Pin-Pin 40.000pcf Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fc:Allow E 32.00 ..... Lu ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi 2.00 ft 0.00 ft 0.00 ft A M4A MAREE UMYMM 1% t =tB if 4 H# M•@ii!Mi /Slit 5'I 4 iG&,i li ill ii% II 6 I ,) Center DL Left Cantilever DL Right Cantilever DL I Trapezoidal Loads i!lJ,. foAJhii¥ii¥:W iii 114 13 m:atQiiA :El & #1 OL@Lefl DL@Right #2 DL@Left DL@Right I Summary 1 IM #!ft 266.00 #/ft 266,00 #/ft 147.00 #/ft 238.00#/ft #!ft #/ft LL@Left LL@Right LL@ Left LL@ Right LL LL LL 204.00 #/ft #/ft #/ft ¥!1¥#Rh¥14HMC#bt ifo Wk< #/ft 228.00 #/ft 228.00 #/ft 126.00 #/ft Start Loe End Loe Start Loe End Loe Span= 32.00ft, Beam Width = 6.750in x Depth = 25.Sin, Ends are Pin-Pin Max Stress Ratio 0.714 : 1 Maximum Moment 112.s k-ft Allowable 157.6 k-ft Maximum Shear* 1.5 Allowable Max. PositiVe Moment Max. Negative Moment 11251 k-ft -0.00k-ft at 15.616ft at 32.000 ft Shear: @Left @Right Max @ Left Support Max @ Right Support Max.Mallow fb 1,845.55 psi Fb 2,584.73 psi 0.00 k-ft 0.00 k-ft 157.57 fv Fv 110.48 psi 237.50 psi Reactions ... left DL RightDL Camber: 8.04 k 7.59k @Left @Center @Right Max Max 0.000 ft 1.700 ft 1.700 ft 32.000 ft Beam Design OK 19.0 k 40.9 k 14.27 k 13.44k 0.0OOin 1.174in 0.OO0in 14.27k 13.44k J~mes c. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Description BLDG B B-6 TiUe: Dsgnr: Description : Scope: General Timber Beam Job# ?2.r;t.,{ • et:) Date: 1 :17PM, ZfS APR 03 Calculations are designed to 1997 NDS and 1997 UBC Requirements) I General Information i:.w::ma,:.t::,st:w t J sc, t @IJ#F443tMi¼UiiW™™'1J.¥MJB&iM MA%@4Qi 6 #4/ZC 1¥ ffl¼1":&:il©:: J#SJ J ,.t h iit4&44-fo ,:,,,; elt'SilWr4d¼,J,JV,i 4¥76 alt Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 6.750in 25.500in GtuLem 1.250 Pin-Pin 40.000pcf Center $pan 34.00 ft ..... Lu. · 2.00 ft Left Cantilever 6.00ft ..... Lu 6.00 ft Right Cantilever ft ..•.. Lu o.oo ft Fb Base Allow FvAllow FcAllow E 2,400.0psi 190.0psi 650.0psi 1,600.0ksi I Full Length Uniform Loads mm:=:r..:.: Z:i:14\? 56±& WWW • • P @MetAi 4bi-i¥ !WWI?& SPli 4\#Aii SB-§ if'AW &# ,,w;;z,;g,:p;; J-i&2A?:J.\141Um i Center DL Left Cantilever DL Right Cantilever DL 238.00 #/ft 238.00#/ft #/ft LL LL LL 204.00 #/ft 204.00 #/ft #/ft I Trapezoidal Loads '*" t 4qq.gµ;0w ;; aatca @V ME-+ Ah ¢4 fMidi!id\#4+4:Wi PA @ ! t G 1 i l.fi:i& \4¥ i &~A& 2 ¢I@ liP,1121@ ,, I #1 OL@ Left 147.00 #/ft DL @ Right #/ft LL@Left LL@Rlght 126.00 #/ft #/ft Start Loe End Loe -6.000 ft 34.000 ft I Point Loads lht&J:d \ nom Ai4i .t@li .,.. NMG 4¥11 a, Wi4b ?WitWifi&&W ;af#i$ 7itii81#4#WZ I PI iiS ¢-i14 \gq h MMA\l::.::.:tt,.JZI Dead Load 9,590.0 lbs lbs tbs lbs lbs Live Load 5,850.0 lbs lbs lbs lbs lbs ... distance -6.000 ft 0.000ft 0.000ft 0.000ft 0.000 ft Span= 34.00ft, Left Cant= 6.00ft, Beam Width= 6.750in x Depth= 25.Sin, Ends are Pin-Pin Max Stress Ratio o.684 : 1 Maximum Moment -106.1 k-tt Allowable 155.1 k-ft Max. Positive Moment 57.05k-ft at 19.634ft Max. Negative Moment -65.20 k-ft at 0.000 ft Max@ Left Support -106.12 k-ft Maximum Shear* 1.5 Allowable Shear: @Left @Right Camber: @Left lbs lbs 0.000 ft lbs lbs 0.000ft Beam Design OK 27.5 k 40.9 k 19.78 k 7.72k Max @ Ri9ht Support 0.00 k-ft @Center 0.296in 0.267in 0.0OOin Max.Mallow 155.09 fb 1,740.87 psi fv Fb 2,544.08 psi Fv 159.97 psi 237.50psi Reactions ... Left DL RightOL @Right 20.31 k Max 33.97k 3.65k Max 7.72k Ja,nes C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job fl. ~'"{,,{ L vO Date: 1 :26PM, 26 AFR 03 Ph: (626} 446-9206 Fx:(626)446-4615 Description Description : Scopa: General Timber Beam General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements , Section Name Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Our. Factor Beam End Fixity Wood Density 6.7501n 25.500in GluLam 1.250 Pin-Pin 40.000pcf Center Span Left Cantilever Right Cantilever Fb8a$eAllaw FvAll,ow FcAllow E 24.00ft •.... Lu ft, ..... Lu 6.00ft ..... Lu 2,400.Q psi 190.0psi 650.0psi 1,600.0ksi 2.00 ft 0.00 ft 6.00 ft I Full Length Uniform Loads g;..,e; mz, I I tA:,10@4MW44¥MQ4iiW PMH ffNtliiMliii M &MidMII ).,Wfu MW¥ i-M&tDPS I 2 i Mt:@ ZWJVA % 41 4 1 ! tt&JJ4 ,J@ ;a u::wA Center DL Left Cantilever DL Right Cantilever DL 238.00#/ft #/ft 238.00#/ft LL 204.00 #/ft LL #/ft LL 204.00 #/ft 11[~2!~9\dal Loads te:4 UM MAIWi JIM 44\#¥14411¥4 #&iihZW!P#lAAZ:itS:Ji t &Cii#:U:# t¢ ,: JJmr,:$4 #1 DL@Left OL@Right I Point Loads &.ii.UC ;. : fftit % fl it ¥DJ!#i4WiWN@EM Dead Load 8,040.0 lbs Live Load 5,850.0 lbs ... distance 30.000 ft Summar #/ft 266.00 #/ft lbs lbs 0.000ft LL@ Left LL@Right NM? lbs lbs 0.000ft #/ft 228.00 #/ft Start Loe End Loe QWJIRW#AiftMZka& P i,Jt.5JJ4? /§6 i I : i lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 30.000 ft f ZW#P.BYN/A lbs lbs 0.000 ft 11:, /lo HI :Sdl\4 z_J lbs lbs 0.000ft Beam Design OK Span= 24.00ft, Right Cant= 6.00ft, Beam Width = 6. 750in x Depth = 25.Sin, Ends are Pin-Pin Max Stress Ratio 0.648 : 1 Maximum Moment -100.5 k-ft Maximum Shear* 1.5 26.5 k Allowable 160.5 k-ft Allowable 40.9 k Max. Positive Moment 23.59k-ft at 9.000ft Shear: @Left 5.05k Max. Negative Moment -57.85k-ft at 24.000 ft @Right 19.39k Max @ Left Support 0.00 k-ft Camber: @Left O.OOOin Max @ Right Support -100.46 k-ft @Center 0.104in Max. Mallow 160.49 @Right 0.351 in Reactions ... fb 1,647.88 psi fv 153.87 psi Left DL 1.87 k Max 5.05k Fb 2,632.64 psi Fv 237.SOpsi RightDL 18.73 k Max 32.72k Jctmes C. Dorr, AJA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# t}@u/ ,DD Date: 1 :30PM, 2a APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 Ver tl.fl,O, ~·S@ti•200.! ALO tlln lne1Jrln9 SoftWQre. General Timber Beam Description BLDG B B-7 (DL ONLY@ MAIN SPAN) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 6.750in 25.500in GluLam 1.250 Pin-Pin 40.000pcf I Full Leng!h Uniform Loads Center DL Left Cantilever DL Right Cantilever DL I Trapezoidal Loads N Wt #1 OL@Left DL@Right #/ft 266.00 #/ft Center Span Left Cantilever Right Cantilever Fb Base Allow FvAIIOW Fe Allow E 238.00#/ft #/ft 238.00 #/ft LL@Left LL@Right LL LL LL 24.00ft ..... Lu ft ..... Lu 6.00ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi #/ft #/ft 204.00 #/ft ME #!ft Start Loe #/ft End Loe .. 2.00 ft 0.00 ft 6.00 ft fW 0.000 ft 30.000 ft MiM#@@ & EH I Point Loads U&E IMI lbs lbs lbs lbs lbs lbs lbs lbs Dead Load Live Load ... distance 8,040.0lbs 5,850.0lbs 30.000 ft lbs lbs 0.000ft lbs lbs 0.000ft 0.000ft 0.000ft 0.000 ft 0.000ft Span= 24.00ft, Right Cant= 6.00ft, Beam Width= 6.750in x Depth= 25.5in, Ends are Pin-Pin Max Stress Ratio o.617 : 1 Maximum Moment -96.6 k-ft Allowable 160.5 k-ft Maximum Shear* 1,5 Allowable Max. Positive Moment 5.76 k-ft at 6.000 ft Max. Negative Moment -57.85k~ft at 24.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support -96.63 k-ft Max.Mallow fb 1,585.04 psi Fb 2,632.64 psi 160.49 fv Fv 146.52psi 237.50 psi Reactions ... Left DL RightDL Shear: Camber: 1.87 k 18.73 k @left @Right @Left @Center @Right Max Max Beam Design OK 25.2 k 40.9 k 1.87k 18.18k 0.OOOin 0.104in 0.351 In 1.87k 27.42k I ~ 1l James C. Dorr, AIA Architect · Project: .C.titt.Lh.7'AtJ .. 0tJ.~i.lut .... 7 ........... . Addre55: .. /!J .............. .l.A.Jt:b1t.,,... "b. ... W.tr:i.( .... . t;,:.J:11.Uh.~.a,.. .... :4-.......................... . I I LATERAL LOADS: 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*!/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 min=0.5*Ca*I= 0:220 Wpx Roof SubDiaphragm: Rp= 3.0 ap= 1.5 Fp=4(?p*Ca*lp}/Rp= 0.880 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= 1.4.0 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 min=0. 7*Ca*lp= 0.308 Wp Roof Level Fp=4(ap*Ca*lp )/Rp= 0.587 Wp Fp min=4*Ca*lp= 1.76 Wp !Average= 0.447 Wp Proaram inout =Average/ 1.4 = 0.320 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ...... J.J. ..... : .. .Of: ............... . Date: .. r~{L&/4.'3. ............ . Job# .. ~ZtlZ-h.4P. .... . James C. Dorr, AIA Project: .<J-b.ltkHJ.a.a ... 0:~l*-:t..~ .. Lu.r. .. 1. .. : ..... .. Address: .............. L.ai<-.~1.~l\1,1.f.l, ... ~k.:$.f. ................. . Architect G.11r..U,,;~13.l.\.a., ... Ctb-: ................................. . '7/,f ft,,1)/f..f t; ~--l/Jfbf'W(., lr,iJrh t n' f ~ ' 40 ~~ -~(1_1.. --+- __ ____;,_;,__,Af $ G. /w 0111.15c1t0/" : , t,44 (t 4) (la!f) "-,4 t. 4JS- f.,I) : /1...1::·t{az).~ 5 ~ ,s-?.. -t. ,88 z,.4 ) z 1crclrfo1 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: .... ..1.:8. ........ Of: ............... . Date:.4/r,,-:i./t?..J.. ............. . Job #.::Z.?.ei.U.'4Y. ....... . Jamee C. Dorr, AIA Architect f" Project: .ei/.Uc..).tJO.Y.J .. C?,_~ . .':.L.~1 .. 7. ............ .. Address: .(; ............. .Lo~1.. .. ./:}J.t1. .. 'tJ.~5!.f. ................. . . /'"\n . . AtU!.;i:@Af.f.,...',,.,,,l~ ................................ . , t44 (14) (1i) i ~O'!f , I '24'1 ( 14) (fz__--c,),? 4 17 ,tet·4(14J(e''t.-/"" tf!P te~ 411 "&lo il11{ 'tJ;f 3ltS' L/1( 41;;" 4t(°' 7, !/ I <?4 l , .I o Sht: ..... Jo/... ........ Of: .............. .. Date: .. 4J'(.(.1../~.'J ................ . Job # ... t.-W..?..,.J,tO(.).. ....... .. 1/l," /dP/J tVJtGp Gi£.Uc71iftifll I Vr/ ic;J. @: ~ 'Jz, C. I 'f ~It. -41t -el ~,-Jlp/)f1- ~!?W-c; It 11 ,. t I lv1 tfl'tilttt?~ret fZf tl.,,"' ,~ 4,~i'e ' k.. (J rt. f e ge, (I, 4) ~ ~o/t j t/J« ·L ,){1~1/& w /_g,'' 1/4 ¥Hk~-r. i..--n,5(i.1~ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 James C. Dorr, AIA Project: .. {;A11,e,,J..1.UJ:a .. C!lf).11t:S .... r.: .. ~ ... .l..... Sht: ...... @ ....... .Of: ............ . Address:···??············ &:r~./k1.r:. .. l.:r.Jf7Jt:f,:.. ....... :. Date: ......................................... . Architect .L,,/Jl.w..".! .. '1;J'/.U7; .... ~.. ............ ......... . Job# ... -e..:U>.U..f:fl.Q .... . / f5 ... ~ cf ~-, /)5 ~/11, U ~ ,#'"" • ;;, ( ~. to j • :~, 1 lo/· 1c ~ • :t (17 40, 1) ' cr:,7 ,.., 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 James C. Dorr, AIA Architect -Project: .. ~.11 . .1,,,).r.$.h~ .. tJp.tc-½, ....... Gn .. 1 .... . Address: ................. ~~~ ... /Jv.g .... 'IAT~:;,T. ....... . . Cl,) f.Vrh..U\:l.}f.-'1 ... C~~. ......... . . ... . .. 'o l,{r ~ ~ 'D II> y-'ltM & M~ \ (e ,t 1/t.; ~I W,~L/4.· ', ·O t 8 8 (1 s) (w) (to { i: '71'1-#" ::It I.. /1.t:1 T4.~ ':155' ;tr Q 4 K "ft te-~ ~ . ~~ 4 (~:r) ~ t, !'te'-tt: ~,10 (1.;,) z ~4/'(1 ) b~~~{1/l,W;:,, -1t7? Sht: .... 1-./.. ....... .0f: ........... . Date: .. 4/M/a.'3.. ......... . Job # .. ~~P..?.A ~~ ...... . ~-I..:.: :.~.~~~ ~ ~ ts futtu~\. 1 Pc! fl ( ~--··s-")z.. 4.,4--eo:& '6ol-T T~'l to~ ! .Jltlt::~..M_;JI:.ll!Jidl~+~ io (&,.44~6){1:·n) ~ H:1-r > 4, 4W L\~ z. <:i.1B~(io+J,1u)-z..-r t.f,s(io-t1,l'Z.5"') z -lrz.. ttJ1. /4 +-(.; l i .f·4 ( S") (:, ~h s--,) ~. 1 ~., I 4? . . cJ,·Pe-l 6,c;:r(J,o) ( 4)(12--;)(~'-) ~ /7,;) ~14?--D LJ~/£ 'I -~/4~ /4\ ·13:_ Cif: 4~ "{ -~f:L& IJ~'11: 04~ • .f:µ__~~l.~1 107 W. Huntington Drive, Arcadia, California, 91.007 Phone: (626) 44?-9206 Fax: (626) 446-4615 Project: ... C7~k'l.G;i~Q. .. O.~s.::· ..... Ln ... 7 ..... . James C. Dorr, AIA Address: ................. ~-~"h. .. ,c.\.HL .. bV.c,1i.1. .......... . Architect CAr.z...t..."?.:F.z.>Ja . .O f' ... e~ ................ .. /4) I"" I,.,, ).Jl,Jvl' I co, ~t:(is~) (Z4)(ti)-:: z· IC(S-.. l..;J; ,;,,4 'i\l'/1 ,vt t1v~1 . J,-4 'i!: 1/5(.$ G.-¥; ~ 4 05'~8) .: ~1.e rt. -i~~o(h'1,)(~) 1.. ~'i~~) t 1t,11. (. 1r).:. 5~111 u~~ ~-~t4-k M:f7' '? ~ ,G.v(' : r,:. e:} ( ~67.,. fl") ..,_ ) CI ,S,°44, ,u,,::,~·n) (4-'J .i,i4W) l'Zi~ · r l f . . L~$ (,{" 4 -'hg; M,. ~ s ~f wy'(d',\..)i \..O.J 1 k' <le(, 44 J ( -z.) (I, 7"}) -i .Z"5 .j >-./1., ,S"' ~P -.e. cPt1 ~S' (10 ··H rl-~) 2-t--~,1S--(l()t I, 1-ii) ~ i ri I~~ 4C~ :-.1,,14(~ )(s +ost )-= Jt,;.4} lPfc "l. ~v,.;r(i.'())(4 ')(1-z~)( ,;.~l.)-.:: 17S ) lt,G" . Sht: ..... 1.~ ..... 0f: .............. . Date:.A./.J .. ~.t.O..j ............ . Job# .'Z"tO.Z..J .... t"P. __ u~~ ·1-".¾bi:E'.4«-;.._t__::_'?/1: ~ 4LV° 107 W. Huntington Drive, Arcadia, Calif9rnia, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ' ~ Jamee C. Dorr, AIA ~ Architect &c.o·o/I'. :f1o~~'1 Sht: ... ;:11-: ...... 0f: ............. .. Date: .. ~/..Z·e,lo.3 ......... . Job# ,,,Z't,,.01./. ... t:l.0. .... .. .L I ,, <£ ~~~zl... d . ~,'th-·1s-,, m,"1,i: . "!. r,-: ~.15' dm~ie .r. t>tt:..{l,15'-I-.qf) 4 4, ii'! e;:: -z,1,f + 4 ° t:..1s 11 _tl~t:r &'/4 11TI/K. w/ #1:z v~ Ii /t/'c>/C:, , u.4 i.f(;;l1t.@ 1-i/'p/c... v~.@ i l: ; J l)Nf ~ t r ~ 47n-1t-f "1' .Ct:Ji./Cbtlftt,IC, ~t... i1f(~4,J.(/~{f 1:;1Q,:5'i,z /-1/'l.4' /11! J, ,~ .. ,... o,~1'1 (11!)(/.~] -c ,,111 _.f ta..s' i;;, /()/'11' I! /, 7 { c.. ., T .. . . 7,o MIi.i· flJU/4._ l!e{M.f• l)t.)(;t2tJAT~ 107 W. Huntington Drive, Arcadia, Callfornla, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 .. lames C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# Ztoll~tt>-i; Date: 8:51 AM, 2~ MAY 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4615 Scope:~,O~ Tilt-Up Wall Panel Design Description Basic Panel General Information Ca,lculations are designed to ACI 318-95 and 1997 UBC Requirements Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Def!. Ratio Concrete Weight I Loads NM Lateral Loads Wind Load Point Load ... height ... load fype Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis Basic Defl w/o P-Defta 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 Sel~mlc .. . #/ft ft ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing fc Fy· Phi Width 3,000.0 psi Seismic Zone 4 60,000.0 psi Min Vert Steel % 0.0020 0.900 Min HQriz Steel% 0.0012 12.000 In Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined 0.3190 0.3190 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" Magnifier Wind "I" Magnifier For factored Load stresses ~ Wirut 0.124 0.000 in 18,285.5 o.o in.:# 0.0 0.0 In-# 0.126 0.000 In 18,560.8 0.0 In-# 337.00 #/ft #/ft 6.750 in 337.00 lbs. lbs 1.000 1.000 for Seryjce Load Deflect;ons ~ Wing 0.089 0.000 in 13,061.1 0.0 in-# 0.0 0.0 in-# 0.090 0.000 in 13,201.0 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 Summary I Wall Design OK 18.50ft clear height, 2.50ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 2.75in, fc = 3,000.0psi Usihg: UBC 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 : Mom~nt Capacity Applied: Mu @ Mid-Span Applied: Mu@.TopofWall Max Iterated Service Load Deflection .Actual Deflection Ratio Actual Reinforcing Percentage use Allow. As 'l6 = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc I ACI Factors (per ACI, applied Internally toe liered loads) ACI 9-1 & 9-2 DL 1.400 AC I 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 AC 19-3 Short Term Factor .... seismic = ST * : 1.100 Seismic Wind 45,091.40 In-# 43,515.26 In-# 18,560.85 In-# 0.00 In-# 4,449.43 in-# 0.00 in-# 0.09 In 0;00 In 2,474 : 1 0 : 1 0.0094 0.0094 0.0128 0.0128 20.82 psi 20.82 psi 120.00 psi 120.00 osi 0.750 0.900 1.300 use 1921.2.7 "1.4" Factor USC 1921.2-.7 "0.9" Factor 1.400 0.900 } l I · ~ James C. Dorr, AIA ~ Architect Project: .. C.&.(YA1f:.:i~?:2. .. r2AB.. .. -:: .. ~ ... .? ... .. Address: .. 71 ...... Ce~i.., .. ~ ... h/4.tr.f. .............. . .l,,.,,:~n.t.~.'1/HJ.Ml,; .... ~ ......... ..... .. . ...... . Sht: ..... £~ .... Of: ............ .. Date: .. 7/Jf/t;.':) ............. .. Job# .. ZYiU-,4.P.. .. . \~:f--r--------~--~, ® 107 W. Huntingt:on Drive, Arcadia, California, 91007 Phone: (626) 446-9296 Fax: (626) 446-4615 f I James C. Dorr, AIA -Architect 1107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# 't.:l()t.,,{,t--r;,c) Date: :3:28PM, 18 JUL, 03 Ph: (626) 446-9206 Fx: (626) 446-4615 ev: Uier: KW-0601516 Ver 6.1:!,0, 2,Sep-2002 (0)196~·2002 6Nl:lRCAJ.C l:ngln@erln SQftwgre Description Panel 2 -Jamb A Description : Scope: Tilt-Up Wall Panel Design General Information Calculations are designed to ACI 318-96 and 1997 UBC Requirements Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 18.500 ft 2.500 ft 6.250 in 5 12.000 in 2.750 in 150.0 145.00 pcf re 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: USC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle 4 0.0020 0.0012 0.3190 0.3190 i..:jl ':a_.oa_d_s __________________________ 1111!11111ml ___ :J Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis i&IWWWI WMIW Basic Defl 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 8.80 #/ft 18.500 ft ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 5 INIIW91ii& For Factored Load Stresses Seismic Wind 0.536 0.000 in 24,600.2 0.0 in-# 6,627.2 0.0 in-# 1.425 0.000 in 28,022.6 0.0 in-# 337.00 #/ft #/ft 6.750 in 504.00 lbs lbs 1.000 1.000 Adil I MWMP For Service Load Deflections Seismic 0.119 17,571.6 0.0 0.121 17,779.7 Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 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 18.50ft clear height, 2.50ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 2.75in, fc = 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 28,022.63 in-# Moment Capacity 45,526.32 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 USC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc ACI Factors {per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1. 700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.121 in Deflection Limit 1 .480 in Seismic 45,526.32 in-# 28,022.63 in-# 4,449.43 in-# 0.12 in 1,841 : 1 0.0094 0.0128 23.04 psi 120.00 psi Wind 43,785.23 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0094 0.0128 23.04 psi 120.00 psi 0.750 USC 1921.2.7 "1.4" Factor 0.900 USC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 j James C. Dorr, AIA -Architect ' . 107 W. Huntington Drive Title: Dsgnr: Job # 1,.,w1.,,/ "()0 Date: 3:i6PM, 18 JUL 03 Arcadia, CA 91007 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 veir 5.e,o, 2,sep.2002 ALC Sn lneerlng 69fiw,m1 Tilt-Up Wall Panel Design Description Panel 2 -Jamb B General Information Calculations are designed to ACI 318.S5 and 1997 UBC Requirements Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight I Loads MWI Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis LZ&CS Basic Deft 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 4.130 in 150.0 145.00 pcf psf lbs ft Seismic 42.20 #/ft 18.500 ft 9.000 ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary 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 Seismid Factor LL & ST Not Combined 4 0.0020 0.0012 0.3190 0.3190 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" Magnifier Wind "I" Magnifier For Factored Load Stresses Seismic Wind 0.787 0.000 in 35,468.9 0.0 in-# 18,875.5 0.0 in-# 1.123 0.000 in 40,270.9 0.0 in-# WiHP&i Eii5W ¥+wiiiWM 337.00 #/ft #/ft 6.750 in 1,917.00 lbs lbs 1.000 1.000 IIMWA iibJ :&& For Service Load Deflections Seismic Wind . 0.165 0.000 in 25,334.9 0.0 in-# 5,278 .. 1 0.0 in-# 0.43~ 0.000 in 26,673.5 0.0 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd : SEISfvllC Parapet Bar Spacing Req'd : WIN[!) 18.000 in 18.000 in Wall Design OK 18.50ft clear height, 2.50ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 4.13in, re= 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 40,270.87 in-# Moment Capacity n,705.25 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@TopofWall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RlioBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic = ST * : 1.1 oo Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.438 in Deflection Limit 1.480 in Seismic 77,705.25 in-# 40,270.87 in-# 4,449.43 in-# 0.44 in 507 : 1 0.0063 0.0128 41.88 psi 120.00 psi Wind 71,360.97 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0063 0.0128 41.88 psi 120.00 psi 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 J ) ' . . James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Title: Dsgnr: Description : Scope: Job # ;e:v.,-c,,I ..,(/0 Date: 3:40PM, 18 JUL Q~ Tilt-Up Wall Panel Design Description Panel 2 -Jamb B General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight I Loads @A6 &i Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall An&lysis .... Basic Deft 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 4.130 in 150.0 145.00 pcf psf lbs ft Seismic 49.80 #/ft 18.500 ft 12.000 ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Calculations are designed to ACI 318.$5 and 1997 USC 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 4 0.0020 0.0012 0.3190 0.3190 Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle •• w, MiMi& iii E¥ Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier M MW 337.00 #/ft #/ft 6.750 in 2,078.00 lbs lbs 1.000 1.000 For Factored Load Stresses For Service Load Deflections Seismic 0.476 28,497.5 9,916.0 0.655 31,311.4 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# Seismic Wind 0.136 0.000 in 20,355.4 0.0 in-# 0.0 o.o in-# 0.139 0.000 in 20,777.3 0.0 in-# Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in .I I Summary Wall Design OK 18.50ft clear height, 2.50ft 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 31,311.37 in-# Moment Capacity 78,389.85 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 * RlioBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * re I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: . 1.100 Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.139 in Deflection Limit 1.480 in Seismic 78,389.85 in-# 31,311.37 in-# 4,449.43 in-# 0.14 in 1,600 : 1 0.0063 0.0128 44.03 psi 120.00 psi Wind 71,727.13 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0063 0.0128 44.03 psi 120.00 psi 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 1 r 1 l James C. Dorr, AIA Architect Project: .. 0&-M.hW.W..t!/tt.M-5. .. ::: ... lt:a. .. ?. ........ .. Address: 71 ........... '-d~,i:}y:,1e, .. t.J.~."f. ........... .. t.,_;,,l;P.~.ll,f)Or .. .!)~' ........................... .. Sht: ..... ~ ........ Of: ............. .. Date: .... .'1.'/1:8./,?,. .. 1 ........ .. Job # ... Ul!..'Zd.iOO. ...... .. UlJC. l&'G ~ 18~'ij (to)-1 1'57(,tiJi: (57,'76' . -t.. /4r;;,v1 l w _,_ . ~ fC/ zs )(1{)) ~ I ~,4 } :~< 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 I ( ! l James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# t.-u,i.-to (50 Date: 3:48PM, 18 JUL 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 C) Tilt-Up Wall Panel Design Description Entry Panel -12' high General In.formation Calculations are designed to ACI 318-95 and 1997 UBC Requirements Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight 18.500 ft 2.500 ft 6.250 in 5 12.000 in 4.130 in 150.0 145.00 pct re Fy. Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % I 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 4 0.0020 0.0012 0.3190 0.3190 I Loads W 64 MMA w &!5Wi®M41WI =--) Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis wwwwww psf lbs ft Seismic 124.40 #/ft 18.500 ft 12.000 ft Seismic Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier • 337.00 #/ft #/ft 6.750 in 5,795.00 lbs lbs 1.000 1.000 MddWN For Factored Load Stresses For Service Load Deflections Basic Deft w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic 1.115 46,011.5 41,645.0 1.948 -63,040.4 18.000 in 18.000 in Wind O.O00in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# Seismic 0.207 32,865.3 17,303.5 0.945 38,699.0 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# 18.000 in 18.000 in Summary Wall Design OK 18.50ft clear height, 2.50ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 4.13in, re= 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Ill Factored Load Bending . : Seismic Load Governs Maximum Iterated Moment : Mu 63,040.44 in-# Moment Capacity 93,779.75 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 0.945 in Deflection Limit 1 .480 in Seismic 93,779.75 in-# 63,040.44 in-# 4,449.43 in-# 0.95 in 235 :1 0.0063 0.0128 93.59 psi 120.00 psi Wind 79,946.76 in-# o.oo in-# 0.00 in-# 0.00 in J I ACJ Factors (per ACI, applied internally to entered loads) 0 : 1 0.0063 0.0128 93.59 psi 120.00 psi ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 AC( 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic = ST * : 1.100 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 1 r I t 1 ~ James C. Dorr, AIA ~ Architect Project: .. {}:;.M.:'1Jbt.V2 .... &.1il)f.&. .. ~ .... £.gt_ ... f.. .. . Sht: ..... ~../. ....... Of: ............... . Address: .................... t:L?~ .. &t!.&. .. uJ6:1:,-:t. ...... . .(:.1J.l:U!.?..O,l)i.?r····~················ .......... . Date: ... 7)..1..f/aJ ............... . Job #.Z.tU).Z,, l ... ~e ..... . J pt;),'.)(;-'(... J'-'f I (.V .,, IN PLANE SHEAR ANALYSIS: TOTAL WALL NOTE: Due to the large number of openings the Redundancy Factor (rho) is assumed to be : 1.5 Total Lateral Force From Diaphragm . Diaphragm Reaction I 37,251.001(4.0/4.5) = 33,112 plf Wall Weight ~,--1-2-.2-sl W=I ~.001 H=_I __ a_.0_01 Panel Ph = 0.244x(t/12)x150xWxH = 15,243.9 PIER 1 2 3 4 5 6 7 8 9 10 Fpx Diaphragm + Panel Redundancy factor Working Stress TOTAL Ph C=Ph / (sum Rx t)= 12,889.6 H D H/D R 96.00 48 2.00 0.179 96.00 24 4.00 0.033 96.00 24 4.00 0.033 96.00 48 2.00 0.179 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #DIV/0! #DIV/0! 0.423 = 48,355.9 X 1.5 1/1.4 X 0.7 = t .:2~~l?§r&1 F v=F/D 2301.71 47.95 424.00 17.67 424.00 17.67 2301.71 47.95 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #DIV/0! #DIV/0! 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 As sof Av 0.77 7.2 0.30 18.6 0.30 18.6 0.77 7.2 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #DIV/0! #DIV/0! I ( I l ' ~ James C. Dorr, AIA ~ Architect '$u1r-l/1A-ltJ. fs,., hJttl.l(JIJt10,V~ Project: .. 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W ( 4 -"<et,. tfA Y ~ 1 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 I ( ' ( James C. Dorr, AIA Architect ft146nw11tJt; f,e1'ii1'~.J1,1 /!.i:>' I ' ~ ; ' . i J,..._ it' . 1 .-···· -. -·r--·------. l l j ----·--t .. --... ---------' 4 t I I -~--1------__ .. , ___ -..... --··. ·-·-·--------. Project: .... C:/J./tr-k?.f.:?1.ll:'J. . .C! . .l'i..lti ... : ... l;,r.t .. .7...... .... Sht: ...... '3.'.7. ..... Of: ........... .. Address: ............ J.~_,Ov..tl:. .... /4/(ii.;_r.............. Date:'..4,./U}f?..~ ................. . .. ~H.IAl'JU, .... f:Ah...... ... .... ... ... ... . ... Job# .:t,ur.t:l,a?.. .. .. . . frv ~ I fo -~:) (Ile) (1-t ~J \Np z. oss Wf 4 (.44)(la,)-WJ4~ 1,1~ .-r: (I:-') 0~) .;f '"'Ut$,.4-(, n ') "6· !-Io • S-8 (1g--';) i ~~-7 (-11) '1. 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Address: .......................................... : ........................................... . Date: ......................................... . Job # ...... 1!.?.fi..7.i.d?..-!.. ...... . . :: * ::::: ~ ~ x :: ;~-- F '\ I··-----··· --,1 -·-······---· I< ~ i6~=:=~~~·--:~: .. ~· -'\J' -----t__;_+--+-+-----1:.--...J-.. ·-·· . ·-- -/----···-- J,__&_J. ---------~-"1----------t---t-----,--t,--.---·-....... , , ,t ~-t:,; '.' -... I; ....... . .I g" , . • I ·615 Las Tunas, Suite D, Arcadia, California, 91007 Phone: (818) 446-9206 Fax: (818) 446-4615 James C. Dorr, AIA Architect J -/ @ IG" --Pr JZ-1 Mbc< Project: ... a/.J.Y.l,,./.h.tlt.;)/4 .. (!)/:J/~·.$ .... .lat:.1 .. Address: ..................... l~t-.J!J.u(r.:./Jt/u.1.r.. ...... . .C~J3;tVPr .. e4,, ...................... .. -• -l -z .. o ""e.-D t,,,() t.v f.v f,,1 "(' /t{);,C) w~ r,1 (tv) z 11,, ~ i/jtpr ~t- t, 3 ""J (,ti)) z.. Z,1 . l,c.,., Sht: ...... 2f?. ...... Of: ............... . Date: ... tt.//..1,'/a.1. .......... . Job# ... (! .et>.Z./1.4!.Y.. ... .. {(~II.JC. t N-f;t..it.. ~'{-'(.., JPJe,,J,t.. Jot-i"'I:> SJ?fU'A.J~ ~r 4o 1t. -,!b,,:foCl;}i'({,$) ,_0 ,4 "ffe-Z. J: z O, o 1:.,;m ) (1~ ?t(} e I,., 8 1(%!0 Ct;; lO I ~ '2. ( I;,.-~ J ~ --z.. 7 4Pf 'PL t,( -z.o} ~-40 (.;I,_ bdt/. '°(1;..1') --t1 .:. ss-st/p,r 1... '-( w) -4·0 ~ g; **-tr-c f. 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job # IZtlt'tf , l,)t) Date: 4:07PM, 18JUL03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 Steel Beam Design Description FB-1' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements , Steel Section: HSS12X2X3/16 Pinned-Pinned Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads &is k, ¥ I 4 t \I i 44 9 /fiM 4%11 DL LL ST Start Location End Location I Trapezoidal Loads ™™'""® #1 DL@ Left DL@Right #1 0.027 0.040 27.000 0.053 27.00 ft 0.00 ft 0.00 ft 1.00 ft Bm Wt. Added to Loads LL & ST Act Together s I ; IAYNk5#1 #2 LL@ Left LL@Right #3 0.080 #4 M ST@ Left ST@Right #5 Fy Load Duration Factor Elastic Modulus #6 36.00ksi 1.00 29,000.0 ksi #7 k/ft k/ft k/ft ft ft Bl 4UH448#Jh419 IQ ZflUM\tdiit #Ml:@: f d i:; ;q,;:z; :u;;;: k/ft Start ft k/ft End 27.000 ft W'i@ 1 Beam OK Static L.oa(J Case Govern$ Stre$s Using: HSS12X2X3/16 section, Span;; 27.00ft. Fy 1111 36,0ksl End Fl1Clty "' Plnned-Plnnfld, Lu :;i; 1.00ft, LOF "' 1.000 Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv Actual 13.685 k-ft 14.619 ksi 0.615: 1 2.316 k 0.515 ksi 0.036: 1 Allowable 22.242 k-ft 23.760 ksi 32.400 k 14.400 ksi Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.914 in 763.4: 1 354.5: 1 I Force & Stress summary ~ '----i.&J<!EnS::..o, :llllM=iU :l!llMIDMW1:liil'm#¥1:l1$1rJ!l!i lllllllll!l!l!!IIII-Bllll!'IIMIIIDSIBllllll!llllllllllllllll!lll!IIAli ____ lllllAl!Bll-1'.1::i IJBll!IIAMIDLtllllMWMl!lll!ll!-!llllWIB-l&lNIIJIWWB,IQ& AC:#411:6? :i::t &lm&!llll!Aimlll::mi4Ci ZM!215ilC/ll!A4C:4m!, W&l!ll~i!:d:4l:114,:CWC* ;mo=1 ~ Max. M + Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ Maximum 13.68 k-ft 1.72 k 2.32 k -0.914 in 0.000in 0.000 in 0.000 ft Reaction @ Left 1. 72 Reaction @ Rt 2.32 Fa calc'd per Eq. E2-1, K*Ur < Cc DL ....Qn!L 6.35 -0.00 0.82 1.06 -0.424 0.000 0.000 0.000 0.82 1.06 «-These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST @ Center @ Center @ Cants @ Cants 13.68 k-ft -0.00 k-ft 1.72 2.32 -0.914 -0.914 0.000 0.000 0.000 0.000 0.000 0.000 1.72 1.72 2.32 2.32 0.000 0.000 0.000 0.000 k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Section Properties HSS12X2X3/16 J '---am::;:m,1;:::1~sw~&~u~-mi;;i:J!ns-Bm!l111m1111a1~~~---~~~---m11111111111111!11i~~~~=mC11:mc:i===i========= llltlDPU:IEffMI. ffl'tltU@tf!ri/l-HPAlii¥h'.HIM% flltifii.iJ:JiM4iG SJ/ pg 4AI 1 -id# lkh? 2 4 Depth 12.000 in Weight 15.86 #/ft r-xx Width 2.000in I-xx 67.40 in4 r-yy Web Thick 0.188 in 1-yy 3.55 in4 Rt Flange Thickness 0.188 in S-xx 11.233 in3 Area 4.67 in2 S-yy 3.550 in3 3.799 in 0.872 in 0.000 in 1 .• -t-.· ,-.--- James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx:(626)446-4615 Title: Dsgnr: Description : Scope: Job # ,t,uJ ii , ,> (,) Date: 4:09PM, 1 a JUL 03 Steel Beam Design Description L-1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements , Steel Section : HSS12X2X1/4 Fy Fixed-Free Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Center Span Left Cant. Right Cant 4.00 ft 0.00 ft 0.00 ft 4.00 ft Bm Wt. Added to Loads LL & ST Act Together Lu : Unbraced Length I Trapezoidal Loads ;,;,-.;;v: 1P f 411 i : S \l,,,U#WiK,tJ I S 46½ M #1 DL @ Left LL @ Left DL @ Right 0.053 LL @ Right 0.080 1000@1$@ #&I l&t8%Gf»iLli2Dll!i&WZA-ib@f.:.@ AR IG/i:$ltMJCW,J d/.-iJ& :,t, ; ST@Left ST@Right k/ft k/ft Start End ft 4.000 ft I Point Loads Ei;NL iMJiiJ4itt%iJ lPl\ ilA&rtiMititi/Bi,½tRW IW44P.M#Mlfi\@&rii# ™ 4l 0441\MMk&i#MI 41+44 ;;,g AAifik/4 Xfo iil@IMll,mll d WPl,M,:=J Dead Load Live Load Short Term Location Summary #1 #2 #3 0.820 0.720 4.000 Using: HSS12X2X1/4 section, Span:;; 4,00ft, Fy;; :36,0kel Enct Fixity "' Flxect•Free, Lu ;; 4.00ft, LDF :;; 1.000 Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv I Force & Stress Summary SC::::C.JQP; fl @W-t&JihFH LAM AS Max. M+ Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Def!. Left Cant Def! Right Cant Def! ... Query Def!@ Reaction @ Left Reaction @ Rt Maximum 7.04 k-ft 1.89 k 1.54 k -0.025 in O.OOOin 0.000 in 0.000 ft 1.89 Actual 7.037 k-ft 5.830 ksi 0.270: 1 1.890 k 0.315 ksi 0.022: 1 DL __Qn!Y,_ -3.73 1.01 0.82 -0.013 0.000 0.000 0.000 1.01 Fa calc'd per Eq. E2-1, K*Ur < Cc I ~.!~!,i~~ f!'.?.f,!~~! HSS12X2X1/4 Depth 12.000 in Width 2.000in Web Thick 0.250 in Flange Thickness 0.250 in Area 6.17 in2 Weight I-xx 1-yy S-xx S-yy #4 Allowable 26.070 k-ft 21.600 ksi 43.200 k 14.400 ksi #5 #6 #7 k k k ft Beam OK Static Lgad Ci1::1e Govern!i Stre$ff Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.025 in 7,213.9: 1 3,820.6: 1 Ai& 4§ i£€&$d&£i@U4!.AM I &:.¼J..b,:::....mr,:u-;; «-These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST @ Center @ Center @ Cants @ Cants -7.04 1.89 1.54 -0.025 -0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.89 1.89 PAW tiQiiliiilM g #41¼-A? El "2 @ ;g;g @44 .\P 20.96 #/ft r-xx 86.90 in4 r-yy 4.41 in4 Rt 14.483 in3 4.410 irJ3 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k % , /Bl 4 i,i if.Mt¼\, ;;4141.1liJ,t} 3.753 in 0.845 in 0.000 in _ _,, 1 GEOCON INCORPORATED ~ -------------------------G-EO_T_E-CH-N-IC_A_L_CO_N_S_U_LT.~AN_T_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 PLAN REVIEW RECE-IVED JUN 19 2003 JAMES C. DORR, AIA, INC. .J) ZZov/.c0 References: I. 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.1, BSI.J, CSJ.l and DSJ.J, 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 the 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 92121-2974 • Telephone (858) 558-6900 • Fax (858) 558-6159 ~~D ~t!( "'-',.,_ r .. • 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, JN:bjl (2) Addressee (1) _ Mr. Jame$. C. Dorr .. _ P.roject No. 06501-22-02 -2 -I • June 18, 2003 07/10/2003 09:20 858-558-6159 GEOCON INC PAGE 02/02 r ., 1' GEOCON: INOOBPORA'I'ED ~ Project No. 06501-22-02 February 5, 2003 ~EOTECHNICAI. CONSUlTANTS 0 Kentoo, LLC . 4510 Executive Drive, Plaza Five Sari Diego, California 92121 Attention: Subject: Mr. Ken Se.tterle6 CARLSBAD OAKS LOT NO. 7 LOKER .A VENUE WEST CARLSBAD, CALIFORNIA UPDATE GEO:rECHNICAL INVESTIGATION Reference: Geotec!mical Investigation, Carlsbad.Oaks Lot No. 7, Loker Avenue Wes~, Carlsbad, <:;alifornia, prepal'ed by Geocon Incorporated, dated May 10, 2000 (Project No. 06501-22-01). Gentle.men; In accordance with ypur authorization and our proposal No. LG-03025 dated January 20, 2003, this report present.s the results of our Update Geotechnical Investigation for the subject Site. Geocon Incorporated previously· submitted the report referenced above which addresses a diffo't'ent building configuration on the same site. We ~dersta:nd that four new buildings and associated parking are proposed for the site, The locations of our geoteohnical borings reported in the referenced report are shown in relation to tbe proposed buildings on the site plan, Figure 1. In preparing this update report, we have reviewed the l"eferenced report ~nd visited the site. The recommendations presented in the -referenced report_ are applicable to site development as currently p:ioposed. In addition. a drainage swale will be located aqjaoent to Building· D. Footings that will be located within seven feet of the fa.ce of the swale should be e:x.tended in depth such that the outer bottom edge of the footing is at least 7 feet horizon'tally ins.ide the face of the slope. Should you have ·an.y questions regarding this letter, or if we me.y be of further service, please contact the undersigned a:t your convenience. · · V my truly yours, . t~~RPORATED fosepli J. Vettel GE2401 JJV:nu:ns . (2) Addressee · (1/fax) Mr. Mike Card RECEIVED JUL 10 2003 JAMES C. DORR, AIA, INC. 6960 Flonden Drive • San Diego, Colif<>mla 9:2121-2974 • ielephone iass) 558-6900 • Fax (858) 558-61$9 I l l. ., I ' ! I·. l.. l ! L. L I l. I J.. I. J I .1 · 1. J.. 1 J_ .J J. 'j j J ~\. . GEOTECHNICAL I_NVESTIGATION E6MM41 MMI-Mi> @ CARLSBAD OAKS LOT NO. 7 LOKER AVENUE WEST CARLSBAD, CALIFORNIA PREPARED FOR KAISER AEROSPACE & ·J=LECTRONICS · FOSTER CITY, CALIFORNIA . RE(';EIVED J.Ut 1 4· 2000 ENGlNEERfNG RECEIVED DEPARTMENT D~C 1 9 2002 'JAMES C. DORR, AIA, INC. zwt.,I.~ MAY2000 ,.,..,-G f"e;~ tiz> l ' 1 ·i GEOCON ! I . INCORPORATED Project No. 06501-22-0 I May 10, 2000 Kaiser Aerospace & Electronics 950 To:wer 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 herewith the results of our GeotecmJ.ical 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, JJV:DB:lek ( 6) Addressee 6960 Flanders Drive a Son Diego, Colifornio_92121-2974 • Telephone (858) 558-6900 ra Fox {858) 558-6159 l '1 .I j . ,:1 :~~I :;1 .I ·J .. TABLE OF CONTENTS 1. PURPOSE AND SCOPE ... _. ............................................................................................................. l 2. SITE AND PROJECT DESCRIPTION ........................................................................................... 1 3. SOIL AND GEOLOGIC CONDITIONS ......................................................................................... 2 3.1 Previously Placed Fill Soils ................................................................................................... 2 3.2 Santiago Forrnation ................................................................................................................ 2 4. GROUNDWATER ................................... ,. ........................................... : ........................................... 2 5 . GEOLOGIC HAZARDS .................... i ............................................................................................. 2 5.1 Landslides .............................................................................................................................. 2 5.2 Fa~lti~~ ·········!·······::·:···.····· ......... _. ............................................................................................. 3 5.3 Se1sm1c1ty-Determ1n1st1c 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 .................................................................................................................... I 0 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 Revie\V ................................................................................. 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 ., I ! ·-.i I TABLE OF CONTENTS (Continued) APPENDIXB LABO RA TORY TESTING Table B-I, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results Table B-II, Summary of In-Place Density and Direct Shear Test Results 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 APPENDIXC RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES ,. GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of a ·geotechnical investigation for the proposed Kaiser Aerospace & Electroriics facility proposed for Carlsbad Oaks Lot No. 7 on ·Loker Avenue West in Carlsbad, California (see Vicinity Map, Figure °I). The proposed facility will b~ innnediately west of the existing Kaiser Aerospace & Electronics facility. The purpose of the investigation was to observe and sample the prevailing soil 'and rock conditio~s underlying the site and t<? provide recommendatioris relative to geotechnical asp_ects of developing the property as proposed. The scope of services includ_ed 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. Labo_ratory tests were performed on selected samples obtained from the borings to detennine 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, Califqrnia. The property is bounded by commercial development to the southwest and by the existing Kaiser Aerospace & E~ectronics 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 conta_ined herein are based on our site re_connaissance, subsurface investigation, and review of preliminary site plans. If project de.tails vary significantly' from those described, Geocon Project No. 06501-22-0 I -l -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 otir 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 fiII soils were encountered in aII 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 fiII soils, and partial removal and recompaction should be performed in accordance with the Grading section of this report. 3.2 Santiago Formati'on The Santiago Formation underlies the fill materials and exterids to· the maximum depth of exploration of approximately 11 · feet. The Santiago Fonnation 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 \.vill typically perch on the top of the relatively impervious formational strata. Therefore, proper surface drainage of irrigation and rainfall runoff, as well as proper construction of retaining wall subdrains, will be critical to fuh;lre 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 wo~ld impact the project. Project No. 06501-22-01 -2 -May IO, 2000 -- :'./' .. ,. 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 evidence 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 Ro'se Canyon Fault Zone is the most significant source for potential ground 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 I 00-year time interval (CDMG Note 43). Presented on the following table are the earthquake events and effective site acc.elerations for the faults considered most likely to subject the site to ground shaking. Project No. 06501-22-01 • 3 • May 10, 2000 -·- ' • I TABLE 5.3 DETERMINISTIC SITE PARAMETERS FOR SELECTED ACTIVE FAULTS I)istance 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 10 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 7.1 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 mode:rate to severe ground shaking in the event of an earthquake along ~ny of the faults listed in Table ·5.~ or other faults in the southern California and · northern Baja California region. However, we do not consider the site to possess any 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 L'iquefaction Potential Soil liquefaction occurs in relatively loose, cohesionless sands located below the water table that are subjected to ground accelerations from earthquakes. ·oue to the high density of the unqerlying Santiago Formation strata and the lack of permanen_t near-surface groundwater, the potential for liquefaction occurring at the site is conside~ed "very low." Project No. 06501-22-0 I -4. May 10, 2000 j. 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 General 6.1.1 6.1.2 6.1.3 From a geot'echnical 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 ·fin 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 With the exception -of possible strong seismic shaking and highly expansive soils, :q.o significant geologic hazards were .observed or are known to-exist on the site or other locations that could _adversely affect the proposed project. 6.2 Excavation and Soil Characteristics 6.2.1 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 1~0 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; ProjectNq. 06501-22-01 -5-May 10, 2000 .I I I J 3 j l I -~ ;/ J ,: 6.2.2 6.2.3 6.3 6.3.1 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 equipment. 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 responsibiHty of the contractor to ensure that all excav~tions and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations in order to maintain safety and maintain the stability of adjacent existi~g improvements. Seismic Design Criteria The following table summarizes site specific design criteria obtained from the 1997 Uniform B~ilding Code (UBC). The values listed in Table. 6.3 are for the Rose Canyon Fault which 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, c. 0.40 Table 16-Q Seismj.c Coefficient, Cv 0.56 Table 16-R Near-Source Factor, N. 1.0 Table 1_6-S Near Source Factor, Nv 1.0 Table 16-T Seismic Source AIB Table 16-U 6.4 Grading 6.4.1 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. 6.4.2 Earthwork should be ohserved, and compacted fill tested by representatives of Geocon Incorporated. Project No. 06501-22-0 I -6 -May 10, 2000 . , •. '•! .. :, .''J w ·'j I ' 6.4.3 A preconstruction conference should be held at the site prior to the beginning of grading operations with the developer, ·contractor, civil engi!leer 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 6.4.5 6.4.6 6.4.7 '6.4.8 6.4.9 existing_ improvement~ 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 existin¥ underground improvements within the proposed buildin_g areas should be removed and the resulting depressions prop~rly backfilled in accordance with the procedures descrjbed herein. 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 withirt 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 . 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 plac~d in horizontal loose layers approximately 8 inches thick, moisture conditioned to a water content 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 .. 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. Ge~con 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 I: 1 (horizontal:vertica.l) 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 shored in ac.cordance with applicable OSHA codes and regulations. Project No. 06501-22-01 -7 -May 10, 2000 .<1 J _; .. , ... , ... ! ·i i l I I 6.4.10. Pennanent cut and fill slopes should be no steeper than 2: 1. Slopes, if any, wilf 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 6.5.3 Foundations The proposed structures can be supported on shallow footings. The building should be founded a mini~um of 12 inches into fonnational rpateri!1ls. Foundations for the s):ructure 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 ad}acent pad grade. Depending on final grades, these depths may have to be increased to provide adequate embedment into fonnational. materials. A footing dimension detail is presented in Figure 3. Steel reinforceme~t 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 struc~ral engineer. The minimum reinforcement recommended above is based on soil characteristics only (Expansion Index of 130 or less) and is not intended to replace reinforcement required for structural considerations . . The recommended allowable bearing capacity for 24-inch-deep by 12-inch-wide foundations bearing in fonnational materials is 4,000 pounds per square foot (psf). These allowable s~il 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 an.cl 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 addit~onal foot of width, to a maximum allowable bearing capacity of 3,000 psf. The values presented above are for de.ad plus 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 :-.:; ··1 }!' ·.· ··( -j "J ·/ i :I ··1 .. ) 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 b_ottom 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 struch).re. The post-tensioned systems-should be designed by a structural engineer experienced in p'ost-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. Thomthwaite Index -20 2. Clay Type -Montmorillonite 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 l I , l l I ·I '• I ·' :-/ :! 6.6.2 6.6.3 directions. The slabs should be underlain by 4 inches· of clean sand. Where moisture sensitive floor coverings are planned, the slabs shouid be underlain by a visqu_een moisture barrier placed at the midpoint of the sand blanket. Where heavy con~entrated floor loads or heavy forklift loads are anticipated, Geocon Incorporated should be contacted for specific recommeridations. The concrete slab-on-grade recommendations are based on soil support characteristics only. The project structural engineer should evaluate the. structural requirements of the concrete slabs for supporting equip~ent and storage loads. All exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance wit~ the foIIowing recommendations. Slab panels in excess of 8 feet square should be reinforced with 6x6-W2.9/Vv2.9 (6x6-6/6) welded wire mesh to reduce the potential for cracking. In 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 pri01: 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 foun.dations as a result of· differential movement. However, even with the incorporation of the .recommendations presented here.in, foundations and slabs-on-grade will still exhibit some cracking. The occurrence of concrete shrinkage cracks ate 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 Assodation (PCA) and American Concrete Institute (ACI) pres·ent 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 eubic foot (pcf) ~hould be used for design of footings or shear keys poured neat against properly compacted granular fill soils and formational materials, respectively. Project No. 06501-22-01 -IO -May 10, 2000 ::1 ::. 't The upper 12 in~hes of material -in areas not protected by floor 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 0.4 should be used for design. 6.8 Retaining Walls 6.8.1 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 t9 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 ass1;1me a properl_y compacted granular (EI. less than 50) free-draining backfill material with· no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 6.9 Preliminary Pavement Recommen~ations 6.9.1 The following recommendations are provided for preliminary design 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 prelin:iinary sections. One laboratory R-value test was performed and the results indicate that subgrade soils have an Project No. 0650 l-22-0 I -l 1 -May 10, 2000 !· ' R-value of approxi1!1ately 10. Preliminary recommendation,s 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 Class 2 base should c~nform to Section 26-1.028 of the Standard Specifications for The State of Californ{a Department of Transportation (Ca/trans) with a ¾-inch maximum size aggregate and should be compacted to a minimum of 95 percent of t)1e maximum dry density at near optimum moisture content. The asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Work,s Construction (Green Book). 6.9.4 Where trash bin enclosures are planned within asphalt paved areas, the pavement sections should consist of7 inches of Portland cement concrete reinforced with No. 3 bars spaced at 18 inches in each direction: The concrete should extend into the roadway sufficiently so that the front wheels of the trash truck are on the concrete when loading. 6.9.5 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 su~face drainage within the planter should be such that ponding will not occur. 6.9.6 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. 06501-22-01 -12 -May 10, 2000 l ,, I 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 proposed 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 materi~I. 6.11 6.11.1 Foundation and Grading Plan Review Geocon Incorporated 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. :··1 ') ·i '/ Project No. 06501-22-01 -13 -May 10,2000 I ·., :j 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, wheth~r they result from legislation or the l?roadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by ch_anges outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 06501-22-0-l May 10, 2000 '··/ .'I i .I i \ COSl-0S CT -----------------.,,,,. ____________ _ SOURCE : 2000 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WTTli PERMISSION GRANTED BY THOMAS BROTHERS MAPS, \ \ THIS MAP IS COPYRIGHTED BY THOMAS BROS, MAPS. IT IS UNLAWFUL TO COPY OR REPRODUCE ALL OR ANY PART THEREOF, WHETHER FOR PERSONAL USE OR RESALE, WJTHOl/T PERMISSION GEOCON INCORPORATED GEOTECHNICAL CONSULT ANTS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121·2974 PHONE 858 558-6900 • FAX 858 558·6159 JV /JMW I 1 DSK/D000D x/R1411 ORAFTING/430/CARLOAK1 DATE CARLSBAD RACEWAY t· N 10 zc: NO SCALE VICINITY MAP CARLSBAD OAKS LOT #7 CARLSBAD, CALIFORNIA 05-10-2000 I PROJECT NO: 06501-22-01 I FIG. 1 ··l ,';1' -j ·1 I , ., t N SCALE: 1".= 100' ·':. ., -· ". . . . -. , ... "'I. .... GEOCON INCORPORATED 8-8 f'lit1'05a:1i~T'R!Al ~!ifTNI ~ ~~ tf Mrmrih, ~eL~ r I ·B-3 I ~ A~ 1.f:l -----8-2 ~ ........ APPROX. LOCATION OF BORING -·-.... . -. . . -..__ -----...... ii',rr-. : • : : • i ; • : ...... . . ·- ' _ _,__.__,.. -- BORING SITE PLAN GEOTECHNICAL CONSULT ANTS . 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA J92121·2974 PHONE 858 558-6900 • FAX 858 558-6159 CARLSBAD OAKS LOT #7 CARLSBAD, CALIFORNIA JV /JMW I I OSK/ 00000 DATE 05-10-2000 {PROJECT NO. 06501~22-01jFIG. 2· ·, ·I I .:j ::,1 :=;I ·-1 j I . i I I ) ·1 WALL FOOTING CONCRETE SLAB VIS QUEEN - COLUMN FOOTING CON(,::RETE SLAB * ~ i= I-"-ow 00 LL. 1. * ~ i= I-"-0 W 00 LL. PAD GRADE 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· GEO TECHNICAL CONSULT ANTS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121 • 297 4 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 os-10-2000 I PROJECT No.·osso1-22-01!F1G.3 RETAINING --+-- WALL 12" MIN. 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 CONSULT ANTS 6960 FLANDERS DRIVE · SAN DIEGO, CALIFQRNIA 92121·2974 PHONE 858 558-6900 · FAX 858 558-6159 . JV /JMW I . I DSK / GTYPD RETWALL / VII-IXVRSS CARLSBAD OAKS LOT #7 CARLSBAD, CALIFORNIA . . DATE 05-10-2000 I PROJECT NO. 06501 • 22 -01 I FIG. 4 '· I.-., . ,\ ·-.· ,• ~ I • • ,• ,• •.', .... ,. / , ..... .,. ' . . ; .. ·: .;,·· ... · ·. · .... · . . ·.·· ' .. ... .I ..... ·.·. \ ,' I ·/ ·1 .. , - :· . ·.·' ·.·· / ·, ..... .·_ ,• ·,·· > :· ·J ·1 i j i I I ' APPENDIX A FIELD INVESTIGATION The fieJd investigation was performed on April 24, 2000, and consisted of drilling eight small-. . diameter borings at the approximate locations shown on Figure 2. The small-diameter borings were -. . drjlled 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 sample~ were obtained_with the drill rig by driving a 3-inch 0. D., split-tube sampler 12 inches into the undisturbed materials with blows from a 140-pound hammer falling 30 inches. The split-tube sampier was equipp~d with i--inch-hi.gh 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 sampler 18 inches in accordance with ASTM D 1586. The number of blows to drive the sampler the last 12 of 18 inches is reported. Disturbed bulk samples were obtained from drill cuttings and SPT testin·g. The soil conditions encountered in the borings were visually examined, classified, and logged in general conformance with the American Society for Testing and Materials (AS1M) 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. 06501-22-0 I May 10, 2000 i I l .P.ROJECT NO l 06501-22-01 0:: BORING B 1 -->-L1J t!) f-Zw'"' >-,.... DEPTH 0 <I: Ou• f-""' w~ SAMPLE _J ::c SOIL Hzf-H, n:: '-" IN 0 0 CLASS f-<tl.!.. (/)l.!.. ::) f- NO. :r: z ELEV. (MSL.) DATE COMPLETED 4/24/00 <I:f-'\. z. FEET f-::) (USCS) Q:: (:/) (/) Wu f-;z --H 0 f-H::C o. (/) l.J.J _J n:: L!Ju,O >-0... Hf- t!) EQUIPMENT IR A-300 8" HSA z L!J_J Oz ~0::e; Q:: '-' :c.a .o u MATERIAL DESCRIPTION --._ 0 --:y1·:· ML FILL '-. ' .. , ' Firm, moist, brownish-yellow, fine Sandy SILT / ,_ 2 -, .. ,.,',! -··-..... , , •. SANTIAGO FORMATION - '--.-Bl-1 :: :::: :: : Very dense, moist, brownish-yellow, fossiliferous -50/5" 113.5 12:4 .... Bl-2 ...... ,·.· · SANDSTONE . ,., .. '--4 -:: :: :: ;:: ..... ·i· ,; :- ,",.",','• '---... , Bl-3 . ' .. , 150/5.5" 1.' •• , 114.6 M.8 ... BORING TERMINATED AT 5.5 FEET -- ... -- - .. ' - - .I I I COL7 Figure A-1, Log of Boring B 1 0 . , . SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE IJ.,, STANDARD PENETRATION TEST •••• D.RIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS iiiJ ... 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 PROJE~T NO 06501-22-0 l a:: BORING B 2 ··->-w U) I-Zw"' >-"' DEPTH 0 <I: Ou• 1-,,.._ w:s: SAMPLE .J 3 SOIL Hzl-H. a::'-'" I IN 0 Cl CLASS 1-<Cl.J.. (/)l.J.. NO. :I: z ELEV. (MSL.) DATE COMPLETED 4/24/00 <I:1-' z. ::)I- FEET I-::) (USCS) a:: en Cl) Wu 1-z --H 0 1-H::3: Cl • (/)w .J a:: EQUIPMENT WcnO >-0... H1- U) m A-300 8" HSA Zw.J Oz a::'-' :Co ~ a::e3 Cl u MATERIAL DESCRIPTION ,.l .. :-: ··--0 ::j:: .. I--ML FILL· Firm, moist, brownish-yellow, fine Sandy SILT I- • f r " -2 -·::i:-: / --=·t . .;~, SANTIAGO FORMATION - I--B2-l .. 'f·' Very dense, moist, mottled brownish-yello~ and pale 32 117.0 14.2 ::f:. ::f: •I- '-4 -.. ,. gray, Silty SANDSTONE with lenses of pale · :'t' ,:f: bluish-gray CLA YSTONE - ---.... ,• . ~· .. ,--I ::f ~~~=t: B2-2 -34 113_.9 f.6.8 I-6 . . . .. . .. BORING °TERMINATED AT 6 FEET -- - - - .. - _( f I . I I CDL7 Figure A-2, Log of Boring B. 2 SAMPLE SYMBOLS 0 .. ·. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) I?.§ ••• DISTURBED OR BAG SAMPLE ii.:j ••• 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 1 PROJECT NO. ' . -- - .\ - } . :i '- - .... - ,- .... - .... .... - ,- - DEPTH SAMPLE IN NO. FEET 0 - 2 - -B3-1 4 - -B3-2 6 - - 8 . - - lO -B3-3 . 06501-22-01 0:: >-LU (!) I-0 <C SOIL ...J 3 0 Cl :I: z CLASS I-::::> (USCS) H 0 ...J 0::: C!) :r1---ML , , ... , ...... .... , •:•:.:.:. ... , . 1 ········· ... , ...... .·.······ .·.······ ......... ' .... .... , .. . ·.·,·.·, 1 ········· <·>>:· ... , , ::;::::> .... . . . .. .. • .. • •• ... t ,• ........ , •:•;.:,:, .... _ .. .:,:•:•:. ::::::::: ... •, ..... 1 · ........ .... •.•.•,•,• .... · .... , BORING B 3 ZLU'"' >-'"' Ou• I-'"' LU~ Hzl-H, 0:: '-" ~<C~ cnl.L.. ELEV. (MSL.) DATE COMPLETED z. ::J,-... 4/24/00 o:: 1-cn· L.Uc.., 1-z ,-...cn3 Cl • cnw wHo H,-... EQUIPMENT IR A-300 8" HSA z CJ) _j >-a.. Oz wWa:i 0:: '-' :Co a_,O::'-" Cl (.) MATERIAL DESCRIPTION .. Fil.L \ Finn, moist, brownish-yellow, fine Sandv SILT I ,_ SANTIAGO FORMATION Very dense, moist, mottled brownish-yellow and pale 34 114.9 14.2 '- gray, fossilferous SANDSTONE · - '- -Grades to unifonn brownish-yellow, no fossils 26 115.5 i4.6 - ,_ ,_ -Grades to very stiff, moist, brownish-yellow SILTSTONE - ... -Returns to SANDSTONE 36 115.7 15.8 BORING TERMINATED AT 11 FEET " 'COL7 Figure A-3, Log of Boring B 3 I . .__ __________ o_._ .. __ SA_M_P-Ll_N_G_U_N_SU_C_C_ES-S-FU_L ___ [l_ .. _._S_TA_N_D_AR_D_P_E_N-ET_R_AT_I_O_N_T_ES_T__;·::-·-·_·_DR_I_V_E_S_AM_P_LE-(U_N_DI_S_TU_R_B_ED_)__, SAMPLE SYMBOLS ~ ••• DISTURBED OR BAG SAMPLE iiJ ... CHUNK SAMPLE l ... \./ATER TABLE OR SEEPAGE .. NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO\.IN HEREON APPLIES ONLY AT rHE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED-, IT IS NOT \./ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I ' -r I PROJE(:T NO 06501-22-01 ~ BORING B 4 --. >-~\ . U) Zw""' >-,..._ ! DEPTH 0 <t Ou• I-,..._ w~ ....I :I SOIL Hzl-H, ~'-' I IN SAMPLE 0 Cl CLASS I-<r: lJ.. (J)l.J.. ::,I- NO. ::t: z ELEV. (MSL.) DATE COMPLETED 4/24/00 <r: I-" z. FEET I-:::) (USCS) a:: (J) (J) Wu 1-z . . H 0 1--H:? Cl • C/')w ....I a:: EQUIPMENT W(f)O >-0.. H,-. (.!) IR A-300 8" HSA Zw....1 Oz ~~e ~'-' :Co Cl u I MATEIUAL DESCRIPTION .. --0 Fll.L ---l B4-I ML Firm, moist, pale yellow SILT ) -2 -.. I ::f:(t:· --B4-2 t·'( SANTIAGO FORMATION 48 110.4 14.8 :, ·r:: yery dense, moist, mottled very pale yellow and ,_ 4 ·'( ''i' ,--,: f. yellow, Silty fine SANDSTONE - ., t·'( --I ::C:l\ f-- B4-3 -Grades to uniform very pale yellowish-gray 60 112.2 14.5 ..... 6 BORING TERMINATED AT 6 FEET -· - .. - i ' I I COL7 Figure A-4, Log of Boring B 4 0 ... SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS il ... 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 rs NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. - ·- - ·- .. ' . PROJECT NO 065.01-22-01 0:: BORING B 5 >-UJ (.!) I- z UJ'"' >-,..,. DEPTH 0 <I: Ou• I-,,.,. w:s: SAMPLE .-1 :I SOIL Hzl-H, 0:: '-' IN 0 CJ I-<I: LI. enll. NO. :c :z CLASS ELEV. (MSL.) .DATE COMPLETED 4/24/00 <I:1-'-z. ::JI- FEET I-::::i (USCS) o:: en en UJu 1-:z H 0 1-H::I CJ • (J)L!.J .-1 0:: lJ.J(./)0 H,- U) EQUIPMENT IR A-300 8" HSA Zw.-1 >-0.. Oz ~o::~ 0:: '-' :E:o Cl u MATERIAL DESCRIPTION -0 '"" -I ML FlLL Firm, moist, oale yellow SILT >- • f r 2 ... / --:·.·j< SANTIAGO FORMATION ,- ·r ··f L.... -B5-1 ••• ~·' 1 Very dense, moist, pale brown, Silty SANDSTONE 33 11.1.7 18.8 •:f: >f - -4 -.. · 1·· and very stiff, moist, pale gray, Clayey SILTSTONE ... ... >-. . ' -------------------------------------/ B5-2 1,11 Very·stiff, moist, mottled light gray and 73 107.5 19.9 -6 -; / reddish-brown, Clayey SILTSTONE >- / --- ,- L.... 8 -v v I, --: :f r ---.-----------------------------------f· -10 -(:f ··r B5-3 ~f:ri Very dense, moist, very pale gray, Silty, fine - .·, ... 33 115.0 15.9 -.. SANDSTONE ' , BORING TERMINATED.AT 11 FEET . COL? Figure A-5, Log of Boring B 5 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRAT.ION TEST •••• DRIVE SAMPLE (UNDISTURBED) ~ ••• 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 D~TE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 1 ' ' I PROJECT NO ..----... 0::: BORING B 6 -->-w l C.!) I-Zw'"' >-'"' DEPTH 0 <C Ou• I-'"' w:--: SAMPLE _J :I SOIL Hzl--H. 0::: '-' IN 0 Cl CLASS l-<Cu. (/)l.J... ::,I- NO. :c z ELEV. (MSL.) DATE COMPLETED 4/24/00 <Cl-'\ z. FEET l-::) 0::: (/) (/) Wc.., 1--:z -H 0 (USCS) l-H:I Cl • (/)w _J 0::: EQUIPMENT W(J)O >-a.. Hi- J C.!) ffi A-300 8" HSA Zw-1 Oz ~0:::e 0::: '-". :Co Cl (.) 06501-22-01 I MATERIAL DESCRIPTION -~, -0 ,--ML FILL '- B6-1 Loose to finn, moist; very pale brown SILT ,-2 ------------------------------------------B6-2 ML Stiff, moist, mottled pale brown, ·gray, and dark ,-32 112.2 5.4 4 -brown SILT with fragments of weathered sandstone - .... ·---B6-3 -Grades to medium brown SILT with weathered rock 26 99.9 1.1.7 -6 -fragments -. B6-4 -,--.. I--8 - ,--- I- I-10 -I B6-5 . t .,. • 'p, ,-SANTIAGO FORMATION 4l 1U7.U HS.5 -\ Dense, moist, mottled pale gray and orange, Silty SANDSTONE .. BORING TERMINATED AT 11 FEET .. ; . \ 1 . COL7 [ ·Figure A-6, Log of Boring B 6 0 ... SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) . SAMPLE SYMBOLS iiiJ ... 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 0650l-?2-01 I ' - a:: BORING B 7 ... >-w (!) I- Zw-'"' >-,...., DEPTH 0 <I: Ou• I-,...., w~ SAMPLE ....J ::r SOIL Hzl-H, a::'-' I IN 0 0 I-<Cl.J. (/)l.J. :c z CLASS ELEV. (MSL.) ::if- NO. DATE COMPLETED 4/24/00 <r1-'\ z. FEET I-:::i (USCS) ct: (I) (I) Wu 1-z . . , H 0 1-H::I Cl • C/)w ....J ct: EQUIPMENT W Cl) 0 >-0... H1- (!) IR A-300 8" HSA Zw....J Oz a::'-' :Co Fi: a::e Cl u \ MATERIAL DESCRIPTION ---' 0 .... , . , , •,•,•,•,• SANTIAGO FORMATION --:.::;:::> ! - -2 -:: : :: :: :: Dense, moist, yellowish-brown, weathered fine -· -.... · .... SANDSTONE ,._ ... , . -Grades to very dense ,__ -B7-l ,',',.9,'1 -50/5" ... , 111.4 13.2 ..... B7-2 J ,•,•,•,•, ,-4 -.•,.•,.•,•, , , , . ... , . ,._ , . , , .. , •,•,•,•,• --... , , B7-3 .•.•.•,•, - ,;.:,:,:, 40 117.7 15 .3 ,._ 6 BORING TERMINATED AT 6 FEET .... .. ·I ·' - .. .. .. : I I . COL7 Figure A-7, Log of Boring B 7 0 .. : .SAMPLING UNSUCCESSFUL ~ ••. DISTURBED OR BAG SAMPLE IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS ii:! ... 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. 'f I, PRO§ECT NO. 06501-22-01 -··· 1 ,.,. ] I J ·- l I I -- . I I ·) .::-.J -~-J .-.:-1 •,•:•) ··=) • .... : ~) .···1 ·. ··1 ., · .. · .. , -: ~ -. - - ··- . - DEPTH IN FEET --0 - -2 - . [ 0::: >-w (.') I-0 <C SOIL SAMPLE -1 :3: 0 Cl NO. :c z CLASS I-:::, (USCS) H 0 -1 0::: .(.') I ML -B8-1 • f r ... -.... ~ . ,. ''f' •'( -B8-2 . . . -: : j:-: • . . . ·BORING B 8 Zw""' >-,..,. Ou• ~rs w~ Hzl-0::: '-' I-<Cu. (/) . ELEV. (MSL.) DATE COMPLETED 4/24/00 <I: I-" zu. ::, I- 0::: (/) (/) w· -1-:z 1-H:3: a'-: u,w EQUIPMENT W(/)0 >-0.. HI- ffi A-300 8" HSA Zw-1 Oz ~0:::e:3 0:::'--" :Co Cl u MATERIAL DESCRIPTION FILL I... Finn, moist, yellowish-brown SILT -SANTIAGO FORMATION Very dense to hard, moist, strong yellowish-brown, -5012" Silty SANDSTONE · .. -NO RECOVERY BORING TERMINATE!;> AT 3.5 FEET ; - .. COL7 :1 Figure A-8, Log of Boring B 8 D ... SAMPLING UNSUCCESSFUL -~ ••• DISTURBED OR BAG SAMPLE IJ , .. STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) i SAMPLE SYMBOLS ~ • • • 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 . .• /' I, ·-, ,_,,.·, .··· / ,,. . ·:· .. :.·: ! . • .~, ··.:-· •. ': r ,'',>, .. · ··,. ·· .. _ .. :· . .. '\ .... " .. ~ . ·,,· '· ,:">. ':-.·· . .... I ] ' .:-·· ,,.- . ·< :,, :,, , ,'•' ... :.· ~ ,-, ,,. ~ .. .. : .. : . •: . ··A··, ···p: :8-,E, N·.,-·o···. ·1x··.-·. •' ,• • • • I • . ,. ~ ·_ :-::·:. \~·~. ·: ~ . .-,! ·., · . ..... ·, :·· .··:, ... , ._,,.: .' .... :· ' ... , . ···:, :· ,• ~ . . ·~. • ... ... ·· . ..... ' _.·:· . •', ., .! i ·I _::I I I • ·1 1 ·I . J . .( J 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 procedures. 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- value (R-value) test was also performed on a sample of the near sur~ace soil to aid in designing pavements. The results of our laboratory tests are presented on Tables B-I through B-N alfd Figure B-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, fine SAND 125.5 10.5 TABLE 8-11 SUMMARY OF LABO RA TORY DIRECT SHEAR TEST RE SUL TS (ASTM D 3080-90) Dry Moisture Unit Angle of Shear Density Content Cohesion Resistance (pct) (%) (psf) (degrees) 107.3 14.3 · 1300 34 113.2 10.3 625 20 *Remolded to approximately 90 percent relative compaction at optimum moisture content. Project No. 06501-22-01 -B-I -May 10, 2000 l . -J := •• 1 :,.1 ... -1 '} ) -.·.· I .:.:f i .j 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) B8-1 11.2 33.7 109.8 101 TABLE 8-IV SUMMARY OF LABO RA TORY RESISTANCE VALUE TE~T RES UL TS (CALIFORNIA TEST METHOD NO. 301) Sample No. Description R-Value B6-1 Very pale brown SILT 10 Project No. 06501-22-0 I -B-2-May 10, 2000 l' I • ·! l ._-:/ j .. , 1 .. \ :,} I .-:-; =::l . . i PROJECT NO. 06501-22-01 SAMPLE NO. B5-2 -4 -2 : --i---... ~ ...... 0 -----i--.... ~ r,...._ ....... ~ "' ..... r-,.. : ..... z ............ ~ 0 2 H ........ " I-~ <C ....... ~ Cl r-.... H ~ _J ...... 0 ~. (/) :z 4 0 u }-z w· u 0:: 6 L!J a.. 8 10 12 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Densitv (pcf) 107.5 I ~tial Saturation(%) 97.2 Initial Water Content(%) 19.9 I Samole Saturated at (ksf) .5 CONSOLIDATION CURVE -CARLSBAD OAKS #7 CARLSBAD, CALIFORNIA COL7 Figure B-1 1. ·:: . .. ,, . , ', .. \•,. ,. •. / , . . ,· . • .. .i.· •,,·· :: .. :.· .. ~··· , .· I. /• ,-.. -: •; -: ·- , .. . ' ~ ... •; . ·.-· • ~-.I . ,• \ _,·· . ... _, .., . .,_ ·. ~\ ,· -. ... <A.:0'P:<E· :~J:D_-:·:1-Y • l •• r.: . I -~-. ./\. :;,_. •': ·: .. .·., . .,_ . '"\ -,. . ,:., . . ·-· ....... ._I •:•j }, -;~" :-:: :.~. ,:,1 :<\ ·1 i ·.l ,, .j l \ ' ( I l ' APPENDIX C RECOM_MENDED GRADING SPECIFICATIONS FOR CARLSBAD OAKS LOT NO. 7 LOKER AVENUE WEST CARLSBAD, CALIFORNIA PROJECT NO. 06501-22-01 ·, ., :: ''1 l ' RECOMMENDED GRADING SPECIFICA TIO.NS 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 cornmencem~nt of grading, a geotechnical con$ultant (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 detennine that, in his opinion, the work was performed in substantial conformance with thes~ 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 2.1. . . methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in t]:J.e opinion of the Consultant, unsatisfa~tory conditions such as questionable soil materials, p0or moisture condition, inadequate compaction, adverse weather, and ~o forth, result in a quality ~fwork not in conforrnarice 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. DEFINITIONS Owner shall refer to the owner 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 • ! ' 2.4. 2.5. 2.6. ~.7. 3.1. . Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 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-site to observe and test the Contractor's work for conformance with these specifications. 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. . . . 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 c~nsist 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, ?S 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 fills are defined as fills containing no rocks or hard lumps larger than 4 feet in m_aximum 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 sp~cified 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 in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 fnch in ma.ximum dimension. The quantity of fi_nes shall be le~s than approximately 20 percent of the ~ock fill quantity. GI rev. 8/98 ) l ·' .. I I I ·:l . ···t J :,:,1 ·.\ · l I l' 3 .2. Material of a pe_rishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3 .3. 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 3 0, Articles 9 and 1 O; 40CFR; and any other applicable local, state or federal laws. The Consultant shaU 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 preserice 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 defmed by applicable laws and regulations. 3.4 . The outer 15 feet of soil-rock fill ~lopes, 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 acceptab1~ 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 .. ) ,"·! ,:):. ./ •I ·J I .l :,:/ .. , d ·1 .J ·r J I S 4.2. Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in 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 froqi uneven features that would tend to" prevent uniform. compaction by the equipment to be used. 4.4. Where the slope rat~o of the original ground is steeper than 6: 1 (horizoptal:vertical), o~ 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: Original Ground '-... 2 . ~ r Flni,h Slope' Surtace '<..,· ,, Slope To Be Such That Sloughing Or Sliding · Does Not Occur , ... ... ~ .... .........._ No Scale (I) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the qompaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) Toe butside of the bottom key should be below the topso!l or unsuitable surfici~l material and at least 2 feet into dense formational matenal_. Wh~re hard rock 1s 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 I , , , . r ··,1 }, . f . 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 pro:per moisture content, and compacted as recommended in Section 6.0 of these specifications. 5. COMPACTION EQUIPMENT 5.1. Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-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 . 5.2. 6.1. .Compaction of rock fil.ls shall be performed in accordance with SectioIJ 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, when 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 6.3 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 determined 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 1 ( ) ..( I • I I • i ... ·=:! f ··=j 6.1.5. After each layer has been ·placed, mixed, and spread evenly, it shall be thoroughly compact7d by the Contract~r 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 ~~ater than 50 may be us~d 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 loade.d sheepsfoot or vibratory roller at maximum 4-foot .fill height intervals. Upon completion, slopes should then be_track-w~lked with 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~a_ph 3 .1.2, shall be placed by the Contractor in accordance with the following recom.mendations: 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. TI1e 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 , ( J .. I !/ 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 :frrst 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 th~ 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 continuously observed by the Consultant or his representative. 6.3. Rock fills; as defined in Section 3 .1.3 ., shall be placed by the Contractor i_p. 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.-xirnum slope of 5 percent). The su~ace shall slope toward suitable subdniinage 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 -;-: ·.ti ·.! required compaction or deflection as recommended m Paragraph 6.3.J shall be utilized. The number of passes to be made will be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill I ifts will be pennitted over the soil fill. 6.3.3. Piate bearing tests, in accordance with AS1M DI 196-64, may be performed in both the compacted soil fill 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 determined by comparing the results of the plate bearing tests for th~ soil fi°ll 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 number of passes be less than two. 6.3.4. A representative of the Consultant shall be present during rock fill operation_s to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are b~ing 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 approximately 5,000 to 10,000 cubic yards ofrock 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 pri9r 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: J • I , l :: ! ·=·· -.. ; 'j 6.3.7. All rock fill placement shall be continuously observed during placement by representatives 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 ~11 shall be placed without at least one field density test being perfoqned within that interval. 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. . 7.3. 7.4. The Consultant .shall perfcinn random field density tests of the compacted soil or soil-rock fill to provide a basis· for expressing an opinion as to whether 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 shaJl be reworked until the specified density has been achieved. During placement of rock fill, the Consultant shall verify that the minimum numb.er 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 applfe~ to' the material. If performed, plate bearing tes~ will be performed randomly on the surface of the most-recently placed lift. Plate bearing tests will be performeci'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 below that specified, the affected layer or area shall be reworked until t~e rock fill has been adequately seated and sufficient moisture applied. A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placemerit. 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 :::'j' -:·. ·;:(. ·-:1 ". ) .,j 7 .5. The Consultant shall observe the placement of subdrains, to verify that the drainage dyvices have been placed and constructed in substantial confonnance with project specifications. 7.6. Testing procedures shall confonn to the following Standards as appropriate: 7.6.1. Soil and Soil-Rock Fills: 7.6.2. 7.6.1.1. Field Density Test, ASTuf D1556-82, Density of Soil In-Place By the Sand-Cone Method 7.6.1.2. Field Density Test, Nuclear Method, AS1M D2922-81, Density-of Soil and Soil-Aggregate In-Place by l'fuclear 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-Inch Drop. 7.6.1.4. Expansion Index Test, Uniform Building Code Standard 29-2, Expansion Index Test. Rock Fills 7.6.2.1. Field Plate Bearing Test, ASTM DI 196-64 (Reapproved 1977) Standard Method/or 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 ta.Ice remedial measures to prevent_ erosi?n 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 ._:-1 .. ·- I J 9. CERTIFICATIONS AND FINAL 'REPORTS 9 .1. Upon completion of the work. Contractor shall 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 wi~in 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 or accepting agencies. The as-graded report should be prep~ed a:nd 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 chru;iges to the Specifications . GI rev. 8/98 . I • ·J LIST OF REFERENCES 1. Blake, T. F., EQFAULT, A Computer Program.for the Deterministic 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 iOO. 197~. 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 Incorporated. Project No." 06501-22-01 M~y 10, 2000 SEP-03-2003 WED 07:59 AM CITY OF OARSLBAD FAX NO, 760 602 8558 P, 14 ,f NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, ptease read t11is option carefully and be SLll'9 you throughly ~nderstand the options before signing. The option you (:ficose will affect your payment of the developed Special Tax assessed on your property. This option iS available only at the time of 1he first bulc:ing permit Issuance. Property owner signature is required before a bUilding permit will be issued. Your eignature is confirming the ~curacy of all p~reel and ownership information shown. (J,.,1 foi-> Kfe?,-e N'@e~fP.,cK !.I.e. Name of OWnar Telephone q~/i> ~feCMf:1re»R· ?tei't~-c;- Addr88S 27 ':U-1 t..ckr -&!c. Ue s 1 Project Address City I 9'z rz.1 Zip Code Carlsbad CA 9200© City st..te Zip Code Assessor's Parcel Number, ar APN and Lat Number if not yet subdivided. ~ I ZZ:, BUildlng Permit Number As cited by Orcfi11anee No. NS-155 and adopted by the City Council ot the City of Carlsbad, c.,.lifomia, the City is authorized to levy a special Tax in Community Facilities district No. 1. All ncn~residential property, upon the issuance of the first blilcing permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) MSUme 1he ANNUAL SPECIAL TAX ft DEVELOPED PROPERTY for a period not to excE!ed twenty~ five (25) years. Please indicate your choice by initialing the appropriate line below: OPTION (1): I elect to pay the SPECIAL Ol!VELOPMENT TAX QNE-TIMI: now, as a one .. tfme payment. Amount cf One-ilme Special Tax: $ l 't, -.68/ -. Owner's lntials. ____ . ' OPTION (2): I elec:t to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period nat to exceed tw~~!_Yj'"<3l)jttars. ~mum Ann1.1al Special Tax: $ 2 7 eJ</ . OWner lni'~~ I DO HERESY CERTIFY UNDER PENAL TV OF PERJURY THAT THE UNOERSIGNIED IS THE F>ROPERlY OWNER OF THE SUBJECT F'ROPl;RiY ANO THAT I UNDERSTAND AND \MLL COMPLY WITH THE PROVISIONS AS STATED ABOVE. ~~ T'rtle The City of Carlsbad has not independently verified the information shown above. Therefore. we accept no responsibility~ tc the accuraoy or completeness of this information. NON-RESIDENTIAL CERTIFICATE .·! .. SEP-03-2003 WED 07:56 AM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 08 ' City of Carlsbad ,~,n,i!-n CERTIFICATE OF COMPLIANCE :PAYMENT OF SCHOOL FEES OR OTHER MITJGATlON This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to Issuing a buildin~ permit. T~e _<?!lY will not is~ue any buildi~g ~e.rmit without a ~~pleted school _f~e. ~~~·. .. Project Name: a?kkJ.:;) C!)-,},..1cS i2 '·'1' B . Building Permit Plan Check Number: Project Address: A.P.N.; Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: . Square Feet of Living Area in New Dwelling "'• '~• I I , Square Feet of Living Area in SOU Net Square Feet New Area ·fb 7S~ San Marcos Unified School Dis1rict 21S Mata Way San Marcos. CA 92069 736-2200 San Diegti.ito l.Jnion High School District 710 Encinitas Blvd. . Encinitas, CA 92024 (753-6491) • i+; Certification of Appl[cant/OWners. The person executing this declaration ("Ownir") certifies under penalty of petjury ihat (1) the in'Tormatlon provided above is COlTect and true to tt,e best of the Owner's knowledge, and that the Owner will file an amended certification of payment ;;ind pay the. addl.tlonal fee if Owner requests.an. increase In the nu.rr:iber. of dwelling.1.1,ni(s •. pr square footage after the building rmit is IS$ued or if the Initial determination of units or square footage I$ found to be incon-ect, and that (l) the Owner is the wner/de loper of tho above · "bed project{s), or that the person executing this declaration is authorized to sign o a of th ner. · .... Signature: 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (780) 602-2700 Revi!!Clf 4120/00 Building Counter .-(760) 802-2719 • FAX (760) 602·8658 SEP-03-2003 WED 07:57 AM CITY OF CARSLBAD FAX NO. 760 602 8558 ,, SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)} P. 09 *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DlSTRICT OFFICIAL . TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER ~evi~ 412flfO(I ,, ,I I,.•,, • • PUN~:sue~8lt~!TiNP,J;,_ ' ~ ... •1iii..'1.11,. .,, ( CARLSBAD UNIFIED SCHOOL DJSRHet 6225 EL CAMINO REAL CARLSBAD, CA 92009 t, I q/,ajo3 5(11-163 10~51L--c,\1-y-.J-r; /2. 6 Lj 17tl'(AC,+-<T''?o ·tls <i; 5 r;, /l GL-fv\ CB031225 2744 LOKER AV WEST CBAD CARLSBAD OAKS BLDG B 16759 SF CON TILT UP SHELL COMM IND INDUST "· '·-·"· JAMES C. DOOR \.-. --------·--. -··-\ ~ {1.af l> c,~ e)~C- t ~7 / i,) oc,,,AJtt 1t-1'> ~ ~7 ,/ (, 'A . .--.--i:lil CvL 1J--~ 'v-<,. • BUILDING PLANNING ENGINEERING EIRE APPR/F~ o/5/03 ~DEPT TO FROM HAZ MAT/ AIR QUAL OTHER SEWER DISTR BLDG GRADING LEITER APPLICANT APPLICANT A ....... ,... __ I dW@ w I ·······--~~Nc~~R #iitOffl~ ~:~w::HEET ___ _i_.__ ___ BLDG FEES COMPLETE -Fi ~ro ~ ...,,~ & {,(!,;;.,,, , T -fJ 7/z,,f) (LA""" A+f-£ · r;J;p~ fe6 t;cAJz w/4e,J f:~ C:fi)J-<(5 P.e<i~ '€3 ll2_qb f2°' t Oo r: e.s 0 t-fl I/ 1'0 A pp . • C >;;, A-7r Seil+-T /0 £q r. Y,,,7 ;p iu ,,1.s -Pritsc~.;;, lc> 6w w Li-c d-y S0f5 ~f=>tA----j-aj (2_ 'L 'f-j '\ Q . {3,J) @;)7-0::J /J;/,,_Jr f;, f) V ~'BlC 1\-f-fc.7 ·v di. G, 'i /, f'J / l:!3 ~ A U r,d .c, P-\> !',_ 1 :J ,-, d ~ b "'~ Cf l DJ l-v1 ~ 1 'L _ ~ Cj/11[~;> ~~ ./ -~L-. ~~~----------'---1{00--------------------~--~~ -~-----·-----------------.- " I \ 1 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No: PCR03244 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2744 LOKER AV WEST CBAD PCR Lot#: 0 Valuation: $0.00 CB031225 Construction Type: NEW Reference #: Project Title: Applicant: JAMES C. DOOR CARLSBAD OAKS BLDG B 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 11/14/2003 11/14/2003 $60.00 $0.00 Balance Due: $60.00 8718 11/14/03 0002 01 02 CGF" 60-00 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 h~reby 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 aiven a NOTICE similar to this or"as to which the statute oflimitations has oreviouslv otherwise exoired. FOR OFFICE USE ONLY PER.MIT APPLICATION . ' PLAN CHECK NO. }1,~3, Z l-/ 1.-j I CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL. _________ _ ,,-, PR0£t'lNfonMil'11\W.C-lc'.> {LJ~ · -, s--· -H~74i/Zy@/4Vlff ld~r ~/64:J6> 15) "' Plan Ck. Deposi..,.t ,.......-~------ Validated By.,.,~-=_,· ~[d=------ Date / c>/ Z-7. ~-1_ ./ ,,' 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 SQ. FT. #of Stories # of Bedrooms # of Bathrooms State/Zip Telephone# Fax# Name :4'. . . PROPER,'rY;owNER Name Address City S~ate/Zip Telephone# '.5,.CONTRACTQR :· GPIVIP~r.\Y"!'ilAME · (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 ($500]). Name Address City State/Zip Telephone# State License# _________ _ License Class _________ _ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License # _________ _ -6~ WO.FlKl:J\S' C.O,MP,EN~SATl,QN "' , . ,, --·,' y 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 _________ _ '·'Zi.. PJNNE.fl.~!.!.ti.Ql;!LDEOJ.AR.~JIOI'{ . •• , ••• ., . "" .. ., -"" · .• ' -. '.: '-· I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name I 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 I 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 I address / phone number/ type of work): _______________________________________________________ _ DATE ________ _ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 18~ CONSTRUC,:ION.LENDING AGENCY ..... : .. '. _ ... .. . ..". __ ·_:_:::~~---~: __:_•-~-=--~:_-. ;-.. :· ........ --: .-... ~ ~-:· --_._ .-:~ :: 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 ______________________ _ :~, .. Al.?J'J;JPAI\IT.G!il3JlfJQJ\TtQN . · ·.. . .. . . . ·.:.~~;---··. -... ", . ---:·-~--. ,:_, I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit~ of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is ~l..eElffll~nced 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 commence for a p days (Section 106.4.4 Uniform Building Code). YELLOW: Applicant PINK: Finance EsGil Corporation In Partnersfiip witfi (jovernment for '.IJuiCaing Safety DATE: November 3, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: ·03-1225 REV 2 (PCR03244) SET: I PROJECT ADDRESS: 2744 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 Building B 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 a,pplicant's copy of the check list is en~losed for the jurisdiction to forward to the applicant contact person. D D The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by:. ) · Mail Telephone Fax REMARKS: By: Kurt Culver Esgil Corporation D GA D MB D EJ In Person D PC 10/28/03 Fax#: 11\'? fit' Enclosures: PrE}V~y-approved plan tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 l,I 1 'r ' Carlsbad 03-1225 REV 2 (PCR03244) November 3, 2003 jv ALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1225 REV 2 (PCR03244) PREPARED BY: Kurt Culver DATE: November 3, 2003 BUILDING ADDRESS: 2744 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 [E Repeats * Based on hourly rate Comments: D Other 0 Hourly 0.51 ~our*. Esgil Plan Review Fee ($) $60.001 $4s.001 Sheet 1 of 1 macvalue.doc \~ ,_;; ~ · James C. Dorr, AIA ~ Architect 810t1t,.. i ; A \ ---7'f'------J.:,,ri --... --- ~Altfi...-": d ~ : ~ -·-·--·-· Sht:.f~.~ .. ..l ...... .Of: .............. .. Date: .. t,o./.i.&/~.2. .......... . Job# .. ~'.?,,t?.t.l .1al .. .. 107 W. Hunt;ngton Ddve, Accad;a, CalH'ocnla, 9~,. ..ft , f ., I J Phone: (626) 446·9206 Fa~ (626) 446·4611 \.,t:'f' f ~ ~, '~ , James C. Dorr, AIA ~ Architect f;>N0-1.1, lg f 'ZJ . ~Ul<-1:JIVG. ~ Project: c~(l,,C..,<)!}41'? ... 0i.1,~ .r.; .. Lm.J ... Address: .. ~1..44 .... Y~ .. ~_:1;}:J.'. .. Wcr.i r .. . .fJ...l).fZ,1.,,$.~l)./J. r .. Crk: ................. .. e t-Sh t: ... N l., ............ Of: .............. . Date: ... /,o../ .. 1'1, . .).o..:t ...... . Job# '!s.2.~.'Lt~f-P .... . (};ue .Qt ~ 16 {I~) {to) .,_. ;u 1 (I~] 'C,-rf1 J1 'If/,.(/ 4 /1,_.,.Jf , .... 1-111(,,g'(,o) / ,,e-1:r l!;;n_,N (.v.J ~ --~-.e.. t, ~ 4-,0 e,o {/$« 115" G /Z.. u o/L ~ p;IJC1£_ kl1J;o 't-W~ • ~1'1(11:JJ(jo> r. /U (I i~,.j" ~ ·~ f/ If d .., q-1-t-f cl (le '1, ru"' , t/r>ff' .G ~r:rJ II i}5?-.i:c;~.J?..?i'::, .d'/J Flf)f.ir 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Title: Job# ?::'?-t?i't..-1, r.1(:}. Dsgnr: Date: 8:45AM, 16 OCT 03 I ' Description : Scope :1~1 1.,:v· ,':ii' .. ,~~''" '4> •.• Rev: 560100 User: KW-0601316, Ver5.6,0, 2-Sep-2002 (0)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Page 1 Description BUILDING B -PANEL 1 K.O. General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight 18.500 ft 2.500 ft 6.250 in 5 10.000 in 2.750 in 150.0 145.00 pcf I Loads Wimt#AAS¾WWiS:W,tririti¥W@Wi@ii84¥1 &ii&¼&AdH SW g;; Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type Wall Analysis Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment psf lbs ft Seismic 50.00 #/ft 18.500 ft 12.000 ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing II Summary I fc Fy Phi Width Calculations are designed to ACI 318-95 and 1997 UBC Requirements 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 4 0.0020 0.0012 0.3190 0.3190 Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle ..,...,.....IM/riiifll§ W&lW>liil!iiiliUlli!lM1!mHffll\llllii!li!MllMMM11$1AAi@Wl/>ifii/JW.!W.:Affl§ll,I\!:\ ,.J Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 337.00 #/ft #/ft 6.750 in 2,078.00 lbs lbs 1.000 1.000 For Factored Load Stresses For Service Load Deflections Seismic 0.888 28,542.9 21,877.7 3.349 43,273.2 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# Seismic Wind 0.136 0.000 in 20,387.8 0.0 In-# 0.0 0.0 in-# 0.139 0.000 in 20,810.4 0.0 in-# Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in Wall Design OK 18.50ft clear height, 2.50ft parapet, 6.25in thick with #5 bars at 10.00in on center, d= 2.75in, fc = 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 43,273.16 in-# Moment Capacity 56,009.09 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 USC 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 0.139 in Deflection Limit 1 .480 in Seismic 56,009.09 in-# 43,273.16 in-# 4,449.43 in-# 0.14 in 1,598 : 1 O.Q113 0.0128 44.03 psi 120.00 psi Wind 52,874.42 in-# o.oo in-# o.oo in-# 0.00 in 0 :1 0.0113 0.0128 44.03 psi 120.00 psi Title: Osgnr: Description : Job# ~ru,t,J ,. e,.-0 Date: 8:54AM, 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 B -PANEL 3 General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight 19.000 ft 3.000ft 6.250 in 5 12.000 in 2.750 in 150.0 145.00 pcf 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 4 0.0020 0.0012 0.3190 0.3190 I Loads W4&5SfWif fW&iriW& MfitifflM ti fifil1MiltMI liHFiMtt iRWii1Y§W Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type Wall Analysis Basic Defl w/o P-Defta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment psf lbs ft Seismic 25.00 #/ft 19.000 ft 12.000 ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing I Summary Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier For Factored Load Stresses §filsmjQ Wind 0.547 0.000 in 24,554.9 o.o in-# 11,270.6 o.o in-# 2.305 0.000 in 32,666.1 0.0 in-# 337.00 #/ft #/ft 6.750 in 1,298.00 lbs lbs 1.000 1.000 For Service Load Deflections Seismic Y'lirut 0.125 0.000 in 17,539.2 · 0.0 in-# 0.0 0.0 in-# 0.128 0.000 in 17,859.9 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 19.00ft clear height, 3.00ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 2.75in, fc = 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 32,666.05 in-# Moment Capacity 47,716.69 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 0.128 in Deflection Limit 1.520 in Seismic 47,716.69 in-# 32,666.05 in-# 5,005.94 in-# 0.13 in 1,786 : 1 0.0094 0.0128 34.39 psi 120.00 psi Wind 45,146.37 in-# 0.00 in-# 0.00 in-# o.oo in 0 :1 0.0094 0.0128 34.39 psi 120.00 psi Title: Dsgnr: '' ' Description : Job# :'l?,J.Jr,,.,£, \..JV Date: 9:09AM, 16 OCT 03 Rev: 560100 User: KW-0601316, Ver5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Page Description BUILDING B -PANEL 16 General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight I Loads tM?i#iAWihitif& A Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot ... load type ¼Eid 18.500 ft 2.500 ft 6.250 in 5 12.000 in 4.130 in 150.0 145.00 pcf &44 psf lbs ft Seismic 131.00 #/ft 18.500 ft 12.000 ft Seismic Calculations are designed to ACI 318--SS 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 MSMdMi@WMWiiktffltF Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 337.00 #/ft #/ft 6.750 in 5,455.00 lbs lbs 1.000 1.000 4 0.0020 0.0012 0.3190 0.3190 I Wall Analysis rmi&NWM4M\\d®iiii¥41WMWWiiiWt¥WliiiiMPW.z;;;g 9 .,~ i&Midi8MF41iS4i&¥it~ Wl\/i\'li\lillll-l1Mll•itiiilllllliMillWl##ill'ill!ililiiiillli::J . For Factored Load Stresses For Service Load Deflections Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing i Summary Seismic 1.182 47,583.7 43,063.0 2.035 64,458.4 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in o.o in-# Seismic Wind 0.213 0.000 in 33,988.4 0.0 in-# 18,524.2 o.o in-# 1.013 0.000 in 39,919.6 0.0 in-# Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in Wall Design OK 18.50ft clear height, 2.50ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 4.13in, re= 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 64,458.38 in-# Moment Capacity 92,405.10 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 1.013 in Deflection Limit 1.480 in Seismic 92,405.1 o in-# 64,458.38 in-# 4,449.43 in-# 1.01 in 219 :1 0.0063 0.0128 89.06 psi 120.00 psi Wind 79,213.52 in-# o.oo in-# 0.00 in-# 0.00 in 0 :1 0.0063 0.0128 89.06 psi 120.00 psi Title: Dsgnr: ' ' ' Description : Job # 't,;'.,;"'U,,5 &..-{ , I .;; Date: 9:29AM, 16 OCT 03 Rev: 560100 User. KW-0601316, Ver5.6.0, 2-Sep-2002 (0)1983-2002 ENERCALC Engineering Software Tilt-Up Wall P~nel Design Page 1 Description BUILDING B -PANEL 17, 18 General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight I Loads mWl#ibii@fWMiM@ii i M Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load 18.500 ft 2.500 ft 6.250 in 5 12.000 in 4.130 in 150.0 145.00 pcf i¥FE Siibiiiiiiiliiiiiliiil Seismic psf lbs ft 63.00 #/ft 18.500 ft Calculations are designed to ACI 318-S5 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 iWi ¥W4ffl6MS diii¥WidiiMii9ii Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL 337.00 #/ft #/ft 6.750 in 3,377.00 lbs lbs 4 0.0020 0.0012 0.3190 0.3190 ... distance to top ... distance to bot .. .load type 8.000 ft Seismic "I" Magnifier 1.000 Seismic Wind "I" Magnifier 1.000 / Wall Analysis MW 4 W ½dflUMMWiW &A 444ilii'54 IU&l@IIMWI •il bA@llll t/W01Wl&1%1i&5Wi1ii:Niiiiiiiiiillii%iiili\i& ¼+:ii¥¥ Fll'lliliii//MiiiiilMll\M@iiiiii=J Basic Deft w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses For Service Load Deflections ~ W!ru! Seismic Wind 1.295 0.000 in 0.221 0.000 in 47,863.7 0.0 in-# 34,188.4 0.0 in-# 39,395.4 0.0 in-# 17,532.0 0.0 in-# 2.043 0.000 in 1.049 0.000 in 60,790.8 0.0 in-# 38,927.4 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 ti Summary Wall Design OK 18.50ft clear height, 2.50ft 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 60,790.79 in-# Moment Capacity 83,858.78 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 1.049 in Deflection Limit 1 .480 in Seismic 83,858.78 in-# 60,790.79 in-# 4,449.43 in-# 1.05 in 212 : 1 0.0063 0.0128 61.35 psi 120.00 psi Wind 74,650.61 in-# 0.00 in-# o.oo in-# 0.00 in 0 :1 0.0063 0.0128 61.35 psi 120.00 psi .. ' ' ,.,. a~ Title: J b# i/j/•'\ ;!\I';// 0 1iol <,.,.,, (r 1 (}t,,;') Dsgnr: Date: 9:48AM, 16 OCT 03 .. ' Description : Rev; 560100 User. KW-0601316, Ver5.6.0, 2-Sep-2002 (0)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Description BUILDING B -PANEL 17 L-JAMB Page General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight 18.500 ft 2.500 ft 6.250 in 6 8.000 in 4.250 in 150.0 145.00 pcf 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: USC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle 4 0.0020 0.0012 0.3190 0.3190 j ~g~~AA-itJ,,,,:,raw .:xt.@i @¥/.@,, ,: M@ill :,,,91g,w;;i;¢¼1"4ifot:aS ,;,i;;;;-:,;,;;;,:11: :,,11.mx;mm;w, ':l,4llil>l@il!ili:,•X; likiie&i!SM• .,,.,;rn,•@®4 ,1,,M1,•¥-iillllia#!i4l®li:@:liili<»•·:m@-, .J Lateral Loads Vertical Loads Wind Load psf Uniform DL Uniform LL Point Load lbs ... eccentricity 337.00 #/ft #/ft 6.750 in ... height ft ... load type Seismic Concentric DL Lateral Load 126.00 #/ft Concentric LL 6,195.00 lbs lbs ... distance to top 18.500 ft ... distance to bot 8.000 ft Seismic "I" Magnifier 1.000 .. .load type Seismic Wind "I" Magnifier 1.000 I ~~lL~zn1~~i~!~:;;.,,g11 I aj,Q,eh;1· .,i,/16# %1, hi;.,;;\;\/, I ·WJ.fii;:;J;;z,,,c;.: ;;, 4\i ;,z;, :lQl:ill£ciP ·; ,%\,::+\ 'i4 ,, § I ?Wt ./iw$\$t, 1.1.n,, 1i,l44;&li;Ss;:..,)i)ii\¼biii\ M :ii4•,i; iiin,, ,, ' lh il,io¼ iw;J 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 For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind 1.742 0.000 in 0.354 0.000 in 77,742.3 0.0 in-# 55,530.2 0.0 in-# 78,139.3 0.0 in-# 44,491.1 0.0 in-# 2.152 0.000 in . 1.437 0.000 in 99,534.7 0.0 in-# · 65,886.6 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 Summary Wall Inadequate 18.50ft clear height, 2.50ft parapet, 6.25in thick with #6 bars at 8.00in on center, d= 4.25in, fc = 3,000.0psi, Using: UBC Sec. 1914.8 method ... Deflections are Iterated I Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment: Mu 99,534.75 in-# Moment Capacity 154,454.95 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 Steel Precentage Exceeds Allowable UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Maximum Iterated Deflection 1.437 in Deflection Limit 1.480 in Seismic 154,454.95 in-# 99,534.75 in-# 4,449.43 in-# 1.44 in 154 : 1 0.0129 0.0128 98.92 psi 120.00 psi Wind 140,353.20 in-# 0.00 in-# 0.00 in-# o.oo in 0 : 1 0.0129 0.0128 98.92 psi 120.00 psi l O /1, 7 /eP3 lt;(1f3 !1• ': Ith 't I c; ... ! -------------. . ----------------------------- To ~/ ~ ( l/) I cJ .J I;..._ }J'-- c ~(½ ~r c~ A-r~~ ffct,-J 5 @_ r C 72- ~ -r-;; ~J ( JJU-UJ CARLSBAD OAKS BLDG B REV JAMB REINFORCEMENT PCR -------- TO FROM BUILDING -~----.-.::;ef<@;;-; PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT HAZ MAT/ AIR QUAL OTHER SEWER DISTR BLDG GRADING LETIE APPLICANT APPLICANT -1 PLAN CORR ENG CORR -----t-----SCHOOLFORM CFO FORM -----.-----PE & M WORKSH I BLDG FEES COM! ----------- ~s'\ \, 1 I , 03-26-2004 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: JAMES DORR 626 446-9306 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No: PCR03252 Building Inspection Request Line (760) 602-2725 2744 LOKER AV WEST CBAD PCR Lot#: 0 $0.00 Construction Type: NEW SPEC BLDG-ADD OPENINGS Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 10/31/2003 RMA 03/26/2004 03/26/2004 8395 03/26/04 0002 01 CGP Plan Check Revision Fee Additional Fees $120.00 $0.00 Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00 FINAL APPROVAL Inspector: Date: ______ _ 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 nreviouslv been niven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exoired. 02 120.00 PERMIT APPLICATION ni, {/J I 7-J.S I I /Cd) I b UV CITY OF,CAR~SBA«is'l3\J1LDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE OJJL Y PLAN CHECK No.ffC/(CJ)l,'2 ;z EST. VAL. _________ _ Plan Ck. Deposit---~----- 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 Address City Fax# ~' , -AP-~~1_9,@:r, -~ l!J,comr~i:;tor "· _l;J As.~nt ,f9t\C9Q~r~gtor -0 O_yvner_ ·o:,~gent for Ovyner: · · Name Address City State/Zip Telephone# :4. ·, :p}LbPERiY dWl'iER ,_,, ' ' ' ' n Y ,n __ ,., • ,n ~ Name Address City State/Zip Telephone# 1;!?, _ POri!.T:l:V\CTQff; CPMl;?Al,II.X;!'lfAWf_E_ .... --,~,- (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 [$5001). Name Address City State/Zip Telephone# State License# _________ _ License Class _________ _ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License # _________ _ !!~. WOfl~ER~tCOMPE!\l,$'ATION-, --· --, , , , ";',, 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. 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) 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 employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE. _____________________________ DATE ________ _ 7.. _", Q.'IN!\I.Eij-_!ll/_lkD.E.!l-.DE,CI.AJ3ATJQ.t( . :: .. . _ _ . _ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for, the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with the following person (firm) to provide the proposed construction (include name / address / phone number/ contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): _____________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work):, _______________________________________________________ _ PROPERTY OWNER SIGNATURE _____________________ _ DATE _________ _ f CQ(yiPl:ET~.T~Ji; $,ij,CfJQ!'t F.Qf(rJ:9riij-iE,$f PENTIA,L !;i1.,11toiN<f~ERM_l'i:S ONLY ~ ,:::: - Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is -the-.facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ;a{, COJJS:tRUCTION'LENPING PiGErfcv:--' ' ·· .. ·------~ ---:~:.-.~ -~,-.--~::· :,, :·_--,'_:·:: ...... :, ·_ ~--_",.::,--:~·---- 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 Cit~ of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is com need within 80 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 commence for a P. 10d s (Section 106.4.4 Uniform Building Code). / / APPLICANT'S SIGNATURE -==r-=~-:.,~~-==------------DATE /c'J/~ty3 YELLOW: Applicant PINK: Finance EsGil Corporation In (Partnersliip witli qovernment for <.Bui{aing Safety DATE: November 6, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1225 REV 3 (PCR03252) SET: I PROJECT ADDRESS: 2744 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 Building B NT . CJ EVIEWER CJ 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. 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 0 PC 11/3/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ... Carlsbad 03-1225 REV 3 (PCR03252) Nbyember 6, 2003 /vALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1225 REV 3 (PCR03252) PREPARED BY: Kurt Culver DATE: November 6, 2003 BUILDING ADDRESS: 2744 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 [B Repeats * Based on hourly rate Comments: D Other 0 Hourly 11 Hour * Esgil Plan Review Fee ($) s120.001 $96.001 Sheet 1 of 1 macvalue.doc PLANNING/ENCINEERIN·c APPROVALS PERMIT NUMBER CB du ;25>-uTe ·;/-~o/ ADDRESS ~2 2 Cf/f RESIDENTIAL RESIPENTIAL ADDITIQN MINOR . ( < $10,000.00) . . . / ------·:-::.. . --·----. ··-··- TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING . DATE //-~ DATE ({ ~ 'fl? ----- Carlsbad Fire Department 03252 1635\faradl¥Y Ave. Carlsbad, CA 92008 ' . Plan Review Requirements Category: Fire Prevention (760) 602-4660 Date of Report: _1_11_03_12_0_0_3 _______ _ Building Plan Reviewed by: Name: James Dorr, AiA Address: 107 W. Huntington Dr. City, State: Arcadia CA 91007 Plan Checker: Job#: 03252 ------- Job Name: Carlsbad Oaks Bldg #: PGR03252 -----------------=-- Job Address: 2744 Loker Ave West Ste. or Bldg. No. ~ 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 I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. 1st 03252 2nd FD File# 3rd Other Agency ID 1~ • .James C. Dorr, AIA ~ Architect IN PLANE SHEAR ANALYSIS: W. WALL NOTE: Due to the large number of openings the Redundancy Factor (rho) is assumed to be: 1.5 Total Lateral Force From Diaphragm Diaphragm Reaction l,___5"""2!""'1"""'52-1(4.0/4.5) = 46,357 plf Wall Weight . 10.001 t=-1 --s-.2-51 W=I 178.001 Panel Ph = 0.244x(t/12)x150xWxH = 33,931.3 = 80,288.6 PIER 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Fpx Diaphragm + Panel Redundancy factor Working Stress TOTAL Ph X 1.5 1/1.4x 0.7 = 1 :_1-1:9-(9-.?Q~~, C=Ph / (sum R x t)= 3,933.8 H D H/D R F v=F/D 84.00 30 2.80 0.082 324.01 10.80 84.00 24 3.50 0.047 184.25 7._68 120.00 30 4.00 0.033 129.40 4.31 84.00 51 1.65 0.266 1045.18 20.49 84.00 46 1.83 0.216 850.17 18.48 120.00 82 1.46 0.332 1307.02 15.94 84.00 85 0.99 0.636 2502.50 29.44 84.00 46 1.83 0.216 850.17 18.48 120.00 48 2.50 0.108 425.27 8.86 84.00 174 0.48 1.602 6300.93 36.21 84.00 30 2.80 0.082 324.01 10.80 120.00 30 4.00 0.033 129.40 4.31 120.00 128 0.94 0.687 2704.38 21.13 96.00 27 3.56 0.045 176.83 6.55 96.00 27 3.56 0.045 176.83 6.55 96.00 27 3.56 0.045 176.83 6.55 96.00 27 3.56 0.045 176.83 6.55 96.00 48 2.00 0.179 702.46 14.63 96.00 48 2.00 0.179 702.46 14.63 0.00 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 4.878 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ~ C/JoJ I l.-2-J As 0.16 0.12 0.09 0.29 0.26 0.31 0.40 0.26 0.18 0.48 0.16 0.09 0.41 0.11 0.11 0.11 0.11 0.23 0.23 #DIV/0! Sht: ...... / ........ .Of: .... -~ .... . Date: .. t.t!./-:Jo/Q .. 1.. .. .. . Job# t,i¢1i..t .... o.t.- s of Av 60.8 84.1 152.3 33.0 36.4 43.1 23.3 36.4 76.1 19.2 60.8 152.3 32.8 99.5 99.5 99.5 99.5 46.1 46.1 #DIV/0! 1~. James C. Dorr, AIA ~-Architect Sht:._ ...... ~ ....... Of: .... e... ..... . Date: . .t.q/11,.t?., ............. . Job # .. Z.7!.o.ll..t. ~~ .. IN PLANE SHEAR ANALYSIS: N. WALL (TOTAL WALL) NOTE: Due to the large number of openings the Redundancy Factor (rho) is assumed to be : 1.5 Total Lateral Force From Diaphragm Diaphragm Reactionl ... -10-40-4-21(4.0/4.5) = 92,482 plf Wall Weight t=-1 --6-.2-51 W=I 108.00I H=I Panel Ph= 0.244x(t/12)x150xWxH PIER 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Fpx Diaphragm + Panel Redundancy factor Working Stress TOTAL Ph C=Ph / (sum Rx t)= 15,888.4 H D HID R 96.00 54 1.78 0.228 96.00 54 1.78 0.228 96.00 44 2.18 0.148 96.00 92 1.04 0.586 96.00 48 2.00 0.179 96.00 24 4.00 0.033 96.00 24 4.00 0.033 96.00 24 4.00 0.033 96.00 24 4.00 0.033 96.00 24 4.00 0.033 144.00 24 6.00 0.011 0.00 0 #DIV/0! #DIV/0! 0.00 0 #DIV/0! #DIV/0! 0.00 0 #DIV/0! #DIV/0! o.oo ·O #DIV/0! #DJV/01 0.00 0 #DIV/di #DIV/0! 0.00 0 #DIV/0! #DIV/0! 0.00 0 #DIV/0! #DIV/0! 0.00 0 #DIV/0! #DIV/0! 0.00 0 #DIV/0! #DIV/0! 1.544 13.ool .... 26,763.8 = 119,245.5 X 1.5 1/1.4 X 0.7 = 1 f 53,:3oe-, z1 F v=F/D 3626.84 67.16 3626.84 67.16 2345.97 53.32 9309.72 101.19 2837.22 59.11 522.65 21.78 522.65 21.78 522.65 21.78 522.65 21.78 522.65 21.78 169.75 7.07 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 As 1.07 1.07 0.86 1.57 0.95 0.37 0.37 0.37 0.37 0.37 0.18 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! s of Av 11.0 11.0 13.7 7.4 12.5 32.3 32.3 32.3 32.3 32.3 99.5 #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! " ····-----· -------------~ ,...,, PCR03252 2744 LOKER AV WEST CBAD SPEC BLDG-ADD OPENINGS PCR I A._.,_..-. t'"'\..,....,,e"\.~ '/ 0 / JI I 13 To lq -lJ b (L r. /-¾€__ tu/ Jf-vJ ~ I 1/g-)b'6--C;~ iz1: -tu Ye K D-fd3..-, 11:/1}{0) / ((eir''7 Q__, 1=~ \ 7ZT~-N C't./-y 5~ )rr SJ.ee/eJ q--Fi ll,J 2:>/2cLc-, ~s:/ \ \ "' !I '¥ r) BUILDING : :-t 3 b3 : : PLANNING 111 ~ IO 3 -ENGINEERING . i\\3 p3 FIRE APPR/FORM HEALTH DEPT TO APPLICANT HAZ MAT/ AIR QUAL OTHER SEWER DISTR BLOG GRADING LETTER FROM APPLICANT ----+----PLAN CORR ·----t----ENG CORR ----;----SCHOOL FORM CFO FORM -----t-----P E 8, M WORKSHEET ____ _,_ ____ _ BLDG FEES COMPLETE City of Carlsbad I I 1635 Faraday Av Carlsbad, CA 92008 10-21-2003 Plan Check Revision Permit No: PCR03228 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2744 LOKER AV WEST CBAD PCR Status: ISSUED 10/09/2003 SB 10/21/2003 10/21/2003 Parcel No: Valuation: Reference #: $0.00 CB031225 Lot#: 0 Construction Type: NEW Project Title: CARLSBAD OAKS BLDG B Q.C CORRECTIONS & ROOF FRAMING REV 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 02 CGP' 60,00 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 nreviouslv been niven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exnired. . PERMIT APPLICATION ' CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Legal Description· Lot No. Subdivision Name/N4mber Assessor's Parcel # Existing Use Name Address City Name Address City FOR OFFICE USE ONLY PLAN CHECK NOT C £:o :> ZZ "8 EST. VAL. _________ _ Plan Ck. Depos.:.;;it::,;:;;::::=r------- Validated~?:2-7 Date lo~ 0 Unit No. Phase No. Total # of units Proposed Use State/Zip 'Telephone # State/Zip Telephone# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to copstruct, 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 # _________ _ [Q~¾l((§.1J11:ji{~P£bl~~HQ~l~Z.:~&lti~~:~~F~~c~s~:~ri\~~l::ili~1:Jillffil1:ri;~~~~·~r~~~~~~-:~~2~~ifi~~:-:~~~.Jt~I~~?:1~~Ei£J~~!~,~&t~~~;:-::~~ Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: O I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of 'the Labor Code, for the performance of the work for which this permit is issued. 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 ~ompany ___________ ~----------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 emp,loyer 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 ________ _ ~~QYi_~'ffiPJ~Jll,.l(;l'.igE~i1AB'A]LO,,B.11~1 .. {t~.tJi;::;,~~£1£-1:.i~:~i~z~~~~~·~ef~~~~t.~~.:ff.J;~;{J;~~};:1·:rr.~l~;f,i~~:~~~~.zf}:~:~~1~~t;1?:Ji:fiit5~~::~?:~~=:-~~t1~!f1}v:;~;~!_;½::~\tf~~\i.+~~~:::~~:t;~J~~~l~ 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). 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. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted ,with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): ________________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work):. ________________________________________________________ _ PROPERTY OWNER SIGNATURE _________________ _;_ ___ _ DATE ________ _ t{Q.MP.ir§frt~lii:Jl~i(Qi[Q&'.fQflc'/kQIYdfiC:l)RI.'W'&lfwltWN~E!fM!Jt~cittg~IBti:t~~li-;~M1l\1~£.f~lt;;l~t/;ki?~~r~,r;;;ii1(:ll:1~~~,~·;;~:tJ~,;i%!¥i1;:J 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 Cir 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site 7 D YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE.AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the pe,rformance of the work for which this permit is issued (Sec. 3097(11 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 b 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 commen d within 180 days from the date of such permit or if the building or work authorized !)y such permit is suspended or abandoned at any time after the work is commenced f ape· ys (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE _,/,""""'b'-+l-'7rA'--=6c...,0,,__ __ _ I d- WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnersfiip witfi (jovernment for '13ui!aing Safety DATE: October 17, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1225 REV (PCR03228) PROJECT ADDRESS: 2744 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET:I Building B D ~ANT 0~ D PLAN REVIEWER D FILE Revisions 1:8;] 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 !dentified 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 serit to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person D REMARKS: By: Kurt Culver Esgil Corporation D GA D MB D EJ D PC Telephone #: Fax#: Enclosures: Previously-approved plans 10/13/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 -, , Ca,:lsbad 03-1225 REV (PCR03228) · October 17, 2003 JVALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1225 REV (PCR03228) PREPARED BY: Kurt Culver DATE: October 17, 2003 BUILDING ADDRESS: 2744 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 ..-1 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 0.51 Hour* Esgil Plan Review Fee ($) $60.ooj $48.00j Sheet 1 of 1 macvalue.doc Sht: .. Z..f ... ~ .. Of: ............ . Date: .. '7/4..).p..'3 .......... .. Job#. . . . -·· --- \ 480 ( t j. ¥-1 ,; , z -184 /l.-) 1 -4 ~s iv d @ -t, ~ ~ n .... , ""t~Q {: '\ I J W-t..: n, -~4 · it.; z= 1,.01 iod~ 4, c.,r"11..; Ri··MtJtN1/(;/1.,,, lo J-~ ,, &-4: i "- _ fu/le.A11/ "Tl~;, { F' :z l5bB (-q_ 'i l--~ ZT-Z. (} \ /"; ~ Z .-Z00/-0 t=-lf 7J t.! /}#1)/4-4 / ~ ' . @ t,,/ ~ Yo a. 4, t-o"~ ~-l/ t;,(t' ,I) iJ~iJ. $0 @ rt..-·p ~~},.., "-t:-- 107 W. Huntington Drive, Arcadia, CalH'o~~ ~ Pho,e,(626)446-9206 Fax,(626)441~ J C · ,_ . :) ' \~ Jamee C. Dorr, AIA ~ Architect i ( -·-t-} i I --~l --·----1 --~-- ' £?-z 16,~tl# (t,4) ~ IS 1;3\.C.~ " ' J ~4 t M ~ (61 $ t t.:o ( 1 .. ~··) 1--e~ t:t..'f .i:f. I Sht: .................. Of: ............. . Date:.S/1..f./ql ............ . Job# ""t.W.:f-J ,ew. .... . t/1(/ ~~ ttL.i.~..Uf41~ ._~1,~"7-04) ,:r. -.,,.,~ /,4-(1, 7 }(/,})) --:;:z;-~. $,, g-t, [ ,ZE,-ip4' (~ )1'" t *-z.(l,iX"1ffW) -:,0 /,1;1; ,;.1 ll.ffelf 3 11x J £, 'Lx 1.£ ~1 011rJ /C F/~-r: z:. 6.8~(/!';8!~)-::IC:,,(Pi: ti~ ~Ii 1> JJ~r }A tJ. tJtS' 6tJl-r~ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626),-446-9206 Fax: (626) 446-4615 [o/to/o") / !,·. :1 / ~0::,-~~ ·1 I C '1-4--yGi)._ ? ~ ~ ~ ( Q s__ '--/{ C?r 7 C pc:3 I c 2 s / tJ/.z o/ 0> I. U-/1) ~ d /(1/(_ ~ J~~~~A.~.tt;J:/~ PCR03228 2744 LOKER AYWEST CBAD CARLSBAD OAKS BLDG B Q.C CORRECTIONS & ROOF FRAMING REV PCR I ntfl:· ,,. •• ,...,.. ----- ~./IJ /I 7/aJsulLDING PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT . - HAZ MAT/ AIR QUAL OTHER SEWER DISTR. 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