Loading...
HomeMy WebLinkAbout2742 LOKER AVE W; ; CB031223; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 09-19-2003 Commercial/Industrial Permit Permit No: CB031223 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2742 LOKER AV WEST CBAD COMMIND Sub Type: 2090810700 Lot#: $420,868.00 Construction Type: Reference #: CARLSBAD OAKS BLDG A 15031 SF CON TILT UP 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 P1;1rk Fee LPM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'f Rene1t'lal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Recl:Water Con. Fee Total Fees: $57,855.28 $1,535.24 $1.00 $997.91 $0.00 $0.00 $88.38 $6,012.40 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $5,400.00 D1 $0.00 $0.00 Total Payments To Date: Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF PFF (CFO Fund) License Tax License Tax (CFO Fund) Traffic Impact Fee Traffic Impact (CFO Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES $997.91 Balance Due: $0.00 $190.00 $3,206.00 $0.00 $7,659.80 $0.00 $0.00 $0.00 $1,950.00 $0.00 $42.00 $1,010.00 $0.00 $23,137.54 $6,625.01 $0.00 $0.00 $57,855.28 $56,857.37 4642 09/19/03 0002 01. CGP Inspector: ~ FINAL APPROVAL 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. 02 56857-37 ( FOR OFFICE USE ONLY J ~\Y, 1H PERMIT APPLICATION PLAN CHECK No.Gbo> l2ZS EST. VAL. L( L-01~ CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Plan Ck. Deposit '!19. I . q, J Validated.~ Date_-fr-=<i<f,;<,;,..="~-------- "', ',!' y Address (include Bldg/Suite #) Business Name (at this address) Legal 9escription Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units l 61 7 ~p J,,/f p~ /b~7,z_ Assessor's Parcel # '.20o/-OBl-a100 Existing Use 3715 04/28/03 00()? •"1 'J~ Proposed Use CGP 997.91 Description of Work ' SQ. FT. #of Stories 5 # of Bedrooms # of Bathrooms . . ".N.(4A/. ::ff(.:{_ ,_µy') 13 IA.!'-/) Ji.J(q ,i;_ : · Q.~I:f\C;fPJ;ij§ON:!itpiffetenHrQ!h-1iPPlicantJ,. , ~ l6'c?$1 I Name Address City Name Address ~~, -. QQJ'i!+RACTQff•COfl!ll?ANY,~M,!;. : .. · .·_ . , State License # _________ _ .. he t;. C..IJ C'/. ocn State/Zip ~~ •••--_,_ W-A;-W-~,,.. --~-H ,_ ~-,, ---~-, "t' . '' '' " . , -" State/Zip Telephone# fa •. WORKERSf,COMPENSATION. · -· -·: ,, . "' . .,,. W~rker~; Co;;pensation D~clarati~n: I hereby affirm under penalty of perjury one of the following declarations: Fax# 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. ~ 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 2 ,--.,,.f-7£ Fv /"J;::l Policy No. 76G 3r;:>6 ?---2a.2 Expiration Date 2. -/t? -or {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 Worker ' Compensation Laws of California. WARNING: Failure to sec pe=,,-·-·_;.~-all subject an employer to criminal penalties and civil fines up to one hundred thousand dollars {$100wxw1,-11ra,aa s as provided for in Section 3706 of the),abor code, interest and attorney's fees. SIGNATURE:_~~~~~~~~~~~~~:t:::::~~~-----DATE t:J-,,? ~c:5 2 i, . .' .· '.<iw111.lf!~.1~oi;1;1_,,;:i::,ecJ-.... ,J'IQI\I," ,, ... ,, . , .. 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 foi 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. D YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted_with the following person (firm) to provide the proposed construction (include name 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 I 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 ________ _ 1y,Qfi'li>i.Jtt,~ :fl:11~-SECTiQN;FQi(.NQN"Ri;$tiiEA(Tf-44 BUl!;~IN9-~I:J\1y11r.~ QNLY-' __ .'-", ls the applicant or future building occupant required to submit a business plan, acutely hazardous materials registratio'1 f.<>rm or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES ;E) 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 ~NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES L2t--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. ·8;_ __ p¼Q,N,~T!lU~TIOl'f!.\Er.,IQ!l\!G.l\:GfNCY ... ,' .. .' .. ,,,,... :.:.'~~·:.··~-;, ::-.,: ,',"'::_:__ ~, .. : .. : . '-· , _,,,, ----·-----. 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 _____________ _ ~~c;; --~PPk1t;AN.1"{QijftT!f,,CAT!Q~:---,,.:, rn ,=~, 'A -m 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 Jaws relating to building construction. I hereby authorize representatives of the Cit\! of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is C0fl'tfflet'IE!SQ.for a ' f 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNA TUR WHITE: File YELLOW: Applicant PINK: Finance (. '"i. City of Carlsbad Bldg Inspection Request For: 03/30/2004 Permit# CB031223 Inspector Assignment: TP Title: CARLSBAD OAKS BLDG A 15031 SF Description: CON TILT UP Sub Type: INDUST --- Type: COMMIND Job Address: 2742 LOKER AV WEST Suite: Lot Location: APPLICANT JAMES C. DOOR Owner: 0 Phone: 5622374035 Inspector: ..;::2.-- Remarks: Total Time: Requested By: PAUL Entered By: KAREN CD Description Act Comment 19 Final Structural .&!._ 29 Final Plumbing t 39 Final Electrical -- 49 Final Mechanical Associated PCRs/CVs PCR03227 ISSUED CARLSBAD OAKS BLDG A; Q.C CORRECTIONS& ROOF FRAMING REV PCR03243 ISSUED CARLSBAD OAKS BLDG A; REV ROOF ELEVATIONS & JAMB REINFORCEMENT Inspection History Date Description 03/26/2004 19 Final Structural 03/25/2004 89 Final Combo 03/09/2004 34 Rough Electric 02/10/2004 34 Rough Electric 02/05/2004 18 Exterior Lath/Drywall 02/05/2004 39 Final Electrical 02/04/2004 39 Final Electrical 02/03/2004 12 Steel/Bond Beam 02/03/2004 14 Frame/Steel/Bolting/Welding 02/03/2004 34 Rough Electric 01/27/2004 14 Frame/Steel/Bolting/Welding 01/27/2004 17 Interior Lath/Drywall 01/26/2004 14 Frame/Steel/Bolting/Welding 01/26/2004 17 Interior Lath/Drywall 12/24/2003 66 Grout Act NR co AP AP AP NR NS WC AP AP AP WC co WC AP lnsp Comments TP TP NOTICE ATTCH. TP MTR REL TP MSB, SUB PNLS, TRANS TP ENT. CANOPY TP TP TP TP ENT.CANOPY TP TP ELECT RM TP TP TP TP TSH ENCL CMU .. '1, C. ~ City of Carlsbad Bldg Inspection Request For: 03/30/2004 Permit# CB031223 Inspector Assignment: TP 12/23/2003 15 Roof/Reroof AP TP 12/22/2003 15 Roof/Reroof co TP 12/16/2003 11 Ftg/Foundation/Piers AP TP SPRD FTN @ ENT PROJ PNL 12/16/2003 12 Steel/Bond Beam AP TP 12/16/2003 61 Footing AP AP TSH ENCL 11/24/2003 11 Ftg/Foundation/Piers AP TP CONT. FTN. 11/24/2003 12 Steel/Bond Beam AP TP 11/05/2003 11 Ftg/Foundation/Piers WC TP 11/05/2003 12 Steel/Bond Beam AP TP PNLSCOMP. 11/04/2003 11 Ftg/Foundation/Piers WC TP 11/04/2003 12 Steel/Bond Beam PA TP PNLS 11/03/2003 12 Steel/Bond Beam Pl TP 11/03/2003 14 Frame/Steel/Bolting/Welding WC TP 10/30/2003 11 Ftg/Foundation/Piers WC TP 10/30/2003 12 Steel/Bond Beam co TP PNLS 10/06/2003 12 Steel/Bond Beam AP TP S.O.G. 09/30/2003 11 Ftg/Foundation/Piers AP TP SPRD FTNS 09/30/2003 12 Steel/Bond Beam AP TP SPRD FTGS 09/30/2003 21 Underground/Under Floor AP TP BLDG/SEWER 09/29/2003 11 Ftg/Foundation/Piers co TP NPP SPND FTNS 09/29/2003 21 Underground/Under Floor co TP NPP WASTE/SEWER CilY of Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lite <Eir-e· Plan Check#: Permit#: Project Name: Address: CB031223 CARLSBAD OAKS BLDG A 15031 SF CON TILT UP 2742 LOKER AV WEST Contact Person: PAUL Phone: Sewer Dist: CA Water Dist: CA Date: Permit Type: Sub Type: Lot: 0 03/25/2004 COMMIND INDUST ................................................................................................................................ . ..................... . lnspecte~ -&~ Date 6lffer By: , Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ .......................................................................................................................................................... , Comments: ------------------------------- .. PLANNING DEPARTMENT /b ~J( FINAL INSPECTION CHECKLIST ProjectNamrr.::::= ~,,,, ~ L f/l../1 ,fa LJ </{t/4 ah Check No. -=C=B _________ _ Address: c£J7-'Y~~o-P....eA... ],. J" _+ rJ Project Number: _________ _ Project Planner: ,.,-~a---n ~ --/ -Extension . '-" / // ----------- Contact Person Phone No. ___ f./ ______ Drawing No. ____________ _ Ins oections 1st 2nd Approved Final Inspection Items All Items below Conform with Approved Site Plan 1. Project Planner confirms conditions are met 2. Building elevations 3. Building materials 4. Building colors 5. Rooftop equipment screens 6. Fence/wall height, location, and materials 7. Size, number and location of parking spaces compact, regular, handicap 8. Outdoor recreation facilities 9. Employee eating areas 10. Trash enclosure and location 11. Pavement treatment 12. Landscaping installed (under separate contract) LIST BELOW ANY ADDITIONAL ITEMS REQUIRING SPECIAL ATTENTION BY MIKE BLACK: 13. 14. 15. 16. 17. Project complies with all conditions, including above-listed items. Final inspection is complete. l~ ~/'l..o/of Mike Bu -D-at_e_,_,_____,I,.._(+--------- (H:\ADMIN\COUNTER\Final Insp Check) 03/22/2004 Charles S. ( Gorky} 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 REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING PERMIT NO.: ~tJ~tJ>1 z23 PROJECT ADDRESS: I declare under penalty of perjury that, to the best of my knowledge, the work requiring special inspection, material sampling and testing, including the off-site fabrication of building components for the structure/s constructed under the subject pennits 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 onJ~~ /o'-( 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 p~ovided by an independent certified special inspector: ' SPECIAL INSPECTOR'S NAME (PRINT QR TYPE): REGISTRATION NUMBER: /,1. ~7' :#-t?Yf:116 SIGNATURE: ~~) .. f!l/A;e.t.e,1 e-. m,J-S-P,y ~ EXPIRATION DATE: ~/&f' ._- Received: /29/04 14:52; 16195792582 -> JOHNSTON ALEXANDER & ASSOC.; age 03'/29/2004 14: 18 16195792582 ALTA LAND SURVEYING ALTA LAND SURVEYING, INC. 1638 Emerald Point Court J.N. 03-584 March 29, 2004 Karl Garlichs JOHNSTON·ALEXANDER 1.2040 East Florence Avenue Santa Fe Springs, CA -90670 El Cajon, CA 92019 Phone/ Fax: (619) 579-2582 E-m.ail: altals@cox.net PAGE 01 RE: Building Certification for Carlsbad oaks J...ot 7, Project No. PIP 02-05, Drawing No. 410-SA, in the City ofCar.lsbad, CA. Karl: Based on our. field survey layout of the bui.ldings, I hereby certify that the buildings were staked based on the 0:pproved grading plans and are within the site setbacks as indicated on the approved plans. If you should have any questi,ons or comments, please do n.ot hesitate to contact me. Sincerely, AL A LAND SURVEYING, INC. Miguel A. Martinez, P.L.S. cc: Partner Planning and Engineering. !S4BLD·C61\T.doo 01/27/2004 14:43 6254454615 James C. Dorr. AJA Architect. Projtlct:~~ .. l.$,;,f.?.~J';J ...... t,r .. 1. ..... . Add~~~; .. ~ .. :e.v; _ wld.r ............... . ~I?;·····~· .... .. . . . . . ·-···-·--·· CONT. END TRACK w/ j"i& HILll KBII OR. EQ. @ 32"o/c AMS 3f--20go. STL. STUDS 0 16"o/c w/ I" DRYWALL E-A-. .....u.- SIDE SlL STUDS & JOJSiS PER ICBO #4943 SL.AB DOWELS -SEE FOUNDATION PLAN FOR SIZE ANO SPACING. CENTER 24" LONG MATCHING DO\\fLS ON POUR JOINT CONCRETE SLAB CON~ BOTTOM TRACK w/ PNUTEK .144111SD DRIVE PINS 02-4-,.o/c ICBO #3447 EiEC. ROOM FRAMING &, CONTINUOUS FOOTING - SEE FOUNDATION PLAN FOR PAGE 02 Shi::: ...... /.. ... Of; ... / .. Date.: ... 1/e.1/"-; ........... . Job #.,."Ztt.~/ .,x>., . SIZE &: REINFORCING ----------CD 107 W. Hunting-ton Drive, Arc..:.dla, Callfornl.-a, 9:007 Phone. (626) 44fH-J206 P.ax: (620) 44'-3-4015 r' Rece1ved: 1/ 6/04 16:18; 6264464615 -> JOHNSTON ALEXANDER & ASSOC.; Page 2 PAGE 02 01 /'05/ 2004 15: 55 5254454515 James C. Dorr, AIA -Architect I\ Profr%,9lor1;,;il Corporation Janua .. r.y 5, 2004 Carl Ga:r.Uch.s Johnston Alexander & Associatee 12040 E. Florence Avenue Santa Fe Spring, CA 90670 .SUB,JECT: Dear Ca:r.l: The a.ngles structural following: 1. 2. 3. Carlsbad Oaks -Lot 7 Buildings A, B, C & D ,JCD #22021. 01 of the per.imete:r. walls result in locations where the wood panels (i.e. plywood sheets) have one or a combination of the Minimu.m pan.eJ. d5.mensj.on. is less than 24". The stagger of the panel joint is 12". A "continuous edge" is created when the adjacent panel joints align. · Condition 1 is acceptable if all edges of the undersized sheet a.re supported by framing :membe:r.:s or. bloc Icing (UBC sec. 2315.5.3) and all edges of the sheet are appropriately nailed. Condition 2 is ;;icceptabJ.e without reservation. condition 3 is acceptable for a maximum length of 24 ft. and boundary nailing is provided at both sides of the joint for the entire length. If you have any questions regarding the above, please do not hes,i.t;;ite to contc1.ct the undersigned. 9Tr[Q__ James c. Dorr, A.I.A. Archit~ct 107 W. Hun~ing·t;on Drive, Arcadia, Calrfornla, 91007 Phone: (626) 446-9206 Pax: (626) 446-4615 ., l Mason, Charles E. Jr. . P.O. Box 1696 Chino CA 91708 ' (714) 391-2676 SPECIALITY: ~ C [J P ·-·--~---. -..,.-.--·---·-· ---< International conference of Building Officials. CHARLES E MASON CERTIFIED SPECIAL INSPECTOR STRUCTURAL STEEL/WELDING 2000 INTERNATIONAL BUILDING CODE having been so certified pursuant to prescribed written requirements. Expiration date: March 16, 2006 No. 0844168·85 Expiration Date: 06/30/2004 Valililation No: 18G31 ~l_M ___ &i_~--... ICBO certification attests to competent knowledge of codes and standards . . Applicable experience should be verified by local iurisdictions., 1- . , iisOf096 7~-y-- punq JO(O:> ---'UOJ):r.>JJO;) :,,fa --JnOlJl!M ·y-1/l!M _96-J ;)i) 's.<op:>dsUJ llUJPJ:>,\\ JD l!OJJl?;)!J!lJ:>;) put? UO!Je:>!J!(eni) JOJ PJ~Pl!l!l~ S/n V .llfl JO I ·9 UO!J:>;,S JO S)IJ~UJQJJnb:,J "lJl !Jl!"'-fl"!(dUJO;) se ·.rr 'UOSUW :11 $~fiWIJJ . H ~0.1:)3dSNJ HNJQ131\\ • ......,., ... c--:a,Jn_,~;--i \ I •1 I I .. I I ,( DUCO ENGINEERING, INCORPORATED 20938 CURRIER ROAD WALNUT, CALIFORNIA 91789 (800) 650-4910 {909) 594-7414 FAX (909) 594-3853 REPORT OF FIELD INSPECTION CLIENT: --cJF-#,A-· ..... l-+--l-------------DATE: ___,_c;_-___;;_f_rf_-_(J_J __ JOB NUMBER: _______ _ JOB IDENTIFICATION: _ _..J.C...::...-,----!-.:..,;;:;......,__L.=.~o<..=<..-<.1..~----l-'<CL---.---l'==~-14f--4=~'---H1-...-J-""'-r--"-""--,--1,..""-- l 5""$1 ~be 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 ~t--5~Jfo · COUNTY_·OF 5~ ~P"fe DEPARTMENT OF PUBLIC WORKS . BUILDING AND SAFETY .DIVISION . . SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLY D FINAL~ JOB ADDRESS c::fo:-4,.5 &',JO J'~S -/4r r ~71fil. -j?~M1r lif~~/~~3, ioK e @~ue ?v,e!,fr . . .. TYPE OF WORK: REINFORCED CONCRETE i;zi · · .MASONRY D HI-TENSILE BOLTING D EPOXY D .. · . PRESTRESSED CONCRETE D WELDING Gr DESCRIPTION OF WORK INSPECTION ~f-1:Kv€t:z / 1/~~f}Z;f e,/~~ ~ 4'zyh0ff ~~ ~ PF;' ->~1f/,-.:,~ ,) -~~~ ~~,,,,,,.._ (<;1& ,t1/Au~~d: ~A1--t'~ 77~)·· /:7t1'1/ ,1,-v4~,,;, -u-~(._ IT 7. I ' / . t:~l -JZ'M~ /~,,.v ~tf?N',1 ;_ i,-1 £1° ,(ttfe )la,e,-#t?~/ 7~~) To the ?est ·of my knowledge, work inspected was in accordance with the bul ng dep rtment, approved stamped design drawings, and complies with specifications and applicable workmanship prov lo e U.B.C. and City/County codes . Date . ·. · .. J~(J · · CHARLES E. 'CORKY' MA~, JR. --------- . P.O;. Box 1696. . . Chino, California 9171 O · : Phone No .. (909).391-2676 · L.A.· County No .. 0386 ,,. . . . .,. : . . .... ·. '. ··. ,,1· ,• ... CITY OF ~t--5iJ?o . COUNTY·OF ~~ J?,.?5R "DEPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY-DIVISION . SPECIA-L INSPECTOR'S REP.ORT DAILY O WEEKLY 0 FINAL~ JOB ADDF<ESS lh~J &'l}O /'11fiS ;_ ur 7 l3UJf 1J--a t?:J1 ·2 ~i GENERAL CONTRACTOR ~hN~~ -d ~~ /At-roe.,~ tt~,.. TYPE OF WORK: REINFORCED CONCRETE 0 MASONRY D PRESTRESSED CONCRETE O WELDING ~ . HI-TENSILE BOLTING D EPOXY D DESCRIPTION OF WORK INSPECTION t,4'v.Pf /1., :-/?~I ,$-#.ff~ /4,A/~ - (e#IQ{ II )!.1--) -74," X /tJ " ~ & -Vy'? b 71# /f:? /v /A,,~ . ~ ti 6lki. ~/t#? -~,-~,/4o-~;->fP~-if1hP&rs Jf,-J4lif!{t,; If{., 1-v ~PL A?-15 lt. -ro )7/ffe~ t L?M( /N. ,-@11_, 1'; > . :~) -~ o/ x 3/}t/fl_~ ~r-JI.. t.. . zy/ttU;~-' 1/l/"/Jh -~/tJlf <r'f?;~;t,~-L/~.e"C 4i./2-& ,?/f-,4~~/r'~c_ /.h,;#~h-/.-#t9J'IM (~j tr'~. -7~ ?v/Jv/ l1J />l-A-~. --~/f!!-J-t,/J£,t - J /~ -lv~r /,//i()f1 $"", ~ -?45'>. -"/~ -I. :J "->< 7 J/x -'/;/' ytJ l~w ,_ ~ ~vi ~-'VU??~/4-¾y;;&z--~/,/ ;i _h -~6"'1t.-L f?~~ 1M~J s--~. ~ ·1tJ· 1~z-, i-t/ ---'AsJ,z 16) -~ ~x,~ot 'i ,t-1/41t To the best ·of my knowledge, work inspected was in accordance with the buil · g_,..ldl;;µ,c21,t1 ent, approved stamped design drawin9~. and compiles with specifications and applicable workmanship provis /~pity codes. Date lc//7.. ·/t-)'( --7---,)-____..___,__ __ CHARLES E. 'CORKY' MASON, JR P.O .. Box 1696. Chino, California 91710 Phone No._(909) 391-2676 L.A..·county Na.. 0386 f' • 1 I CITY OF tf,1te.t-5~lfo . COUNTY OF f~ ~PjR Dt:PARTMENT OF PUBLIC WORKS BUILDING AND SAFETY-DIVISION SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLY D FINAL 6ll JOB ADDRESS t/4~s &'/jO #'/b'e-s -ur? itJK e lft/~u-e ?v~:r GENERAL CONTRACTOR r41tN~~-d~~ / /4-:rrPc.,-_ tccy ),~ It lt)7,) . I TYPE OF WORK: REINFORCED CONCRETE J&'J MASONRY O HI-TENSILE BOLTING D PRESTRESSED CONCRETE O WELDING D EPOXY D DESCRIPTION OF WORK INSPECTION t!fJGY~~ ~ ~~ ~~ ~. 77~"-o/ ~e?.L, . ~ ~~ ~ /4~~ /4~ m !!I YI! fJ( ;iJ, ,es '"fM it· 2 -~~ o 5 1 . -M 1~ 4 $ 1-1 s 1 ; l ~0 , -.:z. ~f:-tf::.;7.:r~~)_ zraw~ ~ ~ 4C.! ~ ~ j.&Af~ <PfW.,,. g; ~4'7'5 .11./('_ -~ ~l'½:'Pt -~ ~e,,,;j-- ~11-?c, ·~~~;CA ~ U~/UJ_k/ -~~ -0~~/1--17 . -~~ If---,f ·r ,. II ~ -~p~ To the best of my knowledge, work inspected was in accordan~e with t e build' rtment, apf~~ stamped design drawin9~. and complies with specifications and applicable workmanship pr 10 ~~~ County codes. CHARLES E. 'CORKY' MASON, JR. P.O._ Box 1696 Chino, California 9171 O Phone No . .-(909) 391-2676 Date ,l; ('?-L.A. County No. 0386 CITY OF ~t--55~ . COUNTY·OF .1w ~?3'« · "!dEPARTMENT OF PU.BLIC WORKS BUILDING AND SAFETY .DIVISION .. ,: ..... . SPECIAL INSPECTOR'S REP.ORT DAILY D WEEKLY D FINAL D JOB ADDR'ESS {k45 &',JO 1'A7?s -ur? lcJK e !ftldn-/ue . ?v~r . . ·.' ' TYPE OF WORK: REINFORCED CONCRETE D MASONRY D ,. : ·.-··,. •,: . PRESTRE:SSED CONCRETE D · WELDING W HI-TENSILE BOLTING D . EPOXY D DESCRIPTION OF WORK INSPECTION -~ ~ ~§ '-)/ .J{ j 1;,_x t ~ >' Ytt -fi=-d UtJ,Ji,'lut~~>IJ?el )/{J Jb ~,,_ ~ (',ei)ff,77'~~~/;o~{)C/~c:t-, ,wy-77if t.~/:# .-tJ'F Lt~,-/IJJ ~?Til/0_ :ro o/th ?~J'. -. ~~ IJ-._ 71h~e ~--p~~. ;i)/n,','i-iji-J, ~.-/.ttf!f t!--:rs Ml/4/ 8 1~ .. --fl~( I) t ~) · ~) 117 11; --!st-Pf J> ._rs ~t/4( ~ ~ ,,,ht&( -/ 1 ; ? II) 15;; J-9 .' \ . ···:,. '•, .. ' •, • • • • > " , ... ,f '·.~ ' , • To the best ·of my knowledge, work Inspected was In accordance with the · cling depa ent, approved stamped design drawings, and complies with specifications and applicable workmanship pr Yislo f e U.B.C. and City/County codes . . ·.· ·_ .... ;~-' Date / /t)~ -, ;/4. --7-1-----7.'-------,..- HARLES E. 'CORKY' MASON, JR. P.O .. Box 1696. Chino, California 9171 O . · ·.· Phone No .. (9_09).391-2676 : · · L.A.. County No .. 0386 · .. ··· :. CITYOF ~t--5i·1i:;; . COUNTY·OF fw )?-pje .. DEPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY .DIVISION SPECIA-L INSPECTOR'S REP.ORT DAILY O WEEKLYD FINAL@ JOB ADDRESS th:~s &'ljO R'Af?S ;.. ur J ?oK e lftl~~ ?tl'.t!!r TYPE OF WORK: REINFORCED CONCRETE D . MASONRY D . HI-TENSILE SOL TING D EPOXY D PRESTRESSED CONCRETE D WELDING ft1 DESCRIPTION OF WORK INSPECTION /?#d Jvd/2j ,--Z !; ,l I ~ " >' > 6A o/ ~ Ctvji -. ~ it MA-h/1ef P-o/rr, -~ V:1 R~-4-m) -~~ >??Me.~ 97P#' 1 ~ ~ n /'w& /4:v. -'~ "';?In '?".??AAtp A /~Al'!. -. (f j,. 2 -117) . ~w? A---'-I-/~;_ _£;9/r 1 /WeJr-~ ~-.IMZ!tVJ -A"~7>A~ Mtt-j, -. 6'u,6 ~ -1/~ ~~'?< -//~ru,JJ~ ~u~ -fMYtlt;;,> -. . cA-J,r 7 )war h'ltt(J --dtff (!.. -. 1/,L ~~ -A/~ ,I!~. W'kMr - rf?tt?t/1;;, s -~Mr-PY& r-~us. -. · /J~ $>,·.;, -'t' ~ R-fa ~ -e/4-t r-'~ r- H-IJ ~ ..-p?~lw.J ... KP/W'Pt ).t~ ~us. ·. 7 To the best ·of my knowledge, work inspected was in accord~nc~ withJhe b 'ain,,__,...0 ,';,.."'."ment, approved stamped design drawing~, and complies with specifications and applicable wor1<ma115hip pro · . JU~ty codes. Date I /1-r ,c_ •1 )r,1 --7+----7'--.-- 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.-551'/o . COU~TV·OF .. f~ .f?,,5R . dEPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY.DIVISION : • .• ',,1', ',· ,, ' SPECIA-L INSPECTOR'S REP.ORT DAILY O WEEKLYD FINAL)P JOBADD~ESS {k45 &',JC> /AJ'?s -ur? ?tJK e. !ti(6Hu-e ~-e!-fr TYPE OF WORK: REINFORCED CONCRETE O . . . . PRESTRESSED CONCRETE D ',•' : MASONRY o_ · . HI-TENSILE soL TING 0 . ,,' ,·,: ·:. ·, ',. . . WELDING i:R7 . EPOXY D DESCRIPTION OF WORK INSPECTION ~'7,7 ~1~5: -/YJ'J /)-:, Z ';, 7-1,); + - YiG 4 .( f&t .4-~?)'J,n·tr/ rA-C//k . 1-1 r J lo 17 lrff'c., M~ -(2.) ,RI~· -7 /4"' % ,4-rt-/M#,( 1/J S J/ ht/4t /4-+,, ,,, 9 ,t 7/4 :> /g ,/? ~ ~-_ (})/ ~- Jlf f /2.x:ix' :t/~ ·-~·zt )/./J ;ixzx ~o//v--~· ~r/~t:47~ _J/4#- -· '-ti ~,1 Jr)/' .h· /.If;., 1/4 ,.,, i<( s"" ~r · .L--· 7/4~ ~If s-)tv 1-k 1;.;fnt, 1r1s )lt'5~ ~tM.. · --~> x:;:,I~. -J./f'J 't"}tt~.7/4~ -~&!<:!&~ , r v .J/4~ p'/ld ~/( /-ltJ ht11c.&1Hf &,Pffe~·,w,J..-Y/161,,/z,fh ~,I ?PoK~ H )/SJ P/.ISMr-), -1/ 'UJCP.,. · ?(,,~" "5"' /f~ _.d-tv 'l-"1 ,.. ~ \ . . ' /JU4/ll-)p;_,,~ -;t/41,,}t&r ~,( /41.;t1rj?JI -~--':' ~ pt-.#ff' ~4,_ &1r~--. ~,#WP/ ~e ~i?ij· ~ /4t M Ct?Jp- To the ~est ·of my knowledge, work Inspected was In accordance with the bull ,~µµrt ent, approved stamped design drawing~. and complie~ with specifications and applicable workmanship provi ns f ~-B ~d%' aunty codes. . . . ' , ( ' .. Y, . . ARLES E. 'GORKY' ASON, JR. · . · .... P.O. Box 1696. Date ·.; frt-, l /Z> ---+, ---+7--,,.,'---,""---,-- . · Chin·o, California 9171 o Phone No .. (909).391-2676 · L.A.· County No .. 0386 · . ·.· ,. CITY OF ~?5~7'/o .· COUNTY·OF f~ ~P'fi.·: . .. DEPARTMENT Ol= PUBLIC WORKS BUILDING AND SAFETY .DIVISION . SPECIA-L INSPECTOR'S REP.ORT DAILY O WEEKLYD FINAL~ Jos ADDR"Ess tfo,<t,s CljO ..IA7c?S -?tJr l &7 IJ.. -P~m d-ti ~..&?::>12-2..:; /4Ke llv~ue ~~;-,-.. GENERALCONTRACTOR ___ ~"-/4_N_ 1 ..._~:;-#H __ --'-'d'---'~-=-'-=·-·~-'-A,,_ro_~....,_~_tt_~-'--y--~-b_1_1_t72._·f'"--. TYPE OF WORK: REINFORCED CONCRETE 121 · .MA.SONRY D HI-TENSILE BOLTING D EPOXY D < ,·_:·"'-,· PRESTRESSED CONCRETE D WELDING Gr DESCRIPTION OF WORK INSPECTION (Pdf«v1&2 / l/~'"f}d~~~ ~ ~~ /#vql ::29» p,/ -$~,,, 2~4;;~ 2-&JA,t ;,?/4a,,,.,,,,..,,.. . r v; . , ., (<;/& 47/frU~~d: ~~~ 77#~--q;// pv4~v, -u-~( l t I . . I . <· / . t:~l -l;z'/W.f/~,,v~~,J --~1~,?kf):i~4-/l?;v>./~~~> \ Date --------- l ' John R. Byerly I N C O R P O R A T E D CONCRETE COMPRESSION TEST REPORT 12/16/03 CLIENT: CHARLES E. MASON, JR. P. 0. BOX 1696 CHINO, CA 91710 LAB NO.: 4685-1-2-3 FILE NO.: P-4883 PROJECT: CARLSBAD OAKS, LOT NO. 7, BUILDING A, LOKE AVENUE WEST, CARLSBAD, CALIFORNIA LOCATION IN STRUCTURE: DATE SAMPLED: SAMPLED AND MADE BY: (ASTM C 172-ASTM C 31) IDENTIFICATION MARK: DATE SAMPLES RECEIVED: NO. OF SAMPLES MADE: DESIGN PSI @ 28 DAYS: SAMPLE I.D.NO. 1 2 3 AGE (DAYS) 14 28 28 PANEL NO. 22 11/06/03 SLUMP-INCHES: N.I. (MAX. ALLOWED) CLIENT SLUMP~NCHES: 5 (ACTUAL) (ASTM C 143) 2-ABC CONCRETE TEMP.: N.I. · 11/07/03 (ASTM C 1064) 3 MATERIAL MIX NO.: 52651 5000 AIR CONTENT: N.I. . COMPRESSIVE STRENGTH (P.S.1.) (ASTM C 39) TYPE OF FRACTURE 4740 5450 5550 CONE CONE AND SPLIT CONE REMARKS: COMPRESSIVE STRl;NGTH EXCEEDS INDICATED DESIGN STRENGTH. COPIES TO: (1) CLIENT (1) JOHNSTON-ALEXANDER AND ASSOCIATES GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 I ' CLIENT: John R. Byerly I N C O R P O R A T E D CONCRETE COMPRESSION TEST REPORT CHARLES E. MASON, JR. P. 0. BOX 1696 CHINO, CA 91710 12/30/03 LAB NO.: 4731-1-2-3 FILE NO.: P-4883 PROJECT: CARLSBAD OAKS, LOT NO. 7, BUILDING A, LOKE AVENUE WEST, CARLSBAD, CALIFORNIA LOCATION IN STRUCTURE: BUILDING D, PANEL NO. 5 DATE SAMPLED: 11/13/03 SLUMP-INCHES: N.I. (MAX. ALLOWED) SAMPLED AND MADE BY: CLIENT (ASTM C 172-ASTM C 31) SLUMP-INCHES: 5 (ACTUAL) (ASTM C 143) IDENTIFICATION MARK: 3-ABC CONCRETE TEMP.: N.I. DATE SAMPLES RECEIVED: ·11/17/03 (ASTM C 1064) NO. OF SAMPLES MADE: 3 MATERIAL MIX NO.: 52651 DESIGN PSI@ 28 DAYS: 5000 AIR CONTENT: N.I. SAMPLE .AGE COMPRESSIVE STRENGTH (P.S.I.) TYPE OF 1.0. NO. (DAYS) (ASTM C 39) FRACTURE 1 14 3500 CONE AND SPLIT 2 28 5020 CONE AND SHEAR 3 28 5060 CONE REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH. COPIES TO: (1) CLIENT. (1) JOHNSTON-ALEXANDER AND ASSOCIATES GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington (909) 877-1324 Riverside (909) 783-1910. Fax (909) 877-5210 ,, CLIENT: John R. Byerly I N C O R P O R A T E D CONCRETE COMPRESSION TEST REPORT 12/16/03 CHARLES E. MASON, JR. P. 0. BOX 1696 CHINO, CA 91710 LAB NO.: 4732-1-2-H FILE NO.: P-4883 PROJECT: CARLSBAD OAKS, LOT NO. 7, BUILDING A, LOKE AVENUE WEST, CARLSBAD, CALIFORNIA LOCATION IN STRUCTURE: BUILDING D, PANEL NO. 4 DATE SAMPLED: SAMPLED AND MADE BY: (ASTM C 172-ASTM C 31) IDENTIFICATION MARK: 11/17/03 CLIENT 4-ABC DATE SAMPLES REC~IVED: -11/18/03 SLUMP-INCHES: (MAX. ALLOWED) SLUMP-INCHES: (ACTUAL) (ASTM C 143) N.1. 5 CONCRETE TEMP.: N.I. (ASTM C 1064) NO. OF SAMPLES MADE: 3 3000 MATERIAL MIX NO.: RS300B31 DESIGN PSI @ 28 DAYS: SAMPLE 1.D. NO. 1 2 AGE . (DAYS} 14 14 AIR CONTENT: N.I. COMPRESSIVE STRENGTH {P.S.1.} (ASTM C 39} 5160 5240 TYPE OF FRACTURE CONE CONE REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH. COPIES TO: (1) CLIENT (1) JOHNSTON-ALEXANDER AND ASSOCIATES GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 !of I I CLIENT: John R. Byerly I N C O R P O R A T E D CONCRETE COMPRESSION TEST REPORT 12/30/03 CHARLES E. MASON, JR. P. 0. BOX 1696 CHINO, CA 91710 LAB NO.: 4806-1-2-3 FILE NO.: P-4883 PROJECT: CARLSBAD OAKS, LOT NO. 7, BUILDING A, LOKE AVENUE WEST, CARLSBAD, CALIFORNIA LOCATION IN STRUCTURE: BUILDING C, PANEL NO. 22 DATE SAMPLED: 11/19/03 SLUMP-INCHES: N.I. (MAX. ALLOWED) SAMPLED AND MADE BY: CLIENT .(ASTM C 172 -ASTM C 31) SLUMP~NCHES: 5 (ACTUAL) (ASTM C 143) IDENTIFICATION MARK: 5-ABC CONCRETE TEMP.: N.1. DATE SAMPLES RECEIVED: '12/02/03 (ASTM C 1064) NO. OF SAMPLES MADE: 3 MATERIAL MIX NO.: 52651 DESIGN PSI@ 28 DAYS: 5000 AIR CONTENT: N.I. SAMPLE 1.O.NO. 1 2 3 AGE (DAYS) 14 28 28 COMPRESSIVE STRENGTH (P.S.1.) (ASTM C 39) 3680 5020 5060 TYPE OF FRACTURE CONE AND SHEAR CONE AND SHEAR CONE AND SPLIT REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH. COPIES TO: (1) CLIENT (1) JOHNSTON-ALEXANDER AND ASSOCIATES GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 Jot I I CLIENT: John R. Byerly I N C O R P O R A T E D CONCRETE COMPRESSION TEST REPORT CHARLES E. MASON, JR. P. 0. BOX 1696 CHINO, CA 91710 12/30/03 LAB NO.: 4807-1-2-3 FILE NO.: P-4883 PROJECT: CARLSBAD OAKS, LOT NO. 7, BUILDING A, LOKE AVENUE WEST, CARLSBAD, CALIFORNIA LOCATION IN STRUCTURE: BUIL,DING C, PANEL NO. 6 DATE SAMPLED: 11/19/03 SLUMP~INCHES: N.I. (MAX. ALLOWED) SAMPLED AND MADE BY: CLIENT (ASTM C 172-ASTM C 31) SLUMP~INCHES: 5 (ACTUAL) (ASTM C 143) IDENTIFICATION MARK: 6-ABC CONCRETE TEMP.: N.I. DATE SAMPLES RECEIVED: '12/02/03 (ASTM C 1064) NO. OF SAMPLES MADE: 3 MATERIAL MIX NO.: RS300B31 DESIGN PSI @ 28 DAYS: 3000 AIR CONTENT: N.I. SAMPLE AGE COMPRESSIVE STRENGTH (P.S.I.) TYPE OF LO.NO. (DAYS) (ASTM C 39) FRACTURE 1 14 2650 CONE 2 28 3570 CONE AND SHEAR 3 28 3400 CONE AND SHEAR REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH. COPIES TO: (1) CLIENT (1) JOHNSTON-ALEXANDER AND ASSOCIATES GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Byerly I N C O R P O R A T E D CONCRETE COMPRESSION TEST REPORT 12/16/03 CLIENT: CHARLES E. MASON, JR. P. 0. BOX 1696 CHINO, CA 91710 LAB NO.: 4808-1-2-H FILE NO.: P-4883 PROJECT: CARLSBAD OAKS, LOT NO. 7, BUILDING A, LOKE AVENUE WEST, CARLSBAD, CALIFORNIA LOCATION IN STRUCTURE: BUILDING 8, PANEL NO. 3 DATE SAMPLED: 11/24/03 SLUMP-INCHES: N.1. (MAX. ALLOWED) SAMPLED.AND MADE BY: CLIENT (ASTM C 172-ASTM C 31) SLUMP-INCHES: 5 (ACTUAL) (ASTM C 143) IDENTIFICATION MARK: 7-ABC CONCRETE TEMP.: N.I. DATE SAMPLES RECEIVED: · 12/02/03 (ASTM C 1064) NO. OF SAMPLES MADE: 3 MATERIAL MIX NO.: RS300831 DESIGN PSI @ 28 DAYS: SAMPLE 1.D.NO. AGE (DAYS) 3000 AIR CONTENT: COMPRESSIVE STRENGTH (P.S.I.} (ASTM C 39) N.1. TYPE OF FRACTURE 1 2 10 10 3010 3040 CONE AND SHEAR CONE AND SHEAR REMARKS: THE 10-DA Y TESTS-EXCEED INDICATED DESIGN STRENGTH. THE 28-DA Y TEST WILL BE PERFORMED UPON REQUEST. COPIES TO: (1) CLIENT (1) JOHNSTON-ALEXANDER AND ASSOCIATES GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lil?C Ave., Bloomington, CA 92316-2907 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 ),t I J CLIENT: John R. Byerly I N C O R P O R A T E D CONCRETE COMPRESSION TEST REPORT CHARLES E. MASON, JR. P. 0. BOX 1696 CHINO, CA 91710 12/30/03 LAB NO.: 4809-1-2-3 FILE NO.: P-4883 PROJECT: CARLSBAD OAKS, LOT NO. 7, BUILDING A, LOKE AVENUE WEST, CARLSBAD, CALIFORNIA LOCATION IN STRUCTURE: BUILDING B, PANEL NO. 24 DATE SAMPLED: 11/24/03 SLUMP-INCHES: N.1. (MAX. ALLOWED) SAMPLED AND MADE BY: CLIENT (ASTM C 172-ASTM C 31) SLUMP-INCHES: 5 (ACTUAL) (ASTM C 143) IDENTIFICATION MARK: 8-ABC CONCRETE TEMP.: N.I. DATE SAMPLES RECEIVED: · 12/01/03 (ASTM C 1064) NO. OF SAMPLES MADE: 3 MATERIAL MIX NO.: 52651 DESIGN PSI @ 28 DAYS: 5000 AIR CONTENT: N.I. SAMPLE AGE COMPRESSIVE STRENGTH (P.S.I.) TYPE OF I.D.NO. {DAYS) (ASTM C 39) FRACTURE 1 10 4030 CONE AND SHEAR 2 28 5020 CONE 3 28 5090 CONE REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH. COPIES TO: (1) CLIENT (1) JOHNSTON-ALEXANDER AND ASSOCIATES GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 Mason, Charles E. Jr. P. 0. Box 1696 Chino CA 91708 (714) 391-2676 COUNty:QF..i.bS·ANGELES DEPARTME('!T Of PUBLIQ WORKS BUILDING·AND;sAJ=ETY D!YISION CER'.J'IFICATE ·OF. ~~PJST~TJQN, SPECIAL IN~~c;roR o.o. 3 __ sa·"'" SIIDNo.: Expiration Date: 06/30/2004 Validation No: 18331 SPECIALITY: ~ C [JP ~M ~W Charles E. Mason Prestressed Concrete Special lnsp -Legacy The individual named here shown, having been so ce completion of the prescr"·-.,,.e~_,.. •. .L Expiration date: Marc No. 0844168·81 ICC cenification attests to competent knowledge of codes and standards. ·+·@· , ~ · American Welding Society ~ Certifies That WELDING INSPECTOR Charles E Mason, Jr. Has complied with the requirements of Sectio~ 6.1 of the A WS Standard for Qualification and Certification of Welding Inspectors, QCl-96 with_._X_, without __ eye correction, __ colorblind &di.! a ... uf?/4 ... ....- A vi$ Cenification Chair 96030521 Certificate Number March 2005 Recertify by International conference of Building Officials CHARLES E MASON CERTIFIED SPECIAL INSPECTOR STRUCTURAL STEEL/WELDINCl 2000 INTERNATIONAL BUILDINCl CODE The individual named hereon is CERTIF 1n t e category shown, having been so certified pursuant to ccessf I completion of the prescribed written requirements. Expiration date: March 16, 2006 No. 0844168·85 ICBO certification attests to competent knowledge of codes and standards. Applicable experience should be verified by local jurisdictions. County of Orange Planning and Development Services Building Inspection Services REGISTERED SPECIAL INSPECTOR MASON, CHARLES No. 1034 The individual named above is authorized to perform the special inspections listed on the reverse of this card, in the unincorporated areas of the County of Orange. Valid from Julv I. 2003 to June 30. 2004 International conference of Building Officials CHARLES E MASON CERTIFIED SPECIAL INSPECTOR UBC STRUCTURAL STEEL/WELDING 1997 UNIFORM BUILDING CODE The individual named hereon is CERTIFI having been so certified pursuant t uccessf prescribed written requirement . Expiration date: March 16, 200 No. 0844168-85 Not valid unless signed by certificate holder. ICBO certification attests to competent knowledge of codes and standards. Applicable experience should be verified by local jurisdictions. II i r ( ., I ( I l. __ llml\NATIONAL • ' eoot:COUNCll.e. Charles E. Mason Structural Masonry Special lnspect~r The individual named hereon i shown, having been so cert! · d P completion of the prescrib""'--~'11"1 Expiration date: March 2,. 2 No. 0844168·84 Not valid unless signed by cert /CC certification attests to competent knowledge of codes and standards. --__ _,,...,. ..... --~·----·--·"'"'--~----------~---------·----'! • Charles E. Mason Reinforced Concrete Special Inspector-Legacy The individual named hereon Is shown, having been so certlfl."""'d..,_.._,h,_ completion of the prescribe rl Expiration date: March 2, 07 No. 0844168•88 ----·s:2-----------.-~--------------- Michael Card & Associates January 20, 2004 · Michael Peterson, Developmental Services City of Carlsbad 1635 Faraday Ave. Carlsbad, California 92008 Re: Canyon Ridge Business Park, PIP 02-05 2742 -2748 Loker Avenue West Dear Mr. Peterson: -----------------Real Property Services I am writing as a formal request for City approval of our proposed guard rail design at the rear (north) of the referenced property. The property is adjacent to an undeveloped canyon at the north side and our two northerly buildings were designed to take advantage of the excellent canyon view. The north end of our project is retained with a keystone wall of various heights, not exceeding six feet. The wall is heavily landscaped and irrigated on the canyon side and the top of the wall is level with a planter and parking area for building occupants. There is a narrow planter area between the parking area and the top of the keystone wall. There are no sidewalks or other pedestrian walkways at the wall area other than two break/lunch areas at the northeast and northwest corners of the site. The minimum distance of the retaining wall from Loker is about 360 feet. The approved civil engineering plan for the project indicated the existence of an undimensioned "cable railing" along the top of the wall in the planter area. In an effort to preserve the canyon view for the occupants of the property, at the same time providing pedestrian safety, we are asking the City of Carlsbad to approve the following guard rail proposal. A. Break/lunch areas will have a 42' high rail, of material and design in conformance with code requirements, where the drop off exceeds 12 inches. B. The remainder of the north perimeter will remain unfenced and buffered from parking areas with the curb and landscaping as indicated on the landscape plan. 24021 Windward Dr., Monarch Beach, California 92629 (949) 493-8222 Fax: (949) 388-2102 ... Michael Peterson City of Carlsbad January 20, 2004 Page Two By design, the only pedestrian traffic near the north perimeter of the property will be vehicle ingress and egress, and persons on their way to and from the break/lunch areas. We feel this proposal meets the needs of both the City and the property owners. We hope you agree. Michael S. Card Owner's Representative ti I • EsGil Corporation In Partnersfiip witfi (jovemment for '13ui(aing Safety DATE: July 28, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1223 PROJECT ADDRESS: 2742 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET: Ill Building A D-~NT ~- 0 PLAN REVIEWER D FILE IXJ 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 t_he jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: IXJ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person D REMARKS: By: Kurt Culver Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/21/03 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnersfiip witli (jovernment for '.BuiCaing Safety DATE: July 3, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1223 PROJECT ADDRESS: 2742 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET: II Building A O,,--AR~ANT ~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. l::g] 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. l::g] 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. l::g] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: James Dorr Telephone#: (626) 446-9206 Date contacted:7-1..o3 (by:~-:Y") Fax #: -4615 Mail /Telephone D REMARKS: Fax .,,,,,-In Person By: Kurt Culver Esgil Corporation D GA D MB D EJ D PC Enclosures: 6/26/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560,-1576 ' . . Carlsbad 03-1223 July 3, 2003 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2742 Loker Ave. West DATE PLAN RECEIVED BY ESGIL CORPORATION: 6/26/03 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): PLAN CHECK NO.: 03-1223 SET: II DATE RECHECK COMPLETED: July 3, 2003 This plan review is limited to the technical requirements contained in the Uniform~Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? OYes ONo Carlsbad 03-1223 July 3, 2003 • GENERALI 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 expediti'ous 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 !3uilding 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. 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 four:idation 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). THE LETTER REQUIRES A CERTAIN FOOTING DEPTH TO BE SHOWN ON THE PLANS; MAKE SURE THIS IS SHOWN ON SHEET S1 .2 (THAT SHEET WAS LEFT OUT OF THE SET WE RECEIVED). a) Additionally, the letter should address the fact that the proposed building is very different from that described in the original soils report. IN THE LETTER FROM THE SOILS ENGINEER, THIS WASN'T ADDRESSED. STRUCTURAL 8. Show roof connections to concrete walls, per Section 1605.2.3: 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. Carlsbad 03-1223 July 3, 2003 ADDITIONAL 25. Please provide plumbing and electrical plans associated with this shell building (no deferred submittal). A. REVISE THE SHEET INDEX. B. SEE BELOW FOR PME CORRECTIONS. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans. - Have changes been made to the plans not resulting from this correction li~t? Please indicate: 0 Yes O No 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. ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen 1. No energy or mechanical design has been submitted and the plumbing design is limited to a site layout with building sewer and water supply stubs to each building. ELECTRICAL (1999 NATIONAL l=LECTRICAL CODE) 2. Provide a single line diagram for the new service. Include the following information: a) Size (amperes, phase, and voltage) of the service. b) Grounding and bonding details. Note: Multiple water supply piping entries exist, is sure to describe all piping connections to the bond system. c) The Utility fault current available and the AIC rating for all service over current devices. d) Specify whether the system design is fully-rated, series rated, or engineered (fault current levels shown throughout the system). 3. The house panel for each building supplies the site (parking lot) lighting? How is the parking lot lighting time schedule controlled so one tenant does not impact another ~na~? · 4. Include the feeder sizing to the house panels. "' Carlsbad 03-1223 July 3, 2003 PLUMBING (2000 UNIFORM PLUMBING CODE) ·5. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan. Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems. 6. Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations. ( Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve.) UPC 710.1 The plumbing information has been provided, the building FF elevation is not available. Please provide. 7. If the building sewer is private, provide the Civil site utility plans. 8. Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. UBC1506, UPC 1105.1 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 9. No mechanical plans have been submitted. If any mechanical equipment is to be installed under this permit, please include complete design drawings. ENERGY CONSERVATION 10. Provide plans, calculations and worksheets to show compliance with current energy standards. (If mechanical and/or envelope is to be part of this permit). Clarify on the Title sheet if the energy design is to be part of this permit or at the tenant improvement phase. 11. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 12. Include, on the plans, for all window and skylight types, a complete fenestration description detailing compliance with the required AB 970 modifications to the 1998 Title 24 requirements. The description shall include the following applicable information: • Type of product: Manufactured or site assembled. • The Li-factor and the SHGC ratings. • The method of certification: NFRC label, NFRC certification available at site, SHGC(fen) calculation method, or a CEC Default label. . • For site-assembled or non-certified fenestration also include a description of the assembly (frame type and glazing type) used for each type. ,.:, Carlsbad 03-1223 July 3, 2003 13. The corrected, completed and signed PERF-1, ENV.-1, LTG-1, and MECH-1 forms must be imprinted on the plans. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. flf "t-I I EsGil Corporation In. Partnersliip witli (jovernment for '13uiCaing Safety DATE: May 12, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1223 PROJECT ADDRESS: 2742 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET:I Building A D~~NT PJ~ CJ75LAN 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. [8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the.check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: 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. fZ] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: James Dorr Telephone#: (626) 446-9206 Date. contacted: s(, 2.f 0 (by: t:'---) · Fax #: -4615 Mail .__.... Telephone ./ Fax Vin 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 II ' 1 1 Carlsbad 03-1223 May 12, 2003 ;PLAN /REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 03-1223 OCCUPANCY: B/S-1 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: 24000 SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 4/28/03 DATE INITIAL PLAN REVIEW COMPLETED: May 12, 2003 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Office/Warehouse ACTUAL AREA: 15031 STORIES: 1 HEIGHT: -24' 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. f) \ I f Carlsbad 03-1223 May 12, 2003 • GENERAW 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. Provide a statement on the Title Sheet of the plans that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. 3. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached City of Carlsbad form. • FOUNDATION 4. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in_ th~ 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 AS1 .1, please specify the rebar for the 5'x1 O' footings. a ' I J Carlsbad 03-1223 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) b) c) In Seismic Zones 3 and 4, the value of ap in equation 32-2 shall be 1.5, per Section 1633.2.8.1. 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. 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 AS2.1 the thickness of the plywood roof sheathing. 11. On sheet AS2.1, the purlins used between Lines 1 and 2 will be "P2." Those purlins, though, appear.to be too small and don't match the_ size specified in the calculations. Please revise. 12. On sheet AS2.1, detail "4/S2.3" is referenced at grid B/3, but that detail doesn't exist. Please review for other such discrepancies. 13. In the beam schedule on sheet AS2.1, the size of Purlin P-1 is shown to be only 2.5" deep. Please correct this mistake, and others like it. 14. Please specify the spacing for the 2x6's on sheet AS2.1 . 15. Some of the sizes specified in the calculations for the purlins are shown incorrectly on the plans. Please review. 16. The plans don't show the cambers for some beams as specified in the calculations. Please revise. 17. For B-3 on sheet 4 of the calculations, the plans don't show the 27" depth. Please revise. 18. The roof diaphragm calculations show high stresses near the end reactions. The plans, though, don't show increased nailing in those areas. Please review. .,., Carlsbad 03-1223 May 12, 2003 19. On sheet 9 of the calculations, the 2.5:1 ratio for the subdiaphragm was checked, but the result (19.6') then yielded as statement by the engineer to use only 2 bays. For the 19.6' indicated, at least 3 bays must be used (springing from Line A). Please revise. 20. Sheet 9 of the calculations calls for hold down anchors that won't be adequate for the cross tie forces. Please revise. 21. On sheet 9 of the calculations, the sub-diaphragm stress is shown to be 638 plf: What will resist that high stress? 22. Please sequentially number all sheets in the calculations. 23. There is a sheet in the calculations dealing with a "free standing" element. Please explain where it applies. Where do the plans specify 5000 psi concrete as the design indicates? • TITLE 24 DISABLED ACCESS 24. 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). • ADDITIONAL 25. Please provide plumbing and electrical plans associated with this shell building (no deferred submittal). 26. 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. 27. 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 ~here_ they are located fn the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: O Yes O No 28. 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. Carlsb~d 03-1223 May 12, 2003 City of Carlsbad 1-11 ii t#i•li·l•J4·t\3ii,i4 •D BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 03-1223 Job Address or Legal Description 2742 Loker Ave. West Ownfil Kentoo LLC 4510 Executive Drive, Plaza Five Address Sao Diego, CA 92141 You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection-during the perforniance of the phases of constructioIJ. indicated on the reverse side of this sheet. · The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which . he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approyed. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) • "" ,,,,f' • I I~ l Carlsbad 03-1223 · · May 12, 2003 I 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 inspector), 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. Signed 9.= CJ2 Ja es c. Dorr, A.I.A. . . .. 1. List of work requiring special inspection: D -Soils Compliance Prior to Foundation Inspection [ii Structural Concrete Over 2500 PSI D Prestressed Concrete D Structural Masonry D Designer Specified Iii Field Welding Engineer's/Architect's Seal & Slgnawre Here 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 above: A. Provide special inspections per UBC Chapter 17 B. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. ... Carlsbad 03-1223 May 12, 2003 JVALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1223 PREPARED BY: Kurt Culver DATE: May 12, 2003 BUILDING ADDRESS: 2742 Loker Ave. West Bldg. A BUILDING OCCUPANCY: B/Sl TYPE OF CONSTRUCTION: V-N BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. Tilt-Up Shell 15031 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance f-.. j Plan Check Fee by Ordinance j ... j Type of Review: B Complete Review D Structural Only D Repetitive Fee CG Repeats Comments: D Other D Hourly I Hour * Esgil Plan Review Fee ($) 420,868 420,868 $1,535.241 $997.91 I $859.731 Sheet 1 of 1 macvalue.doc ,, I ',, BUILDING PLANCHECK CHECKLIST DATE: <:~5:b PLANCHECK NO.: CB== '3 /,!);;L '3 su,LDINGADRss: · fJ.7lfd l,,0k k ~t C.ewA-1 PROJECT DESCRIPTION: ~ g v~ %vsth.Q_~$p.,..__c(c:.. ASSESSOR'S PARCEL NUMBER:&.5~-tiJH2 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 Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet H:IWORDIOOCS\CHKLSl\Bullding Plancheck Cklst Fann (Generic).doc attached report of deficiencies ake necessary corrections to plans or specifi atio for compliance with· applicable codes and stand rds. Submit corrected plans and/or specifications to this office for review. Name: ENGINEERING DEPT. CONTACT PERSON JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 1 Rev. 7114/00 • lJ BUILDING PLANCHECK CHECKLIST ~e_Y"\ ~~~~· ~~s ~Jf'-e__ ~----:----''0.W'~ { , d/ ~. ~;eJ ,,....__r ... ,_ 0~ h-s C-\\JJ\_ ~ {J~ w c~JJ Provide a fully dimensioned site plan drawn to scale. '!,how: ~ ( LL') North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines Easements Show on site plan: A. Drainage Patterns ~',)~~ . F. Right-of-Way Width & Adjacent Streets<J G. Driveway widths r L~ H. Existing or proposed sewer laleral ~[c I. Existing or proposed water service J. Existing or proposed irrigation ~etrvice .J.L. ~VOV\A.A1Y~ls, 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." 8. 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, se, ond dwelling units and apartment complexes are an exception. ·1 ewer and water laterals should not be located within proposed driveways, per standards. 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:IWORO\OOCSICHKLSliBuildlng Plancheci< Cklst Fann (Generic).doc 2 Rev. 7114100 . 0 > I h !CATION REQUIREMENTS Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15,000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ---'------------,------ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the ·appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and 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: ___ _ OVEMENT REQUIREMENTS Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements c;m the H:IWORDIDOCSICHKLSnBulkling Plancheck Cklst Form {RIDDLE• HARVEY 7-12-00).doc 3 Rev. 12126/96 -0 A ' ' ,, D D D D X D D D D D BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and ·fees paid prior to issuance of building permit. Improvement Plans signed by:~---------Date: ____ _ 6b. Construction of the 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 D Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading equirements. Include accurate grading qu;mtities (cut, fill import, export). h \e_f!PL ~ 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. JV /{ {O /5k ~~ ~ e,/! f 6':> ____ Date: . x~v\v(v 7c raded Pad Certification required. (Note: Pad certification may be required even / \ /\ I\ if a grading permit Is not required.) ~<?~[~ H:IWORDIDOCSICHKLSnBullding Plancheck Cklsl Fonn (Generic 7-14·00).doc 4 Rev. 7/14/00 Ii • ' •' I ' . .. . "' 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. ELLANEOUS PERMITS 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: ~x~ A~ NDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad 7" · M\J'~ sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exem.pt List. You may telephone (760) 438-2722, extension 7153, for assistance. D D D D In ustrial Waste permit accepted by: ate: 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 r:irst. D ./ft. ~d fees are attached Q No fees required D 2a. 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:\WORD\OOCSICHKLSnBuildlng Plancheck Cklst Fonn (Generic).doc 5 Rev. 7/14100 h 1sr ·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 calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these gui_oelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1 +00 Install 2" service and 1.5.: meter (estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:IWORDIDOCSICHKLSnBullding Plancheck Cklst Form (Generlc).doc 6 Rev. 7/14/00 '"., I • l J, ,., 1ST D D D D DD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 12c. 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:\WORDIDOCSICHKLSnBuilding Plancheck Cklst Fann (Genelic).doc 7 Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D ~ifhate based on unconfirmed information from applicant. ua/" Calculation based on building plancheck plan submittal . . Address: ;J.7l(2, /.p/;x:~Uk::SJ-Bldg.Permit No. ~3 /J.:l 3 Preparedby: txr"" Date~7/"tf:J Checked by: ____ Date: ___ _ EDU CALCULATIONS: List types and square footag~sJpr all uses. -/5031/ ,a Types of Use: st1~C~ Sq. Ft./Units:Scroo EDU's: 0 t-() I . -------- Types of Use:______ Sq. Ft/Units: ______ EDU's: ____ _ ADT C~LCULATIO~S: List ,types and square footages ffr all uses. ) . """j_· .~ Types of Use: ~€ ..... ,\,,\ Sq. Ft/Units: ~Db'O (tso3 L ADT's: ___ _.w _ _,l..___ __ l Types of Use:______ Sq. Ft/Units: ______ ADT's: ____ _ FEES REQUIRED: WITHIN CFD: ~no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) ONO J#:1: PARK-IN-LIEU FEE PARK AREA & #: __ _ / FEE/UNIT:____ X NO. UNITS: 13'2. TRAFFIC IMPACT FEE . ADT's/UNITS: 75 X FEE/ADT: d(~ =$ !J .195'c> =el/776 X {Jlp. BRIDGE AND THOROUGHFARE FEE. (DIST. #1 _Lo1sT. #2 __ DIST.#3__) V / ADT's/UNITS: , X FEE/ADT:. __ _ ~ FACILITIES MANAGEMENT FEE ZONE:___.5::;___ / UNIT/SQ.FT.: 1.5; o 3 1 x FEE/SQ.FT./UNIT: #! r o ~ 5. SEWER FEE EDU's: 3 " 0 I X FEE/EDU:o2o~ 8 BENEFIT AREA: ~ EDU's: 6 ~ a1 It ~EWER LATERAL ($2,500)_ ~ 7. DRAINAGE FEES PLDA 13 · / ACRES:$~$~ rd 8. POTABLE WATER FEES X FEE/EDU:/D:f HIGH ~/LOW __ x FEE/AC: G l/ 6 3 UNITS CODE CONNECTION FEE METER FEE SDCWA FEE =$ r ; =$ ~} 8_,l[o / =$ ,b;t~~gg )( =$ 3[V,o3/ =$ ~ ,. =$~~/ 3 7, ~y / I JJl,:J tQt&f;) ~\ s (J\::) 0 '* 5 "1 fJ_m _t_....<t-b_· ~3.Q&G 1 of 2 F:IFEE CALCULATION WORKSHEET.doc Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*:$ ________ _ *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 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST ~ ,, FOR PARTIAL SITE RELEASE . PROJECT INSPECTOR:C.S.1tr( '2.. Ag.,J;\-: DATE: 0, LJC? l2eoJ. PROJECT ID 9fQ CQ-Q,( GRADING PERMIT NO. ~~l LOTS REQUESTED FOR RELEASE: Q49r,\c, t ~. ';,, ':\ NIA= NOT APPLICABLE ~ qn ~o 'f$VS~ss fbv1k. ~~COMPLETE ~· /-1' -r 0; INCOMPLETE OR UNACCEPTABLE 1st 2nd. ~Ar 1. Site access to requested lots adequate and logieafty grcuped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safely and welfare d public. 4. Letter of request ro, partial release submitted. 5. 8 ¼• X 11• site plan (attachment) ahowing requested lots submitted. 6. Compaction report from soils engineer submitted. 7. Engineer of Work certification of work done and pad~. 8. Geologic engineer's letter If unusual geologic ot subsllface conditions exiSt. 9. Project conclitiOns of approval cheeked for confflcls. 1 o. r&re hydrants within 500 feet of buifdlng QOl11busfibfes -d weather roads access to site. 14101 - ~ Partial release of grading for the above slated tom _iS approved for Iha purpose d lukllng permit issuance, Issuance of building permit$ is sb'11 subject to al nomml Cily requirements reqlir8d pursuant to the building permit process. CJ Partial release of'the site is denied for lhe foftowfng reasons; Construction Manager Date 7 .. ~ ~ ~ ; ~ ij "B u ts Cl) Q) Q) ..c: .c: .c: (.) (.) (.) C C: C: A~~ ,ft. /jbo }Ro D ¢00 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 6 J.-I Z 2-> Address 2-7 <f 2-u::>/t-Be.... A//(L WbfZ-: Planner Van Lynch Phone _{7_6~0_) 6~0_2_-_4_6~13~--------- APN: 20 --0 -oo Type of Project & Use: tNbac:r·--cf'fsl.l>(j S Net Project Density:_....,M""""~------=-D=U"""'/A"""'C'--_ Zoning: p_;,; General Plan: M Facilities Management Zone: _...;;;~"---- CFO (in/out) #_Date of participation:..> f/ I Remaining net dev acres: 0 Circle One (For non-residential developl'!}ent: Type of land used created by this permit: ___________________ __, Legend: [8] Item Complete D Item Incomplete -Needs your ~ction Envi_ronmental Review Required: YES -NO j(_ TYPE / n l L ~'fclMF"r DATE OF COMPLETION: _______ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: · Discretionary Action Required: YES -4--NO __ TYPE P I P APPROVAURESO. NO. ______ DATE tf. .. ,j-e;J .> PROJECT NO. 02.-0 S'°' OTHER RELATED CASES: ___________________ _ Compliance with cond~ns or approval? If not, state conditions which require action. Conditions of Approvai?twA'-?,fvf;)J'e.AW ,l)u,J APPNtJAL (ff;)M?rrura=-{?at'!Mt:-ll'()N' cPb~'!(c.g o P {p(J0Lffi61-1.T Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES __ NO$_ CA Coastal Commission Authority? YES __ NO __ If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine ~tatus (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES__ NO __ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans a_s "Exempt'' or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. !nclusionary Housing Fee required: YES __ NO j(_ (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 ,... J ' -~oo \ ~DD ~DD ~DD JQ_Do t/~ 1>~-0< ~D ~D ~DD ~DD DOD 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES . NO x· 2. Project complies YES NO A Zoning: 1. Setbacks: 3.S ( Front: Required Shown ) .r-( Interior Side: Required I CJ" Shown (CJ I Street Side: Required -Shown -- Rear: Required l.l2.r Shown -1-IO Top of slope: Required ;; 7,0.,. Shown o.Jc.., 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required 1:!1£ Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown 3. Lot Coverage: Required c...S-0~ Shown ':!rt~ 6B{fi&r>) 4. Height: · Required .£::; > S:-I Shown Zir~0 ;::i/2--t:::-;.J'f1 ea--r rrt:.r /_ :r.r 5. Parking: Spaces Required !_S'S-Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments·-------=--------------------- OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER c). ft?vL DATE -r/ 29"'6 3 H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 t~arlsoad Fire Department 031223 1635 Faraday Ave. -\ Carlsbad, CA 92008 .t-, Fire Prevention (760) 602-4660 Plan Review Requirements Category: Building Plan Reviewed by: ~~ Dafe of Report: _o_s1_12_12_0_0_3 _______ _ Name: James Dorr, AiA / Address: 107 W. Huntington Dr. City, State: Arcadia CA 91007 Plan Checker: Job#: 031223 ------- Job Name: Carlsbad Oaks "A" Bldg#: CB031223 --------------"'---------- Job Address: 2742 Loker Ave. West Ste. or Bldg. No. IZI Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and I or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to compJy 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 031223 2nd FD File# 3rd Other Agency ID / ~arilsbad Fire Department 1635 Faraday Ave. '\ Carlsbad, CA 92008 Plan Review Date of Report: _o_s1_12_1_20_0_3 _______ _ Name: James Dorr, AiA Address: 107 W. Huntington Dr. City, State: Arcadia CA 91007 Plan Checker: Job Name: Carlsbad Oaks "A" Job Address: 2742 Loker Ave. West Reviewed by: 031223 031223 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 11 • 1¥i •J4 •IU I I; ,14 0 I Office of Fire Prevention Division Underground Plan Submittal Requirements Plan Requirements 1. A Copy of the applicants C 16 license, Business License (City of Carlsbad) and Certificate of Worker's Compensation or documentation to support exemption. 2. Three (3) sets of plans are to be submitted to this office and shall include the following: 1) Address of job site. 2) Designer's name and name of company doing installation. 3) Building permit number related to this job. 4) Details of installation to include thrust block, detector check and fire department connections and all valves to be indicating type except street valves. Provide information on how the size of thrust block was determined. Plans shall be drawn by a Registered Engineer or licensed contractor: A. At no time shall pipes pass under footings and or foundations. Where a riser is close to building foundations, underground fittings of proper design and type shall be \ used to avoid 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 m9st 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 li•Ui•J4·Elii;,t4bl 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 include the following: A. Plans shall be drayvn 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 include thrust block, and all street valves. · Provide information on how the size of thrust block was determined. 3. Scope: Fire hydrants shall be provided in 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 Pl!blic streets. B. Number of Fire Hydrants The rninimum·number of fire hydrants available to a building shall not be less than that listed in Table No. A-11I-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-11I-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-I11-B-1. -OVER - 1635 Faraday Avenue • Carlsbad, CA 92008 • (760) · 602-4666 • FAX (760) 602-8561 @ · Exceptiori: · The chief may occept d defidency of ·up to 10 percent where exJsting fire hy:drants provide:dl or ·a.portion ,of the r~quireq fire_ hydrant service. · Regar.dfess of the averog.e spacing, fire-hydrants ·shall be located such .that all points on . streets and ac;::ces~·roads adjtrcent to a-building at~· withi.n the distances ·Hsted :ih ·rable No. A-lll-B-1. TABL,E Nb. ,A::111.A~1 . . --' NOMBER:ANDDIS"t'RIBUTION!OF FIRE HYDRANTS , . . .. . . •c FIREFLOVV IYIINIMUM · .AVERAGE SPACINµ MAXIMUM DISTANCE'FROM REQU(RE;IViENT ·r-Jo •. oF Bl;TWEEN HYDRANT TO ANY POINT ON · . (GPMj. •· HYDRANTS HYDRANTS1'2;3 ; STREET OR ROAD ,, .. (Fr.)' FRONTAGE4 (FT.}· . . .. .. · 1,750 or less·, 1 500 -250 . 2,000:.2;250 ~ '450 245 2,900 ~· 4p0 225 · 3,000. 3 .. 400 225 · 3,500-4,0bO · 4 350 210 _4,:$00-5,000 9 300. 180· 5,-500 '' 6 300r 180 6,000. .. 6 250· 150 6,500-7,bOO · T ' 250 150 · 7,500 or more. .. $-qr more5 200 120 .. -.. ' .. ' · 1 . Requce by 1 od feet for dead-eh~ strt;iets orroads. · : 2 Where strt;i!:)ts .are•provided with medJan.dividers·which.can ·be:crossed by firefighters pulling,hose lines; or arterial streets are provid~d,with four:·pr more traffic lanes and have a traffic coyht of more than 30,000 vehicles per day, hydrant sIiacIh·g shall · average 500 feet on each side of-the street' and be arr~ngeq on an alternating basis up to a fire-flow requirement of 7,0bQ gallons·per.mir:iut~,and 400 feet for higher fire-flow.requirements. · 1 3 Where new water·.IT)ains are .extended .along streets ~here--hydrants areinot needed ·for protection of structure or similar fire problemsi -fire _hydrants.shalFbe:provided at npt l~ss·ftian:1,000 fqof spacing 'to.'provide for transportation·hazards. 4 Reduce l:ly 50 feeH9r dead-end streets-or roads, 5 Qne hydrant for eac~ 1,.000 gall9ns per minute or fraction thereof. /' ' ' l ., r .James C. Dorr, AIA Architect e(Q!' {?g.1,t.1 l/)1)~ -t..t:.r-tr,~ ~,r, /, :;;--GIi-rt; it z "?f!p~/t,t/1..f;; /,. 0 /Vl/.fC. /t O "ffef{J;l//..f/a.(£1_,.{. 'i; ,!)' 6,l, /?t./llUIJ 1.0 ... µtr~c./c~··(j It, 7 H/.t;""'" ( u;tc-1¢0) Project: .... C~.r.(..~>. .. tu>..O.. .... :: ...... ~l?.4 .... k .. · Address: .. ~ ......... J./?..~& .. .JJ..tJf .. W..~r. Li,,.&/,'.4,,.&..~.~.t;l.T ... <.:.{(",F.': .............. . -5r1.rr,u11u..-s Sht: ....... L .......... Of: ............... . Date: .. 4./.7./e"k ............. . Job # ... Zzt?.~/..,~~ .. . J,,_ 7 .,' l.,().f' "L (s.r-1-io·):: >7-d/rr 0 'V, J,;1 (1,'f) '--(; ,s-) ?: ~ )/_ I• r"' "t.,J(.. c 1 . $1,. "~w f'~' o t;1(;.1)(ts·) z. 41 Iv -u~ : -ecB'.z.,) P-5! U'~· -Mt/i/. !ff'~ /4h t G !41~/C.. 107 W. Huntington Drive, Arcadia, Califo nia, 9~, , ( ~.-· Phone: (626) 446-9206 Fax: (626) 6-4615 _ , _ _ __ 'I,-~ -- .1 :t t ,, James C. Dorr, AIA Architect +'--,i-8 -, -l Project: .. (}_.ll!.l:?.k.'?. ff;.}.0 ...... ::-: .... §.~4. .. ,.fr.'_ ........ . Address: 7? ............... L.a~:':-,, .... t;'.N.v. ... W.&-ii.:( ......... . LA.n.t.b. FM.l:?.t.C.fr.. .................................... .. Sht: ....... t ........... .Of: ............... . Date: ... ':i/ :;~/;;;······· .. ·· Job# ... ".f.: ....... t.f: ................ . /t,5: "'- to,1t . '-'- lo Ii) g ~$'8 ~l;::--r b.J._ ~ %4it/r-r r, lists' c;'4-i~G-. J.·t.4W "i,-8 . - f "S~' t W.,« J4~4S,~ z ;:;,1--z..!t: ~t.. ~ -J'2.l.4f )-z.. '5?(,.:JFI u t; if , ,;4 )(' -t-1 r 'fi,o:) .2 -c} F ·107 W. Hunting'ton Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 I J l I 'James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia,_CA 91007 Title: Dsgnr: Job# 'l--C(Y( f I I) \j Date: 4:37PM, 18 APR 03 Ph: (626) 446-9206 Fx:(626)4464615 u:~r: KW-oeo1::i1e v~r 6.6.0, 2-Sep-2002 (o 1 oaa.2002 ENl::RCALC en lneerln eoflwlilrlil Description 48'-PURLIN Description : Scope: &_. i.::> c. k,--- General Timber Beam General Information Calculations are designed to 1997 NDS and 1997 USC Requirements Section Name Beam Width Beam Depth Member Type Center Span Left Cantilever Right Ca_ntilever 48.00ft ..... Lu 3.1251n 25.500fn GluLam ft ..... Lu ft ..... Lu Load Dur. Factor Beam End Fixity Center DL Left Cantilever DL Right Cantilever DL I Summary 1.250 Pin-Pin Fb Base Allow FvAllow FcAUow E 2,400.0psi 190.0psi 650.0psi 1,600.0ksi a tsesmna,ww MW¥&W>suw m WIS WU#SiA we. 6i&-.; Pt : ;gg g I 112.00 I/ft #/ft #/ft LL 96.00 #/ft t.L #/ft LL #/ft Span= 48.00ft, B~ Width = 3.1251n x Depth = 25.5in, Ends are Pin-Pin Max Stress Ratio o.a1 o : 1 !j, tp f .. zs itj f&t Q d Maximum Moment 59.9 k-ft Allowable 74.0 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 2,122.55 psi Fb 2,621.58 psi 59.9Qk-ft O.OOk-ft 0.00 k-ft 0.00 k-ft 73.99 fv Fv at 24.000ft at 0.000 ft ·as.7opsi 237.50psl Reactions ... ·Left DL Right DL Shear: Camber: 2.69 .k 2.69k @Left @Right @Left @Center @Right Max Max 2.00 ft Q.00 ft 0.00 ft '• f wi Glllfufo,11 k k , Mi i, ,I Beam Design OK 6.8 k 18.9 k 4.99k 4.99k O.OOOin 2.904in O.OOOln 4.99k 4.99k I 1J \ I ~ames C. Dorr, AIA -Architect 107 W. _Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job # 1:l:t)(;/ ,.c.JO Date: 4:34PM, 18 APR 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4615 Scope : ~-t''-.&-- General' Timber Beam Description 42'-PURLIN 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 5.125x31.5 3.125 in 22.500in Glulam 1.250 Pin-Pin Center$pan Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 42.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi I~\~~ .½!P.!I~UJ:'.!U!2!'!JI ~2!~!19lilSMiiilliiiiiiWliWiWIWWWWWW¥ililtiMiliit#iMlf@MMIWWiili\i,MliWl\4411tb4 ,il ,44-18 !Mil Center Left Cantilever Right Cantilever ;· Summary CL DL DL 112.00 #/ft #/ft #/ft LL LL LL 96.00 #/ft #/ft #/ft Span= 42.00ft, Beam Width= 3.125in-x Depth= 22.51n, Ends are Pin-Pin Max Stress Ratio o.773 : 1 Maximum Moment 45.9 k-ft Allowable 59.3 k-ft Max. Positive Moment 45.86k-ft at Max. Negative Moment 0.OOk-ft at Max @ Left Support 0.00 k-lt Max @ Right Support 0.00 k-ft Max. Mallow 59.32 fb 2,087.32 psi fv 84.98psi Fb 2,699.62 psi Fv 237.50psi Maximum Shear* 1.5 Allowable 21.000ft Shear: @Left 0.000ft @Right Camber: @Left @Center Reactions ... @Right Left DL 2.35 k Max RightDL 2.35k Max 6, 1(u,,)" 1.r. 1 r tfiv I' ~~6'~ 2.00 ft 0.00 ft 0.00 ft I&£ • I&, Mlii ll J;I Beam Design OK 6.0 k 16.7 k 4.37k 4.37k 0.0OOin 2.478in 0.OOOin 4.37k 4.37k I II' r I ~ames C. Dorr, AtA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx:(62~)446-4616 Description 36' -PURLIN Title: -Dsgnr: Description : General Timber Beam Job ,,z.wz.t,oo Date: fl:38PM, 1 a APR 03 I General Information . cnnrn::a:u;;;.:;wasJt 41 tJA\Sfoiliii ¥ @ii@ I 41UWUt D 4-MIP mat .!4434 :+ri Calculations are designed to 1997 NDS and 1997 USC Requirements ~ 119\MiU½A Wl lb#• \Mi M 4 Sb, i&,14 ill¥ I# $l , ,s&....::mmr l ollJ 4b\4Ji, &A ;; @14 di ½I, l\$1i IMI\N ii GI Iii l $ Section Name Beam Width Beam Depth Member Type Center Span 36.00 ft ..... Lu 2.00 ft 3.125in 19.500In GluLam Left Cantilever ft ..... Lu 0.00 ft Right Cantilever ft ..... Lu 0.00 ft Load Our. Factor Beam End Fixity 1.250 Pin-Pin FbBaseAllow FVAIIOW Fe Allow E 2,400.0psi 190.0psi 650.0psi 1,600.0ksi I Full Length Uniform Loads 7 /m,4 !J ¥ I ¥ &i!Mi¥5Mfl&i¼41 fWiUiiiiW MWM&fii\$W/iG/Stf•d-MIPf4Mi14911"&466@1Eil#IIM@b#WMIWti\iliWi#,iiih#ii#M2 W A :zc;;mw i-J :m #\+ ;J;; :uz;q t .:,;.qsw;bx +JI# 1b Mi bk\ pg §4-! U ,;n~ Center Left Cantilever Right Cantilever I Summary I DL OL DL 112.00 #/ft #/ft #/ft LL LL LL 98.00 #/ft #/ft #/ft Span= 36.00ft, Beam Width= 3.125in x Depth-= 19.51n, Ends are Pin-Pin Max Stress Ratio 0.732 : 1 Maximum Moment 33.7 k-ft Allowable 46.o k-ft Max. Positive Moment 33.70k-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 46.05 fb 2,041.70 psi fv 84.05 psi Fb 2,790.21 psi Fv 237.50 psi Maximum St:iear * 1.5 Allowable 18.000 ft Shear: @Left 36.000 ft @Right Camber: @Left @Center Reactions ... @Right Left DL 2.02 k Max RightOL 2.02k Max tP, i ( ,, ,:r) ?. /'J. ,s-t/4e.~ 14 1'/,/&&t.. Beam Design OK 5.1 k 14.5 k 3.74k 3.74k 0.OOOin 2.055in 0.OOOin 3.74k 3.74k I'· ' James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job # 'Z.2.CJ"O , oo Date: 1:37PM, 22 MAY 03 Ph: (626) 446-9206 Fx:(626)446-4615 ev; . Us.llr; KW,0601316 Verll,6,0, 2,Sep,200::! {e)1£i8(il,2Q02 sNERCAI.C !Enginllerln $Ql\w11r@ Description Bldg A: B-1 Description : Scope : ~l?t,; /4,- General Timber Beam 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 5.125x31.5 6.750 in 33.000in GluLam 1.250 Pin-Pin I Full Length Uniform Loads & IIAIMI Center Left Cantilever Right Cantilever I Summary DL DL DL Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 658.00#/ft #/ft #/ft LL LL LL Span= 38.00ft, Beam Width = 6.750in x Depth = 33.in, Ends are Pin-Pin Max Stress Ratio 0.873 : 1 38.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0 psi 1,600.0 ksi A 564.00 #/ft #/ft #/ft Maximum Moment 220.6 k-ft Maximum Shear* 1.5 Allowable 252.5 k-ft Allowable Max. Positive Moment 220.57k-ft at 19.000 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 252.52 Reactions ... @Right fb 2, 160.47 psi fv . 133.84 psi Left DL 12.50 k Max Fb 2,473.46 psi Fv 237.50psi Right DL 12.50 k Max 2.00 ft 0.00 ft 0.00 ft WPW91@ Beam Design OK 29.8 k 52.9 k 23.22 k 23.22k O.OOOin 1.432in O.OOOin 23.22k 23.22k I , "James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Description Bldg A: B-2 Title: Dsgnr: Description : Scope:~ 1,;f')t, Rf' General Timber Beam Job# f..t.JJl-/ «NJ Date: 7;56AM, 29 MAY 03 General Information Calculations are designed to 1997 NOS 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 36.000in GluLam 1.250 Pin-Pin 40.000pcf I Full Length Uniform Loads m+ f Center Left Cantilever Right Cantilever DL DL DL Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow FcAllow E 653.00 #/ft #/ft 653.00 #/ft LL LL LL 45.00ft ..... Lu ft ..... Lu 7.50ft ..... Lu 2,400.0psi 190.0 psi 650.0psi 1,600.0 ksi 564.00 #/ft #/ft 564.00 #/ft MIIM 2.00 ft 0.00 ft 7.50 ft miG\d I Point Loads Nli5WHH &IPA Dead Load Live Load ... distance Summary 12,500.0 lbs 10,720.0 lbs 51.000ft lbs lbs 0.000ft lbs lbs 0.000ft lbs lbs 0.000ft lbs lbs 0.000ft Span= 45.00ft, Right Cant= 7.50ft, Beam Width= 6.750in x Depth= 36.in; Ends are Pin-Pin Max Stress Ratio o.975 : 1 lbs lbs 0.000 ft lbs lbs 0.000ft Beam Design OK Maximum Moment 279.2 k-ft Maximum Shear* 1.5 43.6 k 57.7 k 26.78 k 32.80k Allowable 286.5 k-ft Max. Positive Moment 279.25k-ft at Max. Negative Moment -95.261<-ft at Max @ Left Support 0.00 k-ft Max @ Right Support -175.45 k-ft Max. Mallow 286.52 fb 2,298.33 psi fv 179.24psi Fb 2,358.21 psi Fv 237.50 psi Allowable 20.930ft Shear: 45.000 ft Camber: Reactions ..• Left DL 14.09 k Right DL 36.23 k @Left @Right @Left @Center @Right Max Max O.OOOin 1.638in 0.501 in 26.78k 65.65k I IA James C. Dorr, AIA : Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Description Bldg A: B-3 General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 6.750 in 27.000 in GluLam 1.250 Pin-Pin I Full Length Uniform Loads ARM+ +MM Center Left Cantilever Right Cantilever DL DL DL Title: Dsgnr: Description : Scope: ~C-~6 I:!- General Timber Beam Job# ,t:,e{-Yt I tt:JV Date: 2-:00PM, 22 MAY 03 Calculations are designed to 1997 NOS and 1997 UBC Requirements EE& Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 672.00 #/ft #/ft #/ft LL LL LL 32.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0 psi 1,600.0ksi il&aait&i&AA E ND?& 576.00 #/ft #/ft #/ft 2.00 ft 0.00 ft 0.00 ft as ;..w we Beam Design OK : . Span= 32.00ft, Beam Width= 6.750in x Depth= 27.in, Ends are Pin-Pin Max Stress Ratio 0.910 : 1 Maximum Moment 159.7 k-ft Allowable 175.6 k-ft Max. Positive Moment 159.741(.,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 175.60 fb 2,337.36 psi fv 141.99 psi Fb 2,569.42 psi Fv 237.50psi Maximum Shear* 1.5 Allowable 16.000 ft Shear: @Left 0.000 ft @Right Camber: @Left @Center Reactions ... @Right Left DL 10.75 k Max RightDL 10.75 k Max 25.9 k 43.3 k 19.97 k 19.97k O.OOOin 1.342in O.OOOin 19.97k 19.97k ') ) ' James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 cw: U@er: KW,0601316, Ver!Hl,O, ~Sep,2002 {o 186\l-2002 6N&;RCAI.C Sn lne@rlng SQftw@l'll Description Bldg A: B-4 General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 6.750 in 28.500in GluLam 1.250 Pin-Pin Title: Dsgnr: Description : Scope : ~t-t.?Gt A- General Timber Beam Job# tee,e,1, &fO Date: 1 ;G9PM, 22 MAY 03 Calculations are designed to 1997 NOS and 1997 UBC Requirements , Center Span Left Cantilever Right Cantilever Fb.Base Allow FvAllow FcAllow E 34.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi 2.00 ft 0.00 ft 0.00 ft I Full Length Uniform Loads J '-m!1llt!l1l.i.&=l!l:,D&41'1!14itctm!i::mw,:Jtll.14:'/l!ll!l!l!fS#tll!l:#CY::60:llmll:ml~@ll!H:!IC.fS:m:!Ml!!Ekil!IE!mlll!lidiml4$1:l:.lltimk3rn£::CUlllli2·%Cll&il!lll!ZDmHlllffliiiA:rllt'.'IIP.941:m;MIIBIIIICIIIZlm•:m£!!M3JISl!!,ll5£ie-fii.illl!l·!lll!@ill!l&PA~991l:P.im:l@::lllti!,ll!.-.iQ.Zl@i4!:llltt:lll!N!lll9t:::ll,(}4Gl4A4m&lliY:!ili#/i:l!l..J',:l::£41Z·:l:!li-tall!Qf=µ;z:i;.41l:l.zam:i:a .. 4:mmci:,::zJctiHll:l:IW::t:!@ll:::l=== - Center DL Left Cantilever DL Right Cantilever DL Ii Summary Ill 672.00 #/ft #/ft #/ft LL LL LL 576.00 #/ft #/ft #/ft Span= 34.00ft, Beam Width= 6.750in x Depth= 28.5in, Ends are Pin-Pin Max Stress Ratio 0.933 : 1 Maximum Moment 180.3 k-ft Maximum Shear* 1.5 Allowable 193.4 k-ft Allowable Max. Positive Moment 180.34k~ft at 17_000 ft 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 193.39 Reactions._. @Right fb 2,368.22 psi fv 142.93 psi Left PL 11.42 k Max Fb 2,539.62 psi Fv 237.50 psi RightDL 11.42 k Max Beam Design OK 27.5 k 45.7 k 21.22 k 21.22k O.OOOin 1.455in O.OOOin 21.22 k 21.22k ~ ~ \ ~ 'James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# ,ZZ-En,ftoU Date: 2:09PM, 22 MAY OJ Description : Ph: (626) 446-9206 Fx:(626)446-4615 Scope: ~t,,.PC. f:r ';zi{4.f 'l) General Timber Beam Description BldgA: B-5 General Information Calculations are designed to 1997 NDS and 1997 USC Requirements Section Name Beam Width Beam Depth Member Type 6.750 in 31.500in GluLam Center Span Left Cantilever Right Cantilever Load Dur. Factor Beam End Fixity I FYII Length Uniform Loads WWWiiili&L L I Center DL Left Cantilever DL Right Cantilever DL I Point Loads ~ Dead Load Live Load ... distance m Summary 11,420.0 lbs 9,800.0lbs -6.000ft l1I 1.250 Pin-Pin Fb Base Allow FvAllow FcAllow E 672.00#/ft #/ft #/ft LL LL LL 10,750.0 lbs 9,220.0 lbs 48.000 ft lbs lbs 0.000ft 42.00ft ..... Lu 6.00ft ..... Lu 6.00ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi -576.00 #/ft #/ft #/ft lbs lbs 0.000ft lbs lbs 0.000ft @QM IP& 2.00 ft 6.00 ft 6.00 ft lbs lbs 0.000 ft ** .. :J YMAWI lbs lbs 0.000ft Beam Design OK Span= 42.00ft, Left Cant= 6.00ft, Right Cant= 6.00ft, Beam Width = 6.750in x Depth = 31.5in, Ends are Pin-Pin Max Stress Ratio 0.923 : 1 Maximum Moment 208.7 k-ft Allowable 226.1 k-ft Max. Positive Moment 208.68k-ft at Max. Negative Moment -68.52k-ft at Max @ Left Support -127.32 k-ft Max @ Right Support -119.82 k-ft Max. Mallow 226.12 fb 2,243.27 psi fv 172.69 psi Fb 2,430.77 psi Fv 237.50 psi Maximum Shear* 1.5 Allowable 21.108 ft Shear: @Left 0.000 ft @Right Camber: @Left @Center Reactions ... @Right Left DL 25.63 k Max Right DL 24.77 k Max 36.7 k 50.5 k 27.70 k 27.43k 0.279in 1.157 in 0.297in 48.92k 47.40k I I James C. Dorr, AIA Architect Project: C/4rM .. !.lll~~.tO ........ ~t~ .. /lr.. ............... . Address:n ............. L.a.~.Avtt.: .. ~/(r.;).t ............ .. ~IU.-r>.1'$1.>t:?., ... C{h........ . ...................... . Sht: ..... JJ. ........ .Of: ............. .. Date:.52j...?.P/..9.~ .......... . Job # .. :~6.t.aU ... <-?P ........ .. '°Pi.: !f,4'2.1:: 1:'L 'Mr" t,£.... f: ~ 10 :-is i,;. e>1.. w I C?t.,pr Pt.. . '5if..t¥{f1 (..,(_. a.B., '$ If ~.G e (~(l-ir) ;,: r"'1 Ttr.?, (?t,.UM·~ ~- f't. ts,,g. I I<.. J ti:: 1$ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Cf.'!:'tl!:.. (..{._.. .r James C. Dorr, AIA Architect Project: ~f!,.t,~tM!t.1 ... :-: .... J.s.t,..Q.G. .. ki .................. .. Address: .............. t.~.A!.(?. .. ~~-"< .................. . Ct,;\11.t,l1..~1~r,.?.1 ... ~ ...................... . 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 T=Ct((h)".75) = 0:17 R= 4.5 V=(Cv*I/R*T)W= 0.814 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 F p=4( ap*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+II= 1,098 lbs. Continuity Tie: (E/W) Wdl= 14.0 WII= 12.0 b= 48.0 I= 38.0 Fp=0.5*Ca*l*Wdl+II= 5,217 lbs. Out-of-Plane: Rp= 3.0 ap = 1.0 Ground Level Fp=4( ap*Ca*I p )/Rp= 0.147 Wp Fp rriin=0.7*Ca*lp= 0.308 Wp Roof Level Fp=4( ap*Ca*lp )/Rp= 0.587 Wp I Fp min=4*Ca*lp= 1.76 Wp I !Average= 0.447 Wp 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ....... t.~ .... 7.0f: ............... . Date: ... 4!.tP:l.~~ ................ . Job# ~':Ul.':t./.1'..t:f.0. ...... .. ' } I I . --... Sht: ...... f:1. ...... Of: ............... . Date:.4.. }B).Q')_ ............... .. Job# .t:ie,.t,,L-.d.?.9 ....... . Project: .. C.~ii.1...i.~a.D.~ ... 7 ... ~.k ........ .. James C. Dorr, AIA· Address: "?) ............ L~.~ .. .tiV.~ ... W..f?,;,1'.'. ........... . ---17 ~11,111.,l¼ ............ Cf> ©;----~__,'l,-"'--"'ll'---·-·· ··-. S'l_' --·------, F~,~J;j., e,. /W 1:71rtJa!C-'HO/J : , 'IZ.1'S{l'i1)(-z1){ttJ,6") I ff, z: , '21s··(t:/;'5 )(t.l) o~.r) .:: If I -z. 'fi'"(t·4) (~') "b61 ~4"? ru1-:_ c 4,) ~ '"l-t? I; , -.s~ e, O,t) 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 \ ' I t James C. Dorr, AIA Architect M/4\~,v tYbrttfl.A>t!A t-J~, ~11)(.: N/'i P,1rt-1J:C(to1J Project: .. CAli.it.t.-,,~:l)n.a .. :r ..... B.l,42.t .. k ......... .. Address: ........................ ~.;t..t,'fM.., ... Av.v.JAJl::.,:fl(. .. .. Sht: ....... t:4. .......... 0f: ............... . Date: .. f5/.~.U,C!2. ............... . t:3ht.(r.~Sf,Jl.fJri1 .... Ct:Jr..: ............................. .. Job #.:Zll-.0..~l~.ClP. ......... .. 1$-87 ,:: -z~i *Irr u~ "t,,',I /g ¥" ~ 7-c.eµcrr :r; wL ... A ,. ~ ~J <2. t:. 11 ()/e, 411.o/e, ~tJ.PriY /c,d ~ c." o/(.. t;"dJ/e.-~~~ Md (2 H.,11 4'1/'-' tz."b/c.. \l\}~lb"'rl.1 t '?X ~M fl.JC, 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 I I ~ James C. Dorr, AIA ~ Architect Project: .. {!_,t:)11,t,.,.,$_{)/1.t?. ... ~ .... .f~tl..'1 . .t.t ................ .. Address: .................. ·.'/:...()14!7..~ ... er...t..ff. .. W.t-r~.( ........... .. CtJ.¥1,,1 •. s .. ruJY.J. .. -: .. Cit:.. .. . .. .. .. . .. .. .. .. . .. ........ . I ,,,, Sht: ...... b ......... .Of: ............... . Date: .. ef~~--.......... .. Job#. t:~.'?.L ............ . I ~c.,(.1-;C.,-ro~ I 11,,1. -"t. t IJ/~ V1te..~"1t~IJ ? 't I '1, 1.:1 f. .., ;~ (,z..~~~ ) == 18~o ~1, (t ,B) z ,-uc Jt/r-r 8(:3 fv{ ~'-z 1/1.. ( 4.tf) 1..(/.:i) z ~$-:;f5~_1'l.., /Al It e d;ff7 ~I. t;. f; F b 't O• rr,.; (t4EC) ,l ~,,t:i<U) 'f">, Fr z w,~ r r iz1 o. ( -z.4+48) . tt == +-c.. :t ,t,/'t..';f ( t.,,;,•{) . e ~t,C. l,'L {&!~+ t~i!'(fi.~7 2 z &r'761 < t,o , . -, c1t"~-"r , . 1 <, i~lo '> . F. .:(,?,4 ,s {li,eo.~?.-::. 1'$-)l (> __ zO-'ff~ r~.!:, J,l'5t Cl! c· 4·$ (!~). \ Z. '--f' Ui~] I ' (,'t-( ~~,) . ~ tJ,e,.g7 ( /.,o /.7 (eo40) {1.-/74/t) t:/ W /?/11,,~"1 I fiM.( · · fl: U~'. + ~~ ~e,s-ft) 107 W. Hun'tington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 .. ) James C. Dorr, AIA Architect Project: .... {!-,;d,J,..~ .. fJ;,f').0 ........ 8..e.,,ac. ... fr........... Sht: ....... l?.~ .. .Of: ............. .. Address: '.7)' ............... lo..Je.cm... ... 6)v..«.......................... Date: .. :£/1..1.,/.(?.~ ..... .. l.,,;/J&.~.1-:1raa,....C.rJ.:... ............................. Job #.:tti'Ul?.U1. ............. .. o 1.-.5+ -M· ts,,) z,~ = AL zf,C...- 1 µ/('e. l ;4 (/,7 . 4-fU, :1-~ ~ :e 4 ~ t.--c $ .. tt-,...~. :;;;p f;-;S-t , ?/1..,C,, 46:--~==t-5,...;;=1 =l:=,:;;.. 7=~=,~= ...... =1.-;;_> ! ' I} t~4,,1r; t-1,tl <", 31-i'{t $ /'}), ,, ' > 't, 7"1 ~===''-, .\ {/;,& LC,,:tlJ 1/f,.tl!!P_6ts'f':::,: 1 , ii 'tt A !Set/ts t -45, ,z, · z 1 /di ,, , .;:. % "o/<:. N'}: ,i.,z.., lt,.s-GJ -i.-14, ~ /,'o/4 /'v f ~)4G 'tA"o/<-~:-~:z-/$. t;:-Ii~~?, /v1 . . ' . l/~1, 'W) ~ fo/~od' IC~'° i '?(44,)) \ \.-°71.. )'"] '; 1,4 ,> 1, tO r., [u., + ~ (7:.dJ (-t ,81 . a~v .,.:ttt et/!@ 1s "c1L~ ... 1 ~!f w r -~ 1e3 . , _ i'O IC . . /.4 (J,1) .,. #tyot,·n ~ J:: · i: 14.~'5' _(/1-rf tc.·, / If~ ,flwnAJ /I, ::; e. tJ C . (/.!> lfS' 64,: u ":' ~ I( Pf:U,{J'( I 'z: c,1< ; -:[~. -· 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 '. James C. Dorr, AIA Architect Project: .. f!Att,,l-~Jfkl::M::1. .. -.. 13.r..,/R..(;.. .. A ............ . Address: 7.>····:············u:;~ .. &t,e./.A.f.Ol.1. ..... . t...:43.tt..l,d /J/)~ .... C~ ... . ... . . .. . ........ . . Sht: .. i,,t;. ......... .Of: ............. . Date: ... s./.U/a:J. ........ . Job# .. '/,..'4.f.t .. l,:l. ! .t/9.. f'u1tu-v ..,..,&-1; P; ~ 1/i ( ~,e.7r.,,,) i £&1/IP.H (hr,:p/NJpf()ij 5T c -iv! /f_ ~ ½(t;~1z) z 4,140-se. t./~ $"/M~rtJ ./ll!)e{J- @ce1v'1. Cltt'i~ .. ,'f't t:f : -P.. -rc {l&,tJH) " '31,f n-;r ..• /8. 8 " 1 '7T/t,/J I"' · t/Je,t ,z., $/t//fflft0 Per t7 M.-Stttll;( 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ' , I . . ' James C. Dorr. AIA Project: .... e~k"l:f:~:,hQ...t.>~ ......... La:r .... 7 .... .. Address: ................. ~~ .. b.J.<J: .... W.~.f ........... . Architect . ~An...l-..S.:ful.i).J.?.r .. e;Q,, .................. .. n.l 1-Z.I ~,\H~lf I (O,~i(is1)(t4)(ti)~ f fa'~ . , ~ 4 'N'/I....,'-"' f7~~'1 . ·1"4l'v ~ 1/5(. $ @ 4D(.; fi. -4 (JS"t.8} .: ~, Z ·11. ,Z<,;10(h1~)(i.-) t. ~,~~) ,,,Ct1. (is-') z. 5~~ I l1<:,<.1 1:-~/4~ Mr~/'?, @ Gt.r: ?%. ~ (1-6ts~-i. l t,-s;-44 . "'Z.C3t>kt'31) (4) l,i4'°) j~~ " l t . L\'i:te.:r 4 -'4cr Mdo s ~i" ~'liii,.i\j~ lO,J ~ k . w(,44J(-z.) (1.~">J-= 1,-,.r > 1i,s- !>P -.e. a,,7 ?J:f (10--Hrl-"k!) 1..t-,,1r(1ot l.1-t-n ~ ~1'?.. /IJ .... iJC~ z-1'" t·4 (t;;-) (5 + ost) -: J t'3-4 -;i rpPc, ~ C?.,,~(i,())(4 ;(lt?J( ~~-L) ~ 11.~ ) lt,5" Sht: ....... J.J. ...... .Of: .............. . Date:. 4,/.J.f.,,.J.O..j ............. . Job# ... Z'to..t.J.,,t?.P .. .. ""*cLJ~e; ·l, 'h1{?44~~ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 . ' Project: .. C.:-'Q..r.t,k).n,.t.i.ia .. Cl/).~~ ....... G.rt, 1 .... . Address: :;,;;;: ........... i..:~~-1:':\ .. L.hJ.~ .... W.~:~.T. ...... .. c.;;l).t.t&::,. t$.:t.\i.'-'r ... C-~ ......................... . James C. Dorr, AIA Architect Sht: ... ./.$ ....... .Of: ............... . Date: .. 4/M./o. .. 3.'. .............. . Job# .'.'t.:'t.:P..tJ!.~~ ..... .. Wt;(.,(..., 1i ~ ': (e ' 1/,/ \JJIH, .. f.,., ,, tP t I 8 (1 S) (w} (Io'{ # 77,,, -H: __ -~ 11.1:1 ,..,4 .-~ 55e,·~1/rr (P 4 K Tt ~~ ~ . 'Pz 4 (S"J.>-) .:.. f, t~it <l'-10 (1.;;)z ~4'11 )·b.iS{1/l/W)i. -1g11 ~~~.=iA @ "? ts fl.MtUk>~ \ Pz: ~ ( 5b~ )z. 4,-4~0£ ~t-T "'R'N'l!.t)~ ~ ~~Jlt.C!.~4:.J::1 . .lJl:.11£,t!dLf::Y?+,.t~ .1/) ( &,44~5) {i:-n) ;;. H,1i" > 4, 4t-O 6~ z. 0.-1s<(io+J,i~)-z--r ,.1-s{IQ-t1,1-zi') z 11-z.. ttJ,._· Ar i. i, t,4 ( s--) (S'" +1 s-~) ,,. 1i..i, 43 ~~ I . cJ., f'c.. l 6,~;r(l,o) (.:r)(1z,.)(~~''--) .: /7,.,-> 414?-D Utz,(! 'I-''%ift t4.13, ~ 4D< 'l -1ili::1?:~.~~ ·PU riy~ r@cSrn.ar-': -:: ?,~VQ ~ 1111 o (/k, ~ MP$tP/.J Z[Z "?, .. 107 W. Huntington Drive, Arcadia, California, 91007 . Phone: (626) 446-9206 Fax: (626) 446-4615 I I I' ( ~ James C. Dorr, AIA ~ Architect ~c;0$"-r 'fiu~~'7 Project: C1.>n,&.>.r!1lJr.l ... : ... ~t..d:?G1 .. , ... /:r. ........ . Address: ................ lo.ki::n... .. &.~.W..e'b.f. ....... . C-or.l,..-(.,,.-,/3/JK}i ...... Cl.l!fh. ...................... .. Sht: .... .1..:1:'. ..... .0f: ............. .. Date: .. ~·;/,z-e,/a.~ ......... . Job # ... ,Z,t,,0.U."t?.C2 .... . +-.11-· - .L , ,, ~ {,. ~ ~4- d ~,"th -/f > 11 t?·itl•l\:Z: "t' -;:: ~.1; d 111~l( -t t,,a .. {/,7$'.f 41) t 4, )1 II e;: -z.;,f + 4 r:: c..1s 11 'f'~ ~.~~o ~ 117-1:f/fi 8 ~SIVI ~C. rf)C,"(OYl z: C),::J z:. 0, ~ I 1 {l~e: ~'4 11TI/K. o/-#.ff V.Mlf" € 12 110/c 6!:-4 /#NUt.. @ /-'(;4-1(11/C... Vtrrtr. 0 i L • .J ~Mte, t F.:: 4?3/1-fl:(p,r .CCJN~tUe-(;/l.. :1?)~il.(/)f/ .~~~'f); /1-1-4 ;., O,"?l'1(7C)(J.~-),: ,,,,,,-tta~ ~~,,l')il-,,.. e,,,. fl ,:, 1.0 Mid, /?IJi,t/4-l!trulf· tJtJf:IPUIJTcf f2, J~MP, 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# tt.DU,.su Date: 8:61 AM, 22 MAY 0~ Ph: (626) 446-9206 Fx:(626)446-4615 Description Basic Panel Description : Scope: i,,t;iC:, fF Tilt-Up Wall Panel Design General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth 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 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 Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle I Loads · if.liiSNiilW AC AM Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis liEZ ft psf lbs ft Seismic #/ft ft ft Seismic '' Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier a liSff 337.00 #/ft #/ft 6.750 in 337.00 lbs lbs 1.000 1.000 UL 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 0.124 18,285.5 0.0 0.126 18,560.8 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# Seismic 0.089 13,061.1 0.0 0.090 13,201.0 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Wind 0.000 in o.o 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= 2.75in, fc = 3,000.0psi Usihg: UBC Sec. 1914.8 method .. ~Deflections are Iterated II Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 18,560.85 in-# Moment Capacity 45,091.40 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 J 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 0.090 in Deflection Limit 1 .480 in Seismic 45,091 .40 in-# 18,560.85 in-# 4,449.43 in-# 0.09 in 2,474 : 1 0.0094 0.0128 20.82 psi 120.00 psi Wind 43,515.26 in-# 0.00 in-# 0.00 in-# 0.00 in o :1 0.0094 0.0128 20.82 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 ,.I J ( J James C. Dorr, AIA -Architect · 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr~ Description : Job# ,efe>t,f' (I{/) Date: 9;66AM, 22 MAY 03 Ph: (626) 446-9206 Fx: (626) 446-4615 Tilt-Up Wall Panel Design oe,cription Bldg. A -Panel 1 0 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 5 12.000 in 2.750 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: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle 4 0.0020 0.0012 0.3190 0.3190 !Loads m &i,,1 Vi 114 £m ;g&, 4$-; ii# @PA# I IU? ,gg 4 £¥ iMS4:S.JWG!lQlii2J.~ii:!iZ 1'2\\HJ iZAf-iiS!h@S5 f¥ 91\S@Wf&i l t 4i blliJi,Jt:; IM \ J441$kl&-&t:?-J Ii ,~ill :!.rn:JW!lli# SJW-5£ 4 ll'H 01, 4 4t!i Lateral Loads Wind Load Point Load ... height .. .loaa type Lateral Load ... distance to top ... distance to bot .. .load type psf lbs ft Seismic 21.40 #/ft 18.500 ft 7.000 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 1,224.00 lbs lbs 1.000 1.000 I Wall Analysis . mrz:mu.&::SMJ 4 :iA4'\!t#9?M41MMtwOtmiANb/4QW4UGM@idWiiiWABi&¥Mii44i&fo¥& 44iPWiibii\iaiitktiiiA4-fa4\C::'4:tS•9i1¥1iJ#UP\i/51,Pt4 2W4&l4ii? @Ji J:eifZ44\ 444¢ 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 1.081 0.000 in 0.140 0.000 in 29,469.5 0.0 in-# 21,049.6 0.0 in-# 22,562.2. 0.0 in-# 0.0 0.0 in-# 4.268 0.000 in 0.142 0.000 in 43,957.6 0.0 in-# 21,395.2 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 Summar 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 43,957.63 in-# Moment Capacity 47,383.01 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 ACI Factor!:! · (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 !=actor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 $ervice Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.142 in Deflection Limit 1 .480 in Seismic 47,383.01 in-# 43,957 .63 in-# 4,449.43 in-# 0.14 in 1,562 : 1 0.0094 0.0128 32.64 psi 120.00 psi Wind 44,938.85 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 ,Q.0094 0.0128 32.64 psi 120.00 psi 0.750 USC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 1M J ' I ) l t I ~ James C. Dorr, AIA ~ Architect Project: _ .. C!.IJl:Us~lffe.l,}kJ .... ~ ... B.W:?.(; .. ~ ............... .. Address .................. IAK:,(1;t/:'I ..... /Eu1::r. ... W&..:">.r.: ......... .. l'.!.itJ.IU4~~ .. C.~ ........................... .. Sht: .... ~ ... .Of: ............... . Date: .. ~/.Z:t/a.-:.; ............. . Job #.::ZU?'td.,.P..'1 ..... .. /?:::. 48 -fl.:.t,:--r C/Pucu··um .• u.,, Pl : 18 ('o/) (f )t-~1 (';.) ~ 1·074 4,7:r" 4t1!' fP/fl'f (78)(,;) it,(' W,or.;J/) z= "1,7::>" ~ e~.t 1z," fti'Jl/.1, /? /JP~ p;;~j)O,f,{l!J,!J'1({' 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 l ·' \ James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job # ©"lot>! , '70 Date: 9:56AM, 22 MAY 03 Ph: (626) 446-9206 Fx:(626)446-4615 Description Bldg. A -Panel 11 Description : Tilt-Up Wall Panel Design 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 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 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 A IA NM Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis Mii NF psf lbs ft Seismic 26.20 #/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 IIIM&iW&iM SfFHM 337.00 #/ft #/ft 6.750 in 1,094.00 lbs lbs 1.000 1.000 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 0.383 23,378.2 5,786.9 1.213 27,182.4 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in o.o in-# Seismic 0.114 16,698.7 0.0 0.115 16,959.1 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 Wall Design OK 18.50ft clear height, 2.50ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 2.75in, re= 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 27,182.35 in-# Maximum Iterated Deflection 0.115 in Moment Capacity 47,049.98 in-# Deflection Limit 1 .480 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage USC Allow. As % = 0.6 * RtioBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fo A.Cl 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 Seismic 47,049.98 in-# 27,182.35 in-# 4,449.43 in-# 0.12 in 1,925 : 1 0.0094 0.0128 30.91 psi 120.00 psi Wind 44,731.80 in-# 0.00 in-# o.oo in-# o.oo in 0 : 1 0.0094 0.0128 30.91 psi 120.00 psi 0.750 USC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 } ~ / ' ' James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Title: Dsgnr: Description : Job # !ite>t / • q:() Date: 10:00AM, 22MAY03 Tilt-Up Wall Panel Design De1cription Bldg. A-Panel 12 General Information Calculations are designed to ACI 318-S5 and 1997 UBC Requirements Clear Height . Parapet Height Thickness Bar Size Bar Spacing Bar Depth 18 500 ft 2 500 ft 6 250 in I 5 611000 in 4~30 in 1;>0.0 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 Min Deft. Ratio Concrete Weight 14i"OO pcf Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type Wal_l Analysis psf lbs ft Seismic 97.00 #/ft 18.500 ft 7.000 ft Seismic Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 48.00 #/ft #/ft 6.750 in 3,270.00 lbs lbs 1.000 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spaping Maximum Allow Horizontal Bar S acing Seismic 1.675 67,748.3 57,654.9 1.954 79,050.3 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 In-# Seismic Wind 0.312 0.000 in 48,391.6 0.0 in-# 32,319.2 0.0 in-# 1.286 0.000 in 53,714.6 0.0 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 6.00in on center, d= 4.13in, fc = 3,000.0psi, Using: UBC Sec. 1914.8 met~od ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 79,050.28 In-# Maximum Iterated Deflection 1.286 in Moment Capacity 132,854.33 in-# Deflection Limit 1 .480 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflectio . Actual Deflection Ratio J Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RlioBal Actual Axial $tress : (Pw + Po ) / A Allowable Axial Stress = 0.04 * fc I ACJ Factors (per ACI, applied int~mally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.10d ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.10d Seismic 132,854.33 in-# 79,050.28 in-# 1,718.38 in-# 1.29 in 173 :1 0.0125 0.0128 56.07 psi 120.00 psi Wind 125,222.83 in-# o.oo in-# 0.00 in-# 0.00 in 0 : 1 0.0125 0.0128 56.07 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 l ) ' ' James C. Dorr, AIA Architect Project: ...... C/.Jn..,L<;,,1.;ltjr): .. a~.t.f ~ ........ .. Address:..... .. ......... l.Akt!:!:. ..... b.. .................... :1:. .... .. .. c.t)J:U.,.5,,J;W)d, r ... c:4r.:.. .. .. .. .. .. .... . .. . .. .... .. f'.e. 'f>'f;/' ff,_,, ,- Sht: ....... '.'.t.~ ...... .Of: ............. .. Date: .. 5/zd,??../ ............ . Job # .... "Z!7t>.U ... r.1.P. ..... .. +-----¥-----------·- C¢CBU1iUG Pt : JB(/t>)uo) + 1~1 (i_o_) ~ U,"f-, 4,0 .........!----+-¥--------·----·- -C) \r,. 4,0 ~ ~ ~b,O 1~11(18){10) I''·" l,M Alli') ~ .:;__.;._.,____,_ __ 'II, ~t.. I 4 /J,'-' ~@6, I~~ ·4a\ l!fl5 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4~15 :,. I ' James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Description : Job # I['!: Ut{., &>0 Date: 12:49PM, 22 MAY 03 Ph: (626) 446-9206. Fx: (626) 446-4615 Tilt-Up Wall Panel Design Description Basic Panel W/ 8'-high Opening General Information Calculations are designed to ACI 318-SS 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 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: UBC Sec. 1914.8 method ... Deffections are Iterated Parapet Weight Counteracts Middle 4 0.0020 0.0012 0.3190 0.3190 /Loads WWW • • " ¥AMA& IA 2%¥4& Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot ... load type psf lbs ft Seismic 62.00 #/ft 18.500 ft 8.000 ft Seismic Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 331.00 #/ft #/ft 6.750 in 3,633.00 lbs lbs 1.000 1.000 I Wall Analysis Id 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 Seismic Wind Seismic Wind 1.265 0.000 in 0.219 0.000 in 47,356.6 0.0 in-# 33,826.1 0.0 in-# 39,458.7 0.0 in-# 17,329.6 0.0 in-# 2.023 0.000 in 1.028 0.000 in 60,854.1 0.0 in-# 38,725.0 0.0 in-# 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in 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 60,854.12 in-# Moment Capacity 84,900.14 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 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 1.028 in Deflection Limit 1.480 in Seismic 84,900.14 in-# 60,854.12 in-# 4,392.73 ih-# 1.03 in 216 :1 0.0063 0.0128 64.68 psi 120.00 psi Wind 75,206.98 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0063 0.0128 64.68 psi 120.00 psi 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ., ) I J James C. Dorr, AIA Architect Project: .... ~.!.{·!2.'-l).~l)..0,/J..~S .... ~ ... lt:rt. .. .7. ... .. Address: .................... Lc.~ .. J:h..!..v. ... ~-P.r. ....... .. .(>;&-.r..-J/)l{)/2, .. 0,te. ,,,, .... .,. "' """"" •" IN PLANE SHEAR ANALYSIS: TOTAL WALL t :r 4 D [ 7, Z,$' SC[,.z:i 51, tS" I ~S'", 0() 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 83550!(4.0/4.5) = 74267 Wall Weight t=I,... _...,9...,_2""'51 W=t 38.75! H=.._I __ 8_.o_.oj Panel Ph = 0.244x(t/12)x150xWxH C=Ph / (sum R X t)= PIER H D 1 84.00 17.25 2 84.00 59.25 3 144.00 57.25 4 144.00 165 5 0.00 0 6 0.00 0 Redundancy factor Working Stress TOTAL Ph 8,404.7 HID R 4.87 0.019 1.42 0.352 2.52 0:101 0.87 0:152 #DIV/0! #DIV/01 #DIV/0! #DIV/0! 1.239 = 8,745.9 83,012.5 X 1.5 1/1.4x 0.7 =r 9q,3.4q,~, F v=F/D 161.53 9.36 2958.27 49.93 895.67 15.64 6400.35 38.79 #DIV/0! #DIV/0! #DIV/0! #DIV/0! As 0.15 0.69 0.37 0.89 #DIV/0! #DIV/0! 107 W. Huntingt:on Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 . , s·of Av 44.9 9.2 29.3 12.1 #DIV/0! #DIV/0! Sht: ..... (t? ...... .Of: ............. .. Date:..4j:z..)1a:J;, .......... .. Job#. 'Z:'t .. .O:tl .•. O.(). ... . ' ' > ( ' James C. Dorr, AIA Architect I ~1· Project: ... Ct11.t,.t,.,~.f.Jf}.~ ... O./)..~>, .. '.'.'. ... k1[C.7.. .. Address: ··-;'? ............ k.~(;'.~l,.. ... knJ..tr: ... W~-:;.r. ....... . . . L. ~1.u..~.rJ,~.t:1.,. ... C~ ......................... . # R ~ll. r,,, + sr, u:1' 11 1r.::t.11, "Pltif'-,IJ-r;;;i I 144, )e>f .. ·h---=·· =1--····-··--. 84 64 t44 \44 t 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 ! 79916!(4.0/4.5) = 71036 Wall Weigh_t ________ _ t=I 9.251 W=I 37.00! H=,_! _____ 8_.o_.ol Panel Ph= 0.244x(t/12)x150xWxH C=Ph / (sum Rx t)= PIER H D 1 144.00 43 2 84.00 20 3 84.00 17 4 144.00 73 5 144.00 38 6 0.00 0 Redundancy factor Working Stress TOTAL Ph 35,102.8 H/D R 3.35 0.053 4.20 0.029 4.94 0.018 1.97 0.184 3.79 0.038 #DIV/0! #QIV/0! 0.284 = 8,350.9 79,387.3 X 1.5 1/1.4 X 0.7 =I giv:2s.2j F v=F/D 1843.53 42.87 1012.33 50.62 647.83 38.11 6455.79 88.44 1333.98 35.10 #DIV/0! #DIV/0! As 1.04 0.78 0.61 2.08 0.86 #DIV/0! 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 s of Av 10.6 8.5 11.0 5.2 12.8 #DIV/0! Sht: ....... :t.9. .... .0f: .............. . Date: .. 4j.z.,.,1(?.') ............. . Job# .. ~@..'t;.i1.~.Q ...... . { . , I J James C. Dorr, AIA Architect Project: .. C.~J/.ia./f)P.Hf.-$. .. :'. .lp7-. .f ....... . Address: .. ?'i ............ ~tr11-. .AJv.:..W.k.tr.. ..... . .. v/d.fU..!J.rJ>.IJ/J, ..... ~ .................. . ,(,) '6;, u ft11(( loo 'ff; "5 Cfi1 SJ,11 ,c r.o ~ir p4;.)t,·W p, s "11 t. as-tJ. rP/ld''I.. . Jg,. tJ i Cf(, ~ IN PLANE SHEAR ANALYSIS: TOTAL WALL NOTE: Due to the large number of openings the Redundancy Factor (rho) is assumed to be : 1.5 . Total Lateral Force From Diaphragm __ ......, Diaphragm Reaction ! 59285!{4.0/4.5) Wall Weigh.,..t __ e!,I t=I 12.25! W=! 56.00! H=! Panel Ph= 0.244x(t/12)x150xWxH C=Ph I (sum R x t)= PIER H D ·1 96.00 24 2 96.00 24 3 96.00 24 4 96.00 24 5 96.00 24 6 0.00 0 Redundancy factor Working Stress TOTAL Ph 62,355.5 H/O R 4.00 0.033 4.00 0.033 4.00 0.033 4.00 0.033 4.00 0.033 #DIV/0! #DIV/0! 0.164 = 52698 16.00! = 33,476.8 86,174.6 X 1.5 1/1.4x 0.7 = j 12s;:e~~JQ! F v=F/D 2051.17 85.47 2051.17 85.47 2051.17 85.47 2051.17 85.47 2051.17 85.47 #DIV/0! #DIV/0! As 1.47 1.47 1.47 1.47 1.47 #DIV/0! 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 s of Av 3.9 3.9 3.9 3.9 3.9 #DIV/0! Sht: ....... -.Z.~ .... .Of: ............... . Date:::.4./t/ut,a.'J ........... . Job # .... ii.t:!.'t.4.tP..~..... . > ( ) James C. Dorr, AIA Architect Ti,t,r~~l.>'ft ()tJ 4~ r ¢;1v"t, '· WJr,;tt,,. h '1.8,S'"( 4') .: ~~(IS';){ 1A) ~ Project: ClltU:-!~-~.014.Jfj .... :7 ..• ;~ff'.-1 ............. . Address: ................ ~-~1;::;l:'l ••.. ,t':P..¥f.. .. ~.f#.~. L ............ . . C.4.rt:·.~$.f'-'.~Q., .... a. ........................ .. 114 i,a 1-:- 1 Cf 8 '1 (1,t.-) Sht: .. ~ ......... Of: ............... . Date: . .t.ff,/.!.O/f,J:1. ............... . Job #.~.t.t:;.1,:-/.!.~Q. ..... .. ~ G;t,.~} 't"Z1'3/'78 . "I: [1i= + '-1) ·4 (]C10 ' ~ (!), ' ,,. . . . lj $(:l I 8 w, Id Y ee,;t.1 r: ... ,..,.._ ...... 'N·l!JV-4 1_ ·~ -Z~ ( ~) "- ~ 1f{o:;o )( tcr) I: '~ ~~.,.,_~ 4~·(1,z,,> -z: JI''!, A. ~7d /./,._.,... /,/ ,-,, !" i· ·. . . U· ~ -z4> ~1.;,t_(Jt___t:J!_I..-• i,;, -~-~ i,(~') , (¥-{)O~)(Ztl)1,_l...;;;.,;..S_1.r_ ~~(I,'?.-) 4,_q(J() W/.l/A ... ~. . . f .• z&.1~ 1-~,··t ... -¥~10 I(..,), w• ··4);'50 r,i4 t-t {}$1.f If!> /J.JH?l" q!Z[_ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ,, l ._ I ) James C. Dorr, AIA Architect Project: .C'A.(f<.(-!f?..f$.().1:':) .... 0.1;1t:,;~ ...... , ..... ltd. . .l. .. Address: ................ U/f::W:f.. ... ,6}ucr. ... t.'4!({:;f;(.t. ............ . Sht: .... ~.I... ...... Of: ............... . Date: .. 7.../1~/q_:,, ................ . . CAr..@~al.?.1 ..... c:~ ............................ .. Job # ... "k?4.?-:f.'.tf.r?. ......... .. a):. "Z,,J.4o/f"f t. fl'~A{(. . '2 , ~ -r7o Pt:1l&'ICI /1'); ()"{. t. .,.o (?6t::-U.ti.Jl ) , 0 Jt,t,f;ii' J /1 O · ~P/t.,i-AJ~ ;, ., ~r,:e. r -/()1 () _,,,...:..j.---~1-e,;r G: u;;. .. o/c,,, P mtM ;;:. 1 z 1 I l l I I I FIJ, ~1.,. 11¥:=======:_;.:;:.y __ ~-=.t:.:.....c ____ _ [ ' k:. ,=tf'<!0,.41 tt:.-·· _______ _,_ ___ _ u~ ,r,,.,r ?V r: l,3'J ( /t;,t).) -a I~ #/Pi""' Pt- A~ ?i (2010) a. 'Z.1 lt....: 4 () lf'.tl~-( "Z""'"-! ' ""f:;,MltJ·? 4~ t~,,;) 3' t),,4;;~ -r -:: I C) \ 7} r b 'G 7) (,zf1 (177..$) ~ / efJO .s---t,,<,,,.,,J "Ut 1el0C) (c:>,4) ' ;; 1Uf?e 4/)l)Cs.io @It ., f-:'13-1 } .... ~6\ We/ (Jdt,,'W) + \7,11o 41~'\""4 ~ ~ z ( ~o ") ~ G-•• ,'*1 r'r wi "I:. 4 ( "7.::>J i.. )"b,."> "*'"/r:-'1' ~ llf'.?."''ltc. ~)LJ<.'t,()l."l/t, 107 W, Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 James c. Dorr AIA -Architect 107 W .. Huntington-Drive- Arcadfa, CA 9f007 Ph: (626) 446-9206 rx: (626) 446-46f5 Rev: 560000 User: KW.0601316, Ver5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Description FB~1- r General Information OOIDBU4£S a a-a Center Span Left Cantilever 20.00 ft ft Right Cantilever ft I Uniform Loads w:w #t-1 i:1 ffiiiiBAAA-?iW/A\241tYiif&WIMUi On Center Span ... # 1 0.047 k/ft j Query Values SbJ:UMiiiil\ilWAWfiWiP!IPW&Mii¼Mi@§iiM I Center Location Moment Shear Deflection Summary -~foments. .. Max.+ @ Center. Max--@ Center @teftC-ant @RightCanf I 235k-ft O.OOk-ft O.OOk-ff 0.00 k-ft Title: Dsgnr: Description-: Scope: Single Span Beam Analysis HP Moment of Inertia Ela$tic Modulus Beam End Fixity 69.800 in4 29,000 ksi Pin-Pin e-tee, HMM/IN On Left Cantilever ... # 1 k/ft 0.000 ft 0.00 k-ft 0.47 k 0.00000 in at 10.02ft at 0.00-ft HWiMSWWA , Left Cant Shear.s ... @Left @Right Maximum Deflections ••. 0.000ft 0.00 k-ft 0.00 k 0.00000 In OA7k. 0.47 k 0.47 k -0:084irr -Maximum= 2.36 k,-~ @Center @teftCant. o:ooo·in @RightCanf 0.000-ih Job# Z~o'(.., / . ., o Date: 11 :26AM, 13 JUL 03 On Right Cantilever ... at at" af # 1 k/ft Right Cant Reactions.- @Left @.Right 10:02it O:OOft" o·.oon 0.000 ft 0.00 k-ft 0,00 k 0.00000 in 0.47 k. 0.47 k l I .. ( > James C. Dorr, AIA Architect Project: ... b.G;a:{..5.f,t.1~ ..................... . Address: ..................................................................................... . ...................................................................................... rl 13)6(:l{l. l l_-'--i ----,--,q: .· /v ~1 ShtJ.(.f.~ .. / ....... Of: ............... . Date:. t.0../..1.t.j.:1.~ ......... . Job# ........................................ . /J-fe = o ,~7,; (~.t5 + 4,o) ;: ,z, 11.. /;J '- '?;n/Jri '",1 /[. 1-z(o,c;,) ("1>c. )(1, i-s) rJ 7$. J k A ;e. ~-o,z.r (J.tf+4-t>) ':1 ;, & 1 '/1,,,11t ~ 1.s1(:t )(;,c.)(1.11) i: n~ w/ 1/4. w~ <2 j).,=4 11 ($, If g"' 10" P= ,z, 1t (8 ).: "Z"t·K "7f l'- 44-~ 6'ff'"lt!.. ,(5, I< ? .:: "$, ?tJ (ff) "t: ,Z.'7 J:. 44 It: 5"C/A: 741<. 615 Las Tunas, Suite D, Arcadia, California, 91007 Phone: (818) 446-9206 Fax: (818) 446-4615 I I "' ( :, f James C. Dorr, AIA Architect n / _., / . ..:.::::~: Project: .~ .. 1,a..a.01.1-.~.(0").+ ..................... . Address: .. , ................................................................................. . ,. ,:i ~ -~ F· . /1. ----------- F /_~_:v ~ x ::: -,-----1r\ I . ---· -.• ,-~ ~ '\)- ~{ Sht:.Rf.~ ... t .. of: ............... . Date: ......................................... . Job#., ............................... : ..... . li ---"-t--:-. ---'-I~----.. ·-·--·-.. -----ir--f--+-+-----1---+········ ····- ~ I ~--------.--,.._,._ • . }--· fc l ,r. 'i• . : --......... ...... ,,, Ii " . ~ ·615 Las Tunas, Suite D, Arcadia, California, 91007 Phone: (818) 446-9206 Fax: (818) 446-4615 t:.s .~' If' g" ' ' .. " :, ~ James C. Dorr, AIA Architect ·~· ~. Sht: ...... , .. ~ .... .Of: ............ . Date:.Alk . .<i./:tJ ............. . Job#. ,VUJ_,1,,J.".~·a .. . .fvl,t ; /J600<;) l' >;1~ ( ;' .) c-l~ ~ · ~,.nse( s)"'*' Ja 110 · t.~11,0 W Ml ~ t-1--s-S + Z4:5f;P/CG) ~ 1,B 1 ~-; 1 /tJ r. I> I-Jo t (lo> "I,,,. , MJ.:. ·1tt1{4,6~/t6"')(!-z,,), ~4/170 aL/-ts><tc, J ~ "I 4 .. @4q-JQ <-& 430 \,,-uo Jt.. . ~{)00(-t,I} ' t) Ow to.~ w11;1e v 1.4 11 JC),' dj~- ~ ~ ~· it t..l:W~l 'f. 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ., ; James C. Dorr, AIA Architect Project: ... Gt.(.;~>. .. ~Q. ..... ~· .... ,.~.f.1~ .... k. ... Address: .. :?""'l ... _. ....... 'bQ.~r4. .. iJryy. .... W..~f.. .~ .. 1.r>fti.,.~. ~.t1.'j' ... C.n-.. . .... . ...... ·------+----+-------... -'I---+----_,-......_..,.,._......, ... .,.......,. ........... .......--.... ,,.___,_, ............ ~~.;-~\I\..... .. .. ~I~ .. ~ ... .:-.. --..... ""/" --~ ..... , ii j I .y I ll 4-S-"1 e~ l?6$1e;d &>~ -t.,,,r lfr·r~ /&:er-I''~ /,'5" -Gwrc; tt z f5l"IP:filtriltf~ /,0 MtfC /r O '?/'9 ,t,.//J/Gf..(..{Pl. '?;,> C>,l,/?t//Ll,,-/1./ [.o µrru .. / Cl(; It., 7 Bf rrt ( u:; 1t-14. I)) ~-~~ •-•~mt~ .. ._-=•-f __ w .... : --~-1;" ··--·---i-----.... -.,. "v,---... , i l "5 r /F'/",U'6'1i.S I l i ) }:. (•"/ I ~.t' "(..(8,f"f f:0) ,;: ~-7-Hft°r 0 -c& fi'? (7,q) t.(;,,s-) e "7. .. f ~ 't.JL C 1, :rt,. . i~a. p~ J 0 -l;,'7('1.''/) (t,y-) ~ 4/ lv UC. .,,. '2(8,z,) '" P'5( tJ$!s .. f"4'/;,I ,Z,!/C ;Jr.,, t G 'C41~"J/C. -..,,...,,...... ........... -.,. --H'"r"> 107W. Hunt.ington Drive, Arcadia, California, 919~ ._5'--..::7...., Phone: (626) 446-9206 Fax: (626) 446-461c . r I James C. Dorr, AIA Architect Project: .. (!..il?.k.'?.fM.f.) ....... ~~ .... ~Y'?.4 .... k.-, ....... .. Address: 71 .............. .L.aJC~~ ... tJ.':-l.v.. ... W.(;.:t( .......... . l,A.n.t,,b.J,$,J,/:?.1 .. dih.... . .. ....... "' ......... . -l,. r-> Sht: ....... t ............ Of:.. ............. . Date: .. 1'1..~/()."J. ........... .. Job # ... 1,r..~.'t,,,(t.'!!P: ...... . t,...._ __ ~_-46'-,--r-1, ~ lui;; \'f. <:.~~f::r bJ ,_ ~ %4-ltf tr u ~~&''!; -;-//' I I Yl0b<-i c.1.r(. J'f) (I~ i4") ..... lf,$ts l'P'l~-,t:. ,R.4w 'l-?, ~--. --~-w~~, ·.14.(4~) 2. t.1"2..-~f"r l 1t/ f to'-'Z. vz.(48' )-z-~1,,3/¥-, ufief' ~~1"y ,i1 r:'¥l~. 1)-4' f,;J ~ z G "'f 'l, o/pr /;,v l z. to1 C. it-/ f( 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 { ) • I James C. Qorr, AJA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx:(62G)446-4615 Description 48' -PURLIN General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.125 in 25.500in GluLam 1.250 Pin-Pin Title: Dsgnr: Description : Scope: &. QG, ~ General Timber Beam Job# 'l"e-01: t, u '-' Date: 4:37PM, 16 APR 03 Calculations are designed to 1997 NOS and 1997 UBC Requirements Center Span Left Cantilever Right Ca)1tilever Fb Base Allow FvA!low FcAHow E 48.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi 2.00 ft 0.00 ft 0.00 ft I Full Length Uniform Loads Lt i4? U I MlW r A P LMAIJ&AiMiAWWW 9ffl5&4k&&AW5 M&iki.Y¥i& §SIR.PMFi¼ dlilil¾M 14 ii 1 , Sil ii) ; Center DL Left Cantilever DL Right Cantilever DL Summary I 112.00 #/ft #/ft #/ft LL LL LL 96.00 #/ft #/ft #/ft Span= 48.00ft, Beam Width = 3.125in x Depth = 25.Sin, 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 Monient 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 73.99 Reactions ... @Right fb 2,122.55 psi fv ·as.10 psi · left 0L 2.69 ,k Max Fb 2,621.58 psi Fv 237.SOpsi 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 r James c. Dorr, AJA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job # 1:,fj)f.;f. t.c:J O Date: 4:34PM, 18 APR 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4615 Generar Timber Beam Description 42' ~ PURLIN Genera.I 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 5.125x31.5 3.125in 22.500in GluLam 1.250 Pin-Pin Center$pan Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 42.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi 2.00 ft 0.00 ft 0.00 ft @ililrn1iiil¥1&UAJ®4ii&iil i14bi •#I& H @v,z:tilii Pi· RO:,: I=:&> '4 6 OPl@bi I: , ;,,, ,g ; ,l: iii GI Pi .. m,111,.,J Center OL Left Cantilever Dl Right Cantilever DL 112.00 #/ft #/ft #/ft LL LL LL 96.00 #/ft #/ft #/ft Span= 42.00ft, Beam Width = 3.125in-x Depth = 22.5In, Ends are Pin-Pin Max Stress Ratio o.773 : 1 .. Maximum Moment 45.9 k-ft Allowable 59.3 k-ft Max. Positive Moment 45.86k-ft at Max. Negative Moment 0.00k-ft at Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M·allow 59.32 fb 2,087.32 psi fv 84.98 psi Fb 2,699.62 psi Fv 237.50psl Maximum Shear* 1.5 Allowable 21.000 ft Shear; @Left 0.000 ft @Right Camber: @Left @Center Reactions ... @Right Left DL 2.35 k Max RightDL_ 2.35k Max o.1(u .. r-) 1 1.:r. 1r t/sv I' 1 ~6'l. Beam Design OK 6.0 k 16.7 k 4.37k 4.37k 0.0OOin 2.478in 0.0OOin 4.37k 4.37k l • James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job ,,z.,z-.ozf,0O Date: _4:38PM, 18 APR 03 Ph: (626) 446-9206 Fx:(62S)446-4616 Description 36' -PURLIN Description : Scope: ~L--~6, A- General Timber Beam General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Center Span Left Cantilever Right Cantilever 36.00ft ..... Lu 3.125 in 19.500in GluLam ft ..... Lu ft ..... Lu Load Dur. Factor Beam End Fixity 1.250 Pin-Pin I F~~ Len.2!lJ... Unlfon;n Lga<is G&IHH Center DL Left Cantilever DL Right Cantilever DL II Summary I FbBaseAllow FvAllow Fe Allow E 2,400.0psi 190.0psi 650.0psi 1,600.0ksi WWWJ& 112.00 #/ft #/ft #/ft i A WiM4&411ANW M&@me+ewwww-ee+ LL 96.00 #/ft LL #/ft LL #/ft Span= 36.00ft, Beam Width= 3.125in x Depth·= 19.5in, Ends are Pin-Pin Max stress Ratio 0.732 : 1 Maximum Moment 33.7 k-ft Allowable 46.o 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 Support 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 Fb 2,790.21 psi Fv 237.50 psi RightDL 2.02k Max tP I l ( ,, ,:;"') ?.. /"J.. GJ'' c/;if 14 11 II t.&e- 2.00 ft 0.00 ft 0.00 ft Beam Design OK 5.1 k 14.5 k 3.74k 3.74k O.OOOin 2.055in O.OOOin 3.74k 3.74k \ . James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Description BldgA: B-1 General Information 5.125x31.5 Section Name Beam Width Beam Depth Member Type 6.750 in 33.000in GluLam Load Dur. Factor Beam End Fixity I ~ulJ Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 1.250 Pin-Pin Title: Dsgnr: Description : Scope: ~l?GA- General Timber Beam Job # "l2..CY(J , oo Date: 1 :37PM, 22 MAY 03 Calculations are designed to 1997 NOS and 1997 UBC Requirements 658.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow FcAllow E LL LL LL 38.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0 psi 1,600.0 ksi 564.00 #/ft #/ft #/ft 2.00 ft 0.00 ft 0.00 ft Beam Design OK Span= 38.00ft, Beam Width = 6.750in x Depth = 33.in, Ends are Pin-Pin Max Stress Ratio 0.873 : 1 Maximum Moment 220.6 k-ft Allowable 252.5 k-ft Max. Positive Moment 220.57k-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 252.52 fb 2, 160.47 psi fv 133.84 psi Fb 2,473.46 psi Fv 237.50 psi Maximum Shear* 1.5 Allowable 19.000 ft Shear: @Left 0.000 ft @Right Camber: @Left @Center Reactions ... @Right Left DL 12.50 k Max Right DL 12.50 k Max 29.8 k 52.9 k 23.22k 23.22k O.OOOin 1.432in O.OOOin 23.22k 23.22k ). ' James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx:(626)446-4615 Description Bldg A: B-2 Title: Dsgnr: Description : General Timber Beam Job # '°U)) (,..,/ C tj-(} Date: 7:56AM, 29 MAY 03 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 6.750 in 36.000in GluLam 1.250 Pin-Pin 40.000pcf Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E I Full Length Uniform Loads £-\1.lm i ¢i i Mk¼Mt!# Pt k4¥1444&!1¥ 4ii Ii Wi4A&M£MI MAiJ &144#11 2hii Q t\S44i5 Center DL 653.00 #/ft LL Left Cantilever DL #/ft LL Right Cantilever DL 653.00 #/ft LL 45.00ft ..... Lu ft ..... Lu 7.50ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0 ksi 564.00 #/ft #/ft 564.00 #/ft 2.00 ft 0.00 ft 7.50 ft ·ill*"*, .,I I Point Loads · ms1 ;u.,µ z as rnaz.:amn m: ¥AAAAEW--# c; Jt u;u;;rnm Mi ¥ M¥Si1Jiii¥.ii@li\MW\¢i;.JJZ.U# £U! 4-RP&&Pi\~4 @9 i#/ 4Ai3ifu\4 \!v, 4 Pc Wi 1 6 U D': J t Dead Load 12,500.0 lbs Live Load 10,720.0 lbs ... distance 51.000 ft I Summary lbs lbs 0.000ft lbs lbs 0.000ft lbs lbs 0.000ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000ft Beam Design OK Span= 45.00ft, Right Cant= 7.50ft, Beam Width = 6.750in x Depth = 36.in; Ends are Pin-Pin Max Stress Ratio 0.975 : 1 Maximum Moment 279.2 k-ft Allowable 286.5 k-ft Max. Positive Moment 279.25k-ft at Max. Negative Moment -95.26k-ft at Max @ Left Support 0.00 k-ft Max @ Right Support -175.45 k-ft Max.Mallow 286.52 fb 2,298.33 psi fv 179.24psi Fb 2,358.21 psi Fv 237.50 psi Maximum Shear* 1.5 Allowable 20.930ft Shear: @Left 45.000 ft @Right Camber: @Left @Center Reactions ... @Right Left DL 14.09 k Max Right DL 36.23k Max 43.6 k 57.7 k 26.78 k 32.80k O.000in 1.638in 0.501 in 26.78k 65.65k 1 James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job # -tZ0't,I ,_,;It,) Date: 2:00PM, 22 MAY 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4615 General Timber Beam Description Bldg A: 8-3 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 6.750 in 27.000 in GluLam 1.250 Pin-Pin I Full Length Uniform Loads Center Left Cantilever Right Cantilever I Summary II DL DL DL Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 672.00#/ft #/ft #!ft LL LL LL Span= 32.00ft, Beam Width = 6.750in x Depth = 27.in, Ends are Pin-Pin Max Stress Ratio o.91 o : 1 32.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0 psi 190.0psi 650.0 psi 1,600.0 ksi i#i& 576.00 #/ft #/ft #/ft Maximum Moment 159.7 k-ft Maximum Shear* 1.5 Allowable 175.6 k-ft Allowable Max. Positive Moment 159.74k-ft at 16.000ft 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 175.60 Reactions ... @Right fb 2,337.36 psi fv 141.99 psi Left DL 10.75 k Max Fb 2,569.42 psi Fv 237.50psi RightDL 10.75 k Max 2.00 ft 0.00 ft 0.00 ft ¥9 Beam Design OK 25.9 k 43.3 k 19.97 k 19.97k 0.000 in 1.342in O.OOOin 19.97 k 19.97k '1 J~mes C.-Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Description Bldg A: B-4 General Information Section Name Beam Width Beam Depth Member Type 6.750in 28.500in GluLam Load Dur. Factor Beam End Fixity 1.250 Pin-Pin I Full Length Uniform Loads i!1tiC.iJ&l/, iW21?4i ¥« W MS&lW'Afk M iii W 431!1&@ Center DL Left Cantilever DL Ri9ht Cantilever DL -! Summary Ill Title: Dsgnr: Description : Scope: 0e.-oGt A- Job # tzeie,1 I &f{) Date: 1 ;59PM, 22 MAY 03 General Timber Beam Mttilii@ 672.00#/ft #/ft #/ft Calculations are designed to 1997 NOS and 1997 UBC Requirements Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow FcAllow E 34.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0 psi 650.0psi 1,600.0 ksi 2.00 ft 0.00 ft 0.00 ft K9&¥JM@i#i#ii&Sl&WMNPhtd#MPZ¥Jl ;p;:; 41M 3 4& t, t4\% 'nllfo 14\ £., $4/M \PW\ Pb IMP LL 576.00 #/ft LL #/ft LL #/ft Beam Design OK Span= 34.00ft, Beam Width = 6.750in x Depth = 28.5in, Ends are Pin-Pin Max Stress Ratio 0.933 : 1 Maximum Moment 180.3 k-ft Allowable 193.4 k-ft Max. Positive Moment 180.34k-ft at Max. Negative Moment O.O0k-ft at Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 193.39 fb 2,368.22 psi fv 142.93 psi Fb 2,539.62 psi Fv 237.50 psi Maximum Shear* 1.5 Allowable 17.000 ft Shear: @Left 0.000 ft @Right Camber: @Left @Center Reactions ... @Right Left DL 11.42 k Max Right DL 11.42 k Max 27.5 k 45.7 k 21.22 k 21.22k O.000in 1.455in O.0OOin 21.22 k 21.22k J 1 ames C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# 'C. ZPt,/ I olJ Date: ~;09PM, 22 MAY 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4615 Scope : ~t,,.()(; ft 9J'4--r. D General Timber Beam Description BldgA: B-5 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 6.750 in 31.500in GluLam 1.250 Pin-Pin Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 42.00ft ..... Lu 6.00ft ..... Lu 6.00ft ..... Lu 2,400.0psi 190.0psi 650.0 psi 1,600.0ksi 2.00 ft 6.00 ft 6.00 ft I Full Length Uniform Loads ~;..;1m 4P till£ ii Sii®if.:W W¥f.:id@if 14?if§@5 Wi3fii IMZ. 4\&MikM@M\iRiMiQ!ldAIW#INSl#il&ibG¥4A #f#U@+Rfi.i@J®fo:MI@ t, lil kiih\i\ iW b k, Wn fit t Center DL Left Cantilever DL Right Cantilever DL 672.00#/ft #/ft #/ft LL LL LL 576.00 #/ft #/ft #!ft I Point Loads W4\1m Pitf:J:¢il ti& i : A uMh# 14'0# Im:;,; Ai¥@d.Wt:>1Yi ½¾4 PW 4 &Y.&93iti&G A4 U&iw-X®:ti 4 #i-l#t ,p,;; 4 lid l\M JJ, ii ,:,~ ,J Dead Load 11,420.0 lbs Live Load 9,800.0 lbs ... distance -6.000 ft Summar 10,750.0 lbs 9,220.0 lbs 48.000ft lbs lbs 0.000ft lbs- lbs 0.000 ft lbs lbs 0.000ft lbs lbs 0.000 ft lbs lbs 0.000ft Beam Design OK Span= 42.00ft, Left Cant= 6.00ft, Right Cant= 6.00ft, Beam Width = 6.750in x Depth = 31.5in, Ends are Pin-Pin Max Stress Ratio o.923 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max.Mallow fb 2,243.27 psi Fb 2,430.77 psi 208.7 k-ft 226.1 k-ft Maximum Shear* 1.5 Allowable 208.68k-ft -68.52k-ft -127.32 k-ft -119.82 k-ft 226.12 fv Fv at 21.108 ft at 0.000 ft 172.69psi 237.50psi Reactions ... Left DL Right DL Shear: Camber: 25.63 k 24.77 k @Left @Right @Left @Center @Right Max Max 36.7 k 50.5 k 27.70 k 27.43k 0.279in 1.157in 0.297in 48.92k 47.40k I/ I J James C. Dorr, AIA Architect Project: C!/4.tU,,-~f~~:Q ...... -~~-b.:. ............. .. Address:n ............. L.a~.Aut,r. ... W.1.c;rr. ............ .. ~1.U-.-S..1$1.>,:?.1 ... CAJ... .. " .. . ................... ' Sht: ........ /.J. ........ .Of: ............ . Date:.~?..~./.f?~ .......... . Job # ... -:6.tt).f.i.t.().0 ...... .. :Pi z: it4t." 171..,. 1--5'·"-t,,(..... f: i 10 :is K-Pt. /.)Ji C?t~rc Pt... . ,;;r)o/f1 u... d,8.9 _.,...__,.. $,""(u ~ e?~i)(l,?.r) ~ l "'ft-9, C6>1.,.ttt,M) ~- Pi !;;,.:!;II<.. ti:: 1$1 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Cf. t."t I!. (.L, j I I ,, j Jamee C. Dorr, AIA Architect . /'') • A ProJect: ~~~.{,,~i}.(.!f.J ... rc ..... B.1..Q.G. .. ~ ................. . Address: .............. t.$..~.fl.iJ..f{?, .. ~.T.. .............. .. C~r.u,.~~.)I?.., ... ~... ... . .. .. ... . .. . . I I LATERAL LOADS: Seismic ZOl"!e = 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 T=Ct((h)".75) = 0.17 R= 4.5 V=(Cv*I/R*T)W= 0.814 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 mi'n=0.5*Ca*I= 0.220 Wpx Roof SubDiaphragm: Rp= 3.0 ap = 1.5 Fp=4( ap*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+II= 1,098 lbs. Continuity Tie: (E/W) Wdl= 14.0 WII= 12.0 b= 48.0 I= 38.0 Fp=0.5*Ca*l*Wdl+II= 5,217 lbs. Out-of-Plane: Rp = 3.0 ap = 1.0 Ground Level Fp=4( ap*Ca*I p )/Rp= 0.147 Wp I Fp min=0. 7*Ca*lp= 0.308 Wp Roof Level Fp=4( ap*Ca*I p )/Rp= 0.587 Wp I Fp min=4*Ca*lp= 1.76 Wp I (Average= 0.447 Wp 107 W. Huntington Drive, Arcadia: California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ..... .J~ ... "/Of: ............. .. Date: ... 4.J$..1,~~-........... . Job#. ~':t.lP.':t.t.~ .. t:r.O. ...... . I I ' Sht: ...... f:.1. ...... Of: ............. . Date:.~.Je,j.Q"'J. ................. . Job# .'.z:ze,.i.J.,.~Q ..... . I 01· ·-----+----~ '3'tl C. ---------·--·-·----------~ ®4-·· . . I \ -----L.---~~---__/ 12'~ V1oe~~N1 ~ ~--=-_.;;____., ________________ 1'~--~o.-·"-+7---- r~,.l.ff i oiJ f.:>./0.. /I M, Is O\fl~tW : -' t"t"° (18 )( ~J )flO;G°'}_ 1) -::: S"U lcrfrr Pbl0~'-- ~~(·:&,.~ ~ /w 1;;i1ft~-nOJ..l 1 -1 ·t1s'(i4)('°) .z:. l t~ l~F _,4~-I8";'. \ ~~.-~C1~ lit L "'t..,-4? O-.;i; ~ #~ /rr "'61 ~4?7 .I 14 %_ ( 4, J ~ 'l,g t. , 'i.$ S"1 (.l,t) 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ~ I ., i ' James C. Dorr, AIA Architect 44'5 ~ /w 01 ~c-noi0· Project: .C.i()1.t.t,,:,~.l)r}r.') .... ~ ..... "fj,_l,.:/:J.(. .. -b ......... .. Address: ......................... ~:t,,!.tr-"'-'--·J}.vc,-.J,.l~r.: .. .. Sht: ... ,J4. ......... .0f: ............... . Date: .. f5:/.t;,.,Ut!:J. ............ . C:h.1..t...i:stt&1~r . ~ ......................... . Job #. ::Z!U>:?.-.1 .qQ_....... .. , ~1,>-{,e) a-1 )Ot>i'i) IS ~87 •P ,Z&:'3 #/Ff ~ t-·15( ~4) ( 88) .I: ~1q -q"'ftl ·-;1'$"1) A~ --t ~-·-t.~~,~~, ~ ft,7¢f/Pr ·z; . 4-°1'? '515, "lt~ LJ ~ 'It-"~ (" ~ '"""i7r:euo-r ~ A .. ~ ~ 11 o k, tt/ o/ c.. ~IJ.P ri-Y C."' o/ '--6,~ e:fJ/ e.,, ,lS1:T?C~ II I 11 I H. ~.'--CZ 'l'> c. tw~lb-n: t~x ~Mtt.Jv 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ,, ' ' I • ~ James C. Dorr, AIA ~ Architect v {;t;t..,U:;t:.,-toltS I 11,-s~. "c'.., )JI,;. O lfl..l;X.'.'f ( t)V Project: ... f!.IJr.U-c:$,Q.tU). .. ::· .... ".it"·,.tt ................ .. Address: ................... k¢l14!7..~ ..... ;;:r:V.~ .. w.~·~.t. .......... .. 6:l.11..:(..,s .. ~tJ>.?.~ .. D:t.: . . ...... ...... .. ... . .. . Sht: .. ./.b,. ....... .Of: .............. .. Date: .. e/.~?U.'2;? ............ . Job#. Z,-~.~I. ....... . )?'t. l<1,,e."1S". t ;~ (-z.e;~~) s: ~8kD~11 (t,8) z. ·1,u,c J}/rr 88 fV( t;)l.:ir /11.. ( 4.tf) i..(/,:i) -z. "7$~ 0 ?7<-, 1111 ;t. e .1:;~1 f"'I ~ ~ F ~ "I o. $'S" ( -t-4/Cf'; A "t,_fXI, o r->, Fr 1 w,~ r r iii o ( .z.4+'4S) , tt :: +-c.. ~ '$'.,l'l'5" ( ts,S'')-· e t,t,C. _I, -t. {G.~ + t ~o (;:.-17 ) z Or r;s7 < J, o ,.1 ("t-Ott~o)' 1.1 (u~ro) . f' .:tJJ,4/B (l,~t:f!>i«o{.::. l~ll /1_.zO-'C'tJ °F~.:. J,t~t CC; (1&(/t..) \ 2.. '-'Y' , 1,5, 'i' 7 / . , ( ,G.G. ~~ I i I 't, ( c. "i 7 ) < I -r -# cJrC,~7 f,-C, ki (11 s-i) ( ) ( . ~a~·) 1,1 -eo40 I.-fl 1,t 6:/W /l//'l,t.<::'C:1' f ~;,J.· . ·£ ~ ~f'!i~ +~ f,(,S"ftJ 107 W. Huntington Drive, Arcadia, California, 91007 ·Phone: (626) 446-9206 Fax: (626) 446-4615 ' J I i 't. James C. Dorr, AIA Architect I \ ___________ ._ ... _.J. ! f~/vy ---·~ di<-(---7 1~/$ I l Project: .. .lJr;.d,.,n.} .. f1;.tU)' ........ '8..?:aG ... fr........... Sht: ...... /.?...,fo_,.Of: ............. .. Address: ...................... l.o..Jt:.rm,.,. ... 6)w..«.......................... Date: .. :£/1..1./.??.., .......... . <Jo.&.r.:-:S.1'$/J.ar .. C.l'k.............. ........... ... Job # .. ~/!~.u~.4/L .... . 17 ~ l<'f,'5 + ~-tB,e;) Z,( -AL,t, ~ I ;.t/7 '/ ;4 {I, 7 ~' ~ $f 4,;,~ -cB..tt:. . -5:s;t . a . a_ !"It! I) 45,1-~ I-" , ~ Y w1tr..r, :. . ,, 1 "' >:z i 't,... . ,;I /Ill. u ~ 1tt11,; JG Pf Pttta1 z t;, 1,'€' "$. , -'!. .. , '1...- -· 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ' J t • JI <C James C. Dorr, AIA Architect Project: .. ~.1;tJ,.,,).r.,,.&.,a .. O.pic..1,.p .. "" .. Ln .. 1 .... . Address: .. ~ ........... i.:~~~ ... i._h.U&. .... ~~;.T. ..... .. .. • ... • .(A . .#"LIi -c.,,.. .. ~.n.. ....... ~.~l.if1 ..... r-.~ ........................ . Wf)u ... 1i{1)~ cg ~;1~i, Wl~t..-t...', ·~1B8(1s)(w)(u,? i: 77,.,~ 7/:. 11.,1 1\,,4 .. ~ 55~ 1/rr Q 4 K Tt ~~ ~ . 'P~ 4 ($'":n-) e. ti z~1t. ~.,10 (t;;) z ~4'11 ) b~'!>S'{'l./iW'r'-.1g11 Sht: ..... J, ........ .Of: ............ . Date: .. 4/M/0..2. .............. . Job# .. ~~.?'<~ .~t!? ..... . ~~~JS. (J} ~ ~ f,;.1tu k>~ \ P~ ~ ( S'b~ la-4t,4-f-O~ '6o 1.,T TW,; to~ ! ~((,~;)M_)vt Lll:.11!~J'fL.~61, '?.O ( &,44~13) {t,T}) z. H,1-f ) 4', tf"l-0 L\~ i 0~1is-(io+·~,iis-)-i.-r ,.1-s(10-t1,l'Z-5"')2. l7'?.. t,Ji. /4f(., 1. i.t4(~)(~··hS--')-=-1i.-'5,4f cp Pe-l 6,~:r(J.o) ( 4)(1v;) (~'-) :: 17,.,-) 414?-D LJ'i;(£. 'I -~lq,A:_ I;)-~-e12. 4~ ,i -~w~~~J?_ld~ "F@66rn.oY., I -::-t:~t.-O !-I,// 0 t(fel' 5J M!1$tPIJ Z[~ ~ .. 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 • I• l }. .. ' James C. Dorr, AIA Project: .... f~k"l.~~Q. .. l'-~ .. .,. .... .Ln .. ? .... .. Address: ................ ~.~ .. b.J..Cf. ... IJJ.(;f.:"W:f. ........ .. Architect CA.f.?-.l..,7..'67~.a,.. (21fr.-,... .. .. . .... .. ~ 1'2-I ~ ,IH~d r I (!}I~~ (~S-1) (t4)(t i)-.: e fa'~ · . I,;;; 4 V\1'11'-''·n t1~~, . J,41v ~ 1,s,s Sht: .... J1 ........ 0f: ............ .. Date:. 4./J~_/.o.j .......... . Job# .,Z,ZO..'c,,l.,__.C'(? . G 4D(. l "K 4 o~(,.8) r: ~I e i"l. -ic-so(h·H)(i-) 1.. ~-ici~) ,,t .. i-i (is-).:. 5;$'51 ll<;.<1 "l--1/1~ M.,{$1 '? ~ Gt,t-r : 'B-~ ( 1-67.. f3 ~ -i. l t ,-s;-44 . "U'"1,t>}1,:J7i)(4-J l,;.4W)i¼s.4d-. Jr 'v l t L~'i> tc 4 -~/4 q; M~ ~ s . ~r -,;:~,J1 1,0,J ~ k' · w(,44J(t.) (t,?"'?)-= 'Z~.r > /t,s' /::>p ·,Ui't"l ~j" (10 + ~ rl-"t,!) \--~-1f (1o t. I, 1-ii) ~ ~ 1'?.. I IJ .... iJCc.-i. 1,-t4(~ )(5 +ost J.: Jz:;.4} rf;Pc. "L, C?v,.;--(i,())(4 )(l-t:7)( ~;Fop.L) -z 17,~ ) lt,s ~~~1AIJfijM6M~ \ @ ,1f'f·11 Wl!f.Av; t<) # 055'~ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ' I I l )I ' . e· Sht: ...... /... .......... .Of: .............. . James C. Dorr, AIA Architect . Project: .. fA)t..t..,,<alj$.Q.r.J. .. -... f3..r.-.tl...(,. .. A ............ .. Address: ?J ... : ............ f...l)~ .. m..rr.../.A).tJ:1t.t .... .. <...,:.,;.,J.t.l.4-IJJ4Jq .... C~. . . . . . ... Date: ... sjU/Q:; ...... . Job# . "Z. ~ 'l.,:/ i tit;) ,..-" ---·------- I .-__ _. .. -,~,,-"~ I ------- ,. 'lc.-J , . ·;. I I; x~ "'-. '. Pr11tt:.-f4t) ..,..,~"); f/ z 1/, ( ~"l1't-) W £&1.{/?.# u~,,,fitN1eJc.t) ~!I~-z« I~ i ½ {t;i--12) z 4, 140~ t.f~ $/Mr'~ J/t)t:,0- @aPrv-f. C.;/(t)J'J ~·ft~ .' f", -£(19,61&) z ~1,:_n-;1-• IS. l!1'/71Wlr' (/Ser .z., j!Mtf/f()).) PCT t7 eJJ. SMlt:r: 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 I t l _k /riP James C. Dorr, AIA Project: C1:>.r1.<.:.,r!i.fJ.O .... '. ... E!a-.w.r..,;4 ...... J.± ....... . Address: ................ Lo.1'k::1:L .. i:}y,.g:_.We:tif. ...... .. Sh~: ... L~t ..... .Of: ............. .. Date: .. 5.:/~-e-/o.."$, ......... . c/.)r't,,(.,.~/31')#'7r .fl~ ................ .. Job# /Z,.f,.0.ti ... t?.0. ..... . ~ Architect ~CPJ';""r '~,0~1..~ L • JM...cce, ~ dm1JX 1 .. ~ -(;e c;J. 11 d ~,.Z,r;' -.. ·"ff' II tnl"'l\.... ~ ,: "'l,"tS' d / ,75" II 111~1( ~ t.,e; .. l/,1$' + '7) 4 4' l1 e :: -z, 1-f + 4 i:: <;. 1:; it ?~ .z ,;cro ~ ~,1-1:t/pr 6,44-7 ~!SM~C ~"(Ott.;; -p{z_. 0, "ol 1 _ O'!Jt:r ~ 1/' Tl/ K. IJ.!/_1 #.z; VMif € I z 11 c> /~ U-4 /.kJ¥Ut.. <~ l't./·'~/c.. Vl!i'rtf. @ i Fz: ~l:(p,r C,..,_i1,.,,,.,,,,,.,u,. nr. :.1~_(14.){/Jf) ~11(1,,5)~ t-i-z4 ' VII' >..,(::;f>.,;</r, •• i,.. 'i"'""' /17) 'f Jt 1:f' ;., _ ~ o,~1~(1c)(l.~-1-: ,,1 ,,.,_tta..s' ,._.. l'.?17~"' /,7:5' C... •T: 1,.,:, M1tJ., f1J1..tlrk Ztrt;l/t, Mf:/2tl/Y[ff .,.... 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446·9206 Fax: (626) 446-4615 I • )1 James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# ttou.~l) Date: 8:51AM, 22 MAY 03 Description : Ph: (626) 446-9206 Fx: (626) 446-4615 Tilt-Up Wall Panel Design Description Basic Panel 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 Lateral Loads Wind Load Point Load ... height ... .load type Lateral Load ... distance to top ... distance to bot .. .load type 18.500 ft 2.500 ft 6.250 in 5 12.000 in 2.750 in 150.0 145.00 pcf psf lbs ft Seismic #/ft ft ft Seismic 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: 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 337.00 #/ft #/ft 6.750 in 337.00 lbs lbs 1.000 1.000 4 0.0020 0.0012 0.3190 0.3190 I Wall Analysis l!:!ilill.liUJ.m~w Jil gQJWJJZ.;JJ.;,..J ;t 43/Jut@firn \J!m:+iM4 Em-&A@fiktMIHfN&/M?? W 4i@ISR4 UMWIII/JIIPM lfililiiitMM44 /11/JW\ •IW4wik!li: iG @i\lWI\AhiiO. &.Wl+Jlil & kM,iimrWU I WW@iilQ. For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic 0.089 13,061.1 0.0 0.090 13,201.0 Wind 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 0.124 0.000 in 18,285.5 0.0 iri-# 0.0 0.0 in-# 0.126 0.000 in 18,560.8 0.0 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# 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 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 : 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 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 Seismic 45,091.40 in-# 18,560.85 in-# 4,449.43 in-# 0.09 in 2,474 : 1 0.0094 0.0128 20.82 psi 120.00 psi Wind 43,515.26 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0094 0.0128 20.82 psi 120.00 psi 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 )I• James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Title: Dsgnr: Description : Job # ~?C,f. ¢-"O Date: 9:56AM, 22 MAY 03 Tilt-Up Wall Panel Design Description Bldg. A -Panel 1 O General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth 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 % 4 0.0020 0.0012 Wall Seismic Factor 0.3190 Parapet Seismic Factor 0.3190 LL & ST Not Combined 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 Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle /Loads llfWAiWMMAMM Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load· ... distance to top ... distance to bot ... load type Mi IE WWWiWWW psf lbs ft Seismic 21.40 #/ft 18.500 ft 7.000 ft Seismic iM\MM\Lii&LWiUiii&i@W IMiMiiiMMiii'iililiiiiiil4MMM4iiili/1iiiiihMiii•@ifiiliiRihiii-·iiliPI :15=::J Vertical Loads Uniform DL Uniform LL •.. eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier SUMA id## 4¥11 A &a ;;ma 337.00 #/ft #/ft 6.750 in 1,224.00 lbs lbs 1.000 1.000 J&GP&IMliii#WiM For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic 1.081 29,469.5 22,562.2. 4.268 43,957.6 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# Seismic 0.140 21,049.6 0.0 0.142 21,395.2 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 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 43,957.63 in-# Moment Capacity 47,383.01 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Ac.tual Reinforcing Percentage_ UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc A.Cl 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 !=actor 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 0.142 in Deflection Limit 1 .480 in Seismic 47,383.01 in-# 43,957.63 in-# 4,449.43 in-# 0.14 in 1,562 : 1 0.0094 0.0128 32.64 psi 120.00 psi Wind 44,938.85 in-# o.oo in-# 0.00 in-# 0.00 in 0 :1 0.0094 0.0128 32.64 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 l::) .. N ...... James C. Dorr, AIA Architect ' I -._/ ·\,, / '\ Project: _ .. C/JfU,,.~!ffe.l)f.). ... :: ... B.?.-124. .. A ............... .. Address .................. l..a~1., ... iJ,u1::r, ... JAk,.,:-:>.r. .......... . (J,:;,({,.lf>/M"",· .. Clb. .......................... . '. . . "'-~-L.,, _____ ----- \, s \, Li ff i?< ~· ..... /· I / I , -· 1 ---~{--· _,........,.....-'!,--I ""'-'-, . ·-,--- L to, (l t1.c1 j . .i.: 1 t f---r-·r· /,1,7 /. 1 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ..... ~ ... .Of: ............. . Date: .. r;./z.t./a.-s, ............. . Job# .. '.t't'J)U"tfi.fl . . . ... , James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Title: Dsgnr: Description : Job# trtot.-\ , tlO Date: 9:56AM, 22 MAY 03 1;1v; Uijer: KW,Q6Q1~1§, Vllr6, (c)196$,2002 sN!,';RCALC Tilt-Up Wall Panel Design Description Bldg. A -Panel 11 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth 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 Min Deft. Ratio Concrete Weight 18.500 ft 2.500 ft 6.250 in 5 12.000 in 2.750 in 150.0 145.00 pcf Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle I Loads WWW Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis · &ii:i4¥ -¥#MAN ii LL psf lbs ft Seismic 26.20 #/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 WW¼ N 337.00 #/ft #/ft 6.750 in 1,094.00 lbs lbs & kdii 1.000 1.000 lMWWM@ MPMl iliil 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 Summary Seismic 0.383 23,378.2 5,786.9 1.213 27,182.4 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# Seismic Wind 0.114 0.000 in 16,698.7 0.0 in-# 0.0 0.0 in-# 0.115 0.000 in 16,959.1 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= 2.75in, re= 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 27, 182.35 in-# Moment Capacity 47,049.98 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 * RtioBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axlal 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 0.115 in Deflection Limit 1 .480 in Seismic 47,049.98 in-# 27,182.35 in-# 4,449.43 in-# 0.12 in 1,925 : 1 0.0094 0.0128 30.91 psi 120.00 psi Wind 44,731.80 in-# o.oo in-# o.oo in-# o.oo in 0 :1 0.0094 0.0128 30.91 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 I _), James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job # ~tot I, #"V Date: 1 0:00AM, 22 MAY 03 Ph: (626) 446-9206 Fx: (626) 446-4615 Description Bldg. A -Panel 12 Description : Scope :~,. ,;,,,, #,-fl'vf.'1"-• f Tilt-Up Wall Panel Design 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 Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis bii@,; §@ 18.500 ft 2.500 ft 6.250 in 5 6.000 in 4.130 in 150.0 145.00 pcf iiiiWI psf lbs ft Seismic 97.00 #/ft 18.500 ft 7.000 ft Seismic 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 9& && + ?WIW#Aimi iiiM!ii Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier MM,M 48.00 #/ft #/ft 6.750 in 3,270.00 lbs lbs 1.000 1.000 4 0.0020 0.0012 0.3190 0.3190 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing I Summary Seismic 1.675 67,748.3 57,654.9 1.954 79,050.3 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# Seismic 0.312 48,391.6 32,319.2 1.286 53,714.6 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 Wall Design OK 18.50ft clear height, 2.50ft parapet, 6.25in thick with #5 bars at 6.00in on center, d= 4.13in, fc = 3,000.0psi, Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 79,050.28 in-# Maximum Iterated Deflection 1.286 in Moment Capacity 132,854.33 in-# Deflection Limit 1.480 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage USC Allow. As % = 0.6 * RlioBal Actual Axfal Stress : (Pw + Po ) / Ag Allowable Axlal Stress = 0.04 * fc I ACJ 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 F_actor .... seismic= ST*: 1.100 Seismic 132,854.33 in-# 79,050.28 in-# 1,718.38 in-# 1.29 in 173 :1 0.0125 0.0128 56.07 psi 120.00 psi Wind 125,222.83 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0125 0.0128 56.07 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 ' ( --- James C. Dorr, AIA Architect e; --· ,, -~ \1) 4,() I, ~ ~ "t-D,O 4.0 ,~ 1 ~ ~·· ~ ~ '.:I ~ v.,......-~--------.. _/ .................... ---1-----, I ,,- Sht: ....... '.'.t.~ ....... Of: ............. . Date: .. 5./.zt:../?>../ ............ . Job# ... .Z,.-W.U."tJ.P. ... . f'.e 'f/;fbl ti/r-1 ~ce1.muc. Pt~ 7&(/'l>)()o) + 1~1 (,o) = 1'-"~"3 4,0 1111 (18){10) , ,,,:;' tv I>»') =-..:.,__..;._,___,c.....c....-_ ~ ~ z.. I 4 8,4' ~@~.1t~h ·4dlM=f' 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (62?) 446-4615 r l: J: James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 446-4615 Title: Dsgnr: Description : Job# 1:~tl,,&<>0 Date: 12:49PM, 22 MAY 03 Tilt-Up Wall Panel Design Description Basic Panel WI 8'-high Opening General Information Clear Height Parapet Height · Thickness Bar Size Bar Spacing Bar Depth 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 % 4 0.0020 0.0012 Wall Seismic Factor 0.3190 Parapet Seismic Factor 0.3190 LL & ST Not Combined Min Defl. Ratio Concrete Weight 18.500 ft 2.500 ft 6.250 in 5 12.000 in 4.130 in 150.0 145.00 pcf Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle I Loads LI W?MiiSW:&&4 Lateral Loads Wind Load Point Load ... height ... loaa type Lateral Load ... distance to top ... distance to bot .. .load type AW WWW psf lbs ft Seismic 62.00 #/ft 18.500 ft 8.000 ft Seismic FM¥W : #illliiWiiiiiiil\\liiAl6i>l•iliiii•%11W'iiiil\1iilW1WliiMllili1!41WWW=:=J Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 331.00 #/ft #/ft 6.750 in 3,633.00 lbs lbs 1.000 1.000 I Wall Analysis Ji\Slii GW Wi44 FIi F\M re & BMW &l iiMQii i Wl FA WA 1 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic 'M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic 1.265 47,356.6 39,458.7 2.023 60,854.1 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# Seismic Wind 0.219 0.000 in 33,826.1 0.0 in-# 17,329.6 0.0 in-# 1.028 0.000 in 38,725.0 0.0 in-# Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in Summar 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 60,854.12 in-# Moment Capacity 84,900.14 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 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 1.028 in Deflection Limit 1 .480 in Seismic 84,900.14 in-# 60,854.12 in-# 4,392.73 in-# 1.03 in 216 :1 0.0063 0.0128 64.68 psi 120.00 psi Wind 75,206.98 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0063 0.0128 64:68 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 ' ' i ..._ <t James C. Dorr, AIA Architect Project: .... C&!.t~llllkl)(JIP..tt::S. ... :: .. ltJ:r.. ... !. .... . Address: .................... l.,e;.~ .. ..$.v..(I. ... Y-tk:r.:t~( ......... . .&1.t..:0/)K)~., ... 0,/k. ................ " .. . ir---..-----··-.,--. . . ' . . ~ ' ' ___ .,. -·,·--• .. · i· . ' .. ' -~ . . . • --->-!:. --- 4 IN PLANE SHEAR ANALYSIS: TOTAL WALL D [7,Z,) b""9--t.$ 51ct) I ~S"", ov 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 83550!(4.0/4.5) = 74267 Wall Weigh_t __ ... t=I 9.251 W=! 38.75! H=._l __ 8_.oo_l Panel Ph= 0.244x(t/12)x150xWxH C=Ph / (sum R x t)= PIER H D 1 84.00 17.25 2 84.00 59.25 3 144.00 57.25 4 144.00 165 5 0.00 o. 6 0.00 0 Redundancy factor Working Stress TOTAL Ph 8,404.7 H/D R 4.87 0.o19 1.42 0.352 2.52 0.107 0.87 0.762 #DIV/0! #DIV/0! #DIV/0! #DIV/01 1.239 = 8,745.9 83,012.5 X 1.5 1/1.4x 0.7 =I-sJ~.~~.~, .F v=F/D 161.53 9.36 2958.27 49.93 895.67 15.64 6400.35 38.79 #DIV/0! #DIV/0! #DIV/0! #DIV/0! As 0.15 0.69 0.37 0.89 #DIV/0! #DIV/0! 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 .. s of Av 44.9 9.2 29.3 12.1 #DIV/0! #DIV/0! Sht: .... :£.1 ....... 0f: .............. . Date: .. 4/::t.>1t!.':'5. ........... . Job#. ·z:t.L.Yll. .• 0.0.. . " -~·--· ~ l James C. Dorr, AIA Architect . - --. aL•--. ll ,t 7 4 f5 J/1. ·R ~, t,:;, +-~, -i,f.:f :: 7t::f./ftt "P/611-,1-J. r;:;i 144_ )c:if, . t.. . ~4 '2,c.) '!> 64 17 q t44 7!, $ \44 ,i IN PLANE SHEAR ANALYSIS: TOTAL WALi:. 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!,.. --,,7~99!"'?'16~!(4.0/4.5) Wall Weigh .. t_...,...~ t=l 9.25! W=l 37.00! H=l Panel Ph = 0.244x(t/12)x150xWxH 8.00! = 71036 8,350.9 79,387.3 X 1.5 1/1.4x 0.7 Redundancy factor Working Stress TOTAL Ph = .. , =92"'"".1-1"""·~"""5.""'21 C=Ph / (sum R X t)= 35,102.8 PIER H D H/D R F v=F/D As 1 144.00 43 3.35 0.053 1843.53 42.87 1.04 2 84.00 20 4.20 0.029 1012.33 50.62 o·.18 3 84.00 17 4.94 0.018 647.83 38:11 0.61 4 144.00 73 1.97 0.184 6455.79 · 88.44 2.08 5 144.00 38 3.79 0.038 1333.98 35.10 0.86 6 0.00 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! . #DIV/0! 0.284 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 s of Av 10.6 8.5 11.0 5.2 12.8 #DIV/0! Sht: .... :.f/_f.. .. .Of: ............ .. Date: .. '4/'MJ.1,r?'-............ .. Job # ... ~W.tA ,,~.O. .... .. James C. Dorr, AIA Architect ~'!J;,iJ/Vlg /~f>(//t~ "'DY"!,St,,111C r:o ~sr.r P/J;.)o·l.S f, !3'1, '!.8~ #- ,P/trl''(,, . JJ.. 1J l C/t; ~ t 1, t.-4 . "3 11. l-4- <!I ft. ~ r; ,, bf' IN PLANE SHEAR ANALYSIS: TOT AL 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 ! 59285!{4.0/4.5) Wall Weigh,_t ____ _, t=I 12.251 W=! 56.00! Panel Ph = 0.244x(t/12)x150xWxH C=Ph / (sum RX t)= PIER H D 1 96.00 24 2 96.00 24 3 96.00 24 4 96.00 24 5 96.00 24 Redundancy factor Working Stress TOTAL Ph 62,355.5 H/D R 4.00 0.033 4.00 0.033 4.00 0.033 4.00 0.033 4.o·o 0.033 H=! 6 0.00 0 #DIV/0! #DIV/0! 0.164 52698 16.00! = 33,476.8 86,174.6 X 1.5 1/1.4 X 0.7 =I· 12q{\5q~,~, F v=F/D 2051.17 85.47 2051.17 85.47 2051.17 85.47 2051.17 85.47 2051.17 85.47 #DIV/0! #DIV/0! As 1.47 1.47 1.47 1.47 1.47 #DIV/0! 107 W. Hun-tington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ...... ~ .... .Of: ........... . Date:.~ .. 4/Z,;..rtta:;,,t. ...... . Job # ... i~.kl..t.~~ .... . s of Av 3.9 3.9 3.9 3.9 3.9 #DIV/0! James C. Dorr, AIA Architect 'Nl:)V-4 I_ ', @<:;;.t,~; t."Z,o/78 . 1: (1, + 1) ,zt-(~) ~ ~ ¥10~-o )(t'r) 1: Project: C&t2.?.:!lc!R.1:?...0.11t..q.: .. :: ... ;½ff.'. 7. ............ . Address: ................ 'ke..t,J:;]4, .. ,tJ!l..~ .. '.'111..?#.?.f. ........... . C~ti.k~.1>.t}.r.;i .. 1 ... C4 ...... .. .. . . ...... . '1,.4, ~c;. ,,. s. Sht: .. ~ ...... .Of: ............ .. Date: .. ¢.'b /. !.O./rll .... , ........... . Job# ~t..t,.1,.Ji.(:}.¢. .. 4~1 C,,z.,) -i: 1~'3 4,~o U u ~ . ~ -f4> W,.t.Jil& ,~1-J;; w b<A... /{., i tt;(~} .. . t t4> (¥:{)0'15)(Z4)z. 1$1s"_ . ~gf!f(J,~2 4,,rJoi.> "f..1/t;,l<.. B, ; 7.t>Mt£ /4> ';;, W/JU..-,$r · 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ,, ' ' l If .,; James C. Dorr, AIA Architect c!IJl.t(Jy?'f ?tf $'Tf.f"W'1 -t,t'ilfrr"'" 1 e c:;- /, 5"" .,t,t) /,.() /1e:P Cf,i Putt.1---t-M P : /ttJOFt1,,tr._ . 12./~t);? tN-5UL $7't, P&c.l<- Sa tJ P.Jt/J 11-11-1-.I <. '$,f? /'tiAJ/(.t,..(:t'h .. ';()/f:"PJ t 1v~i1-.r:11e..(.{' . Sht: ... .'t=. . .Of: .............. . Date: .. 4-/t1/a.l ............ . Job# UO.tA-,.v..1.7. .. ~~: /:(Jt?) e 8&'6# tlf?e C .t:K8, ~ ' t P7 /JC,.(~ 86~i'H / _p ~ ~ J#l';i X t<; e ~1t 'l4·(tt) 4,, )Cf(., #'f t:1, /!. ~ 11-to fJ ~ t )q~) 1-( ;.;-) ~ -1, t.C- ~·1, ~ 4 I• :'!!3(.t"I' Vw}{'''f) ::c4tf,'CC -e:.q, tYCV &, , @. t}t,r.,t. Pjrt,/)C~ ·f ;r ~ ~ II• jio* 17fl1 k P ¢ /, o (I I,~~-(,'(,; 1. Iii::-., V I •14 . :? t 107 W. Hun-tington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 i ,, l ~ ( ~ .J ' James C. Dorr, AIA Architect Project: ... b.G.¼:r.~Sya.1cer.: ... , .. , ....... , ..... : Address: ................... , .. ,.,, ......... .,., .. , .... , .. ,. , .. ,., .. , .... ,,.,., .. ,,., .. , .. ,.,,. ..................................................................................... rlliD6@7. L 1-~j ---,---v< .· /v ~) Sht:1(f.,~.J .. ,.,,Of: ... ,, ... ,, .... ,. Date: .. l.o./J:lj.t?J.1 ......... . Job#,. .................................... .. J1~ :: o ,i1f (~.t5 + 4,o) .: ~' 11.. 1,1 l,. ,LJ re. r Oi'tf (J."2§'+4,t') -:s /, & t P;nox '2 /[.1,z(o,c;,) (~t::: )(1, 7J) e 7$, / k 11,,,;,t z /.&l{:t )('!,,)(/.JJ) r: 5-Z,( w / 0t w~~ <2 /J?4 # (1, If g"' /0., P::: ~.1t(S); -z,z k.: ~, /C, 44-" ~~K.. ~(f, IC r7 ~ "$, 71J (!?) -: -Z.'7 k. 44 ,, 5"'7/4: 7,q1t:. ~ 615 Las Tunas, Suite D, Arcadia, California, 91007 Phone: (818) 446-9206 Fax: (818) 446-4615 f James C. Dorr, AIA Architect 4•' -. - Project: <i'_..J,11,.,0.1$1:1-5.,a'Y+ .................... . Address: .................... : ................................................................ .. ...................................................................................... ~4 Sht:.Rf:".'.' .. 2. .. of: ............. . Date: ......................................... . Job# ............................... : ..... . ·r __ 4--.,:__ _____ _. ... ~~~=--1--t-----l---'-1· .. ----,, -o, I " r . /~ -;._:..::. :t ~ -~ ~ F /~~~~~~~ -/·· " I --·----------r---d --·-·-···-' 1h---·_·-··-_·-------I···.,-+'.-.·---- ~ .. .. ~ ~ ----!---i'----1--1--·-··---....... --- I ----------·--·- \ fc l e\L--r /:)IJCJ4CJ(0 z ~/4!/<P I)(~ II ~ tJ C.. ~ f 'e -s,, ax> .\,t/4it~c.t<: p ~ ~P ~ 01:44 F' 0$ ~,r , r -tt' t";; ~I ... --"' ~ -, .,, 15,, /YIIJx l; / /JNelKJ/t. :r(Z~-~,.~ o)(-z.) z 41. 7~.::: o,# F • IC-I;;, ;VI;);( . ~I /,)1-JC(,Jl)fl : ICf, 19 =· z: . -::, J?· f, 1-.t I, ·+ , 1(,(7 I :::: I 0 41. 11.. /1, '1°! ' , oe)Cf F + ,, tJof!--s t~ z 1. e l • ' 0 1 . · · ;:: · 57. I I<, / -z: -. 0 :r s 7 / L)c.,,t()t;.,~ p 'I!, -(!. "t. $, Cs, ~~ , ~ 0 .,.44( SJi .,.-)(t. 2 . : A <. , .,.. . \-c,, z, /rf?15 ($) ' z.vf,o/::,.$/ a,1~,.1:$/ ~ I? ~ ·6,_? _~ . ·615 Las Tunas, Suite D, Arcadia, California, 91007 Phof'!e: (818) 446-9206 Fax: (818) 446-4615 ,._. ___ ,.. ....... IL" ,. .. 'I) ~ - James C. Dorr, AIA Architect . ½ Prol(.l.ct: C.IQ.Y./,&.> .. $t.Ut.; .. O,A!i:~.$ .... .-,, ... lat .. J. .... .. Address: ............. :La~ ... &V..-... \l.k5.:( ......... . C!J;.r_,v.S Bl)i?., . .Cl)::. ... . . Sht: ................. pf... ......... . Date: .4Lk .. Y/P..:>.: ............ . Job#. ,'VU).u ..... ()..0 .. . l ! ~ , ___ ii_ I -.!.~ l l f I ! .. }Vi1t : -,~o(r~) /110X> ( 'i" ·) ~ ts~ . "l ,-J'ifi( s '5, la. 1e.ro f'577'o/,O /4;~ f w Ml ;e t-t-s~ + -t4:~CG) l!,. IGB 1 f'';ic I 7-1; -r t> 1.10 r (le;;>'\.,. MJ:. '!~81{4,6~,.~o')(lz,), '@4/T70 d-z./'~!ff1--o . ';--Ji ·7., ~.tPG!f'1Q "" 0 · \...-uoC11-4 #1iJ ueao(-t-lJ tP,43 ~ 0 p(t' /O ~ I/./Jl7/5 " £.4 JI ~~ t,J L __ _ ~~ r»-1# l,.'4.J;t,/f, 107 W. Hun'tlngton Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Jamee:> C. Dorr, AIA Architect .A I IL Gf"~-'l 13LitLl?1.,()( ~ Project:, ... C/JI.-J+.>.:~.O. ... ::: ..... Jt½.t.1.4 ... k. Address:"?"'\""' ..... t./?.~~ ... A:J .. W.~r. . ~.Af!..&,.~. -e¼:lt?. r .. <:: . . . . . Sht:... \.. ..... .Of:.. . .... .. Date: .. 4./z/e.2. ....... . Job# Z'Z£)"'Cd, tJ<::>. 1 l James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Ph: (626) 446-9206 Fx: (626) 4464615 Description 48'-PURLIN Title: Dsgnr: Description : Scope: General Timber Beam Job# Date: 4:37PM, 1 a APR 03 General Information . Calculations are designed to 1997 NOS and 1997 UBC Requir~nts j Section Name Beam Width Beam Depth Member Type Center Span 48.00ft ....• Lu 2.00 ft 3.1251n 25.500in GluLam Left Cantilever ft ..... Lu Q.00 ft Right Cantilever ft ..... Lu 0.00 ft Load Dur. Factor Beam End Fixity 1.250 Pin-Pin Fb Base Allow FvAllow FeAllow E 2.400.0psi 190.0psi 650.0psi 1,600.0ksi L.:I Fz.HmUm,·L-enmg_t_h .P.01.fe-!~.f!'mii,b.lDl!i'L.mad.~m, -fllBNlllli-4ililll!'l!llllll&m½iiiiii.tillli'lillli, ----· ... ---&Wlmllll.'i!llillllii!iml,GAA\ilm/loill--1!1!11--ml·@mlm:mlX¼i/lmli...,,:l'll!l•liil!illiiilHm!EN&~i·:::::J Center DL 112.00 #/ft LL Left Cantilever DL #/ft LL Right Cantilever DL #/ft LL I Summary Span= 48.00ft, Betmt Width = 3.125in x Depth = 25.Sin, Ends are Pin-Pin Max Stress Ratio 0.810 : 1 96.00 #/ft . #/ft #/ft Maximum Moment 59.9 k-ft Allowable 74.0 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment 59.90 k-ft at 24.000 ft Max. Negative Moment . 0.00k-ft at 0.000 ft Max@ Left Support o.oo k-ft Max @ Right Support 0.00 k-ft Max. Mallow fb 2, 122.55 psi Fb 2,621.58 psi 73.99 fv Fv ·as.10 psi 237.50 psi Reactions ... Left DL Right DL Shear: Camber: 2.69 k 2.69k @Left @Right @Left @Center @Right Max Max Beam Design OK 6.8 k 18.9 k 4.99k 4.99k 0.0OOin 2.904in 0.0OOin 4.99k 4.99k James C. Dorr, AJA -Architect 107 W. Huntington Drive Title: Dsgnr: Job# Date: 4:34PM, 1a APR 03 . Arcadia, CA 91007 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 General' Timber Beam Description 42' -PURLIN General Information Calculations are designed to 1997 NOS and 1997 uac Requirements . . ' Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 5.125x31.5 3.125in 22.500in GluLam 1.250 Pin-Pin Full Len th Uniform Loads Center Left Cantilever Right Cantilever ff Summary DL DL DL Center$pan Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 112.00 #/ft #/ft #/ft LL LL LL Span= 42.00ft, Beam Width = 3.125in x Depth = 22.5In, Ends are Pin-Pin Max Stress Ratio o.773 : 1 42.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0ksi 96.00 #/ft #/ft #/ft Maximum Moment 45.9 k-ft Allowable 59.3 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment 45.86 k-ft at 21.000 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M allow 59.32 fb 2,087.32 psi fv Fb 2,699.62 psi Fv 84.98 psi 237.50psi Reactions ... Left DL Right DL Shear: Camber: 2.35 k 2.35k @Left @Right @Left @Center @Right Max Max 2.00 ft 0.00 ft · 0.00 ft Beam Design OK 6.0 k 16.7 k 4.37k 4.37k O.00Oin 2.478in o.oooin 4.37k 4.37k James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# Date: 4:36PM, 16 APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4616 General Timber Beam Description 36' -PURLIN General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements · Section Name Beam Width Beam Depth Member Type 3.125in 19.5001n GluLam Load Dur. Factor Beam End Fixity 1.250 Pin-Pin I Full Length Uniform Loads w nwa@@ii wamn iiiiW auss wae Center DL Left Cantilever DL Right Cantilever DL Center Span Left Cantilever Right cantilever Fb Base Allow FvAllow Fe Allow E 112.00 #/ft #/ft #/ft +eWAIWS¾lii& LL LL LL Span= 36.00ft, Beam Width= 3.125in x Depth= 19.Sin, Ends are Pin-Pin Max stress Ratio o.732 : 1 36.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psl 650.0psi 1,600.0ksi 96.00 #/ft #/ft #/ft Maximum Moment 33.7 k-tt Allowable 46.o k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment 33.70 k-ft at 18.000 ft Max. Negative Moment 0.00 k-ft at 36.000 ft Max@ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. Mallow 46.05 fb 2,041.70 psi fv Fb 2,790.21 psi Fv 84.05 psi 237.50 psi Reactions ... Left DL RightDL Shear: @Left @Right Camber: @Left @Center @Right 2.02 k Max 2.02k Max 2.00 ft 0.00 ft 0.00 ft Beam Design OK 5.1 k 14.5 k 3.74k 3.74k O.OOOin 2.055in O.OOOin 3.74k 3.74k J '} .--._ James C. Dorr, AIA -Architect 107 W. Huntington Drive Arcadia, CA 91007 Title: Dsgnr: Job# Date: 4:39PM, 18 APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 Description 30' -PURLIN General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.125 in 15.000in GluLam 1.250 Pin-Pin Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow FcAllow E 30.00ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psl 190.0psi 650.0psi 1,600.0ksi 2.00 ft 0.00 ft 0.00 ft I F~pgt,~½ YE:~!?i~m •. h~~~=~· N&I $ •IMIWi> .. .:1m .... ,liMii\41\,Q @,¾!l!J¾Jg.,M\ rnrnrn~i.fuW p.-,i; .. ::J Center DL 112.00 #/ft LL 96.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 30.00ft, Beam Width= 3.125in x Depth= 15.in, Ends are Pin-Pin Max Stress Ratio o.817 : 1 Maximum Moment 23.4 k-ft Allowable 28.6 k-ft Maximum Shear *·1.5 Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 2,396.16 psi Fb 2,931.18 psi 23.40k-ft O.OOk-ft 0.00 k-ft 0.00 k-ft 28.62 fv Fv at at 91.85 psi 237.50 psi 15.000 ft 0.000 ft Reactions ... Left DL Right DL Shear: Camber: 1.68 k 1.68 k @Left @Right @Left @Center @Right Max Max 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. Do,rr, AIA -Architect 107 W. Hunt\ngton-Drive Arcadia, CA ·91007 Title: Dsgnr: Job# Date: 4:42PM, 18 APR 03 Description : Ph: (626) 446-9206 Scope: Fx: (626) 446-4615 General Timber Beam Description 24' -PURLIN General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements . Section Name Beam Width Beam Depth Member Type Load Dur. Fac,tor Beam End Fixity 3.125 in 12.000 In GluLam 1.250 Pin-Pin Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 24.00 ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0psi 190.0psi 650.0psi 1,600.0 ksi 2.00 ft 0.00 ft 0.00 ft I Full Length Uniform Loads i1L&ii££i:W£Ji.l&W:W,.,1 ·S ; w4,\UWPF,B-9 &mW&~C,1@1 l n, df,-19 ,",1; M4Z:UA ll:4P+M4s , 4&411@4 Alt f-h-b4ZJA4i4.:/ Pu4•uM.,. 7 -liPA ;µ; 4,Hi ,4,/Gd,RJ,, 0 ,ili\ii¼ llU\lh P 2d ... ~ 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 Maximum Shear*.1.5 Allowable 18.5 k-ft Allowable Max. Positive Moment 14.98k-ft at 12.000 ft Shear: \@ Left Max. Negative Moment 0.00 k-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 18.54 Reactions ... @Right fb 2,396.16 psi fv 91.85 psi Left DL 1.34 k Max Fb 2,966.35 psi Fv 237.50 psi Right DL 1.34k Max Beam Design OK 3.4 k 8.9 k 2.50k 2.50k O.OOOin 1.742in O.OOOin 2.50k 2.50k James C. Dorr, AIA Architect Project: .C!./iJll.(./4 .. fAf.2 ..... :: ......... @.:u((-tfr .. At .. .. Address: ........................ /...t;J>/t;../t:.'/:1,.. .. ~.Y.V. ... W.~:l!!r.'. C,(Jl.t.¢..$.1.~/fJ..fQ I' ' C/Jr. ' . ' ..... . t ,tt·1o/;.~(~ fl,(X)'f1AI& I ~fl"f 1/. ''!( '-'I / 1 Z: ~I PP ii tart;i {, 0 /'I'll, e.. I, r; -srJ'llliJte:t._1trre 'i·, '5". 4, L, It/ It,,.(,., I 1-J Sht: ....... ~ ......... .Of: .......... .. Date: .... 4./1./.C').J ........ .. Job # .. 1.1.l.JJ-t~l., .. o~ .... . ·'11CP M1sc./Cltf1 I 1 • 'T/J; rt 1-( t.t~e-14 ,o <#/ Ft 1-J {,t,).; ~ (~,$'" ,f u,) ~ l;;fr#/pr, =: 15"1 {1.,;rr-al,S') = 1() 1q ~-t "'1,".TC . I - ~ 171 (1if)(;.;) t 4 "l. ( s._ -t.s) I j¼1~ 1 t/4« M,;.1 -~-Mf'.~~.t:!!:_"~f- 6-.. L Po,u.,Ji : P-1 ,· j) =-4o 1 -r/J ·~ &?(4.s)/4. 1S4· /~ w .~ e(!-111~) ~ "Z4o~r f<: 8(11-)(-zf) ~ 'ti '-SB~ Pr.. !J ( IC) (t4) z. --~'%i(?~ t... t. ~.11(;~ "f(._ ~ '"G.4 D {48) 1-(/: ~-') ~ · j\ "-;;.;;lf?liM,,. ~4C(':) (t,1..5)~1Z,) .. ~()/ /I.I II If/; 1,0 (/,;;) . M m,11 ..: 'J,Jt,S{ / 'fo )(/, ~-·') , t.. I/, "41" ,-"""' . z . .c,,~f (,111-)(4$) 4(11w) ~,. ) ;:... £, e> ..6 mw I, ?tx:J {Z"'f-,;,& ) \1 ,6" "' (/~-; s /1.f~ ?/1()().c --r.r~4 . c;&,mJ~l-·:;/'_,_ _p .i: ~"' -r,e t 8(pr;, J z ..Z88 [Z: 8(44-)(18).,. 'Zb;,e,-# oc $( 1G) ( tr!) ,,_ -t."°4' (..~ ,',' l{)z t§U<:fJ-IG)z Z::/-0-;,J;- 4"3a> ~T'"( .. ,z40("f,<iiJ 1...(1. r) , 5 mol z "Z4~ ( /, t,.~) (. o/t-) ·a I r;,ey 11,I 1 t 4 "J 't-0 { /r::i-) e ~ / , fr!~ff1t4 z. °3,IZ->-(f1-o){/,r,:r) t..o,,;.;, /A.I D 11·1-1;.; ~ ~1.) {:c.)4 {l7-WJ(l.s) z ~.o5 ·l1t,OV (1Cf.?J_I ) t 1 tJ.:x£ ~£~ !Cf-... vicof-v-4 C ,(>JV') !?f41::, --z ;11~1 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 · Fax: (626) 446-4615 I 1 James C. Dorr, AIA Architect 10-I Project: .c~)'.t.t.,,$.~tJ ..... :-::-..... :6..\,.t.1 .. 9.\. A...... . .. . Address: ................. .4..CP..k.(,p~1..,, .. /.t:J.Y..(;f_ ... W...lt~~( ..... · .. CAM.$~r.? ... c~ .......... -.... - ' t ___ ....,......_..._j17 i· •. 451 i ~ I i Sht: ........ 1 ......... 0f: ............. . Date: 4../1./0.'J.: .......... - Job #. VltJ.:t,l.!,q9 ... ~c¾x.~: L .z4a,[ v-g_ · ClJ'W!§.ff/1. 4$'~ ~ 107 W. Hun'ting'ton Drive, Arcadia; California, 91007 Phone: (626) 446-9206 · · Fax: (626) 446-461~ James C. Dorr, Alf' Architect ' Project: Ct>.1.lk5..F.!f1Jtl ...... : ....... &..t:-:q<;;,. .h. ........ . Address: ................... k.~.f.-/!,::,\;;,--n,. .. /J;Y.#; .... JJl..tef,;_-r_ ... . Ct:..fZ..t...·S:if:,i>P.r . Ci:} . ... . ..... . Sht: .... <f' ........ .Of: ............. . Date:.4./.~/t!:'5. ........... . Job# "Z/lO:t,.J.r .. 0.0. (j~.~~;e !.,1 -eetcof V-1: C -£\N} fvl::n.. I 'I z.; I _,,U""'"'.?'""""~'-'c::.-1_14 ...... x.:.....;w..,.,,, .. --~~ .. , W, v :~ ~t}/?'{1-.-~·11~--e':"/"'\_~ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 -, James C. Dorr, AIA Architect I u-r<:r:rr.. W•·t... Chu.t M J ~ Project: ... <!.tJ.flL..."J.fv.lJ.l?. .. ~ ..... ~kt2.G .... & ........... .. Address: .............. .JC?..~i:L ... ~\lt::i .. JN.~.~.f. .......... . CA>r.u..St?,Ci?, ... CA-:... .. . . . . . .. :{,:f;,:-,~, P.:r %,ft1t3tt- 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ....... ~ ........ Of: ............ .. Date: .. 4..}..r:J/P..'-............ . Job#. ,Z "t.,()1.,-/.,a?... . James C. Dorr, AIA Architect ""} . Project: U.l\t\-.t.~fi,.f.\f.;. .. r ...... B.t...ai:; .. /.1 ................... . Address: .............. k.~.A/.(?. .¥./~:( ................ .. C4ru&~~r.?.., ... ~... .. . ....... . 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 T=Ct((h)A.75) = 0.17 R= 4.5 V=(Cv*I/R*T)W= 0.814 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. Rpof 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(ap*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+II= 1,098 lbs. Continuity Tie: (E/W) Wdl= 14.0 WII= 12.0 b= 48.0 I= 38.0 Fp=0.5*Ca*l*Wdl+II= 5,217 lbs. Out-of-Plane: Rp= 3.0 ap = 1.0 Ground Level Fp=4( ap*Ca*I p )/Rp= 0.147 Fp min=0.7*Ca*lp= 0.308 Roof Level Fp=4( ap*Ca*I p )/Rp= 0.587 I Fp min=4*Ca*lp= 1.76 I !Average= 0.447 · 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 . Fax: (626) 446-4615 Wp Wp Wp Wp Wp Sht: ...... ?'. .......... .Of: ............. .. Date: ... 4..} .. $../¢f.~ ............ .. Job# ~~(;.t,/,.1..()".0. ... . .., James C. Dorr, AIA Project: .. C.~1i.1..,~.t~r.]..0.~ ... 7 ... ~.k ........ .. ·-------- Ai fi't -1 Sht: .... ..7 ............ 0f: .............. . Date:. 4:. Js.j_~-, .............. .. Job#. _,z.:zo.t.-L·.,.i.>9. ... . ~·r-----Z,--:-'f I -----r---·---... -__ 81' ~--------1 i C. I i · · I @tt______L I_ . . -----1 (~fUftOv RJ-: l'1 J s D\ itee:ftou : 107 W. Hunt-lngt-on Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 " ,, . ;;fJ James C. Dorr, AIA ~ Architect , $-vrwvfbi N / ~ VI e ec.-·n otJ ', ~ft,. ,(} I C. 1J I '.& D HZ. t-c'{ /. t>J Project: .. C!;)n-l..~,~f).,0.A>,~, .. ~ ... LrK.: .. 1. ......... .. Address: .................. L0~1'.t ... ~VK .. W~£rr ........ . . CiJJUS~f.2,... .. C~ ... ,... . ....... .. u)'e. ;I ~4· (14 ){140) ;: 41 ei l\?eC"F- 1):;"'G, r'->J,Ut€- Sht: ....... 1$. .......... 0f: ............ . Date: ... 4./e./.9..1 .............. . Job# t,Z_f,Yl,l-1. O.l2 .. . §'1 g "f');J (;'.t,. 111.r t ( 8'1J ~ '5'1 t.rtJi' -~~- ;z__ ~) ~ '?l.~ .. (FT C~1 ~ liz, (B{ros){44,s)i:t q;4-z,1.,,-tt \ 1:i"3>-Z.(8i) z: 188 09 -tJ:1 't.-IW(t4)-= ~z,--J. ,rr C-=-T z_ 'Iv\~ ~08?. (~4) ~ i O ,071, ~ 107 W. Huntin.g~on Drive, Arcadia, California, 91007 Phone: (626j446-9206 Fax: (626) 446-4615 -,. James C. Dorr, AIA Architect Project: ... C/.J}tJd .IJ..~a.tll)..r1.~:S ... ·"' .. Cat .. ?. .... . Address: ................... l.e;,~ .. /.&Y..v.. ... ~1:. ....... . .8-Jl.(,,,yJ./)i",)/?, .. ~. ... ... . .... , .... . ir---~--~------· 4 IN PLANE SHEAR ANALYSIS: TOTAL WALL D f 7, z,5" 6-""1.-z:i 51, t, l ~S"'t ex> 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 ! 83550!(4.0/4.5) = 74267 Wall Weight t=,-1 -"'!!9~.2~5, W=I 38.75! H= ... l __ 8_.o_of Panel Ph = 0.244x(t/12)x150xWxH C=Ph / (sum R x t)= PIER H D 1 84.00 17.25 2 84.00 59.25 3 144.00 57.25 4 144.00 165 5 0.00 0 6 0.00 0 Redundancy factor Working Stress TOTAL Ph 8,404.7 HID R 4.87 0.019 1.42 0.352 2.52 0.107 0.87 0.762 #DIV/0! #DjV/0! #DIV/OJ #DIV/OJ 1.239 8,745.9 83,012.5 X 1.5 1/1.4x 0.7 =I 96,346.31 F v=F/D 161.53 9.36 2958.27 49.93 895.67 15.64 6400.35 38.79 #DIV/0! #DIV/0! #DIV/0! #DIV/0! As 0.15 0.69 0.37 0.89 #DIV/0! #DIV/0! 107 W. Huntington Drive, Arca.dia, California, 91007 . Phone: (626) 446-9206 Fax: (626) 446-4615 . , s of Av 44.9 9.2 29.3 12.1 #DIV/0! #DIV/0! Sht: ................ .Of: ........... . Date: . .4/.-z:da~ ........... . Job # .. ,Z~, .OP .. . ' l James C. Dorr, AIA Architect I ~'1 · . -i. ? 4 R ,u;, ~, I + !if, Z,f5 'f'Jl.:N..,. ,~ I )44. t. .84 ;, 84 q f'44 '5 \44- t; 0 ).:>f . '2.-0 17 73. ~2> 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. ! 79916!{4.0/4.5) 71036 Wall Weigh,..t _..,..,..,,.. t=I 9.251 W=! 37.00! H=._I __ 8_.o_,oj Panel Ph= 0.244x(t/12)x150xWxH C=Ph / (sum R X t)= PIER H D 1 144.00 43 2 84.00 20 3 84.00 17 4 144.00 73 5 144.00 38 6 0.00 0 Redundancy factor Working Stress TOTAL Ph 35,102.8 H/D R 3.35 0.053 4.20 0.029 4.94 0.018 1.97 0.184 3.79 0.038 #DIV/0! #DIV/0! 0.284 = 8,350.9 79,387.3 X 1.5 1/1.4x 0.7 =I-.-..,,.92"""_, 1'""2"'"s.2""'.I F v=F/D 1843.53 42.87 1012.33 50.62 647.83 38.11 6455.79 88.44 1333.98 35.10 #DIV/0! #DIV/0! 7Cf,1tt As 1.04 0.78 0.61 2.08 0.86 #DIV/0! 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ................ Of: ............ .. Date: .. ,4./.'147?...'-........... .. Job#. 1!..@td, .. ~(? .. .. 1¢ s of Av 10.6 8.5 11.0 5.2 12.8 #DIV/0! James C. Dorr, AIA Architect Project: .. C!../41.,ut;,/.l a.([#.1.141 .. :: .4,e..-q. .. ./. ...... .. Address: ... .7.) ........... .l,f*.tf'l.1-.A.it;,;, .. W,t'fo:-.$.7,:. ..... . . L..,jd.f(.,1..$.t'J;,IJI),.. ... ~ ................ .. iJ~StJM<f l<>r>·'?, "5.V'f,f1/#IC. ro ~tr P/Jvtrl--S f.r so;, 'ft, fir, #- ro/ &'11. ~ tJ l C/C "Z4 't 1, z_<f "3 11. ~4 4 ~t. 1-1 ~ 1-C Uf' IN PLANE SHEAR ANALYSIS: TQTAL 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 j 59285!(4.0/4.5) Wall Weigh.,;.t __ ... t=I 12.2sl W=i sa.ooj H=l Panel Ph = 0.244x(t/12)x150xWxH C=Ph / (sum Rx t)= PIER H D 1 96.00 24 2 96.00 24 3 96.00 24 4 96.00 24 5 96.00 24 6 0.00 0 Redundancy factor Working Stress TOTAL Ph 62,355.5 H/D R 4.00 0.033 4.00 0.033 4.00 0.033 4.00 0.033 4.00 0.033 #DIV/0! #DIV/0! 0.164 52698 16.00l = 33,476.8 86,174.6 X 1.5 1/1.4 X 0.7 =l 125;63';3,9! F v=F/D 2051.17 85.47 2051.17 85.47 2051.17 85.47 2051.17 85.47 2051.17 85.47 #DIV/0! #DIV/0! As 1.47 1.47 1.47 1.47 1.47 #DIV/0! 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 s of Av 3.9 3.9 3.9 3.9 3.9 #DIV/0! Sht: .................... .O.f: ............ . Date:~ .. ;:1/u.ttJgi ... .. Job # ... i'?d'-!-4.r ........ .. " t• · I James C. Dorr, AIA Architect Project: .. C&I.U.-$.~.(.l .. (!)I.}.~.~ ... ~· ... L.~r .. ] ........ . Address: .:71 ................. ~~ ... .dv.4r. ... W.~t. ....... . · k-&tUS..t51Jo..1 ...... /;):.......... ... ... . .. . ... . Pt;rt.. .~ /?(Ne. /1, Sht: ....... 'J. ......... Of: ............ . Date: .. :4/U?.i.'?.} .............. . Job #:'.'Z."t.().r.,../ ..•. o:::r. (Av-1 tr,d a ~ ~,, Cf' t·I '/!JJ</0/;7~/i'.A/ i C@,()'(', ~u (, 1-t P.-OAJYi-~r;e /IIIMt.t t;:/W -~d@ Ji:JJ. ~ /t.--., fl, II -11i.trl!/l/f// Wf tJ'11::> r:::3 ),\)"(. ~t,1..1>r'"' ~ r::, 4 < 54' .. ) r. ~~ t&4 * -e (.eJ·-e.i) ; ,o ,U-6r:r "($(/il1J-11s.o,j ~'t..! tz:Jvw · t:ifrtoC( fW -/'Z ~ u W,~U. u., -e. 6>,BS.(" Jt,'W"'\~_,,-v·) ('f.t.t< I-'=\., Jt1C.. .;{ /,4 !~-A' F{$,'Z¢,j d n-r;,,r -.. iz;:,f "'1 .. 4.-I. s d._. Rf,-'$v"J-t; w/ e:; vin..ee-"1.eou ,1 Wi.54,{,.. R~s4~(~)z l~t1;-e::14#: -J c?I"o a '6/~ r tiif. M)I ft, 54,b (/Cf-+ 45°) z. '%4\ Cf4,q -~Cf{~ J t. ..-z_-;I ,z4d:, f' 1-()i ~ ~ ~-( "Z40 f-4 tJi,) .fl. It.>, 'B '(.c; <-a,../, /df1.,A) '> ui)(£ e-s,N/{ P~ ti v ~ (r!1.>. i-,N 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ..., I , I ' t I James C. Dorr, AIA Architect Project: .... &~fdt!.4.IL'..04.~.J .. ~ .. ~~ .. .7.. ...... . LL,ty ,,,;.,11;"1!' Address:C ..... i,.ij .... ~c:;:-........... ~f-........... . .... ./J.I: .. "' ~-,~-------------. "' .. ....... .. ... ...... . . ___ 1"lc p_':., 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ...... J.9.f T~t ............. . Date: .. 4./Lt-0. .................. . Job#~.U>.."?..l.-::.1!..0.. ... "' l • I ' } J James C. Dorr, AIA Architect Proje;t: CtJakik:!i?..J:?.:.0.14.~?. .... :-:.,,;½ff.·1. ........... .. Address: ................ ~):,'. . .(;.'r.l.. .. Dr..!~ .. '.IB..$.:'.:>:f. ........... . C.4ti:1,rl1$.~t.f., ... ~ ........... . '1.15,5"(4'> ,: 114 Tca~)(t4) t, h&1~ J Cf 8. t:'f (!,'lr) t ' ~cP,G Sht: .................... Of: ........... .. Date:.4,.Jl1;1/{)Y.. ............ .. Job #.1:.,.t.Ctl-::l ! .(f.c> ... .. 4,_0-00 ll 'i:f:l I B w, ¥1 &' <::.c;1..rr: ---~ .. , ., .. __ __ Wi>V-4 1. \ ~t., ( 4:) .._ 'Ur ~C.'l'/ s ~z ~tS'(;,;o )(t4 J l: 4 ~ (l,z, :-, --z: J,'3 . 4 J o-c:j<.? u . /,( . f':"" Wb<.-L ~ i i,(~) " . tZ4' (¥,{){1.:t5)(Z4}7.r i 1J1,{ ~-:t:10,~2 4~000 ~ WIJ.L<.. · 1? ~ 7Dtvtt£ ,es, WltJt.A.;;.· b · ,z.cf,"?7'-(!,~) i ~s,"t~J ~ 41,.0VO e;:e~ J~, :S:" - 2..4:q<j(l,'t-) 4r0Uo : S.6 ~ __Y.d,1xl& ();?'-· 1 •• 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 ~ · James C. Dorr, AIA ~ Architect Project: .. ~.1:tA,r.).~.r.i.a .. Op.Jt:.,~ .. ,~.L..e.r.t .. i .... . Address: ................. L.~~1:':'-! ... tfrti.~ .... ~[~.•;;.T. ....... . (:;,~.M.~im.~r.,1 .... C./J-............. . 'oil~ ~ 'Du>f#r~~JvVi ', Q I~ 'JJ~ ~I W,~t..,~. \ ·t:P, $ 8 (18 )-(µ, L (Jt.:, ! = ?1'1 -¢I: 7/:.. /., /1,t:1 l~4 .. ~ ~6 ;tr Q 4 K Tl: ~'v ~ . 'Pz 4 (0'S") e. t, t"lo°it . . .zt1o(L";;)z ~4'11 )t;.egs-{1./iUJ';1.,, -1t;77 Sht: .................. Of: ........... . Date: .. 4/tlr:/a. ~ ........ . Job# ::t."t::¢! ~'.:I. ,.~o . U.15e_L~.t.l.5::.5t.M.r.JL~;t-A (B ~ 6 'fU-ft,(.,1/,J½-\ f'z: ~ ( ~~)z 41.4'f-0£ ··---t. 1 tct:~:.U4~~.1CLLII.:11MJdLP--_1t+}.Y. °6()\.-T TeN')!Oi0 ! ___ .id;;._ '?,O ( &,,44 ~B) (tr''57) e. rt ,n· > 4, 4t-0 6~ z. (l'),1ss-(~o+·},tu)-z..-r t.1-s(io-1-1,1tr)~ ·l7-z. ttJ1.. /4 r 1, i d4 <~) (s-••h ,;--~) .._ 1Z-~ I 4'3 ~~ I t:p· Pe-l 6,c;;r(l,o) ( 4 )(1z,~ )'{-;~~'-) .: /7,.i' ,> ~1 ~vi.o . U~l!; 'I-~/i4 4.a, ~ 4~. >t -~ft~~&.:_~~91v t /er. v' @, $ ~1>ri. --if~ ~~s(.fs-)(4{;) ~ ~ (~2:-)(1,4) ~ ~~· l'F'f, lJr::.es ~-·eoY-L 1.ocL@_ 4 n~ J':14/ V "JC )4 ,i -~ ... S--$..; • ~r "$~) -~"}a,t:#:·IJ!:'!11" m-n.J ;,,. t ,~-.z ''-f ~ ...-'t--I G) (,4 ---,,,,-, fr , ' /jSY ,e"' ~·0-(j t Lt,,J ~ 1" ,· o/e-/ lj'4> I lt?cL@,,,.4u ~b1JJIW~rr.. · 107 W. Huntington Drive. Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 1 , '"'\ , ' " Project: .. .C:~J,,,:~.e:,~Q. .. al.>.~s.~ ..... Ln. .. 7 .... . James C. Dorr, AIA Address: ................. l.w,.:~·h. .. /»..if. ..... lJJ.~.r. ........ . Architect C4.n....i-.:-Sl'.h/a r.1 r .. (;.;ia.,. ......... ·· .... .. ~ I'll 11 .AHA·l,(,,' (O,~i(~s,;)(Ur.)6e..)-z: i fC((5" . \,Z; 4 'N'/I ( f1e~f . l ~ 1!5,$ }1-4 . j @¥; ~ 4 OS9~8) -= ~1e11. ,ic~oOrH)(i.-') i. c;;;"ti~·) ,,vi-i (io).:. s-;s~ I . ' . u~<5 rt~ ~/12~ M,~/ '"! ~ G-c...,r : ?:. · 8 ( ~6'(.. s')--i. 1 t, g;-44 U~e>bl:11 ).(4) l,i4W) 1'2,-5¥ ~ ~ L I L\~ (£ 4 -43/4 ¢p M,. ~ s . ~i' ~r;M'A)ilc,J / <io(,44)(~) (!,?">)-: ~"'5.jl<' :> /t,S"' ¢>p ~ <P,1 fJ:f (10-·Hrlc.rS) ... t-~,1S-(l4>t I, lt.>1 ~ ~1'?.. I~.._ 4Cc;. z-1i-t4(~ )(s +o.st ')-: 1t,;.4} {fl~-:. l?t,.;'(t,()J(4 J(!t~)(•.z;;Fcx5-l) _-.: 17S ) lt,5° 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: .............. Of: ........... .. Date:. 4./J~,/,o.., ............ . Job#. z~o.'l.-1.,.__aP. .... l \ ' . " ., ~ James C. Dorr, AIA ~ Architect ftUtbt11·>1JtJI~ ~er°Xl'~-l'i/ I ft I ,,.() iq!J No gt i--1· I. l i .\ ! I I I \ \ --·-J I \ \ °\ .___..;..x __ ... =·\ .-:..,_-~--__ , f,------.. -+---i--! 1. 4 1 +--~------~----·-----··--· .t Project: ... C!J./Uc.?.f?llf!l .. c2/.1..k:..L.: ... l.g-_t .. ?.. . .... Sht: ................... .Of:. ... . . .. Address: ............. .l~.LJ~t':: .... k/(;!l.1............... Date; .4./11/Q.;j .............. . , ~t) ?;;;1.e,~Sitl'J~ .... ~ ... .... .. . . . . . . Job# ~1.,0.Z..1.;a.?. ....... . ~ ~ I fo ~;4) (lie; (1-t ;J \!Jp t. t>s·s Wr 4 (.44) ( lt0) ·W 01 "" 1,1~ .-$'1 (J~y,)01i) ~ -~.f, (,n) "(r!,/0 • ~B (tr(-,) i ttt.1 ( '11 ') "I. GS' It,$(~:,)(~.) I: 110,q(,n) 'I: gt '-014 ge, 1c:rl c>1t tt.1: '113 ~ 0 'l .nt.. 9 or"' "'1A ,•'(R I 71,,.;;) /"-1\ (-• ---"="' . 1,1 Ii. r; U~ t)<t 'It vl<l~ w ~s V-Cft·r::r G C&> ii t; h. ~ ~o ·1..-r. '/Jr:1 , Ma:. "lto(J4) (t.::t) z . . ~ f56',S"' ·'fi,,(§>t)(Z-Z,75"J(,,1Cit,1f)"t"<.i) ::: ~1,"730 ~ I ( '.'Z 7} {11i,~) ,:. ~ ~re,,~ 4~(~c.) .\-65,}iq 1':r~~88 6)1/,60 1'71, 1ii 107 W. Huntington Drive, Arcadia, California, 91007 Ph~ne: (626) 44.6-9206 Fax: (626) 446-4615 I __ James C. Dorr, AIA Architect Project: .. C.~f.U,,-,s.~o,.0.t)(~.t.~ .la1..7. ....... Address: .................. l.,a~i,:'k/oU:tt: ..... W.i;.?.S.f...... . .. C.&>.f.l..k) J3o t?.., .. .C.-:10':....... ... . . .. ~ ~ t 1 -p.f-t>, 1 co <:. ,;z., 0 .. ~ 14 'I,, ~CJ()f.' ('!11) (!2 C0H'l'l6C;,ro,J $/"?A·C /C,t:.~l : £:. ;; -:J, t:;;!i"'C (n ... ),: $Z , W <B ;< 40 ~111<1 ~ -e,&, tPC.lO 107 W. Huntington Drive, Arcadia, California, 91007 !:'hone: (626) 446-9206 Fax: (626) 446-4615 Sht: ........... .Of: ....... . Date:.4/ .1.1.).0. .. J .... . Job# .. "'Z.Z..O't..J .a.Q. \ Sht: .............. pf: ............. . Project'. <r.;!;)r.'l&r.';r .. f~V., .. 0J.!J.~.~ .... ,,., .. lpt .. 1. ..... . James C. Dorr, AIA Address:"f~ ........ L-o~ ... Av.~.,r .. ¾lt:r}:f ....... .. · Architect · C.l(j;.u .. ,bBM.r ... Cf>....... .. . . · · .. · Date: . .4..Lk..Y/Q.~ ............. . Job# .vw..u.~.({.0.. .. . rra. @ -,;,.,-IV( -1"1:b~ -Bf,Oi..Ji(/ltJG Jt,,Jro I , 18-16~) ~-6') 7 \SG .._., '1.. -4-z~O l l I -+-l.-l--1~- tv1re ; '160(1°~) /110~[ ;--°) ~ is ~e. 1.rt'i6 s)..... IA ·1e:ro e-s-;110 E Ml t-ts-5 f -i4:~ CG)~ 1,B·1 o-, 1 r h ~ ' Jo I' (lo)..._ r ~ z 'tt81f;,s)(i,/to )(l,J, 104/r?o d-:-f,za,4,1.-0 ';-A ~"'cl!J"Pe;r1Q '"' 0 t.: t-.lO It.. Cf -f:f1i, Ul)OO(-t-1/ (f),4g c., o p(t: 10 ~ w,pe~ ~. ~ tt r;f' t,J I ~ (Ji, "" ti ltldg;_;/ 'f. 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 James C. Dorr, AIA Architect Al .--'/t;7.I ..,, '1..,, c..-1-J r Jee:, /,~ ~,o /tO fir:,? Project: .C/j1,U,./:7.I',;.t?..tJ. ... O...&k.? .... ~ .... ~ .. : 7 .... I, Al,,i •• -/1.l •,.• I} 1,.v~"r. Address: ................... h(;? . ...,..'<"N.t.. ... o.Y..~ ..... ~'-"..., ......... .. . lJl.'Jtt,.(,&{J.11.&., ...... C./J:: .. "' . .. . . /1.!COPtM!~ IZ/~ I.I;? f,U-$tt-l. $7(.. t?&C/C. f;/JI) P.Jtl) 1H t t.ll '$/-? )'t-lAt,/(.,t,...(:tt-;. ~!¥'Ir '$tl/tPAt.d' . Sht: ............. .Of: ............. .. Date: .. 4-}.c.1).a.l ........ . Job # .. ~.t.J,.v.:CJ .. )< t· I~ (io.)_ ~ 8&'6~ t/-s« C _e;K8, ~ 107 W. Hunt:-ington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 James C. Dorr, AIA Architect Project: ... bG.¼1.:{...~3.y..;t.1c~ ...................... . Address: ...................................................................................... . ..................................................................................... Shtj(.f..~ ... /.. ..... Of: ............... . Date:J.0./.l :lj.9/. 1 ....... .. Job# ..................................... .. ~!'£: o,i1r(~.t5 + 4,o) z -z,11.. 111 I.. f?n-;ai< -z ,z.1-z(c;,e,,) ('71~ )(1, "$-'$) r: 7/i. I k A ;e. .~ o,tr (J.is-+4,tJ) ':1 J, & 1 'R,,,;t ~ /.SI {,t ) (;,c.) (/.J!) , 7'Z ~ w/¼t w~ <2 f)?4n &, Ir 8"' /0" P~ ,z,1t(S).: t't 1t: ~., /,;, 4414 fi'fi"J:.. ,& ft: ? ,;: ~-?CJ (ff') -z: ,z_Cf J::. 44 't:. 5"CfA: 74" ~ 615 Las Tunas, Suite D, Arcadia, California, 91007 Phone: (818) 446-9206 Fax: (818) 446-4615 James C. Dorr, AIA Architect- Project: ~ .. J.ruJ.t$n ... /:S..ra,:r,............. ........ Sht:.Rt:.'.' ... Z .. of: .............. . Address:...................................................................... ................ Date: ........................................ . ................................................................................... Job# ..................................... . . ,~ /' r -__ -4-..:.._------""""'#=-~·---4-----1--"--<· .... ··-,, ~ ~ -~- ~ x ::: ~ '\r ----+-.c...+--4----+--____ ---4. ... _,,_ ..... tl" ,. ,_,, /Yl1J¥ /;/ /JN-elk-J~t.. :r(-Z'7·~'-~ o)(z.) z -47.7'?. :: o,44 [°-. . p Ml)t. ~/ IJI-JctfcJft ~ ICf, 1·<; IC. = z cf<, 44/~ ~ /(,(7 r-i _ .... --.. ...... .. + ~--'-'-' -/. 0 41, 11-lo/. C/Ci/ , OOCI F + ,. 1 00!!3/-;, e: /.o .. a 1 · . IC . /j p 57. f I< 1 z-. (),tJJS ~ S?., I ~coc..,, · -e. ~ "-"t-fff, ('p (?_ z. .,44,(S?, .l)(t, 2, z.:/J /o ~s/ < ~ 7/vt·t 1-C,, /cJ,5(f5) ,r, I 0 1~.,r. k}(J(/?.~?2.~. ·615 Las Tul'.la5, Suite D. Arcadia, California, 91007 Phone: (818) 446-9206 Fax: (818) 446-4615 GEOCON INCORPORATED Project No. 06501-22--02 June 18, 2003 Kentoo, LLC . 4510 Executive Drive, Plaza Five San Diego, California 92121 Attention: Mr. Ken Satterlee Subject: CARLSBAD OAKS LOT NO. 7 LOKER A VENUE WEST CARLSBAD, CALIFORNIA PLANREVIEW GEOlECHNICAL CONSULTANTS. RECEIVED JUN 19 2003 JAMES C. DORR, AIA, INC. References: 1. Geotechnical Investigation, Carlsbad Oaks Lot No. 7, Loker Avenue West, Carlsbad, California, prepared by Geocon Incorporated, dated May 10, 2000 (Project No. 06501-22-01). Gentlemen: 2. Update Geotechnical Investigation, Carlsbad Oaks Lot No. 7, Loker Avenue West, Carlsbad California, prepared by Geocon Incorporated, dated February 5, 2003 (Project No. 06501-22-01). fu 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, ASl.1, BSJ.1, CSl.1 and DSl.1, 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 Diega, California 92121-297 4 ',1"\l. I ,I, 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, f~J~ORATED Joseph J. Vettel GE 2401 JN:bjl (2) Addressee (1) Mr. James C. Dorr Project No. 06501-22-02 -2 -June 18, 2003 \07/10/2003 09:20 858-558-6159 GEOCON INC PAGE 02/02 GEOCON.· { ( 0 Il.'(CORPORATED ~-_____________________ __,__ ___ __,:G_E_O_TE-C-HN_I_CA_L_CO_N_S_U_Lt-AN~TS iB'J· ~ FrojectNo. 06501-22-02 February 5, 2003 Kentoo,LLC 4510 Executive Drive, Plaza Five Sari Diego, California 92121 Attention: Subject: Mr.. Ken Satterlee CARLSBAD OAKS LOT NO. 7 LOKER AVENUE WEST CARLSBAD, CALIFORNIA UPDA'TE GEO'.J.1ECHNICAL lNVESTIG-".\,TION Reference: Geoteclinical Investigation, Carlsbad.Oaks Lot No. 7, Lolrer Avenue Wes(, Carl,sbad, <;alifon'l.ia, prepared by Geocon Incorporated, dated May 10, 2000 (Project No. 06501-22..01) .. Gentle.men; In accordance with y~ur authtjrization and our proposal No. LG-03025 dated January 20, 2003, this report presents the results or our Update Geotechnical Investigation for the subject Site. Geocon Incorporated previously submitted the report referenced above which addresses a diffc.-rent building configuration 011 the same site. We ~derstand that four new buildings and associated parking are proposed for the site. The locations of ow-geotech:nical borings r¢ported in the referenced report are shown in relation to the proposed buildings on th(;: site plan, Figare 1. ' . In preparing this update report, we have re'Viewed the referer:ced report and visited the site. Tot recommendations presented ii,i. the referenced report_ are applicable to site development as currently proposed. In addition, a drainage swale will be located adjacent to Building D. Footin.gs that will be located withil.'L seven feet of the face of the swale should be extended m depth such that the outer bottom edge of the footing is at least 7 feet horizontally ins~de the face of the slope. Should you have any questions regarding this letter, or if we me.y be of further service, please contact the undersigned at your convenience. · · Very truly yours, . GEOCON IN~RPORATEJD ~~0~ Josepn J. Vettel , GE2401 JJV:mms (2) Addressee · (1/fax) Mr. Mike Card RECEIVED JUL 10 2003 JAMES C. DORR, AIA, INC. 6960 Flonder. Drive • San Diego, California 9:2i21-2974 • Telephone (858) 558-6900 • fo>< l858) SSB-61.S9 C~3/ZZ3 I -I /d! 'J.', ' ' i i ' ' I·. L· L . J_ . 'l I .L GEOTECHNICAL INVESTIGATION CARLSBAD OAKS LOT NO. 7 LOKER AVENUE WEST CARLSBAD, CALIFORNIA PREPARED FOR KAISER AEROSPACE & FLECTRONICS · FOSTER CITY, CALIFORNIA RECEIVED J.Ul. 1. 4· 2000 ENGtNEERING RECEIVED DEPARTMENT D~C 1 9 2002 'JAMES C. DORR, AIA, INC. 't.tt:Jt,/.~ MAY2000 ae,~2.'23 ··I i l, • ll I GEOCON ·i -i . INCORPORATED Project No. 06501-22-01 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 Geotechnical fuvestigation for the subject site. The accompanying report presents the findings and conclusions from our study. Based on the results of our study, it is our opinion that the subject site can be developed as proposed, provided the recommendations of this report are followed. If you should have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, JN:DB:lek ( 6) Addressee 6960 Flanders Drive • San Diego1 Califarnia_92121-2974 a Telephone (858) 558-6900 II Fax (858) 558-6159 ). ::! _:J :1 ~i .l j .J TABLE OF CONTENTS 1. PURPOSE AND SCOPE ................................................................................................................. 1 2. SITE AND PROJECT DESCRIPTION ........................................................................................... 1 3. SOIL AND GEOLOGIC CONDITIONS ......................................................................................... 2 3.1 Previously Placed Fill Soils ........................................................... : ....................................... 2 3.2 Santiago Formation ................................................................................................................ 2 4. GROlJNDWATER ................................................................................ : ........................................... 2 5. GEOLOGIC HAZARDS .................... : ............................................................................................. 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 ......................................... ; .......................................................................... 10 6.8 Retaining Walls ................................................ : ................... : .............................................. 11 6.9 Preliminary Pavement Recommendations ................................................. , ......................... 11 6.10 Site Drainage and Moisture Protection ................................................................................ 13 6.11 Foundation and Grading Plan Review ................................................................................. 13 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Site Plan Figure 3, Wall/Column Footing Dimension Detail -Figure 4, Retaining Wall Drainage Detail APPENDIX A FIELD INVESTIGATION Figures A-1 -A-8, Logs of Borings ! ·.j . .J ' ,•I ·.] .J ·J ::.1 ·I ;i TABLE OF CONTENTS (Continued) APPENDIXB LABORATORY TESTING Table B-I, Summary of Laboratory Maximum Dry Density aI'l.d 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 ' I , j i ~; -:I 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~ immediately west of the existing Kaiser Aerospace & Electronics facility. The purpose of the investigation was to observe and ' . sample the prevailing soil ·and rock conditions underlying the site and t<? provide recommendations relative to geotechnical aspects of developing the property as proposed. The scope of services included a site reconnaissance, field investigation, laboratory testing, engineering analyses, and preparation of this report. The field investigation was ·performed on April 24, 2000, and consisted of the excavation of eight exploratory borings (see Site Plan, -Figure 2). Logs of the exploratory borings and other details of the field investigation are presented in Appendix A. Laboratory tests were performed on selected samples obtained from the borings to determine pertinent physical and chemical properties for engineering analyses. A discussion pertaining to the laboratory testing and results is presented in Appendix B. Reports and plans reviewed as part of our investigation are reported in the List of References. 2. SITE AND PROJECT DESCRIPTION The site consists of an approximately 3 ½ acre graded lot at the northernmost reach of Loker A venue West in Carlsbad, California. The property is bounded by commercial development to the southwest and by the existing Kaiser Aerospace & Electronics facility to the east. Topographically, the site is relat~vely flat with a gentle downward slope to a storm drain near the northeastern comer. The lot appears to have been graded to its present configuration by cuts in the majority of the site and minor fill~, 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 h~rein are ba~ed 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 -1 -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 our field investigation include previously compacted fill soils and formational materials of .the Santiago Formation. These soil and rock types are discussed below. 3.1 Previously Placed Fill Soils Previously placed fill soils were encountered in all but one boring from 1 to 10 ½ feet below the ground surface. The soils are characterized as loose to firm silts and sandy silts with a variable but subordinate fraction of weathered rock fragments. The placement of these fills were most likely observed by Woodward Clyde during grading of the original property. The upper two feet of previously placed fill soils are unsuitable in their present condition to receive settlement-sensitive structures or additional structural fill soils, and pardal removal and recompaction should be performed in accordance with the Grading section ofthjs 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 Formation is characterized as very dens.~ sandstone, silty sandstone, siltstone and lesser claystone. The strata of this geologic unit are anticipated to provide satisfactory support characteristics for the proposed development.· 4. GROUNDWATER Groundwater was not encountered during the field investigation and is not anticipated tc;, significantly affect project development as presently proposed. However, it is not uncommon for groundwater or seepage conditions to develop where none previously existed. Surface water that is not properly drained will typically perch on the top of the relatively impervious formationa'i strata. Therefore, proper surface drainage of irrigation and n£infall runoff, as well as proper construction of retaining wall subdrains, will be critical to fut1;tre performance of the project. 5. GEOLOGIC HAZARDS 5.1 Landslides No landslides were encountered during the site investigation and none are known to exist on the property or at a location that would impact the project. Project No. 06501-22-01 . 2. May IO, 2000 -i ·.-:.1 • l• l I 5.2 Faulting A review of the previously referenced geologic literature indicates that there are no known active or potentially active faults at the site. The Rose Canyon Fault, located approximately 7½ miles west of the site, is the closest known active fault. An active fault is defined by the California Division of Mines and Geology (CDMG) as a fault, with eviden_ce for Holocene activity (within the last 11,000- years). The CDMG has included portions of the Rose Canyon Fault within an Alquist-Priolo Special Studies Zone, but not in the area of its closest approach to the site. 5.3 Seismicity-Deter:-ministic Analysis Earthquakes that might occur on the Rose Canyon, Coronado Banks, Newport-Inglewood, Elsinore, San Jacinto and other faults within the southern' California area are potential generators of significant ground motion at the site. To determine the distance of known faults from the site, the computer program EQFAULT, Blake (1989, revised 1994),. was utilized. The results of the deterministic analysis indicate that, due to its proximity, the Rose Canyon Fault Zone is the most significant source for potential 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 proeable 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 yvhile the "maximum probable earthquake" is the maximum earthquake that is considered likely to occur during a 100-year time interval (CDMG Note 43). Presented on the following table are the earthquake events and effective site accelerations for the faults ~onsidered most likely to subject the site to ground shaking. Project No. 06501-22-0 I -3 • May 10, 2000 ·:: '·j f' ., \ .I ·,1 TABLE 5.3 DETERMINISTIC SITE PARAMETERS FOR SELECTED ACTIVE FAULTS l)istance Maximum Maximum I 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 7.2 0.05 6.9 0.04 Chino-Central A venue 51 6.7 0.03 5.5 0.01 Whittier 54 6.8 0.03 5.9 0.01 Compton Thrust 60 6.8 0.04 5.8 0.01 It is our opinion that the site could be subject to moderate to severe ground shaking in the event of an earthquake along ~ny of the faults listed in Table 5.3 or other faults in t_he 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 (UJ3C) guidelines which are currently adopted by the City of Carlsbad. 5.4 Soil Liquefaction Potential Soil liquefaction occurs in relatively loose, cohesionless sands located below the water table that are subjected to ground accelerations from earthquakes. Due to the high density of the underlying Santiago Formation strata and the lack of permanent near-surface groundwater, the potential for liquefaction occurring at the site is considered "very low." Project No. 06501-22-0 I -4-May 10,2000 ). . i ., -.i 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 General 6.1.1 6.1.2 6.1.3 From a geotechnical standpoint, it is our opinion that the site is suitable for the proposed development, provided the recommendations presented herein are implemented in design and construction of the project. Our field investi~ation indicates that most of the site is underlain by approximately 1 to 2 feet of fill 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 con~itioned · 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 structufes 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, no 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) ofless than 130 will be present to a minimum depth of 3 feet below finish grade. If soils with an EI greater than 130 are exposed near finish grade; Project No. 06501-22-01 -5 -May 10, 2000 I I I I . I f \il :j y .i ·J ;} l • 1 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 responsibility of the contractor to ensure that all' excavations 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 existing improvements. Seismic Design Criteria The following table summarizes site specific design criteria obtained from the 1997 Uniform Building Code (UBC). The values listed in Table 6.3 are for the Rose Canyon Fault 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, Ca 0.40 Table 16-Q Seismic Coefficient, Cv 0.56 Table 16-R Near-Source Factor, Na 1.0 Table 16-S Near Source Factor, Nv 1:0 Table 16-T Seismic Source AIB Table 16-U 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 observed, and compacted fill tested by representatives of Geocon Incorporated. Project No. 06501-22-0 l . 6. May 10, 2000 6.4.3 A preconstruction conference should be held at the site prior to the beginning of grading operations with the developer, contractor, civil engi~eer and soil engineer in attendance. Special soil handling r_equirements can be discussed at that time. 6.4.4 Grading of the site should commence with the removal of all existing vegetation and existing_ improvements from the areas to be graded. Deleterious debris such as wood, asphalt and concrete should be exported from the site and should not be mixed with the fill soils. All existin¥ underground improvements within the proposed building areas should be removed and the resulting depressions properly backfilled in accordance with the procedures descr_ibed herein. 6.4.5 6.4.6 We recommend_ that the existing fill soils within the building area be removed and replaced as compacted fill. The upper_ two feet of existing fill within parking areas should be moisture conditioned and recompacted. The bottom of the excavation in areas to receive fill should be scarified to a depth of at least 12 inches, mois.ture conditioned, and compacted to at least 90 percent relative compaction at 2 to 3 percent above o~timum moisture content, as determined by ASTM Test Method D 1557-96. 6.4.7 Excavated soils generated from the cut operations can-be placed and compacted in layers to the design finish grade elevations. All fill and backfill soils should be placed in horizontal loose layers approximately 8 inches thick, moisture conditioned to a water 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 sh9uld be moisture conditioned and compacted _to 95 percent relative compaction. "6.4.8 Import fill soil should consist of granular materials with a "low" expansion potential (EI less than 50) should be free of deleterious material and stones larger than 3 inches, and ' should be compacted as recommended above. Geocon Incorporated should be notified of the import soil source and should perform laboratory testing of import soil prior to its arrival at the site to determine its suitability as fill material. 6.4.9 Temporary slopes may be excavated no steeper than 1: 1 (horizontal:vertical) without shoring, provided the top of the excavation is a minimum of 15 feet from the edge of existing buildings and other improvements.-Excavations steeper than 1: 1 or closer than 15 feet from an existing improvement should be shored in ac.cordance with applicable OSHA codes and regulations. Project No. 06501-22-01 . 7. May IO, 2000 ·I \ j :j :.1 ~j ·1 ! 6.4.10. Permanent cut and fill slopes should be no steeper than 2:1. Slopes, if any, will be _composed in part of granular soils that are susceptible to surface erosion. Consideration should be given to the use of jute mesh or other surface treatment to minimize transport by runoff until adequate vegetation can take root. 6.5 6.5.1 6.5.2 Foundations The proposed structures can be supported on shallow footings. The building should be founded a mini~um of 12 inches into fonnational I).1ateri~ls. Foundations for the structure should consist .of con.tinuous 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 adJacent pad grade. Depending on final grades, these depths may have to be increased to provide adequate embedment into formational. materials. A footing dimension detail is presented in Figure 3. Steel reinforcement for continuous footings should consist of at least four No. 5 steel reinforcing bars placed horizontally in the footing~, two near the top and two near the bottom. Steel reinforcement for the spread footings should be designed by the project structural engineer. The minimum reinforcement 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. 6.5.3 . The recommended allowable bearing capacity for 24-inch-deep by 12-inch-wide 6.5.4 foundations bearing in formational materials is 4,000 pounds per square foot (psf). These allowable soil bearing pressures may be in~reased 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 of7,000 psf. Retaining walls· and site walls may be founded in properly compacted fill. The allowable bearing capacity for footings with the same minimum depths and · 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 addi~onal foot of width, to a maximum allowable bearing capacity of3,000 psf. The values presented above are for dead 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._06501-22-01 -8 -May 10, 2000 ! i .1 I ··/ ·1 ") ) l 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 th~ top of slopes are not recommended. However, footings that must be located within this zone should be extended in depth such that the outer bottom edge of the footing is at least 7 feet horizontally_ inside the face of the slope .. 6.5.7 6.5.8 As an alternative to the foundation recommendations given, consideration should be given to the use of a post-tensioned concrete slab and foundation system for support of the proposed structt!,re. The post-tensioned systems-should be designed by a structural engineer experienced in post-tensioned slab design and design criteria .of the Post-Tensioning Institute (UBC Section 1816) using the parameters in Table 6.5. UBC Section 1816 uses interior stiffener beams in its structural design procedures. If the Structural Engineer proposes a· post-tensioned foundation design method other than UBC Section 1816, it is recommended that interior stiffener beams be used. The depth of the perimeter foundation should be at least 24 inches. TABLE.6.5 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PTI) 1. Thornthwaite Index -20 2. Clay Type -Montmorillonite Yes 3. Clay Portion (Maximum) 70% 4. Depth to Constant Soil Suction 7.0 ft. 5. Soil Suctlon 3.6ft. 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 IO, 2000 ) J I I I ·I ,:_:'l, .A ,•:. ·- \ :.1 l ) ' ' 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 should be underlain by a visqu_een moisture barrier placed at the midpoint of the sand blanket. Where heavy concentrated floor loads or heavy forklift loads are anticipated, Geocon Incorporated should be contacted for specific recommendations. 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 fot supporting equipment and storage loads. All exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance wit~ the following recommendations. Slab panels in excess of 8 feet square should be reinforced with 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh to reduce the potential for cracking. 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 (AC!) should be taken into consideration when establishing crack control spacing. Subgrade soils for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented in the grading section prior to concrete placement. Subgrade soils should be properly compacted and the moisture content of surficial soils should be veri:fi~d prior to placing concrete. 6.6.4 The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundations 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 are independent of the soil supporting characteristics. Their occurrence may be reduced or controlled by limiting the slump of the concrete, the use of crack control joints and proper concrete placement and curing. Crack control joints should be spaced at intervals no greater than 12 feet. Literature provided by the Portland Concrete Association (PCA) and American Concrete Institute (ACI) present recommendations for proper concrete mix, construction, and curing practices, and should be incorporated into project construction. 6.7 6.7.1 Lateral Loading To resist lateral loads, a passive pressure exerted by an equivalent fluid weight of 300 and 400 pounds per cubic foot (pcf) ?hould be used for design of footings or shei;ir keys poured neat against properly compacted granular fill soils and formational materials, respectively. Project No. 06501-22-01 -10 -May 10,2000 The upper 12 in9hes of material -in areas not protected by f19or slabs or pavement should not be included in design for passive resistance. 6. 7.2 If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil and concrete of O .4 should be used for design. 6.8 6.8.1 6.8.2 Retaining Walls Retairiing 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 t~at are allowed to rotate more than 0.001H (where H equals the height of the retaining wall portion of the wall) at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf should be added to the above active soil pressure, where H is the height of the wall. For retaining walls subject to vehicular loads within a horizontal distance. equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil should be added. 6.8.3 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces, and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (w.eep holes) is not recommended where the seepage could be a nuisance or otherwise adversely effect the property adjacent to the base of the wall. A drainage detail is presented on Figure 4. The above recommendations ass1:1me a proper~y compacted granular (EI less than 50) free-draining backfill material with· no hydrostatic forces or i11;1posed 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 preliIIJ.inary sections. One laboratory R-value test was performed and the results indicate that subgrade soils have an · Project No. 06501-22-0 I -11 -May 10, 2000 " l '{ I R-value of approximately 10. Preliminary recommendations are provided below for flexible (asphalt concrete) pavement assuming that similar soils will be exposed at subgrade elevation. TABLE 6.9 FLEXIBLE PAVEMENT SECTION Assumed Assumed Asphalt Class 2 Location Traffic Subgrade Concrete Aggregate Index R-Value (inches) Base (inches) Parking stalls for automobiles and light-duty vehicles 4.5 10 3 7½ Driveways for automobiles and light- duty-vehicles 5.5 10 3 11 Driveways for heavy truck and buses 7.0 10 3½ 15 6.9.2 Subgrade soil should be compacted to a minimum of 95 percent relative compaction to a depth of 12 inches beneath pavements. 6.9.3 6.9.4 6.9.5 Class 2 base should c~nform to Section 26-1.028 of the Standard Specifications for The State of California 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 coµform to Section 203-6 of the Standard Specifications for Public Work,s Construction (Green Book). Where trash bin enclosures are pla~ed within asphalt paved areas, the pavement sections should consist of 7 inches of Portland cement concrete reinforced with No. 3 bars spaced at 18 inches in each direction. 'nie corcrete should extend into the roadway sufficiently so that the front wheels of the trash truck are on the concrete when loading. The performance of asphalt concrete pavements is highly dependent upon providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. If planter islands are proposed, the perimeter curb should extend at least 6 inches into the subgrade. In addition, the surface drainage within the planter should be such that ponding will not occur. 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 I~ ! system should pe constructed along the perimeter of pavement sub grade areas to reduce the potential of pavement distress and subgrade 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. 6.10 Site Drainage and Moisture Protection 6.10.1 Adequate drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. 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 .l surface or irrigation water to infiltrate the pavement's subgrad~ and base course. We recommend that subdrains to collect excess irrigation water and transmit it to drainage structures, or impervious above-grade planter boxes be used. .In addition, where landscaping is planned adjacent to the pavement, we recommended construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material. ·., ) 6.11 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. Project No. 06501-22-0 l -13 -May 10, 2000 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 evall!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 t9 ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer ·for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the fieid. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may' occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 06501-22-01 May IO, 2000 ·::.i I \_ COS!ilS er -------- _,.,, .,,,,,.-:.... __ _ _,. ..... .,.,,,.., , _ -------------------------------_ :;;.----- SOURCE : 2000 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WTTH PERMISSION GRANTED BY THOMAS BROTl-tERS 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, WITHOUT PERMISSION GEOCON INCORPORATED GEOTECHNICAL CONSULT ANTS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121 • 297 A PHONE 858 558-6900 • FAX 858 558-6159 JV /JMW I I OSK/ D000D x/R14/1 DRAFTING/430/CARLOAK1 DATE / t N 10 2 C" NO SCALE VICINITY MAP CARLSBAD OAKS LOT #7 CARLSBAD, CALIFORNIA 05-10-2000 I PROJECT NO: 06501 • 22. 01 j FIG. 1 ·1 I ·4 i ·j . .i :i :·j 7 i -I ' . •\ _.,. .. . ' '-.. .. , ... "'~_ .... t N SCALE: 1".= 100' GEOCON INCORPORATED GEO TECHNICAL CONSULT ANTS 8-8 ~i~rfi!M. ~5.F~I ~,.se~ ~ Mmri-o ~!ll~ r I ·B-3 I ~ ~o 1~ -----8-2 ~ ........ APPROX. LOqATION OF BORING BORING SITE PLAN CARLSBAD OAKS LOT #7 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121·2974 PHONE 858 558-6900 • FAX 858 558-6159 CARLSBAD, CALIFORNIA JV /JMW I l DSK/ D000D DATE 05-10-2000 I PROJECT NO .. 06501 ~ 22 · 01 I FIG. 2· . l :I ) :·· I ···j .·.· .f l ' --• WALL FOOTING CONCRETE SLAB VISQUEEN- COLUMN FOOTING CONCRETE SLAB VISQUEEN * (!J ::c: ;!!: I-I-a. ow 00 "- PAD GRADE FOOTING WIDTH * * ...... SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE WALL/ COLUMN FOOTING DIMENSION DETAIL GEOCON INCORPORATED GEOTECHNICAL CONSULT ANTS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121·2974 PHONE 858 558-6900 • FAX 858 558-6159 JV /JMW I I DSK/GTYPD COLFOOT2 VIII/IXVIII / RSS CARLSBAD OAKS LOT #7 CARLSBAD, CALIFORNIA DATE 05-10-2000 I PROJECT NO. 06501 -22-01 I FIG. 3 'l ) .I - .1 , :J ,.-:-i ,:;~J :· 1 -I -·- j .! -/ -·-i ·- j . ) !- I RETAINING --t---+ 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, CALIFORNIA 92121·2974 PHONE 858 558-6900 • FAX 858 558-6159 . JV /JMW I . I OSK/ GTYPD RETWALL / VII-IXVRSS CARLSBAD OAKS LOT #7 CARLS~AD, CALIFORNIA DATE 05-10-2000 I PROJECT NO. 06501 • 22 -01 ! FIG. 4 7 '\, ,; .·. ··:. \ ,·' / , · ! . ·.· . r Ji 1 l .i ·1 l ·1 APPENDIX A FIELD INVESTIGATION The field 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 . drilled to depths ranging from approximately 3 feet to 11 feet below existing grade using a Ingersol Rand A300 truck-mounted drill rig equipped with 8-inch-diameter, hollow-stem augers. Relatively undisturbed samples 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 sampler was equipped with 1--inch-high by 2'1•-inch-diameter brass sampler rings to facilitate sample removal and testing. Standard penetration tests (SPT) were performed by driving a 2-inch O.D. split spoon 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 testing. The soil conditions encountered in the borings were visually examined, classified, and logged in general conformance with the American Society for Testing and Materials (ASTM) Practice for Description and Identification of Soils (Visual-Manual Procedure D2844). Logs of the exploratory borings are presented on Figures A-1 through A-8. The logs depict the various soil and rock types encountered and indicate the depths at .which samples were obtained. Project No. 06501-22-01 May 10, 2000 ' I ,.[ \ ' PROJECT NO 06501-22-01 0:: BORING B 1 >-w zw,-,. >-,-,. (.!) I-Ou• ~'-: w~ 0 <C DEPTH ...J :::i: SOIL Hzl-0:: '-' SAMPLE 0 Cl I-<Cu. zU. ::)I-IN :::c z CLASS ELEV. (MSL.) DATE COMPLETED 4/24/00 <I:1-' w· 1-z NO. I-:::) er: Cl) Cl) a': cnw -FEET H 0 (USCS) 1-H:::C H1-...J 0:: WcnO >-a.. Oz EQUIPMENT IR A-300 8" HSA Zw...J (.!) ~o::6 0:: '-' :ca Cl u MATERIAL DESCRIPTION --c-0 --::1:r1-ML Fill - , , '," ' Firm, moist, brownish-yellow, fine Sandy SILT / 2 f>, ... --tr SANTIAGO FORMATION -·-... . -Bl-I Very dense, moist, brownish-yellow, fossiliferous ... so1s" 113.5 12:4 BI-2 -SANDSTONE I-4 -::::::::: - _.J ··.'3 --::;:::;:: I--Bl-3 30/5.S." 114.6 14.8 BORING TERMINATED AT 5.5 FEET .. - . :) ' ·( I I I I -./ Figure A-1, Log of Boring B 1 CUL? 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) 'l .... ' -.,...sAM __ P_L_E_sY_M_B_o_L_s __ ~_-_· ._D_I s_T_UR_B_ED_o_R_B_AG_s_AM_P_LE __ '1_ .. _._c_H_uN_K_s_A_MP_L_E ______ ~..;._·_· _. _wA_T_E_R _T_AB_L_E_o_R_s_E_EP_A_GE __ _, NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT-WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 1 ,\ PROiECT NO .. J .J :/1·· ,, .. ···./ 1 .\ .J :\! ') -- - --- - ... -... L.. --,_ L.. - - -· i I : I r DEPTH SAMPLE IN NO. FEET 0 - 2 - -B2-l 4 - -B2-2 6 . 06501-22-01 0:: BORlNG B 2 >-w U) I- 0 <C _J ::i: SOIL 0 Cl ::c z CLASS ELEV. (MSL.) DATE COMPLETED I-:::) H 0 (USCS) _J 0:: EQUIPMENT IR A-300 8" HSA U) MATERIAL DESCRIPTION ::]:: .. ML FILL 'f T ' Firm, moist, brownish-yellow, fine Sandy SILT . ' ' 1\~\ SANTIAGO FORMATION .... ~·. ·, Very dense, moist, mottled brownish-yellow and pale ·r·t gray, Silty SANDSTONE with lenses of pale ,: =f. t·r bluish-gray CLA YSTONE ' .. •: :~:. .. . ~ T . ' . •, : ~· .. • • ~ •• ,.· 1 BORING TERMINATED AT 6 FEET .( Figure A-2, Log of Boring B 2 Zwr. >-..... Ou• 1-,...,, w~ Hzl-H, 0:: V 1-<Cl.J.. (I) LL. :::) I- 4/24/00 <CI-'\, z. 1-z 0:: (I) (I) Wu (l)w 1-H::I Cl • H1-W (/)0 >-0.. Oz Zw.-1 ~ o::e3 0:: '-' :Co Cl u - / ... ·-32 117.0 14.2 - ... 34 113 .. 9 f.6.8 - COL? SAMPLE SYMBOLS 0 .. ·. SAMPLING UNSUCCESSFUL U ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) ~ ••• DISTURBED OR BAG SAMPLE 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. 'l , I ~ I l .\ '' ·.,! - t PROJECT NO DEPTH SAMPLE IN NO. FEET -0 .... - -2 - --B3-1 -4 - .... -B3-2 ,-6 - .... - .... 8 - -- -10 -B3-3 ,- 06501-22-01 a:: >-w (.!) I-0 <C ..J :3: S,OIL a CJ :r: z CLASS I-:::, H 0 (USCS) ..J a:: ' (.!) :-1. ]l ML . ,, ... .... . . . , . . . . " ..... .... ..... , .... ()( : : ::: ;: :: ........ ' 1 · ........ :.:.:.:•. .• ... · ... .. •" ..... . .. . • .. ,, . •• • • •• •• f . ....... ~. •:~:.:•:• ..... ::::::::: ::::::::: , .... 1 ········· .... ..... . . . . . . . . • .· .. ' BORING B 3 Zwr->-r. Ou• I-r. w~ Hzl-H, a::'-' I-<CLJ.. cnu.. ::JI-ELEV. (MSL.) DATE COMPLETED 4/24/00 ~J-~. z. 1-z J-cn:3: Wu cnw wHo Cl • HJ- EQUIPMENT IR A-300 8" HSA zcn..J >-a. Oz wWco a::'-' l:::o a. a::'-' Cl u MATERIAL OESCRIPTION FILL Finn, moist, brownish-veil ow, fine Sandy 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 14.6 .... ,- -Grades to very stiff, moist, brownish-yellow - SILTSTONE - ,- -Returns to SANDSTONE 36 115.7 15.8 BORING TERMINATED AT 11 FEET ' .. J Figure A-3, Log of Boring B 3 'COL7 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) 1 . SAMPLE SYMBOLS j ·~----------~---··_D_rs_T_U_RB_E_D_o_R_B_A_G_s_A_MP_L_E __ ~_._._._c_HU_N_K_s_A_M_PL_E _____ _;;l;._·_ .. _~_T_E_R_T_AB_L_E_o_R_S_E_EP_A_G_E_-J I - J 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. 1 , I ~ -1 PROJECT NO ·' '::l .) .! -- - . - -- -- -- - - i I I - - .._ '"" ,... - - DEPTH SAMPLE IN NO. FEET 0 -B4-l 2 - -B4-2 4 - -B4-3 6 06501-22-01 a:: BORING B 4 >-w U) I-0 <C ...J :3: SOIL 0 Cl ::t: z CLASS ELEV. (MSL.) DATE COMPLETED I-:::::, (USCS) H 0 ...J a:: EQUIPMENT m. A-300 8" HSA U) MATERIAL DESCRIPTION FILL ML Firm, moist, pale yellow SILT I ::fft: ''f' ·'( SANTIAGO FORMATION . . . Very dense, moist, mottled very pale yellow and . ; =f ··· 'f r yellow, Silty fine SANDSTONE ... .. · l,.• ., I ::f /~: -Grades to uniform very pale yellowish-gray .... ; >t·. ·:~: BORING TERMINATED AT 6 FEET .J Figure A-4, Log of Boring B 4 Zwr->-r-. Ou • I-'"' w:--: Hz!-H. a::'-' 1-<CL.t.. ~Lt.. ::,I-4/24/00 <I: I-"\. w· 1-z a:: CJ)(/) 1-H:J: Cl~ cnw H1-Wu,O >-a.. Oz Zw...J ~ a::::; 0:: '-' :Co Cl u - -48 110:4 14.8 - ,- 60 112.2 14.5 ' COL? SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) 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. :·! ' . ' ,, '1 I 1 PROJECT NO DEPTH IN FEET . -I-0 ,... - -'"" 2 - SAMPLE NO. ... -B5-1 ... 4 - 06501-22-01 >-(!) 0 ..J 0 :I: 1-H ..J I I : f:.;:t: I ;:f :l:;f: •• 1 ••• • .r. ;, ·~ a:: w 1-<J: 3 SOIL Cl CLASS (USCS) z ::::i 0 a:: (.!) ML BORING B 5 ELEV. (MSL.) ___ __;.DATE COMPLETED EQUIPMENT IR A-300 8" HSA MATERIAL DESCRIPTION FILL Firm, moist, oale vellow SILT SANTIAGO FORMATION Very dense, moist, pale brown, Silty SANDSTONE and very stiff, moist, pale gray, Clayey SILTSTONE 4/24/00 , ... ,... 33 >- 1-'"' H. (/) LL. z. Wu o. >-a. a::'-' Cl 11.l.7 18.8 : :C: l::~ ~·~J---------------------------------------------------~ : B5-2 I Very stiff, moist, mottled light gray and reddish-brown, Clayey SILTSTONE ,- '"" 73 107.5 19.9 ·--- ... 8 - -- '"" 10 -B5-3 - y y - ... -~--------------------------------------------------~ ::~;. :•t t I >~·kr: • ·~ .. ,ti •• r, •• ,. .. J" .... Very dense, moist, very pale gray, Silty, fine SANDSTONE BORING TERMINATED.AT 11 FEET 33 115.0 15.9 , j Figure A-5, Log of Boring B 5 COL? SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE IJ ... STANDARD PENETRATlON TEST •••• DRIVE SAMPLE (UNDISTURBED) iJ ... CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ) f I '\ PROJECT NO 06501-22-01 0::: BORING B 6 ->-w Zwr->-'"' (.!) ..... Ou• ..... r-. w~ 0 <I: DEPTH -' ::::,: SOIL Hzl-H, 0:: '-' SAMPLE 0 Cl 1-<CLJ.. (/) LL. ::i I-IN ::r: z CLASS ELEV. (MSL.) DATE COMPLETED 4124/00 <CI-" z. t-z NO. ..... ::i O::cn(I) Wu (/)w -FEET H 0 (USCS) 1-H::I o. H1-__J 0::: EQUIPMENT W(l)O >-a.. Oz IR A-300 811 HSA Zw..J (.!) ~O:::~ e:::'--'. ::E::o Cl u MATERIAL DESCRIPTION --0 --ML FILL - B6-1 Loose to firm, moist, very pale brown SILT -2 --------------------------------------- --B6-2 ML Stiff, moist, mottled pale brown, ·gray, and dar.k -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 2.1.7 -6 -fragments -. B6-4 --- -8 ---->- -10 -I - B6-5 . ... .. SANTIAGO FORMATION 41 lU'/.U · HS.'.:> -I Dense, moist, mottled pale ~ray and orange, Silty SANDSTONE BORING TERMINATED AT 11 FEET .. : '.J ·.·, . \ l . .-( ·Figure A-6, Log of Boring B 6 COL7 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) ~ ••• DISTURBED OR BAG SAMPLE iii;:) .•• 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 ~ARRANTED TO BE REPRESENTATIVE QF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ' ' J • PROJECT NO . l .. ] . l .. - ·-L- - -.. L- ·-L- ~ .. -- .. - I DEPTH SAMPLE IN NO. FEET 0 - 2 - -B7-1 B7-2 4 - -B7-3 6 06501-?2-01 - 0::: BORING B 7 >-UJ (!) I-0 <l: _J ::I SOIL 0 a ::c z CLASS ELEV. (MSL.) DATE COMPLETED I-::::i (USCS) H 0 _J 0::: EQUIPMENT IR A-300 8" HSA (!) MATERIAL DESCRIPTION ...... . . , . ,. . ' .. SANTIAGO FORMATION ,.•.•.•,•1 .... . . . . Dense, moist, yellowish-brown, weathered fine .. , . • f'' •• . · .· .· .. ·, :: :: :: :: : SANDSTONE -Grades to very dense ... , . ,• .. ' ..... • .•. .·,. •• • .. •1 .......... •, ...... . .. . . . -:.:-:-:• :,:.:.:•: ..... ...... ·.·.· BORING TERMINATED AT 6 FEET J Figure A-7, Log of Boring B 7 zw,-. >-,,..._ Ou• I-,..._ LLJ~ Hzl-. ~ . 0::: '-' I-<l: tJ.. zLl.. ::ii- 4/24/00 <l: I-'\. UJ • 1-z a::: cn cn 1-H::I Cl~ cnw H1-UJ cnO >-0.. Oz Zw-l ~e:::e a:::'-' Eo Cl u .... ,_ -50/5" 111.4 13.2 ,_ I- 40 117.7 15.3 . COL7 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) · \ ~ ••• DISTURBED OR BAG SAMPLE iiJ ... CHUNK SAMPLE :!'.: ... \./ATER TABLE OR SEEPAGE = ~ .. NOTE: THE LOG OF SUBSURFACE CONDITIONS SHO\./N HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT \./ARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDif!ONS AT OTHER LOCATIONS AND TIMES. ···, • r ) I I \ PROJECT NO --- ··- ---j ·-· _·;,1 .-:.-, .---i ··i . ··1 ,· I -- -- -- -- -- -- - -· - .... .... '- - ' .I I DEPTH SAMPLE IN NO. FEET 0 -B8-1 2 - -B8-2 . 06501-22-0 I a::: >-lJ.J BORING B 8 Zw'"' >- (.!) I- ,-., 0 <C Ou• ~~ w~ _J 3 SOIL Hzl-a:::'-' 0 Cl CLASS 1-<ClJ.. zLL. =., I- :c z ELEV. (MSL.) DATE COMPLETED 4/24/00 <I:1-'\. o:: CJ) en w· 1--z I-=., (USCS) 1-H::t a'-: cnw H 0 HI-_J a::: WcnO >-0.. Oz EQUIPMENT IR A-300 8" HSA Zw_J (.!) ~a:::e3 a:::'"" :co Cl u MATERIAL DESCRIPTION 1 I ML FILL .... . ~ r ' Firm, moist, yellowish-brown SILT / ... .. · 1·· . SANTIAGO FORMATION .... :t ,:f: . '.{ Very dense to hard, moist, strong yellowish-br?wn, -50/2" ... , . . . Silty SANDSTONE -NO RECOVERY I BORING TERMINATED AT 3.5 FEET : - 1 Figure A-8, Log of Boring B 8 D ... SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE COL7 IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) 'i I 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 ANO AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. /' ;- -, ._, t·· /, . :· ( ... ~ . "• . .. .. . ·, ~ . ·.'• '•;, ',)' t ,' I .·,. •.,·. -, .. I, .l .. J ·I .::l l ·I ~} . / } ' < APPENDIX B LABO RA TORY 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 CR-value) test was also performed on a sample of the near surface soil to aid in designing pavements . The results of our laboratory tests are presented on Tables B-I through B-N a~d 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-l 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 LABORATORY DIRECT SHEAR TEST RESULTS (ASTM D 3080-90) Dry Moisture Unit Angle of Shear Density Content Cohesion Resistance (pcf) (%) (psf) (degrees) 107.3 14.3 · 1300 34 113.2 10.3 625 20 *Remolded to approximately 90 percent relative compaction at optimum moisture content . Project No. 06501-22-0 I -B-I -May 10, 2000 -r l J I r i .i \ J I i -I 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 LABORATORY RESISTANCE VALUE TEST RES UL TS (CALIFORNIA TEST METHOD NO. 301) Sample No. Description R-Value B6-1 Very pale brown SILT 10 Project No.06501-22-01 -B-2 -May 10, 2000 ..\ ·.:, I .-:•\ =::1 • -i. 'l ' PROJECT NO. 06501-22-01 SAMPLE NO. BS-2 -4 ' -2 ,._ '-r-,. ... ~ ... 0 ----~ r--~ ,.._ ~ t-,..""' ~ i--.i,. '-~ z 0 2 ....... ~ H I-'-...... <I: I'..... t', Cl )'.;. ~ H I"--, _J ~. 0 (I) z 4 0 u I-z 1.1.J' u 0::: 6 lJJ a.. 8 10 12 0.1 1 10 APPLIED PRESSURE (kst) Initial Dry Density (pct) 107.5 Initial Saturation(%) Initial Water Content(%) 19.9 Sample Saturated at (kst) CONSOLIDATION CURVE CARLSBAD OAKS #7 CARLSBAD,CALIFO~A COL7 : 100 97.2 .5 - Figure B-1 --1. .. , .: ,, ..... , .... ·,·,.. .., ··', . ' ·.· ... ' .. •7" / ,•' I, .J- ~ : , ... I ' l I l 1 ( JI I .. ! •:•j }i, :?1. :;:· ·· .. l ,i .i ·.l .I ·I i I APPENDIX C RECOMMENDED GRADING SPECIFICATIONS FOR CARLSBAD OAKS LOT NO. 7 LOKER AVENUE WEST CARLSBAD, CALIFORNIA PROJECT NO. 06501-22-01 l ,1 I . , "! RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1. These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon-Incorporated. The recom- mendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2. Prior to the cornmencem~nt of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. It will be necessary that the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in substantial 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 the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in tf.ie opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adv~rse weather, and ~o forth, resuJt in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. 2.1. 2. DEFINITIONS Owner shall refer to the 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 performing the site grading work . 2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engine~r or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. GI rev. 8/98 ' . \'l l ' i I ·' >' • 2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-sit_e to observe and test the Contractor's work for conformance with these specifications. 2.6. Engineering Geologist shall refer to· a California licensed Engineering Geologist retained by the Owner t? provide geologic observations and recommendations during the site grading. ~.7. 3.1. Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3 .1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for_ proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize ~ck is defmed 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 less than approximately 20 percent of the ~ock fill quan~ity. GI rev. 8/98 I jl I. It t J I I 3.2. Material of a pe_ri'shable, 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 30, Articles 9 and IO; 40CFR; and any other applicable local, :5!ate or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the prese'nce of hazardous materials, the Consultant m<!-Y request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the s~spected materials are not hazardous as defmed by applicable laws and regulations. 3.4.-The outer 15 feet of soil-rock fill .!llopes, 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, prov.ided it is acceptable to the governing agency, Owner and Consultant. 3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear streng:th, expansion, and gradation characteristics· of the soil. 3.6. During grading, soil or groundwater conditions other than those identified in the Geotechnic.al Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4.1. 4. CLEARING AND PREPARING AREAS TO BE FILLED Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots an,d other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 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 ·'.·l ) ·.( .I i J •,f -:~ h f ( I I { l I 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, provicied 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 shafl 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 frorp. 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 (borizop.tal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration .. TYPICAL BENCHING DETAIL Finish Grade Remove All Unsuitable Material As Recommended By Soil Engineer DETAIL NOTES: Original Ground ' 2 '~ . --....... I 1 . :-.........,, / Finish Slope Surface Slope To Be Such That Sloughing Or Sliding · Does Not Occur ' ' ., '-':, ,, ,, '~ ' I ·B· See Note 1 See Note ,J No Scale (1) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the bottom key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense fcirmational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of'the key may be modified as approved by the Consultant. GI rev. 8/98 I , I r ·:(1 • . .• . -. 1 <( 1 I { 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 unifonn·and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. 5.1. 5.2. 6.1. 5. COMPACTION EQUIPMENT Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel 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 . .Compaction of rock fil.Is shall be perfonned in accordance with Section. 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL Soil fill, as defined in Paragraph 3 .1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1. l. 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 sha!I 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 I I • .. ! ·:,1 ") 6.1.5. After each layer has been ·placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the-maximum laboratory dry density as determined in accordance with ASTM D1557-91. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. 6.1.6. Soils having an Expansion Index of gr~ater than 50 may be used in fills if placed at least 3 feet below finish pad grade and should be compacted at a moisture content generaily 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 fiII slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8. As an alternative to over-building ·of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-w~l.ked with a D-8 dozer or similar equipment," such that a dozer track covers all slope surfaces at least twice. 6.2. Soil-rock fill, as defined in Para~aph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1. Rocks larger than 12 inches· but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2. Rocks or rock :fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, r.ocks or rock fragments up to 10 feet in ma,-ximum dimension may be placed using similar methods. The acceptability of placing rock materials _greater than 4 feet in ·maximum dimension shall be evaluated during grading as specific cases-arise and shall be approved by the Consultant prior to placement. GI rev. 8/98 J i -- \ ' ( ) .. I ' I' 6.2.3. For indivi~ual 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 30 or greater and should be compacted by flooding. Windro:"s may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. 6.2.5. Windrbws should generally be parallel to each other· and may be placed either . . parallel to or perpendicular· to the face of the slope depending on the site geometry. The minimum ho~ontal spacing for windrows shall be 12 feet center-to-center with a 5-foot $gger 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 tills, as defined in Section 3 .1.3 ., shall be placed by the Contractor ip accordance with the following recommendations: 6..'.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, ma..·dmum slope of 5 percent). The su~ace shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3 .2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the GI rev. 8/98 ', I ( l 1 I ,. .) t ·_I I . j required compaction or deflection as recommended in 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 lifts will be permitted over the soil fill. 6.3.3. Plate 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 detern:iined by comparing the results-of the plate bearing tests for th~ soil fill 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 wiII the required number of passes be less than two. 6.3.4. A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approxiil_lately 5,000 to 10,000 cubic yards of rock fill placed. 6.3 .5. Test pits shall be excavated by the Contractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills: 6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be plac·ed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior t(? 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 ·--, ( ) 't t -·-:: ! 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 fill shall be placed without at least one field density test being perfol"!Iled 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. The Consultant .shall perform random field density tests of the compacted soil or soil-rock fill to provide a basis-for expressing an opinion as to 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 shall be reworked until the specified density has been achieved. 7.3. During placement of rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 6.3 .3. The Consultant shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a b~is for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been appHe~ to the material. If performed, plate bearing tests will be performed randomly on the surface of the most-recently placed lift. Plate bearing tests will be performed to provide a basis for expressing an opinion as to whether the rock fill is .adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the maximum deflection of the properly compacted soil fill. When any of the above criteria indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until t~e rock fill has been adequately seated and sufficient moisture applied. 7.4. A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill 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 services performed during grading. GI rev. 8/98 i J j I · I ··-:, . 1 _\j ,-, . ·.·1 J . I -- " .. I ( '"' I 7.5. 7.6. The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial confonnance with project specifications. Testing procedures shall conform to the following Standards as appropriate: 7.6.1. Soil and Soil-Rock Fills: 7.6.2. 7.6.1.1. Field Density Test, ASTM D1556-82, Density of Soil In-Place By the Sand-Cone Method. · 7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-81, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 7.6.1.3. Laboratory Compaction Test, ASTM D1557-91, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using JO-Pound Hammer and 18-Inch Drop. 7.6.1.4. Expansion Index Test, Unifonn Building Code Standard 29-2, Expansion Index Test . Rock Fills 7.6.2.1. Field Plate Bearing Test, ASTM DI 196-64 (Reapproved 1977) Standard Method for Nonrepresentattve Static Plate·Load Tes~s of Soils-and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. 8. PROTECTION OF WORK 8.1. During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. · 8.2. After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except 'in conjunction with the services of the Consultant; GI rev. 8/98 .. . •. . ' 9. CERTIFICATIONS ANO Ff NAL 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 within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the. Contractor should ensure that the drain system is free of obstructions. 9.2. The Owner is ~esponsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing ~r accepting agencies. The as-graded report should be prep3!ed and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications . GI rev. 8/98 . / . 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. 1975. 4. United States Geological Survey, 7.5 minute Quadrangle Series, San Luis Rey Quadrangle, 1987. 5 . Unpublished reports; aerial photographs and maps on file with Geocon Incorporated. Project No. 06501-22-01 M~y 10, 2000 I I 1 •SEP-03-2003 WED 07:59 AM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 15 . v f[atJ €x£C.vn v.e l>~., /:.L(lz..4 s-2 7 '-I J.... ll)ts,.Ch uu tJrJr::.. I". Adchs& > Project Address X' :5hJ-Dt~t1 O& '7,,)-/~( ~Carl;;;;.;;,;sbad.........., ___ CA---... ____ 9200 _____ City · SliilD Zip Cade City S1aite ~ Code ;]., 0 q -v<fl -I) 7 (!j)_ , , H A.o;sessa(s Parcel Numbt!II'. a-APN ancil Lot Number if not y!!t subchided. += 4¥1 ~ {i )~] -,.~,_ . • mber + IC , ~ Ao;.ciledlr, Olcim.:e Ne. NS+15Sandaooptedl by1h11t City, ~-of tile City o.f-C~, califcimia.1he.City ,· . ·i:ad!Orizedtolwyaspedat Tax in CCJrnrnurity FllCiliio.s.ds.bfctNo .. 1. ·Alt non-ireatdriat:propmy, upon.1h~-. .. . ·,. bwance-dlle ffrsttddng parrrit, dlilH hmro 11,e option 1D (1) p.ny 1he SPECIAL, OEVet.oP.MENTTAX ONE~. . TIMEdr(2)~1hoANMJALSPECfAL TAX-DEVELOP.ED PROPf>:R'Nfarlill-PeFiod rdtD ~ ~ · . five (25) yoara. Pl~ i~ YolX choice by irihlina tp,e app,oprii,ta line below. 0P110N (1):_ ll eilectm paiy lhe SPECW. DEVELOPMENT TAX ONE,.TIME flC>W, as ai ane-'§me pa)ltnent Amotri .o1 C>ne-Tuno s~ _Tax: $. J 7). 5: k;.. • . Owner's nnis113 _______ . . pa+=¥ The City of Cartisbilld has not independently vmtfii=d the infovmation ehown above. Thtnfore, we accept rm respanelbtlity as !lo 1hei accu;acy IDl'_=mplcune•·of tis infarrnatiQfl. NON .. RESJDENTIAL CERTIFICATE ' • 'SEP-03-2003 WED 07:55 AM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 06 ,. J 1 I City of Carlsbad l,-MiGit£r'JGl'lmhNW#D CERTIFICATE OF COMJ!LIAN~ PAYMENT OF. SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant. and the appropriate schoo(districts and returned to the City prior to iSSUiOg a bui(din~ permit, T~e .<?!fy Will not iS~U8 any buildi~g ~!fflit Without a C~'!'lpleted School f~e.~~~-. Project Name: ~l.,[~ O_/fJc( . .J'l/£1--L t1'-T: l!/P -/J lfl {; d- Building Permit Plan Check Number: I Project Address; A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: C/5 t?J /,i.,;__; Ll:J tJ VfTt<, rA:L _ -Number of N~~w~e:iuUi.u.:ng~U;.i.i.oi.wits,,__ ______ ~------ Sguare Feet of Living Area in New Dwelling 1n '~, www.p •• Second Dwelling Unit: Square Feet of Living Area in SOU Residential Additions: Net Square Feet New Area Encinitas Union School District 101 South Rancho Santa Fe Rd Encmitas, CA 92024 (944-4300) /~ tl.J/ Date: 7 /.z CITY OF CARLSBAD SlUl Marcos Umfied School District 21SMata Way San Marcos, CA 92069 736-2200 San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753~6491) "1636 Faraday Avenue° Carlsbad, CA 92008-7314 • (760) 602,-2700 Revi~etl 4120/00 Building Counter .. (760) 602-2719 o FAX (760) 602-8558 , , 'SEP-03-2003 WED 07:58 AM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 07 ~ I " I SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district{s)) ... , .. , . .. *****************************************ft************ff******************************************** 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 schoor facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE ·OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER R1!11inerl 4/2()/00 CARLSBAD UNIFIED ScRoOL'DJSTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 " • ,,,.,,, I • l ti ~r, ~ c)a.,: c.-tJ,/J>-r ~ f ;~~ \,,-J ( <G fY c...e-f-r1-"'=dt ls r___s bf l c lM ,, l I 5 l /L( iJJ ' ,{{--µ,(IP C., 1j f) ~ CB031223 2742 LOKER AV WEST CBAD CARLSBAD OAKS BLDG A 15031 SF CON TILT UP COMM IND INDUST. JAMES C. DOOR \·----_,.,,... __ ., __ '-" \ 7. J Jr I tJJ b!JILLJING ~ . PLANNING ~3 : : ENQINEERING ,.,h_ }6.J '.1..-F.IRE~P PR/~M 7{ ;;x. HEALTH DEPT iO APPLICANT HAZ MAT/ AIR QUAL OTHER SEWER DISTR BLDG GRADING LETTER FROM APPLICANT /(ir) _/4 ~ ;.4'77 ~ 72>C~ rl_ ft? 2c/;Cf_) C3hV'/V t:, t '- VL-l y ~ 72> -:e-7 I PLAN CORR ~ qu :1!9l :~ 5{~£0RM -~ -, -::>A-PE&MWORKSHEET ,. ! I ' L/ f !-,wf-V f4~eci.c__ 'i<."'s r'oNees c/ulo> . cch, JJ;- 7~?)-0~ csr;_J CLfvJ (!!) ~G 7/ro/os ~t-Ji::?F--W-TC>~ "t) C., I .J. y ;tJJ_ Jo &1 l-j" '='+,-.._' t Cc. ( c J-"icc:, ·, ( s L-et/-e r . _ _,__ ___ BLDG FEES COMPLETE 7/;.,q( CTJ ~ =I-F~ -~0 ~ .~ fl-~ ~·I~ fJ{1,0(.t; ~:z? StA-7 ~ rt+-t9 G fc_d\µc:; y l~~/ t11 ~c~~ T~ ~1 ~ 5Je+s f)vk,r g,~+ ei-t Ee f ~-1-e 7o 1;;;0; ~ '.:J1-o .3 ~ o,_ -f:.C; Ii "'-0-J Q ~ ' _y~&..? ___ ~-~(+:{'{'~ . ~~~ ~'f=~~ ~~~!~": ~-JJ~Q__ ,··---·----~-~1, '1f;v3' · fCJ ::,::::: · -· . · \:J ' /'c;;.~ .· 1 /t (1J ""$ \ ';::> - ,, \ ~-----·. \ City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-26-2004 Plan Check Revision Permit No: PCR03243 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2742 LOKER AV WEST CBAD PCR Status: ISSUED 10/27/2003 SB 03/26/2004 03/26/2004 Parcel No: Valuation: Reference #: $0.00 CB031223 Lot#: 0 Construction Type: NEW Project Title: CARLSBAD OAKS BLDG A REV ROOF ELEVATIONS & JAMB REINFORCEMENT Applicant: JAMES C. DOOR 107 W. HUNTINGTON DR. 91007 626-446-9206 Plan Check Revision Fee Additional Fees Total Fees: $120.00 Inspector: Owner: Total Payments To Date: $0.00 FINAL APPROVAL Date: Applied: Entered By: Plan Approved: Issued: Inspect Area: 8395 03/26/04 0002 01 02 CGP $120.00 $0.00 Balance Due: Clearance: $120.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity --changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/ xactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviouslv otherwise exoired. 120.00 ' ' FOR OFFICE USE ONLY ' PERMIT APPLICATION PLAN CHECK NO. /Zc{-o> [t../3 t CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL. __________ _ Business Name (at this address) Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use #of Stories # of Bedrooms # of Bathrooms Name Address City L£i, :'. QO!'-fl8A9TP.ft·.Q~Me'Al'f('IYAMP ·.·. S.tate/Zip Telephone# Fax# Telephone# ',, '' ~ -' • ~ ">.', (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 # _________ _ _ 6.. WQ~~EJW 9OMPEr,JSA:rl,Off . · · . . . 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! 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 ($100,0001, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE. ______________________________ DATE _________ _ 1'l~~:-QW1tEfl:i~1.~Qe_t(,p~CJ~Af1}~1JPtf:: ,,,;~ _ ,,A~. ,Arn_,:,,-,,-,,4, ,~~,, I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for-the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number):. _____________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): _____________________________________________________ _ 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? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. rs:::-.~&®.sJRU:C'l;ic;>N_l:,l;~PJN~~~lN-C:'( _' __ ··.~:.·_:::~---·~· .. :._ ~--:. ~~~ .0 •••• ·-= : .. :·. :··:· .. ~ .. · .. =:..~-... "" ...... •: .. . .. ':. :.. ....... . 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 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 i com ced withi 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 e days (Section 106.4.4 Uniform Building Code). YELLOW: Applicant PINK: Finance EsGil Corporation In Partnersliip witli {jovern.ment for !Bui(aing Safety DATE: November 3, 2003 JURISDICTION: Carlsbad ~ LICANT JUR 0 N REVIEWER D FILE PLAN CHECK NO.: 03-1223 REV 2 (PCR03243) SET: I PROJECT ADDRESS: 2742 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 Building A Revisions IZI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D D D D 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. The plans transmitted herewi~h have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's_copy of the check list is enclosed for the jurisdiction to forward to the appiicant contact person. 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: ) Fax#:. Mail Telephone Fax --In Person D REMARKS: By: Kurt Culver Esgil Corporation D GA D MB D EJ D PC Enclosures: Previously-approved plans 10/13/03 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 • , 1 ,,,; . a ' Carlsbad 03-1223 REV 2 (PCR03243) November 3, 2003 [v ALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1223 REV 2 (PCR03243) PREPARED BY: Kurt Culver DATE: November 3, 2003 BUILDING ADDRESS: 2742 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 Plan Check Fee by Ordinance Type of Review: D Complete Review D Structural Only D Repetitive Fee =8 Repeats .. Based on hourly rate Comments: D Other _ 0 Hourly 1 j Hour * Esgil Plan Review Fee ($) $120.00j $96.001 Sheet 1 of 1 macvalue.doc ~j I I I PLA~NINCi/ENGINEERINC APPROVAL_$ . . -. • J. .. • • PERMIT NUMB~R~ Pc& -63-2i./J DATE_...;_/_O~//cm--=-;r/Q3~'--· _ ADDRESS·. o?-7Yd lo/car MG.~ ,. RESIDENTIAL RESIDENTIAL ADDITION MINOR C < $10.000.00> ., OTHER '7L ENGINEER ·~ -~--+--+----- . . TENANT IMPROVEMENT PLAZA CAMIN~ REAL CARLSBAD COMPANY STORES. VILLAGE FAIRE · ' -.. COMPLETE OFFiCE BUILDING I $ I ..,,l'. t ' . ' -1;_/ DATE--'(_O_/;_J__,_)f/??~_ DocrJMisforms/Planning Engineering Approvals ' ' Sht:@.'~./ ....... Of: ............... . Date:../0.ft.S/¢..~ .......... .. Job#.1:..U..Zld!l) ...... .. -$'1'7 t 1.a:i ti,. (})(.. J ~m r; 'ft, : yt; ~'( \ V$~i;;C.:(te'PJ 107 W. Huntington Drive, Arcadia, Cali~n~ ~ ~ ~ /1!/! Phone:(626)446-9206 Fax:(626). ·-f~~ {J~_, l ' James C. Dorr, AIA Architect /,7S" I ',q I 4·· I P.eMt~ f.l~ I ~ I<. --~'~.,,_ -~ J_ l UL t I ..zo' . I .4 13c.Hl.,.-J-~t-JvG .,.¼-. A / ... 7 Project: ~tO~j-~~.t.1.~l.l~e··~ 1':f!·· ............ . Addres:?J·::·······LP.Jctf/.. ....... L:J.f ~·······Jl!l.·~ .. i? .. 1 ........... . {,_;/; /,t.,f,,-J. ./'Jli.&;... J,)!(h...... . . . .. . . .. . . . (-) -,~ 107 W. Huntington Drive, Arcadia, California, 91007 · Phone: (626) 446-9206 Fax: (626) 446-4615 Sht:.m..?. ... 1-: .... .0f: ............... . Date: .. lt,/l.:rA .. ~ .......... . Job# "ft U:?.J~h .t! .. ~ ..... . ' I Ja·mes C. Dorr, AIA Architect /f ~ ---:~~ ', ' ·---__ · ~ . - I, 107 W. Hunt-ingt-on Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 A Sht: .. J.1 .. (. .. 1 ... .0L ........... .. Date: .. Jt.i.l.,.:::i:/o.?: .............. . Job# :z.Jioi.L.o.9. ... .. ~ 1 I 1 • Title: Dsgnr: Job# Zt£;U ,,dO Date: 4:46PM, 15 OCT 03 Description : Scope : 1£,t~t:{; I}- 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 A -PANEL 5 General Information Loads Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis *4wii&i!/ i&WM6WMMM?MNIMWt&f1N Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment 18.250 ft 2.750 ft 6.250 in 5 12.000 in 2.750 in 150.0 · 145.00 pcf psf lbs ft Seismic 28.00 #/ft 18.250 ft 12.000 ft Seismic W4W Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing 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 Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I'' Magnifier 337.00 #/ft #/ft 6.750 in · 1,169.00 lbs lbs 1.000 1.000 4 0.0020 0.0012 0.3190 0.3190 For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind 0.294 0.000 In 0.107 0.000 in 22,707.0 0.0 in-# 16,219.3 0.0 in-# 4,207.2 0.0 in-# 0.0 0.0 in-# 0 .. 892 0.000 in 0.109 0.000 in 25,602.7 0.0 in-# 16,474.6 o.o in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in Summary Wall Design OK 18.25ft clear height, 2.75ft 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 25,602.65 in-# Moment Capacity 47,266.41 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 0.109 in Deflection Limit 1.460 in Seismic 47,266.41 in-# 25,602.65 in-# 4,715.04 in-# 0.11 in 2,008 : 1 0.0094 0.0128 32.04 psi 120.00 psi Wind 44,866.35 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0094 0.0128 32.04 psi 120.00 psi cl-- l I Title: Dsgnr: Job # ,ZrJ..D!,.,f • ,r)·O Date: 4:46PM, 15 OCT 03 Rev: 560100 . User: KW-0601316, Ver 5.6.0, 2-Sep-2002 (0)1983-2002 ENERCALC Engineering Software Description : Scope: ~};Jc; ~ Tilt-Up Wall Panel Design Description BUILDING A -PANEL 5 Page 2 I Analysis Data W'filff#M ihiiLW .. &5&1MM lib?&& iN@r%&&&-f1¥11iN225& ltfWllM59ttWMfiW&i& 1Bh55:l151111iPll!llllliiiliilllW¥iW•i=:l E n =Es/ Ee Fr Multiplier for sqrt(fc) Ht / Thk Ratio Values for Mn Calculation ••• As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) C =a/ .85 !gross !cracked 1-eff.(ACI methods only) Phi: Capacity Reduction 3,122,018.6 psi 9.29 5.000 35.04 Mn= As:eff Fy(d-a/2) -Pu (WallThk/2-Bar Depth) I Additional Values WWW 9 IIMM di Loads used for analysis Wall Weight Wall Wt* Wall Seismic Factor Wall Wt* Parapet Seismic Factor Service Applied Axial Load Service Wt@ Max Mom Total Service Axial Loads 75.521 psf 24.091 psf 24.091 psf 1,506.00 #/ft 896.81 #/ft 2,402.81 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor Sgross Mer= S * Fr Fr= Rho: Bar Reinf Pct Seismic 0.366 in 0.718 in 0.844 in 244.141 in4 14.76 in4 0.00 in4 0.900 52,518.23 in-# 78.125 in3 21,395.4 in-# 273.86 psi 0.0214 Wind 0.352 in 0.690 in 0.812 in 244.14 in4 14.42 in4 o.oo in4 0.900 49,851.50 in-# iriiMl¥MMiWNi9i¥iiitii ½WM@BMWMikAiM Mi&Wi i4 & &£! Factored Loads Applied Axial Load Lateral-Wall Weight Total Lateral Loads Seismic 2,108.40 1,255.53 3,363.93 Wind 1,581.30 #/ft 941-65 #/ft 2,522.95 #/ft ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic = ST * : 1.100 __ j 1.400 0.900 I I Title; Dsgnr: ~ Job# i,t,CJ'l,.f. d>O Date: 4:54PM, 15 OCT 03 Description : Scope: ~.O~ )J- Rev: 560100 User: KVV-0601316, Ver5.6.0, 2-Sep-2002 (0)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Page Description BUILDING A -PANEL 14 General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight I Loads .. FM Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot .. .load type ffiibfM 18.000 ft 3.000 ft 6.250 in 5 12.000 in 2.750 in 150.0 145.00 pcf psf lbs ft Seismic 18.70 #/ft 18.000 ft 7.000 ft Seismic Calculations are designed to ACI 318-95 and 1997 UBC Requirements fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle irri#S#t Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 337.00 #/ft #/ft 6.750 in 506.00 lbs lbs 1.000 1.000 4 0.0020 0.0012 0.3190 0.3190 I Wall Analysis kiriidf IS kiit HMM MM&-iri5¥ Fri hdiQ§firif8P&WMY/MM#MWii¥19\titi¥DWM 5 rlMWh!iiM•W• ii 1W 62llit&@MWIIIMlll!l\lllii/1Milll 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 Summary ~ 0.668 26,119.4 9,045.2 1.787 30,440.6 18.000 in 18.000 in Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 0.0 in-# Seismic Wind 0.117 0.000 in 18,656.7 0.0 in-# 0.0 0.0 in-# 0.119 0.000 in 18,862.9 0.0 in-# Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in Wall Design OK 18.00ft clear height, 3.00ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 2.75in, re= 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 30,440.61 in-# Moment Capacity 45,580.59 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 0.119 in Deflection Limit 1.440 in Seismic 45,580.59 in-# 30,440.61 in-# 5,005.94 in-# 0.12 in 1,821 : 1 0.0094 0.0128 23.32 psi 120.00 psi Wind 43,818.93 in-# 0.00 in-# o.oo in-# 0.00 in 0 : 1 0.0094 0.0128 23.32 psi· 120.00 psi .&- ' I Title: Dsgnr: Job# .tft,IJ U • /1'{.) Date: 4:54PM, 15 OCT 03 Description : Scope: 112. • ••• ,1t. __ ~f;111t>t.7-· Rev: 560100 User: KW-0601316, Ver 5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Description BUILDING A-PANEL 14 I Analysis Data WWtitiMWM1tH¥4 WU9MRBWWWW & i#AA E n =Es/Ee Fr Multiplier for sqrt(fc) Ht/Thk Ratio Values for Mn Calculation ... As:eff= [Pu:tot + Asfy]/Fy a: (AsFy + Pu)/(,85 re b) c=a/.85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction *** iH rt 3,122,018.6 psi 9.29 5.000 34.56 Mn= As:eff Fy(d-a/2) -Pu (WallThk/2-Bar Depth) I Additional Values ~w HM4Wriii W&iWIHMilifi e Loads used for analysis Wall Weight Wall Wt* Wall Seismic Factor Wall Wt* Parapet Seismic Factor Service Applied Axial Load Service Wt@ Max Mom Total Service Axial Loads 75.521 psf 24.091 psf 24.091 psf 843.00 #/ft 906.25 #/ft 1,749.25 #/ft ACI Factors (per ACI, applied internally to entered loads) FM#§@i! WW&iftMW&i¥W& Sgross Mer:: S * Fr Fr:: Rho: Bar Reinf Pct Seismic 0.351 in 0.688 in 0.809 in 244.141 in4 14.39 in4 0.00 in4 0.900 50,645.10 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 1,180.20 1,268.75 2,448.95 S:tillWWWWNri&tWM 78.125 in3 21,395.4 in-# 273.86 psi 0.0214 Wjnd 0.341 in 0.668 in 0.786 in 244.14 in4 14.15 in4 0.00 in4 0.900 48,687.69 in-# iWWS Wind 885.15 #/ft 951.56 #/ft 1,836.71 #/ft 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 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic = ST * : 1.100 Page 2 1.400 0.900 I I Title: Dsgnr: Description : Scope: ~ti G: /::r- Job # t::'t~ti.,,( , () t;, Date: 5:10PM, 15 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 A-PANEL 10 General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing BarDepth · Min Defl. Ratio Concrete Weight I Loads id i t 4 t i t MMRWltiS& Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type 18.000 ft 3.000 ft 9.250 in 5 12.000 in 4.250 in 150.0 145.00 pcf psf lbs ft Seismic 31.70 #/ft 18.000 ft 7.000 ft Seismic Calculations are designed to ACI 318-95 and 1997 UBC Requirements fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle t¥1tW& Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 337.00 #/ft . #/ft 8.250 in 1,681.00 lbs lbs 1.000 1.000 4 0.0020 0.0012 0.3190 0.3190 I Wall Analysis Wii&iiiiilWi Ms+Mi ¥¥9& •ro;:1:rored Lo:;;;;e~ FSiili&W\f ¥81M55¥iNiii&&iMI * H!iilAiffeB/&Bi 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 ~ Wind 0.D78 0.000 in 40,170.8 0.0 in-# 0.0 0.0 in-# 0.D78 0.000 in 40,536.9 o.o in-# ~ 0.055 28,693.4 0.0 0.056 28,879.7 16.757 in 18.000 in Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Wind 0.000 in o.o in-# 0.0 in-# 0.000 in 0.0 in-# 16.757 in 16.757 in Summary Wall Design OK 18.00ft clear height, 3.00ft parapet, 9.25in thick with #5 bars at 12.00in on center, d= 4.25in, fc = 3,000.0psi Using: use Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 40,536.92 in-# Moment Capacity 81, 148.08 in-# Mn • Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percen~e 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 0.056 in Deflection Limit 1.440 in Seismic 81,148.08 in-# 40,536.92 in-# 6,587.86 in-# 0.06 in 3,869 : 1 0.0061 0.0128 30.26 psi 120.00 psi Wind 76,245.95 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0061 0.0128 30.26 psi 120.00 psi I I & Title: Dsgnr: Job # t:Jtt)'"l..-/ , t!) f.) Date: 5:1 OPM, 15 OCT 03 Description : Scope : ~l.@4, /},-· Rev: 560100 User: KW-0601316, Ver5.6.0, 2-Sep-2002 (0)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Description BUILDING A~ PANEL 10 I Analysis Data J!iiiiiriWili& maw &4Wrl &if AMAA iM,i E n =Es/Ee Fr Multiplier for sqrt(fc) Ht / Thk Ratio Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) C = a/ .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction 3,122,018.6 psi 9.29 5.000 23.35 Mn= As:eff Fy(d-a/2)-Pu (WallThk/2-Bar Depth) I Additional Values iiliR M +e@ WW, MtMWi Wii Loads used for analysis Wall Weight Wall Wt* Wall Seismic Factor Wall Wt* Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 111.771 psf 35.655 psf 35.655 psf 2,018.00 #/ft 1,341.25 #/ft 3,359.25 #/ft ACI Factors (per ACI, applied·internally to entered loads) Sgross Mer= S * Fr . Fr= Rho: Bar Reinf Pct Seismic 0.388 in 0.762 in 0.896 in 791.453 in4 43.46 in4 0.00 in4 0.900 90,164.54 in-# WNW @ iiri'R Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 2,825.20 1,877.75 4,702.95 171.125 in3 46,864.5 in-# 273.86 psi 0.0214 Wind 0.369 in 0.723 in 0.851 in 791.45 in4 42.05 in4 o.oo in4 · 0.900 84,717.72 in-# fhifW¥it1ftH Wind 2, 118.90 #/ft 1,408.31 #/ft 3,527.21 #/ft ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST 1.400 ACI 9-2 Group Factor 1.700 ACI 9-3 Dead Load Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.700 ACI 9-3 Short Term Factor .... seismic = ST * : 1.100 Page 2 1.400 0.900 Title: Dsgnr: Description : Scope :~t.?G /}-· Job# tt,:e)t.l 1 ,; ,_\ Date: 5:26PM, 15 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 A -PANEL 22 General Information Clear Height Parapet Height Thickness ear Size Bar Spacing Bar Depth Min Def!. Ratio Concrete Weight 18.250 ft 2.750 ft 6.250 in 5 10.000 in 2.750 in 150.0 145.00 pcf Calculations are designed to ACI 318-95 and 1997 UBC Requirements 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: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle 4 0.0020 0.0012 0.3190 0.3190 LI L=a,21lilll@Nma!5i~iii,:.llllllllilm!!!illl!ililllllillllililiillilllllllilllliflilllll1iiliilililllll-!llillillilll'liiliiill111ililililliaa-11fflilillillll1lllillillililll111111tmllliliilillffliiil+&iillili'iiliJl-ilil-iisllili®*l!lll-ill!llilllillllllllillli!ll1111@illlwl!!ilsilii·illlwaliiilllllm ill!·illll@iiiililll'llillo@iilliiililEli!@llilil'lliiiMaw!llillllleiililllwaotimtialllilw+llii·illliillmJ Lateral Loads Vertical Loads Wind Load psf Uniform DL Uniform LL Point Load lbs ... eccentricity 337.00 #/ft #/ft 8.250 in ... height ft .. .load type Seismic Concentric DL Lateral Load 38.00 #/ft Concentric LL 506.00 lbs lbs ... distance to top 18.250 ft ... distance to bot 8.000 ft .. .load type Seismic I Wall Analysis UtV44iM~iWU Mf?idlllfiQdi +:WW 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 Seismic "I" Magnifier Wind "I" Magnifier 1.000 1.000 For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind 1.574 0.000 in 0.160 0.000 in 35,133.9 0.0 in-# 25,095.7 0.0 in-# 22,470.8 0.0 in-# 5,393.5 0.0 in-# 3.647 0.000 in 0.999 0.000 in 43,866.2 0.0 in-# 26,789.0 0.0 in-# 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in ummary Wall Design OK 18.25ft clear height, 2.75ft parapet, 6.25in thick with #5 bars at 10.00in on center, ct= 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 43,866.20 in-# Moment Capacity 52,257.99 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 0.999 in Deflection Limit 1.460 in Seismic 52,257.99 in-# 43,866.20 in-# 5,422.74 in-# 1.00 in 219 :1 0.0113 0.0128 23.20 psi 120.00 psi Wind 50,572.26 in-# 0.00 in-# 0.00 in-# 0.00 in 0 : 1 0.0113 0.0128 23.20 psi 120.00 psi I I Rev: 560100 User. KW-0601316, Ver 5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Title: Dsgnr: Description : Tilt-Up Wall Panel Design Description BUILDING A -PANEL 22 Analysis Data E n = Es/Ee Sgross Mer= S * Fr Fr= ~ Job # UOU, -' ~ Date: 5:26PM, 15 OCT 03 Page 2 Fr Multiplier for sqrt{fc) Ht/Thk Ratio 3,122,018.6 psi 9.29 5.000 35.04 Rho: Bar Reinf Pct 78.125 in3 21,395.4 in-# 273.86 psi 0.0214 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: {AsFy + Pu)/(.85 fc b) c= al .85 !gross !cracked 1-eff {ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy{d-a/2)-Pu {WallThk/2-Bar Depth) Seismic 0.413 in 0.809 in 0.952 in 244.141 in4 15.84 in4 0.00 in4 0.900 58,064.44 in-# Wind 0.402 in 0.789 in 0.928 in 244.14 in4 15.61 in4 0.00 in4 0.900 56, 191.40 in-# I Additional Values m8f ifiiii:i W ii H M NhWI Ail @!MW AA &MtHMi@PJ#riiiiiki4iiiii HR i a\i£liWMWii Loads used for analysis Wall Weight WallWt * Wall Seismic Factor Wall Wt* Parapet Seismic Factor Service Applied Axial Load . Service Wt@ Max Mom Total Service Axial Loads 75.521 psf 24.091 psf 24.091 psf 843.00 #/ft 896.81 #/ft 1,739.81 #/ft ACI Factors {per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.750 0.900 1.300 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 Seismic 1,180.20 1,255.53 2,435.73 Wind 885.15 #/ft 941.65 #/ft 1,826.80 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 .l Title: Dsgnr: Description : Scope: ~/) t,. /:J- Job# t::.21Pt{1 ,:Ji;) Date: 5:41 PM, 15 OCT 03 Rev: 560100 . User: KW-0601316, Ver 5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Page 1 Description BUILDING A -PANEL 23 General Information Loads Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis a,a,wwm wae we Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment 18.250 ft 2.750 ft 6.250 in 5 12.000 in 4.130 in 150.0 145.00 pcf psf lbs ft Seismic 63.00 #/ft 18.250 ft 8.000 ft Seismic WWW IL Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing I Summary 11 Calculations are designed to ACI 318-95 and 1997 UBC Requirements fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL 40.00 #/ft #/ft 6.750 in 5,031.00 lbs lbs Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 4 0.0020 0.0012 0.3190 0.3190 For Factored Load Stresses For Service Load Deflections ~ Wind Seismic Wind 1.075 0.000 in 0.199 0.000 in 44,484.2 o.o in-# 31,774.4 0.0 in-# 37,936.1 0.0 in-# 15,490.3 0.0 in-# 1.811 0.000 in 0.871 0.000 in 59;331.5 o.o in-# 36,885.7 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 18.25ft clear height, 2.75ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 4.13in, fc = 3,000.0psi Using: UBC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 59,331.52 in-# Moment Capacity 89,506.65 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 0.871 in Deflection Limit 1.460 in Seismic 89,506.65 in-# 59,331.52 in-# 1,908.39 in-# 0.87 in 251 :1 0.0063 0.0128 79.57 psi 120.00 psi Wind 77,666.83 in-# o.oo in-# 0.00 in-# o.oo in 0 :1 0.0063 0.0128 79.57 psi 120.00 psi Title: Dsgnr: Job# e.,'U)e,,,,{..1 l)r,;;i Date: 5:41 PM, 15 OCT 03 Rev: 560100 User. KW-0601316, Ver5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Description : Tilt-Up Wall Panel Design Description BUJLDING A -PANEL 23 Page 2 ,_J Aliiil_n111allllilym3iiliisllilllD•a11111tilllia ___ llllllllll_liiilllllll11111111111lllllllillll!lllllllllillllli11111111111111B1!illlllli1&illillilillilllllllJi11111+a•11111l· •1111111@iillili•lmlillllme-------w®m0&11 lilllilwmwiiiiH/illilll11m&i'llilll&llim'1•--·.J E n = Es/Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(fc) Ht/Thk Ratio 3,122,018.6 psi 9.29 5.000 35.04 Rho: Bar Reinf Pct 78.125 in3 21,395.4 in-# 273.86 psi 0.0214 Values for Mn Calculation... Seismic Wind As:eff= [Pu:tot + AsFyJ/Fy 0.449 in 0.414 in a: (AsFy + Pu)/(.85 fc b) 0.881 in 0.813 in c = a I .65 1.036 in 0.956 in !gross 244.141 in4 244.14 in4 !cracked 44.39 in4 42.28 in4 1-eff (ACI methods only) 0.00 in4 0.00 in4 Phi: Capacity Reduction 0.900 0.900 Mn= As:eff Fy(d-a/2}-Pu (WallThk/2-Bar Depth} 99,451.83 in-# 86,296.47 in-# Loads used for analysis Wall Weight Wall Wt* Wall Seismic Factor Wall Wt* Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 75.521 psf 24.091 psf 24.091 psf 5,071.00 #/ft 896.81 #/ft 5,967.81 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.750 0.900 1.300 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 Seismic 7,099.40 1,255.53 8,354.93 Wind 5,324.55 #/ft 941.65 #/ft 6,266.20 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor I. 1.400 0.900 ,ir-L ,-.,:....,. T Title: Dsgnr: Job # f;Z-{)l-1 , C)i:i Date: 5:49PM, 15 OCT 03 Description : Rev: 560100 User: KW-0601316, Ver 5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Page Description BUILDING A -PANEL 24 General Information Clear Height Parapet Height Thickness Sar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight I Loads 91iii\Wi§Mi¥ii/¥1Wi!U&M&&MM&W\ifflf Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type 18.000 ft 3.000 ft 6.250 in 5 10.000 in 2.750 in 150.0 145.00 pcf C.JC.Q 444Al4i4M&i&ii4 psf lbs ft Seismic 80.00 #/ft 18.000 ft 12.000 ft Seismic Calculations are designed to ACI 318-95 and 1997 UBC Requirements fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel% Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method ... Deflections are Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Ma~nifier Wind "I". Magnifier 40.00 #/ft #/ft 6.750 in 2,375.00 lbs lbs 1.000 1.000 4 0.0020 0.0012 0.3190 0.3190 I Wall Analysis MP#brtttMI riiMF#ki41i§At\@ illWiiiWtlWiiMlll!lil\A1IHIINili•iiiiiiiilli1111/illlMlllilliiffiMlillWhllli/fltil51W1liiMIWilMlil#!!lliiiiMi\iiiiWi!Mll\illillliliMMil&IIH1iMBilMll/lilli!\l88iiil¾illl\!~:J For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing I Summary Seismic Wjnd Seismic Wind 0.943 0.000 in 0.132 0.000 in 29,727.3 0.0 in-# 21,233.8 0.0 in-# 22,300.4 0.0 in-# 368.3 0.0 in-# 3.225 0.000 in 0.183 0.000 in 43,695.8 0.0 in-# 21,763.7 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 18.00ft clear height, 3.00ft parapet, 6.25in thick with #5 bars at 10.00in on center, d= 2.75in, fc = 3,000.0psi Using: USC Sec. 1914.8 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 43,695.80 in-# Maximum Iterated Deflection 0.183 in Moment Capacity 56,053.55 in-# Deflection Limit 1.440 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Seismic · 56,053.55 in-# 43,695.80 in-# 2, 199.29 in-# 0.18 in 1,179 : 1 0.0113 0.0128 44.28 psi 120.00 psi Wind 52,901.76 in-# o.oo in-# 0.00 in-# 0.00 in 0 : 1 0.0113 0.0128 44.28 psi 120.00 psi Title: Dsgnr: Description : Rev: 560100 User: KW-0601316, Ver5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Tilt-Up Wall Panel Design Description BUILDING A -PANEL 24 I Analysis Data lllllilil E n = Es /-Ee Fr Multiplier for sqrt(fc) Ht/Thk Ratio Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 fc b) c= al .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction 3,122,018.6 psi 9.29 5.000 34.56 Mn= As:eff Fy(d-a/2) -Pu (WallThk/2-Bar Depth) I Additional Values &#'I R &dfM Mlfflriiiii N 6&-WMMWW¥ ffiWGhi @&¼ Sgross Mer= S * Fr Fr= Rho: Bar Reinf Pct Seismic 0.449 in 0.881 in 1.037 in 244.141 in4 16.71 in4 0.00 in4 0.900 62,281.72 in-# bWWfFM i lriWtiifiiWiWM#Mii /MW Job# f'"~J d)t:J Date: 5:49PM, 15 OCT 03 M&WfMt t 78.125 in3 21,395.4 in-# 273.86 psi 0.0214 Wind 0.430 in 0.843 in 0.992 in 244.14 in4 16.25 in4 0.00 in4 0.900 58,779.73 in-# Page 2 it & ff§ !Mif§J Loads used for analysis Wall Weight 75.521 psf 24-091 psf 24.091 psf Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind Wall Wt* Wall Seismic Factor Wall Wt* Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 2,415.00 #/ft 906.25 #/ft 3,321.25 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic = ST * : 1.100 0.750 0.900. 1.300 3,381.00 1,268.75 4,649.75 2,535.75 #/ft 951.56 #/ft 3,487.31 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 . (c/z,? (o 3 r6 /i:97 \ I cf-c i-1-f v/4.f,viel-C.s(c_ -. / !, C/or7, ~~ (2-Z,J ~u\),t(Ql Lvt,-(:) t}G~ 4f2-.'r\ ·· !/(sf,> I ~Pcl?-- C'1'f-r f:l(ed ~ T'"J; -r-J 1>fir;/ ~ 1,~y ~ ) - PCR03243 2742 LOKER AV WEST CBAD CARLSBAD bAKS BLDG A REV ROOF ELEVATIONS & JAMB REINFORCEME PCR Lot#: JAMES C. DOOR TO FROM BUILDING PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT HAZ MAT/ AIR QUAL OTHER SEWER DISTR BLDG GRADING LETTI APPLICANT APPLICANT -=------1--PLAN CORR :___ . . ENG CORR -----.,...-------SCHOOL FORM -~ : I =~--~FD FORM L_ ---p E & M WORKS. __ ! ____________ BLDG FE'.::S COl\/ City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 10-21-2003 Plan Check Revision Permit No: PCR03227 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2742 LOKER AV WEST CBAD PCR Lot#: 0 Valuation: $0.00 Construction Type: NEW Reference #: Project Title: CARLSBAD OAKS BLDG A 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: $120.00 Owner: Total Payments To Date: $0.00 Inspector: FINAL APPROVAL Date: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 10/09/2003 SB 10/21/2003 10/21/2003 $120.00 $0.00 Balance Due: $120.00 6995 10/21/03 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 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. 02 120 .. 00 ' PER"T APPLICATION FOR OFFICE USE ONLY PLAN CHECK NO. pc7Z-c)-3z-z.. 7 CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL _________ _ Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Proposed Use Name Address City State/Zip Telephone u" Name Address City State/Zip Telephone# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to coristruct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name Address City State/Zip Telephone# State License # _________ _ License Class _________ _ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License # _________ _ f6Ji\:~JftfElf8£ClOMRENJ'AT@Nmf~4lWm;rt~~y=~t:T~~.~t~~J?~fJ.E>:~r.::~;;)~~-:zt:f!-i~filr:1.~·1~~~~"::1r;rJ2t&<:~fkl~I.:fW~~;;::; t~·-~:>?l~~~?:~t&t;~;:~~w-~3;:,~i;~~§r~~~~:?F~~~~~::-~J 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. D 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 arid 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 emp_ioyer 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 attorn!ly's fees. SIGNATURE'----------'----------------------DATE _________ _ il~t~qWJ!(Fj1r_lOJJ-4!.lit~J:QJm!iA11JNJ~~l;ift;~'7il~i~~tr:~1~1~i~tij£~~ifli~Vii~i~~~~t1~~~+~~~~~;s!ik~,1~~11JJ.~i-~t12)if£~l~l~~~t~t~½iif?(~;:~rJ·~~tf.t~ii~}f~;;tl)i:!~~~~~J I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 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 _________ _ !fi9Nt.~ltii~ls.it1:!Ju~m'9n1:NQNMi:l(i?~u,ljJi.trul.@N<.\1PlaMJ1~~~~~'if'~~1ii~1::t~:?i~;~~~z;$jZl~~~;;i:;;1,:f·~~ii:.t;:t\f::~,t2~itJf~\11 Is the applicant or future building occupant required to submit a business plan, acutely .t-iaz_ardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME _____________ _ LENDER'S ADDRESS ________________________ _ 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 b"uilding or work . authorized by such permit· o co ced within 180 da s-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 commenced r a rio of 18 days (Section 106.4.4 Uniform Building Code). '\)PPLICANT'S SIGNATURE ,/\ YELLOW: Applicant PINK: Finance DATE .c-lc>=c....,7f-/~-L ..... _0_3 ____ _ EsGil Corporation In Partnersliip witli qovernment for '13uiCaing Safety DATE: October 17, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1223 REV (PCR03227) PROJECT ADDRESS: 2742 Loker Ave. West PROJECT NAME: Carlsbad Oaks, Lot 7 SET:I Building A D Aj3g~ANT ,, JURIS. ~t;A; EVIEWER D FILE Revisions C8J 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 1nformation. 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: C8J 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: Previously-approved plans 10/13/03 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 j1' .i /., .... Carlsbad 03-1223 REV (PCR03227) October 17, 2003 jv ALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1223 REV (PCR03227) PREPARED BY: Kurt Culver DATE: October 17, 2003 BUILDING ADDRESS: 2742 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 , . ..,. , Plan Check Fee by Ordinance Type of Review: D Complete Review D Structural Only D Repetitive Fee G Repeats * Based on hourly rate Comments: D Other 0 Hourly 1 j Hour * Esgil Plan Review Fee ($) $120.ool $96.ooj Sheet 1 of 1 macvalue.doc Sht:.:Z..1.'. .. ,~ .... Of: ............... . Date: .. ~/4,.j.p.., ......... .. Job# ... 480 ) I ¥-1 i J,z ~ 784 (Ji.. 1 '4~S tod c~ !1 r; t f?.,. ' :;ni-O('\ I I. J W-t..; i~ .. -1&4:; lL; z: 7,.01 IO CV:~ ~'h C..tq /1..., R..o1YltitN1J1;11,,.. Io J.~ ,1 t,,. it \ <- fUttf.A1,f "'1.'t.,t;~~ { f' 2 1568 (4 ') '-~ c.1"7. G 1/-,, "f'~. rzpC/_D#=--Uf?t.t /;;,#~Ar 41 @. t,,/ j ;o a. 4, 't-0 "Z. ~· l/ <;,(!' stJ JJ-viJ. so @ 'ft.,..- 107 W. Huntington Drive, Arcadia, Califo~7~. ~ ~ ~ e;; Phooff.(626)446-9206 Fa~(626)44 f V ~ .;J (is, (iS, // . ff/ . . · ~-Jamee C. Dorr, AIA · ~ Architect Project: ... C!.ttJ.&"'"i<~l.:J.t) .. cP.JP.k.,/J. .. ':. .. ?..{lt.? ... .. Address: .. /1 ............. ~f{;.&Ut .. l.).e,;riT. .. .. .. "-i . ./J.M-.(,,.JfMC? ... C::k ............ . 0:o$~-~-rtt&' < l ---+-) I ----11 ~t)1~ ----r-. ,.. f' I f?C0r -r:. o, gs {I!', g It: ) .:-1 rr, .,c:; 1c (/~ '$/4 1 ~ J>~(/,/1 ~~tf liJOl-~~ 107 W. Huntington Drive, Arcadia, California, 91007 Phone: (626) 446-9206 Fax: (626) 446-4615 Sht: ................... .Of: .............. . Date:.8/.1.~/P..J ............. . Job #.-Z.W·?,,,t,,qe. .. ... 1°L'O~ ~ ~ ,l \ c_,,· ·~ ~ C \? ~·s. ~D('j C~~(e,"0") (1-0{03 "f-T-r _ ~ 1 It! t 0 -_I..,,~-: • I '< ~,_- d?vr-1 e: t... ~ .e+ 0 P-K@J "1 q""-5 (\.)-ee2J $ <:S>rl o·t.AJJC-~ .s <2f- c;::, +:: ,::; -, --1-e /o, t""-J <'"1 7' {.,_ r5 A-If ,d,e) . C , 1-/-'( >-e{ F ; / 1~) UJ"uw PCR03227 2742 LOKER AV WEST CBAD CARLSBAD .OAKS BLDG A Q.C CORRECTIONS& ROOF FRAMING REV PCR Lot#: JAMES C. DOOR -..:o - N• ... ~.,..., ,_ - TO FROM BUILDING PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT HAZ MAT/ AIR QUAL OTHER SEWER DISTR BLDG GRADING LETTER APPLICANT APPLICANT ~---=r -= ~~NG~~~R. ----~' ____ SCHOOLFORM I ___ CFO FORM ---i PE Bs. M WORKSHEET .... -.L ·-·-···-· ..... 1='1 ~'.,3 e::-r:.': SQMPLETE ,, / 4' I -,•j /