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HomeMy WebLinkAbout2721 LOKER AVE W; ; CB061644; Permit~-'-ti ,· City of Carlsbad 16~5 Faraday Av Carlsbad, CA 92008 08-01-2006 Commercial/Industrial Permit Permit No: CB061644 . Building Inspection Request Line (760) 602-2725 Job Address: 2721 LOKER AV WEST CBAD Permit Type: Tl Sub Type: Parcel No: 2090814000 Lot#: Valuation: $320,110.00 Construction Type: Occupancy Group: Project Title: i , Reference #: XNERGY:, 3,7~0 SF NEW OFFICE INDUST 0 VN Status: Applied: Entered By: Plan Approved: 5,406 SF Tl OF EXISTING, 10,133 SF WHSE. Issued: ISSUED 06/07/2006 JMA 08/01/2006 08/01/2006 Applicant: XNERGY STE100 2237 FARADAY AV CARLSBAD CA 92008 438-7676 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee STD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee $1,227.24 $0.00 $79'7.71 $0.00 $0.00 $67.22 $Cl.DO $1,474.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Inspect Area: Plan Check#: Owner: PACIFIC STARR ESSEX-CARLSBAD LL C C/OJOHN F PIPIA 650 SIERRA MADRE VILLA AVE #100 PASADENA CA 91107 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $2,382.38 $2,199.12 $0.00 $0.00 $1,062.88 $981.12 $77.00 $20.00 $46.00 $0.00 $2,252.95 $0.00 $0.00 ?? $12,587.62 Total Fees: $12,587.62 Total Payments To Date: $12,587.62 Balance Due: $0.00 Inspector: BUikDING PLANS _V_I Tl\.NT STORAGE _ATTACHED Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code-Section 3,32.030, Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED-that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading-or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which ou have revi u I n iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. 0615801-2 0049 OQ/07/2006 001 33 F~~ff!C~~~NL Y .PLAN CHECK NO.C6()~ \ /,.qlf ~ EST. VAL. 3t?; £&35,, 0-6 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Plan Ck. Deposit -3;.)Q, 1' }() Validated By jY!iJ2 1 Date 0(7. __ Address (i~~-q/ 9 ~ Total # of units Assessor's .Parcel.~--· 0 Existing Use ·! · _ · · Proposed ·Use ~,-08,/-+o betJCELW,f~~ ~ME Name Address · · City State/Zip Telephone# Fax# ¾3;: .. APPlilCAN,T. · ~raotor ... ~nt:fur:Co: ractor ->r;tewner .•i:,;;;.,;.enHot·0.wner · ·:·:, .. :·( , ·· ,: . ;-.. ::: : .~ ·:;~'-'.·. · "";·,···;;<.::;,, .. ,,:: · ~-·: :.· ·,;_:-.-":'.:,, ·;• :·· ·, -->?v~ ___ uit~i-·-~y--· : ... uv, .. ~~ ............ .,.~.~,.-.... -cf;,:r¥'·"·"?'~_ ... o/61>-;·-··~:.~~ Name Address City State/Zip Telephone # ,, .. -~·· ,.. ................ ". . . " ... '. . ,"' .......... .. ,4.: ,:fR02cl:3'NEuc~· . · .... · ... · '·-· Name Address ·city State/Zip Telephone# ~-J~QNJ'.:BA¢1QB·~.1PP.~P,A~Yi/.~f,ffi ,. .......... ,~ -· ,. . . :.: : : .,, .. . (Sec. 7031.5 Business and Professions Code: Any City or County which requires a pElrmit 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 exempti;!n, -~~ation of Section 7031.5 by any appli~IJt.!or a permit subjects the applicant to a civil penalty of not.mor_e than five hund_red dollars [$50011:, '7.1. 2S,Ntqc#Y :;z_7-37QJUMY/'fV~., 0~) 44 9~ 7~,,4:tt,,.;7r;;1D Name · · Address City State/Zip Telephone# State License# ff/ bt}/'fi License Class P1 e,-+,&J-C{Cf-3';. City Business License#~-_____ _ Designer Name Address City State/Zip Telephone State License It~-----~--- /6;_: WPRKERS~ ,COMPENSATION' ....... ~--·. · .. · .. · _·· ~-~ _. ;. .. ~.· ·•··•· ·.-.-~~-·<.; .'•, .. _ . .-.·::,_;:~"c\.·.··:;;',•.;:7. · Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of _the following declarations: 0 I have and will maintain a .certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of j!'lli' 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 co nsation ii:ls ance carri rand policy number are: . . . _ l · Insurance Company ~-b,,=i....,ti_..L..!..:::i::.1-J.-,.FJL+-l;;A;A-c""""-"-""-""'v Policy No. ~ O(_plJ5" 3 \ 7 Q ol, Expiration Date J Q_al.e_ / CLJ (THIS SECTION NEED NOT BE COMPLETED IF ONE HUNDRED DOLLARS [$1001 OR LESS) ' 0 hat in the p~rf;;mance of the work for which this permit is issued, I shall not em'ploy.Jany person in any manlier so as ·WARNING: Failure to secure worke thousand dollars ($100,000), in a SIGNATURE ~12·.::...:_owN.sff::llOJEP~ft.pec;llA.~ . I hereby affirm that I am exempt o ation Laws of California. e Contractor's License Lav,, 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 solc!fithin 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). ~ 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. r (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 plim· 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 __ ~------ fgoMf(ETE:THIS. sgcmorfFOJlNON-RESIOEN:71AL.8Ull:.DINGfiRMITS .ON!;Y · · ·. ". -~ · .:-u 0 > · · ;,\ _ · T. · · :·.f..&-\::-p, ·7 ',,--,~>:-:,¢>'.v··:,;,;:"/ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration fo~r risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES [ii' NO · D YES !Y""'No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? ~o. Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 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. . 1tl~~(?.NUJW<@J.Qlil1t,!PJ&.c;i.:A®N<;;.'(.{~:;,;; ::.. , . _,_: :~.---: :~; '"¼ =--=~L.;;:~;., I hereby affirm that there is a construction lending .agency for the performance of the work for which this permit is issued .(~eq. 3097(i) Civil Code). LENDER'S NAME ~/JfCoJ/AQtlllAl-fA!/K.. LENDER'S ADDREss 4-270 erce-,dlJt /,ttv#k I tdr}z;l.tl c4 9h'57-l41:h !9{ APffl,lCANTCERTIFICAT~ •... _ .. ~. <·.-_ · · .... , ... · .. ; ' .. ,, _ .. _ ._.· . , <:,::--;,,;,. · 7~;;5.]i,Y:7F:,, ~ ... · '.i,;;''':7~:~~c::~:;:::r.~ 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 C_arl~bad 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 WH H MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for ex EXPIRATION: Every permit issued by the authorized t:>y such permit is not commence at any time after the work is commenced f vat' ns over 5'0" deep and demolition or construction of structures over 3 stories in height. ui i g Official under the provisions of this Code shall expire by limitation and become null and void if the building or work t m O days from the date of such permit or if the building or work authorized !Jy such permit is suspended or abandoned o of 180 days ($action 106.4.4 Uniform Building Code). WHITE: File YELLOW: Applicant PINK: Finance Inspection List Permit#: CB061644 Type: Tl INDUST XNERGY:, 3,740 SF NEW OFFICE 5,406 SF Tl OF EXISTING,10,133 SF WHSE __ (?.~!~. ·--· _ l~f?~Cti(?f!J!.e'!l __ Inspector Act Comments ·-·-------- 05/11/2007 89 Final Combo PC AP 05/11/2007 89 Final Combo RI PM PLEASE 05/10/2007 14 Frame/Steel/Bolting/Weldin RI NO TYPE?# LEFT 05/10/2007 14 Frame/Steel/Bolting/Weldin PC WC 05/10/2007 89 Final Combo PC co WORK NOT COMPLETE RESHEDULE FOR 5-11-07 PM. 04/05/2007 89 Final Combo PC co GUARD AND HANDRAILS, EXIT SIGN @ REAR AND F.D. APPRV. 03/20/2007 89 Final Combo PC co SEE LIST 01/29/2007 14 Frame/Steel/Bolting/Weld in PC AP 01/29/2007 17 Interior Lath/Drywall PC AP 01/29/2007 84 Rough Combo PC PA FIRE DEPT APPRV. REQD. @ CONF. RM T-BARAREA 01 /24i2007 39 Final Electrical PC PA WILL CALL W/SUITE INDENTIFICATION . THEN OK TO RELEASE ELEC. 01/24/2007 98 BMP Inspection PC AP 01/18/2007 17 Interior Lath/Drywall PC PA U/F TOILET RM 01/18/2007 98 BMP Inspection-PC AP 01/04/2007 17 Interior Lath/Drywall PC AP 01/03/2007 23 Gas/Test/Repairs PC NR 01/03/2007 31 Underground/Conduit-Wirin PC AP 01/03/2007 84 Rough Combo PC AP OKTODW 01/02/2007 84 Rough Combo PC NR NO ONE ON SITE 12/28/2006 24 RoughiTopout PC PA TOPOUT ROOMS 12/27/.2006 14 Frame/Steel/Bolting/Weldin PC PA 12/27/2006 17 Interior Lath/Drywall PC PA 1 )CONF. RM. COPY RM., HIGH WALLS @WAREHOUSE 12/27/2006 24 Rough/Topout PC PA 2) RECEPTION, TOILET_ RMS, INTERIOR OFFICES 12/27/2006 34 Rough Ele9tric PC PA 12/27/2006 44 Rough/Ducts/Dampers PC PA 12/21/2006 17 Interior Lath/Drywall · PC PA PERIM. OFFICES 12/20/2006 17 Interior Lath/Drywall PC PA PERIM. OFFICES OK 12/20/2006 34 Rough Electric PC PA . HARD LID AND EXP .. RAFTER AREAS 12/13/2006 14 Frame/Steel/Bolting/Weldin PC PA PERIM. OFF.ICES WALLS AND HARD LID AREAS 12/13/2006 34 Rough Electric PC PA 12/13/2006 44 Rough/Ducts/Dampers PC PA 11/29/2006 84 Rough Combo PC PA OK TO ONE -SIDE AND INSUL. EXT. WALLS 09/22/2006 11 Ftg/Foundation/Piers PC AP DRYPACK 09/13/2006 11 Ftg/Foundation/Piers PC PA UTILITY TRENCHES,AND PIER FTGS OK TO POUR SLAB PATCHES 08/31/2006 11 Ftg/Foundation/Piers MC AP COLUMN FOOTINGS & RE- INFORCEMEN,: PER PLAN 08/14/2006 31 Underground/Conduit-Wirin PC AP FLOOR BOXES 08/02/2006 21 Underground/Under Floor PC AP Monday, May 14, 2007 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 05/11/2007 Permit# CB061644 Inspector Assignment: PC Title: XNERGY:, 3,740 SF NEW OFFICE Descrip~ion: 5,406 SF Tl OF EXl~TING,10,133 SF WHSE. Type:TI Job Address: Sub Type: INDUST 2721 LOKER AV WEST Phone: Suite: Location: Lot 0 Inspector:~ OWNER PACIFIC STARR ESSEX-CARLSBAD LL C Owner: CJ3 L L C Remarks: PM PLEASE · Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final· Mechanical Act Comment Requested By: NA Entered By: JANEAN P4:-_· _____ _ ----------------------------------------- Comments/Notices/Holds · Associated PCRs/CVs Original PC# lns12ection Histo!Y Date Descr_iption 05/10/2007 14 Frame/Steel/Bolting/Welding 05/10/2007 89 Final Combo 04/05/2007 89 Final Combo 03/20/2007 89 Final Combo 01/29/2007 14 Frame/Steel/Bolting/Welding 01/29/2007 17 Interior Lath/Drywall 01/29/2007 84 Rough Combo . 01/24/2007 39 Final Electrical 01/24/2007 98 BMP Inspection 01/18/2007 "17 Interior Lath/Drywall 01/18/2007 98 BMP Inspection 01/04/2007 17 Interior Lath/Drywall Act lnsp Comments WC PC co PC WORK NOT COMPLETE RESHEDULE FOR 5-11-07 PM. co PC GUARD AND HANDRAILS, EXIT SIGN @ REAR AND F.D. APPRV. co PC SEE LIST AP PC AP PC PA PC FIRE DEPT APPRV. REQD.@ CONF. RM T-BAR AREA PA PC WILL CALL W/SUITE INDENTIFICATION THEN OK TO RELEASE ELEC. AP PC PA PC U/F TOILET RM AP PC AP PC j ,.. I DATE: July 27, 2006 JURISDICTION: Carlsbad PLAN CHECK NO.: 061644 EsGH Corporation I-n <Partnersliip with government for <.Bui(aing Safety SET: II <-~ ~PPLICANT z~URIS. D PLAN REVIEWER D FILE I . /'pROJECT ADDRESS: 2721 Loker Ave. West :'/ . •I :/ PROJECT NAME: Office T.I. for Xnergy D The plans transmitted herewith have been corrected where necessary and substantially comply with.the jurisdiction's building codes. ~' The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The 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: _cg] 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: \ . / Fax #: Mail ,'@/' ~ REMARKS: 1 LEA~E AVE THE ENGi El::R/ARCHIYECT OF WORK TO SEAL AND SIGN EACH SHEET OF-HE PLA . 2) PLEASE H ETHE ARCHITECT INDICATE ON THE PLANS THAT THE FOLLOWIN~--STING HANDIG PED REQUIREMENTS WOULD BE FIELD VERIFY FOR CONFORMANCE AJ Ramps shall n . ncroach into any accessible parking space or the adjacent access aisle. ction 1129B.4.3. B) Show a sufficient space in the toilet room for a wheelchair to enter the room and close the do , per Section 1115B. 7 .2. The space is required to be: Doors are not permitted to encroach into this space by mote than 12 ,nches. PLEASE SEE WOMEN'S ROOM By: Bert Domingo Esgil Corporation D GA D MB D EJ D PC Enclosures: 7/18/06 trnsmtl.dot _/ 9320 Chesapeake Prive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 v,· __ .. ,, DATE: June 26, 2006 JURISDICTION: Carlsbad PLAN CHECK NO.: 061644 EsGil C.orporation In (1!artnersliip wit/i qo'f!ernment for (}Jui(aing Safety SET:I PROJECT ADDRESS: 2721 Loker Ave. West PROJECT NAME: Office T.I. for Xnergy ~P-P-bl~T ~ ·-i:CPLAN REVIEWER D FILE ·O The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. O· 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. 0 The plans transmitted herewith have $ignificant 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 Corporatibn 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: Jason Davis . 2237 Faraday Avenue, Ste. 100 Carlsbad, CA 92008 ·D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ·[8] · Esgil Corporation staff did a·dvise the applicant that the plan check has been completed. Person 2~~<r.JyJr'f (J/"9 Telephbhe #: (760) 438-7676 Date ~t~/~~(by: l~ Fax #: 7679 Mail--i-efephone ~ax~ Person . D REMARKS: By: Bert Domingo Esgil Corporation 0 GA a MB a EJ O PC Enclosures: 6/12/06 trnsmU.dot 9320 Chesapeake Drive, Suite 208 + San Diego, ·California 92123 + (858) 560-1468 + Fax (858) 560-1576 -, ---,-- )' Cadsbad 06·1644 June 26; 2006 PLAN Rl:VIEW CORRECTION LIST TENANTIMPROVEMENiS . . PLAN CHECK NO.: 061644 OCCUPANCY: B/ S1 TYPE OF CONSTRUCTION: V N? ALLOWABLE FLOOR AREA: SPRINKLERS?: ? REMARKS: DATE PLANS RECEIVED BY -JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: June 2.6, 2006 FOREWORD {PLEASE READ)z JURISDICTION: Carlsbad USE: Office/Warehouse ACTUAL AREA: 19543 SQ. FT. STORIES: TWO HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/12/06 PLAN Ri;VIEWER: Bert Domingo 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 tbe 1997 UBC. The following. items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1 ~97 Uniform Building Code, the approval of the plans does not permit the violation of any state, county ot 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 11st when you submit the revised plans. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1997UBC) tiforw.dot Carlsbad 061644 June 26, 2006 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 c·alculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2:700. 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. 2. Plans and calculations shall be ·signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. 3. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 editions of the California Building/Plumbing/Mechanical Codes and the 2004 edition of the California Electrical Code, which adopt the 1997 UBC, 2000 UMC, 2000 ·upc and the 2002 NEC. 4. · UBG Section 107 .2 requires the Building Official to determine the total value of all construction work proposed under this permit. The value shall include all finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, fire extinguishing systems and any other permanent equipment. Please provide the designer's or contractor's construction cost e_stimate of all work proposed. 5. Please show the distance between the buildings on the site plan. 6. On the first sheet of the plans indicate: • Type of construction of the existing building, • Sprinklers: Yes or No • Present and proposed occupancy classifications of the remodel area, + Justification to exceed allowable area in Table 5-B. (if applicable) .. Carlsbad 061644 June 26, 2006 7 . Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained·. ·s. Clearly designate any side yards used to justify increases in allowable area based on Section 505. 9. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below . . • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance With Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS EXPANSION/EPOXY ANCHORS DESIGNER-SPECIFIED OTHER REQUIRED? REMARKS 10. When special inspection is. required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 11. Please show the size and type(slider, fixed, etc) of the windows and the doors on the floor plan. Safety glazing requirements will be checked. 12. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): For clarity, please show on the floor plan the affected glasses. a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. Carlsbad 061644 June 26, 2006 c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and whf;}re the bottom exposed edge of the glazing is less than 60 inches above the walking surface. d) Individual fixee or operable panels, other than those locations described above, that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36 inches horizontally of the pfane of the glazing. 13. Provide a section view 0f all new interior partitions. Show: a) Type, size and spacing of studs. Indicate gauge for metal studs. Specify manufacturer and .approval number or indicate •ito be ICBO approved". b) Method of attaching top and bottom plates to structure. (NOTE: Top of partition must .be secured to roof or floor framing, unless suspended ceiling has been designed for partition lateral load). c) W·all sheathing material and details of attachment (size and spacing of fasteners). d) Show height of partition and suspended ceiling, and height from floor to roof framing or floor framing. 14. Provide notes and/or details to show that the floor and wall finish in toilet rooms are surfaced with a smooth hard non-absorbent material extending five inches up the wall. Similar surfacing shall be provided on the walls from the floor to a height of 4 feet around urinals and within water closet compartments. Section 807. 15. Note on the plans: "All interior finishes must comply with Chapter 8 of the UBC". Specify "Class flame spread rating (minimum) for " 16. The tenant space and new andlor existing facilities serving the remodeled area must be acces$ible to and functional for the physically disabled. See the ·attached correction sheet. Title 24. 17. The width of the rf;}quired level area on the side into which doors swing shall extend 24 inches past the strike edge for exterior doors and 18 inches past the strike edge for interior doors. Titl~ 24. Carlsbad 061644 June 26, 2006 18. · Exits shall not pass through kitchens, store rooms, or spaces used for similar purposes. Section 1004.;2.2. 19. Exit doors should be .c;l mihimum size of 3 feet by 6 feet 8 inches with a minimum door swing of 90· degrees. Maximum leaf width is 4 feet. Sections 1003.3.1.3 and 1003.3.1.4. Please see the barn door · 20. · Note on the plans: "All exits are to be openable from inside without the use of a key or special krtowleoge." lri lielJ of the. above, in a Group B, F, Mor S occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKE.D DURING BUSINESS HOURS." This signage ·is only allowed at the main exit. Section. 1003.3.1.8. 21. . Regardless of occupant load,. a floor or landing not more than 1/2 inch below the · threshold is required oh each side of an exit door used for disabled access (may be 1" maximum where not used for .disabled access). Section 1003.3.1.6. • MISCELLANEOUS 22. . Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 106.3.3: a) Manufacturer's name. · b) · Model name/number. c} ICBO approval· number, or .equal. 23. Guardrails (Section 509.1}~ a) Shall have a height of 42". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table· 16-B .. Please submit calculations. c) . Openings. between railings shall be l.ess than 4". The triangular openings -formed by the riser, tread and bottom· element of a guardrail at a stair shall be less thaA 6". 24. Provide framing sections through the building(at least two) reflecting the new construction and. the ceiling heights . Section 106.3.3. • FOUNDATION 25. Please submft complete foundation calculations. 26. · Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC .section 1804. Carlsbad 061644 June 26, 2006 27. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this . value in the soils report and on the plans. Section 1629.4.2. 28. Specify on the foundation plan or strwctural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 106.3.3. 29. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 30.. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). 31. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. 32. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation ph:m that "Prior to the contractor requesting a Building Department foundation inspection, fhe soils engineer shall advise the building official in writing that: d) The building pad was prepared in accordance with the soils report, e) The utility trenches have been properly backfilled and compacted, and f) The foundation excavations comply with the intent of the soils report" CARLSBAD SPECIAL CODE REQUIREMENTS 33. If special inspection is required, the designer shall complete the attached Special Inspection Notice. 34. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of T Jl's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. De~ails or notes on the plans should make this clear. Nails may be driven perpendicularto T JI flanges. 35. a. Automatic sprinklers are required for buildings having an aggregate floor area of 10,000 sq. ft. or more. Area separation walls shall not be considered to create separate bulldings for the purpose of automatic sprinkler system requirements. Carlsbad 061644 .June 26, 2006 • ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti • ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 1. Please match panel names between single line, floor plans and single line for clarity. 2. Please specify the new panel. conduit and feeder size(s). 3. Please change all references the NEC code cycle date to 2002. I.e., sheet M0.2. 4. Please complete circuitry and homerun circuits for the lighting and power plans. I.e., the reception and large conference rooms lighting plans. 5. Show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having· a second source of power (battery or generator). This is required when two exits are required per the UBC. UBC 1003.2.8.5 and NEC 700.16. 6. In all occupancies where the exit system serves 100 or more occ_upants, provide a minimum of 1 foot-candle of emergency illumination at the floor level and specify a second source of power for the emergency illumination (battery or generator). l,JBC 1003.2 .. 9.2 & NEC 700.16. 7. If utilizing a series-rated system, note on plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" .and "The overcurrent devices shall be AIC rated per manufacturers. labeling of the electrical-equipment". · • ENERGY CONSERVATION 8. Please redo the energy forms and resubmit. Include the warehouse lights and lower the allowed watts since this is not precision work. Also, light fixtures shown and accounted for in the energy forms differ vastly. I.e., fixture type F3 or second floor light fixtures. Note: If you have any questions regarding this Electrical or Energy plan review list please co'ntact Morteza Beheshti 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 plan$. Carlsbad 061644 June 26, 2006 PLUMBING and·MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1. Provide calculations to show compliance with UBC, Appendix 29 "Minimum Plumbing Facilities" . 2. Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. UPC 61'0.0 and/or Appendix '.A'. The water pipe sizing does not match (it's too small) the water calculc;1tion sizing found on sheet P0.1. Please review and correct. MECHANICAL. (2000 UNIFORM MECHANICAL CODE) 3. Detail the roof access ladder to the mechanical equipment. (Include the required side rail extensions). UMC 910.8 (Describe as "new" or "existing") · 4. Detail the primary mechanical condensate waste design: Pipe sizing, routing, and termination areas. UMC 310.0 &. UPC 807.2 5. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.0 • An "air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. UMC Section 203.0 Note: If you· have any questions regarding this Plumbing and Mechanical 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. Carlsbad 061644 June 26, 2006 To speed up the review process, note on this list (or a copy) where each correction item has been c1ddressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes ·have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them ·and where they are located in the plans. · Have changes been made to the plans not resulting from this correction list? Please indicate: Yes D No D 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 Bert Domingo at Esgil Corporation. Thank you. Carlsbad 061644 June 26, 2006 DISABLED ACCESS REVIEW LIST .DEPARTMENT OF STATE ARCHITECT TITLE 24 • REMODELS, ADDITIONS AND REPAIRS 1. When alterations, structural repairs or modifications or additions are made to an existing building, that building, or p9rtion of the building affected, is required to comply with all of the requirements for new buildings, per Section 1134B.2. These requirements apply as follows: a) The area of specific alteration, repair or addition must comply as "new" construction. b) A primary entrance to the building and the primary path of travel to the . altered area, must be shown to comply with all accessibility features. c) Existing sanitary facilities that serve the remodeled area must be shown to comply with all accessibility features. d) Existing drinking fountains (if any) must be shown to comply with all accessibility features. e) Existing public telephones (if any) must be shown to comply with all accessibility features. • SITE PLAN REQUIREMENTS 2. Show that an accessible route of travel is to be provided to all portions of the . building, to accessible building entrances and between the building and the public way, per Section 1114B.1.2. • ACCESSIBLE PARKING 3. At least one in every 8 accessible parking spaces shall be served by an access aisle ~96" in width .and designated as VAN ACCESSI.SLE, per Section 1129B.4.2. 4.. The words "NO PARKING'' shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 1129B.4.2. 5. Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Section 1129B.4.3. Carlsbad 061644 June 26, 2006 6. Show on the site plan the required number of accessible parking spaces for new facilities. Per Table 118-7 the minimum number of spaces is: a) t for each 25 spaces up to 100 total spaces. b) 1 additional space for each 50 spaces for between 101 and 200 total . spaces. c) 1 additional space for each 100 spaces for between 201 and 500 total spaces. d) For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required. e) For greater than 1000 spaces, 20 plus 1 for each additional 100 spaces. 7.. Show that the accessible parking spaces are located, per Section 11298.1 as follows: a) On the shortest possible route to an accessible entrance, when serving a particular building. 8. Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle, in any direction, is ::¼" per ft (2%), per Section 11298.4.3. 9. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: a) A profile view of a wheelchair with_ occupant in white on dark-blue background. b) The sign shall ~70 in.2 in area. c) When in the path·of travel, they shall be posted ~80" from the bottom of the sign to parking space finished·grade. d) Signs may also be centered on the wall of the interior end of the parking .. space ~36" from the parking space finished grade, ground or sidewalk. e) Spaces complying with Section 11298.4;2 shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility per Section 11298.5. f) In addition, the surface of each accessible space is required to be marked · with the international symbol of accessibility. Carlsbad 061644 June 26, 2006 10. Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be ~17" x 22" with lettering not st" in height. Per Section 1129B:5 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates ,issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at ______ or by telephoning---~--" • DOORS 11. Show or note that the maximum effort to operate doors shall not exceed 8-½ pounds for exterior doors and 5 pounds for interior doors, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire doors are utilized, the maximum effort to operate the door may be increased to not exceed 15 pounds. Section 1133B.2.5. 12. Show or note that the lower 1 0" of all doors comply with Section 1133B.2.6, as follows: . a} To be smooth and uninterrupted, to allow the door to be opened by a wheelchairfootrest, without creating a trap or hazardous condition. 13. Show that the minimum strike edge distances are provided at the level area on the side to which a door (or a gate) swings, per Section 1133B.2.4.3: a) ~24" at·exterior conditions. b) ~18" at interior conditions. c) ~12" on the push side, if the door has both a latch and a closer. Figure 11B-26A. . 14. Show a level area, or landing, per Section 1133B.2.4.2: a) ~60" in the direction of door swing. • STAIRWAYS AND HANDRAILS 15. Show that handrails are provided on each side of the stairs, per Section 1133B.4.1.1. Exception: Private stairways 30" or less in height may have handrails on one side only. 16. Provide sections, details or notes to show that handrails are to be located ~34" but ==38" above nosing of treads, per Section 1133B.4.2.1. 17. Show that haridrails extend a ~12" beyond top nosing, and ~12"-plus-tread-width beyond the bottom nosing,. per Section 1133B.4.2.2. Carlsbad 061644 June 26, 2006 18. Per Section 11338.4.2.6.1, provide details, sections or notes to show that handgrip portions of handrails are: a) :2:1 ¼" and :51 ½" in cross sectional dimension. b) The shape may provide an equivalent gripping surface. c) The handgrip portion shall have a smooth surface, without any sharp corners. 19. Stair treads shall be no less than 11" deep, measured from riser to riser. Section 11338.4.5.3. This applies even if basic USC provisions may allow a narrower tread. 20. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 11338.4.4; as follows.: · a) At l·east 2" wide (but not more than 4" wide). b) Placed paralJel to and not more than 1" from the nose of the step or landing. c) The strip shall be as slip resistant as. the other treads of the stair. 21. Note that all tread surfaces comply with Section 11338.4.5, as follows: a) · Stair treads shall be no less than 11" deep, measured from riser to riser. b) Be slip resistant. c) Have smooth, rounded or chamfered exposed edges. d) Have no abrupt edges at the nosing. e) Nosing shall' not project ~1 ½" past the face of the riser above. f) Open risers are not-permitted. • SANITARY FACILITIES 22. Note that the doorways leading to sanitary facilities shall be identified, per Section 111.58.5, as follows: · a) An equilateral triangle¼" thick with edges 12" long and a vortex pointing upward at men's rest rooms. b) A circle ¼" thick, 12" in diameter at women's rest rooms. c) A 12" diameter circle with a triangle superimposed on the circle and within · the 12" diameter at unisex rest rooms. d.) The required symbols. shall be cehtered on the door at a height of 60". e) Braille signage shall also be located on the wall adjacent to the latch _ outside of the doorways leading to the sanitary facilities, per Section 11178.5.7. Carlsbad 061644 June 26, 2006 • SINGLE ACCOMMODATION FACILITIES 23. Show a sufficient space in the toilet room for a wheelchair to enter the room and close the door, per Section 11158.7.2. The space is required to be: a) ~60" diameter. b) A I-shaped space as shown in Figure 11B-12(a) and (b). c) Doors are not permitted to encroach into this space by more than 12 inches. · 24. Show that the water closet is located .in a space, per Section 111587.2, which provides: a) A minimum side clearance of either: i) ~28" from a fixture. ii) ~32" from a wall on one side. b ). ~48" clear space in front of the water closet. • RESTROOM FIXTURES AND ACCESSORIES 25. Show, or note, on the plans that the accessible water closets meet the following requirements, per Section 11158.2.1: a) The seat is to be ~17" but ~ 9" in height. b) The coritrols for flush valves shall be: i) Mounted on the side of the toilet area. ii) Be sl-4" above the floor. 26. Show that accessible lavatories comply with the following, per Sections 1115B.2. 1.2: a) ~30" x 48" clear space is provided in front for forward approach. The clear space may include knee .and toe space beneath the fixture. b) When lavatories are adjacent to a side wall or partition; there shall be a minimum of 18" to the center line of the fixture to the wall. c) The counter top is ~4" maximum above the floor. d) ~29" high, reducing to 27" at a point located 8" back from the front edge. e) ~g,; high x 30" wide and 17" deep at the bottom. f) Hot water pipes and drain lines are insulated. Carlsbad 061644 June 26, 2006 27. Show that grab bars comply with the following, per Section 1115B.8: a) Grab bars shall be located on each side or one side and the back of the water closet stall or compartment. b) They ~hall be securely attached 33" above the floor, and parallel. NOTE: Where a tank-type toilet is used which obstructs placement at 33", the grab bar may be installed as high as 36". c) Grab bars at the side shall be located: i) 15" to 16½" (±1 ") from the center line of the water closet stool. ii) Be ~42" long with the front end positioned 24" in front of the stool. iii) Total length of bars at the back shall be ~36". d) The diameter, or width, of the grab bar gripping surface is ~1 ¼" but ~ ½", or the shape shall provide an equivalent gripping surface. e) If mounted adjacent to a wall, the space between the wall and the grab bar shall be 1½". f) Be designed to support 250#. 28. Show on the plans ~O" height for: a) The operable parts of-at least 1 ;_ i) Paper towel dispenser. ii) · Sanitary napkin dispenser. iii) Waste paper disposal. iv) Other s·imilar dispensing and/or disposal fixtures. b) Tbe bottom edge of mirrors. Carlsbad 061644 June 26, 2006 City of Carlsbad · i-Jihtih,i·l•J4·Ei4i 1114,ii BUILDING DEP AR.TMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 061644 Job Address or Legal Description 2721 Loker Ave. West Owner Address ----------------' ---------------- You are hereby notified that in addition to the inspection of cop.struction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Departµi<;:nt 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 i~ 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 approved. 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 subrp.it 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) ·------ t::::;l:ill LUI<!-'. Fax :185856015?6· Jun 26 2006 14:10 P.19 Carlsbad 061644 June 26, 2006 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 1--7'2A IA J<b?:: A-v-e. W CIIJ?l-S/8A--J> 9Z-d'/0 I PLAN CHECK NUMBER; o (e/1, z.J.t./ OWNER'S NAME: ~X_, N~e-K~<¾,..t.;' Y=------ · I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or, e architect/engineer of record, will be responsible for employing the special inspector(s) quired by Uniform Building Code (UBC) Section 1701.1 for the construction project locat d · site listed above. USC Section 106.3.5, · Signed I; as the. ng ·eer/architect of record, certify that ·I have prepared the following special · inspect' n p gram as required by USC Section 106.3.5 the construction project located at the site listed above. Signed 1. List of work requiring special Inspection: D Soils Compliance Prior to Foundation Inspection 0 Structural Concrete Over 2500 PSl 0 Prestressed Concrete D Structural Masonry D Designer Specified EnglnMrlllArehrto,;1'• ~I l Sl;n1tu,. Mt" l&i Field Welding ~ High Strength Bolting ~ &ispst1irn/Epoxy Anchors D Sprayed-On Fireproofing D Other _____ _ 2. Name(s) of hidividual(s) or firm(s) responsible for the speclal inspections listed above: · A. AMeg.'<r,At;) 11>-?'T<s?-Nk-r\OtJA:L \~p~L::UQ1>)s.. a.---------,-------------------------. c. ---:----------------~--------------- 3. Duties of the special Inspectors for the work listed above: Wb"'"\.,:p I~ ~ . __ _ A, @fop.fl--INSP\;?C{JON Dr SINGikt'.-fB:$5 fl'vl..,lft ~ Kl>[ ~U}.rpiN4 5/2'-'" ltro> op: RAf,c..,vl\fy a-y~s c. Ja'6X'( mc.uns~ V:l?l::H?Y t\?'1...-~ Pt.D1Jt A1:(p ~-ou-r} AND ti'f~17tkklt1]0N cy= lffDXY. AN~ J'e:R PetJllL..S 4J lq 1' ZA>/93 . Special inspec!OI'$ shall check in with the City and present their credentials for approv~I .Qr/QJjg beginning work on tile Job site. ·" · Carlsbad 061644 J1,1ne 26, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 061644 PREPARED BY: Bert Domingo DATE: June 26, 2006 ,1/ q \rl & '"~1· BUILDING ADDRESS: 2721 Loker Ave. West '1 n1. ou ~- BUILDING OCCUPANCY: B/S1 TYPE OF CONSTRUCTION: V N? ~ - BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier ' Mod. T.I. 1~543 ,. 34.37 - Air Conditioning Fire Sprinkle-rs TOTALVAlUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance ',.._ j Plan Check Fee by Ordinance ,.. , · Type of Review: 0 Complete Review D Structural Only D Repetitive Fee _ · -~-1 Repeat$ D Other [] Hourly I. I Hour * Esgll Plan Review Fee Comments: ($) 671,693 671,693 $2,227.481 $1,447.861 $1,247.391 Sheet 1 of 1 macvalue.doc Carlsbad 061644 June 26, 2006 VALUATION AND PLAN CHECK FEE{REVISED 8/3/06) . JURISDICTION: Carlsbad , . PREPARED BY: Bert Domingo PLAN CHECK NO.: 061644 DATE: June 26, 2006 BUILDING ADDRESS: 2721 Loker Ave. West BUILDING OCCUPANCY: B/S1 TYPE OF CONSTRUCTION: V N? BUILDING AREA Valuation . Reg. VALUE. PORTION ( Sq. Ft.) Multiplier Mod. 9146 34.37 .. T.I. ~9e43 ·34.37. ! Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance · ~ ,j Plan Ch~ck Fee by Ordinance ""': j Type of Review: 0 Complete Review D Structural Only D Repetitive Fee L3Repeats Comments: D Other D Hourly I Hour * Esgil Plan RevJew Fee ($) 314,348 ~,,, ,..,...,., -,--- $314,348 671,693 $1,208.76 $2,227.481 $785.69 $1,447.861 $676.91 $1,247.391 Sheet 1 of 1 macvalue.doc 1/ ,,,..1 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB c9,G / ( 0 c{c( ADDREss div( Lo {(yG RESIDENTIAL RESIDENTIAL ADDITION MINOR ( <$10,000.00) DATE TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER·-----------~------- DATE_, ____ / __ _ ENGIN DATE ___ (......,,_g-+-"-lj-+--vi /i_o -~ _ Docs/Misforms/Planning Engineering Approvals ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. D Calculation based on. building plancheck plan submittal. . Address: -~--:..-;4---lo_lc_re--=G::;.__~----r---=-Bldg. Permit No. __ ~_G_/_/_~_Cf_,_1/_ Date: {o d Y 'II~ . Checked by: ___ _ Date: ____ _ EDU CALCULATION : List types and square footages for all uses. ~ Types of Usi,: oil . Sq.Ft./Units:~&t, c). 0 5 _ Types of Use: q . Sq. Ft./Units: . EDU's: _____ . =-=~==--=~'-'--'--'~~ _ist types and square footages for all u8_;??, ~ ~ Types of Use: ----1~r:;..._+---Sq. Ft./Un.its: J&, ( f Dl ~T's: 7.3 ADT's: Types of Use: --------,-Sq. Ft./Units: ------------ FEES REQUIRED: 'WITHIN CFO: DYES (no bridge & thoroughfare fee in Dh,trict #1, reduced Traffic Impact Fee) D NO D 1. PARK-IN-LIEU FEE PARK AREA & #: ___ _ FEE/UNIT:. ____ _ X NO. UNITS: __ _ D 2. TRAFFIC IMPACT FEE ADT's/UNITS: _J__._~3 __ X FEE/ADT: 2 6 D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 : ADT's/UNITS: ____ _ X FEE/ADT: ------ --/_,,-.--~--=$ _____ _ DIST. #3 __ ) =$ c:::::::::::= D 4. FACILITIES MANAGEMENT FEE ZONE: ..::> T~ ~q\/ ~ UNI~ ~Q.FT./UNIT:~ 5P =$ #;,;1r( ,---/ / D 5. SEWER FEE . EDU's: ~-d~.i BENEFIT AREA: G X FEE/EDU: ~$ ;Jo\0-i-\ / . EDU's: 2, of~ X FEE/EDU: //9-=-$ r ------ D 6. SEWER LAT!:RAL ($2,500) =$ ~ .7 D 7. DRAINAGE FEES PLDA~-~- ACRES: _____ _ HIGH--~ /LOW___ ~ X ~8AC: =$~ D 8. POT AB~E WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION 1 of2 Word\Docs\Mlsforms\Fae Cal~ulatlon Worksheet Rev. 7/14/00 _-ft, - lSJ DD ~DD 'Sl,D-D PLANNING OEPARTMEt,4T BUILDING PLAN CHE.CK REVIEW CHECKLIST PlanCheck-No.csQe-]~ Address Z...7?--\ LIZ>~ 0...ei5t Planner Erin Endres Phone (760) 602-4625 APN: ~o,,-o~l -Ao,,... CJD -------------------------------Type of Project & Use:. _______ Net Project Density: _____ =D=U=/A ..... C,___ Zoning: ___ General Plan: Facilities Management Zone: ___ _ CFO_ (In/out) #_Date of participation: Remaining net dev acres: __ _ Circle One (For non-residential development: Type of land used created by this permit: _____________________ _, Legend: ~ Item Complete D Item incomplete -Needs your action Environmental Review Required: YES NO TYPE ___ _ DATE OF COMPLETION: _________ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES ____ NO TYPE ___ _ APPROVAURESO.NO. _ __, ______ DATE ___ _ PROJECT NO. __________ _ OTHER RELATED CASES: ____________________ _ Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:. ______________________ _ Coastal Zone Assessment/Compliance Proj~ct 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 . Detern:tine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO __ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Ac.tlons: . ,, . , :., . ,._ : 1. t • -" • . 1, -.... ~ 1.) Stamp Building Plans as "Exemptn or "Coastal Permit Requiredn (at minimum Fl.oor Plans). 2), Complete Coastal Permit Determination Log as needed. · · lnclu_slonary Housing Fee requ'lred: YES NO (Effective date of lnclusionary Housing Ordinance-May 21, 1993.) Data Entry Completed? YES_ NO_ a (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fe$.~, 900,sJ{~c_t.Hpu,i(lg: 'ti~, ..... ·. ·; · Enter.fee, U~DATE!) , . · i;\ ,,~:·,, .. "'. ' . H:IADMIN\COUNTER\BldgPlnchkRevChk!st' Rev 9/01 ~DD 'fs:! D D fSJ. DD ~DD 5:JDD D Site Plan: 1. Provide a fully dimensional site plan drawn. to scale. Show: North arrow, property lines, easements, existing and proposed structures, stre~ts, exia~ing street improvements, right-of-way · ' width,idimen~io11al setbacks and existing .topographical lines (Including all side and rear y1;1r.d slopes). 2. Provide legal description of property and, a$sessor' s ·parcel.numbfjr. '. . :J . • . Polley 44 -Neighborhood Architectural Design Guldellnes 1. Applicability: YES . NO __ _ 2. Project complies YES. __ NO __ _ Zoning: 1. Setbacks: Front: Required_-______ Shown _____ _ Interior Side: Required Shown _____ _ Street Side: Required Shown------ Rear: Required Shown _____ _ Top of slope: Required Shown _____ _ 2. Accessory structure setbacks: Front: Required ______ Shown _____ _ Interior Side: Required Shown _____ _ Street Side: Required Shown _____ _ Rear: Required ·Shown _____ _ Structure separation: Required Shown _____ _ 3. Lot Coverage: Required ______ Shown _____ _ 4. Height: Required ______ Shown _____ _ 5. Parking: Spaces Required ______ Shown _____ _ (breakdown by uses for commercial and Industrial projects required) . Residential G!Jest Spaces Required 4:S: Shown _:/:_'7--+---- OKTO \6&tte.AN•ratr~,Af'PROVAL INTO COMPUTER J_e__ H:\ADMIN\COUNTER\BldgPlnchkRevChkl1t. Rev 9/01 ~DD 'fs:! D D fSJ. DD ~DD 5:JDD Site Plan: 1. Provide a fully dimensional site plan drawn. to scale. Show: North arrow, property lines, easements, existing and proposed structures, strejatS, exia~ing street improvements, right-of-way · ' width,idimen~io11al setbacks and existing .topographical lines (Including all side and rear y1;1r.d slopes). 2. Provide legal description of property and, a$sessor' s ·parcel.numbfjr. '. . :J . • . Polley 44 -Neighborhood Architectural Design Guldellnes 1. Applicability: YES . NO __ _ 2. Project complies YES. __ NO __ _ Zoning: 1. Setbacks: Front: Required_-______ Shown _____ _ Interior Side: Required Shown _____ _ Street Side: Required Shown------ Rear: Required Shown _____ _ Top of slope: Required Shown _____ _ 2. Accessory structure setbacks: Front: Required ______ Shown _____ _ Interior Side: Required Shown _____ _ Street Side: Required Shown _____ _ Rear: Required ·Shown _____ _ Structure separation: Required Shown _____ _ 3. Lot Coverage: Required ______ Shown _____ _ 4. Height: Required ______ Shown _____ _ 5. Parking: Spaces Required ______ Shown _____ _ (breakdown by uses for commercial and Industrial projects required) . Residential G!Jest Spaces Required 4:S: Shown _2/:_'7--+---- OKTO \6&tte.AN•ratr~,Af'PROVAL INTO COMPUTER J-z H:\ADMIN\COUNTER\BldgPlnchkRevChkl1t. Rev 9/01 . Carlsbad Fire Department Plan Review Requirements Category: TI , INDUST . Date ofReport:07-17-2006 Name: Address: :Permit#: CB061644 Job Name: Jo\, Address: XNERGY: 19,543 SF TI, INCLUDIN 2721 LOKER AV WEST CBAD Reviewed~ 1TI1t the necessary plans and/or specifications, with changes "clouded", tot Conditions: · Cond: CON0001437 [NOT MET] Please submit egress plan to include occupant load information. Entry: 06/14/2006 By: MS Action: CO · Cond: CON0001534 . [MET] Corrections made to sheet A2.3 dated 7 /13/06 satisfy the fire departments requirements. Entry: 07/17/2006 By: MS Action: AP ly - " ,,,, .. _. ' ~-• <:.. '.' ' -"/-. ,_~' : , ~ : .-, .. ;' ., -· ' ~ ' . '1 • ' ' . " ' •, ·,.'.,. '' ~: ·. ·: ' . -, . . , ,-' ' ,.• . '' . ' ' -.· ',•. . . . ' , , • !...~. ' .. ';. , • . -, t, . ' ',' , :, -,, '-·:~ -· • I • . SOB s. CLEVELAND ST. ocEANsiciE, oA· s2tJ54 ' ' '' . ' '• . ... PH.· 06"0J ss6-6855 PX, ',(76Dl BBB-q360 , ,.E:-:mail: dsi@~urfc;:lsi.com '. -.,· . . -~ STRUCTURAL CAL-CSULA;TIONS · _ _. ~ . -. ' ' ·. . ~ .• ' . -~ ,;-,.:-· . '_. ,_ ,.., -,-.. ,: I ~ • > ' ,* ,' f F , -.... -,· r. " ,-· • ' ",• -·- : ~ I• ._ • • ' ' . . ~, , " ' . . . ,_._ '~--' .. ) . . • T._., ,' ...,_, . ,, ._, > ,. -_. ,... ·. ~ : , . - .' :,., -~ ·_ 1, . , '•• ... I • •: ,' • ~ ,_: f • ~-' : ~ ' •• : ~. , _,.. •,. r :.,; , •, .... ~ ·-,, -·~ ~ ' '. . ,. 'i .- ' . ' -:·" '. .: ., -~ - ,' ''•, -· ... : . ' ,_,. __ ' ' '·· -- • ' • • v·,~ • ' ,-~· . ~ . · . ...-... ; '. .. . ' . '~ .-,' . ' . ' .. _ ~: ' --~ -, ,. \ . . . . . . :, . .:- '{ ' : ,.:, . 272FLOKER Aw.: w. : ... (;~$~~.~;'\;: '. ~. :.-·' -, . (DSIP}l();lECt Nd~ 06145) , .. . ' . . .. :, , --~ ' --. '' - .·-· ... , ,' •<, '', ' : I :-' '~', -I , • f ' • ' ) , _, · TABLE. OF:CONTENTS ." • .·, < ,-• --, . '·. ', ' ·r •. , __ ; ·., ·'· · ... \ ... ' -. ~.-··>; .. ::. ITEM . •, , __ . . · PAGll}· · . '_:· ·-,, ,·-. -. ' .< •• : -• •• l'' • .' • -: :/; -,_. : • ;. -~ '_1 l- : :., . . ,· ,_. .:.: ,· '; •.,. '· ., ~· : . ' . • •· ,r t' • ,-. , '. ' ' > ~ ·, , ' . '' ~ . .. . . 'Cat~g~cyE. · .. FOUNDATIONDESiGN' · ·,·. · '. · <:~'!'it ~~6us', '·, ,, .. ' ' ~-' .. ~· ' : .: , ,I,. • ';"., •• • '• .. j• ,< ' ! . ~ i. ' ";. ' .. ' ,, ' ,. -. ~ ·~. ._, ' ·~ ' ' .. ~ '' ··-~ . , . : . ,_ ~ , ;; . ,. ' .· -, __ ., ; ,·, ... -' •,;•1 'I', ... ·:\ I• , . ._ . ,· ···.'•.' -; ', .. - "'-:-, ..... :--. ' . • • ~ I . -,. .. (' ,,'' . '.:; '· ., ..... ·,_, ' . ·, .. ': ·.· ,·:,:1 ' ! .. · ........ ,.,• ·.: )c • , ; ,-,; i .. !t •• • .·.-,-,. ,· .. ',, .. · _,,J' 0 • ON>, ., , .·- . 68if: .1.1 :·--~::--·-~ .~ ;' / , , , / / // ~'? :c ,. 0 z· w ___J 0::: 0 5:: w 1--z ___J ___J -~ w 6 = ~ ,- ,- I (9--'--1--~ (E) 1 O" THICK FUL~ -HEIG_HT WALL - -~ I ~~ -~j${} ' ~ . 1~\) II . I Wl2x J fl~ · /,.-rn --, r tiC n i J i ' .~ /; ,: -0 ,_ ; : '. ~ . / ~"'' i ~ ' ' _J I ~ , ' /' ,( 1) -Ll41'c -= j s.4-'ic'.4\c'.~ H:::::.lJ -{ =er' . / . ~'f.~ .· . "{ \~ eoL . . I Li"l k ' 1>112x p~tlx . / -~~-) , k I' I ~'<1/ -= (oK I o/c, T--i,,,c,p _I 'Vl:-,,q" \ BY·"' 'iq.o ~ '4)( (/ l --j I PA]> : 11 •. i 11· l !II ((~v \ -~-- ~ . ·. .,.. ;,r'/ ENGINEER) .' ,,,,.-~)< I~ . .. -., \ I r \ .. ' .·-·\( i • I 11; ' ,. ' 1 · ; I ,b X ?iI' ~Ii'~ . 3;i-~Q .' f Af> I ----1 I ;r-OPEN I t{. i~t~ vi 11".===/l) II', / II II SKYLIGHT 11 II ,, ' II ~===~ X N ~ I • -I a. . ;, -.1ECONO FLOOR · ADDITION t . ->-'~ I . {;.7K p..: -t L OPY#1 ·' !" ' .fJ EN TO BEU I• ~--· rzIZZf/ . jrrCHENETI I·· UNISEX kESTROOM \ t:: I 1-· . --,-f-- 1-'1l2X . Wl2x .---1 ? __ ')( 1;, -\/!5-Q:;..!.~ A. \ ±;. · l I I //. _h,.&r-, , r r~ ,. . . -~ r "'Y /0 (OOC{'. l i7 I I .j SALES , NTRANCE ti . -~*~ ,, ~-I ._;; IL/ :,·~ -SIDE l:;, I· ·-/ -, 1 Jv1-sf . . __ _.lht---i . '!, .. ,}"t -/· --EXl5m(;c::ol'ICFeE!E I -,j y_.J . 4!,-'+ ---~ I TILT-UP WALL )-4 'PAP ' ----., , I p,w ') I P® , I -,,. , , ,,.. == (ii I , SIDE ·~ . i1 EXITJ ¾ F*D FOonM4 \. ; n -" ~-'f-~ 9~ ! ! ' ----LOltD5 f. MIN s,~- CD d) Q) & I ®· - JOB ' . XfVh1Uly I I DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 s. Cleveland Street SHEETNO. ___ /_:_/ _____ OF __ 7 /4-:-0-(; __ _ CALCULATED BY· _ _,_(?1'--"-, -----DATE_-"f(---C...---OCEANSIDE, CA 92054 · PH. (160) 966-6355 FAX (!60) 966-6360 . Email: dsi@surfds1.com CHECKEDBY ________ DATE _____ _ SCALE---------------- , 2 3 4 :. 6_7 a; 2 ;:i .i 5 n; a~ 2 3 .s 5 o ~•-s;a;23o1se1E1~23.:su:s12:\ 7 6 i. 2 3 4 5 6 7 8 l 2 ., -:, • 6-J u 1-r(Ll) /2/r! t . . : . . .............................. ; ...................................... ; ............ . :· ..... . . ·--1~/f· ... tJrt;L. . ... :..... .......... ...... . . ;·--......... . ................... : ................. ············:· ............................... ; ....................... a f/J5TJ ~-:5 1 (), C, : w~•l0)r &'J:i~/~_, _______ L ______ )_ ----~; : __ ----i----------,-'.: : ---N;-15r;,,_7fJJ'/ii). ~rz,s 11. n-. i , -i . rvri-1XK w .. • x tJ. Tl'it: s~'l,---r _ • } _ ~~ :_.: ~,£_{ff g_~J{~i 1t:)Lf.&g-;}fz--e: k2_iE~'.ar: -"t<: ' ' -+ r.5~ 1>1~~!''11~ -e-J1,uy ! -· I , 1 . : · · ; · l · s ; ; ; '. i ; . r,8~i--CIJN/ft;Cf)()N : ' !--: __ ,V_: __ ;t;;;, ;?_ f~'.~-._-;--. ---r:-,-:_ -~--r-~ ----;---~: --,,,, !---'. .• ' -r--. r-.; . ;;i.£#, 11-(rt'),~ /o so. :IF· ; · . '.J 't[:iJ11Js) . : · · i . ; . : : · ---~rv Yi''.¢-IA",> xi-i-..-1~3 -!----; ----.................. ~-• . .. • • ..•••..••• .. 6 ............... -: .. ········ : ............... . , a'1/:-/-;·-lf!f~-# ·; ; : . · · ' .. i ·l : . e "3 -r),;, 31s· 3/;N ( ii,1-1· "J'~ 1 2;o~ I . . : ' . /n/Q?iv/riJ'i1r -:-~~!"/ t!J:-ef.:,-p;q:)zur /?T-' &) kyr t 11 t#iS ' -,.,, ---------' . . ·. I = : · · ."'~ f~5r ::, ..... ' ... . . ... .. .. . .......... ,. ~--~ .. .. ... . .... ... .. .. ... .. ... , .. . ........ ............ , ............ .. . ' ' Ar v;r!, . . ........ ·-· ..... . ..... , ................ .. ............................. ;' ....... . .. ·; ......... .. ............................... 8 . . ' '-._ :-.. ,; . " ':.. . ' \• .. ' ·.. . ~ ~ : . . :Ir<: .. ::··· .... i,:>< .·.;:Y{<· · ::.··-:• I i < > •.... · ·.·• ... : STRUCTURJ\VCAf ClJLAT~ONS. ' . •; .. ·, ; ·, .. '' . . . ·,, : : jf{)'.lt) ' ·----~iii-,;._ ·1· -~-'._:._ .····,-: ... __ · :·. _ _.--': " .. . ·.·, '~. . / ·, . ',; :-</~·-\: ./ ._',' ' ' ' :1· .·.:. ,: . :·, . . ·:.· ... ,· '. ~ J • • • • • ' ' • I • '. • ' _, <" • ~ ' I ·,: I f • • , • ·l~i{;'·' .,(·>:·' -~ .. ·;:· ....... <: ~--·:·: · .. • < c ' ..., • ,I. ,\ ' . . . , _ . -. :.: ·-. cAtsIBAID ··tA 920·10 · ' ', o •' ,: ; , ,,. -> • -J'. • I --, ,.._, .. - i '-. ' ': . _:, ~ ' : ·,. .... ' ' ·I:, .0 _, . . , ;. n,f<tyJ4;,)dO~< i ' ,• , \ "'.!, • ·,,· •, ' '• • • .._ •-. •, ' . ) ~ . , : ',,· ,· ' ' ' • ~~: :, : • ~·1 : :,;-<·: __ : . : . ._.._ -. '.· ': :I.: f: · .:'--: . ~ C • • • • • ; •• -~-r.~u.~. oF::co~l:NTS · . : , . · ITEM·.· ·. -. -·-... ; .0 · PAGE · 'I :> /, \" >J)ESIGNC~IUA; ,':'.:\. 'i> ·. •'' '' 1'3 :~I/_· " ·. _,_~ .. _:_~1, .:'•. Category A. i~D ~L.?:?RBEAM.S'.'AND~fO~-~~NS· ·: .. 4-3({ · -. Cat~gory B.. ·. LAIB!UL i\N~;S·I~ ~ NEW2Nb ~FLOOR . · · 3i-36 . · I , _. >· Ca~gory C. BnA2ED ~~ i : ' · · · , . . 37:54 : ·' : , ••. ' , , • ,: ', ,. / • . • ~~~~D. L,\i.Efu~'\I:1:~~; ~ ~J~~ SHELL ~DG ..• 55-66 . : · ··. :I::::.> ... -. ·, _:; :~ . :_", . ·, :. Cat~goi:y E.'' F.OUNDATION b.E:StGN~·;a· -.:·· · -;,: .·. 67""69' ' ' '•• -·, • • ;· • • , < 'I \ ,, ' ' • • ' -, ' ' ~ ', < ': > : ' < .' -:_ : : '.._ .' ,, •' • ~-' • • •, ' • • f -{ •'' " • l • ,' :,, •• ,, --'• -. -. ' ,.. ~. ' '· . ~ -~ . : -.. ' . -, .., . . - ,' ' l ', I • < ' • ~ . ' . . .~-~ -·~ :, •,' ' . -' , ..... ' ~-' ' • •• ·, , • 1 •y -•• -' . ._, ' .. , . ' -. . '. ·.;:' '. '· ', ' ' :' ,; '-· ',.-·.··, ' :: • ·1 '.:. ~-: • -. • i' ~-~ .. ~· ' . ,_, ;,"". ·, '-... , ~. ·_ -~ ,._, •' ': , -, '), ,': ~' • ,7 ,, I~~.·,• '. ' ' ,._ ,· .:.' ,., ., ' ... I I I ·1 ( I I I I I 1·· \ I I I I I I 1. I I mm II rn Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Xnergy T.I. JOB# 06145.00 SHEETNO. I OF' 7.b CALCULATED BY Y.S. DATE 5/06 CHECKED BY DATE SCALE - DESIGN CRITERIA I I I I I 1:. I I I I I .1 I I I ~~~~~~il Dunn Savoie Inc. ffl $1 rn Structural Engineers · 908 S. Cleveland St. · · Oce~nslde, CA 92054 . . . . . 1 ·· 1-• . Tel: (760) 966-6355 Fax: (760)966'-6360 DESIGN LOADS (El.ROOF DEAD LOADS (osfl B.U.R. w/Re-roof 4.0 1 /2" PIYWOOd 1.S · 3.125x22.5 GU~ @ 81 o.c .. 2.2 2x Purlins (@ 24" 0.7 Batt Insulation (0.2xThic!<) 1.0 ME&P 1.1 Misc· 1.5 :EDead Load 12.0 Live Load 20.0 (N) 2ND FLOOR DEAD LOADS <osfl Flooring 1.2 3/4" PIYWOOd 2.5 . 1-1 7/8"TJI · 3.0 Steel Beams 2.0 Ceiling 2.0 Sprinklers 1.5 ME&P. 1.0 Miscellaneous 0.8 I: Dead Load 14.0 Live Load 50.0 100.0 125.0 WALLS DEAD LOADS Interior <osfl 5/8" Gyp - 1/2" Gyp ES .. 4.4 4" Metal Studs (@ 16110.c. 1 Batt Insulation -(0.2xThickness) Miscellaneous 0.6 I: D~ad Loads 6.0 XnergyTI_Design Criteria JOB SHEET NO. CALCULATEl;l BY CHECKED BY SCALE reducible + 20;0 psf partitions office (reducible) · stairs (reducible) stor~ge Xner9~ T.I. 6145 ~ OF BP DATE 5/06 DATE 5/8/2006 I I I I I I I I I I I I I I I I I I . Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 SHEET NO. 17 . Fax: (760) 966-6360 DESIGN CRITERIA GODE: 1997 Unifrom Building Code (USC) 2001 California Building Code (CBC) SEISMIC: WIND: Z= I;:: 0.4 (Zone 4) SOIL TYPE= R= 1 SD 4.5 1.0 1.0 Na~ Nv= Ca= 0.44 V = 2.5 Ca I W/R V= 0.245 W V/1.4 = 0.175 W LRFD ASD CALCULATED BY CHECKED BY SCALE EAST-WEST 70 MPH EXP B HEIGHT 0'--15' 20' 25' ~o· 40' WIND LOAD (PSF) 10.2 11.0 11.8 12.4 13.8 WOOD: 97 NOS 2x & 3x Douglas Fir-Larch No. 2 >3x Douglas Fir-Latch No. 1 FOUNDATION CRITERIA CLASS OF MATERIALS (PER USC TABLE 18-laA) ALLOWABLE SOIL PRESSURE FOR D+L LATERAL SLIDING RESISTANCE PASSIVE EARTH PRESSURE Y.S. 5 1000 PSF 130 PSF 100 PCF OF DATE 5/06 DATE I I I I I I I I I I I I I I I I I I. I m $ 11 rn Dunn Savoie inc. XnergyT.I.. 06145.00 JOB JOB# Structural Engineers \.\, 908 S. Cleveland St. SHEET NO. OF Oceanside, CA 92054 CALCULATED BY . 5/06 Tel: (760) 966-6355 DATE Fax: (760) 966-6360 CHECKED BY DATE SCALE 2ND FLOOR BEAMS AND COLUMNS :r f--(.'.) z w _J 0:::: 0 0:::: w f--z _J _J <( 0:::: w > 0 N '----.. ~ n (EJ 1 O" THICK FULL-HEIGHT WALL I i ~ r, , ),;r(s· lriW~2x :~, • 712~:j ! I SERVICE ~ \ ·'-,, __ _ GINEER ~ MMISSIONING / I A T TING & BALANCE Jr )1 i LOBBY PLOTTING / ESTIMATING Wl2x / D~FTER (~===?1 I' ' '. ·-·1 ,: SVJU~ri I 11 ESTIM ll;;'===~ OR ;r-OPEN BELOW r;==:,7 Ii SKYUGHT ii ~~~=~~» X'. N '.r ~. STAIRS #1 ED6E OF NEW SECOND FLOOR ADDITION L OPY#1 ~ c::.-:: -'\ ~ --, ~ .::--~; !; -= /= -~\:.:: '::,:J /; EN TO BEL _J r- w u ~ jlTCHENETl UNISEX ~ESTROOM --,,"-, \ / / "'L~ ::lil SALES #2 -----,---------- . • t'<I.X \ w ,c c,,cCK ~ , . SALES -===--... ~=--· ___ ..... : .... ;;;-___ .,==----~-·---·-··----···· 7 , Wl2x / - ' / / I L L;;;~E .-, !' M. #2 11' EXISTING CONCRETE tTRANCE p M · #i I !!\ C" SMALL C ONF. I TILT -UP WALL RM#2 7 / ··---··s IDE I EXIT I L ___ ~--- 1 I ¾ I I I I I I. I I I 1. I I I ' I· I I I I I Dunn Savoie Inc. ID,$ m Structural Englneers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 BMCD ··w f ', 11! + 0-rL # (TL) b7Z. # (TL) '-72,,-# (DL) 212 # (DL) 4oo # (LL) ~ #'(LL) BM® w f 14,' + ~l} # (TL) q77:> # (TL) qfi> # (DL) ~i # (DL) · 1'7'5' # (LL) "'D1S # (LL) BM@ w f H,l$11 A .A + "l]qk # (TL )~z,ik 7-lk>ik i:rt\(# (TL) k !,o\ I< # (DL )i_ 'rbl< 1,.q~ ),<JI IC# (DL) 4-{k 7dli'# (LL) 7_1 ~k # (LL)-z.t/·t{K i,I, JOB XNERGY JOB# 06145.00 SHEET NO. -h OF · CALCULATED BY Y.S. DATE 5/06 CHECKED BY DATE SCALE l"' . (I 4+ 1.-o y~ 1t == t+b PLF (DL) w '7ox{::: 67 PLF (LL) USE l_l1/'"b TI"t vto @tb"' it:1,c., DIC= .o.qo Lin, = Llgt;;'l/, < Ll-w,o OK! t~ ~ * ::: l ~ PLF.(DL) w ~-\'11) X t. -lh7 PLF (LL) 11½ (f USE T3"1 '2-\.? Q:. 11., o,C-.D/C= Q,..C(o ' LlTL = LI &7q < Ll,l+o OK! ~! f l 4-X -::C + b X lo -:::; '"l '¼ '$' PLF (DL) w I ,.,t . [~X ~= I Sb';) PLF (LL) USE Wh~lb , DIC= o-it1t LlTL =Lin~. < Ll7i+o OK! ·~</$wleu/ I <!) TJ-Beam®6.20Seria1Nu:b~ri3os111~~ness 11 7/8" TJI® 210@ 16" o/c 7 I I. I I I I I I I I- I I I I User: 2 5/16/2006 4:37:45 PM Page1 EngineVersion:6.20.16 THIS PRODUCT Mf;ETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Jlti-· -----------,.~ · I I o------~-12· _______ ...., Product Diagram is Conee1>tual. LOADS: Analysis is for a Joist Member. Primary Load Group-Office Bldgs -Offices (psf): 50.0 Live at 100 % duration, 14.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 400 / 272 I O 1672 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E T J-Strand Rim Board® 2 Stud wall 3.50" 2.25" . 400 I 272 I O 1672 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E T J-Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1000 1000 1655 , Passed (60%) Rt. end Span 1 under Concentrated loading Vertical Reaction (lbs) 995 995 1110 Passed (90%) Bearing 2 under Concentrated loading Moment (Ft-Lbs) 1878 1878 3620 Passed (52%) MID Span 1 under Floor loading Live Load Defl (in) 0.097 0.290 Passed (U999+) MID Span 1 under Floor loading Total Load Defl (in) 0.163 0.579 Passed (L/854) MID Span 1 underfloor loading TJPro 57 30 Passed Span 1 -Deflection Criteria: $TANDARD(LL:U480,TL:U240). -Deflection analysis is based on.composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. ~Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. · -2000 lbs con_centrated load requirements for standard non-residential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (J J). T J warrants the sizing of its produqts by this software will be accomplished in .accordance with T J product design criteria and code-accepted design values. The specific product application, input design loads, and stated dimensions have peen provided by the software user. This-output has not been reviewed by a T J Associate. -Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodologywas used.for Building Code UBC analyzing·the TJ Custom product listed above. I PROJECT INFORMATION: OPERA TOR INFORMATION: I Copyright© ?OOS by Tr1!s Joist, a Weyerhaeuser Business TJI® and TJ-Bearn® are registered trademarks of Trus Joist. I e-I Joistffl,Pro~·and TJ-Proffl ·are trademarks of Trus Joist. C:\Tim Shao\Xnergy T.I\Columns & Bearns\TJI\l.srns 1 ,· ~l~l~\~~ 11 7/8" T JI® 210 @ 12" o/c ~::~ 7 :~;~e0~:r!:i!~:s:.;0~6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN I I I I I I I I I I I I I I· I CONTROLS FOR THJ= APPLICATION AND LOADS LISTED ---------14'----------'> Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load G_toup-Storage -Light (psf): 125.0 Live at 100 % duration, 14.0 Dead SUPPORTS: Input Bearing _Vertical Reactions (lbs) · Detail · Other Width Length Live/Dead/Uplift/Total 1 Stud Wall 3.50" 2.25" 875./ 98 / OJ 973 2 Stud wall 3.50" 2.25" 875 / 98 / 0 / 973 DESIGN CONTROLS: Maximum Design Co.ntrol Shear (lbs) 1000 1000 . 1655 Vertical Reaction (lbs) 995 995 1110 Moment (Ft-Lbs) 3206 3206 3620 Live Load Defl (in) 0.334 0.34'0 Total Load Defl (in) 0.371 0.679 TJPro 55 30 •Deflection Criteria: S.TANDARD(LL:U480,TL:U240). End, Rim · 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® End, Rim · 1 Ply 1 1/4" x 11 7 /8" 0.8E T J-Strand Rir,:i Board® Control .Location Passed (60%) Rt. end Span 1 under Concentrated loading Passed (90%) Bearing 2 under·Concentrated loading Passed (89%) MID Span 1 under Floor loading Passed (U488) MID Span 1 underfloor loading Passed (U439) MID Span 1 under Floor loading Passed Span 1 -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracingJs required to achieve member stability. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software devel9ped by Trus Joist (T J). T J warrants the sizing .of its products by this sqftware will be accomplished in accordance with T J product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. -Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the T J Custom product listed above. PROJECT INFORMATION: Copyright© ~005 by Trus Joist, a Weyerhaeuser Business TJI® and 'I'J-Bearn® .ire registered trademarks of TruS Joist. OPERA TOR 'INFORMATION: I e-l Joistm, Pro"' ·and TJ-Pr'offl are trad,emarks of Trus Joist. C:\Tim shao\Xnergy T.I\Colurnns & ·aeams\TJI\2.sms I I I I I I I I I I I I I I I I I I- I Rev: 560100 User: KW-0602938, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Description BM3 General Information Fy -Yield Stress 36.00 ksi Title: q Job# Dsgnr: Date: 4:33PM, 16 MAY 06 Description : Scope: Multi-Span Steel Beam Page \\server2\users\yshao\shared\en Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Load Duration Factor 1.00 Spans Considered Continuous Over Supports I ~pan Information . I Description Span 1 Span2 Spana Span ft 11.00 12.00 11.00 Steel Section W12X16 W12X16 W12X16 End Fixity Pin-Pin Pin-Pin Pin-Pin Unqraced Length ft 0.00 0.00 0.00 !Loads I Live Load Used This Span ? No Yes Yes IJead Load k/ft 0.235 0.235 0.235 Live Load k/ft 1.563 1.563· 1.563 I Results I Mmax@Cntr k-ft 0.12 13.59 15.42 @X= ft 1.03 5.28 6.89 Max @ Left End k-ft 0.00 -11.58 -26,87 Max @ Right End k-ft -11.58 -26.87 0:00 fb: Actual psi 8,084.8 18,768.7 18,768.7 Fb : Allowable psi 23,760.0 23,760.0 23,760:0 fv: Actual Bending OK Bending OK Bending OK psi 888.9 4,573.0 4,67'.5.1 i=v : Allowable psi ·14,400.0 14,400.0 14,400.0 Shear OK ·shear OK Shear OK I Reactions & Deflections I Shear@ Left k 0.24 9.51 12.33 Shear @ Right k. 2.34 12.06 7.45 Reactions ... DL@Left k 1.01 2.98 2.98 LL@Left k -0.77 8.87 21.41 Total@ Left k 0.24 11.86 24.39 DL@Right k 2.98 2.98 1.01 LL@Right k 8.87 21.41 6.44 Total@ Right k 11.86 24.39 7.45 Max: Deflection in 0.028 -0.082 -0.084 @X= ft 7.19 , 5.44 6.38 Span/[)eflection Ratio 4,794.3 1,758.0 1,575.8 I Query Values I Location ft 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 Shear k 0.24 9.51 12.33 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -11.56 -;26.87 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I I I I :I I I I I I I I I I I I I I I: Dunn Savoie Inc. . Structural Engineers 908 S. Cleveland St. ID$ rn Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 BM© + ~b, # (TL) #(DL) #(LL) BM© {fo"l.o # (TL) ' # (DL) #(LL) w p/ w ,.~'. " r 'l 7 ~t + . H~lO# (T~) # (DL) # (LL) + 4,o?.O# (TL) #(DL) # (LL) JOB . XNERGY . JOB# 06I4s:oo SHEET NO. [o OF CALCULATED BY Y.S. DATE 5/06 CHECKED BY DATE SCALE '27~ PLF (DL) W= ~ME. JG .~4- ~"t>~ PLF (LL) f fol o # t= -71g_o =ft (~L) (!.L) (eM?) USE Wl'l~lb , DIC= ~r,,__i LlTL = LI 101-< LI 1,.4-0 OK! W= I?! If ...,..t;_o _x ..... 1_+_12_~_x_;.....,:;---=-~_-1_'? __ _,PLF (LL) USE W \2 Y-llf ·LiTL = LI ht~ < LI~ OK! I I I I I I I I I I I I I. I I I Rev: 560100 User: KW-0602938, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC·Engineering Software Description BM4 Title: Dsgnr: Desqription : Scope: Steel Beam Design \\ Job# Date: 4:33PM, 16 MAY 06 Page \lserver2\users\yshao\sharecl\e mm General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy Steel Section: W12X14 Center Span Pinned-Pinned Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Left Cant. 12.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL& ST Act Together Right Cant Lu : Unbraced Length Distributed Loads #1 0.273 0.383 #2 #3 DL LL ST Start Location End Location Summary 12.000 Using: W12X14 section, Span= 12.00ft, Fy = 36.0ksi End 'Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 .Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stresf fv/ Fv I Force & Stress Summary Max. M+ -Max. M- Max. M@Left Max. M @ Ri_ght Shear@ Left Shear@ Right . Center Deft. Left Caht Defl . Right Carit Defl ... Query Def! @ . Maximum 12.06 k-ft 4.02 k 4.02 k -0.122 in O.OOOin 0.000 in 0.000 ft Actual 12.062 k-ft 9.729 ksi 0.409 : 1 4.021 k 1.688 ksi 0.117 : 1 DL ..Qn1y_ 5.17 1.72 1.72 -0.052 0.000 0.000 0.000 Reaction @ Left 4.02 ,1. 72 Reaction @ Rt 4.02 1. 72 Fa calc'd per Eq .. E2-1, K*Ur < Cc I Beam Passes Table 85.1, Fb per Ea. F1-1, Fb.= 0.66 Fy I Section Properties W12X14 Depth Width Web Thick Flange Thickness Area 11.910 in 3.970in 0.200 in 0.225 in 4.16 in2 Weight 1~xx 1-yy s-xx S-yy #4 Allowable 29.459 k-ft 23.760 ksi . 34.301 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs,Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.122 in 2,762.0: 1 1,183.4: 1 «--These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 12.0p 4.02 4.02 -0.122 0.000 0.000 0.000 4.02 4.02 -0.122 0.000 0.000 0.000 4.02 4.02 WM. 14.1~ #/ft. 88.60 in4 2.36 in4 14.878 in3 1.189 in3 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k r-xx 4.615 in r-yy 0.753 in Rt 0.950 in I I .1 I ·I I I I I I I I I I I I I Rev: 560100 User. KW-0602938, Ver 5.6:1, 25-0ct-2002 [c),1983-20(}2 ENERCALC Engineering Software Description BMS General lnform~tion Steel Section: W12X16 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads um: DL LL ST Start Location .End Location I Point Loads ' mm Dead Load Live Load Short Term Location mary #1 0.273 0.383 12.000 #1 1.010 7.780 11.500 13.00 ft 0.00 ft 0.00 ft 0.00 ft #2 #2 Title: Job# Dsgnr: Date: 4:33PM, 16 MAY 06 Description : Scope: Steel Beam Design Qalculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi N4Q #3 #4 #5 #6 #7 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft k k k ft Beam OK Static Load Case Governs Stress Using: W12X16 section, Span= 13.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000· Actual Allowable 34.018 k-ft 23.760 ksi Moment fb : Bending Stress . fb/ Fb Shear fv : Shear Stresl fv/ Fv I Force & Stress Summary """; ;; i 2 Max. M+ Max. M- Max. M@Left Max. M @ Right Shear@Left Shear@ Right Center Def!. Left Cant Defl Right Cant Defl ... Query Defl@ Maximum 21.35 k-ft 5.36 k 11.51 k -0.222 in 0.000in 0.000 in 0:000 ft 21.352 k-ft 14.913 ksi 0.628 : 1 11.513 k 4.365 ksi 0.303 : 1 DL __Qn!y_ 6.81 1.98 2.51 -0.070 0.000 0.000 0.000 Reaction @·{..eft 5.36 1.98 Reaction@ Rt 11.51 2.51 Fa calc'd per Eq. 'E2-1, K*Ur < Cc I Beam·Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 37.984 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Deft) -0.222 in 2,214.1 : 1 701.7: 1 «-These columns are Dead + Live Lc;iad placed as noted -» LL LL+ST LL LL+ST @ Center @ Center @ Cants @ Cants 21.35 k-ft 5.36 11.51 -0.222 -0.222 Q.000 0.000 0.000 0.000 0:000 0.000 5.36 5.36 11.51 11.51 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I ·I I I I I I I I I I I I I I I I I I. Dunn Savoie Inc. Structural Engineers 908 s. Cleveland St. m $ rn Oceanside, CA 92054 I Tel: (760) 966-6355 Fax: (760) 966-6360 BM® w 4 17' Ii 11' + tlfi~ # (TL) 17,hk S-,~qk# (TL) I s.t7k # (DL) ?..,q/k o,ilk:# (DL) r,n.k #{LL) l~,6iJ< t,n-K# (LL) BMW w +r fr-----,1.---,---+..-~-,5--'r) ~.q # (TL) l~l0-# (TL) 136 # (DL) '{ti # (DL) ~L #(LL)· l>~b # (LL) BM®· w + ''"' 7'70 # (TL) · # (DL) # (LL) + 7t7o # (TL) # (DL) # (LL) JOB XNERGY JOB# 06145.00 SHEET NO. l'3 OF CALCULATED BY CHECKED BY SCALE w Y.S. DATE 5/06 DATE I -,--_14-_x __ ~..__+_b._x_l0_ 1 _I ?__.] __ PLF (DL) ' lit.x· _lL = bii ----"'---....!::.--=---------·PLF (LL) USE Wp,Y-.1t , DIC=o..7°4- L\TL = LI 11q~ < Ll'7Jl,o OK! ( __ 14 __ t __ io ___ )_x __,1 1 ...... ~ __ ~b ____ .PLF (DL) W= lb . __ 5o ..... x~1 .. .,,... ___ , ...... l ______ .PLF (LL) . I lb 4o .JJ. fbX~'X'"K,_ = ~ r-1 0 L\TL ·=LI l~i < L/~ OK! ( (J)L) (LL) CJwr' .L:iTL:::: o, l fp,( 11 < 2-L/140 =-o,S:-t 9' 0 ,.,,. I I ,-., ., [1. ........ ~TJ..,...._ ._X___.t __ b __ ~_bb ____ .PLF (DL) w p.. Ct1v17) ""b_a v_b_X_----___ . l ___ b _::::_b_lf-.,....1.. _____ .PLF (LL) USE VJJ1.:"I( t b L1r1 _ = _ LI 't.;_61 , DIC= 0,7-:, 7 < Ll-,Jw OK! I I I I I I I I I. I I I I I I I 1-- 1 Rev: 560100 User: KW-0ii02938, Ver 5.6.1, 25-0ct-2002 (0)1983-2002 ENERCALC Engineering Software Description BM6 General Information Fy -Yield Stress 36.00 ksi Title: Dsgnr: ·Description : Scope: Multi-Span Steel Beam I~ . Job# Date: 4:33PM, 16 MAY 06 Page 1 \\server2\users\yshao\shared\e Calculations are designed toAISC 9th Edition ASD c!nd 1997 UBC Requirements Load Duration Factor 1.00 Spans Considered Continuous Over Supports I Span_ Information Description Span 1 Span2 Span_ ft 17.00 17.00 Steel Section W12X19 W12X19 End Fixity Pin-Pin Pin-Pin Unbraced Length ft 0.00 0.00 !'Loads Live Load Used This Span ? Yes No Dead Load k/ft 0.137 0.137 ~ive Load k/ft 0.688 0,688 I.Results Mmax@Cntr k-ft 21.75 0.07 @X= ft 7.25-15.98 Max @ Left End k-ft 0.00 -17.38 'Max @ Right End k-ft -17.38 0.00 fb: Actual psi 12,205.8 9,752.0 Fb : Allowable psi 23,760.0 23,760.0 fv: Actual Bending OK Bending OK psi 2,811.7 765.2 · Fv : Allowable psi 14,400.0 14,400.0 Shear OK Shear OK I Reactions & t;)eflections Shear@ Left k 5.99 2.19 Shear @ Right k 8.03 0.14 Reactions ... DL@Left k 0.87 2.91 LL@Left k 5.12 7.31 Total@ Left k 5.99 10.22 DL@Right k 2.!:)1 0.87 LL@Right k 7.31 -0.73 Total @ Right k 10.22 0.14 ·Max. Deflection in -0.269 0.083 @X= ft 7.93 6 .. 12 Span/Deflection Ratio 758.4 2;457.6 I Query Values . Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 5.99 2.19 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -17.38 0.00 0.00 0.00 0.00 0.00 b.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 n I • m m I I I I I I I I I I I I I I I I I I- I Rev: 560100 User: KW-0602938, Ver 5.6:1, 25-0ct-2002 . {c)1983-2002 ENERCALC Engineering Software Description BM? General information Section Name Beam Width .Beam Depth Member Type Load Dur. Fader Beam End Fixity TL: 1.75x11.875 1.750 in 11.875 in 1.000 Pin-Pin I ~ull Leng.tti-Uniform Loads Title: Job# Dsgnr: Date: 4:33PM, 16 MAY 06 Description : Scope: General Timber Beam \\server2\usersl shao\shared\en Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span Left Cantilever Right ca·ntilever TL, 1.7E Fb Base Allow FvAllow FcAllow E 12.00 ft ..... Lu ft ....• Lu 5.50.ft ..... Lu 2,600.0 psi 400.0 psi 880.0 psi 1,700.0 ksi •• • • h l&ih rm;;;; 0.00 ft 0.00 ft 0.00 ft 4t¢ MiSi&A§ Mib i Ab Center DL Left Cantilever DL Right Cantilever DL 46.00 #/ft #/ft 46.0Q #/ft LL 67.00 #/ft LL #/ft LL 67.00 #/ft Point Loads Dead Load· Live Load ... distance Summary 40.0 lbs lbs 17.500 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft bs lbs 0.000 ft s lbs 0.000 ft Beam.Design OK Span= 12:ooft, RightCant= 5.50ft, Beam Width= 1.750in x Depth= 11.875in, Ends are Pin-Pin Max Stress Ratio 0.216 : 1 Maximum Moment -1.9 k-ft Allowable 8.9 k-ft Maxim1Jm Shear* 1.5 Allowable Max. Positive Moment Max. Negative Moment 1.60 k-ft -0.92 k-ft at 5.302 ft .at 12.QOO ft Shear: @Left @Right Max @ Left Support Max @ Right Support Max.Mallow fb 562.84 psi Fb 2,600.00 psi Deflections 0.00 k-ft -1.93 k-ft. 8.91 fv Fv Center Span... Dead Load Deflection -0.018 in ... Location 4.884 ft ... Length/Def! 7,785.9 Camber ( using 1.5 • D.L. Defl ) ... @ Center 0.028 in @ Left 0.000 in @ Right 0.058 in 5i58 psi 400.00psi Total Load -0.093 in 5.721 ft 1,549.11 Reactions ... Left DL Right.DL Camber: 0.20 k 0.65k Left Cantilever ... Deflection ... Length/Def! .Right Cantilever ... Deflection ... Length/Def! @Left @ Center @Right Max Max ea Loa -0.000 in 0.0 -0.039 in 3,415.9 1.1 k 8.3 k 0.60k 0.84k O.OOOin 0.028in 0.058in 0.60k 1.50 k otal Load 0.000 in 0.0 -0.161 in 818.9 I I I I I I I I I I I I I I I I Title: Dsgnr: Description : lb Job# Date: 4:33PM, 16 MAY 06 Scope: Rev: 560100 User: KW-0602938, Ver 5.6.1, 25-0ct-2002 {c)1983-2002 ENERCALC Engineering Software Steel Beam Design Page \\server2\users\yshao\sharedlengineerm Description BM8 · General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy Steel Section : W12X16 Center Span Pinned-Pinned Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Left Cant. 14.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act T.ogether Right Cant Lu : Unbraced Length I Distributed Loads waa " .# 1 #2 #3 DL 0.366 LL 0.642 ST Start Location End Location 14.000 Using: W12X16 section, Span= 14.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, 'LDF = 1.000 _ Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres1 fv/Fv I F.orce & Stress Summary Max. M+ Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right CenterDefl. Left Cant Defl Right Cant Defl ... Query Defl@ Maximum 25.09 k-ft 7.17 k 7.17 k -0.296in O.OOOin 0.000 in 0.000 ft Reaction@ Left 7.17 Reaction@ Rt 7.17 Fa calc'd per Eq. E2-1, K·Ur < Cc 25.088 k-ft 17.523 ksi 0.737: 1 7.168 k 2.717 ksi 0.189 : 1 DL __Q_Q)L 9.36 2.67 2.67 -0.111 0.000 0.000 0.000 2.67 2.67 I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy I Section Properties W12X16 WWW&i UM Depth Width . Web Thick Flange Thickness Area 11.990 in 3.990in 0.220in 0.265 in 4.71 in2 Weight I-xx 1-yy S-xx S-yy i&I aa am' SSE4&iiti!MlibGlf.W MR #MM#IM iNMill!b ¥Li£\WS:S #4 Allowable 34.018 k-ft 23.760 ksi 37.984 k 14.400 ksi 7.17 7.17 -0.296 0.000 0.000 0.000 7.17 7.17 #5 -0.296 0.000 0.000 0.000 7.17 7.17 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.296 in 1,519.8: 1 567.0: 1 k-ft k-ft k-ft k-ft k k 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in k k 16.00 #/ft r-xx 4.676 in 103.00 in4 r-yy 0.774 in 2.82 in4 Rt 0.960 in 17.181 in3 1.414 in3 I XNERGY JOB# 06145.00 Dunn Savoie Inc. JOB $ rn Structural Engineers 17 m OF 908 s. Cleveland St. SHEET NO. 5/06 I Oceanside, CA 92054 . CALCULATED BY Y.S. DATE I Tel: (760) 966-6355 DATE . Fax: (760) 966-6360 . CHECKED BY SCALE -I. I I BM® ( 14'+2.o )>< +t = 4£ PLF(DL) I .1\ W-: I w ;-l~ =. 6 7 PLF (LL) ¥ + I _O't. "'"fi:. p,/ ,' \b . Ao~ (l>L-) I f (,-.<\;'x I'!-= b1,b # (TL) t~o#(TL) ~ (LL) I~ t # (DL) _,.,b1 # (DL) ,0 I if~~# (LL) 10~1 # (LL) r\x u7/i l'l e /(ft 1J,c · DIC= o, ~1./.,7... USE ' I < LI ?4-0 OK! -6.n, = LI 137{ I CANT. If • 1 !/ ol</ ¼ = ~~4-lb <: 2.L 7/4-o ::0,7 I I I BM@ 7b1xi = t;17 PLF (DL) I W::;:. (~q) w lo~! 'X-ft = 71?, PLF (LL) I. + + It, i;-1 A-tts' I 61-So # (TL) I ~ ({.Jo.#=-6'7C/:IJ # (TL) -i-4,~o # (DL) ~~o=#" ~1o#(DL) I ~~qo #{LL) llllo#" o/r)~O # (LL) USE WlitU, , DIC =o\b S"ti .I I -6.n, = LI \1t6 < LI-Jw OK! I I I I I I I I I I I I I .I I I I I 1· Title: Job# Dsgnr: Date: 4:33PM, 16 MAY 06 Description : Scope: Rev: 560100 . Page User. KW-0602938, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam l\server2\users shao\shared\e m Description BM9 General Information CalculatJons are designed to 1997 NOS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type TL: 1.75x11.875 1.750 in 11.875 in Load Dur. Factor Beam End Fixity .Full Len th Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Point Loads 1.000 Pin-Pin Center Span Left Cantilever Right Cantilever TL, 1.7E. Fb Base Allow FvAllow FcAllow E 46.00 #/ft #/ft 46.00 #/ft LL LL· LL 13.00 ft ..... Lu ft ..... Lu 7,00ft ..... Lu 2,600.0psi 400.0 psi 880.0 psi 1,700.0 ksi 67.00 #/ft #/ft 67.00 #/ft 0.00 ft 0.00 ft 0.00 ft Dead Load Live Load ... distance 40.0 lbs lbs 20.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft s lbs 0.000 ft s lbs 0.000 ft s lbs 0.000ft ummary Span= 13.00ft, Right Cant= 7.00ft, Beam Width = 1. 750in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.342 : 1 . Maximum Moment -3.0 k-ft Allowable 8.9 k-ft Maximum Shear * 1.5 Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max.Mallow fb 889.43 psi Fb 2,600.00 psi Deflections 1.74k-ft -1.41 k-ft 0.00 k-ft -3.05 k-ft 8.91 fv -Fv Center Span... Dead Load Deflection ~0.013 in ... Location 4.307 ft ... Length/Def! 11,993.7 Camber ( using 1.5 * D.L. Def!) ... @ Center 0.020 in @ Left 0.000 in @ Right 0.194 in at 5.503 ft at 13.000 ft Shear: 62.14 psi 400.00psi Total Load -0.114 in 6.061 ft 1,371.33 Reactions ... Left DL Right DL Camber: 0.19 k 0.77 k Left Cantilever ... · Deflection ... Length/Def! Right ·cantilever ... Deflection ... Length/Def! @Left @ Right @Left @Center @Right Max Max Dead Load 0.000 in 0.0 -0.129 in 1,298.9 Beam Design OK 1.3 k 8.3 k 0.63k 0.97k 0.000in 0.020in 0.194in 0.63k 1.80k Total Load 0.000 in 0.0 -0.416 in 403.8 I I I I I I I I I I ·1 I I I I .Rev: 560100 User: KW-0602938, VerS:6.1, 25-0ct-2002 (c)1983-2002-ENERCALC Engineering Software 'Description BM10 . General Information Fy -Yield Stress 36.00 ksi Title: Job# Dsgnr: Date: 4:33PM, 16 MAY 06 Description : Scope: Multi-Span Steel Beam Page \\server2\users\yshaolshared\e mm Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Load Duration Factor 1.00 Spans Considered Continuous Over Supports :/ Span Information 'a:: 4 nitzwwww , iltttt11£rn:wmnniiMfif1MWiMiiM1tWWW&iillJiliJiWJMllm::zn:zaw::zwwmca J Description Span 1 Span2 Span ft. 11.50 11.50 Steel Section W12X16 W12X16 End Fixity Pi[l·Pin -Pin-Pin Unbraced Length ft 0.00 0.00 I Loads I Live Load Used This Span ? Yes Yes Dead Load k/ft 0.577 0.577 -Live Load k/ft 0.773 0.773 I Results I ' Mmax@Cntr k-ft 12.55 12.55 @X= ft 4:29 7.21 Max @ Left End k-ft 0.00 -22.32 Max @ Right End k-ft -22.32 0.00 fb: Ac~ual psi 15,587.4 15,587.4 Fb : Allowable · psi 23,760.0 23,760.0 fv: Actual Bending OK Bending OK psi 3,678.5 3,678.5 Fv , Allowable psi 14,400.0 14,400.0 Shear OK Shear OK I Reactions & Deflections I Shear@ Left k 5.82 9.70 Shear @ Right k 9.70 5.82 Reactions ... DL@Left k 2.49 8.29 LL@ Lefi k 3.33 11.1"1 Total@ Left k 5.82 19.41 DL@Right k 8.29 2.49 LL@Right k 11.11 3.33 Total @Right k 19.41 5.82 Max. Deflection in -0.074 -0.074 @X= ft . 4.83 6.67 Span/Deflection Ratio · 1,865.7 1,865.7 I Query Values m Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 5.82 9.70 D.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -22.32 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0:00 I I I I I I I I I I( I_ I I I I I I I I . Dunn Savoie Inc. m $ rn Structural Engineers 908 S. Cleveland St. Oceanside, CA .92054 Tel: (760) 966-6355 I Fax: (760) 966-6360 BM@ w f q' A 11.,' + -atto# (TL) lb<f{fo t1to # (TL) #(DL) #(DL) # (LL) . # (LL) BM@ w + 1s' + t~o # (TL) '<l~ # (TL) '5,to # (DL) '$~ # (DL) ~ti # (LL) ~0 o# (LL) BM@ w + tq I + ~o # (TL) t°teo # (TL) · #(DL) . # (DL) # (LL) # (LL) JOB XNERGY JOB# 06145.00 SHEET NO .. 10 OF CALCULATED BY . Y.S. DATE 5/06 CHECKED BY ·.DATE SCALE ' -ii ' . l (llt-t"l.o)x ~ fbXIO= ~~ PLF (DL) w--vl' ~o X --::-= 700 PLF (LL) USE w (1-'I-lb , DIC= 0};31¥- Llr1. = LI t~~o < Ll-4-o OK! r , lk ~,,f; u~~t~ _1 x ~ =-· PLF (DL) w lb ~x-=: '7 · PLF (LL) !?. USE 117/~ T:rt,e-to Qlf/c,f,DIC= o .. ~-o LlTL = LI tris. < Lll/4.o OK! . n! . ' U4--t?-o) x ~ + lx\i= -i'-lt.. PLF (DL) W'-• 2..' ~ox+== ~oO PLF (LL} USE W !?.-',(1-b , DIC= io\ 7bq 9· Ar1 .·=LI~\ < LI tAts:-0 OK! I I I I I I I I I I I I I I I I I I I. Rev: 560100 User. KW-0602938, Ver 5.6.1, 25-0ct-2002 (c}1'983-2002 ENERCALC Engineering Software Descriptio~ BM11 General Information Fy·-Yield Stress 36.00 ksi Title: Job# Dsgnr: Date: 4:33PM, 16 MAY 06 Description : Scope: Multi~Span Steel Beam Page l\server2\users\yshao\shared\en · Calculations are de!;igned to AISC 9th Edition ASD and 1997 UBC Requirements Load Duration Factor 1.00 Spans Considered Continuous Over SUPP.Orts I Span Information Description Span1 Span2 Span ft 9.00 12.00 Steel Section W12X16 W12X16 .End Fixity Pin-Pin Pin-Pin Unbraced Length ' ft 0.00 0.00 I Loads - live Load Used This Span ? Yes Yes Dead Load k/ft 0.536 0.536 Live Load k/ft 0.700 0.700 !Results Mmax@Cntr k-ft 5.11 14.13 @X= ft 2.88 7.20 Max @ Left End k-ft 0.00 -18.08 Max @ Right End k-ft -18.08 0.00 fb :.Actual psi 12,625.5 12,625.5 i=b : Allowable psi 2;3,760.0 .23,760.0 fv :Actual Bending OK Bending OK psi 2,870.0 3,382.5 -.Fv : Allowable psi 14,400.0 14,400:0 Shear OK Shear OK I Reactions & Deflections Shear@Left k 3.55 8.92 Shear@ Right k 7.57 5.91 Reactions ... DL@Left k 1.54 7.15 LL@ Left k· 2.01 9.34 Total@ Left k 3.55 16.49 DL@Right k 7.15 2.56 LL@Right k 9.34 3.35 Total @ Ri~ht k 16.49 5.91 Max. Deflection in -0.011 -0.101. @X= ft. 3.00 6.64 Span/Deflection Ratio 9,593.2 1,430.3 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 3.55 8.92 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -18.08 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 ·o.oo 0.00 0.00 0.00 0.00 0.00 I I I 1· I I I I I I- I I I I I I I I I Title: ·Dsgnr: Description : Scope: Job# Date: 4:33PM, 16 MAY 06 Rev: 560100 User: KW-0602938, Ver 5.6.1, 25-0ct-2002 (c}1983-2Q02 ENERCALC Engineering Software Steel Beam Design Page \\server21users\yshao\shared\e Description BM13 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy Steel Section: W12X16 Center Span . Pinned-Pinn~d Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Left Cant. 19.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Right Cant Lu : ·Unbraced Length Oistributed_ Loads #1 #2 #3 DL 0.264 LL 0.300 ST Start Loc;:ation End Location 19.000 Summary Using: W12X16 section, Span= 19.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, .Lu= 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres! fv/Fv I Force & Stress Summary = Maximum Max. M + 26. 17 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Defl @ 5.51 k 5.51 k -0.569 in O,OOOin 0.000 in 0.000 ft 2$.172 k-ft 18.280 ksi 0.769 : 1 5.510 k 2.089 ksi 0.145 : 1 DL _Qn!Y.,. 12.63 2.66 2.66 -0.275 0.000 0.600 0.000 Reaction @ Left 5.51 2.66 Reaction @ Rt 5.51 2.66 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66-Fy Section Properties W12X16 Depth 11.990 in Weight Width 3.990in I-xx Web Thick 0.220 in 1-yy Flange Thickness 0.265 in S-xx Area 4.71 in2 S-yy #4 Allowable 34.018 kcft 23.760 ksi 37.984 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Stat_ic Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL-l:LL Deft) -0.569 in 829.5: 1 400.5: 1 · «-These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 26.17 k-ft 5.51 5.51 -0.569 -0.569 0.000 0.000 0.000 0.000 0.000 0.000 5.51 5.51 5.51 5.51 16.00 #/ft 103.00 in4 2.82 in4 17.181 in3 1.414 in3 0.000 0.000 0.000 0.000 r-xx r-yy Rt k-ft k-ft k-ft k k 0.000 iri 0.000 in 0.000 in 0.000 in k k 4.676 in 0.774 in 0.960 in 1 1. o~lf!!l~-117/8"TJl®210@16" I T J-Beam® 6.20 Serial Number. 7005111535 , 0 C ~=:: ~ ~~~~2 e 0 ~:r~:i!~: 5:Io~s THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN I I I I ·I 1· I I I I I CONTROLS FOR THE APPLICATION AND LOADS LISTED J~-------~~. 'I I ---------15'--------- Produet Diagram is Coneer>tual. LOADS: Analysis is for a Joist Member, Primary Load Group-Office Bldgs -Offices (psf): 50.0 Live at 100 % duration; 14.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical ReactiQns (lbs) Detail Other Width Length Live/Dead/UpliWTotal 1 Stud wall 3·.50" 2.25" 500 I 340 I O I 840 End, Rim 1 Ply 11/4" x 11 7/8" O.BE TJ-Strand Rim Board® 2 Stud wall 3.50" 3.50" 500 I 340 10 I 840 End, T JI Blocking 1 Ply 11 7/8" TJI® 210 DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1000 . 1000 1655 Passed (60%) Rt. end Span 1 under Concentrated loading Vertical Reaction (lbs) 995 995 1110 Passed (90%) Bearing 1 under Concentrated loading Moment (Ft-Lbs) 2977 2977 3620 Passed (82%) MID Span 1 under Floor loading · Live Load Defl (in) 0.225 0.365 Passed (L/779) MID Span ·1 under Floor loading Total Load Def! (in) 0.378 0.729 Passed (U463) MID Span 1 under Floor loading TJPro 46 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite· action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c unless.detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 02000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist·(T J). T J warrants the sizing of its products by this software will be accomplished in accordance with T J product design criteria and code accepted design values. The specific proquct application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. -Not all products are readily available. C,heck with your-supplier or T J technical represeritafive for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ·1. -Allowable Stress Design methodology was used for Building Code UBC analyzing the T J Custom product listed above. I I I I PROJECT INFORMATION: Copyright© 2005 qy Trus Joist, a W~yerhaeuser Business TJ.I® and TJ-Beam<!i/ are registered trademarks of Trus Joist. I e-1 Joist'"', Pr6nt and TJ-Pro1t1 are trademarks of Trus Joist. ·C:\Tim-Shao\Xnergy T.I\Columns & Beams\TJI\12.sms OPERATOR INFORMATION: I I I I I I I, I I 1· I I I I ·I, I I. I· I · Dunn Savoie Inc. m $ m Structural Engineers 908 S. Cleveland St. · Oceanside, CA 92054 Tel: (760) 966-6355 11 Fax: (760) 966-6360 BM@ w + ll/ t q~j· # (TL) qff(# (TL) 4-lb# (DL) 'Hb#(DL) ~33;,# (LL) h.3# (LL) BM@ w + \?/ t bl'l,c, # (TL) t7'$r; # (TL) '> t~o # (DL) 3,1?,o# (DL) -~b~ # (LL) ~boo# (LL) JOB XNERGY JOB# 06145.00 . SHEETNO .. v4 OF CALCULATED BY Y.S. DATE 5/06 .CHECKED BY DATE SCALE ( \ 4 -\-t-0) x 1/:z. -= 4-,6 PLF(DL) W= 1.b -=b7 5°0'/.fi.. PLF (LL) USE I 17/,s iJ'. l "2~ @ l~'ro~C DIC= o ... i/J ' ~TL = LI 4l'f < Ll1Al,o OK! . . ,,, . I . 04--t-~) X :[ + bx fo-== 3~1.. PLF (DL) W'- t-· lb1 /ox--= 4-oo PLF (LL) USE W·l1.X/-b , DIC= o, i 1 I ~TL . = Ll~6~ < L/14o OK! II ~l~~~~ 11'7/8"TJ1®230@16"o/c ·user: 2 5/16/2006 4:56:07 PM Page1 EngineVersion:6.20:16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN I I I I I. I I I I I I I I I I 1- CONTROLS FOR THE APPLICATION AND LOADS LISTED []~IP ----------~~g] ! ' o-----------1.6'--~-~------<> Product Diagram is-Conee1>tual. LOADS: Analysis is for a Joist Member. Primary Load Group -Office Bldgs ~ Offices (psf): 50.0 Live at 100 % cjutation, 14.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Width Length 1 Stud wall 3.50" 2.25" 2 Stud wall 3.50!' 2.25" DESIGN CONTROLS: Maximum Shear (lbs) 1000 Vertical Reaction (lbs) 995 M_oment (Ft-Lbs) 3400 Live Load Defl (in) Total Load Deft (in) TJPro Vertical Reactions (lbs) Detail End, Rim End, Rim Live/Dead/Uplift/Total 533 / 363 / 0 / 896 533 / 363 / 0 / 896 Desi,gn Control Control 1000 1655 Passed (60%) 995 1157 Pa~sed (86%) 3400 4015 Passed (85%) 0.269 0.390 Passed (L/696) 0.452 0.779 Passed (U414) 43 30 Passed -Deflection•Criteria: STANDARD(LL:U480,TL:U240) . Other 1 Ply 1 1/4" x 11 7/8" 0.8E T J-Strand Rim Board® 1 Ply 1 114" x 11 7/8" 0.8E T J-Strand Rim Board® Location Rt. end Sp;m 1 under Concentrated loading Bearing 2 under Concentrated loading MID Span 1 under Floor loading MID Span 1 unqer Floor loading MID Span 1 under Floor loading Span 1 • Deflection analysis.is based on composite action with single lay~r of 1$/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and ,bottom) must b$ braced at 3' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. · ~2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. ADDITIONAL NOTES: -IMPORTANT! The analysis· presented is output from software developed py Trus Joist (T J). T J warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been. reviewed by a T J Associate. -Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building-Code UBC analyzing the T J Custom product listed above. PROJECT INFORMATION: Copyright© 2005 by Trus Joist; a Weyerhaeuser Business TJI® and TJ-Bearn® are registered trademarks of Trus Joist. OPERATOR INFORMATION: I-e-I Joist™;Pro™ and TJ-Pro™ are trademarks of Trus Joist. C:\Tirn Sheo\Xnergy T.I\Columns & Beams\TJI\1.sms I I I I I I ,. I I. I I I I I I I I I I I Title: Dsgnr: Description : Scope: Job# Date: 4:33PM, 16 MAY 06 Rev: 560100 · User: KW-0602938, Ver 5,6, 1, 25-0ct-2002 (c)j~83-2002 ENERCAtC Engineering Software Steel Beam Design Page 1 \\server2\users\ shaolsharedle Description BM15 General Information Calculatibnl:1 are designed to AI$C 9th E:dition ASD and 1997 UBC Requirements Fy Steel Section: W12X16 Center Span Pinned-Pinned Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Left Cant. 18.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Right Cant Lu : Unbraced Length Distributed Loads #1 #2 #3 DL 0.332 LL 0.400 ST Start Location End Location 18.000 ·summary Using: W12X16 section, Span= 18.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres! fv I Fv j .Force & Stress Summary wwwwa:w Maximum Max. M + 30.29 k-ft Max.M- Max. M@Left Max. M @ Right Shear@ Left Shear@ Right Center Defl. Left Cant Def! Right Cant Deft ... Query Def!@ 6.73 k 6.7'3 k -0.591 iri O.OOOin 0.000 in 0.000 ft 30.294 k-ft 21.159 ksi 0.891 : 1 6.732 k 2.552 ksi 0.177 : 1 DL. _QnJy_ 14.09 3.13 3.13 -0.275 ·0.000 b.000 0.000 Reaction @ Left 6. 73 3.13 Reaction@ Rt . 6.73 3.13 Pa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table 85.1, Fb per Eq. F1-1, Fb = 0.66 Fv .. Section Properties W12X16 Depth 11.990 in Weight Width 3.990in I-xx Web Thick 0.220 in I-yy Flange Thickness 0.265 in S-XX Area 4.71 in2 S-yy #4 Allowable 34.018 k-ft 23.760 ksi 37.984 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Def! Length/(DL +LL .Defl) -0.591 in 785.0 : 1 365.2: 1 it& WMMiiiUifuihkl!&ll&&&Wii ~ «--These columns are Dead + live Load placed as noted -» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 30,29 6.73 6.73 -0.591 -0.591 0.000 0.000 0.000 o.opo 0:000 0.000 6.73 6.73 6.73 6.73 16.00 #/ft 103.00 in4 2.82 in4 17.181 in3 1.414 in3 0.000 0.000 0.000 0.000 r-xx r-yy Rt· k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 4.676 in 0.774 in 0.960 in I I I I I I I. I I I I I I I ·1 I I I· I Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. m $ rn Oceanside, CA -92054 Tel: (760) 966-6355 · Fax: (760) 966-6360 ' BM@ S'bOC> # (TL) #(DL) # (LL) BM@ f ~}f'bo # (TL) '# (DL) # (LL) BMO, + # (TL) #(DL) #(LL). w p/ w tb7S-0 # (TL) #(DL) # (LL) 4 )j{flP# (TL) #(DL) # (LL) 4 # (TL) #(DL) #(LL) , JOB XNERGY JOB# 06145.00 SHEETNO .. ·{i OF CALCULATED BY Y.S'. DATE 5/06 CHECKED BY DATE SCALE PLF (DL) Wt=. 11 1 i ,;;_9_o_x __ -__ "2..._· _'"Z.,_7_s-_____ PLF (LL) USE W R-~I b. , DIC= o" tt}L AT1 = LI ~S < LWc, OK! 'j/ / ( 14-+'2-0 ) X-½:. + bXfo-:::: W7 PLF (DL) w-I ro )( -f :: '2-1 t _________ PLF (LL) USE \N (1-~llp An ::::; LI Uf:;, < LI w.o OK! . __________ PLF (DL) w- PLF (LL) USE ' DIC= ATL = LI < .LI OK! I I I I I I I I I I I ,. I I I I· I I I Rev: 560100 User. KW-0602938, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Description BM16 Title: Dsgnr: Description : Scope: Steel Beam Design Job# Date: 4:33PM, 16 MAY 06 Page \lserver2\users\ shao\sharedlen · . General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements · Steei Section: W12X16 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads .. #1 DL 0.247 LL 0.275 ST Start Location End Location 9.000 I Point Loads MUI 13.0d ft 0.00 ft 0.00 ft 0.00 ft #2 0.270 0.308 9.000 13.000 . . Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 Fy Load Duration Factor Elastic Modulus e &i #5 #6 36.00ksi 1:00 29,000.0 ksi ltffl #7 -k/ft k/ft k/ft ft ft #1 #2 #3 #4 #5 #7 Dead Load 3.130 Live Load 3.600 short Term Location 9.000 Using: W12X16 section, Span= 13.00ft, Fy= 36.0ksi End Fixity ::: Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/ Fb Shear fv: Shear Stres~ fv I Fv I Force & Stress Summary .Maximum Max. M + 28.63 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Deft. Left Cant Defl Right Cant Defl · ... Query Defl@ 5.60 k 8.35 k -0.263in 0;000in 0:000 in 0.000 ft 28.628 k-ft 19.995 ksi 0.842: 1 8.346 k 3.164 ksi 0.220 : 1 DL _Qnjy_ 13.53 -0.00 2.69 3.95 -0.125 0.000 0.000 0.000 Reaction @ Left 5.60 2.69 Reaction @ Rt 8.35 3.95 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table 85.1, Fb per Eq. F1-1, Fb = 0.66 Fy Allowable 34.018 k-ft 23.760 ksi 37.984 k 14.400 ksi Q £& k k k ft Beam OK Static Load Case Governs Stress. Max. Deflection Length/DL Deft Length/(DL +LL Defl) -0.263 in 1,248.8: 1 593.1 : 1 ! 4 £ f!W Mi; ; l4 i M &&di¼ !!Mifif «-These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST @Center @Center @Cants @Cants 28.63 k-ft -0.00 k-ft k-ft k-ft 5,60 k 8.35· k -0.263 -0.263 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 5.60 5.60 k 8,35 8.35 k .l I I I I I I I I I I I I I I I I I I I Title: Dsgnr: Description : Scope: Job# Date: 4:33PM, 16 MAY 06 Rev: 560100 User: KW-0602938, Ver 5.6.1, 25-0ct-2002 .(c)19B3-2002 ENERCALC Engineering Software Steel Beam Design Page \lserver2\users\ shaolshared\e m Description BM17 General Information Calculations are designed to AISC 9tli Edition ASD and 1997 UBC Requirements Fy Steel Section: W12X14 Center Span Pinned-Pinned Load Duration Factor Elastic Modulus 36.00ksl 1.00 29,000.0 ksl Left Cant. 13.00 ft 0.00 ft 0.00 ft. 0.00 ft Bm Wt._ Added to Loads LL & ST.Act Together Right Cant Lu : Unbraced Length \ Distributed Loads .. #1 # 4 #3 DL 0.247 LL 0.275 ST Start Location End Location 13.000 Summary Using: W12X14 section, Span= 13.00ft, Fy = 36.0~sl End Fixity=. Pinned0Pinned, Lu = o·.ooft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : ShearStrese fv/ Fv I force & Stress Summary· Max. M+ Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Deft. Left Cant Defl Right Cant Defl ... Query Defl @ Maximum 11.33 k-ft 3.48 k 3.48 k -0.134in O.OOOin a.boo in 0.000 ft Actual 11.326 k-ft 9.135 ksl 0.384,: 1 3.485 k 1.463 ksi 0.102 : 1 DL ...Qn!L 5.52 1.70 1.70 -0.065 0:000 0.000 0.000 Reaction @ Left 3.48 1. 70 Reaction@Rt 3.48 1.70 Fa calc'd per Eq. E2-1, K*Ur < Cc . I Beam Passes Table 85.1, Fb per Eq. F1-1, Fb = 0.66 Fy ·I Section Properties W12X14 Depth Width Web Thick Flange Thickness Area 11.910 in 3.9701n 0.200 in 0.225 in 4.16 in2 Weight ·I-xx 1-yy S-xx S-yy 41£ Allowable 29,459 k-ft 23.760 ksl 34.301 k 14.400 ksi twMfA k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.134 in 2,388.7: 1 1,163.4: 1 «-These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST @ Center @ Center @ Cants . @ Cants 11.33 ·k-ft · 3.48 3.48 -0.134 0.000 0.000 0.000 3.48. 3.48 -0.134 0.000 0:000 0.000 3.48 3.48 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k wv &!&¥¥ iii MA& §Ffi!MIM%it!H!!ii&Gi& ili&!GlE&M!Yt &WM &QMii ii !&iim&MM¥% if 14.13 #/ft r-)Q{ 4.615 in 88.60in4 r-yy 0.753 in 2.36 in4 Rt 0.950 in 14.878 in3 1.189 ln3 I ·., ...,..._..,.,,...,..__..,,.. .. .....,............._ __ -.. -~,.---~--.,.~-........ --.... ,., .. ,.._,_"'<:'',.,, ... ____ ~,, .... ~- I ., I I I I I ·1. I I I I I I ,·,: I DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANS I DE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com L-~ }> 0f7f1 rlAJN!V. 1Z) Mf\.fZ-u.llr'k /1)1)-Y vV//1) :::-~ '5 + ~!Jrsl) %: ~ t;s3r1t- foll-!:q?IJXI/ J?;/Jl-?5 0 i,,' _.1 V~ '/!f;JS-/t- JOB K Nb---U) V 17 . SHEETNO .. ____ '?f?-=----OF _____ _ CALCULATEDBY _______ DATE _____ _ CHECKEDBY _______ DATE _____ _ SCALE ______________ _ f!)t-6/tb 11(/' x zYz 11 b7Vl/36P efb'/-'I B.00--s v4 ;__ 2-9 t;t)1 >-11 {)s (51t-J v..j .Hlf/r I Hrr W/-150 ~ Pof_ ?/to 11 X ?/1f' bYVffJl/jD fr 1 ln /?f,tJ//( /bPl:{[, ~ ~ rt,~75 -ff >II~ 5 -f le,) 51 /VJ,t>tilv wt-v0c me.. Vii ~ 1 1 ()O 1:t >@ 3 o (l, ui£ 5/1;''-rjJx z}/1-'1 e>i1t:$, DcfAN6w"1 AN~ e 1-q1, o.c. I I I 1, I I. I I I I I. I: I I I I I @$ rn Xrtergy T .I. 06145.00 Dunn Savoie Inc. JOB JOB# · Structural Engineers ~\ 908 s. Cleveland St. SHEET NO. OF Oceanside, CA 92054 CALCULATED BY ' Y.S. DATE 5/06 Tel: (760) 966-6355 Fax: (760) 966-6360 CHECKED BY DATE SCALE LATERAL ANALYSIS OF STRUCTURE I I I' m $ [I] Dunn Savoie Inc. Structural Eng.lneers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Xnergl T.I. SHEET NO. ~'1.., OF C}\LCUl.A TJ:D BY HE DATE CHECKED BY DATE SCALE I . LATERAL ANALYSIS I I I I' I I I I. I 1, I I I I I Steel Ordinary Braced Frames &Concrete Shear Walls R=4.5 Oo= 2.8 Seismic Coefficients & Factors: Seismic Zone : 4 Z= 0.4 Soil Type: Fault Type: Dist. To Fault= I= R= . Na= Nv= So B 12 1.0 4.5 1.0 1.0 Ca= 0.44 Cv= 0.64 · C1=· 0.02 h0= 22 T = .02(h0)·75 = 0.203 km (cone. brg/sheat walls) *Na= 0.44 * Nv= 0.64 per 1997 Uniform Building Code Chapter 16 1630.2.1 Design Base Shear: (30-4) V= (.Cv)(l)(W) . = 0.500 W 1.4(R)(T) Needs Not Exceed: (30-5) V= 2.5(C2)(l)(W) = 1.4(R) Minimum Base Shear: (30-6) V= 0.11 (C8)(1)(W) = 0.175 W 0.048 W Minimum Base.Shear (for Seismic Zone 4): (30-7) V= 0.8(Z)(Nv}(l)(W) = 0.071 W R Therefore, V = 0.175 W 06145 4/06 '---------------------------------------------' I XnergyTI_Design Criteria 5/17/2006 ' ,, . : }, I- I I I I I I I I -,. 1- 1 I I I ,- 1 I I DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com WIND JJJ fvtf If CK f (8 · .. f ~ Ce. C1 151 'PcJ-15 :Y 0, &·i{ /, 3 )(;i,l ){J .o) -z /0, Z,psf f ~'!;I::: tJ, 10 {!, '? )lri.r, )[!,,o) -; / /,.5 psi JOB /C 11/bY?(JJY ti SHEETNO. ___ :i;_~----OF _____ _ CALCULATEDBY ______ DATE ____ _ CHECKEDBY _______ DATE ____ _ SCALE--------------- ,v·' ,.? /0,6' I~, r, . a V fa;,a O p rJ, 2-//4.t{ 1-"/) r 10' '; ,1,,; M ] Wl ' ~ /~, 4, k. /IJ.5: V 'J Sb75M!C /2-Dl>p /JU.A-;;:. 8><~0r 4x1io+ ~-S,~ x/32--r 7'2-,SXtl&:: /[p for) I I I. I .I M 0 0 N () ~ I w 6 ~ Cl) I ~ =--c ~ I <( r-M 0 ~ ..-I ..- (0 0 0 N --LO ..-I --LO CJ s: "C. (!) I 2 cc I.LI ~ (0 I, 0 I O') I LOI ..... C: ~ I ,_ ::::i u -i= >, Cl I ,_ (I) C: ~ >-(9 cc I w z >::: 0 ..-:;::; I C: (I) E (I) > e c.. I E -C: Cll C: (I) I-I ro ·c3 ,_ (I) E E I 0 u -:--: ...J I J-U)• z w ...J 0::: 0 Ct'. w 1-z _J _J ~ ,W > 0 °N '-... ~ I"') (E) 1011 THICK FULL-HEIGHT WALL I' ' I -~-- ,, W12x I • / ·' ' ' ·, I! / / / Wl2x F , f.' ··t! I l · .., • CJ)"~ iii 1,.,_,, I ""''--t.. i I UU1 I/ I I U) HEIGHT WALL · l z . _J I I CJ u ™_L_@ -I I I ;4-I I ,... . '··, \ I I · EDGE OF NEW I . \_ \~ _l SECOND FLOOR 4 '\. 3: · ADDITION '"'~ ltt---,---~ ',;----'+-I --~ -------I --t-------. ~ ---© ·; ~ i F,===/11 II ' / II \\ SK/Ll~bT !' ~==='-JJ ESTIM OR t; () ""')117"=F:~l;; I °'l N, ', ~ .-'.9 ., ._,r- STAIRS #11 OPY#1 jrrCHEN I @-.~·er l 0111 °I-YJYJ:l{i (f-:..':'.'.= === ==;:'j) II ',, _,,...:,,,"' II II SKY GHT II II .,,..-..---.:, II Q;;-..--.. , == ===-==:;J .,,-·- ,,.-~~GiNEE~--, ~.,. J,,, I -~ _ 5t;o-sf- ... ~· OPEN ~===7i'I II '-, / I! 11 SKYLIGf-;T II II 1 ' ll ii_,,, '-,, ,S,===~ Ii ii lj I! (! ,i ;j j ' -/ I' ' ~l ·i / '1 J .,, V,, !I~!/ ! I' . // I 1; / , I 11 / - W12x // Wl2x I I I l1Jd-s~ EN TO BEL(\W_/ i ' !;--. / l \ ~ ,- / ~ , ~ \ ,' I ' LO "- ___ ,./ /1··/. ~E_x · · Wl2x \ _,J.,q12x ~ , .. / nr -·· I ; I / ii / I ~ , :u- 1 SIDE lj:NTRANCE P.M.#1 ., •, . ~~ ' ' ?;Ct, 0 -gC,-, I ·-., '\ /// \ '· ?17 lt ", ·"· j SIDE' EXIT: EXISTING CONCRETE TILT -UF WALL :=!.._j I ·JND fiflot-=~ --~. 1 UNISE RESTRO 'I'\ I . L_ ,____ SA@ I -r&) ': l -·) l -' .-1 &- _j . _j ~ h-:c (.!) w I (;) I I ®--t' --------- F,""",' l II \ t-II II \ I II CJ \ t;:' rn 11 \<5I 11 II II 0 II ;~\ II f-/ (/) \ '. z 11 I \ II w II I \ II 0/.aaadJ _ --l.- 0::: w I-LL \. js-ooz, ---- w (9 0.... z lJ ~ g w rn z w 0... 0 - ' .. , /,.-·--·1 '• ,. . -' '· ... .._.. ----- -~. WO I-", ->< \ (/) w [ ·--0-11 ~ II~~ 11 11 II~ 11 11 11 .,.., ... , .--------' -·-·'"" ; ,,.. I ,, / -- I I I 1· I ·.1 I I ·1 I I I I I I I I I I~ I Dunn Savoie Inc.· JOB XnergyTI m $ rn S~uctural Engineers SHEET NO. ~b 908 S. Cleveland St. Oceanside, CA 92054 CAtCULATED BY BP Tel: (760) 966-6355 CHECKED BY Fax: (760) 966-6360 SCALE . SEISMIC ANALYSIS -NEW SECOND FLOOR (R=4.5) 2nd FLOOR ADDTN. Area 3750 sq. ft. 2nd Floor Weight 15 psf Partition Weight 10 psf WTOTAL 94 kips TOTALW= 94 kips · UNFACTORED BASE SHEAR, V= 0.175 W = 16.4 Kips LEVEL BF Ht. {ft) f= 4.4 psf 1-2 9 Added weight of concrete wall out-of-pl~ne = 0:211 kif S~ISMIC ANALYSIS WALL ID LEVEL LENGTH T.A. F F total v· v total WALL SINGLE T,C DL/flr (ft) (ff . } (!<) (k) (plf) (plf) TYPE WALL (k) (kif) NORTH-SOUTH DIRECTION ·1 1-2 8 400 1.8 3.0 219 377 cone wall - 1.5 1-2 13 1200 5.3 · .a.a: 404 680 BF 6.1 ~-,- 2.5 1-2 12.5 550 2.4 '8.1 193 648 BF 5.8 .. 2.9 1-2 13.5 590 2.6 2.6 191 191 BF 1.7 3.6 1-2 12.5 750 3.3 3.3 263 263 BF 2.4 4.9 1-2 11.5 ~ncl. part of 1-story ceiling) 42 1.8 . 6.0 160 518 BF 4.7 k.A= 3910 17.1 31.8 = !:F EASt-WEST DIRECTION 8.4 1-2 17 570 2.5 5.0 147 296 BF 2.7 .,......_, C.1 1-2 117.p 980 4;3 7.0 245 402 BF 3.6 '--" C.3 1-2 ~5 550 2.4 / 796 : 9.2\ 209 BF 7.2 ', I ·-D.1 1-2 12 1290 5.6 7.3. 470 611 BF 5.5 E 1-2 23.5 360 1.6 4.3 67 184 cone wall lA= 3750 16.4 32.9 = kF Xnergy TI_Seismic , • • •• • : ~ ' • • J •• i 06145 OF' .,, ,, DATE 5/06 DATE C add Tnet HD (k) (k) TYPE 5/18/2006 I I I I I I I I I I I I I I I I I I m $ I rn Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. -Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Xnergy T.I. JOB# 06145.00 SHEET NO. ~7 OF CALCULATED BY DATE 5/06 CfiECKEDBY . DATE SCALE BRACED FRAMES I. ~~ I A.1 L,,1N~ Ct\ I' I I N I ,£V\I I ·1 ~~ I I \ I I I ..is.~ I 1· i V\I I I I->< ~Jtl .1: 1· 771. I. I I I I 8V'J I I ~~ I I. I I I .t,1- I I ~ iV'J N C') I": I ·1 .x: t-- I LU + ...J ...J (!) + a. ...J 0 Oal -> I NC >< 0LU ~n ...Ji:::: .. 0 1/l,--c-co .2 I O 0 ...J Cf) I I I I I I I I I I I I I I I I I I Cor'.npany Dunn Savoie, In~. Designer . Tim Shao Job Number : 06145.00 Joint.Coordinates and Temperatures Xnergy May 24, 2006 10:21 AM Checked By: __ Label X fftl Y Tftl Z fftl Temo [Fl Detach From Diao ... 1 N1 0 10 0 0 -<2·: ·. ,?/:·:::-,:{ ~i.:·J\J2 \ :;-"." :> _.::-, '·.,,· t~<1Ts:·,-': i .' '·i:-·i :C---:::-:1cP1-:· <-.:· '· .;.-'-,;,. '. . O:a, · .>,· ', -:s:~-~ · -:· ::o·--,.,_ ~.<.·· ,< . · _·,-_·, : --:~ .. 3 N3 0 0 0 . 0 . :)i,,'.,: _, i.:: -:,,'~\ > ·,.N4--:::;:;, -·,·., ·-:,:: .,:,:~ .. :-::8;75-,,_,, '-:::'J,~' /l .. :~;1()'::,,·,;·--· :, :, ,:,-·;·:;::,,.:,:oc -., -,._ -_-;~ ._'..''_a,,::. --·o:,~· ·, -, i_: '.:. <_: . :,:t-.·'. ~-(~> 5 NS 17.5 o o o Member Primary Data Label I Joint J Joint K Joint Rotate(dea) Section/Sh... Desinn List Tvne Material Desian Rules 1 M1 N3 · .N1 . COL Tube Column A500 46 Tvoical ' 3 M3 N2 . NS COL Tube Column A500 46 Tvoical S · MS . N4 NS Brace Tube VBrace AS00 46 Tvoical Basic Load Cases BLC Descriotion Gateaorv X Gravitv Y Gravitv Z Gravitv· _ Joint Point Distributed Area <Me ... Surface f ... 1 DL DL 3 E EL 1 Load Combinations Descriotion Solve PDelta SR. .. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC.Factor BLC Factor BLC Factor 1 DL+LL Yes 1 1 2 . 1 ~ -~ .\--::-, . --~ ~-== ----~ _:.--- 3 0.9DL+E Yes 1 .9 3 1 --='.::=--: . -_:,, : RISA-3O Version 5.0d [C:\RISA\Xnergy@C.1.R3D] Page 3 I ·1 ·I ·I I I I I I I I I I I I I I I I Company : Dunn Savoie, Inc. Designer : Tim Shao May 24, 2006 10:20 AM Job Number : 06145.00 Xnergy Checked By: __ Envelope ASD Steel Code Checks Mem ... Shane Code Check Locfftl le Shear ... Locfftl Dir le Fa fk ... Ft fk .. Fb v-v ... Fb z ... Cb CmvC ... AS ... 1 M1 TU4X4X4 .054 10 -f:,/ ·--Mi-:·: -W1'2X19:':- _,_ .-,-~ ~ :-'--t741f-',.: ,-. ~ 8;75i .. . :: :~ - 3 M3 TU4X4X4 .054 0 4>; -·M4' 'TU4X4X4'i' ._,-~--:---_ ,: \ l55';;;:.:--~ .-~:=i· -: )ff~.: '•: ' :,. 5 M5 TlJ4X4X4 .164 0 ,<1,0 1 ok ~ Envelope Member Section Fotces 1 .001 :-:2··:.' ;~094;, 1. .001 ,:"'.4:-:. :-:ooo; 2 .000 0 V 1 18.204 27.6 30.36 30.36 1.75 .6 .6 '8~75 -~v:', ,f_; '.3'.04· 28:1.~ @5_9,t a.1it1: '.,:f·. ;: .ff.· ._85 0 V 1 18.204 27.6 30.36 30.36 1.75 .6 .6 ,'~o.:__ ;v._: ="1:': -M.3 27'.6. :=i7:e-' 27.6 t75 ,-:EL :6- 0 V 1 17.689 36.7 .. 36.708 36.7 .. 1.75 .6 .6 Member Sec Axialfkl le v Shearfkl. le z Shearfkl le Torauefk-ftl le v-v Mome... le z-z Mome .. le 1 M1 .1 max 2.541 1 -.004 3 O I 1 O 1 O 1 O 1 H1-1 l:!1·<! H1-1 H-1-1 H1-1 !,:z·--•:' ,' ::._':-:,''.'' '''>'.--J'nin-. +02ff,--;<j "; :..;,:62.s __ >=-:f :::,, -"_o-·--, . ._",:I, -f-' -">'-,, () ,:-': '.'i1.. ,--· -o:-.-=~-""·-1.: :' (. 0 '-~-_--::-.-'., t "_ ,,-,:,, 3 2 max 2.541 1 -.004 3 · o 1 o 1 o 1 .063 1 ;;4_.:~i" .-~:~-,.,.;~-~ ::-."-::._ 1min' ;"t:0w-,: . .-;f'··1-::.:025-:-:: ·1,·,., -:cr.,:,c_-_-,-,1,_.:,--.--n,:.:-,~··.-1 >0 iJ<.-_ 1-: .:-:0-09_,-:: · _ .. _-3-.:0··-~-'. ·5 3 max 2.541 1 -.004 3 o 1 o · 1 o 1 .126 1 ~;,af:·.·,=--,:,\·.r ;=':.:::-__ ; ·min:-, To29·· .-_.ff: :.::ozs--:~ .1. ·-._---;o_\-~-·-"'1'-__ ---0-<:.-"·-1-. -_0·::,~::::1 -~-.cy1a:,_-=i_~-, ',3 ___ -.-- 7 . , 4 max 2.541 1 -.004 3 O .1 O 1 O 1 .189 1 ~::8,:: :.::~'::_·::--: _::,f,,,, _-: > > nilrl ':: 1~-029,": :·; -g.--. ·,: ~~02ff _":' :J ';'--,~-::o-: ;;::_;--~1_·'. ;-'_o· .; _,:_:j . ----~-(;)_': ._-_ · --,1 -,''; .-028 -_ I', =.-c:-3,~-----.' 9 5 max 2.541 1 -.004 3 O 1 O 1 O 1 .252 1 -:·: 1:0-:. -,. ·,~~;:-~-----;,,_·-~ ,--' --··min ; =~ :b.2-9· ·.;, 3_: -=-·-·:021,: ,---:.t=·,, :_ :d'--::·:; -:1=--_ --·:o .: · -,-T -.-=~ 6 ' . _,f --~--.03t·-· -. ---:3-,~: -"> 11 M2. 1 max 7.019 2 · 2.541 1 O 1 o 1 o 1 .252 1 ;:Jf2,~---:r-,_,-, '1'.--: ·-.: , ~-~':-. mifr •-: .. _;sIM-3---.:. :·4., · ·-''.1,;02_9_:, _-r3:.,, ,:;-.. -"'"'o! .. -'. .. ·:-L:·:-.:;-:;-o-__ .=1,-_,, · tF _ >-,--r.------:037-: .-, . ::/:-3· ,: ... :--. t3 · 2 max 7.019 2 -.262 · 4 O 1 O 1 O 1 -1.544 4 ·.:141-~ ::,.:-.,; ---· • .--,:=_,:--· -:~--·_. -.-r:nki .,;',::~ff-9st·--"4 ':, ,:.,,.Mg'.,_-, -2-... :-;'t_;b: 1:=-=--~ :L .: :'. _6 .. {-~'./ .-.-.1_, ·:: --o: rj: ·T, ,-tae= r-~--"-2-~--= 15 3 max 7.019 2 . 3.864 ·1 0 1 0 1 0 1 6.044 2 . ·,15:r: :-".":.--.:·~: i\ -=·, ;~;-:,--"m-iri, .;--_,.6'.M3i ,4i ,-:;:3,-irz2-·: .::2:,, ,,_,-::er~:~~~ .~:l" ·: :. -o,, -:, '-F .;. ~iEL.-, · . ::r= , .. '2:462 , --,.~ -0:4 · .. -, 17 4 max .03 2 .662 1 O 1 O 1 O 1 -1.549 3 ::~.s~~--~r-t<·-, '-'~ ,0.:-'..friiti_',;; ::005-•, ,_:4 :•,,.-:165,-/;~ .3--.,:..:>o ,:·F-,-1--:~--.:o,-:-·.::,.f::;: o; ,-:--';;Ck --3'.'859,c-=\.1-,:--:: 19 5 max .03 2 -1.032 4 0 1 0 1 0 1 .3 2 ·"20· __ -:.:·...,-:---,-,,, ,'"f,·,.·--1 ----: ·mhf --.: __ :.005:---~=· --:4.=; .= ~2!546 =-··2·'. ~;-;>-Cf-'-~=;. ·"F ,, ~."er::-:·:-:-r ., --· ;_o --. -: 1:,-'. -~ ~055-::'; :· .' · ='4·--i-',· 21 M3 1 max 2.546 2 -.005 4 . 0 1 0 1 0 1 -.055 4 , ,· 22> ::·-, .. 1:'':;<t--,-,~-;;;:--= '~min ,'./l'032? , ;.-:ii,'= -,t-\:03:. ,{-_2C;!: : --·'d;->:--'-1-,-=. --~ .o·, -,-': ;·-1· -= .. ==~-0>0---,1-': ,·,=:-.:-,3. : .. '..--:::--<2·= · __ -? · 23 2 max 2.546 2--.005 4 0 1 O 1 O 1 -.041 4 -:@'i' ,,, -=:,-_: · :r: :·,=:,·~ _, __ ·,-mh,,; ,' t:"032'--=· :-ir-\'. ---:::.;03-~ .;~ ·:2--.:-.:,--10:~--·_;~ · ;_1;,: :-'.. '.:O, ·· :-f/-" -:---o:---. -:F :'-----.225.: -: -.: .= '2_---, ,'-r 25 3 · max 2.546 2 -.005 4 0 1 O 1 . O 1 -.027 4 :,:25·:;:-·-:.-;:-., ·:-.':···.--;-.=-"lnifr:-=: l:0'32::-i:. '.''.4,,-·· ~;:;n3\.'~ .::2'-/:--0-0"'~--· rr-:. _-::-:,.-0=-,;.: \l0 ~= :o_-·:·,~ ---.L :_-.. ;.f15 "-·. t-·2 ... -:-_ 27 4 max 2.546 : 2. -.005 4 0. ·. .1 0 1 0 1 -.014 4 ,_;2a:, ".?'.: --:.;:--.( --''-> ·. : :rr,in: -:,;:1;os2:::?--4"·: :·-=:._~-03 ,,:~':-::2-,. ~<:-:-:o 1 .:' >F'. ::-1-:~;7(J"'§-' -V : -: ~:o-· ·;::--~1:_, --~J.075---: ;::'-" t2:-., _ _,_. -29 5 max 2.546 2 -.005 4 o· 1 0 1 o 1 o 1 , .. Jo>::··-:,.--;..,--,·,,:('' .. -=-. ~:min-: .. -1._'(j32:-,:-k=-.:--I-,_O(f'..\-:: ... 2-· ~-::-.0-~=;;:.-,:;"f .'.,.-·· O·:·_i. :·1: :_:: -·-o:--.'-: -t~"': .(), _:--./'':--i1-·.·-'. .. 31 M4 . 1 max 7.4 4 _ O 1 O 1 O 1 O . 1 O 1 -::-:z~r-:-,.<,•_'.:',(,: C :•r,; .. : :-;'~'";f :"rnin• -":~3.20~-~:.::,:3j,, a' .:=---,0;:~;; ,.c ::-,r: -;'.':.:;,o:)_ ._;~; '"-1-''; ._i,· d}:-:'': t,-~--'. 0 C -. '; .:=1--· : :_: ·o,-.-c·,· '_' _··-~ ,-... 1 :'. .: :;, 33 2 max 7.4 4 0 1 . 0 1 . 0 1. 0 1 0 1 -·:3,f ;·:·i,,= .. , ·.-;:.':.=/.,_~-.: .-:,::: ,mift:'.=-;:-:f2og :=:, :~3.:: ·' ~'. o: =-~!-·t,-r.--·==d;:: _,-, ,-,~,,,, -_-c==-~ ff:/:·.· ·4: ·--· = 0= .-·: -j . --·-= -o ";-->:';-: ~1 :·--, :,= · 35 3 max 7.4. 4 0 1 0 1 0 1 0 1 0 1 .::36 .. , i~-'-': .. i:.:::,: :·0• -~-.. ::= ':.,:-min: ~-':.3";209.:'. _·3:,-~ :, 0 :-iQ:.,·:-. ,--·1,. ?:'-.::o-f·:1:/: -:·1-'.";"-'::ff~:_,--: -f.·. :_ '.· ',O, ~=-·-.,1+· -~.--,0 · .,,.'--1 : · .. < 37 · 4 max 7.4 4 0 1 0 1 0 1 0 1 0 1 '·.38:-' <~, ,-::; ~:·-;:--':": :,~-~·:---;; .fnitf ::-':..3;209-\: 'a· ::.,','.-./Q_;::::•: :::1.:.::. ~ ,. ~ .0:::,,,::;·<1-,--' ,:.ff--,---_ ··t ·-,,---·er-,'-\tc ,--,,a_:Q_: : :-_-=r--· !. 39 5 max 7.4 4 0 1. 0 1 · 0 1 0 1 0 1 ,AD.< .. -·· _, __ e:, :_~:-i:.:, .: : -. ?-min··/ .:::t2os·-·:, '3·,., -~,:.---o· ~,,,_. ·= A.='="-=,.:::o=,--.~ >:~t: .-·· -o -~:,_, .' r-: ,, .. ,_-,o ,_; · -1>=.:. :_:a_·-=-:·.:_:;._ 1-,-- 41 M5 1 max 10.443 2 O · t O 1 O 1 O 1 O 1 · :42:· -,,': \. ',: .. --,· .. ,Y;, ..' min · ,.,3~2-1~L< 4? .. -=,, -'ff--.:, ,,:.';t_ ;:: f,,.ff~~:-<+:· :.:,·-c:'.-0~'. _::,' ., 1° · '' · . o--·. --=0 L :_-.: 0 ·>· · , __ -._. 1 ·.: .. -· 43 2 max 10.443 2 O 1 O 1 O 1 O 1 O 1 :':4A'.\ / ,:>: -_ _ · ... ? -~ ·,min' ·-.\s:2:t2-~I~ -·4 ~,',:;-::·: d ::; .. _·~-iE :: : ;: o:-,_-~--:?1'1 :. :=~ ·; o-:=r·: :: .1:; ·: _:-: :o·.· ·:, _-L :-_b ._·. . ' : .. 1 : · ·_ : 45 · 3 max 10.443 2 0 1 .0 1 O 1 O 1 O 1 .As-,::.: ..... ::: .. :_~-.-.-, .-·· ·miii' : ._,3:2.12 ·, . 4 : · : .o .. :r . __ -1,· ,\.:_.,·.o·<: = .:j::' ~::->n ,.,= .-.-, .1:" ,, .. : o -·. ·1 . ; · .o.-· ___ ·· .. .1.. 47 4· max '10.443 2 O 1 .0 1 O 1 O 1 O 1 RISA-3D Version '5.0d [C:\RISA\Xnergy@C.1.R3D] Page 1 1. I I I I I I I I I I I .1 I I I I I I Company : Dunn Savoie, Inc. Designer : Tim Shao Job Number: 06145.00 Xnergy Envelope Member Section Forces. (Continued) May 24, 2006 10:20 AM Checked By: __ Member Sec Axial!kl le v Shearlkl le zShearfkl le Torauerk-ftl le v-v Mome ... le z-z Mome... le · : As.· < -~_::.~/ .. , ~ · . .-.. i,/;~,--:fiiifi ;::·_~3_212 ·'.-. A::; :-_2.:0:!.-,:.: :'·f~ .:·::--.::o·.:.-':._.>"t· ' .. :<:·.o ~--·:: :· f: .,. o ·>: ·"f--, ·, .o.· -> ·. -,_ 1 .. : . 49 5 max 10.443 2 0 1. d 1 O 1 O 1 O 1 Envelope Joint Reactions Joint X fkl le Y fkl le Z fkl le MX fk-ftl le MY fk-ftl le MZ fk-ftl le 1 N3 max 4.89 4 . 6.615 4 O _ 1 O 1 O 1 O 1 .:'::2-,'.='=-01;·: •• •1··_:,>,''"-''"','m111·:--a'.2~1:be-:,,:.;..,3,} :i·,--f.385,--:.:··3:. ';: __ -,_~o.·:_;c,. ,.-01;---\ .. 'O':.,-.. : 1 · :.:,.'-;0:,<·· _ ·.1,_ . '-"-Q/;.·"',,.-·1", 3 N5 max 2.11 4 10.405 2 b _ 1 O 1 o 1 O 1 .)L'··'·· , .. ·:-J .. --::-·'·:·min··;,;'·6.9otI·; ~2:,.'.·-1-:386>'0···a:~· .. ~ _·o-· ··,. '·1· ·., .. ·.er··,· ··:1 _.·er:_-: .-·f · --.. >o:·-~--:'1" .. ,, 5 Totals: max 7 4 12.81 1 .0 1 Envelope Joint Displacements . Joint X finl le Y finl le Z finl-le X Rotation ... le Y Rotation ... le Z Rotation r ... le 1 · N1 max .017 ·2 -.001 3 O 1 .o 1 O 1 :-2.004e-4 4 ::::-2~:". ~;,.;:::. :··,.-.)-.<min"-'_--··-~f0}1 '."1, -;.,·~r /c:.:oo·:r,~ ~ --.r:.· ·,.--. •:er ;;'.,:: >t: .. -~--,··o .. .:-=~--'.;p~-· >·Jj.: ~ .. _.' __ f.-·"5.1'69194: --.2~-.: 3 N2 max. .012 .3 -.001 4. O . 1 O 1 O 1 5.093e-4 1 '/ 4·;a.' -7:::{' :"' :,· /;~ _-_,,, hlin: · ·;~;01.2··,_. :,4 ''. ' -:.-.003-~-;-_. 2· ,: :,, ,,. · .:0: , -'-:1 ~:1-"-'·:'-·,.0· -.-·,e ':-,,1:· ,1.,:;: •• o ,-t;;. ':·1 :;-·=2:022e:.4 '·:-·3t.: 5 N3 max O 3 O 3 b 1 O 1 b 1 3.099e-4 4 -::.s:{·,:-_, .-"· __ ·,--,. :c" ·~·:::,_.(mm .. ,: .. b ·· ~>-. ::_;4 _·-;: ··o: ~-:_·: ::4'.·:_ ., ~--:Ji: .·,-·:: ... , r;:r·-:: .,,_.-· ·'.'o-.. :_, .. ::-.-+~ .... _,. ·c;i_ -=· __ ·. · 1,.'-. ,;_'.L03se.:.4 ",3 .. 7 N4 max .012 2 -.004 4 O 1 O 1 O 1 2.89e-6 3 . ':·,1r:.-· ~=~----;-:"--::-~:,·:-.-,_-.'.: mnr~ :,~~012,.:-'· 1 .. L1,;-::·;/'-,.._01. ;,.-:2 ";,;;-:er ·-:,·,~::: ~::;;·o··· .. ~-~ ·t,. : ·-r =·a-·"-:=;, :.=·1-. ::::t:sge::.5.--·..it' 9 N5 max O 2 0 4 O 1 b 1 O 1 4. 793e-5 4 :··1-0~-t,·,.;:;.. !'. :,_::: ::_·. :·.~ .mlh :~,,c'.:0°· ~"-·; __ ,4··; :·::.:: ,Q.-: '..:, ·-c2 .. ·.·: .. :CL ··;_,_ ~.f,i ·:':: --.. 0 '·<. ~ 1>~_:.:; . __ 0:L :~ :' ... -1""·'; ·-Ac035e~4 .'.,_2c..:· RISA--~D Version 5.0d [C:\RISA\Xnergy@C.1.R3D] Page2 I I I I I I I I. I I I I I I I I I I I N £IN ~s i>tz, '<"" ~IN >< ~n 4;:, k1 t,vN IS c.. .. ~ (I) C. 0 ai > C w i::: .Q :5 0 (J) ---· --------·----... ----lix -.173k/ft . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 92k lllll•~JfV w w w \V\J/ w w www ww:r\J/~\V\!l\ll\ll\V\V\Yl't\VW\V\V\J/\!f\l(\V'l/\lf\!/\J/\V\V\!f\ll\V\V\V\V\J/~ Loads: LC 2, DL +LL +E Solutipn: Envelope 2 ,F {:" I I I I I I I I I I I I I .I I I I. I I Company Dunn Savoie, Inc. Designer . Tim Shao Job Number : 06145.00 \ Joint Coordinates and Temperatures Xnergy May 24, 2006 10:14 AM Checked By: __ Label X fftl Y fftl Z fftl Temo fFl Detach From Diao ... 1 N1 . 0 . 10 0 0 .. '. 2.: 'i··;:.::;\'·~.·,,r, ,_ N2-<~ ,.;:, .. :''· ): .::,.-:··:_.,12/ :,~'.:' ,:;_:"·':-;··~ :,.to.,:=:·>·.i ··~= ·.,,·d-.,,·-::,:: -'., .',._. ·o; _· ,.. ·· .... : ... · , ,. : .. ·· · · 3 N3 . 0 0 0 0 ;.:.1:f·\ ,> .. "'.'.:-.-.· <·.; ·:.N4?; ,·-=::?:~:,-:; .,.~ '.' .. '.:_,f~.-'~:i:L "''"":?:;~ f:·:·;, ,,:-'.tJcL_;:;,. _:--.. ,,-_ ·:, -,·0,0 ·::~--< "· _____ · ., ~i-~" J:rnc::; ..... _ -.", i-,-a:~· : .. ::::--~;: ' ;:::· .- s NS 12 0 0 0 Member Primary Data Label I Joint J Joint K Joint Rotate(den\ Section/Sh ... Desian List Tvoe Material Desian Rules 1 M1 N3 N1 COL Tube Column AS00 46 Tvoical ·.::,2:--,, ·::;.:M2 .. "= ~ .N.1.>1 ·.;::N2.:·-' --:.,!_ .. -, :..:" '·:':..BM.. ·· -.. --')Nida Flanae., . .. Be'am.:., ~ .A3.6--,,-. --. ···. T"nic:al · .,.-rMHHHHH H "·:-; ,,,,_ ,, ', '''!', ,, 3 M3 N2 NS COL Tube Column AS00 46 Tvoical :·,''.4:· ·M4·,:_:: N4 .'/N3 ,, )·,-:: ,,.-.-"l . ,:·"Ekace:', -:: ,:--sinale;Ancife: ·. .-VBrace : r :Aalr·.a-; .. _ · ... Tvriiaa1 · ._ ~· . : ,, '!._-_ s MS N4 NS Brace Sinale Anal e VBrace A36 Tvoical Basic Load Cases BLC Descriotion Cateaorv X Gravitv Y Gravitv Z Gravitv Joint Point Distributed Area /Me ... Surface I ... 1 DL DL. 3 E EL 1· .Load Combinations Descriotion . Solve PDelta SR. .. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL +LL Yes 1 1 2 1 ',,·.:z iii'.:~ D[+[t-¥E ,;;'., Yes::, .-:,·,, ·.·t;_. . 1,-: -2z.' .:·:.1 _' . 3':'': f ·.-' :, .... , · ~ ,'' ._; ·,; / ---F." .. -. : .. ''<• ,·i.'<· .. :·,-__ ,.,; 3 0.9DL+E Yes . 1 .9 3 1 RISA-3D Version S.0d [C:\RISA\Xnergy@C.3.r3d] Page 1 I I I I I I I I I I I I I I I. I I· I I Company . Dunn Savoie, Inc. Designer : Tim Shao May 24, 2006 10:15 AM Job Number: 06145.00 Xnergy Checked By: __ Envelope ASD Steel Code Checks -Mem ... Shane Code Check Locfftl le Shear ... Locrft Dir le Fa rk ... Ft rk .. Fb v-v ... Fb z ... Cb CmvC ... AS ... 1 Mt TU4X4X4 .015 10 4. .000 0 V 4 18.204 27.6 30.36 30.36 1.75 .6 .6 H1-2 '2·t ·J,;,,2.:: .'·Vii12X1.6:' · ,.:,,,'':'!'' ·: ,:, :: -:480'.'':·: ,<,: ··. ,;> t .,·1:r:-,·, ,,:3·;:.', ·:01:5::1 ':.'.'ff,,: :v-t.', '4:~.12· 21.6 .:.'r27-.: !7.61,9 1 ·· · .. ::e:· .85 H.:f,-'1· 3 M3 TU4:X4X4 .013 0 3 .000 0 V 3 18.204 27:6 30.36 30.36 1.75 .6 .6 H1-2 . ::.4>· tMzr : t0.4X4X4: · ,: / .. ·': _:; .:_.:_· ~ : :A87:: ::/->/ __ · __ ;'i·-:7 ··'.Q::: .. ,''4-··; '•:000-,;Q.'. . V·, -'1:· 1_3Ji(Jo/. 2r1·;5 -23.76' 23,76 1.75 -.:6.: ·.fr HM 5 M5 TU4X4X4 .187 0 3 .000 0 V 1 13.907 21.6 23.76 23.76 1.75 .6 .6 H1-1 -<\,o r ~I< ! Envelope Member Section Forces Member Sec Axialfkl le v Shearfkl le z Shearfkl le Torauefk-ftl le v-v Mome... le z-z Mome... le 1 M1 1 max .418 1 .01 3 O 1 O 1 0 1 O 1 , .. :.2 J::;,.,~";,:-:,,.<>:·, ~x, .. :min"'.'-.. 2~1-2:-. -_.3,.,-~:jjf3'··· . .iv ·t:.O:,-::-·. ·,,,1:·' .> 0-·: ·t1~ij~~,~~6·<:-1 · ·_,··.O ·.,· .. · <1:;;· .. 3 2 max .418 1. .01 3 0 1 0 1 0 1 .031 4 \'4':}' '~·)Ji' ""-..-:·:: : '·=';·:,,.:min::·_,, :~;2j2." '.: ';F :;l~l'.(J1'3; .4 '. :-:;, .d:· ': :· :1-·:, =~-::-o .-. ~1r: ~l(JY '. : E .:,1: :::.;'024~ . ':. :: '3~1-.-=· · 5. 3 max · .418 1 :01 3 . 0 1 0 1 0 1 .063 4 ::.,e,: -:--, , ·.: . ·-:· .: .. ·,.··.min'.' · .21·2· : ·, :3· .. · .:.,.om. · 4:'.'. .... :-0··· -·. · _,:1:,·' : ... :o, . t. : --. o. · ~-: . 11-" · ,-:,::_o48 :.-' -: .. · 3 · · .. 7 4 max .418 1 .01 3 · .0 1 O 1 O 1 .094 4 · ·a-.-,. -· --:·:, · .... : . ·· min>· .. ·:-:21:2 · ·. ·-31 .:.-~.-013 =,· ~-'4 :r-·. ··,o. :: -:-::,1 .. ·:-·. ·· -o. · _:1 ..•. _o-,. ; ·:.-1'· . ..::::0?21: :-.. '., · 3· ·. 9. 5 max .41'8 1 .01 3 · 0 1 0 1 O 1 .125 4 do·~:-,;:/.,((;:_,,.·:· '·=·-::-·,miii'· . ."<2~12 ~-.-._-3·~---;.013:-:,:. 4·, ,··=· .. -0-:·:···: :1 .. <:-:·:0-t:i-·1.:-.;::.-Q·,-->~L _-:..096· :: '~ ·-'3, 11 M2 1 max 9 .192 2 .418 . 1 0 · 1 0 1 0 1 .125 4 '.'.l-2,J:~ ·:::~;;:,,,., .:-< :-. · ·min ·:-. .:.9.1'87-5· · 4 :"-:: 2.12;< ,'3 1 :'-· ·~=o:>:.: -~f-.--·,.:.o:~~--l -~~ :O' ·.-· -.,1· · -,096·-.-.":-~3 . 13 .2 max 9.192 2 -,037 4 0 1 0 1 O 1 -.193 4 ~::.14~-1--;.~{"J F~?~, ,. = ··=~=:min· ·_i'-9d8t·, '.:~C =-:"i"-112::.·}: ·:2 1:-i;:,. -0'. "<,·, =h ~'-,:''O =:-._ ;;;1t ¾::'ffb;;-:;:-:;;-*: -/<sb2·: ·, >1= --z~-:;':.,_ 1-5 · 3 max 9.192 2 .62 1 O 1 O 1 O 1 .637 2 ::::f61l:::fl·.,,~t;;;'a" .,._,··~ -<--,. miri.,l.(~9'.1Br;~. ~4-, :·_i-:ff39~;.L2d ··\,OJ::·:/ =~1: ~-(·:· O~i_:::. = 1 . :{-·=. o. --""1,-,: ~346 , -'L>4·· .: _ 17 · 4 max .012 2 .. 101 1 O 1 O 1 0 1 -.2 3 ..... 1.8~;1~:i::?:_--~~= -_ :::--···-" . _:_; min · -· "7.008~:a: A'.· _-:041:·, ·,, 3-:-,: o<--·-, -·-1'. (='-'qj.'-~-: 'T .~:?:'cf t -.:.44s .:::-:: ~-J ·:, 19 5 max .012 2 -:-.216 4 0 1 0 1 · 0 1 .118 2 ··20:-~".('·~;,)i~:-=-'··,:: ·,_:_-:min:,:·>.:.b'()fL· '·4 '._--:,_)j.,33",:,=·.~2'.-: . .':Q'-., , --·1 ., .. O~i'-' ·=,;j·.,:,~. ··o/: ___ -1· ·:,,.:07'7-:.·."· -:;it· 21 M3 1 max .433 2 .008 4 O 1 O 1 O 1 .077 4 ·:··2Iz:-· ·, :· -_-: :-:-:·: :·· ., ·, .. ,rhir;::·l'. ·.2'16· 4: ·. -.012: ,,2·:.:.::i-':Oi .... , ... : .. ,f·,.,· ·o .... · -1. · d·' 1. ··.-.. 11a,· .: .. -': 2 : ... . 23 2 max .433 · 2 .008 4. 0 1 0 1 0 1 .057 4 ,:24,::-.-· .', · -· ·. ;. ,'. .. ,'!min:·'.· .. 21e.>· .,::4:1• : -:bt2: · 2·-. , ·o/ .. ·::: .:·1., .. :.·_ . .o .. ,-·,:, 1 :_ · o :· ·f · · -:089: . ··.1_,; 2 .. :·, 25 ·· 3 · max .433 2 .008 . 4 O 1 · O 1 O 1 .038 4 -''.26': ··.:.,r-~·-=·:· ::,".; -, ' ., -min'.·: ,,21'6 .-·: , 4" "-<:fo12;--· 2: c. c,,;'Q -,, ·, ·,J'_ : .. ,·,o -~ _.' .":F'-';f~~---€f-'· .. >1', . <::059 .. ' :";, :.:2.,.-: · 27 4 max .433 2 .008 4 o 1 o 1 o 1 .019 4 '2a=~:-,,~1 :ti·? ·,_ .. :':··:' rriin. '=1<21·s:: : __ :,4,>,.~1,;,012~~:.:2->:--)(;) -7 :<:r --~--o: : :; :.11•, <':O;,,:.:: : "'1' '. ,:.:;b3"; . , .. _ :: .2:-.-:. 29 5 max .433 2 .QOB 4 O 1 O 1 O 1 O 1 .:.-30-->~~-·::_,~--::, :-: .. _;; .:· ._-_,:. --m'in · =-~.-:~21.ei;c~i /4:_-.. ::'·ito~2-Fi :.s2:.--,: ·'..:0-" .,--= f·; -;:':"·:""(L~~: ;1' :_, = · .o-_,-. ·: f'l°i"; ·: :a>:-:--, ·: ~--::,,,_f , :· ,: 31-M4 1 max 9.318 4 O 1 O 1 O 1 O 1 O 1 '':32'.~ ::_,::,'': ;::._; ~:?.:"-~. , ;.;:\ ·min-,.=.~_;ff:'51''fia= .-;;,.=: j'.f~.:;;::¥" '~f-<~~o,,:;,;,·.~--t::: .-:~:;:~Qi;'::'-~. t" :r0:--o,~~,,: · ~ 1 .. :_.·, 0 .. · ! ,,. .:·' _"1/·· :-:· :· 33 2 max 9.318 4 O 1 O 1 O 1 O 1 O 1 ;.34•;-, ·~-, . .::,;:-?,~ ·,. ', c,.-0:· ,miff· ::"·~B:52:"·' ,;,3 .. -~=:~-:-o::·:a:.::: 'P--. ·= ·ti'":-_·. ,.1"' ·::-/L :~:+; ;.1,,:::-~u::::-::,: · 1 --_-ff· ·, :. -_: ·1< . .-:.: 35 3 max 9.318 4 O 1 O 1 O 1 . O 1 O 1 ",35;:,":~_-,~·;,=---_";;<:: ~-" ;r'nin-··::: . .:.8'.52·::·0 : ,:3, ·::::.·o;-.-.'.,:;,:·,f·:;::,'.-·:;o ,:.\• .. ;.1: .. ---.-:~·o·· ... -1' _ ... '.··'.,o,;r.;:,: ,: 1· _···-,:.0-' .. ,,'.·· .'. :1. ; __ :.' 37. · 4. max 9.318 4. · O . 1 O 1 O 1 O 1 O 1 ·:_ '3"8;-:::-:'c-· ·:.-: ·:_·-.-, __ , .. : ·.: > mHf: ·.':-.. ·-~8-.:52, : 1 .3 :-,:_-0·:· _,_. : '·'L -.,·;:: , O'".':-:''.-.:-·:·L '·,·. , o-·' . : . 1-'-· ., . Q,_ :' : :": :''.1. ', :--., ::· O ,... , ,.:;, -· 1 · .. · 39 5 max 9.318 4 O . 1 O 1 O 1 · O 1 O 1 -~w: .:?· :;-_.':" .. ·.r· ,;: :· '.·' min ,,,:,:::.a:is2,.-·:·,:.·'.:3f ,:, ,·~b~ ·::.-J A::.~.,.< ::o'' ":.:·\·' \,-1 ·:.-··· -: d·· ,t· :-1 :' ·i . .-: :tL~-'i .. 1c , · _, · o -·_ ··t· ·=· <t' -: .,· 41 MS · 1 max 9.647 2 O 1 O 1 O 1 O 1 O 1 42 ·:_,,-·'f'-~·-'. :".-c:=;__-:':. ··: '." m·ln-:' .. ·.,8:-02s.:~-~4~: ,·"'s:~':o.:,:,;:_; --1°~;· .-:o·,.-:::·--: 1 .. -·,: o :::· ·-1.-: ;-=,;-~o:---· ·· .. 1-. , ,. o. -.-.-: :-1 ··: 43 2 max 9.647 2 b 1 O 1 O 1 . O 1 O 1 . 4A :, :~~ ·-: __ ,./ .. : :? . .'·:· ".::-... ·_ min;--. '.::$~525'. _ _..A· :' __ ~-~-·cL:~':\'.1--· ---" :'.·_,o;c-.'i:". ·'.:1 ·. :.·~:_, ·o ;.~·::.-,::1:.: ·>,-·.',10:c:. · .. :1 . . _ o .. : · ," _ ·:1 -- 45 3 max 9.647 2 O · 1 0 1 O 1 O 1 O 1 . ·46:/;c'·: __ ·,.:'"./-,":<<-:·'·mh' ·-s.525;~· A-:< .o:-:c:.Ji .. 1~:: .. ,,,\0.:::-:.:-.. :' r .·.-:·.o~.-;--·,.'1 =:-_:··o v: o· .. · .. ··1 ·_ · 47 4 max . 9.647 2 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 5.0d [C:\RISA\Xnergy@C.3.r3d] Page 2 I I I I I I I I I I I I I I I I I I I Company : Dunn Savoie, Inc. Designer : Tim Shao Job Number : 06145.00 .Xnergy . Envelope Member Section Forces (Continued) May 24, 2006 10:15 AM Checked By: __ Member Sec Axialfkl le v Shearfkl fc z Shearfkl le Tornuerk-ftl le v-v Mome... le z-z Mome... le .·AB·.,·:-:;:.:·,· .. >;:::; <".min··: ,.Ei1525i:·,., :.4:-: ~:;;· . .-0·-.·:~~-<-1··,:.·:,;;o-···_,:.~ ,f ..... ·.-:o·-:. ·.1.' ~---· O' .... :::1a .. : .-o:-:-.. :, . ·.1-~·.,. 49 5 max 9.647 2 O 1 O 1 O 1 O 1 O 1 Envelope Joint Reactions Joint X fkl le Y fkl le Z fkl le MX fk-ftl le MY fk-ftl le MZ fk-ftl le . 1 . N3 max 4.806 4 8.239 4 O 1 O 1 O 1 O 1 3 N5 max 4.394 4 8.705 2 O 1 0 1 O 1 O 1 5 Totals: max 9.2 4 2.076 2 b 1 Envelope Joint Displacements Joint X finl le Y finl · le. z.nnL le X Rot::1tion ... le Y Rotation ... le Z Rotation r ... le 1 N1 max .028 2 O 3 O 1 O 1 O 1 -1.855e-5 4 /.,;h-· .\ '. ,. ,.· i' ;· :·-:'· ·r'nih · · . <02tf·~·-·::4,-, -:0 ,_CF.'.:.~" l ,, _., · 0°:·:._;. -''1'-· ---~·-o··-; ·. : t:·~ .: ,:, ,·:.o ·· ;~: ·.1, . .-: :.6.608ea.5 >2-, 3. N2 max .023 3 0 4 O· 1 0 1 0 1 5.455e-5 1 : -4:::,;: · -.. , ;" '·t,<. ;_ ·; :-.mifr' . : -:i.::.:023::.;._: -4,·,, ·,:i; b · ', -,: · i2:~ . ,.;., .:o . ; .• -·, .1·' ~: 0 ' .. ,:, --·1,:. ·' • ·, 0 ;"_ c· • ,f, · 2-,042e~5c, ', 3:~ 5 N3 max O 3 O 3 O 1 O 1 O ·1 3.602e-4 4 '-6:::,/ ,· <· ,,i/i ·i:'· ·fn1n:.:·:,, 'ff·,:<· ·4·: ·-_ _::::d\> ::·:. --4!("'=··-.'cf. ~~-:--: t;. '~i:a_.-Q; =' , -r·>, ,. -·b .~,,~-: -'1. = .,3·_303e-4 :.,3," 7 N4 max .023 2 · 0 4 0 1 0 1 0 · 1 3.999e-6 2 ·'.,8;_"·.·:-'':·t -·:·~·,:-,_'..minh-".:..02·3,.·-·_4:,: .. :·--.00·1:··,-:2: ... _ .. ,, '0·'=: .-1:'::-.1 .. 0: : j~:=·:.:,-:':'o·,::_ ·.J . .,3·;9999-6 ,A-: 9 N5 max 0 2 0 4 · 0 1 0 1 0 1 2.708e-4 4 '--10:•.,'. :.~:: ..... ,,::-·;;{-::'~~; :,,=, .mfn··, -~.;: · O\Y:~ . ii.·'.·,: >:::t::r~-:---: ;.'2L '--\ =-·o:--~-f :·:1:;, •. =·.: 0 ·: .. · ,.1: !·· ·,,-.. , ··o" '_::i;,' · 1 . --3·.-1:28e-4. ~ 2 'C RISA-3D Version 5.0d [C:\RISA\Xnergy@C.3.r3d] ·· Page 3 I ;--· ~~--,---~-----,------,--~~--- I. I 1· I I I I I I I I 1. I ·I . I I f-----7 I.·., X N >-.LI I L· =i_~~.,..-,---~~~-----.,.--- I 4~ I I I I N I £!/IJ I, I ~<:, I I I I ,1 I I ~ il/lJ co en C"! .... I I ..It: (") w r-.: + I ...J ...J a> + C. ...J 0 Oai -> NC, I (.) w X ...J c >-.Li .. 0 "'·--c-t1l .:! O 0 ...J Cl) I I I I I I I I I I I ·I I I I I I I I I Company Dunn Savoie, Inc. Designer . Tim Shao Job Number : 06145.00 Xnergy . Joint Coordinates and Temperatures Label x rftl Y rm Zfftl N1 O 10 0 3 N3 .0 O 0 5 NS. 12 b o Member Primary Data .Label I Joint J Joint KJoint Rotate(den) Section/Sh ... Desian List 1 M1 N3 N1 COL Tube --:'~r,: ._;,·,'.M2· ':-·.Nf'_,--,,,Nz}f., .::. .... ,,, --., ... · .. -· :·"·':':iBM1.·,: .--. ;Wide Flana'e' -,, 3 M3 N2 N5 COL Tube :;;-:ii,:_" '--~rv,4· ,' .·.::N4,, ,N3 " ,_, :;;,~ . :. :-·:. t-·Brace::.-: ':"'Sinale-,Anc:fle:·--... ' · H .-, --,-,. ' -- 5 M5 N4 N5 Brace Sinale Anale Basic Load Cases BLC Descrintion r.atenorv X Gravitv Y Gravitv Z Gravitv Joint DL ··, ·Lt:'. ,: ,-, I 3 E EL 1 Load Combinations May 24, 2006 10:23 AM Checked By: __ Temo fFl Detach From Diao ... 0 0 "',·,:·.:, "•:,Q.:': ... ;·,'. ·: ., .. ,, 0 Tvoe Material Desian Rules Column ASOO 46 Tvoical .Beam-··,/ A36' .: Tvoical" · ·,:, Column A500 46 Tvoical VBrace ' .:Asa=·-:.· ---= ,Jvnica1 · ·=·:-.. ; .. VBrace A36 Tvnical Point Distributed Area <Me ... Surface I... 1 -H :1 ' .'' ' . ' ' ' H __ • • • ' '•! i ' -~ 'H j•, 0 ,: Descriotion Solve PDelta SR. .. BLC .Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL+LL Yes 1 1 2 1 3 _ , 0.9DL +E Yes 1 . .9 3 1 RISA-3D Version 5.0d [C:\RISA\Xnergy@D.1.r3d] Page 1 I I I I I 1· I I I I I I I 1. I I I I I. Company : Dunn Savoie, Inc. Designer : Tim Shao May 24, 2006 10:24AM Job Number : 06145.00 . X:nergy Checked By: __ _ Envelope ASD Steel Code Checks Mem ... Shane Code Check Locfftl le Shear ... Locfftl Dir le ·Fa fk ... Ft fk .. Fb v-v ... Fb z ... Cb CmvC ... AS ... 1 M1 TU4X4X4 .057 10 1 .001 0 V 1 18.204 27.6 30.36 30.36 1.75 .6 .6 H1-1 .... 2:':= :eM2.:· ~w,f2:x16·!' '. ,' >::.,t-;;l ,! ,538!··_;~·~={--.~-,-'.: (::;6t:'.=~ ·::2·,:: ,-:,f1.7' ;.·e=:> . ·v\ _;f-'5.7'.q5 48;?;: -35.91~ 10/t·. ft, >.Ef'. .85 lil:1~1' 3 M3 TU4X4X4 .057 0 1 .001 0 V 2 18:204 27.6 30.36 30.36 1.75 .6 .6 H1-1 ·:: ,{ . ==,·rv,4.;,.:-: .ittJ4X4X4;: . ~,1 ,:.'.,,,, 1',n:-,•\ -:·"t82:,,,, :: . ·,:'. ,! ,· .,:.o: ·-,--4-,. · ... ooo: :··er,,: .. ';:v,: ·'f' f3:9b7 2'1:6 '23·:7S: 23,;76 1.7-5 '.'6: A3' Ht.:.t 5 M5 TU4X4X4 .184 0 2 .000 0 V 1 18.497 28.7 .. 31.601 31.6 .. 1.75 .6 .6 H1-1 .<\l~ I ok ! Envelope Member Section Forces Member Sec Axialfkl le v Shearfkl le z Shearfkl le Torauefk-ftl le v-v Mome... le z-z Mome... le 1 M1 1 max 2.985 1 .001 3 · 0 1 O 1 O 1 b 1 -:-~2.~:;;~tt~"';'.-.: . -~:= =c,;_-,_. 'min" §0---1:1'5·,·.·:·_3·-s·_-·-=:o~·gr,s_ :t..;:! '·, ,·.o,·::?> =~::P .,:.-_,,o :·';;;':~: .·.-:1 ~ ·,,;o;,?>· ·~t'' ,.':·_oc,"-"·. -., -·1:~;~. 3 2 max 2.985 · 1 .001 3 O 1. O 1 O 1 .048 1 ·:,,,4,:, ,::::.,--,"··:· .:,,,01,,··, ·.: '-'"'.'niih : .. , ·t:1,5:•,:,:,·· -3 ,_=.=-:..::01-9':·'"·:·1 · ::·,,.~:C:F,-,·,,,; ·1:· ... · .. ,,,,,.,:o·, ,, 1 · .. :, .. ,.:o· --·. ·.,f· · -.003· , ,,.,· .. , ',3' --: -, 5 3 max 2.985 1 .001 3 O 1 O 1 . O 1 .. 097 1 .\'6:,,·)-::;·. :, ,·:·,·;:;;,·-~:_..~--=.mih' ·· .. :1::l5.:·,:--3t',::...019.·-·'-.y·: ·:-,-' .. Ot'<·,:~~L ---,,0>:<''"._.1.,-. :_··~_:::O;i,!-{ ·t·· c.ci:006'.=~ ·.· >.-:3a_.,_.,.: 7 4 max 2.985 1 .001 3 O 1 O 1 0 1 .145 1 ._?~8:', ... :r; ·: . .:'. :·,,. ·1;,:-,::=:.-.-" min:--~ .-:1~1:5 .:-' '.:3.~--: '""019'T:t"_: \ O::-'°::.:-J' ; ____ 'O, ·=·':· ~:1,, -::., (j.'.=0 ' ,j'.:: _.L:0"09 , . . _ ,3~:·;_ -. 9 5 · max 2.985 1 .001 3 O 1 O 1 O 1 .193 1 .10 1 'i·.-)'•,' ,,_ '_: ·~min'··.~1.,.1-5 ,. ·,3:,;.";'.;'_019\_--'.j-_·>,:' 0 :,~:-1,,·,: ''Q;-:, 1--,·.o:,:-_~_tc-t:·1_;_012--, _,.·3·-~::: 11 M2 1 max 7.311 2 2.985 1 O 1 O 1 O 1 .193 1 :·~12~= ?':,\.:: '. -,,,. :.-;: ;;t~=-"min . ·4:1a4··_· -·¥" ia~c,1:1'5'?: ·-·'3'::: =. Ytf-<-~. ~"'1: .. ~ ·;---'.b:-·::: ·0·1'-· _·, ----o::~~<'. ---1: I-a=~;o.iT·<~:· · ,.,3"',···· 13 2 max 7.311 2-· -.267 4 O 1 O 1 O · 1 -1.207 .4 ;,,:1.4.,·=-.. ·-:, .. :.,:,·,: .. ·,:,··min. -7.284:.·,4.· · .::1,38:,','..2, ,·_:i(if: .. , ,1';: .·:· .. b-'. '. ·'1::,,,,.o,· ,.f-· '"'3'.244'' "w,,2·'·,·: 15 3 max 7.311 2 4.431 1 ·o 1 O 1 O 1 4.531 2 ~-,1 e.:-1,,_.·i'f:·, "c:.c,·,: ·, ·.;;, .-:ij:;_ :min ·, , . .,t:284 · ,,4_·_ ,_:--4.446,i ":2,;, ~,-;:"GY:---:.:=: :·~f: =~-., 0~ -·~~~ :_:1 ; ::_ '. __ ~0i::~, i1'' -. ;1:?.65~:-, ', __ ,. ,,·. i4~,;._:;, ::'. 17 .4 max . 027 2 . 723 1 0 1 0 1 0 1 -1.212 3 '. ·1:8 :'-, -;:,_,:;,.;'_: · _.!,_,;_;: ·-;t~c--, foih: '.:-0 '.~ .·,:, · 4;: .' --.27'.',, ~. 3_s: · ,, _ _-: b, : i-,~ =·4.c :',· : ,Q , 0 ·:1: · ",: -:: 0. a"·, ',r=., ,-.,.3~2(Jf"-'. ".-· 1-·\ '-,' 19 5 max .'027 2 ~1.154 4 o · 1 o 1 O 1 .266 2 -= 20 ".. j,::,,.;t _--,~·-.-~\ 1-~:c--._-min-.:· ---:o . =i. 1~iiL ~~.::2,-997-? '-.. 2· < .:a ~o;::----1 .. ':. :·:: o==--. -=-t· .. · --o =---~ -"1---:.003 ·=. :--.:· ~4;:/ .. 21 M3 1 max 2.997 2 O 4 O 1 O 1 O 1 -.003 4 ".22-. ,:=;.r:. 0·": ~_:t·1,;-i-r ,-:mir.r .··_ :t;1s4··:,,. -4.> 'ff!.'02-:t :'·~ ,-·2.: _:_:-~"or: -~ ;.1~.-_ .-.· .... o, .:.\", =·f = --~--o:·t~"':;,r --1; ,_._--:;2ss-'. :.· --:2rr=:~-' 23 2 max 2.997 2 · 0 4 O 1 O 1 O 1 -.002 4 1'24·,l/.~, .:= ~-'-,,. .. , :>'mih· 1..154:· .· 4·· :_<02t . ',_2-,,-_·; ·-.o :.::-:-J,: .' .. 0 ,, ·' .·1 · ·::, o··_ .. ,f: ·>,J99 · :".' · 2 -:,: 25 3 max 2:997 2 O 4 O 1 O 1 o 1 -.001 4 -.-2s-:l ,,-l::~·it, f"''., , f ·.==::f: mih. :". -fJ1'5~ ,-., Ac:: ,~_.:::;027;:_r ;:2~~-~, ;":·,o··,/~ ·F,0 :>·tY=·;:t~ ti1 < _ = ·oJf~:" .-~_:· -,;f:-fsa'.':~ :.; --~::::::.>,· 27 4 max 2.997 2 0 4 0 ·1 0 1 0 1 0 4 :::2s·,: .,::-. -:_: -... ,.: .... --.. , -, ··.=?::min·:. ·f.154., : ·'4.: ·--.0·2T·"= .r ·: o :·:·~--:f. , .. .-:·(Y:.· ,, · :·1 , .. .:: ~ o.·--1:... .·-.oe1:r·· ·, :·: · ·2., .. -: -~. · 29 5. max 2.997 2 0 4 0 1 0 1 O 1 O 1 :.3!:f; :,~~{.;_ = ;,.::· .. ': ~ ·t:-:_: · ,min, ·,:_t-1'54,:', ~-.if ~;};'(;)2]:,.:_ ·:2: .• ~\.;,,<(Y::·· _· -:T·. ·.. Q.--._. ,; .:-f .. :· .. o:· ·L; -L -.: .. :o,.--· -. · · ·1 ~ ._; __ 31 M4 ·1 max 9.093 4 0 1 0 1 0 1 0 1 0 1 ~.'.32 .. ·.,. _ ·0·,, ·' _: ~-··:;· ;;_-~:_<·min"· =._::5;()6 .>:· .. ':3 ,· :J:'.· o::-:'·. · )t:f.\= ~O~-, _;~ ·,=1~: =-· -: · Cf ,, : '.··1'·. ;~,.,-:o <·< t: · .-.. Qi-.~-<:.·---f·(=:--:::: 33 2 max 9.093 4 0 1. O 1 O 1 0 1 0 1 ;34;.:-~,,;;_-~';;.;;,·.,·: ·:\'.·_:·:·-·niih,,:, ..'..5:btf-'::=:··:.=3·· '.-:<.,o_::,. =·.';L~;.:_;.:o··,~; '·t-·, · ... b~--;.-.1 ·.\.:.,o.;[a.,-1-:.,:,·-0:::._·:c ... _ ·-·t-<·: 35 · 3 max 9.093 4 0 1 0 1 0 1 0 1 0 1 . '='·36'·"(: ,f;,~--"::,·-··e:.. ·:-s:=c-;:"=-.,::~: rhiri>>= :~&J:jff:; : ~-3 :i ~--::,/o ·::;,'. t,t-.<=~:-:··o:~:-~: __ <t? _.:: ::-,o"· :~,?F ,.·::;;: -b<;>_; · t -:=:·.;-:-a::::., -:\-.. 1 --"" ,- 37. · 4 max 9.093 4 O 1 · O 1 O 1 O 1 ·. O 1 - :.:38':· .:.::_:,.r,··.-: :: .. -'. .:·:·., ·. ·._ -.. : :min·:· :-1-5~05,:, .: ·· .. 3:: .. ·· --'1 iff:· ... t ...... ·1-· ::i-· .. tr: · ::.:-".1 · · . .: : -o .· --· ·1-.-· :o: :'. . ·.-1.' · : · .o · :: · · ·, :1 ·. ·. · . 39 5 max 9.093 4 0 1 · 0 · 1 0 1 0 1 0 1 .Ao :\=,-'>,"".::.-. ;·, .: ·: -~, '~ ,m,n. >}-5iti6/::;" · 3:>·;:"': __ fi\:, . .-: ::=:it~~'.',-''O 1·:-::~·\:,1::: _:~-~''o··:,,~~~-'-";J ~ \: .··::o'-::-J'.,>: t · · -:-~:o.:L-._ ·:: .T ,_::.--· 41 M5 1 max 12.248 2 O 1 O 1 O 1 O 1 O 1 :A2· '.' J'· .. > · ... ·· >'." ::'.::··:·:-· :min-;"-.,5'.064:t: ·.:4_··: ·---(·, .u .. : '. ... · .f=--~ .:-;:.-o.--~·-:" ;';'1=: -,"~, .. o-.. :' :,1· . -·:.o .'=-:.: .. : 1 ., .. o · · · ... '..< .1. ·: .= :_, .. 4·3 2 . max 12.248 2 · o. 1 ·. · O 1 O 1 O 1 O 1 . A4.:, ;_ :t'.::_'·_;:_., .: : :.:-'.·~·min::,· .:.s.064 :·. JI-'~: .. :· o· _:~ -,J:,;:;>; .-.o::;.,·,: ·:'f., -: :· ·b.'_::·:"'.' :,f,: · · .d.·: _':. l·. · .·: -0·' ::-· .L··: · 45 _ 3 max 12.248 2 O 1 O 1 O 1 0 1 0 1 -46.='.:·.-·.;,c",:::_.-;-·-:._·.,_>min.,.---s:·os4.-. :4.<-,--... o'.-.. ·,T:._·_:::a.:·-.'.::-j·-.. : :·o· <J_-_ .. ··o. _·.-.1-=.·. o -· · .·1 - 47 4 max 12.248 2 O 1 O 1' . ·O ·1 O 1 O 1 RISA-3O Version 5.0d [C:\RISA\Xnergy@D.1.r3d] Page 2 I I I I I I I I I I I I I I I I I I Company . Dunn Savoie, Inc. Desigr-ier : Tim Shao Job Number : 06145.00 Xnergy Envelope Member Section Forces (Continued) May 24, 2006 10:24 AM Checked By: __ Member Sec Axiallkl . le v Shearlkl le z Shearfkl le Torauefk-ft le v-v Mome... le z-z Mome... le 49 5 max 12.248 2 O 1 O 1 O 1 O 1 O 1 · _ Envelope Joint Reactions Joint . X lkl le Y Tkl le Z Tkl le MX fk-ftl le MY Tk-ftl le MZ fk-ftl le 1 N3 . max 4.695 4 8.978 4 o 1 o 1 o 1 o 1 :-.:!;t< .: :.-;-~:: .:·-"· =. >,:, -":! milt<· ;.;_2,605·, . ·,3:,-, :-,-3':1'89 ": 1,/3::'.. :;,; ;,,· -0 -_., __ ' 1 · , :· 0,: · ~_:; 'J·-=' . .-: · 0'· "= . 1 · --,:o -: : -' 1·:·: 3 N5 max 2.605 4 --13.499 2 -0 1 O 1 0 1 0 1 .:,: 4·J ,, . ~--.,,,;..: ; .. : <-·min. ;::·,, .. 5f32a.-,,,2,,·, ;·-.:a~ 1a-9~: :· .-.4>.: ;·.~-=;·.,::·o:, ··-t :ire:::. :~o. ---~~ :· t ·_ --,·· .-o·_-.--_-,; --r., · -,, : -,a-:.~·'.-_·~. 1:·;-= 5 _ Totals: max 7.3 4 14.832_ 2 ·o 1 Envelope Joint Displacements Joint .X finl le Y Tinl le Z finl le X Rotation... le Y Rotation... le Z Rotation r... le 1 N1 max .022 2 -.001 3 o 1 ·o 1 o 1 -1.43e-4 4 . ::~t. : ~-'. :·:-,--.. :. >· mfh: ..1f-;:.;d22-"=-.~'. 4' =: ,:,::?cloa _-,,-. :.:f'-:>: ,~o -._-,-,, -. f--.-.. ·-a-.. · 0 .---.,,f:" :-.. o,, :,= -,. 1--.,3~9-a9e.:4-' ·-2'--· 3 N2 max .018 3 -.001 4 · _ 0 1 O 1 O 1 3.897e-4 1 : 04·=--:·.:c.;-_;-. -· __ -_,,,.._-, ''.min ,,·,,.:;o~g;;~-... ·'.W·: ··,,~·.:.mos --:,:r , ---~·:0 ·-:le;-.-.. 1-"i .. :·:-·:·b,: -:· :r -= -_ ·:-,u ·r------1· :_t;444e..:14':-.· 3. - 5 N3 max O 3 O 3 O 1 O 1 O 1 3.494e-4 4 -ir-. -. ->--".",>,\, ·= .:· .mlfi: --.,, -o-:··· -: ::-4:;:_-=.,--,--:o,: .. ,_=~~A'--,---,:-fo.'-'· ; ·. ,,,1-=~ :---,,··-·o. -~:-:·_ ;.1-==~ ,_,. --· O -., --: A;· ,,::f:gase-A-:3,: - 7 N4 max .018 3 -.003 4 O 1 O 1 O 1 3.173e-6 3 ·.xg:~-' , :'-s.:t ::··:: _-:---,.-:,:min' · · _.-:.:;-cM a.::,_ ·-4-:c -,,:,,,·-~008 -:-df-: ·: :,:,_~ ·o::,;, '0:--" :-,~ 0-, .. -,_ ,o· ·' "--_, 1< -.: o;: -.:-_.1 :-:..3·.=ftae:e. ··;i:[· 9 N5 max O 2 O 4 O 1 · O 1 O 1 1.513e-4 4 -10:·· :+,,~, --' ,'.; ---:-:::' ·min. ·, -;*-o ,-,-::,::. ·: ·.-4 -: ~=::--:~_'.(:). ,, __ ·: :-2:·: -_-j '..:.: jJ, ·:·--;:,::-'t::. ·_ ~c·-=o= :"-~~=-"1 :-~ , , __ -,0::-·:---:-'--:1 :-,--4:199e.:if :c.i··; RISA-3D Version 5.0d [C:\RISA\Xnergy@D.1.r3d] Page 3 --·------· ... -----· ... ----· Brace Member Capacity Check Brace Member .SteelTvoe A Lenath Actual·l r kUr Fy Cc kUr/Cc 720/(fy)°-5 Slender. B Fa Fas Caoacitv· Max·Load Load x1.5 · Remark .. @.Line C.1 M4 HSS4x4X1/4 3.37 1.3.288 11.3 1.52 89.1 46.0 111.6 0.80 106.2 okl 0.56 16.46 12.2 41.0 5.37 8,05 ok! M5 HSS4x4X1/4 . 3.37. 13.288 11.3 1,52 89.1 46.0 111.6 0.80 106.2 ok! 0.56 16.46 12.2 ·41.0 8.42 12.63 okl @.LineC.3 M4 HSS4x4X1/4 3.37 11.662 9.7. 1.52 76.3 46.0 111.6 0.68 106.2 okl 0.59 18.72 14.8 49.8 9.32 13.98 ok! M5 HSS4x4X1/4 3.37 11.662 . 9.7 1.52 76.3 46.0 :t 11.6 0.68 106.2. okl 0.59 18.72 14.8 49.8 9.65 14.47 ok! @Line D.1 M4 HSS4x4X1/4 .3.37 . 11.662 9.7 1.52 76.3 ' 46.0 111.6 0,68 106.2 ok! 0.59 18.72 14.8 49.8 7.46 11.19 ok! . M5. l:ISS4x4X1i4 3.37 11.662 9.7 1.52 76.3 46.0 111:6 0.68 106.2 ok! 0.59 18.72 14.8 49.8 10.64 15.96 ok! ~fl_ ~4<4><¾ b t :::: 14-tl .c.. 1,0 -,-If, == l \o -J~f~--= 1-l ,7.. . k' IO . ~ I I I I I I I .1 I I I I I I I I I I I JOB )(N6j[{]lj 17 . j DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 ·SHEET NO, . $"4> OF _____ _ CALCULATEDBY ______ DATE ____ _ PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com · CHECKEDBY _______ DATE ____ _ SCALE _____________ _ 8f-19Cb'1J fJJ--lfM t, {;{)N/J e:crt o NS a.tfNoq1orv ~c~ / &-t ~ , &7 I}~, t(tltt&1 Y 1, s11;,1;)-=-q9, I K w gt(-yt/)<1/f !ff SJ.. f = 2-, t!J ( / 0 f? )Lf, tf) -;;-~ 7 · 7 ~ c-St<1JH,,U/Y-- 13~-TlJ &; U5 S tT fJJ~lJ> ? -~ -~, f5 t.,wA -:: , '15{10~/){, 7{)71(3/;{/'}{'1'1){_1f~dts) .:-~~. fJ ~ > c;z 7 ~ o t::- 3/(& 11 ;::1e,u·r )( 11' .{,,o1Jl) t q Y,015":5 2 ~ /Jf-~t: r Pw:trC f.;vb?A'< 17> !3lflM-' V-::c zf~\) ;z5$.7t. . ;~, IA , t.h--~ c/J t/11 :c-, 'f§ {1~ t'n )( 70 7 k?-fu, ){ If 11 f h/l:h.J) c;z. 7 t¥ {p1, 7 b :;;-1 /, 1 /L. >8t1 711(!?/P'J 9//(1 1' fl iu;r Jc// 11 /o,/"1/J J 'l--h Ot:.5 W UL-dMN J. 8fi57£ (7l/tTl:: V11. ~ vi, 7 t?-;;-!.ft-/·, 31£ v-z-. ~ VF) -;, , its ( 7(; /?~/}' )(, 7d7 X Yt) (:tt'' 1 [Z 2{1J..(,s) (Mtfl) Y1 ,, Pf u d'r )( If '1 [,§rf c.) ; 1--· '¥1 D f5S V I j f \ ,, I f ! 11 I • ~ 'ii f 'j ii I - /1 f i I ii I I I I I I I I I 1: I ID Dunn Savoie Inc. Xnernv T.I. 06145.00 rn JOB 'JOB# $ Structural Engineers w , 908 S. Cleveland St. SHEET NO. OF Oqeanslde, CA 92054 I Tel: (760) 966-6355 CALCULATED BY DATE 5/06 Fax: (760) 966~(>360 CHECKED BY DATE SCALE LATERAL ANALYSIS-EXISTING SHELL BUILDING m $ [I] I ~~~:~a:n:.~ ... JOB Xnerg;t T_I SHEET NO. 908 S. Cleveland St. Oceanside, CA 92054 CAt:CULATEO BY BP -, j -Tel: (760) 966-6355 CHECKED BY Fax: (760) 966-6360 SCALE SEISMIC ANALYSIS -EXISTING SHELL, BUILDING (R=4.5) {E} ROOF Area 16900 sq. ft. Roof Weight 12.0 psf Concrete Wall Weight 9.0 psf Partition Weight 2.5 psf WTOTAL 397 kips TOTAL W = 397 kips UNFACTOREDBASESHEAR, V= 0.175 W = f= 'di(~~ d w1 = 80 w2 = 120 w3 = 132 w4 = 116 w5 = 55.5 w6= 67.5 w7 = 139 w8 = 131 Xnergy Tl_ Seismic : " w ill!l 0.329 0.494 0.543 0.477 0.228 0.278 0.572 0.539 69.5 Kips 4.1 psf fb LEVEL Fir. Ht. (ftl 1-2 2_1 06145 OF DATE 5/06 DATE 5/17/2006 ~~-----.. __,_ ---,-------------~---~ I I I I I I I· I ('I) 0 0 N (.) z UJ 0 :;;: Cl) z z ::) 0 ~ a.. 0) 0 M "q" N ..... (0 0 0 ~ ..... I i :i ...J I I LL LL I -~ "q"I ,Cl) I ~ _, ·c Q) I ~ I I I I I I I- >, e> Q) C ~ (9 a:: UJ z -~ 0 .,... ,;:::; C Q) E Q) > e a. _§ c Cll C ~ ""iii ·e Q) E E 0 9 .:J -. . ----··---~------· -r------. ~---'"------- CD 0 0 © ® ® --'------. -,--,-,.-~------.--~ r· --· . ----.. ...:::.------------ l (2) i : r--\j_ i J . · (t1v 1 (;;Jnc, i1t1A) ! ;'·\ j I, ',_. I"' ~ -;- ;._ -~ ----~t-.:.. -t---<--+1-t--t---,--.------+~{*:ll.ff,IG-1--------;-1--:: --•=>lhJNG. ---~ I ! 1 I '1 1 :r -------------~----; ~:/ , : . 1 /EJ2x4 e J :1 :, , i I i i I '1 ~~o.c .. / . i~ :i : u__ ' Ir---. . i +9'-10'" BAR ;, : : i i--f---. I U : ' ;: / ! -~: r---r---1 · ~ '1 : ii -<. ! ~ -----+-~ .' 0.: I :! i /l{ :I. · . · I --r --r---· ~ f '1 !_ · ·'-!; ~- i D :,I ' I .. r---N ~ •I ! i ?~ I ~ · sr-----.J ' . , . . . I : ;I ' . I ' ,, ~ r-t~ I !i: ' I ; ·i ... I :, I r--Jj I .! :! J C\J 1 @ , . /E/T~xh rrp, i!.c:::;--,. I l :1 !Y) B9 I ... ,, ' v/API ~x n'-8') I i---n 'BACK 11 --....., I EF -,S) I / ' I ENTRANCE :I ElM 5Fl:ICE-~ 1 I .:._, • 1,---: I {A°P,1STFLR) pl 01 .._ . , ' . ",_ I ! /7 ii · +21',()" EIUNG I /f \ ' ' .' 1 I IW. <Els 1/8 x 24 GLB \ , . •. ·< > s 3/4 x 39 GLB CEILING BIAM "< --¥-1-r 1, (Els 11,-e~LB :~-{B\ ';STAIRS#2 IWAREHOUSI \. ./ • I I \ ~~ I :, V i. .TT /1 ENTRANCE , · . J fi !it-----1ir'--{AT1STFLR '1 . , SM~"LICE I ·i ~ s:::::JJI I l ::::s ' ~I ____,_ i , ~ . ,._11 ----..: 11 I : '3. --., \ i11 l I Jd:JdJ1I i I,,-, ·r--·, I i ~ ii . ! J 1~\'.1; J '( ' ll· : -i ~--:r---rc-_ WARE!iO~SE ; i I i ' . '\ I I ~ ,,J i• :c ·\ •"--~ I I ----r----., iilJ I I ~ I {-.--/~;-! SECUREiTORAGE#2 l ~ . '~~I I I r- ' --·-u__ .bl' \!J r--+--;;,__ , ---.---D (coN0;r;: JED s0A~E) r:, "" , i----...,. 1 ~ ,-.,~, _/ OL:'.J X I ·r--I \ \~ !• UPPERWA~.t!O!J~E ~., ® r ~ r---, l ~-I I I r--,•! 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I . ~3 1: n-----1 . ~ : r::r-~0e;:w·, _; I' i5 . , 1 . ACCOUNTS P, YABLE 1r. 1:----s: --o: = _/. :: I • ' ;_j I • I ----=--r--: . s r: ' ' -- . :r--------O?S, TO BE CW 11 ~~ -OPE;! iO 8 LOW......! , , I ·@ ~--!; I ' , :i / g a, ! •CXISiJ 1 I' I ---~ !._: ; ' I jl U ":, J . ~ fl ' '1 / • rt--~-ji:\,n -, , !!!r--..:S'·6"T•B1R{TYP,1 :; < : ,, 1 I ,-.._ -F,,n -"''·-, 1 -1 --~-, ' :: Ok::JI /GE\ :=::: =l ,-I •• • • I' ~ u ' I ,! • i: D/Jl"n 11 \ ~ 1 ; ~ ; • ----r---: II \ : ""-il!f-" <-C~ ' ' "' / I ' ' ,... 11 • :; I r-li-s-~ ··-;: :;: "I-LOµNGE/OFFICEI ': I '-.\. ~- ~ \i{ ~ <:!: ~ ~ I' \fl ~ ..... ~i::. ~ ._J_ I'-.~ ... <';-. N' ~ I'- t ,i ~ :: I I! I --:., ~-I . : I CONTROL~ER !, ~ • p _=f1 11 ' ro l! -t': ~---------1---------n; /"f) ~ ---1-------;--,---____::_ -----------c;QPY.......j:-------,--I---,----1--!----, r -:i----t Y-,/. ~· Ct-TJ/.~'.( 1 ' 5' ' ALHIAY 1i ! It°; .._J: l •'I I I \.___ VES !SULE i i/ 75' «' ~ ' ! ': ··---------------------I--, 1~.1:- i I VIC~.PR 1 SID NT iii r &E~IDENT i ~ / C-to/!c: 1rP.J.1) ' : i ' I . ~ I l"'I -i , I! ij _.;' : : :! , ~ No ' ': ' ' :: • ',,[_:;:i_ -~ ' ~c.===i===· . : :; ClrnWV f///; V{ fJ (,,-..{ s t.Jm-l ' I ; , ___ PRIIIATF RF~TRnnM I i ,, ' ,£, --1 -;-----~ ,_,_~ /fvt?A/s Ori /1~.tc;; {f) r(i]) cu/ .?iVl Jtfil1{ 6,9f3 /t,/f --·--···· ----···· _ ..£..,/)1. /.,./ / ,r f ; N/ ~ t,v3 fVo._,.'ft-'f:--', ,,,pw7 fYltiYl, ' . I,, _, load 'I" /-AC,, r.-i 0 /V/i,,..{, ~ t~ t\ i:i5,'? • ' I tj/ V 3~ -9 e.\ -r {t \'_ p"/.,M"J f!f-l--t'0 r-JS ()U..ur ~J 1 -_?_'7_, ________ _ -.,,._,:-:-_-j-,--------------------------- 0,471 ~[~ 1/,/'f .) f;' I 72 ,'5 ' 1"'.,i,ft. -· I.~ \e, r;-7 Roo1::::: F)ZA1V/!/\fl1 ,? I A. I/, 11 I 11 r v;11N. /lb :;;. f --o 5 ffi0 ~w rJ I I I I I I I I I I I I I I 1· I I I I JOB VV\fb/2---&i y D DUNN SAVOIE INC. ' I SHEET NO. ri OF _____ _ STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 . CALCULATEDBY ______ DATE ____ _ PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com CHECKEDBY _______ DATE ____ _ SCALE ______________ _ . {,tJ NC,/'2.. tTC ~ ~--Vfl(vl~ ff _('f/5lAJ CJ Pt,,t'f IN L N 6/ S u NG {D s ~ tA frU._5 B 1 ) l7 f 'Zr3_r?1 .U>/'llJ VVJ't[/4,[ . ~(AJ7 VG /2--( 6-J t D!Tlf:'5 l I,-· ._;,,, 4 ::: {// 3 _,_ ./, z PH 3CJ:' 1 GJA g'W/8'1,A--• JtJ -1!/. I \3 f-:-~ :::_v,!J <l~z,J~JJ.7a zgi .q· IV 12--. 7 1/' . · /1< /}--$-(f/~ 1 z): r;, ~,,::: ~ vtf 1 "' '- 17' Wfrv~ f;:/00/c, ff 1/ z., ']J / J;.::57};p[::: 57J3o<PDFt' --.::: 3 I i--i-fc.5', r ~ ~5-f i) fi(,,,'8111/f I+ -:;,;c. /3ttrJJ2-- A -,:-100/£.(....,2-'x ri-\13 , I (, o k-\(2?'\ ;, L, I µ,-_~.;, ,Z--l o J, -.,'-,::: &: 01SP ~ ft-"--;;J; z-/q,·rgtj; _ · 3{iJl2-7.-){1-J'/;'191;5tS)., l?,Ot(r3U) ::t:z, ""'&j_~rf,p 'iJ.'§1 !AJ/'((A IN(t1A.,, _r -=-I ?/ l-/ 7/Zf1/ 1 rJ 'f 4 ? l_~D { '?3X 12-) ~ J(2,/ 77)( 12-1 l !f 11 Zo/ !) ·t (2..C/.--MlW f-.,t tq ID /fl !::f'S z z:. 3 if. 3& I I I 1· I I I I I I I I ·I I I I . 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V11 "7 /,L{-[io, I /t t--3, 01t--(;:,;~J7? ti;;, 5 k. .C::,L Z&t,~-k-(Ol::J -~P. :hu/ fir I_J · CJ Vf;'f{ tu. f..{11 trfl} g I WA-1,A.; : • uJ 1)/.,,~ I ~rF ( J.f 1)-:.15r4 ( ;) +--.J50rc--.P.e; )i; '.:: - , r'tf'll. f . -Pt £nr 11vd!. . :;-Z007f Ji-_ _. . . _ __ 1 f ~ 1i-17d{tt-'x11)rr5r:l{r,'tt19t--1~or~(~;J{;1'x1,). -----4/z,7 l:f -2:,,-/1,1. l}-;., 0 /, / 1(,.(21 1)-1-, 2-°l ft.{lo) -::: T [ 7,j,f )-1-Lf ,/tl-( 9/) 4-2,0l(0')(tff) :- r -:::--h O It---o/ NO All::/'t UP I.AP r 5 /-lb 7f1!. v.f/rl--lS . o k:-; r I I I I 1·_ I I I I I I I I I I I 1: I DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 · Email: dsi@surfdsi.com l{ N l; (/) SHb,7J)2 w Jrl t- Vlil-_; t,? {?Jz, Lf k-)? lfc;, c.t-k- JOB--'---------------- SHEETNO, ___ .--'bq.,.___ ____ OF ______ _ CALCULAT.EDBY _______ DATE _____ _ CHECKEDBY~-------DATE _____ _ SCALE~--------'--------- ::;. ' l ' MAet11,t-y If sqt Ufl/LJ Cffi1J~r1£-t~ WJt-lA-~ W117-t tibW 8 1 Opt;7V!Nl7 IA) I U-f!-,tD vu 17J 5/ 1 IA) N l1 ~ LA/l·rtt -J> ~}fl;;-?jf( u+? frC,,f ti/ tJ?-13 y (,,,{J(V/ Pl-174:~'V rJ 71? t-1 Al 'i3 (U {,A/ IJ-U~ I I ·I I I I I ... I I I I 1· I 1· I I I I ~ . -... DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com F"IZC€. ;t; 'P'ftv Pt·f!. 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I I I ·I I I I I· I I ~ _, .... __ ,,....,_. ___ .. _,_,...........,_ .......... _.,.._ ..... __ ...,,_. ...... """" _____ -· . . DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB 'll(b U, V ., I ' . SHEETNO. __ ~-~tt-:.vc:...._ ___ OF _____ _ CALCULATEDBY ______ DATE ____ _ CHECKEDBY _______ DATE ____ _ SCAl:E _..,....-____________ _ -1------------4 MS u Me-win 1.,,, 111-1-:S oo JJ~ Mt flJ t N u/11.// f/atf.,,tzf)N/7J1,,---, 1 V !:5MZ u1i-~ t Npit(lC,ttVlj : . rJ,oo;.SJ;h ~ o. 0012 (hkz ''){Ii'')-;_; 01 Jo/S 1N &r it 1 e 12-1 ' [:,,7-J • al)1-y :Li rvr CD-(lll/Uf°> tt{l..tt ;Vlr;,,,tl 81Ufu61) ovsr op fl/.A1,/t° · ·· Jg.y fllo--W 2-N!) f'l,-0(.ft!L. . fJP--11 VI ry : (flo-or /~~ ~l/V'VJ/-· CM!..) L /, - I 1: I I I I I I· I I I I I I 1 . . I I. - I I DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com 'e·...-..,~-----~ JOB )(/Vt}'f.fs1 y 1( f} SHEETNO,------'----OF _____ _ CALCULATEDBY~-______ DATE _____ _ CHECKED-BY-----~-DATE _____ _ SCALE~--------------- w~ 0P?:--7v/N l-iS l'N (of'{C,-Wfr&l,,S C,o7,Jil{) · ?-'I fv'lr ({) Ct;-Nf < ;p J/nV]/3,S. /hil6v!ff-=--I J' JJ-, 1-,flJ> f1A7Yfl-C,Jtflf'f>([),..J') /Al I (;, _·,,,cA·.' (,. 1 . vvu,-=-0;_171-(JG{)pd)( ,-; ) j;-;411, t I f(ity?'/32,-,1-f- l fi,, UTht-w,J,f Wuz, :o C?, SLf [ /6 o(f:!)( ( 1 ) r ~ t'P(~rJ~ ~(t.plf ~.e,. gt.(/G:.$ " }VJ ii,;;. j,-7 · f:c: ,;p.f' C ,, ' ., /" 111 ;tf l tt' /1 1' 2,,/1fll 3' I I I I I I I I I I I I I I. I I JOB xrv(f{!..C) Y -ri DUNN SAVOIE INC. SHEET NO. 6 'r OF·------STRUCTURAL _ENGINEERS 908 S. Cleveland Street _ OCEANSIDE, CA 92054 CALCULATEDBV ______ DATE ____ _ PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com CHECKEDBV _______ DATE ___ _,__ ___ SCALE ______________ _ . (N) ,Off'!b,(,,. rN .t(J.AI~ WA-vl-<;-----NotlT/4 J:?li;-ti/17'>-tfri _(M) c{,ryt fll/NPt!W __ )_ tNC: <[J) .J,,-/Nf[,[, Oft, By ()1>/l1flJf-lf7Jtif UNC{f) 6 1 W/Nf)tMI C,Jgz,~ . o vr-o·r -r l/rf-I {::; r t N'fJ 1tf0 : w~~m'~-~, i-if;o f~t )(15if) -1-/so1,~r{f/), ~) J ~ i!pll IAJWMd-; /1,j;;~f (t/)-::.. Ct-Or/I-.&-WJ11,d r~PU f/:5 e 571£:¥ l-M-t:,;7vJ;8 t:r? p 1'/J1?6'. frU-UJlff} ; fa-;;: .cf P-r l( ?;;; i11 tt;lt-1 (3UJ-I/::..-;, 1, 7 t- P!JR.- ) -----_ -_. -p] : _ _JI~--,.-----"'--r f/t/ · ? lwD~: I ~ '«-1<------'l. I . C5x1 tJ'fZ-/:S~J<0Xf11; J/tYVIB I I I I I I: I I I I I I. I I I.- I I I I DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street _ OCE:ANSIDE, CA 92054 . . PH. (760) 966-6355 FAX (760) 966-6360 · Email: dsi@surfdsi.com JOB x flbY-btY r r . I '5,' SHEETNO. ____ ~ ___ OF _____ _ CALCULATEDBY ______ . DATE ____ _ CHECKEDBY _______ DATE ____ _ SCALE _____________ _ (}/) ~PN CJ?; IN av NC" w'}trvL ---N /) rl/1H tFl/f!3Vlt'Tl ON {:J) I? r rK 1' vv I A !JEW ---I.A Ni? @) . i;Nr'b,"1,,--. V· l . (t;, 'j' / ~ Wpv f!30rcJ ~ }ti' :v if Bf} pl/-· · Po rv::;:. 150 r If D f-2-t 1'v Lr G-Yt-rYi? ,;G t77"t:!-v', f 4 ~) ' Mp 7-·1t;t{lb); 15-M.{Jf,.J -:;,. i·i,fhf:r . 0 <-(- 11 i,,,, ~ /0,& ~-ff /1"1 -;-/, f (z--i) fr f, 1{/ OJ,-) -z t/1 f-•ff ;t· l1ii _jj_ f'f5t?f ;; ~ ~ lf~o1j -;:. , lo flV2--;:;:· /~/ff @f?) Sv?&1t41C. rf-,7', 5f{t5{}pc:F )(!1f') J,Gj-=-l,Jrtll- /VI. ~ i I I /<-,ff- 1,L fl.J4-. .J.d.!:_!!, Z 1 / ?rN-z-,?-/4 -:;; , 2'-tN 7-b /--#1 tJIC As r.(,1 ;, Jf t?t ..., f (3 t£>1') . /JbFt,f::C(!tlN-; f r-oc 7,SJ{f-.,. 7. 5 J3,t1t1v ~ L/!/ 17.s1 · ~~57'1otJ.li{,-=-3/2-Z/c-~, · .,-b ,A :3 / '"' "(_,z,1u ....f/j -:;; ~ --'-r•.7 .. I /, -.;;, '1(.J,Z,,-/7? '-I IZ-I 7,-·!/i :; I //1/ Y+ -:::;.~ 1, /V/e,r --I+;; ~I'(-///4£ l l 4/J~; /lb /Alj) / ~ ' ( 72 J:--h->7 '?..., ( le-# N~r y {: 3 fr, 'I / / 2-, C'PAc,(C{{!) .J .,:; f ~I) ML-'2,,;:: !t_o (Z,{ fc-.f:t-){j_(? 'rl-· ?-• o o O 1,,, IJ • ti( . £-f '.P'l---Z../c<;1 !VJ1,,/?,~1wt-£} gt:,/f{(, f\llJ[ tc,Q'j) I ·I I I I I I I I I I I I I I I I I -1 . . """'.'""""' ... __ .,.. __ ,.,,, ... _, ___ ~,,.,, ..... ~------.. --..... --...... -------·---------~ - .. n • JOB -X(Vh"'f./4 J y 17 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 SHEETNO. ___ c.._/l~ ___ OF _____ _ CALCULATEDBY ______ DATE ____ _ PH. (760) 966-6355 FAX (760) 966-6360 CHECKEDBY _____ --1...-_ DATE ____ _ · Email: dsi@surtdsi.com SCALE-,-_____________ _ t) _ OfN 615 IN (G) ()JY\fv W)rU(_ -)oU(f/ f}Uv/JTU/N ~) J}(Jl)tc. d p b1V I /\ftt_ --~~ cE} ,. i.-JN17!7--Cit-PY / /11~?!:fc:fJcJN {i>l~:'{;,~ st/:&'ft-'(" ?'PM) JI/MB ~- ~ ,3/ tN-Z.. > .,,Z()//V?. fw" 1 I ~tf 1 a.ss d111uf {Al~) A-OD 5 n,i;;l,,, JIJY'vtf3 ~ /Jt1t,~ ., t~(tftte-~')(tf..ttrrJ3)/2i ..,_ ID/{ f.c-,fr(/,~!!,)--v /3,fJ/e-~fl'" M~ 4-_:! t--fr~ :2-i rq /<-,/J:r .t-/3/6 o ll-J, t-f 4 -;-~ ~ ~)7, ... _ It L //;,/ J;' ' /&//f;,7,,2; vt,C/1 - -r -1---i -~-----r -. . I I I I.\.. I \ .' :·I:-\/' I l "\" \ ' \ l [. " \ f I I I I I I I I I I: ( ' I I I I I I 1· I I ID $ . rn Dunn Savoie Inc. . JOB Xnergy T.I.. 06145.00 Structural Engineers JOB# 908 S. Cleveland St. SHEET NO. b7 OF Oceanside, CA 92054 Y.S. 5/06 Tel: (760) 966-6355 CALCULATED BY DATE Fax: (760) 966-6360 . CHECKED BY DATE SCALE FOUNDATION DESIGN -·---------·----------- NORTH-SOUTH DIRECTION Grid Line DL+LL(Left) (kips) 1.5 8.2 2.5 16 2.9 9 3.6 6.7 4.9 5.5 EAST-WEST DIRECTION B.4 12 C.1 15.7 C.3 2 D.1 16.5 M// X Vf l-1 r ( (In J«r /Tr !--'-f-1:)5) Braced Frame Pad Footing Design DL+LL (1000 psf) Seismic (1333 psf) DL +LL (Right) Left Pad Ft'g Size Right Pad. Ft'.g Size Lateral Span Axial@Left Axial @ Right Left Pad.Ft'g Size (kips) (fl) (ft) (kips) (ft) (kips) (kips) (ft) 12.2 2.9 3.5 8.8 13 15.00 19.00 2.9 0 4 0 8.1 13 22.23 6.23 3.6 14.8 3 3.9 2.6 14 10.84 16.64 2.5 8.4 2.6 2.9 3.3 12.5 9.34 11.04 2.3 0 2.4 0 6.0 12. 10.46 4.96 2.5 9 3.5 3 5.0 17 14.96 11.96 2:9 6.7 4 2.6 7.0 18 19.61 10.61 3.4 9 1.5 3 9.2 12 9.67 16.67 2.4 6 4.1 2.5 7.3 12 22.61 12.11 3.6 ~lZJ\D c. 3 Tt ~ 1, 2-\c.(1) =-/ vi /c.. (/(1, ff~ ) . Ix. l'2-' . i,,, I rt-~ :b L-;; 4 i: c:~ ;:fj ;.'. 3• & le-- , If I ( f?_ ) lf 1 )'.'' /j I I ) SL,f\$ 1 f1Z1 'PL., {'?6>rc~ 1;[ , )< :J t-/SOrc;.f(_l,5 X ~-,x '-f, $-~,.z__f;. $ /1vb1 .§i?i/ ,qOL,-:-/J(t,Bft)-;;.1,q!",>9/'Jft --'t q-r S(l fT0 Right Pad Ft'g $ize (ft) 3.3 1.9 3.1 2.6 1.7 2.6 2.5 3.1 2.6 Control Values Left Pad flg Size Right Pad Ft'g-Size (fl) 2.9 4.0 3.0 2.6 2.5 3.5 4.0 2.4 4.1 (ft) 3.5 1.9 3.9 2.9 1.7 3.0 2.6 3.1 2.6 ~ QI.> I I I I I I I I. I I I I I I I I I I. I ~ _.......,,.,;;,, ............ JOB XN6"/Z&iY r1 I .• • 'q DUN.N SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street .OCEANSIDE, CA 92054 SHEETNQ. ___ __,__1 ___ OF _____ _ CALCULATEDBY----~-DATE--~-- PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com CHECKEDBV _______ ·DATE ____ _ SCALE----------'------ ., j ; .... ' lfflff w1J Pt/ht1 ~ !frJU/1) fL (;;{; !)fs V r-rzi Mll r VflrtPr '~:;. £3:~t (ff) --z-&. 8 ix/. q; Cf.5~ {uh&t,?) V"'--::-!5,ri&.( t,tf)? n,3t _ CoN"v/t-b T~ ftA.L l rJvt,f-, ti ~ 4-Jl[ [ x 1 f-2-J. e_ (n 1) f q .,e c: i-J ;:q1£io[ ~ {/{)) r i(ri)(th )r lf(fJ)1J ?-" I I f, f It-. ?re-; ' & s C (I q, (.,!) ,;. 7tf. 3/ I;_ '>--; q, f,IC f 5 :;. .1 fl '7 A-i :: • 1 {, '1qi,f{1){ Co r~) (4')~ 71,3 /t- ::>> _9.1;, lt:-,v>.,. C 7SA-tfit ~ {if;'1 t,, Ve-:;-BCrD ,4b Ff{ ~ bM{. qt-J,9{t/-)J2500 Iv . °? 1/J,7/v cp o. ~, u,s ( 7o. 7 k )?-tf f.l t--~ t,1. '?> fc.. o1t- / n-kr:P---t11(}Y/_ at /ll71 1~~/1e1n u;i· fj) >//(/ JfrlC-f!2)'!Z t,civu· - (..,r,/ 0 1 I t;;.-'lvt,,tft-e;-D I I I I I I I I I I I I 1· I I I I I 1· m $ I rn Xnenrv T.I. Durin Savoie Inc. JOB JOB# 06145.00 . Structural Engineers ,o 908 S. Cleveland St. SHEET NO. OF Oceanside, CA 92054 CALCULATED BY Tel: (760) 966-6355 DATE 5/06 Fax: (760) 966-6360 CHECKED BY DATE SCALE METAL STUD PARTITION WALLS I I I I I I I I I I I I I I I I I I 1. - DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB ;trV fP--(7 y r1 SHEET NO. I OF ____ _ CALCULATEDBY ______ DATE ____ _ CHECKEDBY ______ DATE ____ _ SCALE-'-. ~-,----,---,---------- w _5'(. ~fiif(l;- ·,--.t4 c-'-. n· -- '- - '1' ~--J -11 1v1 V 1:1° 1. 11--h·/1v--,, -1A~ . :; i'; ::, 5/1/Jt PtrfS @ f;lt5l / 6(~uJ) "-;,··"-_· ;;, --~·§p/1/fYr /' ·. . ~ 11.1r ,wurl' ust: f?tJIJ s.;~-;;,-33 57VP£e1u 11u1t1 '. . v~ai1;p ( 2~.qu~) ~ 1i1 :/f- vd\,,,,14-o f;: fr}fl. 1/fl,f! )(-Pf/I ~ltPrflN 1 /'1 fl/tfVWv],f~lfD (o,Jlf5 5tfilt/iC-) )i,f·O p $t/Z-b'W3 @. fi.1P. ! . y ...-~ '2r/ f ( ?/ ~-tlh:J) ::-I 7,,'f J/;, . 'vtt ~ II 1 ff:-{!, 33) ;;;:: J5f> If ~{L 6d WP-P·I> sc-u-w Cp Ceil-IN½ Jo 1&-0. M/9X Sf frrl ~ t 7 1 ( wvrdt, Wn fr rf&m1) pl,= 5~f-' [hArJJ/d) (61Yt t./114/JlJ 1 '&# 771-&7D t:5) !) , l 1 S 11 r/ x /' 5Jv!Japj) SI/IJTPI/VS ~itf((@6M~ ~d )('2/1 /l'fPPf);Jt/2ttW5@ Vf11 @ 1t:y l(l,--; 5p~ p . . -fldZ.-ll/t I Nlftl; _t)&'t' &&tJ.sl t, 2 -~~&. 2-Lf1' o. c, v..p w rt' tff4N . prot/plf ftb1t.f}t::/2- Us.·(., (,,C>OS/fd, 1.--3 3<2 t? 't :::_c:,.. vr ilJ /7 1 $fmJ Sf!frV--:;. I 3 ' . . w~ (S-1-5rsP)tf 11-Eipl:f >'P(nf :;c h6f!f;-<>vu{ ... _C3tll---~ fz) G~oS/37-:f~ brJXb-P. t,, I itJ,s GotJ r r '7 & c1v,f.!)1utl-iy J · .1 o o 1::-- . ' I I I I I I I I I I I I I I I I I I I 1996 AISI Specification ASD DATE: 5/16/2006 21' Tall Partition Wall SECTION DESIGNATION: 600$162-33 Single INPUT PROPERTIES: 12 Web Height= Top Flange= Bottom Flange = Stiffehing Lip = Punchout Width = · 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Steel Thickness = 0.0346 in Inside Oorner Radius = 0.0765 in Yield Stress, Fy = 33.0 ksi · Fy With Cold-Work, Fya = 33.0 ksi Punchout Length = 4.000 in ALLOWABLE WALL HEIGHTS· LATERAL LOAD ONLY INPUT PARAMETERS Lateral Load= 6.0 psf Load Multiplier for Strength Checks = 1. oo Load Multiplier for Deflection = 1.00 Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in ALLOWABLE §~AMS -SIMPLE SPAN STUD DEFLECTION LIMIT SPACING U120 U240 U360 12in 33' 11" 26' 11'' 231 611 16in 30'9" @v § 24in 25'2" 21' 4" 18' 811 NOTE: Wall Heights Assume Full Support of the Compression Flange, (Sheathing or Mechanical Bracing). 0 I I I I I I I I I I I I I I I I I· 1. I 1996 Al$1 Specification ASD DATE: 5/16/2006 Ceiling Joists (hardUd) SECTION DESIGNATION: 600S162-33 Single INPUT PROPERTIES: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Steel Thickness = 0.0346 in Inside Comer Radius = 0.0765 in Yield Stress, Fy = 33.0 ksi FY. With Cofd.,Work, Fya = 33.0 ksi Punchout Length = 4.000 in ALLOWABLE CEILING JOiST SPANS . INPUT PARAMETERS Dead Load = 5.0 psf Live Load = 5. 0 psf Deflection Limit = L/360 DL Multiplied by _1.00 for Strength Checks LL Multiplied by 1.00 for Strength Checks · Bearing Lengths for Web Crippling: End Condition = 1.0 in Shear and Web Crippling Capacity Based on Unpunched Web ALLOWABLE. CEILING SPANS -SIMPLE SPAN JOIST MECHANICAL BRACING AT: SPACING NONE .48 in 60in 12.0 in 13' 3" 191 10" 19' 1011 16.0 in 121 411 18' O" 18' O" 24.0in 11' 111 15' 7" 15' 7" 0 I I I I I I I I I I I I I I I I I I I 1996 AISI Specification ASD 'DATE: 5/16/2006 Kitchen Ceiling Beam SECTION DESIGNATION: 600S137-33 (2) Boxed INPUT PROPERTIES: Web Height= Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.375 in 1.375 in 0.375 in 1.500 in Steel Thickness = 0.0346 in , Inside Comer Radii.ls = 0.0765 in Yield Stress, Fy = 33.0 ksi Fy With Cold-Work, Fya :: 33.0 ksi Punchout Length= 4.000 in ALLOWABLE UNIFORM ,LOADS INPUT PARAMETERS Deflection Limit L/360 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load :for Strength Checks Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing: FULLY BRACED TOTAL ALLOWABLE UNIFORM LOADS (lb/ft) SPAN LENGTH (ft) 6.00 8.00 13.00 Without Web Stiffeners 104.3 78.2 48.1 With Web Stiffeners 373.0 209.8 62.9 0 I I I I I I I I I I I I I- I I ·1 I I I ID $ I rn Dunn Savoie Inc. XnernvT.I. 06145.00 JOB JOB# Structural Engineers /\ 908 S. Cleveland St. SHEET NO. OF Oceanside, CA 92054 5/06 Tel: (760) 966-6355 CALCULATED BY DATE Fax: (760) 966"6360 CHECKED BY DATE SCALE MECHANICAL EQUIPMENT ANCHORAGE I I ,J I I I I' I I ·1 I I -1 I I ·1 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 JOB,;.-: ___ )(~N-_ ~~~)?_=--(7'--iY-"-'-I '=-r-'--, -------- SHEETN0, ____ 7_,_.b_,__ ___ OF ___ "<"")~(, __ _ CALCULATED BY_~)=---K.. _____ DATE __ Y~/_0_1;, __ _ PH. 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