The URL can be used to link to this page

Home My WebLink About2214 FARADAY AVE; ; CB060670; Permit06-06-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB060670 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2214 FARADAY AV CBAD Tl Sub Type: 2121204300 Lot#: $103,110.00 Construction Type: Reference #: MCINTOSH LAW OFFICES-3000 SF SHELL TO OFFICE COMM 0 VN Applicant: JEAN-LOUIS COQUEREAU 5111 HAWLEY BLVD SAN DIEGO 92116 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: Owner: FARADAY SPECTRUM L L C C/O KENNETH R SATTERLEE 4350 EXECUTIVE DR #301 SAN DIEGO CA 92121 ISSUED 03/09/2006 LSM 06/06/2006 06/06/2006 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $558.88 Meter Size $0.00 Add'l Reel. Water Con. Fee $363.27 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $21.65 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Master Drainage Fee Sewer Fee $0.00 Redev Parking Fee $0.00 Additional Fees HMP Fee TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $1,876.60 $0.00 $0.00 $0.00 $1,260.00 $0.00 $69.00 $110.00 $55.00 $0.00 $3,914.06 $0.00 $0.00 ?? $8,228.46 Total Fees:,228.46 Total Payments To Date:,228.46 Balance Due:$0.00 BUILDING PLANS IN STORAGE ATTACHED Inspector: FINAL APPROVAL Date: &{***Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.* You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020{a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 0606801-3 0057 03/09/2006 001 11" PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1835 Faraday Ave., C«rt«bad CA 92008 PLAN CHECK NO, E8T, VAL, Plan Ck. DapoaJt Validated By Date DatortpttonofWork #00 1 CONTACT P1MON (If dfflarwt from wma 4 P»OriRTYOWNV A Nim« ^ Addmt / City State/Zip 8, CONTJUCTQR-COIIFANYNAMI (teo, TM1-9 ButlntM and ProftiMlofH Codt: Any City or County whkth ngytm • permit to oonttruot, •Kpr, (mprevt, dsmolJih or reptif my •truoturt, prior to it» fwuinot, atn rvqulm tht ipplloint for won permit to flit • Mgntd ttattmtrrt that h» to liotmtcl punumt to trw prevmont of trw Contrtctor'i Uotrat Law [Crwptor 0, commanding with SaoQon 7000 of Division 3 of tht Bu*inm and Prottwtont Coda] or Bwt ha ii axampt tharamam, and the batfe for 9i« aJlagad axamption. Any violation of Stotton 7031.9 by any applicant tor a ptrmit «uhftott tha applicant to a dvH panalty of not mora than fiva huno>addollar»p800D, Nama State Uo*nMf _ mm Daalgnar Nama atataUoanaa* Addrtat LtowiMdaM Addraaa .-.,.. City CHy Stata/ZIp CXy Buatnata Uoanaa • 8Mt/Z)p T^l^gJmrt* rflawpnonav Talaphonaf Workara1 Comptnaailon Daolamorr I haraby affirm undar panalty of parjury ont of tht following dtolarattont: tor whloh thia ptrmit It Ittutd, D I h»vt tnd win maintain vwrktr't comptraaBon, w My worlnr'a oompanaMon inturanoa oarriar and pofloy numbar ira: Inauranoa Company _ __™ PoJteyNa _ ixpirafion Data _ (THI» tlC-nON NUO NOT H OOMPLITtO I" TH§ FtWirr * »OR ONI HUNDMD DOOAM [tlOQ OK LIW) D onrrmOATI OP IXimrnON: I otnify that In tha ptrtomanca of tht work for which thia ptrmit la iatuad, I ahall not tmptoy any panon In any mannr M w to btoomt aubfaot to Via Workara' Companaatfon law* of Cilifomia. WARNWO: ftihira to ateurt warktra' flamptmatlan oevtrtgt la unlawful, and aftall aubtttl in amptoyartg criminal ptniMaa and elvfl flnta up to ana tiundnd thauaand dollarataiM^OO), in addWan to tftt coat of oomptntttton, damagaa art pravMad far in taaflan JTW af tha Ltbor Oedt, inttrtat and attamay'a fata. SIGNATURE _ DATE _ 7. I haraby affirm that I am axampt from tha Conttaotor'a Lioanaa Lawtorthalbliowingraaaon: D I, at ownar of tha proparty or my amployaaa with wtflw n thair aola oomparmtion, wifl d tha work and tha atruotura la not intandad or oftorad tor tab (Sac. 7044, Bualnaaa and Profaaafona Coda: Tha Cortrtotor't Lfoama Law doaa not apply to an ownar of property who ouilda or improvaa tharaon, and who doaa auoh work hhnaaff or through hia own amplojMa, providad that auoh improvamanta are not intandad or ofFarad tor wit- If, howtvtf, ma bulldlns or improvamant it tok) within ona yaar of oompjatlon, the owner-bulldar will nava tha burdan of provlr«tr^rwdidr«bullderlmprovaferthapgrpoaaofaala), /CT I, aa ownar of Via proparty, am txduaiv*y oontraotino with lioanaad oonfrwtoft to oonatruot tha projact (8ta 7044, Butintt* and Profaaaiona Coda: Tha Contraotof a Ltotntt law doaa not apply to an ownar of proparty who twilda or improvaa tharaon, and oontracta tor auoh projaota with oontraotor(a) lioanaad purauant to tha Contraotor'e UcanaeLaw). 0 I am axampt undar aaoten euainata and Praftttiani Cod* for thta rmon' 1 I Hwnafly plan to provida tha major labor and matariiila fer ooratruettonofthapropoaadproparr^improvamant. O YE8 2, j$aiwr«va not) algnad an applioatfon for a building permit tor tha propoaad work. 3. taffontraatad with tha toJIowJne paraonUfim)} to provida tha propoaa4«pfatrucitlafi (Inoluda nama / ajMraaUphona numbar / feSV? itfadwlththefeJlow]r«paraoryfinrn}topF^^ Ol<xO \MeA*-f tr/fT- M p|.^Tg ^/LirtiJlf *Ci ^ £) y/ry tjagL^ /7g$*i fida porttona of tha work, but I have Hfrtd tha ftillowinff ptmon to ooordinata, atAwrvitii and providiVtm\majorwork (include narr4. Iplantoproviaapofllonaoftrwwork, butlhavahlradthafaic^rv /ontraotora Hoanaa numbar): ...-. - B. I will provide aoma of tha work, but I hava PROPiRTY OWNER SIGNATURE. iirad)thatollowf<to provida tha work indicated (irwtudt nama / addraaa / phona numbar / typa of work): DAT!. WHITE: Plto YELLOW: Applicant PINK; Flnanot PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Av*,,Carttbad CA 92008 Page 2 of 2 -..,-. . ...--.- .^- .. ... . < .... ; . . ,, -It the applicant or future building obouptnt required b wbmlt • bgtrwti pen, Mutely hanrdoua matertale' registration tor or Hut management and prevention prognm'undr »90ti<y«2550S, 25533 W 255M rfthoProf^T|nmfH«Mrdout8ub«rK»Aoc50Unt Act? Q YES D NO It trw applicant or Mure IwiWingooouparrtrew^^ D YES D NO litr*faciKytQ^a»ietructe(Jwmiin1,QOT D YIS D NO ff ANY OF THI ANtWIM AM YU, A FINAL OiRTWCATI Of OOOUPAWY MAY NOT W IMUID UNUU THf AFPLBANT HAS MIT OR M MIITINO THt KIQUmiMINTI OF THI OTOCT OF WHWIHCY HKVCU AND THi AIR WOWTION OOmHOL WSTWCT. IrwrebytffirmtrwtthemitaoofwmKJton LENDER'S NAME LENDER'S ADDRESS certify that I have read the application and elate that the above information ia correct and that the Information on the plena ii Mourate. I agree to comply with all City ordinance* and State law» relating to buitdtng oowtructlon. I rwrety authorize repveentativef of the City of Cl^^ purpoaet. i ALSO AORU TO SAVI, WDWNPY AND KHF HARMLISS THI CTTY OF CARUSAD AOAINST ALL LtAMUTIIS, JUDOMINTS, COSTS AND •XKNSIS WHICH MAY IN ANY WAY ACCRUiAWUNST SAID CTTY IN CWHQUSHOI OF THi ORANTWOOFTHIS«WMrr, OSHA: An OSHA permit la required for ewevattont of 5'0" deep and demolition or cenem»tonofafruotureaover3atorteainhelght •XFfltAllON: Every pemttlieued by the bulldlnsOrTioJal under the proviaiomo^by euch permit ia not commenced within IWdayeJrcjR the data of suon permit or if tne building or work au^rized by auoh permit iaeuapenoad or abandoned at any time afterthe work la commenced fora period qf 180 daya(jBe)^n 1064,4 Unrform Building Code). APPLICANT'S SIGNATURE _ WHITE; Pile YELLOW: Applicant PINK; Financ* City of Carlsbad Bldg Inspection Request For: 08/07/2006 Permit# CB060670 Title: MCINTOSH LAW OFFICES-3000 SF Description: SHELL TO OFFICE Inspector Assignment: JM Type:TI Sub Type: COMM Job Address: 2214 FARADAY AV Suite: Lot 0 Location: OWNER FARADAY SPECTRUM L L C Owner: Remarks: AM PLEASE - NO TYPE LEFT Phone: 6197783489 Inspector: Total Time: CD Description 17 Interior Lath/Drywall Requested By: ALEX Entered By: JANEAN Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# PCR06130 ISSUED CHANGE TO TENANT IMPROVEMENT; CHANGE SEVERAL WALLS, 2 SKYLIGHTS, & Inspection History Date Description Act Insp 08/04/2006 89 Final Combo CO JM 08/01/2006 89 Final Combo CO JM 07/31/2006 89 Final Combo CO JM 07/13/2006 84 Rough Combo AP RB 06/23/2006 17 Interior Lath/Drywall CA MC 06/22/2006 17 Interior Lath/Drywall AP TP 06/16/2006 16 Insulation PA JM 06/15/2006 16 Insulation NR JM 06/12/2006 14 Frame/Steel/Bolting/Welding AP JM 06/12/2006 24 Rough/Topout AP JM 06/12/2006 34 Rough Electric AP JM 06/12/2006 44 Rough/Ducts/Dampers NR JM Comments SAME AS 7-31-06 SAME AS 7/31/2006 NO POWER TO BLDG. ADA IN BOTH BATHROOMS LABEL AC DISCONNECTS @ PANEL PAINT VENT SEE PLANS P. A2 EXTERIOR WALLS ONLY WALLS City of Carlsbad Bldg Inspection Request For: 08/07/2006 Permit# CB060670 Title: MCINTOSH LAW OFFICES-3000 SF Description: SHELL TO OFFICE Inspector Assignment: JM Type:TI Sub Type: COMM Job Address: 2214 FARADAY AV Suite: Lot 0 Location: OWNER FARADAY SPECTRUM L L C Owner: Remarks: AM PLEASE - NO TYPE LEFT Phone: 6197783489 Inspector: Total Time: CD Description 17 Interior Lath/Drywall Requested By: ALEX Entered By: JANEAN Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# PCR06130 ISSUED CHANGE TO TENANT IMPROVEMENT; CHANGE SEVERAL WALLS, 2 SKYLIGHTS, & Inspection History Date Description Act Insp 08/04/2006 89 Final Combo CO JM 08/01/2006 89 Final Combo CO JM 07/31/2006 89 Final Combo CO JM 07/13/2006 84 Rough Combo AP RB 06/23/2006 17 Interior Lath/Drywall CA MC 06/22/2006 17 Interior Lath/Drywall AP TP 06/16/2006 16 Insulation PA JM 06/15/2006 16 Insulation NR JM 06/12/2006 14 Frame/Steel/Bolting/Welding AP JM 06/12/2006 24 Rough/Topout AP JM 06/12/2006 34 Rough Electric AP JM 06/12/2006 44 Rough/Ducts/Dampers NR JM Comments SAME AS 7-31-06 SAME AS 7/31/2006 NO POWER TO BLDG. ADA IN BOTH BATHROOMS LABEL AC DISCONNECTS @ PANEL PAINT VENT SEE PLANS P. A2 EXTERIOR WALLS ONLY WALLS EsGil Corporation In (Partnership witH government j 'or (Bui&ftng Safety DATE: June 2, 2OO6 Q_APPLICANT JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: 060670 SET: HI PROJECT ADDRESS: 2214 Faraday Avenue #1 PROJECT NAME: Mclntosh TI 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Please mark City Set II as Set III. By: Bryan Zuppiger Enclosures: Esgil Corporation D GA D MB D EJ D PC LOG trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (Partnership witfr government for <Sui£dtng Safety DATE: May 17, 2006 a APPLICANT Q JURIS. JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 06067O SET: II PROJECT ADDRESS: 2214 Faraday Avenue #1 PROJECT NAME: Mclntosh TI 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Jean-Louis Coquereau 5111 Hawley Boulevard San Diego, CA 92116 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jean-Louis Coquereau Telephone #: 619 528 8903 Date contacted: $j$$ (by: S^ ) Fax#: ^f-^i?-£5?Z> Mail Telephone^-/ Fax--xln Person REMARKS: By: Bryan Zuppiger Enclosures: Esgil Corporation GA D MB D EJ D PC 05/11/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad O60670 May 17, 2O06 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 060670 PROJECT ADDRESS: 2214 Faraday Avenue #1 SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 05/11/06 May 17, 2006 REVIEWED BY: Bryan Zuppiger FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit new complete sets of prints to: See item #1 next page. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 060670 May 17, 20O6 • PLANS NOTE: The items listed below refer to the item numbers from previous list. These remaining items have not been adequately addressed. The notes in bold at the end of or contained within each item are to emphasize the remaining problem. 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: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (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. 5. Provide structural calculations signed by an onginoor or architect licensed by tho State of California for the roof framing supporting the new heat pumps. Provide connection at the top as well as the bottom of the new truss web stiffeners. 6. Detail on the plans the T & P for the demand type water heater(s), per UBC Section 106.3.3. AM water heaters in a closed system require T & P valves. Please move the special inspection table from sheet S-1 to the Cover sheet. Please fill out the attached special inspection form and return. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). Final structural plans, specifications and calculations must be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Please specify the expiration date of license. (California Business and Professions Code). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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 Bryan Zuppiger at Esgil Corporation. Thank you. Carlsbad '060670 May 17, 2O06 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Engineer's/Architect's Seal 8 Signature Here Signed 1. List of work requiring special inspection: D Field Welding 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. EsGil Corporation In Partnership with government for <&ui£ding Safety DATE: March 20, 2006 a APPLICANT a JURIS. JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 060670 SET: I PROJECT ADDRESS: 2214 Faraday Avenue #1 PROJECT NAME: Mclntosh TI 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Jean-Louis Coquereau 5111 Hawley Boulevard San Diego, CA 92116 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jean-Louis Coquereau Telephone #: 619 528 8903 Date contacted^hfclO'P (by:V^> ) Fax#\\j[0[ (, Maiiy Telephone -^/Fax o^fn Person REMARKS: By: Bryan Zuppiger Enclosures: Esgil Corporation D GA D MB D EJ D PC 03/13/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4- Fax (858) 560-1576 Carlsbad 060670 March 20, 2006 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 060670 DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: March 20, 2006 JURISDICTION: Carlsbad DATE PLANS RECEIVED BY ESGIL CORPORATION: 03/13/06 PLAN REVIEWER: Bryan Zuppiger FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1997UBC)tiforw.dot Carlsbad O6067O March 2O, 20O6 • PLANS 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: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760)602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (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. In addition to.the information shown in the Code Analysis on the first sheet of the plans indicate: • Present and proposed occupancy classifications of the remodel area, • The story where the tenant improvement is located, :• The occupant load of the remodel area(s). 3. Please assign the details on sheet A-3 to their proper location. 4. Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6). 5. Provide structural calculations signed by an engineer or architect licensed by the State of California for the roof framing supporting the new heat pumps. 6. Detail on the plans the T & P for the demand type water heater(s), per UBC Section 106.3.3. 7. Please complete the lighting controls section of LTG-1-C. 8. Designer to provide disabled access site certification or provide site, access and parking details approved by the State of California. Carlsbad 06067O March 20, 2006 The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). Final structural plans, specifications and calculations must be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Please specify the expiration date of license. (California Business and Professions Code). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 2CU San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for yo project. If you have any questions regarding these plan review items, please contact Bryan Zuppic at Esgil Corporation. Thank you. CITY OF CARLSBAD POLICIES AND PROCEDURE JUMBER: 80-6 SUBJECT: ROOF MOUNTED EQUIPMENT EFFECTIVE: 5/1/92 SECTION: BUILDING DEPARTMENT SUPERSEDES:80-6(9/10/80} 80-6(5/01/81) PURPOS INTENT: PROVIDE INSTALLATION STANDARDS FOR ALL ROOF MOUNTED EQUIPMENT ANC PENETRATIONS ON COMMERCIAL AND INDUSTRIAL BUILDINGS. A. Maintain roof integrity. B. Prevent'hazardous condition to -firemen who must fight fire on tha roof. C. Provide an installation that is aesthetically sensitive to the building and ihe adjoining properties.' POLICY: 1. -All equipment shall bs concealed from view and the design* shall meet the - approval of the Planning Department. 2. At! equipment shall be specifically designed and approved for exterior use and shall be approved by the City of Carlsbad Building Department. 3.' All roof mounted equipment shall be on a platform which shall be an integral part of the roof-flashed and waterproofed. When a screen is'approved, it sh=! have as few roof connections as possible and be structurally adequate. 4, All electrical, plumbing, mechanical duct work and related piping shall be insids the building'and not on the roof. All connections related to equipment shall be made in the same roof opening on the platform or have the prior approval from the building official. 5. Sewer vents shall be brought to one main vent below the roof and have one penetration where restrooms or other plumbing fixtures are back to back or in the general proximity. Air exhaust fans and other equipment shall be within the building and use the ^ same roof opening where restrooms and other equipment are back to back or i general proximity. "'6. Existing buildings and equipment, remodel or replacement, shal! meet the abov regulations or shall have the prior.approva! from the building official. '• ' 7. . .Where new equipment is Installed; unused'br abandoned equipment, including all roof mounted piping, electrical, mechanical, duct, a.n.d other related ' appurtenances shall be removed from roof and unused^openings p.roperly seale -to maintain roof integrity. . • *The architect should, through design, conceal the heating/AC unit and other equipment whether they are on the roof or elsewhere. . initiated By: Carlsbad 06O670 March 2O, 2OO6 JURISDICTION: Carlsbad VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 060670 PREPARED BY: Bryan Zuppiger DATE: March 20, 2006 BUILDING ADDRESS: 2214 Faraday Avenue #1 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: VN BUILDING PORTION ti Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 3000 cb Valuation Multiplier 34.37 By Ordinance Reg. Mod. VALUE ($) 103,110 103,110 $558.88 Plan Check Fee by Ordinance Type of Review: Repetitive Fee Repeats 0 Complete Review D Other r-i Hourly Structural Only Hour Esgil Plan Review Fee $363.27 $312.97 Comments: macvalue.doc 2 I I a snn Plan Check No. Planner Erin Endres PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address Phone (760) 602-462^ (2.0APN:_ Type of Project & Use: Zoning: General Plan: CFD (In/out) #_Date of participation:. Net Project Density:.DU/AC Facilities Management Zone: _ Remaining net dev acres:_ Circle One (For non-residential development: Type of land used created by this permit: ) Legend: E3 Item Complete Q 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: APPROVAL/RESO. NO. PROJECT NO. YES NO DATE TYPE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: D D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES _ NO _ CA Coastal Commission Authority? YES _ NO _ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619)767-2370 Determine status (Coastal Permit Required or Exempt): _ Coastal Permit Determination Form already completed? YES _ NO _ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: _ Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. D D Incluslonary Housing Fee required: YES _ NO _ (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES _ NO _ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BWgPlncHkRevChklst Rev 9/01 Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44- Neighborhood Architectural Design Guidelines CD D D 1- Applicability: YES NO H D D 2. Project complies YES NO Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Required Required Required Required n 2. Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required 3. Lot Coverage: Required 4. Height: Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown n 5. Parking:Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments Correction #1 - Please show on sheet 1 the total number of parking spaces provided and required on site for each use per Chapter 21.44. Correction #2 - Is there any proposed roof mounted equipment associated with this building permit? If so. will the equipment be screened bv an existing parapet wall or is new screening material required? Please see the attached handouts for examples. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\COUNTER\SldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department Plan Review Requirements Category: TI, COMM Date of Report: 03-15-2006 Reviewed by: Name: Address: Permit #: CB060670 Job Name: MCINTOSH LAW OFFICES-3000 SF Job Address: 2214 FARADAY AV CBAD INCOMPLETE—The item you havo oubmittod for review io incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or cpecificationSj with changes "clouded", to thia office for review and approval. Conditions: Cond:CON0001163 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 03/15/2006 By: GR Action: AP STRUCTURAL CALCULATIONS FARADAY SPECTRUM BLDG. #1 -TENANT IMPROVEMENT CARLSBAD, CA 2K6-16Q JOIST CHECK SHEETS 1 THRU 59 PRIME STRUCTURAL ENGINEERS 11858 Bernardo Plaza Court, Suite 105C San Diego, California 92128 Tel (858) 487-0311 Faraday Spectrum BLDG. #1 JOIST CALCULATIONS FOR NEW MECHANICAL UNITS STRUCTURAL CALCULATIONS INDEX EXISTING ROOF FRAMING LOADS MECHANICAL UNIT SEISMIC ANCHORAGE ROOF SCREEN DESIGN ROOF SCREEN ANCHORAGE NEW LOADS ON JOISTS SUMMARY JOIST CALCULATIONS JOIST J101 JOISTS J102&J104 JOIST J105 SHEET No. 1 2 3 4 5 6 -23 24-41 42-59 FARADAY SPECTRUM BLDG #1 EXISTING ROOF DESIGN LOADS PSF ROOFING 2.2 '/a" PLYWOOD 1.5 2X6@24"O.C. 1.1 INSULATION 0,8 MECH. & ELECT. 1.5 SUSPENDED CEILING 1.8 JOISTS AT 8'-0"O.C. 2.5 MISC 3.6 SUM DL= 15 PSF LIVE LOAD 20 PSF (REDUCIBLE) STRUCTURAL D3t*-. ENGINEERSsht I Q § Xotil t>u = -2-0 W. t.F, - 7,^ t X (* 8' £> I.Af» C t ** L *- * I fa S\Ji?'D?A C.f, 5 7,2-^ fe STRUCTURAL ENGINEERS sht: ff n. ) STRUCTURAL EH(jiHEERS:Sht 3. oV* 7- fif -4 4. W'. t V ts- ^ .<? tr r 'A"TUt o i STRUCTURAL ENGINEERS $ht <o cri-t->CD CDOO CM <o ! o I CO 03 "*CM 0) tta.+ +Q ' ' V £ 0o "55 rg c Oiu -J c « -° LJJ i_ 1i_•*-"ty) <D •1 O u_OOo:_i_i + o CD T— CO Q. 1 Q - CM JOBS : JOIST MARK JOB NAME : 2K6-160 J101 FARADAY SPECTRUM - BLDG. #1 PRIMED STRUCTURAL Date: *-.<*» ENGINEERS snt -JL_ CHORD PROPERTIES INA2 IN IN IN IN"3 PS I PSI CHORD TC BC SECTION 4G 34 AREA 0.673 0.572 Rx 0.619 0.539 Rz 0.394 0.344 Rw 1.232 1.137 Stop 0.456 0.133 Sbott 0.180 0.331 Fv 50000.0 50000.0 Fb 30000.0 30000.0 TOP CHORD CHECK LBS IBS PSI PSI PSI PSI MEMBER T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 AXIAL LD * 11739.0 11701.0 21053.0 21053.0 26941.0 26941.0 30550.0 30550.0 32115.0 32115.0 31948.0 31948.0 32130.0 32130.0 30469.0 30469.0 26814.0 26814.0 20878.0 20878.0 11495.0 11532.0 BENDING LD * 4008.0 3408.0 1236.0 1152.0 1272.0 1320.0 1368.0 1368.0 1368.0 1428.0 1260.0 1260.0 1428.0 1380.0 1380.0 1344.0 1308.0 1284.0 1164.0 1224.0 3420.0 3996.0 fa = P/A 8721.09 8692.85 15640.60 15640.60 20014.89 20014.89 22696.07 22696.07 23858.73 23858.73 23734.67 23734.67 23869.88 23869.88 22635.89 22635.89 19920.54 19920.54 15510.59 15510.59 8539.81 8567.30 fb = M / Stop 4391.72 3734.28 1354.33 1262.29 1393.78 1446.38 1498.97 1498.97 1498.97 1564.72 1380.63 1380.63 1564.72 1512.12 1512.12 1472.67 1433.23 1406.93 1275.44 1341.18 3747.43 4378.57 fa + fb 13112.81 12427.13 16994.93 16902.89 21408.67 21461.26 24195.04 24195.04 25357.70 25423.45 25115.30 25115.30 25434.59 25382.00 24148.01 24108.57 21353.76 21327.47 16786.03 16851.78 12287.24 12945.88 Fa" 18149.4 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 18149.7 % STRESS 0.72 0.47 0.64 0.64 0.80 0.81 0.91 0.91 0.95 0.96 0.94 0.94 0.96 0.95 0.91 0.91 0.80 0.80 0.63 0.63 0.46 0.71 RESULT OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BOTTOM CHORD CHECK LBS PSI LBS MEMBER B1 B2 B3 B4 B5 B6 B7 B8 B9 B10 B11 AXIAL LD ' 17257.0 24258.0 29092.0 31540.0 32261.0 32241.0 31590.0 28875.0 24226.0 16934.0 13217.0 fa = P/A 15084.24 21203.77 25429.14 27568.92 28199.14 28181.66 27612.62 25239.46 21175.80 14801.90 11552.90 Fa" 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 % STRESS 0.50 0.71 0.85 0.92 0.94 0.94 0,92 0.84 0.71 0.49 0.39 RESULT OK OK OK OK OK OK OK OK OK OK OK LC 1 1 1 1 1 1 1 1 1 1 1 NOTE:' RISA JOIST ANALYSIS WITH NEW DESIGN LOADS " EXISTING QUINCY JOIST DESIGN, SEE REFERENCE AT END TOP fiovF FJaENGINEERSsht: ? . WEB DESIGN CHECK IBS MEMBER W2L W3L W4L W5L W6L W7L W8L W9L W10L W11L W12L W12R W11R W10R W9R W8R W7R W6R W5R W4R W3R W2R V1L V2L V3L V4L V5L V6CL V5R V4R V3R V2R V1R AXIAL LD * -13217.0 7.5 -5633.0 4882.0 -4058.0 3353.0 -2242.0 1584.0 -891.0 255.0 525.0 494.0 200.0 -836.0 1792.0 -2453.0 3212.0 -3915.0 5098.0 -5853.0 7375.0 -12984.0 1004.0 511.0 489.0 487.0 494.0 -805.0 494.0 487.0 489.0 511.0 1003.0 MAX REACTION ' 6724 25% REACTION 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 1681.0 TENSION 13217.0 0.0 5633.0 0.0 4058.0 0.0 2242.0 0.0 1681.0 0.0 0.0 0.0 0.0 1681.0 0.0 2453.0 0.0 3915.0 0.0 5853.0 0.0 12984.0 0.0 0.0 0.0 0.0 0.0 805.0 0.0 0.0 0.0 0.0 0.0 IBS IBS LBS COMPRESSION 0.0 1681.0 0.0 4882.0 0.0 3353.0 0.0 1681.0 0.0 1681.0 1681.0 1681.0 1681.0 0.0 1792.0 0.0 3212.0 0.0 5098.0 0.0 7375.0 0.0 1004.0 511.0 489.0 487.0 494.0 0.0 494.0 487.0 489.0 511.0 1003.0 ALLOW TENS ** 18220.0 24330.0 9538.8 10889.1 6245.4 9579.7 6245.4 7922.7 6245.4 7922.7 7922.7 7922.7 7922.7 6245.4 7922.7 6245.4 9579.7 6245.4 10889.1 9538.8 24330.9 18220.0 62445.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 ALLOW COMP" 1584.2 8414.9 3962.2 5861.9 1593.7 4931.9 1530.9 2962.1 1470.3 2847.1 2847.1 2847.1 2847.1 1470.3 2962.1 1530.9 4931 .9 1593.7 5861 .9 3962.2 8414.9 1584.2 3100.7 2899.7 2710.0 2529.8 2366.9 2219.3 2366.9 2529.8 2710.0 2899.7 3100.7 % STRESS 0.73 0.20 0.59 0.83 0.65 0.68 0.36 0.57 0.27 0.59 0.59 0.59 0.59 0.27 0.60 0.39 0.65 0.63 0.87 0.61 0.88 0.71 0.32 0.18 0.18 0.19 0.21 0.13 0.21 0.19 0.18 0.18 0.32 RESULT OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK NOTE:* RISA JOIST ANALYSIS WITH NEW DESIGN LOADS " EXISTING QUINCY JOIST DESIGN, SEE REFERENCE AT END Corhpany Designer Job Number Prime Structural Engineers D + L + ROOF SCRN 2K6-160 J101 (248/128) Basic Load Cases 1? 3 5 6 BLC Description DEAD LOAD LIVE LOAD SEISMIC ROOF SCREEN PT LOAD Category None NGne None None N©ne X Gravity Y Gravity Joint 1 1 Point 6 Distributed 22 22 Joint Coordinates and Temperatures Label Xfinl Yfinl Temp [F]1 2 3 4 5 6 7 8 9 10 11 12 13 14 i 15 I 16 17 18 192g 21 22 23 24 25 26 27 28 29 30 31 32 33 34 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N26 N27 N28 N29 N30 N31 N32 N33 N34 N35 N36 0 47 77 101 125 149 173 197 221 ». 269 2i3 317 341 365 389 413 437 461 405 509 539 586 48 101 149 197 245 293 341 389 437 485 538 24.934 2&S09 26.434 2B.$i4 27.434 2K934 28.434 28<9f4 29.434 30.434 3t.9S4 30.434 29.934 29.434 28:934 28.434 27:9^4 27.434msm 26.434 2^819 24.934 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0~ ~"""o - "I0 i0 1 Envelope Joint Reactions 1 2 3 4 5 6 Joint N1 N23 Totals: max mill max rafter max mtfi x[k] 3.3 © 0;Q 3.3 0 Ic 2 1 1 1 2 1 Y[k] 6.724 '&,©!§ 6.613 &&IS 13.337 t.3f(4 Ic 1 2 1 2 1 2 Moment [k-ft] 0 0 0 0 Ic 1 1 •j 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101 .r2dj Page 1 1 ' Company : Designer : Job Number : M&X&Prime Structural Engineers iSflS D + L + ROOF SCRN AtfOT 2K6-160 J101 (248/128) PRIMED:, k STRUCTURAL Date:, ».EN6lNE£RSsht- ••' • 1 1 •• f-»t"•"ii•" am i .i» '*o •May 4, 2006 4:53 PM ' Checked Bv: Load Combinations nfisrrintion Solve PDelta SR...BLC Fac...BLC Fac.. BLC Fac.. BLC Fac.. BLC Fac...BLC Fac.. BLC Fac.. BLC Fac... 1 2 D + L + ROOF SCREEN 0.75 (D + L + RF SGRN) + 0.... YesYes 11 1 ,75 2 3 1 ,75 55 1 .75 I I I Member Distributed Loads (BLC 1 : DEAD LOAD) 1? 3 4 5 6 7 R 9 10 11 12 13 14 15 t6 17 18 19 20 21 22 Member Label T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14 T15T1;6 T17 T18 T19 T20 T21 T22 Direction Y _, Y y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Start Maanitude[k/ft.d.. -.12 -.12 -.12 -.1:2 -.12 -.12 -.12 ~.f2 -.12 -.1$ -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 .End Maanituderk/ft.d... -.12 -.12 -.12 -.t2 -.12 -.1.2 -.12 -.t2 -.12 -.1£ -.12-.n -.12 -.12 -.12 -.12 . -.12 -.12 -.12 -.12 -.12 -.12 Start Location[in.%] 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 End Locationfin.%] _ o..._. ._. 0 0 0 0 0 0 0 0© 0 0 0 0 0 0 0 0 0 0 0 0 Member Distributed Loads (BLC 2 : LIVE LOAD) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Member Label T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 Direction Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Start Magnitude[k/ft.d.. -.128 ^.128 -.128 -.128 -.128 -.13& -.128 -.128 -.128 -.t28 -.128 -.128 -.128 -.128 -.128 r.128 -.128 -.128 -.128 -.128 -.128 -.128 End Maanitudefk/ft.d... -.128 -.128 -.128-,m -.128 -;« -.128 -.128 -.128 -.128 -.128 -.1t'8 -.128 ^18 -.128 -.« -.128 -.1ft -.128 -.1:28 -.128 -.128 Start Location [in. %] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 End Location[in.%] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R1SA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page 2 Company : Prime Structural Engineers Designer : D + L + ROOF SCRN Job Number: 2K6-160 J101 (248/128) --May4i2o06 1*1-4:53 PM Checked By: Jo//if Loads and Enforced Displacements (BLC 3 : SEISMIC) Joint Label N23 Direction X Magnitude[k.k-ft in.rad -4.4 Joint Loads and Enforced Displacements (BLC 6 : PT LOAD) Joint Label N12 J L.D.M L Direction Magnitude[k.k-ft in.rad k*sA2/inl -1 Member Point Loads (BLC 5 : ROOF SCREEN) W *!f * TfM ftuT^y^W^ \/Member Label Direction Maanituderk.k-ftl r, Locationfin.%1 1 2 3 4 5 6 T3 T7 T11 T13 T15 T19 Y Y Y Y Y Y -.272 -.272 -.136 -.018 -.204 -.272 5 W 4j ^l \JV 0 0 0 0 0 0 Envelope Member Section Forces 1 2 3 I 4 5 6 7 8 9 10 11 I 1213 14 15 I 16 i 17 I 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Member T1 T2 T3 T4 Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 max min max min max min max min max mm max min max min max min max mm max min max mm maxmin max min max min max min max min max min max min AxiaKk] 11.739 7.91 11.734 7.918 11.73 7.916 11.725 7;M 11.721 7.913 11.701 7,906 1 1 .698 7.986 11.695 7.904 11.692 7.903 1 1 .688 7J&1 21.053 11.S61 21.05 11.56 21.048 11.S6 21.045 11.559 21.043 11.558 21.053 11.561 21.051 11.56 21.048 1:t3SS&. Ic 1 2 1 2 1 2 1 2 1 2 1 21 2 1 2 1 2 1 21 2 1 2 1 2 1 2 1 2 1 2 1 2 1 £ Shear[k] .413 .154 .17 .066 -.022 -.073 -.11 -.311 -.199 -,§§8 .42 .1:45 .265 .G8& .11 .032 -.024 -.045 -.08 -.2 .237 .096 .113 .051 .006 -;011 -.039 -.135. -.084 -.259 .252 ,081 .128 .036 .004 .009- ic 1 2 1 2 , 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 •2 Moment[k-ft) 0 0 -.108 -.286 -.129 -.334 -.064 -.144 .284 .©8& .284 .088 .07 .0*5 -.023 -.047 -.025 -.067 .01 MS .01 .008 -.029 -.078 -.043 -.103 -.035 -.067 .032 -.004 .032 -.004 -.034 -:« -.041 --Q96 ic 1 1 2 , I 1 2 , 1 2 j 1 1 2 1 2.1 2 2 1 2 1 ^\ 1 2 1 2 2 1 2 1 2 1 1 _j"2" q1 J 2 J 2 ' 1 2 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page3 Company Designer Job Number Prime Structural Engineers D + L + ROOF SCRN 2K6-160 J101 (248/128) PR I ME Job STRUCTURAL cunwccDOENGINEERS Sht 4:53 PM Checked By:. Envelope Member Section Forces (Continued) 37 38 39 40 : 41 | 42 4344 45 46 47 48 49 50 51 52 53 I 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 Member T5 T6 T7 T8 T9 T10 Sec 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 max min max min max rriin max min max min max min max min max min max min max mm max min max mm max min max min max min max mm max min max mm max mm max mm max min max mm max mm max min max min max mm max min max min max Axial[k] 21.046 11.558 21.043 11.057 26.941 13,822 26.938 13,821 26.936 13.82 26.933 13.819 26.931 13.818 26.941 1-3.821 26.938 13J2 26.936 13v819 26.933 1&W 26.931 13.818 30.55 15.15:9 30.548 15.f58 30.545 15.157 30.543 IB.ftJB 30.54 1€.1>55 30.55 15.1S8 30.548 15.157 30.545 15.1156 30.542 1S.TS5 30.54 15,165 32.115 15.668 32.112 15.667 32.11 1^666 32.107 15=665 32.105 15.664 32.115 15.667 32.112 !Q 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 Shear[k] -.054 -.12 -.099 -.244 .254 .1£)2 .13 .057 .012 .006 -.033 -.118 -.078 -.242 .247 .08 .123 .035 -.001 -.01 -.055 -.125 -.1 -.249 .253 .101 .129 .056 .011 ,005 -.034 -.1f9 -.079 -.243 .244 .079 .12 .034 -.004 -.011 -.056 -.128 -.101 -.252 .252 .101 .128 .056 .011 .004 -.034 -.12 -.079 -.244 .249 .082 .125 Ic 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 Moment[k-ft] -.025 -.067 .024 .0*3 .024 .013 -.027 -.072 -.044 -,106 -.039 -.078 .013 -.011 .013 -.011 -.04 -.08 -.046 -.11 -.03 -.079 .015 009 .015 .009 -.03 -.08 -.047 -.114 -.041 -.085 .006 -.013 .006 -.013 -.041 -.085 -.047 -.114 -.03 -.081 .014 .009 .014 .009 -.03 -.081 -.046 -.114 -.04 -.085 .006 ; -.012 | .006 -.012 I -.042 I Ic i 2 .. j t 1 1 j 21 ~ T 2 : 2 I 12 I 1 2 1 1 1 1 , [ 2 1L 2 2 1 2 1 2 1 1 2 1 2 2 1 2 1 2 11 "" 2 1 2 2 1 2 i 1 j~ "2 " ~_J 1 !1 2 1 2 2 !_ . 2 J 1 2 1 1 2 1 22 I RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page 4 PRIME Job: Corfipany : Prime Structural Engineers Designer : D + L + ROOF SCRN Job Number : 2K6-160 ^SAENGINEERSsht'IJ101 (248/128) -7-T— May 4, 2006 /_7 4:53 PM Checked Bv: Envelope Member Section Forces (Continued) 94 95 96 1 97 j 98 99 100 101 10? 103 104 105 106 107 108 109 | 110 111 I 112 113 114 115 119 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 14Q 141 142 143 144 145 146 147 148 149 150 Member T11 T12 T13 T14 T15 Sec 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max min max min max min max mm max min max min max min max min max mm max min max min Axialfkl 1o'la6o' 32.11 15:666 32.107 15,665 32.105 15.664 31.948 15.513 31.945 15.512 31.942 1=5.511 31.94 1&51 31 .937 15.509 31.937 15,509 31.94 15,51 31.942fs;tn 31.945 1&512 31.948 t5.51:3 32.12 15.675 32.122 1:5.676 32.125 15.677 32.127 15.678 32.13 1«9 32.12 15.675 32.122 15.676 32.125 15;677 32.127 15.678 32.13 15.679 30.458 15.094 30.461 15.094 30.464 15.095 30.466 15.096 30.469 15.0&7 IP $ 1 2 1 2 1 2 1 ? 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 21 21 21 2 Shearfkllit .001 -.008 -.053 -.123 -.098 -.247 .233 .091 .109 .046 .001 -,01S -.044 -.139: -.089 -.263 .263 .089 .139 .044 .015 , -001 -.046 -.119 -.091 -.233 .247 .098 .123 .053 .008 -.001 -.037 -.082 -.249 .245 .08 .121 .035 -.003 -.01 -.055 -.127 -.1 -.251 .251 .101 .127 .056 .011 .003 -.034 -.121 -.079 ^.245 Ic 2 1 2 2 1 i 2 1 1 _2_ 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 MomentFk-ftl ' " -11? -.049 -.11:9 -.034 -.08§ .004 .004 .004 .004 -.03 -.082 -.042 -.105 -.032 -.067 .034 .002 .034 ,©02 -.031 -.087 -.042 -.1&5 -.03 -.081 .004 .004 .004 .004 -.034 -.088 -.049 -.119 -.042 -.087 .007 -.012 .007 -.012 -.041 -.085 -.047 -.115 -.031 -.082 .012 .008 .012 .008 -.031 -.082 -.048 -.11:5 -.042 -.086 .006 -.013 I Ic 1 , 2 1 2 1 2 _ 1 H2 1 2 1 2 1 2""1 " """ 1 2 1 2 2 1 2 1 2 1 2 1 2 1 2 1 i 2 1 21 !1 2 1 2 2 1 2 1 2 1 I 1 i....... 2" 1 1 H 2 2 1 2 1 2 1 1 2 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page 5 PRIMEJob: Com'pany Prime Structural Engineers Designer D + L + ROOF SCRN Job Number 2K6-160 ^dfcgk umuviur\™.wme._ May 4, 2006 J101 (248/128) ' Checked By: Envelooe Member Section Forces (Continued) 151 15? 153 154 , 155 156 157 I 158 i 159 160 161 16? 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 1'SG 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 Member , T16 T17 T18 _ ;" " T19 T20 T21 Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max min max min max min max min max Axialfk] 30.459 15,094 30.461 1&995- 30.464 1&0S8 30.466 15.097 30.469 15.098 26.804 13.723 26.806 13.724 26.809 13:72* 26.812 1&72£ 26.814 13,726 26.804 1*3.723 26.807 13.724 26.809 13.725 26.812 13,726 26.81413,727 20.868 11.426 20.871 11.427 20.873 11.428 20.876 11.429 20.878 11.43 20.868 11:427 20.87 11.427 20.873 11.428 20.876 11.429 20.878 11.43 1 1 .482 7,746 11.485 7,748 1 1 .488 7.749 11.491 lo 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1a1 2 1 2 1 2 1 2 1 2 1 2': 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 Shear[k] .242 .078 .118 .033 -.006 -Ml -.057 -.13 -.102 -.254 .25 .101 .126 .056 .011 ;002 -.034 -.122 -.079 -.246 .244 .079 .12 .034 -.004 -.011 -.056 -.128 -.101-jsi .243 .098 .119 ,0§3 .008 -.005 -.037 -.129 -.082 -.253 .258 /Vic****".083 .134 .038 .01 -:OG7 -.052 -.114 -.097 -.238 .201 .081 .046 .025 -.031 -.109 -.088 Ic , 1 2 1 2 1 2 2 1 2 1 i 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2.j 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 Moment[k-ftl .006 -.013 -.041 -.084 -.046 -.112 -.029 -.Q7i8 .017 .011 .017 .011 -.028 -.077 -.045 -.109 -.039 -,079 .013 -.011 .013 -.011 -.039 -.078 -.045 -.107 -.028 -J0PI .022 .©12 .022 .012 -.026 -.069: -.041 -.097 -.034 -.063 .032 -.004 .032 -.004 -.034 -.066 -.042 -.1:02 -.028 -.076 .012 .01 .012 .01 -.023 -;06;5 I -.021 I -.045 .071 . . ..Ic... .. ... 1 2 2 1 I 2 1 2 1.. t 1 2 1 2 2 1 2 1 2 I 1 1 2 1 2 2 1 2 1 - 2 1 1 2 1 2 2 1 __, 2 1 2 1 1 2 1 2 I 2 ' 1 2 1 ' 1 2 1- 1 ! 2 1 2 2 1 2 1 1 i RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RlSA\J101.r2d]Page 6 STRUCTURAL Date:i:-0*9 Conripany : Designer : Job Number : Prime Structural Engineers D + L + ROOF SCRN 2K6-160 J101 (248/128) ftENGINEERSsht ~Jfto Mav 4. 2006 4:53 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic Shearlkl Ic Momentrk-ftl Ic 208 | 209 ?11 212 213 214 215 216 217 218 219 220 221 ??? 223 224 225 226 227 228 229 33SL. '231 232 233 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 T22 B1 B2 B3 B4 B5 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max m\r\ max min max min max min max rnin max min max mm max mm max min max min max mm max min max miri 7.75 11.495 7,751 11.514 7.758 11.518 7.76 11.523 7,761 11.527 7.763 1 1 .532 7:765 -6.828 -17.257 -6.828 -17,257 -6.828 -17.257 -6.828 -17.2&7 -6.828 -17.257 -9.495 -24:258 -9.495 •24.258 -9.495 -24,258 -9.495 -24,258 -9.495 -24.258 -11.368 -29:092 -11.368 -2&Q92 -11.368 -2&092 -11.368 -29;092 -11.368 -29.092 -12.195 -31,54 -12.195 -31.54 -12.195 -3154 -12.195 -31.54 -12.195 -3154 -12.398 -32.261 -12.398 -32.261 2 1 .2 1 2 1 21 2 1 21 2 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1r 2 1 2 1 2 1 2 1 2 1 2 :f 2 1 2 1 2 1 2 1 2 1 -.264 -.144 %4$9 .558 .199 .316 .111 .073 .023 -.066 -.17 -.154 -.413 .015 ,0®7 .015 .007 .015 .007 .015 .007 .015 .007 0 0 0 0 0 0 0 0 0 0 .002 0 .002 0 .002 _ .JL .. . .002 0 .002 0 0 0 0 0 0 0 0 0 0 0 -.001 -.002 -.001 ,;002 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 ^_ .016 .285 MB .285 .033 -.063 2 1 2 1 2 2 -.143 1 -.129 -.33$ -.107 -.286 0 0 0 2 1 2 1 ._.^ 1 ^ 1 1 0 I 1 -.008 -.017 -.015 2 1 2 -.033 S 1 -.023 -.OB -.031 -.©66 -.031 -106© -.03 -.066 -.03 -.065 -.029 -.065 -.029 -.064 -.029 .,©64 -.03 -.067 -.031 _ -.069 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 1 -.032 . 2 2 1 2 1 2 1 2 1 2 1 2 1 2 2 1 2 1 -.071 i 1 -.032 i 2 j -.074 1 -.032 -,074 -.033 -.074 -.033 -.074 2 1 2 1 2 1 -.033 ; 2 -.075 | 1 -.033 j 2 -.075 1 -.033 ! 2 -.075 -.031 -.073, 1 2 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J10lr2d]Page 7 , 1 Company : Prime Structural Engineers Designer : D + L + ROOF SCRN Job Number : 2K6-160 Envelooe ' A .^S^SS J101 (248/128) PRIMEJob: l£i^° , STRUCTURAL Date:I:iLMay4i2006 ^ENGINEERS** JJ- -4:54 PMChecked By: Member Section Forces {Continued) I 265 266 267 268 J269 270 |?71 272 273 274 275 276 277 [278 279 280 281 [282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 Member B6 B7 B8 B9 B10 W2L Sec 3 4 5 1 ? 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 max mm max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max rtiin max min max mm max min max rnin max min max min max rnin max min max min max min max Axial[k] -12.398 -32,261 -12.398 -32,261 -12.398 -32.261 -12.384 -32.241 -12.384 -32.241 -12.384 -32,241 -12.384 -32.241 -12.384 -32.241 -12.232 -31.59 -12.232 -31.59 -12.232 -31.59 -12.232 -3«9 -12.232 -31,59 -11.205 -28,875 -11.205 -28.875 -1 1 .205 -28.875 -11.205 -28:875 -11.205 -28:87$ -9.471 r24,226 -9.471 -24.226 -9.471 -24.226 -9.471 44;226 -9.471 ^241226 -6.586 -1&934 -6.586 -16.934 -6.586 -464984 -6.586 -16.934 -6.586 -16.934 -5.201 lc 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 Shear[k] -.001 -.002 -.001 -.002 -.001 -.002 .003 .001 .003 .001 .003 ,001 .003 .001 .003 .001 0 0 0 0 0 0 0 0 0 0 0 -.002 0 -.002 0 -.002 0 -;002 0 -.002 0 0 0 0 0 0 0 0 0 0 -.007 -.016 -.007*fris -.007 -.015 -.007 -.015 -.007 -.015 . _Q_ lc 2 1 2 1 2 1 1 2 1 2 1 2 1 . _1 1 2 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 1 Moment[k-ft] -.03 -.07 -.029 -.068 -.028 -,065 -.028 -.065 -.029 -.068 -.03 -.07 -.032 -.073 -.033 -.076 -.033 -.076 -.033 -.07S -.033 -;Q74 -.032 -;074 -.032 -,073 -.032 -.073 -.031 -.071 -.03 -.069 -.03 -.067 -.029 -.064 -.029 -.064 -.029 -.065 -.03 -.065 -.03 -.065 -.03 ^065 -.03 -.065 -.023 -.049 -.015 -.033 -.008 -.016 0 0 I0 ' 1 lc 2:. - -1 j 2 ~ " 1 ^ 2 1 2; 1 2 1 2 1 2 1 2 H 1 2 1 2 1 2 1 2 1 2 " 1 _| 2 1 2 j 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 J 1 1 1~" 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]PageS 1 ' Company : Designer : Job Number : Prime Structural Engineers D + L + ROOF SCRN 2K6-160 A PRIMEJob: . STRUCTURAL Date:. ENGINEERS sht - J101 (248/128) «*«•— W^M**«« /8 May 4, 2006 3:54 PM Checked By: Envelope Member Section Forces (Continued) 3?? 323 3?4 325 326 3?7 328 329 330 331 I 33? 333 334 335 336 )337 | 338 I 339 340 341 342 343 344 345 I 346 347 348 349 350 351 352 353 354 355 356 '357 358 359 36Q 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 MemberV W3L W4L W5L W6L W7L Sec 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 min max min maxmin max min max min max min max mm max min max min max min max mm max min max min max min max min max min max min max min max min max mm max min max mm max min max mm max mm max mm max min max mm max min Axiairkl -13&L7 -5.201 -13117 -5.201 -13.217 -5.201 -13.217 -5.201 -1-3.217 7.533 3.013 7.533 3,013 7.533 3.01S& 7.533 3,013 7.533 3.013 -2.125 -5:633 -2.125 -5.633 -2.125 -5.633 -2.125 -5.^633 -2.125 -5.633 4.882 1.8d1 4.882 1,881 4.882 1.881 4.882 1.881 4.882 1.881: -1.551 -4.CJ58 -1.551 -4.058 -1.551 -4.058 -1.551 -4:058 -1.551 -4.058 3.353 1,31-9 3.353i;3i9 3.353 1.319 3.353 1.313 In 1 2 1 2 1 2 1 2 1 1 2 1 2 1 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 I 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 Shsarfkl 0 0 0 0 0 Q 0 0 0 0 0 0 0 00 0 0 i_ 0 0 0 0 0 0 0 0 0 Q 0 1 i 0 1 Q 0 0 0 0 0 00 0 0 0 0 0 _Q_ 0 0 0© 0 0 0 _L 0 0 0 0 0 0q 1C11 J__111111111111111111111111111111111111111 •) 111111 1 1 111111 Momentfk-ftl 0 0 0 0 © 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_i_ I 0 0 0 o I 0 0 0 0 0 Q: Ic1, 11111_1 Ir 1 1 1 1111111 I11 1 A 111111 _._! _i1 H 1, 1 ,1 ^111111111 I11 1 I1111111 1 J111111 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page 9 p Company : Designer : Job Number : Prime Structural Engineers D + L + ROOF SCRN 2K6-160 J101 (248/128) & ENGINEERS she Jl& May 4, 2006 ' '». 4:54 PM Checked By: Envelope Member Section Forces (Continued) 379 380 381 | 38? 383 384 385 386 387 388 389 390 391 [39? 393 394 395 396 397 398 399 4QO 401 | 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 Member W8L , '"" f W9L .. ._ . W10L W11L W12L W12R Sec 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 max min max min max min max min max min max min max mm max min max min max mm max mm max min max min max min max min max min max min max mm max min max min max min max min max mm max mm max min max min max min max mm max Axial[k] 3.353 1.318 -.753 -2.242 -.753 -2.2&2 -.753 -2.242 -.753 -2.242 -.753 -2.242 1.584 .54 1.584 .54 1.584 .54 1.584 .54 1.584 .54 -.265 •>$& -.265 -.891 -.265 -.891 -.265 •^891 -.265-ififcr .255 .058 .255 .058 .255 .058 .255 .058 .255 .058 .525 .3(38 .525 ,308 .525 .308 .525 .308 .525 .308 .494 .285 .494 .285 .494 Ic 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 1 3 1 2 1 2 1 2 1 2 1 2 1 •£) 1 Shear[k] 0 JL - 0 0 0 0 0 0 0 0 0 0 0 JL , 0 0 0 0 0 0 0 0 0 0 0 0 0 _ 0 0 0 00 0 0 0 0 0 0 0© 0 0 0t> 0 0 0 0 0 0 0 0 0 0 0 0 0 Ic .11111111111111 I 111111111111 111111111111 1111111111111111111 Moment[k-ft] 0 0 0 0 0 0 0 0 00 0 0 0 0r o 0 0 0 0 0 0 0 0 0 0-L 00 0 0 0 0 0a 0 0 0 _Q_~ 0 0 0 0 0 0 0 0 0 0 0— o 0 0 0 0 0 0 0 Ic11111 11111111. 111111111111111111111111 ,T ^11 ]11111111 j11111111 1 T RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page 10 Company : Designer : Job Number : Prime Structural Engineers D + L -»• ROOF SCRN 2K6-160 /Z&jEaxS^Sba&f-jSSF&ZSa J101 (248/128) STRUCTURAL Date:^ b ENGINEERS sht ± • Wto 0~~May 4, 2006 4:54 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic SheaiTkl Ic MomenUk-ffl Ic 436 437 438 439 440 i 441 ! W11R I 442 443 I 444 . 445 P446 447 [448* 449 450 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482, 483 484 485 496 487 488 489 490 491 492 W10R W9R W8R W7R W6R 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max JTUIL max min max min max mm max min max mm max min max mm max min max mm max _min_ max min max jnia_max mm .285 .494 .285 .494 .285 .2 .017 .2 .017 .2 .017 .2 .017 .2 .Of? -.224 -.836 -.224 -.836 -.224~.8is -.224 -.836 -.224 -.836 1.792 .696 1.792 .696 1.792 .696 1.792 ,696 1.792 .696 -.911 ^;453 -.911 -2:483 -.911 -2,453 -.911 -2.453 -.911 -3.453 3.212 1,214 3.212 t» 3.212 1.214 3.212 1,214 3.212 1.214 -1.444 -3.915 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 .2_ 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 00 0 0 0 0 00 0o 0 0 0 0 0 0 0 0 00 0 0 00 0 0 0 0 0 0 1111111r 11111111111111111111111111111111111111111111111111 0 1 0 1 Q I 1 0© 0. &_ 111 I........ 1 0 | 1 0 1 0 1 0 1o ! 1 0 I 1o ; 1o ! 1 0 0 0 0 0© 0 0 0 0 0 0 0 0 00 11 1111111111111 I1r o ; io 1 i 0 1 0 1 I 0 0 0© 0 0 0 0 0 0 0 0 0 0 0© 00 0 1111111111111111111 0 i 1 0 0 11 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page 11 Company : Designer : Job Number : Prime Structural Engineers D + L + ROOF SCRN 2K6-160 *3K$fo ENGINEERS $ht: J101 (248/128) JL May 4, 2006 -4:54 PM Checked Bv: Envelope Member Section Forces (Continued) §50 551 552 553 554 555 557 558 559 560 ^561 | 562 563 [564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 601 602 603 604 605 606 Member V2L V3L V4L V5L V6CL V5R Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 mm max rnin max min max min max min max min max min max min max min max mid max mm max min max min max min max :min max min max min max mm max min max min max mm max mm max rnin max min max min max min max min max min max min Axialfkl .361 .511 .165 .511 .165 .511 .105 .511 .165 .511 .165 .489 .158 .489 .158 .489 .158 .489• -.wr .489 .158 .487 .168 .487 .168 .487 .f58 .487 .158 .487 .158 .494 .161 .494 .161 .494 .16-1 .494 .161 .494 .1;01 -.469 <805 -.469 ..805 -.469 -.805 -.469 -.805 -.469 -.805 .494 .1€2 .494 .162 .494 .f-62 Ic 2 1 21 2 1 21 2 1 2 1 2 1 2 1 2 1 •& 1 2 1 2 1 2 1 21 2 1 8- 1 2 1 2 1 2 1 21 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 ShearFkl 0 0 0 0 0 0 0 0 0 0 „£_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ic11111111111111 11111 11111111111111111111111111111111111111 Momentfk-ftl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 00 0 0 0 0 0 0 0 0 ic11111, 1111 J- 1 — ,11 11111111111I 1111111 •] 1JL_ J11 A 1 I111111111111111111 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page 13 Company : Designer : Job Number : Prime Structural Engineers D + L + ROOF SCRN 2K6-160 jS^2\l J101 (248/128) , STRUCTURAL Date;!: fcENGINEERSsht; ±Is May 4, 2006X-^:54 PM Checked By: Envelope Member Section Forces (Continued) 493 494 495 496 497 498 499 ISOQ 501 502 503 504 505 506 507 508 ,509 | 510 i 511 512 513 | 514 515 516 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 I 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 Member W5R W4R W3R W2R V1L Sec 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 maxmiri max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max rrtin max min max mm max min max mm max min max min max min max min max miri max rhi'ii max Axial(k) -1.444 -«S -1 .444 -3,9^5 -1.444 -3.015 -1.444 -3,915 5.098 2,043 5.098 2.043 5.098 2.043 5.098 2.043 5.098 2,043 -2.29 -6.853 -2.29 -5.853 -2.29 -5.853 -2.29 -5.853 -2.29 -5,853 7.375 2.895 7.375 2.891 7.375 2.895 7.375 2:895 7.3752,895 -5.026 -12:984 -5.026 -1:2,984 -5.026 -12.984 -5.026 -12.984 -5.026 -12.984 1.004 .361 1.004 .361 1.004 .361 1.004 .361 1.004 Ic 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 O" 1 21 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 21 2 1 Shear(k) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i 0 0 0 0 0 00 0 Ic _111111r 1111111111 1111111111r 1 111111111111111111111111111111 Moment[k-ft] 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i0 0 0 0 0 0 Ic11•\ 111 H 1" " "T " " 1 ,_ .. 11 \1 1 *- 1 4111 11111111 i1 •j 1 •] 11 I111 J111 I11111 111•J 1 [1 I111111 J11 11 ! RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page 12 mf(p° Company Designer Job Number Prime Structural Engineers D + L + ROOF SCRN 2K6-160 jCEsti jDJcSs J101 (248/128) , STRUCTURAL Date:.firL A _ ibENGINEERSsht: JiJS^2006 Checked By: Envelope Member Section Forces (Continued) 607 608 609 610 611 j 612 613 614 615 616 617 618 619 620 621 622 623 624 625 626 627 628 629 630 631 632 633 634 635 636 637 638 639 640 641 642 643 644 645 646 647 648 649 650 Member V4R VSR V2R V1R Sec 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 max mifl max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max mm max min max min max min max min Axial [k] .494 .162 .494 .1:62 .487 .157 .487 .157 .487 .117 .487 .157 .487 .157 .489 .1S8 .489 .1*58 .489 .tlM .489 .1IS .489,tifc .511 .165 .511 .165 .511 .165 .511 .1€5 .511..m- 1.003 .36 1.003 .36 1.003 .36 1.003 .36 1.003 .36 K 1 2 1 2 1 2 1 2 1 2 1 g 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 Shear[k] 0 _Q_ 0 0 0 0 L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r~ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ic1111, 11•J 1 111111111 1111111,11 L. 11 1 111111111111111 Moment[k-ft] 0_o_. 0._©_. _.r 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 Ic.__... i11111111f 111 H 11111r 11111111H 1 "1r " 1"~ 11 i11 I 1111 :1111111 I RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J101.r2d]Page 14 PRIMEJobi STRUCTURAL Date:!'<""• ENGINEERSsht- v- or (A GO CM CO CM O -4- o —-i O *in +•3z+ a: <r -i* + -i D O! LLJ £2: 2 <B + .s za>\ ujC i UJ LLJ! S mi O 01Q_ O O oOr CD UJ CD CM STRUCTURAL ENGINEERS sht CO(N 03 CDOO 1 3 k- £ o CO CN CO TT <N 06 O \U t- o — + X~u Os UJ •+ + K || U. +(£ 0+ JT" 9,"^g5 O o — ' ,„ " i2™ ss<s yj CD_c c UJ "ro o -uCO 0).ik« Q_ ±O UJ5 + z LJJ LU X. 0CO LL O OX. .^> z CN PRIMED STRUCTURAL Date: ENGINEERSsht: JOBS : JOIST MARK : JOB NAME : 2K6-160 J102, J104 FARADAY SPECTRUM - BLDG. #1 CHORD PROPERTIES "IN"2 IN IN IN INA3 PSI PS I CHORD TC BC SECTION 4G 34 AREA 0.673 0.572 Rx 0.619 0.539 Rz 0.394 0.344 Rw 1.232 1.137 Stop 0.456 0.133 Sbott 0.180 0.331 Fy 50000.0 50000.0 Fb 30000.0 30000.0 TOP CHORD CHECK LBS LBS-IN PSI PSI PSI PSI MEMBER T1 T2 T3 T4 T5 T6 T7 T6 T9 T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 AXIAL LD ' 8574.0 8565.0 14871.0 14871.0 19187.0 19187.0 21819.0 21819.0 22979.0 22979.0 22817.0 22817.0 22859.0 22859.0 21683.0 21683.0 19149.0 19149.0 14983.0 14983.0 8668.0 8677.0 BENDING LD ' 2741.0 569.0 849.0 816.0 896.0 923.0 954.0 967.0 964.0 1005.0 886.0 885.0 1004.0 955.0 958.0 952.0 921.0 894.0 814.0 861.0 2303.0 2738.0 fa = P/A 6369.76 6363.07 11047.90 11047.90 14254.32 14254.32 16209.67 16209.67 17071.46 17071.46 16951.10 16951.10 16982.31 16982.31 16108.64 16108.64 14226.09 14226.09 11131.10 11131.10 6439.59 6446.28 fb = M/Stop 3003.42 623.48 930.28 894.12 981.78 1011.37 1045.34 1059.56 1056.29 1101.22 970.82 969.73 1100.12 1046.43 1049.72 1043.14 1009.18 979.59 891.93 943.43 2523.49 3000.13 fa + fb 9373.18 6986.55 11978.18 11942.02 15236.10 15265.69 17255.01 17269.25 18127.75 18172.67 17921.93 17920.83 18082.43 18028.74 17158.36 17151.78 15235.27 15205.68 12023.04 12074.54 8963.08 9446.41 Fa" 18146.4 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 26615.2 18149.7 % STRESS 0.52 0.26 0.45 0.45 0.57 0.57 0.65 0.65 0.68 0.68 0.67 0.67 0.68 0.68 0.64 0.64 0.57 0.57 0.45 0.45 0.34 0.52 RESULT OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK LC 2 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 BOTTOM CHORD CHECK LBS PSI LBS MEMBER B1 B2 B3 B4 B5 B6 B7 B8 B9 B10 AXIAL LD * 12040.0 17290.0 20719.0 22594.0 23069.0 2301 1 .0 22413.0 20631.0 17303.0 12255.0 fa 10524.09 15113.08 18110.35 19749.27 20164.47 20113.77 19591.06 18033.43 15124.44 10712.02 Fa" 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 30000.0 % STRESS 0.35 0.50 0.60 0.66 0.67 0.67 0.65 0.60 0.50 0.36 RESULT OK OK OK OK OK OK OK OK OK OK LC 1 1 1 1 1 1 1 1 1 1 NOTE:* RISA JOIST ANALYSIS WITH NEW DESIGN LOADS " EXISTING QUINCY JOIST DESIGN, SEE REFERENCE AT END To? STRUCTURAL Date: • ENGINEERS she WEB DESIGN CHECK IBS MEMBER W2L W3L W4L W5L W6L W7L W8L W9L W10L W11L W12L W12R W11R W10R W9R W8R W7R W6R W5R W4R W3R W2R V1L V2L V3L V4L V5L V6CL VSR V4R V3R V2R V1R AXIAL LD * -9209.0 5270.0 -4202.0 3684.0 -2870.0 2386.0 -1692.0 1240.0 -595.0 160.0 421.0 326.0 258.0 -693.0 1168.0 -1618.0 2310.0 -2792.0 3534.0 -4049.0 5376.0 -9362.0 685.0 349.0 335.0 333.0 338.0 -471.0 337.0 332.0 334.0 349.0 684.0 MAX REACTION * 4753 25% REACTION 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1136.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 1188.25 TENSION 9209.0 0.0 4202.0 0.0 2870.0 0.0 1692.0 0.0 1166.3 0.0 0.0 0.0 0.0 1188.3 0.0 1618.0 0.0 2792.0 0.0 4049.0 0.0 9362.0 0.0 0.0 0.0 0.0 0.0 471.0 0.0 0.0 0.0 0.0 0.0 IBS IBS LBS COMPRESSION 0.0 5270.0 0.0 3684.0 0.0 2386.0 0.0 1240.0 0.0 1168.3 1188.3 1188.3 1188.3 0.0 1188.3 0.0 2310.0 0.0 3534.0 0.0 5376.0 0.0 685.0 349.0 335.0 333.0 338.0 0,0 337.0 332.0 334.0 349.0 684.0 ALLOW TENS " 18220.0 24330.9 9538.8 10889.1 6245.4 9579.7 6245.4 7922.7 6245.4 7922.7 7922.7 7922.7 7922.7 6245.4 7922.7 6245.4 9579.7 6245.4 10889.1 9538.8 24330.9 18220.0 6245.4 6245.4 6245.4 6245.4 6245.4 6245,4 6245.4 6245.4 6245.4 6245.4 6245.4 ALLOW COMP " 1584.2 8414.9 3962.2 5861.9 1593.7 4931.9 1530.9 2962.1 1470.3 2847.1 2847.1 2847.1 2847.1 1470.3 2962.1 1530.9 4931.9 1593.9 5861.9 3962.2 8414.9 1584.2 3100.7 2899.7 2710.0 2529.8 2366.9 2219.3 2366.9 2529.6 2710.0 2899.7 3100.7 % STRESS 0.51 0.63 0.44 0.63 0.46 0.48 0.27 0.42 0.19 0.42 0.42 0.42 0.42 0,19 0.40 0.26 0.47 0.45 0.60 0.42 0.64 0.51 0.22 0.12 0.12 0.13 0.14 0,08 0.14 0.13 0.12 0.12 0.22 RESULT OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK NOTE:* RISA JOIST ANALYSIS WITH NEW DESIGN LOADS " EXISTING QUINCY JOIST DESIGN, SEE REFERENCE AT END & PRIMEJob: . *& STPIlttllRAI Date' >'_*_ Company : Prime Structural Engineers Designer : NEW ROOF SCREEN + MECH. UNITS Job Number : 2K6-160 J102&J104(248/128) .KtiCTURALDate:. .ENGINEERS sht May 5, 2006 10:10 AM Checked By: Basic Load Cases 1? o 4 5 BLC Description DEAD LOAD LIVE LOAD SEISMIC MEGHUNiT ROOF SCREEN Cateaorv None None None None None X Gravity Y Gravity Joint 1 Point 6 2 Distributed 22 _._22 L Joint Coordinates and Temperatures \ 1 I 2 3 4 5 6 7 8 9to 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 N1 N2 N3 N4 N5 N6 N7 N8 N9 N18 N11 NL2 N13 N14 N15 N16 N17 N1;8 N19 N20 N21 N22 N23 N26 N27 N28 N29 N30 N31 N32 N33 N34 N35 N36 Xfinlr °47 77 101 125 149 173m 221 « 269 293 317 341 365 389 413 437 461 485 509 539 586 . _. 4£ 101 149 197 245 293 :341 389 437 485 5$8 24.934 25.819 26.434 26.934 27.434 27.934 28.434 '2$-:$34, 29.434 •£&£&& 30.434 30,934 30.434 29.934 29.434 28,934 28.434 27.934 27,434 20.9S4 26.434 25.809 24.934 fi___ 0 0 0 0 0 0 0 0 0 0 Temp [F] 0 0 0" _a_ "0 ^ 0 0 0 0 0 0_&_r 0 0 , 0 0 0 0 0 0 0 0 0 : k °0 00 10 0 0 0o J 0 0 1 Envelope Joint Reactions Joint X (kl 1 2 3 4 5 6 N1 N23 Totals: max miti max min max mln 5.4 8 0 0 5.4 © r_._j£__r 2111 2 1 Y [k] Ic 4.68 1,Si§ 4.753 «1 9.432 3:88© 1 2 1 2 1 2 Moment [k-in] 0 0 0 0 Ic 1 1 1 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J102_J104.r2d] Page 1 Company Designer Job Number Prime Structural Engineers NEW ROOF SCREEN + MECH. UNITS 2K6-160 J102 & J104 (248/128) STRUCTURAL Date:llW> KonftftcwnuccDC -? 4 May5,2006ENGINEERSSht: JlLlO:10AM Checked By: Load Combinations Description Solve PDelta SR... 3LC Fac..BLC Fac...3LC Fac...3LC Fac.. BLC Fac...BLC Fac..BLC Fac...BLC Fac... 1 I D + L + RFSCRN + MECH. 2 (0.75 (D + RF S&RN -«• ME£H.... YesYes 11 1 ,75 2 3 1 ,75 4 4 1 ,7$ 5 :l 1 ,75 [i i L !r FT^ 1 Member Distributed Loads (BLC 1 : DEAD LOAD) 1 ! 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Member Label T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 Direction Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Start Maanitudefk/ft.d.. -.082 -.082 -.082 -.082 -.082 -.082 -.082 ,.!i2 -.082 ..082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.©82 -.082 -.082 End Maanitudefk/ft.d... , _ -.082 -.082 -.082 -.082 -.082 -,©82 -.082 -.08$ -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 -.082 Start Location[in.%] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 End Locationfin.%1 0 H0" "_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , 0 1 Member Distributed Loads (BLC 2: LIVE LOAD) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19 19 20 21 22 Member Label T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 Direction Y , ,Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Start Maanitude[k/n.d. -.087 -.087 -.087 -.087 -.087 -;087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 End Maanitude[k/ft.d... -.087 -.QS7 -.087 -.087 -.087 -.Qi87 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 -.087 Start Location[in.%] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 End Locationfin.%] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I R1SA-2D Version 6.0 [\\Server\server-d\dwgs998i2ks\2006\2K6-160\RISA\J102_J104.r2d]Page 2 Company : Prime Structural Engineers Designer : NEW ROOF SCREEN + MECH. UNITS Job Number: 2K6-160 J102 & J1 May 5, 2006 10:10AM Checked By: Joint Loads and Enforced Displacements (BLC 3 ; SEISMIC) 1 I Joint Label N23 LD.M L Direction Magnitude[k.k-in in.rad K*sA2/in] X F -7.2 Member Point Loads (BLC 4 : MECH UNIT) 1 2 3 4 5 6 Member Label T11 T17 T19 T13_ T9 T7 Direction Y Y Y Y Y Y Maqnitude[k.k-in] -.134 -.134 -.134 -.134 -.134 -.134 Location[in.%] 0 0 0 0 0 0 Member Point Loads (BLC 5: ROOF SCREEN) Member Label 1 T5 i 2 T21 ! Direction MaanitudeFk.k-inl Y Y -.186 Location[in.%] I 0 -.1:86 I 0 Envelope Member Section Forces 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 Member T1 T2 T3 T4 Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 max min max rriin max min max mih max min max mm max min max min max min max min max mln max min max min max min max min max min max mih max Axiairkl 8.574 8,178 8.573 8.175 8.572 8.172 8.571 8.189 8.569 &166 8.565aw 8.564 8.151 8.563 8.149 8.562 8.146 8.562 8.144 14.871 11.194 14.869 11,1194 14.868 11.193 14.866 11.192 14.864 11.192 14.871 11.194 14.87 11.193 14.868 Ic 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 Shearfk] .283 ,» .117 .048 -.012 -.04§ -.072 -;2tS -.132 -.381 .286 .091 .18 .052 .074 .014 -.025 -.031 -.063 -.137 .162 ,076 .078 •©45 .015 -.007 -.016 -.091 -.047 -.176 .173 .046 .088 .015. .004 Ic 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 Moment[k-in] 0 0 -.922 -2.345 -1.136 -2.741 -.643 -1.188 2,315 .588 2.315 ,558 .569 .023 -.225 -.385 -.183 -.546 •'• .146 .085 .146 .085 -.219 -.636 -.4 -.849 -.396 -.555 .245 -.207 .245 -.207 -.392 -.539 -.392 Ic 1 1 2 1 2 1 2 1 12 "" " _| 1 2 1 2 2 1 2 1 21 2r " "1 ~ ] 2 1 2 1 2 1 1 2 1 2 2 1 2 RISA-2D Version 6.0 [\\Server\server-d\dwgs99S2ks\2006\2K6-160\RISA\J102_J104.r2d]Page3 Company : Prime Structural Engineers Designer : NEW ROOF SCREEN + MECH. UN|TS EJob: STRUCTURAL Date: JLlJ3 ENGINEERS SM: Job Number : 2K6-160 J102 & J104 (248/128) May 5, 2006 10:10 AM Checked By: Envelope Member Section Forces (Continued) 36 37 oo 39 40 41 42 4344 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 Member 1- T5 T6 T7 T8 T9 T10 Sec 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 min max min max min max min max min max min max min max nr)in max min max min max min max min max rriih max m"m max min max min max min max min max mm max min max mm max min max min max min max min max minmax mm max min max min Axialfkl 11.192 14.866 11.192 14.864 11.191 19.187 12.863 19.186 12.862 19.184 12.862 19.182 12,861 19.18 12,86 19.187 12,862 19.186 12.862 19.184 12,861 19.182 12,86 19.18 12.86 21.819 , 1;3,8$8 21.817 13.808 21.815 13.807 21.813 13.806 21.812 13.806 21.819 13.808 21.817 13,807 21.815 13.806 21.813 13.806 21.812 13:805 22.979 14.137 22.977 14.1;36 22.975 14,135 22.973 14,135 22.972 14.134 22.979 14.136 lc 2 1 2 1 2 1 21 2 1 2 1 2 1 2 1 2 1 21 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 21 2 Shearfkl -.015 -.046 -.081 -.077 -.165 .172 ,079 .087 .048 .017 .003 -.013 -.082 -.044 -.1:66 .168 .045 .084 .014 0 -.017 -.047 -.085 -.078 -.17 .172 ,07t .088 .048 .017 .003 -.014 -.08.1 -.044 -.166 .167 .045 .082 .014 -.002 -.017 -.047 -.087 -.078 -.171 .171 .077 .086 .046 .016 ,002 -.015 -.083 -.046 -.167 .171 .048 lc 2 2 1 2 1 1 ^1 2 I 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 n 1 1 2 1 2 2 1 2 1 2 1 1 2 Momentfk-inl -.6*6 -.208 -.585 .161 .152 .161 .152 -.221 -.626 -.418 -.896 -.431 -.66 .083 -.259 .083 -.259 -.436 -.673 -.429 ^.923 -.237 -.665 .139 .099 .139 .§99 -.24 -.681 -.435 -.954 -.445 -.719 .022 -.271 .022 -.271 -.449 -.726 -.442 -.967 -25 -.701 .126 .072 .126 ,072 -.245 7 -.432 -.964 -.434 -.722 .028 -.252 | .028 -.252 lc 1 2 1_ 2 1 2 1 2~r~ "~: 2"" 1 2 1 1 2 1 2 , 2 i 1- 2 - H 1 2" 1 " 2 1 2 tr 2 1 2 1 2 1 I1 ^_ 1 2 2 1 2 1 2 • 1 1 2 1 2 1 1 2 1 2 1 2 1 1 2 j 1 I2 I RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J102_J104.r2d]Page 4 Company Designer Job Number 2K6-160 J102 & J104 (248/128) May 5, 2006 10:10 AM Checked By: Envelope Member Section Forces (Continued) 93 94 95 96 97 I 98 99 100 101 102 103 104 105 1:06 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 1;28 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 Member L T11 T12 T13 T14 T15 i . Sec 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max min max mm max min max mm max min max mm max mm max mm max mm max mm max Axial[k] 22.977 1i4lf35 22.975 14.1:35 22.973 14.134 22.972 14.133 22.817 13,942 22.815 13:911 22.814 1:3,91 22.812 13.91 22.81 13-909 22.81 131909 22.812-(3m 22.814 13,91 22.815 13.911 22.817 13.912 22.852 14.044 22.854 14,045 22.856 14.045 22.858 14.046 22.859 14.047 22.852 14.045 22.854 14: ©#5 22.856 14.046 22.858 14,047 22.859 14.047 21.676 13.703 21.677 13.704 21.679 13.705 21.681 13.705 21.683 lc 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 Shear[k] .086 .017 .002 -.014 -.044 -.083 -.075 -.167 .158 .069 .073 .038 .007 -.011 -.023 -.096 -.054 -.18 .18 .054 .096 ,023 .011 -.007 -.038 -.073 -.069 -.1!58 .168 v075 .083 .044 .014 -.001 -.017 -.086 -.048 -,17 .166 .045 .082 :014 -.003 -.016 -.047 -.087 -.078 -.172 .172 .079 .087 .048 .017 ,003 -.014 -.082 -.044 lc 1 2 1 2 2 1 T 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 , 2 1 2 I 1 1 2 1 1 2 1 2 2 1 2 1TTJ 2 1 2 2 1 2 1 2 Moment[k-in] -.447 -.742 -.458 -1.005 -.284 | -.76 .074 -.009 .074 -.009 -.247 -.701 -.383 -.886 -.335 -.565 .264 -.102 .264 -.1&2 -.334 -.564 -.382 -.885 -.245 -.7 .076 -.007 ,076 -.007 -.283 -.759 -.457 -1.004 -.447 -.741 .028 -.252 .028 -.252 -.43 -.717 -.425 -.058 -.234 -.686 .14 .091 .14 .091 -.239 -.687 -.434 -.958 -.445 -.721 .022 lc 2 1 2 1 H J- 2 H 1 2 1 2 1 2 1 2 1 2 1 1 2 1 2 2 1 2 1 2 1 2 1 2 1 -I2 H 1 2 1 I 2 1 1 2 1 2 2 1 2 1 J 2 1 2 1 2 1" 2 ~ "1 1 " ' 1 2 i 1 J2 1 11 ! RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISAU102_J104.r2d]Page 5 PRIMED Company Designer Job Number Prime Structural Engineers jBf&k. cuoiucNEW ROOF SCREEN + MECH. UNITSSKCwtNWNb 2K6-160 J102 & J104 (248/128) iRSsht: .11-May 5, 2006 10:10AM Checked Bv: Envelope Member Section Forces (Continued) 150 151 152 153 164 155 IM. 157 158 159 160 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 f88 189 190 1191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 Member T16 [ T17 T18 T19 T20 T21 Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 min max min max mm max min max mm max min max min max min max min max min max min max min max min max min max min max min max mm max min max min max min max mm max min max min max min max min max min max mm max min max min Axialfkl 13.706 21.676 H3J.04 21.678 13,715 21.679 13,705 21.681 13.706 21.683 13.707 19.142 12.831 19.144 12,832 19.145 12.832 19.147 12.833 19.149 12;;834 19.142 12.832 19.144 12.833 19.145 12.833 19.147 12.834 19.149 12.834 14.976 11.276 14.978 11.276 14.98 11.277 14.981 11.278 14.983 11.278 14.976 11276 14.978 11.277 14,98 11278 14.981 11,278 14.983 11279 8.665 &281 8.666 8.283 8.667 &2S5 Ic 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 21 2 1 2 1 2 1 21 2 1 2 2 1 2 1 2 1 ShearTkl -,166 .166 ,04:4 .081 .014 -.003 -.017 -.048 -.088 -.079 -.172 .17 .078 ,085 .047 .017 0 -.014 -;084 -.045 -.168 .166 .044 .081 .013 -.003 -.018 -.048 -.088 -.079 -.172 .165 .077 .081 .046 .016 -.004 -.015 -.088 -.046 -.173 .177 .047 .092 .017 .008 -.014 -.045 -;077 -.076 -.161 .137 .OS3 .031 .024 -.014 ,.075 Ic 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 Momentfk-inl -.271 .022 -.271 -.445 -.718 -.433 -.$52 -.238 -.678 .142 .1$3 .142 .103 -.235 -.663 -.428 -.921 -.436 -.673 .083 -.259 .083 -J59 -.43 -.659 -.416 -.894 -.218 -.622 .165 .157 .165 .157 -.205 -.582 -.391 -.814 -.391 -.538 .244 -.208 .244 -.208 -.4 -§S2 -.409 -.861 -.232 -.652 .128 .063 .128 .063 -.198 -.565 -.235 -.402 Ic I 2 - _..1 „ Ir -2 ..o 1 L 21 2 1 2 1 2 L..-. . 1 , _ _„ 2 ' 1 2 . _ 1 2 1 1 2 1 2 2 1 2 I 1 2 1 2 1 2 1 2 1 2 1 2 1 1 2 1 2 2 1 2 1 2 1 2 1 2 1 2 1 2 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J102_J104.r2d]Page 6 Company Designer Job Number PRIMEJ°b:ia=»u ,. ,. STRUCTURAL Date:.*" "" Prime Structural Engineers NEW ROOF SCREEN + MECH. UNITS' 2K6-160 J102&J104 (248/128) May 5, 2006 10:10 AM Checked By: Envelope Member Section Forces (Continued) ?07 708 709 210 211 I 212 , 713 I 714 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 | 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 Member T22 [ B1 B2 B3 B4 85 Sec 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max min max min max mm max Axial[k] 8.668 8.287 8.668 8.29 8.673 8.3Q3 8.674 8.306 8.675 8.309 8.676 8.312 8.677 8.315 -4.696 -12.04 -4.696 -12.04 -4.696 -12.04 ^.696 ^12.04 -4.696 ^12:04 -6.769 -17.29 -6.769 -17:29 -6.769 -17.29 -6.769 -17.29 -6.769 -17,29 -8.048 -20.719 -8.048 -20-719 -8.048 -2Q.7t9 -8.048 -20.719 -8.048 -20,719 -8.675 -22;S94 -8.675 -22.594 -8.675 -22.594 -8.675 -22.594 -8.675 -22.594 -8.714 -23,069 -8.714 lc 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 Shearfk] -.053 -.18 -.091 -.286 .38 .132 .214 .072 .049 .©12 -.048-.m -.109 -.282 .01 .006 .01 .006 .01 .006 .01 .006 .01;o06 0 0 0 0 0 0 0 0 0 0 .002 ,0 .002 0 .002 0 .002 0 .002 0 0 0 0 0 0 0 0 0 0 0 -.001 -.002 -.001 I lc 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 2 1 2 Moment[k-in] .555 .0;15 2,303 .554 2.303 .554 -.646 -1.19 -1.138 -2.738 -.923 -2.341 0 0 0 0 -.078 -.139 -.157 -.278 -.235 -.417 -.313 -,S56 -.313 -.§56 -.307 -.556 -.302 -.556 -.296 -MS -.29 -.555 -.29 -;SS@ -.297 ^.573 -.304 -.592 -.311 -.01 -.318 -.62$ -.318 -.629 -.319 -;633 -.32 -.638 -.321 -.643 -.322 -.648 j -.322 -.648 -.308 r ta_. n L 1 2 n \- 1 ^2 1r 2 ' "•" 2 1 2 1 L 2 1 1 L 1 1 1 ry 1 2 I1 21 2 1 2 1 2 1 ] 2 1 2 1 2 1 2 1 2 1 2 " 1 I 2 ! 1 2 1 2 1 2 1 2 I 1 2 1 2 1 2 1 2 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J102_J104.r2d]Page 7 PRIMED: Company Designer Job Number Prime Structural Engineers JSA, NEW ROOF SCREEN + MECH. UNITS 2K6-160 J102&jWf§4« 5 MIC IUKAL Date: JLJ^ y^GlNEERSsht: Jl« May 5, 2006 10:10AM Checked By: Envelope Member Section Forces (Continued) ?B4 ?65?m ?67 ?6R ?69 270 ?71 ?7? ?73 274 275 276 277 278 279 280 281 282 283 284 285 286 287 I 288 289 290 291 292 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 Member B6 . . B7 B8 B9 B10 ' Sec 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 mm max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max mm max min max min max mm max min max min max mm max mm max fiilh max mm max min Axiairki -23:069 -8.714 -23,069 -8.714 .23*069 -8.714 -23.06S -8.67 -23.011 -8.67 -23.011 -8.67 -23.011 -8.67 •23&11 -8.67 -23:.©11 -8.539 -22,413 -8.539 -22:413 -8.539 -22.413 -8.539 -22.413 -8.539 -22,413 -7.982 -2&62H -7.982 , -2flf©31 -7.982 -20,631 -7.982 -201631 -7.982 -20.631 -6.779 -17,303 -6.779 •#1-7.303. -6.779 -17,303 -6.779 -17.303 -6.779 -17.303 -4.858 -12.255 -4.858 -1.2.255 -4.858 •^'SiMS • -4.858 -12.255 ^.858 -12:255 Ic 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 •* ' 2 1: 2 1 Shearfkl-,ao2 -.001 -,002 -.001 -.Q©2 -.001-;te .002 .001 .002 .001 .002 .001 .002 .001 .002 .001 0 0 0 0 0 0 0 0 0 0 0 -.001 0 -.001 0 -.001 0 -.001 0 -.001 00 0 :© 0 0 0 0 0 0 -.006 -.011 -.006 -.011 -.006•-±$m, • -.006 -.011 -.006 -.011 Ic _ 1 2 1 2 1 2 1 - 1 2 1 g 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 12 1 2 1 2 1 2 1 2 1 2 1 2 __! 1 2 1 2 1 2 *2 1 . 2 1 Momentfk-inl -.@E6 -.295-Mm -.281 -.582 -.267 -.561 -.267 -.561 -.28 -.581 -.292 -.601 -.305 -.621 -.317 -.641 -.317 ^641 -.316 -M$T -.315 -.632 -.314 -.627 -.313 -.623 -.313-Mm -.307 -.60S -.3 -.587 ' -.294 -.569 -.288 -.551 -.288 -.551 -.296 -.555 -.304 -.558 -.312 -.562 -.32 -.566 -.32 -.566 -.24 -.424 -.16 •i&fffS• ^£OO- -.08 -.141 0 0 Ic 1 i 2 i 1 _ 2 1 2 1 2 1 2 1 H 2 1 2 1 2 1 2 1 2 1 2 Lrt 1 I 2 I 1 I 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 1 J 2 1 2 1 2 1 2 1 1 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J102_J104.r2d]PageS Company : Prime Structural Engineers Designer : NEW ROOF SCREEN + MECH. UNl PRIMED* STRUCTURAL Date: ENGINEERS sht Job Number : 2K6-160 J102 & J104 (248/128) May 5, 2006 10:10 AM Checked By: Envelope Member Section Forces (Continued) 321 3?? 323 324 3?5 326 3?7 37R 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 3,64 365 366 367 368 369 37Q 371 372 373 374 375 376 377 Member W2L W3L W4L W5L W6L W7L Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 max min max mm max min max min max min max min max min max min max mm max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max mm max min max min max min max min max Axialfkl -3.573 -9.269 -3.573 t&2®$ -3.573 -9.209 -3.573 -9.209 -3.573 -9.209 5.27 2.077 5.27 2.077 5.27 2.077 5.27 2,077 5.27 2.077 -1.628 -4.202 -1.628 -4.202 -1.628 -4,202 -1.628 -4.202 -1.628 -4.202 3.684 1.486 3.684 1.486 3.684 1.486 3.684 1.486 3.684 1.486 -1.047 -2.87 -1.047 -2.87 -1.047 -2.87 -1.047 -2=87 -1.047 -2:87 2.386 .914 2.386 .914 2.386 .914 2.386 ic 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 Shear[k] 0 0 0 0 0 0 0 0 ! 0 0 0 0 0A 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ic11111111I 111111111111111111111111111111 1111111111111111111 Moment[k-in] 0 0 0 i 0 0 0 0 0 0 0 0 0 _Q__ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 00 0 0 0 0 0 0 0 0 0 Ic11111111 -J111r 1. ...I. 1 .111h 11111111. - 1_ ... 1 J1111111 1 I11 !111111111111111111111 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RtSA\J102_J104.r2d]Page9 STRUCTURAL Date: Company : Designer : Job Number : Prime Structural Engineers . NEW ROOF SCREEN + MECH. UNITS I 2K6-160 J102&J104 filli ENGINEERS sht: (248/128) _n_May 5, 2006 10:10AM Checked By: Envelope Member Section Forces (Continued) 37ft 379 3RD 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 Memberv vv W8L W9L W10L W11L W12L W12R Sec 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 min max min max min max min max min max min max min max min max min max min max min max min max mm max min max min max min max min max mm max min max min max min max min max mm max min max min max min max mm max min max min Axialfkl .914 2.386 .914 -.552 -1.692 -.552 -1.692 -.552 -1.692 -.552 -1.692 -.552 -1.692 1.24 .429 1.24 .429 1.24 ,429 1.24 .429 1.24 ,429 -.09 -.595 -.09 -,595 -.09 -.595 -.09 -.595 -.09 -595 .16 -;029 .16 -.029 .16 -.029 .16 -.029 .16 -;029 ,421 .334 .421 .334 .421 .334 ,421 .334 .421 .334 .326 .263 .326 .263 Ic 2 1 2 2 1 2 1 2 1 2 1 2 1 1 21 2 1 2 1 2 1 • ' "O; ' 2 1: 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 21 2 1 2:1 2 1 21 2 1 21 2 Shearikl 0 0 & 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0ft. 00 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ic11111111111111111111•lit .1111 |_ 11111111111111111111111111111111 Momentrk-inl 0 0 0 0 0 0o 00 00 0 0 0 0 0 0 00 0 0 00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ic1111111^~ " 1 ~~H 1 A 111, 11111111111111111~~1111111 1 ! 1 !1111111 41 i111111111 !1 I RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J 102_J 104.r2d]Page 10 Company : Designer : Job Number : A PR!MEJob:l£ n- o. . ,c , OUL STRUCTURAL Date: £l!Prime Structural Engineers J^n» ruAinrrne ?,NEW ROOF SCREEN + MECH. UNITS ^FjiB^hNblNhtKbSht: -21 2K6-160 J102 & J104 (248/128) 3fe ft May 5, 2006 =-- 10:10AM Checked By: Envelooe Member Section Forces (Continued) 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 Member W11R " W10R W9R W8R W7R W6R Sec 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max mm max min max min max I Axiai[k] .326 ,263 .326 .263 .326 .263 .258 .045 .258 .045 .258 .045 .258 .045 .258 .045 -.164 -.693 -.164 -.693 -.164 -.693 -.164 -.693 -.164 -.693 1.168 .375 1.168 .375 1.168 .375 1.168 .375 1.168 ,375 -.496 -1.6^8 -.496 -1618 -.496-iais -.496 -1.618 -,496 -1.618 2.31 .856 2.31 .856 2.31 :856 2.31 .856 2.31 .856 -.989 IQ 1 2 1 2 1 2 1 2 1 2 1 2 1 21 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 9 1 2 1 2 2 Shear[k] 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 (D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 0 Ic1111111111111111 _111111 111111111111111111111 11111111111111 I Moment[k-in] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0© 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ic, 1 11111r 11, 1 __Jr. 11 ,1111111111111, 1 I11111111 ~^11 I1111111 111 ;1 J11 j11111 ,1111 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J102_J104.r2d]Page 11 Company : Prime Structural Engineers Designer : NEW ROOF SCREEN + MECH. UNITS Job Number : 2K6-160 J102 & J104 (248/128) STRUCTURAL Date:. ENGINEERS sht .5 May 5, 2006 10:10AM Checked By: Envelope Member Section Forces (Continued) 49? 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 §16 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 Member W5R W4R W3R W2R V1L Sec 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 min max rhia max min max min max min max min max min max min max mm max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min Axial Fkl -2.792 -.989 -2.792 -.989 -2J92 -.989 -2.792 -.989 -2.792 3.534 1.373 3.534 1.373 3.534 1.373 3.534 1.373 3.534 1.373 -1.513 -4;Q4!9 -1.513 -4.049 -1.513 -4049 -1.513 -4.049 -1.513 -4.049 5.376 2:156 5.376 2.156 5.376 2.1156 5.376 2.156 5.376 2.156 -3.689 -9,362 -3.689 -9.362 -3.689 -9.362 -3.689 -9.362 -3.689 -9.362 .685 ,242 .685 .242 .685 .242 .685 ,242 ic 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 21 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 21 2 1 3 •1 2 Shearfkl 0 0 0 0 0 0 0 0 0 0 5 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1C1111111111 _ JL-111 _ A111111111111111111111111111111111111111111 Momentrk-inl 0 0 0 0 0 0o 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ic1, 11 111 I11 1 1 1_ __J 1 ~111 1111, 11111111111111111111111111111t11111 1 ! RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J 102_J 104.r2d]Page 12 Company : Designer : Job Number : Prime Structural Engineers j NEW ROOF SCREEN + MECH. UNITS I 2K6-160 J102&J104 gS&ENGINEERSsht J! (248/128) J May 5, 2006 ~~"~ 10: 10 AM Checked By: Envelope Member Section Forces (Continued) 549 550 551 552 553 [564 i 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 601 602 603 604 605 Member V2L V3L V4L V5L V6CL VSR Sec 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 max min max min max min max min max min max min max mm max min max -rnln max min max rnin max min max min max min max min max mm max min max mm max min max min max mm max min max min max mm max min max min max min max min max Axialfk] .685 .242 .349 .093 .349 .093 .349 ,093 .349 .093 .349 .093 .335 .089 .335 .089 .335 .089 .335 .089 .335 .089 .333 .089 .333 .089 .333 .089 .333 .089 .333 ,089 .338 .094 .338 .094 .338 .094 .338 .094 .338 .094 -.471 -.59 -.471 -.§9 -.471 -.59 -.471 -.5& -.471 -.§9 .337 .093 .337 .093 .337 lc 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 Shearfk] I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o. T . ...j£.___11111111 _„T— 1 111111111111111111111111111111111111111111111111 Moment[k-in] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 •0 0 0 0 0 0 & 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 JL" ~~ J0 I0o •"" . Jc._._ 1 H111 11J 1.. . _1_1111111111 11111111111•1 1 J1 "11 !11111 I11111111111111111• • 1 I RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J102_J104.r2d]Page 13 Company : Prime Structural Engineers Designer : NEW ROOF SCREEN + MECH. UNITS Job Number : 2K6-160 J102 & J104 (248/128) PRiMEJob: STRUCTURAL Date; _£r±h ENGINEERS sht -3L 10:10 AM Checked By: Envelope Member Section Forces (Continued) 606 607 608 609 610 611 61? 613 614 615 616 617 618 619 620 621 622 623 624 625 626 627 628 629 630 631 632 633 634 635 636 637 638 639 640 641 642 643 644 645 646 647 648 649 650 Member V4R VSR V2R V1R Sec 4 5 1 ? 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 min max mm max min max min max min max min max min max rriin max min max min max mm max min max mm. max min max rnin max min max min max min max ^min max mm max min max min max min Axialfkl $83 .337 .0^3 .337 .093 .332 .089 .332 .089 .332 .089 .332 .089 .332 .089 .334 .089 .334 .089 .334 .089 .334 ,089 .334 .089 .349 .094 .349 .094 .349 .094 .349 .094 .349 .094 .684 .233 .684 .243 .684 .243 .684 .243 .684 .243 Ic 2 1 2 1 2 1 21 2 1 2 1 2 1 21 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 21 2 1 ? 1 2 1 21 2 Sheartkl 0 0 0 0 0 0 0 0 0 0 0 0ti 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 Ic11•] 11I 1 1_11111111111111111111111111111111111111 Momentrk-in] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 Ic1111111 1I 11 __,111111111111111* i111111111111111 I111 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J102_J104.r2d]Page 14 PR! ME Job: STRUCTURAL ENGINEERS sht I X U- <N O O) to8 in I to \ o 4- CO(N LOo lu*^i <C O z OL OCOli-ar — 1 U + SO v- >i- C 0 m CDCD C '01CLLJ s "?>1 rr\Wj Za:o CO i *LL. 00cc +oCO •S '•§ i .t CO Q. Q Csl CJ o -3- o j£ STRUCTURAL ENGINEERS snt CN CO IOo <u . zor CJco a: o E 8.r- oO 0). >(N C — ' C•S'f o o— 1 CO O) c UJ "ro 1 t_ CO 0) E'CQ_ a:oCOi.u_ O O +i Q OCD^ — CD CM JOBS : JOIST MARK : JOB NAME : 2K6-160 J105 FARADAY SPECTRUM - BLDG. #1 '1 s " *JOw! STRUCTURAL Date: - ENGINEERS sht: JCL. CHORD PROPERTIES IN"2 IN IN IN IN-3 PSI PSI CHORD TC BC SECTION 42 4D AREA 0.715 0.600 Rx 0.617 0.622 Rz 0.394 0.396 Rvv 1.235 1.227 Stop 0.479 0.161 Sbott 0.190 0.416 Fy 50000.0 50000.0 Fb 30000.0 30000,0 TOP CHORD CHECK IBS LBS-IN PSI PSI PSI PSI MEMBER T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 AXIAL LD ' 12150.0 12112.0 22040.0 22040.0 28344.0 28344.0 32261.0 32260.0 34033.0 34033.0 33879.0 33879.0 34072.0 34073.0 32342.0 32342.0 28471.0 28471.0 22216.0 22215.0 12319.0 12357.0 BENDING LD ' 4068.0 3432.0 1260.0 1212.0 1332.0 1356.0 1404.0 1440,0 1440.0 1488.0 1308.0 1320.0 1500.0 1428.0 1428.0 1428.0 1380.0 1320.0 1200.0 1284.0 3420.0 4068.0 fa = P/A 8498.37 8471.79 15415.97 15415.97 19825.33 19825.33 22565.09 22564.40 23804.53 23804.S3 23696.81 23696.81 23831.81 23832.51 22621.75 22621.75 19914.16 19914.16 15539.08 15538.38 8616.58 8643.16 fb = M / Stop 4249.68 3585.28 1316.27 1266.13 1391.49 1416.56 1466.70 1504.31 1504.31 1554.46 1366.42 1378-95 1566.99 1491.78 1491.76 1491.78 1441.63 1378.95 1253.59 1341.35 3572.74 4249.68 fa + fb 12748.05 12057.07 16732.25 16682.10 21216.82 21241.89 24031 .80 24068.71 25308.84 25356.98 25063.23 25075.76 25398.80 25324.28 24113.53 24113.53 21355.80 21293.12 16792.67 16879.72 12189.32 12892.84 Fa" 18353.1 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 • 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 27093.3 18353.4 % STRESS 0.69 0.45 0.62 0.62 0.78 0.78 0.89 0.89 0.93 0.94 0.93 0.93 0.94 0.93 0.89 0.89 0.79 0.79 0.62 0.62 0.45 0.70 RESULT OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BOTTOM CHORD CHECK LBS PSI PSI MEMBER B1 B2 B3 B4 B5 B6 B7 B8 B9 B10 AXIAL LD * 17862.00 25581.00 30544.00 33471.00 34137.00 34263.00 33421.00 30762.00 25614.00 18186.00 fa = P/A 14893.34 21329.44 25467.60 27908.13 28463.44 28568.50 27866.44 25649.36 21356.96 15163.49 Fa" 30000.00 30000.00 30000.00 30000.00 30000.00 30000.00 30000.00 30000.00 30000.00 30000.00 % STRESS 0.50 0.71 0.85 0.93 0.95 0.95 0.93 0.85 0.71 0.51 RESULT OK OK OK OK OK OK OK OK OK OK LC 1 1 1 1 1 1 1 1 1 1 NOTE:* RISA JOIST ANALYSIS WITH NEW DESIGN LOADS " EXISTING QUINCY JOIST DESIGN, SEE REFERENCE AT END WEB DESIGN CHECK LBS MEMBER W2L W3L W4L W5L W6L W7L W8L W9L W10L W11L W12L W12R W11R W10R W9R W8R W7R W6R W5R W4R W3R W2R V1L V2L V3L V4L V5L V6CL VSR V4R V3R V2R V1R AXIAL LD ' -13676-0 7791.0 -6195.0 5389.0 -4176.0 3427.0 -2642.0 1936.0 -071.0 192.0 439.0 642.0 331.0 -1012.0 1 728.0 -2431.0 3568.0 -4319.0 5172.0 -5974.0 7948.0 -13909.0 1021.0 523.0 501.0 499.0 507.0 -876.0 507.0 499.0 501.0 523.0 1022.0 MAX REACTION • 7053 25% REACTION 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 1763.25 TENSION 13676.0 0.0 6195.0 0.0 4176.0 0.0 2642.0 0.0 1763.3 0.0 0.0 0.0 0.0 1763.3 0.0 2431 .0 0.0 4319.0 0.0 5974.0 0.0 13909.0 0.0 0.0 0.0 0.0 0.0 876.0 0.0 0.0 0.0 0.0 0.0 LBS LBS LBS COMPRESSION 0.0 7791 .0 0.0 5389.0 0.0 3427.0 0.0 1936.0 0.0 1763.3 1763.3 1763.3 1763.3 0.0 1763.3 0.0 3568.0 0.0 51 72.0 0.0 7948.0 0.0 1021.0 523.0 501.0 499.0 507.0 0.0 507.0 499.0 501.0 523.0 1022.0 ALLOW TENS " 18220.0 26487.0 8995.3 12538.0 6245.4 .9579.7 6245.4 7922.7 7922.7 7922.7 7922.7 7922.7 7922.7 7922.7 7922.7 6245.4 9579.7 6245.4 12538.0 8995.3 26487.5 18220.0 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 ALLOW COMP " 1584.2 9104.1 3760.8 6827.2 1594.5 4933.3 1531.8 2963.7 29637 2847.1 2847.1 2847.1 2847.1 2963.7 2963.7 1531.& 4933.3 1594.5 6827.2 3760.8 9104.1 1584.2 3102.6 2901.6 2712.0 2531.5 2368.5 2219.3 2368.5 2531.5 2712.0 2901.6 3102.6 % STRESS 0.75 0.86 0.69 0.79 0.67 0.69 0.42 0.65 0.22 0.62 0.62 0.62 0.62 0.22 0.59 0.39 0.72 0.69 0.76 0.66 0.87 0.76 0.33 0.18 0.18 0.20 0.21 0.14 0,21 0.20 0.18 0.18 0.33 RESULT OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK NOTE:' RISA JOIST ANALYSIS WITH NEW DESIGN LOADS •* EXISTING QUINCY JOIST DESIGN, SEE REFERENCE AT END Company Designer Job Number Basic Load : Prime Structural Engineers : D + L + ROOF SCRN : 2K6-160 Cases J105 (248/128) [0 May 4, 2006 4:56 PM Checked Bv: 1 2 3 5 6 BLC DescriDtion DEAD LOAD LIVE LOAE) SEISMIC ROOF SCREEN POINT Cateaorv None None None None N®ne X Gravity Y Gravity -1 Joint 1 ""i ~ Point o Distributed 22 22 Joint Coordinates and Temperatures 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2Q 21 22 23 24 25 26 27 28 29 30 31 32 33 34 Label N1 N2 N3 M4 N5 N6 N7 N8 N9 MQ N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N26 N27 N28 N29 N30 N31 ISI32 N33 N34 N35 N36 X[in] 0 47 77 101 125 141 173 1f? 221 241 269 293 317 341 365 389 413 437 461 485 509 539 586 48 101 n 149 197 245 293 341 389 437 485 538 Y[in] 24.873 25.748 26.373 3M73 27.373Mrs 28.373 ?$$'$$$$ 29.373 fi&8$8. 30.373 30,873 30.373 2&.873 29.373 28,873 28.373 27.8^:3 27.373 26,873 26.373 25.748 24.873 0 0 0 0 0 0 0 0 0 0 0 Terno [F] 0 0 0 _JL_ .„ _ .. 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 | 0 0 0 0 I 0 0 0 0 0 0 0 0 I Envelope Joint Reactions 1 2 3 4 5 6 Joint N1 N23 Totals: max mifi max ftlili max min xtki 5.4s- 0 0 5.4 0 Ic 2 1 1 1 2 1 YJSl 6.941 &«: 7.053 f;>W 13.994 5.8§f Ifi_ 1 2 1 2 1 2 Moment [Ss-fiL 0 •0 0 0 ic 1 1 1 1 RISA-2D Version 6.0 [\\Server\sen/er-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 1 Company Designer Job Number Prime Structural Engineers D + L + ROOF SCRN 2K6-160 PRIME Job STRUCTURAL Date: ; ENGINEERS sht J 105 (248/1 28) May 4, 2006 4:56 PM Checked By: Load Combinations Description Solve PDelta SR... BLC Fac.. BLC Fac...BLC Fac...BLC Fac..BLC Fac.. 1 j D + L + RFSCRN 2 |0.75 (D +RF SCRN) + 0.75S... Yes Yes 1 1 1 .75 2 1 3 1 .75 5 5 1 .75 I BLC F£C.. .BLC f \_._L_.L .. Fac,. .BLC Fac... | I I I ! Member Distributed Loads (BLC 1: DEAD LOAD) 1? 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Member Label T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 Direction Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Start Maanitude[k/ft.d.. -.12 -.12 -.12 -.12 -.12 -.142 -.12 -42 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 End Maanitude[k/ft.d... -.12 -.12 -.12 -.!£ -.12 -.1:2 -.12 -.12 -.12-.n -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 -.12 Start Locationfin.%] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 End Location[in.%] 0 _ 0 L .0 .0 0 „....<>_._._ 0 0 0 0 0 0 0 0 0 0 0 Ir 0 0 00 I0 i Member Distributed Loads (BLC 2 : LIVE LOAD) Member Label Direction Start Maanitudefk/ft.d. End MaanitudeFk/ft.d... Start LocationHn.%1 End Location fin. %1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y -.128 -.128 -.128 -.128 -.128 *.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 _ -i£?& -.128 -.128 -.128 -.121 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.128 -.126 -.128 -.128 -.128 -.128 -.128 -.128 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R1SA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 2 Company : Prime Structural Engineers Designer : D + L + Job Number : 2K6-160 J105 (248/128) May 4, 2006 4:56 PM Checked By: Joint Loads and Enforced Displacements (BLC 3 : SEISMIC) Joint Label L.D.M ..Direction 1 N23 X Maanitudefk.k-ft in.rad k*sA2/in1 -7.2 Joint Loads and Enforced Displacements (BLC 6 : POINT) Joint Label Direction N12 Y Magnitude[k.k-ft in.rad k*sA2/Jnl -1 Member Point Loads (BLC 5 : ROOF SCREEN) Member Label Direction Maanitudefk.k-ftl / Locationlin.%1 1 T5 2 3 4 5 T9 T13 T17 T21 Y Y Y Y -.272 '* -.272 -.272 -.2^2 0 0 0 0 Y i -.272 i 0 Envelope Member Section Forces 1 2 3 4 5 6 I 7 I 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 Member T1 T2 T3 T4 Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 max min max min max min max min max pnin max min max -Win max min max min max min max min max min max min max min max min max min max mm max min max Axial [k] 12.15 - 1&242 12.145 1&24 12.141 10.238 12.136 tO;237 12.132 1&23B 12.112 10,22!& 12.109 1&227 12.105 10.225 12.102 10.224 12.099 1-6.223 22.04 14.224 22.038 14:223 22.035 14v222 22.032 14.221 22.03 14.22 22.04 14,223 22.038 14J22 22.035 14221 22.033 In 1 :£ 1 2 1 2 1 2 1 2 1 2 1 •2.1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 ? 1 2 1 2 1 2 1 Shearfkl .419 .16 .173 .;07 -.021 -.073 -.111 ^.319 -.202 <565 .424 .1€3 .267 .085 .11 .027 -.031 -.047 -.088 -.204 .242 .106 .116 .06 .014 -.01 -.033 -.135 -.079 -.261 .257 $7% .131jm .005 -.015 -.061 Ic 1 2. 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 Moment[k-ft] 0 0 -.113 -.29 -.137 -.339 -.072 -.147 .286 .081 .286 .081 .07 .01 -.025 -.048 -.024 -.068 .013 .011 .013 .011 -.029 -.079 -.047 -.105 -.042 -.069 .03 -.015 .03 *,©$5 -.042 -;G6? -.046 -.101 -.027 Icr ".1 ...n12 -\1 h 2 1 2 J 1 1 2 1 2 1 ] 2 2 1 [ 2 -i 1 J[ 2 1 2 1 ' ^ 2 1 I 2 1 ] 2 1 1 2 1 2 2 1 2 1 2 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page3 PRIMED: STRUCTURAL Date: Company Prime Structural Engineers Designer D + L + ROOF SCRN Job Number 2K6-160 f&'-w^&Kt -"iwwrwiv"" " —7 Aliilt ENGINEERS sht: _1_ J105 (248/128) May 4, 2006 :56 PM Checked By: Envelope Member Section Forces (Continued) 38 39 40 41 42 43 44 45 46 j 47 48 49 50 51 I 52 53 54 55 56 57 58 59 60 61 62 63 I 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 Member T5 T6 T7 T8 T9 T10 Sec 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 min max mih max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max min max mm max min max min max min max min max mm max min max min max min max min max min max min Axialfkl 14:22 22.03 1:4.219 28.344 16.723 28.341 16.722 28.339 16.721 28.336 16.72 28.333 16.719 28.344 1B.7BS 28.341 16.721 28.339 T6.72 28.336 fe.7t0 28.333 16.718 32.261f&Safc 32.258 181223 32.255 18.222 32.253 1=8.221 32.25 18.22 32.26 18.223 32.258 1&222 32.255 1S.221 32.253 t8:22 32.25 18.219 34.033 18.828 34.03 18.827 34.028 $8.826 34.025 18.825 34.023 1&824 34.033 18.827 34.03 18.826 Ic 2 1 2 1 rj 1 2 1 2 1 2 1 2 1 21 2 1 2 1 2 1 2 1 2 1 ..2' 1 2 1 2 1 2 1 2 1 ••2 1 -2' 1 2 1 2 1 2 1 2 1 2 1 O 1 2 1 2 1 2 Shearfkl -42, -.107 -.246 .256 .111 .13 .064 .018 .005 -.028 -.121 -.074 -.247 .249 J75 .123 ;02<9 -.002 -.017 -.064 -.128 -.11 ,,254 .257 .Iff .132 .065 .018 .006 -.028 -.12 -.074 -.245 .248 .076 .123 .023 -.003sw -.063 -.129 -.109 -.254 .254 .108 .128 .062 .016 .003 -.03 -.123 -.077 -.249 .252 .079 | .127 .032 Ic 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 :2 ' 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 Momentfk-ftl .J)lt .019 .0*5 .019 .045 -.029 -.077 -.05 -.111 -.047 -.082 .01 ..022 .01 K022 -.048 ^.Q8B -.05 -.113 -.03 -.081 .015 .013 .015 $13 -.031 ,j©83 -.051 -.117 -.049 . -.089 .002 -.024 .002 -.024 -.05 -;09 -.053 -.1$ -.033 -.087 .01 ,009 .01 .009 -.033 -.087 -.052 -.12 -.049 -;Q9 .003 -.022 .003 j -.022 [ -.05 -.092 Ic 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 2 1 2 1 2 1 J 12 n1 2 2 1 2 1 2 1 2 1 2 1 ! 2 !1 2 1 2 1 I 1 2 12 n 2 . 1 ' RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 4 r~ STRUCTURAL Date: Company Prime Structural Engineers Designer D + L + ROOF SCRN Job Number 2K6-160 /™$w& x,.^., -4fetSviK&Eis(:l J1 05 (248/1 28) "-mr . 50 May 4, 2006 >• ••-'••' "M; 4:56 PM Checked By: Envelope Member Section Forces (Continued) ; 95 | 9fi i 97 9R 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 Member T11 T12 T13 T14 T15 T16 Sec 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max Axial[k] 34.028 18:825 34.025 18.824 34.023 18.823 33.879 18.628 33.876 1!S;627 33.874 1:8,626 33.871 1:8.625 33.869 18.6124 33.869 1&6&4 33.871 1S.625 33.874 1«v6i6 33.876 18:'627 33.879 18.628 34.062 18:853 34.065 18,854 34.067 18*855 34.07 18.856 34.072 t8.857 34.062 18.854 34.065 18.855 34.067 18.856 34.07 1&856 34.073 t8.857 32.332 18.28 32.334 18.281 32.337 18,282 32.339 18.283 32.342 t&284 32.332 Ic 1 2 1 2 1n 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 •2 1 2 1 2 1 2 1 2 1 2 1 2 1 Shear[k] .001 -.014 -.06 -.125 -.106 -.25 .236 .098 .11 .052 .006 -.016 -.041 -.141 -.087 -.267 .268 .088 .142 .041 .017 -.005 -.051 -.109 -.097 -.234 .249 .106 .123 .059 .013 -.002 -.033 -.128 -.079 -.254 .247 .076 .122 .029 -.004 -.017 -.063 -,1!3 -.109 -.255 .256 .11 .13 .064 .018 .004 -.029 -.121 -.075 -;247 .246 Ic 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2r 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 11 2 1 2 2 1 2 1 2 1 1 Moment[k-ft] -.054 -.f24 -.036 -.093 .006 0 .006 0 -.032 -.086 -.046 -.f&9 -.037 -;07 .032 -.066 .032 -.006 -.038 -.071 -.047 r.il -.033 -.087 .004 -.002 .004 -.002 -.037 -.005 -.055 -.125 -.05 -.©92 .003 -.022 .003 -.022 -.048 -.089 -.051 -.119 -.031 -.085 .012 .011 .012 .011 -.032 -.086 -.052 -.119 -.05 -.09 .002 -.024 .002 Ic 2 1 2 1 2 1 2 1 2 4 2 1 2 1 1 2 1 2 2 1 2 1 2 1 2 ^ 1 j 2 1 2 n 1 ^2 -j 2 1 1 2 1 2 2 1 2 1 2 1 2 1 2 1 2 1 2r i 2 1 1 . ... .2 I 1 J RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 5 Company : Prime Structural Engineers Designer : D + L + ROOF SCRN Job Number : 2K6-160 J105 (248/128) PRIMEJob: STRUCTURAL Date; 5 ENGIHEERSsht- i May 4, 2006 4:56 PM Checked By: Envelope Member Section Forces (Continued) 15? 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 203 204 205 206 207 208 Member i T17 T18 T19 T20 T21 Sec 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 min max min max mill max mm max min max min max min max min max min max min max min max min max min max min max min max min max mm max mm max fain max min max mm max mm max min max min max min max min max min max min max min AxialFkl 18.281 32.334 1M82 32.337 18,283 32.34 1B.2&4 32.342 18.28S 28.46 16.814 28.463 16,815 28.466 16.815 28.468 16,816 28.471 ?6;817 28.46 16.814 28.463 16,815 28.466 16.816 28.468 16.8*7 28.471 1:6.818 22.205 14;3M 22.208 14.352 22.21 14.353 22.213 14,354 22.216 14.355 22.205 14.351 22.208 14,352 22.21 14.353 22.213 14.354 22.215 14.355 12.306 10.378 12.309 10.38 12.313 10.381 12.316 10,382 Ic 2 1 21 2 1 2' 1 2 1 2 1 2 1 2 1 2 1 8-1 2 1 21 2 1 21 2 1\% 1 21 2 1 2 1 2 1 2 1 21 2 1 2 1 2 1 21 2 1 2 1 2 Shearfkl .075 .121 .« -,005 -.018 -.064 -.ta -.11 -.256 .252 .109 .127 .063 .017 .001 -.03 -.125 -.076,is .245 .073 .12 .027 -.006 -.019 -.065 -.131 -.112 -.257 .247 .108 .122 .082 .016 -.004 -.031 -,1'3 -.077 -.265 .262 .08 .136 .033 .011 -:013 -.059 -.115 -.105 -.24 .203 .088 .046 .03 -.028 -.111 -.085 ^,268 Ic 2 1 2 1 2 2 1 2 1 I 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 2 2 1 2 1 1 2 1 2 2 1 2 1 2 1 1 2 1 2 1 o 2 1 2 1 1 2 1 2 2 1 2 1 Momentfk-ftl -.,©24 -.05 -,09 -.052 -.119 -.032 -JS5 .012 .011 .012 .011 -.032 -.083 -.051 -.115 -.048 -.084 .01 -.022 .01 -.022 -.047 -.082 -.049 -.11 -.028 -.076 .021 .016 .021 .01$ -.026 -.071 -.046 -.1 -.042 -;067 .03 -.01'5 .03 -.015 -.043 -.07 -.048 -.107 -.03 -.081 .011 .008 .011 .008 -.026 -.07 -.027 -.05 .069 .009 Ic I 2 2 1r 21 2 1 1 L _ 2 _ _ i 1 2 2 12. _ .."11 2 H 1 ,^ 1 2 1 2 2 1 2 1 2 1 1 2 ! 1 2 2 1 2 1 2 1 i i__ ," 2 n1 2 2 1 2 1 2 1 2 1 2 i 1 I 2 1 2 1 1 2 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 6 Company : Prime Structural Engineers Designer : D + L + ROOF SCRN Job Number : 2K6-160 STRUCTURAL Date: •ENGINEERSsht: ^ J105 (248/128) May 4, 2006 4:56 PM Checked By: Envelooe Member Section Forces (Continued) ?09 710 ?11 ?1? ?13 |?14 ?15 |?16 :?17 ?18 ?19 220 221 222 ??3 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 ,241 | 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 ; Member T22 B1 B2 B3 B4 B5 i Sec 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 max miri max min max min max min max min max min max rnm max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max rnih max min max min max mm max min max Axia![k] 12.319 10.3S3 12.339 fO,39 12.343 10.392 12.348 10-394 12.353 1:0,395 12.357 10,397 -7.15 -17.862 -7.15 -17,862 -7.15 -17.862 -7.15 -17.862 -7.15 -1^862 -10.278 «58W -10.278 -25=581 -10.278 -25.581 -10.278 -25,581 -10.278 -25.581 -12.176 -30:544 -12.176 -30.544 -12.176 -30.544 -12.176 -30.544 -12.176 -30.544 -13.299 -33.471 -13.299 -33.471 -13.299 -33:471 -13.299 -33,471 -13.299 -33.471 -13.403 -34.137 -13.403 -34.137 -13.403 In 1 2 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 2 1' 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 Shear[k] -.143 -.425 .565 .202 .319 .111 .073 .02 -.07 -.173 -.161 -.419 .021 .012 .018 .01 .014 .007 .011 .004 .007 .002 .007. ' JQS ' .004 .002 0 0 -.003 -.003 -.005 -.006 .009 .006 .005 ,003 .002 0 -.001 -.002 -.004 -:004 .007 .005 .004 .003 0 0 -.002 -.003 -.005 -:GQ6 .004 ,003 0 0 -.002 tc 2 1 1 2 i 1 2 __ 1 2 2 1 2 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 2 1 2 1 1 2 1 2 1 2 1 2 2 1 1 2 1 2 1 2 2 1 2 1 1 2 2 1 2 Moment[k-ft] .285 .08 .285 .08 -.073 -.148 -.137 -.339 -.113 -.29 0 0 0 0 -.012 -.022 -.021 -.039 -.028 -.053 -.031 -.063 -.031 -.113 -.035 -.068 -.036 -.07 -.034 -.069 -.03 -.064 -.03 -.064 -.035 -.071 -.037 -.075 -.037 -.076 -.034 -.073 -.034 -.073 -.038 -.079 -.039 -.0:81 -.038 -.08 -.035 -.076 -.035 -.076 -.037 -.078 -.037 i Ic 1 2* „.. 2 2 12 1 2 1 1 1 r 1 _, 1_ , 2 1 2 1 2 1 2 1 2i 2 1 2 1 2 1 2 1 2 1 2 12 1 2 1 2 1 2 1 2 1 21 !2 41 i 2 1 2 1 2 1 2 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 7 Company : Designer : Job Number : Prime Structural Engineers D + L + ROOF SCRN 2K6-160 OSL STRUCTURAL Date;.±±t JSSaENGiNEERSsht: _!!_ J1 05 (248/1 28) May 4, 2006 4:56 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic Shearfkl Ic Momentrk-ftl Ic ?R6 ?67 76R 269?70 ?71 272 ?73 ?74 275 276 .277 | 278 279 280. 281 282 283 284 285 286 287 788 289 290 291 292 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 B6 B7 B8 B9 B10 W2L 4 5 1 ? 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max mm max min max mm max min max min max min maxmin max min max min max mm max min max min max mm max min -34.137 -13.403 -34.137 -13.403 -34.137 -13.497 -34.2(33 -13.497 -34,263 -13.497 -34.263 -13.497 -34,263 -13.497 -34.2S3 -13.262 43:421 -13.262 -33,421 -13.262 ^31« -13.262 -33.421 -13.262 -33.421 -12.34 -30.762 -12.34 -30,762 -12.34on Vtta-30.70^ -12.34 -S&762 -12.34 -30.762 -10.302 -25.614 -10.302 -2&614 -10.302'•'Ji&mw . -10.302 _gK,fi-|Jl-ZO;Q I ** -10.302 -25,614 -7.393 -18.186 -7.393 -18,186 -7.393 -18.186 -7.393 -16:186 -7.393 -18.186 -5.45 -1&676 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 ' t - 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 -.003 -.004 -.006 -.006 -;» .009 .006 .006 .004 .003 .002 0 0 -.003 -.004 .006«; .003 .002 0o -.003 -.004 -.005 -.007 .004 .004 .002 ,00* 0 -;OQ2 -.003 -.005 -.006 -.009 .006 .005 .003 .003 0 :0 -.002 -.004 -.005 -.007 -.002 -.007 -.004 -.011 -.007 -.014 -.01 -M8 -.013 -.022 .005 .004 1 2 _!__ 2 1 1 2 1 2 1 2 1 2 2 1 1 2 1 2 2 1 2 1 ' 2 1 1 2 2 1 2 1 2 1 2 1 1 2 1 2 2 .1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 1 2 -.077 -.034 1 2 -.073 I 1 -.029 -.065 -.029 -.065 -.034 -.073 -.037 2 1 2 1 2 1 2 -.077 [ 1 -.037 2 -.078 \ 1 -.035 -.076 -.035 nO?6 -.038 -.08^ -.039 -;0&1 -.038 -.079 -.034 -.073 , 2 1 2 1 L_ 2 1 2 1 , 2 1 *" ' 2 1 1 -.034 2 -.073 -.037 -.(D"78 -.037 -.075 -.035 -.()72 -.031 -.064 -.031 -.064 -.035 ,.069 -.036 -« -.035 -.069 -.032 -.063 -.032 -.063 -.028 -.054 -.022 -.04 -.012 -.« 0 0 0 0 1 2 1 2 1 2 1 2 _ i 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 1 1 1 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page8 Company : Prime Structural Engineers Designer : D + L + ROOF SCRN Job Number : 2K6-160 J9& STRUCTURAL Date: >^- J»ENGiNEERSsht: -LL- J1 05 (248/1 28) May 4, 2006 4:56 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic Shearfkl lc MomentFk-ftl Ic 323 3?4 325 326 327 378 329 330 331 332 .333 I 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 W3L W4L W5L W6L W7L 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 max mih max mm max mitt max mih max min max min max min max min max min max min max min max min max min max min max min max mih max mih max mih max min max min max min max min max min max min max mih max min max min max min max -5.449 -13:674 -5.448 -1&B& -5.447 -13,672 -5.446 -13,671 7.791 3.148 7.789 3.147 7.788 3.146 7.787 3.145 7.786 3.144 -2.481 -6,t95 -2.48 -6.1«4 -2.479 43.193 -2.478 -6,191 -2.477 43.1$ 5.389 2.21S 5.388 2:214 5.386 2,2f3 5.385 2:212 5.384 2,211 -1.578 -4.176 -1.577 -4.174 -1.576 -4.173 -1.575 -4.172 -1.574 •4.17 3.427 1.332 3.426 1.331 3.424 1.33 3.423 1.329 3.422 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 .002 .002 0 0 -.002 -.002 -.004 -.005 .003 .002 .001 .001 0 0 -.001 -.001 -.002 -.003 .002 .002 .001 0 0 0 0 -.001 -.002 -.002 .002 .002 .001 0 0 0 0 -.001 -.002 -.002 .002 .002 .001 0 0 0 0 -.001 -.002 -.002 .002 .002 .001 0 0 0 0 -.001 -.002 1 2 1 1 2 1 2 1 , 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 o 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 -.002-:$$3 -.003 -.OB4 -.002 2 ..._1 21 L. 2 -.003 | 1 0 j 1 0 1 0 r 1 Q 1 0 2 -.001 | 1 -.001 2 -.002 0 -.001 0 0 0 0 0 0 0-.0m 0 0 0 0 0 0 0 0 0-.001 0 0 0 0 0 0 00 0 ,,001 0 0 0 0 0 0 0 0 0 -.001 0 0 0 1 2 11 1 11 2 1 J 2 1 2 1 1 1 1 1 2 1 2 r 1 2•i 1 1 1 | 1 2 j 1 j 2 1 J 2 ! 1 I 1 11 1 2 1 2 1 2 1 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99S2ks\2006\2K6-160\RISA\J105.r2d]Page 9 Company : Designer : Job Number : Prime Structural Engineers D + L + ROOF SCRN 2K6-160 /»JM&*&&&&>IIM| J1 05 (248/1 28) STRUCTURAL Date: ^ENGiNEERSsht:5S May 4, 2006 4:56 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic Shearfkl ic Momentfk-ttl Ic 380 381 382 383 384 385 386 I387 | 388 389 390 391 392 393LaaL 395 396 397 398 399 400 401 402 403 404 i 405 | 406 407 408 409Uie. 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 W8L W9L W10L W11L W12L W12R 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 min max min max min max min max min max min max rriin max min max min max min max min max mm max min max min max mm max min max mm max mm max min max min max min max min max min maxmin max hiin max mm max rtrin max min max mm 1.321B -.995 -2,642 -.994 -2.64 -.993 -2.639 -.992 -2.638 -.991 ,2.636 1.936 .763 1.934 ,762 1.933 .761 1.931 .76 1.93 .759 -.195 -^1 -.194 -.869 -.193 , -.§68 -.192 -.866 -.191 -.865 .192 -.028 .19 -.029 .189 -.03 .187 -.031 .186 -.032 .433 .29 .435 .291 .436 9Q9 .438 .294 .439 .295 .642 .447 .641 .446 .639 .445 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 t 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 1 21 2 1 2 1 2 1 2 1 2 1 2 1 2 -.002 .002 .002 .001 0 0o 0 -.001 -.002 -.002 .002 .002 .001 0 0 0 0 -.001 -.002 -.002 .002 >/YnO .001 0 0 0 0 -.001 -.002 -.002 .002 .002 .001 0 0 0 0 -.001 -.002 -,002 .002 ,002 .001 0 0 0 0 -.001 -.002 -.002 .002 .002 .001 0 0 0 1 1 £_ 1 2 1 'I 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 1 2 1 1 2 1 2 1 H 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 0 0 0 0 0 0 -.001 0 0 0 0 0 0 0 0 0 -.001 0 0 0 0 0 0 0 0 0 -.001 0 0 0 0 0 0 111 21 21 J 211111 21 2 1 2 1 1 1 1 1 2 1 2 1 2 1 1 1 1 1 0 2 -.001 -.001-101 0 -.001 0 0 0 0 0 1 2 1 1 2 1 1 1 1 1 2 -.001 I 1 -.001 2 -.001 0 -.001 0 0 0 0 0 -.001 -.001 -.001 1 2 1 1 t 1 1 2 1 2 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 10 Company : Designer : Job Number : Prime Structural Engineers D + L + ROOF SCRN 2K6-160 C% STRUCTURAL Date: Jj±: ;.^LiSk ENGINEERS sht .W J 105 (248/1 28) May 4, 2006 4:56 PM Checked Bv: Envelope Member Section Forces (Continued) 437 43R 439 440 441 44? 443 444 445 446 447 I 448 449 450 451 452 453 454 455 466 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 Member W11R W10R W9R W8R W7R W6R Sec 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 max min max min max rnin max min max min max min max min max min max min max min max min max min max min max minmax min max min max min max mm max mih max mm max min max mm max min max mm max rnin max mm max min max min max Axial[k] .638 .444 .636 .44$ .325 ,073 .327 .074 .328 .075 .33 .076 .331 .077 -.297 -1.006 -.298 -1.808 -.299 -1.009 -.3 -1.011 -.302 -1.012 1.722 .603 1.724 .604 1.725 ,605 1.726 .606 1.728 .607 -.833 -2,425 -.834 -2.426 -.835 -2,428 -.836 -2.429 -.837 -2.431 3.563 1.434 3.564 1.435 3.565 1.436 3.567 1.437 3.568 1.438 -1.682 -4.314 -1.683 lc 1 2 1 t 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 2 1 2 2 1 2 Shearfk] 0 -.001 -.002 -M2 .002 $0:2 .001 0 0 0 0 -.001 -.002 -:002 .002 .002 .001 0 0 0 0 -.001 -.002 -.002 .002 .002 .001 0 0 0: 0 -.001 -.002 -.002 .002 ;0EJ2 .001 0 0 0 0 -.001 -.002 -.002 .002 .002 .001 0 0 0 0 <0©1 -.002 -:002 .002 :002 .001 r_ Jc_ 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 L_ 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 Moment[k-ftj 0 -.001 0 0 0 0 0 -.001 -.001 -.001 0 -.001 0 0 0 0 0 0 0 -.001 0 0 0 0 0 0 0 0 0 -.001 0 0 0 0 00 0 0 0 -;001 0 0 0 0 0 0 0 0 0 -.001 0 0 0 0 0 0 0 lc 2 In 11 1 !__-. 1 - _i1 2 H .___1_._ ._. _ 2 ._ _. H 1 .. 2 J 1 1 1 1 _, ' 1 1 2 1 i_ 2 _, "" 1 ._.._H I 2 „„ 1 i 1 " 1 1 1 1 _J 2 1 2 1 2 1 I 1 1 1 1 2 1 2 1 2 1 1 1 1 1 2 1 2 1 2 1 .. I 1 '""" T 1- - 1 ] 2 ; RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 11 STRUCTURAL Date:.5-°fc Company Designer Job Number Prime Structural Engineers D + L + ROOF SCRN 2K6-160 JS®» ENGINEERS sht: _§j J1 05 (248/1 28) May 4 2006 4:56 PM Checked Bv: Envelope Member Section Forces (Continued) 494 495 496 497 498 499 | 500 501 50? 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 570 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 543 549 550 Member W5R W4R W3R W2R V1L Sec 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 min max rrffn max min max min max min max min max min max min max min max min max Mr max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mm max min max min Axialfkl -4.315 -1.684 -4,31© -1.685 -4.318 -1.686 -4,319 5.167 2.049 5.168 2.05 5.17 2.051 5.171 2.052 5.172 2.053 -2.311 -&969 -2.312 -SIT -2.313 -5.972 -2.314 -5.973 -2.315 -5.974 7.943 3.262 7.945 3.263 7.946 3,264 7.947 3.265 7.948 3.266 -5.621 -13:904 -5.622 -13.905 -5.623 -13,907 -5.624 4&9D8 -5.625 -13,909 1.016 .367 1.017 .368 1.019 .369 1.02 .37 1.021 .371 Ic 1 2 1 ? 1 2 1 1 ? 1 21 2 1 2 1 2 2 1 2 "'I 2 1 2 1 ? 1 1 2 1 2 1 2 1 21 2 2 1 2 1 2 1 2 1 2 1 1 2 1 21 2 1 2 1 21 ' Shearfkl 0 0 0 0 -.001 -.002 -.002 .002 .002 .001 0 0 0 0 -.001 -.002 -.002 .002 .002 .001 0 0 0 0 -.001- -.002 -.002 .003 .002 .001 .001 0 0 -.001 -.001 -.002 -.003 .005 .004 .002 .002 0 0 -.002 -J002 -.004 ^.005 0 0 0 0 0 0 0 0 0 0 Ic 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 ' t 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 1 2 1 2 1 Momentrk-ttl 0 0 -.001 0 0 0o 0 0 0 0 0 -.001 0 0 0 0 0a 06 0 -001 0 0 0 0 0 0 0 -.001 -.001 -.002 0 -.001 0 0 0 0 -.002 -.003 -.003 -;004 -.002 -M% 0 0 0 0 0 0 0 0 0 0 0 0 Ic1 t 2 L_._ 1 .__ ._h 2 i 1 1•i 1 1 _ ._ 2 1 r 2 1 2_:"~~JL __.__.f 11i— 11 2 1 2 1 2 1 1 1 1 1 2 1 2 1 2 1 1 1 1 1 I 2 1 2 1 2 1 1 1 1 1 2 1 2 1 2 1 1 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 12 PRIMED: STRUCTURAL Date:^**• Company : Designer : Job Number : Prime Structural Engineers D •*• L •+• ROOF SCRN 2K6-160 J 105 (248/1 28) .. 7 U May 4, 2006 • " 4:57 PM Checked By: Envelope Member Section Forces (Continued) 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 601 602 603 604 605 606 607: Member V2L V3L V4L V5L V6CL V5R Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max min max mih max min max Axial[k] .518 .157 .519 .158 .52 .159 .522 .16 .523 ,161 .496 .149 .497 .15 .498 .151 .5 .152 .501 .153 .494 .15 .495 .151 .496 .152 .498 .153 .499 .154 .501 .155 .502 .156 .504 .157 .505 .158, .507 .159 -.601 -.876 -.6 -.875 -.599 -.873 -.598 -.871 -.597 -.87 .501 .155 .502 .156 .504 .157 .505 lo 1 2 1 2 1 2 1 2 1 21 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 1 2 1 Shear[k] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0g 0 Ic111111111111111111111111111111111111111111111111111111111 Moment[k-ft] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 00 0 0 0 Ic L 1r 1 --...-1 1 1 — .11__. 1 _ . J1111""" T'""_j ^ 1111 111111 _J 1111111111r 1 I1 I1 I111111111 i11 1 11 ; 1 I1"~r 1 1 !1r~ 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 13 PRIMED; STRUCTURAL feo Company : Prime Structure Designer : D + L + ROOF S Job Number : 2K6-160 Envelope Member Section 'Engineers JlSStt ENGINEERS Sht -S J1 05 (248/1 28) Forces (Continued) H May 4, 2006 4-K7 pM Checked By: 608 609 610 611 $12 613 614 615 616 617 |618 619 620 621 622 623 624 625 626 627 628 629 630 631 632 633 634 635 636 637 638 639 640 641 642 643 644 645 646 647 648 649 650 Member V4R V3R V2R V1R Sec 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 min max min max min max min max min max min max min max min max mm max min max rtiin max min max min max min max mm max min max min max min max mm max min max mm max mm Axiairkl .158 .507 .159 .494 .15 .495 .151 .496 .152 .498 .153 .499 .154 .496 ,149 .497 .15 .498 ,151 .5 ,1£2 .501 .153 .518 .T56 .519 .1>57 .52 .158 .521 ,t59 .523 .16 1.017 .368 1.019 .369 1.02 .37 1.021 .371 1.022 .372 Iq 2 1 21 2 1 21 2 1^1 2 1 % 1 2 1 2 1 2-' 1 21 21 2: 1 2 1 2 1 21 21 2 1 2" 1 2 1 2 Shearfkl 0 0 0 0 0 0 0 0 0 0o_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 00 0 0 0 0 1C1 1111. 111111 11111111111111111111 ...11 21 21111 2 1 2 Momentfk-ftl 0 0 0 0 0 0 & 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ic 1 111 1 " r1 1 1... 1 _ _d11, 11111111 A 111 L 1 _,1 1 1111 1111 2 1 2 1 2•i 1 RISA-2D Version 6.0 [\\Server\server-d\dwgs99&2ks\2006\2K6-160\RISA\J105.r2d]Page 14 10/25/2005 11:39:37 ' I Quincy Joist Design A (I 4.10 J Page 1 J101 Job No: 4215-05 Sea 01 Name : FARADAY Mark Joist Base length Depths: LE= 26.00 , T\o\ 32LS248/128 48-10 Pitch/12 01/4 LETCPanel- 3-11 / 2-6 9 panels @ 2-0 / 2-0 LE BC Panel =4-0 _ ______ toad Case No. 1 — Ridge Line Ridge Line at RE TC Panel RE BC Pane! = 32.00 = 24-5 - 2-6 / 3-11 = 4-0 RE = 26.00 Pitch /1 2= -01/4 PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC @ 0-2 From LE- 6,936.7 Lbs RE: TC@ 0-2 From RE- 6,936.7 Lbs Min. Shear: 25% 1,734.2. LbS Load Case No. ] Part 2 —— — Reactions LE: TC@0-2 From LE= 6,936.7 Lbs RE: TC@ 0-2 FromRE= 6,936.7 Lbs Min. Shear: 25% 1,734.2 Lbs : Load Case No. _____—__ PT. at any One TC Panel Point.1.00 Kips ,Reduced 25.00 % TC/BC Axial Load ..4,44 Kips .Reduced 25.00 * TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 * Reactions LE: TC @ 0-2 From LE-2,874.5 Lbs RE: TC @ 0- 2 From RE» 2,874.5. Lbs Min. Shear: 25% 718.6 Lbs — Load Case No. 6 Reactions LE: TC @ 0-2 From LE-2,874.5 Lbs RE: TC@ 0-2 Prom RE-2,874.5 Lbs Min. Shear: 25% 718.6 Lbs —- Load Case No. "] PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 * TC/BC-Axial Load 4.44 Kips .Reduced 25.00 % TC--miiform Load 120.000 Ib/ft .Reduced 25.00 * LE: TC@0-2 FromLE- 2,874.5 Lbs RE: TC@ 0-2 FromRE» 2,874.5 Lbs Min. Shear: 25% 718.6 Lbs . ———. Load Case No. ~] Part 2 : Reactions LE: TC @ 0- 2 From LE- 2,874.5 Lbs RE: TC @ 0- 2 From RE= 2,874.5 Lbs Min. Shear: 25% 718.6 Lbs CHORD DESIGN = Inertia (inA4) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TC BCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 4G 34 30.934 50000 435.0 592.6 240 180 12774 14834 3 146.5 53.7 272.8 1.231 1.136 10 2 0 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 WI1 W12 W12 Wll W10 W9 W8 W7 W6 W5 W4 B5 43 14 22 01 20 01 10 01 10 10 1Q 10 01 10 01 .20 01 22 14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 3.20 3.10 3.10 2.90 2.80 2.30 1.80 1.40 1,40 1.40 1.40 1.40 1.40 1.40 1.40 1.80 2.30 2.8 2.9 3.1 W3 W2 VI V2 V3 V4 V5 V6 V5 .V4 V3 V2 VI . 43 B5 01 01 01 01 01 01 01 01 01 01 01 1 1 1. 1 1 11 1 11111 3.1 3.2 1.2 1.0 1.0 1.0 1.0 0.6 1.0 1.0 1.0 1.0 1.2 END OF DESIGN FOR JJQJ- 04/21/2006 10:38:06 Quincy Joist Engineering System Joist Web Design Job No 4215-05 Mark J101. joist Baselenglh 32LS248/128 48-10 1C 4G-2x2x0.176 Web Member Sect Qty Tens (Ibs) Comp (Ibs) Pitch D Sea 01 type BC 34-1.75 Lx (ins) L/R Page 1 Name : FARADAY XI. 75 XI 1/64 Allow Tens (Ibs) Allow Weld Comp length Angle (Ibs) ins Size Web Design 1 W2 2 W3 3 W4 4 W5 5 W6 6 W7 7 W8 8 VV9 9 W10 10 Wll 11 W12 12 W12 13 Wll 14 W10 15 W9 16 VV8 17 W7 18 W6 19 W5 20 W4 21 W3 22 W2 B5 1 43 1 14 1 22 1 01 1 20 1 01 1 10 1 01 1 10 1 10 1 10 1 10 1 01 I 10 1 01 1 20 1 01 1 22 1 14 1 43 1 B5 1 13069.3 0.0 6217.2 0.0 4522.5 0.0 2948.5 0.0 2236.8 2208.3 2208.3 2208.3 2208.3 2236.8 0.0 2948,5 0.0 4523.8 0.0 6217.3 0.0 13070.1 0.0 -8021.3 0.0 -5409.3 0.0 -3760.2 0.0 -2236.8 -926.9 -2208.3 -2208.3 -2208.3 -2208.3 -926.9 -2236.8 0.0 -3759,0 0.0 -5408.4 0,0 -8021.8 0.0 52.34 39.29 35.76 36.50 36.50 37.24 37.24 38.00 38.00 38.76 38.76 38.76 38.76 38.00 38.00 37.24 37.24 36.50 36.50 35.76 39.29 52.34 239.27 119.97 109.47 92.42 139.67 94.04 142.50 115.38 145.41 117.69 117.69 117.69 117.69 145.41 115.38 142.50 94.04 139.67 92.42 109.47 119.97 239.27 18220.0 24330.9 9538.8 10889.1 6245-4 9579-7 6245.4 7922.7 6245 .4 7922.7 7922-7 7922.7 7922.7 6245-4 7922.7 6245.4 9579.7 6245,4 10889.1 9538.8 24330.9 18220.0 1584.2 8414.9 3962.2 5861.9 1593.7 4931.9 1530.9 2962. 1 1470.3 2847. 1 2847.1 2847. 1 2847. 1 1470.3 2962.1 1530.9 4931.9 1593.7 5861.9 3962.2 8414.9 1584.2 3.18 7/8 "RD 3.14 2X2X 3.14 2.91 2.79 2.31 1.82 1.37 1.38 1.36 1.36 1.36 1.36 1.38 1.37 1.82 2.31 2.79 2.91 3.14 11/4X1 11/2X1 IX IX 1 1/2X1 1 X I X 11/4X1 1 X ! X. 1/4X1 11/4X1 11/4X1 11/4X1 1X1 X 11/4X1 1X1 X 11/2X1 1 X 1 X. 11/2X1 11/4X1 3.14 2X2X 212 1/4 X. 133 1/2 109 1/2 109 1/4 109 1/4 1/4 1/4 1/4 109 X 1/8 X7/64 X7/64 X7/64 X7/64 X7/64 X7/64 1/4X7/64 109 1/2 109 1/2 1/4 212 X7/64 X 1/8 X.133 3.18 7/8 "RD Verticals Design 23 VI 24 V2 25 V3 26 V4 27 V5 28 V6 29 V5 30 V4 31 V3 32 V2 33 VI 01 1 01 1 01 I 01 1 01 1 01 I 01 1 01 1 01 1 01 I 01 1 165.8 165.8 165.8 165.8 165.8 1006.0 165.8 165.8 165.8 165.8 165.8 -1940.7 -1661.8 -1660.8 -1662.9 -1661.8 -530.5 -1660.6 -1662.9 -1662.8 -1662.5 -1940.5 25.92 27.00 27.99 28.97 29.95 30.93 29.95 28.97 27.99 27.00 25.92 99.18 103.32 107.10 110.85 114.60 118.35 114.60 110.85 107.10 103.32 99.18 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245-4 6245.4 6245.4 6245.4 6245.4 3100.7 2899.7 2710.0 2529.8 2366.9 2219.3 2366.9 2529.8 2710.0 2899.7 3100.7 1.19 1.02 1.02 1.02 1.02 0.62 1.02 1.02 1.02 1.02 1.19 IX 1 X. 1 X I X. IX 1 X. X 1 X. 1 X 1 X. IX 1 X 1 X 1 X I XI X. 1 X 1 X. IX IX. 1 X 1 X. 109 109 109 109 109 109 109 109 109 109 109 Mark J1Q1.Joist 32LS248/128 Baseleiigth 48-10 10/27/2005 14:47:47 Mark 1 JI01. Quf ;y Joist Engineering Sysf m Joist Chord Design Page Job No 4215-05 Sea 01 Name : FARADAY Joist Baselength Pitch type TC 4G-2x2x0.176 32LS248/128 48-10 D BC 34 - 1.75 X 1.75 X 11/64 Sec Area Ybar Rx Rw Rz Chdgap Q Stop TC 4G .673024 .564987 .618922 1.23177 .394395 1 .980822 .456313 BC 34 .572021 .501000 .539000 1.13675 .344000 1 Actual eff depth 30.934 Sbott .179658 1 .132906 .331337 FX a wt/s 50000 30000.0 4.58033 50000 30000.0 3.88000 8.46033 Item Orovcase Govmember AdjForcelb. Axstress Momentinlb fbtop fbbottom fb fa+fb lx-ins ly-ins IZ-'-'S Fi. sreqd Kx Ky Kz Maxl/r Fa Fe Cm Pptstress Midpanck Failed TC Intpan 501 48 -33152.0 -24629.1 992.4 1087.4 -2761.9 -2761.9 -27391.1 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 -27391 0.000 NO TC Endple TC Endpre 501 36 -11487.7 -8534.4 3947.7 4325.6 -10986.6 -10986.6 -19521.0 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 -19521 0.000 NO 501 57 -11488.7 -8535.2 3947.5 4325.4 -10986.1 -10986.1 -19521.2 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 -19521 0.000 NO BC Intpan 1 64 ,33295.2 29103.2 0.0 o.o- 0.0 0.0 29103.2 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 29103 0.000 NO Bcxle 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 0 0.000 Bcxr 0 0 • o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 0 0.000 TC Intpan 501 44 -33152.5 -24629.5 496.2 -543.7 1381.0 -543.7 -25173.2 24.00 36.00 24.00 Y . 0.75 1.00 1.00 30.43 26615.2 176483.6 0.944 0 0.946 NO TC Endple TC Endpre 501 36 -11487.7 -8534.4 3445.8 -3775.7 9589.8 -3775.7 -12310.1 45.01 36.00 • 45.01 Y 1.00 1.00 1.00 72.72 18149.4 28236.6 0.909 0 0.656 NO 501 57 -11488.7 -8535.2 3445.6 -3775.4 9589.3 -3775.4 -12310.6 45.01 36.00 45.01 Y 1.00 1.00 1.00 72.72 18149.7 28238.1 0.909 0 0.656 NO BC Intpan 1 64 33295.2 29103.2 0.0 0.0 0.0 0.0 29103.2 0.00 0.00 0.00 N 0.00 0.00 0.00, 0.00 0.0 0.0 0.000 29103 0.000 NO Mid Panel Check Actual Require Inertia = 592.6 435.0 Chord Shear Check TC fv 12774.5 TC int fillers 10 (Panel #s 7 to 16) MarBrf.DtstfftliTCrRYY* 170 1-17.450 LL TL L/R= 240.0 180.0 BCfv 14834.1 End Panel fillers 2 BC fillers 0 BC*RYY*2401 22.734 Tr :- 17 A* Tftr- 9-5 -71 Error/Warnings MarkJIOl.Joi§t 32LS248/128 Baselenetfa 48-10 01-4215-05 FARADAY, JiOl LG SECTION PROPERTIES SEC 4G 2 X 2 X 0.176 AREA Rz = 0.3940 Ix = 0.258 SEC 20 1 1/2 X 1 1/2 X 7/64 AREA Rz = 0.2970 Ix = 0.069 0.6730 Y = 0.565 Rx = 0.6190 0.3161 Y = 0.415 Rx = 0,4670 COMBINED SECTION PROPERTIES CHORD 4G E-MEM 20 DEPTH 3.000- GAP 1.000 COMB SEC: AREA = 1.9783 Rx = 1.1035 Ryy = 1.2176 Stop = 1.9902 Shot = 1.3465 END PANEL CHECK {FILLER AT MID PANEL ASSUMED) ALLOWABLE STRESS REDUCTION FACTOR = .9 FY = 50" KSI LENGTH AXIAL LOAD Fa PANEL POINT MOM fb PANEL PT Cm 45.01 MAX L/R 11,487.70 AXIAL STRESS fa 23,149.35 F'e 17,268.00 MID PANEL MOM. 12,823.88 fb MID-PANEL 0.978 fa/Fa Rz = 0.5750 40.78 5,806.78 80,797.38 3,446.00 1,731.46 0.250 PANEL PT= 18,630.6 MID PANEL= 0.3184 01-4215-05 FARADAY, J1-01 LG SECTION PROPERTIES SEC 4G 2 X 2 X 0.176 AREA = 0.6730 Y = 0.565 ' Rx = 0.6190 Rz = 0.3940 Ix = 0.258 SEC 20 1 1/2 X 1 1/2 X 7/64 AREA = 0.3161 Y = 0.415 Rx = 0.4670 Rz = 0.2970 Ix = 0.069 COMBINED SECTION PROPERTIES CHORD 4G E-MEM 20 DEPTH 3.000 GAP 1. 000 COMB SEC: AREA =' 1.9783 Rx = 1.1035 Ryy = 1.2176 Stop = 1.9902 Shot = 1.3465 END PANEL CHECK (FILLER AT MID PANEL ASSUMED) ALLOWABLE STRESS REDUCTION FACTOR = .9 FY = 50 KSI LENGTH AXIAL LOAD Fa PANEL POINT MOM fb PANEL PT Cm 45.01 11,487.70 23,149.35 3,948.00 2,931.93 0.978 MAX L/R AXIAL STRESS fa F'e MID PANEL MOM fb MID-PANEL fa/Fa Rz = 0.5750 40.78 5,806.78 80,797.38 16,766.00 8,424.16 0.250 PANEL PT=,738.7 MID PANEL= 0.5797 JOB : 01-4215-05 MARK : J101 FARADAY EP PTH OF JOIST (ins) = 26 ._ SEC = 4G BC SEC = 34 SEAT TYPE : ANGLES - SEC = 20 SEAT DEPTH (ins) = 3 STRUT FORCE (Ibs) = 4440 REDUCTION FACTOR = REACTION (Ibs) = 2875 REDUCTION FACTOR = 1 YIELD STRESS FOR SEAT (ksi) = 50 EFF. DEPTH (ins) = 24.934 THICKNESS (INS) = .109375 .75 SEAT DESIGN **** ****** TC FORCE (Ibs) = 3330 NORMAL FORCE (Ibs) = 2875 REQD LENGTH OF BEARING (ins) = 2.889 ©+4STRESSES ® REQD. LENGTH©* NORMAL STRESS (psi) = 4549.315 BENDING MAX STRESSES : 30000 -20901.37 ECC (ins) = 2.326 MOM (in-Ibs) = 7744.3 STRESS (psi) = 25450.685 WELD DESIGN **** ****** TC WELD : SIZE (in) = .0546 OR SIZE (in) = .1245 MIN LENGTH FULL THICKNESS WELDS (:,,1/16 ) LENGTH = 4 X 2.889 ins P."2/16 ) LENGTH = 2 X 2.889 ins 4 WELDS ® 2 ins OR 2 WELDS ® 3.25 ins FT ( .109375 10/27/2005 14:48:06 Mark 1 J102. Quf cy Joist Engineering Joist Chord Design m Page Job No 4215-05 Seo 01 Name : FARADAY Joist Baselength Pitch type TC 40-2x2x0.176 32LS248/128 48-10 D BC 34-1.75X1.75X11/64 Sec Area Ybai Rx Rw Rz Chd gap Q Stop Sbott TC 4G .673024 .564987 .618922 1.23177 .394395 1 .980822 .456313 .179658 BC 34 .572021 .501000 339000 1.13675 .344000 1 1 .132906 .331337 Fy F_b Wt/ft 50000 30000.0 4.58033 50000 30000.0 3.88000 Actual eff depth 30.934 8.46033 Item Govcase Govm ember AdjForcelb Axstress Momentinlb fbtop fbbottom ft fa+fb Ix-ins ly-ins 12--' ~ FiL^eqd Kx Ky Kz Maxl/r Fa F'e Cm Pptstress Midpanck Failed TC Intpan 501 48 -33152.0 -24629.1 992.4 1087.4 -2761.9 -2761.9 -27391.1 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0. 0.000 -27391 0.000 NO TC Endple TC Endpre 501 36 -11487.7 -8534.4 3947.7 4325.6 -10986.6 -10986.6 -19521,0 0.00 •0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 -19521 0.000 NO 501 57 -11488.7 -8535.2 3947.5 4325.4 -10986.1 -10986.1 -19521.2 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 -19521 0.000 NO BC Intpan 1 64 33295.2 29103.2 0.0 0.0 0.0 0.0 29103.2 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 29103 0.000 NO Bode 0 0 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 ' 0 0.000 Bcxr 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 .N 0.00 0.00 0.00 0.00' 0.0" 0.0 0.000 0 0.000 TC Intpan 501 44 -33152.5 -24629.5 496.2 -543.7 1381.0- -543.7 -25173.2 24.00 36.00 24.00 Y 0.75 1.00 1.00 30,43 26615.2 176483.6 0.944 0 0.946 NO TC Endple TC Endpre 501 36 -11487.7 -8534.4 3445.8 -3775.7 9589.8 -3775.7 -12310.1 45.01 36.00 45.01 Y 1,00 1.00 1.00 72.72 18149.4^ 28236.6 0.909 0 0.656 NO 501 57 -11488.7 • -8535.2 3445.6 -3775.4 9589.3 -3775.4 -12310.6 45.01 36.00 45.01 Y 1.00 1.00 1.00 72.72 18149.7 28238.1 0.909 0 0.656 NO BC Intpan 1 64 33295.2 29103.2 0.0 0.0 0.0 0.0 29103.2 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 29103 0.000 NO Mid Panel Check Actual R&gnire_ Inertia = 592.6 435.0 Chord Shear Check TC fv 12774.5 FC int fillers 10 (Panel #s 7 to 16) vTiix Bro. Dist fffl : TC fRYY* 170 1^7.450 LL L/R= 240.0 BCfv 14834.1 End Panel fillers pO*RY TL 180.0 2 BC fillers 0 Y*2401 22734 TC = 17.45 BC= 22.73 Error/Warnings MarkJ 102.Joist 32LS248/128 jBasdeagth 48-10 10/2^/2005 11:39:44 Quiiicy Joist Design i: 4.10 Job No: 4215-05 Seq 01 Name : FARADAY Joist Base length Depths: LE= 26.00 32LS248/I28 48-10 Pitch/12 01/4 LETC Panel- 3-11/2-6 9 panels© 2-0 / 2-0 LEBC Panel = 4- 0 TWO Ridge Line = 32.00 Ridge Line at = 24- 5 Page 1 J102 RE = 26.00 Pitch /12=-0 1/4 RE TC Panel- RE BC Panel = 2-6 / 3-11 4-0 £oarf Case No. PT; at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 6,936.7 Lbs RE: TC@ 0-2 From RE- 6,936.7 — Load Case No. \ Part 2 Lbs Min, Shear: 25% 1,734.2 Lbs Reactions LE: TC @ 0-2 From LE- 6,936.7 Lbs RE: TC @ 0-2 From RE- 6,936.7 Lbs Min. Shear: 25% 1,734.2 Lbs — : Load Case No. 6 — PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 7.20 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * ,Reduced 25.00 * .Reduced 25.00 % Reactions LE: TC @ 0-2 From LE-2,874.5 Lbs RE: TC@ 0-2From RE« 2,874.5 Lbs Min. Shear: 25% 718.6 Lbs : : Load Case No. 6 fort 2 • Reactions LE: TC @ 0- 2 From LE= 2,874.5 Lbs RE: TC @ Or 2 From RE» 2,874.5 Lbs Min. Shear: 25% 718.6 Lbs '• Load Case No. 7 PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 7.20 Kips TC ""'-ifortn Load 120.000 Ib/ft .Reduced 25.00 \ ,Reduced 25.00 * .Reduced 25.00 % Reactions LE: TC @ 0- 2 From LE= 2,874.5 Lbs RE: TC @ 0-2 From RE= 2,874.5 — Load Case No. ~] Part 2 : Lbs Min. Shear: 25% 718.6 Lbs Reactions LE:TC @ 0- 2 From LE- 2,874.5 Lbs RE: TC@ 0-2 From RE-2.874.5 Lbs Min. Shear: 25% 718.6 Lbs CHORD DESIGN : Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL XL TC BC RowsBCSpac TC BC TC BC TC EP BC 4G 34 30.934 50000 435.0 592.6 240 180 12774 14834 3 146.5 53.7 272.8 1.231 1.136 10 2 0 . ANGLE WEB DESIGN W2 B5 1 3.20 W3 43 1 3.1 W3 43 1 3.10 W2 B5 1 3.2 W4 14 1 3.10 VI 01 1 1.2 W5 22 1 2.90 V2 01 1 1.0 W6 01 1 2.80 V3 01 1 1.0 W7 20 1 2.30 V4 01 1 1.0 W8 01 1 1.80 V5 01 1 1.0 W9 10 1 1.40 V6 01 1 0.6 W10 01 1 1.40 V5 01 1 1.0 Wll W12 10 10 1 1 1.40 1.40 V4 V3 01 01 1 1 1.0 1.0 W12 10 1 1.40 V2 01 1 1.0 Wll 10 1 1,40 VI 01 1 1.2 W10 01 1 1.40 W9 10 1 1.40 W8 01 1 1.80 W7 20 1 2.30 W6 01 1 2.8 W5 W4 22 14 1 1 2.9 3.1 **** END OF DESIGN FOR JJQ2****- 2 -*• Ti--^ " 04/21/2006 10:38:23 Mark Joist Quincy Joist Engineering System Joist Web Design Job No 4215-1)5 Sea 01 Page 1 Name : FARADAY Basclength Pitch IVDC J102. 32LS248/128 48-10 TC 4G -2x2x0, 176 Web Member Sect Qty 1 W2 B5 1 2 W3 43 1 3 \V4 14 1 4 W5 22 1 5 W6 01 1 6 W7 20 1 7 VV8 01 1 8 W9 10 1 9 WIO 01 1 10 Wll 10 1 11 W12 10 1 12 W12 10 I 13 Wll 10 1 14 WIO 01 1 15 W9 10 1 16 WB 01 1 17 W7 20 1 18 W6 01 1 19 VV5 22 1 20 W4 14 I 21 W3 43 1 22 W2 B5 1 23 VI 01 1 24 V2 01 1 25 V3 01 1 26 V4 01 1 27 V5 01 1 28 V6 01 1 29 V5 01 1 30 V4 01 1 31 V3 01 I 32 V2 01 1 33 VI 01 1 Tens Obs) 13069.3 0.0 6217.2 0.0 4522.5 0.0 2948.5 0.0 2236.8 2208.3 2208.3 2208.3 2208.3 2236.8 0.0 2948.5 0.0 4523.8 0.0 6217.3 Q.O 13070.1 165.8 165.8 165.8 165.8 165.8 1006.0 165,8 165,8 165.8 165.8 165.8 D BC 34-1.75X I.75X 11/64 ^ Comp Lx L/R (Ibs) (ins) Web Design 0.0 52.34 239.27 -8021.3 39.29 119,97 0.0 35.76 109.47 -5409.3 36.50 92.42 0.0 36.50 139.67 -3760.2 37.24 94.04 0.0 37.24 142.50 -2236.8 38.00 U5.38 -926.9 38.00 145.41 -2208.3 38.76 117.69 -2208.3 38.76 117.69 -2208.3 38.76 117.69 -2208.3 38.76 117.69 -926.9 38.00 145.41 -2236.8 38.00 115.38 0.0 37.24 142,50 -3759.0 37.24 94.04 0.0 36.50 139.67 -5408.4 36.50 92.42 0.0 35.76 109.47 -8021.8 39.29 119.97 0.0 52,34 239.27 Verticals Design -1940.7 25.92 99.18 -1661.8 27.00 103.32 -1660.8 27.99 107.10 -1662.9 28.97 110.85 -1661.8 29.95 114.60 -530.5 30.93 118.35 -1660.6 29.95 114.60 -1662.9 28.97 110.85 -1662.8 27.99 107.10 -1662.5 27.00 103,32 -1940.5 25.92 99.18 Allow Tens (Ibs) 18220.0 24330.9 9538.8 10889.1 6245.4 9579.7 6245.4 7922.7 6245,4 7922.7 7922.7 7922.7 7922.7 6245.4 7922.7 6245.4 9579.7 6245.4 10889.1 9538.8 24330.9 18220.0 6245.4 6245.4 6245.4 6245,4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 6245.4 Allow Weld Comp length Angle (Ibs) ins Size 1584.2 3.18 7/8 "RD 8414.9 3.14 2X2X.212 3962.2 3.14 5861.9 2.91 1593.7 2.79 4931.9 2.31 1530.9 1.82 2962.1 1.37 1470.3 1.38 2847.1 1.36 2847.1 1.36 2847.1 1.36 2847.1 1.36 1470.3 1.38 2962.1 1.37 1530,9 1.82 4931.9 2.31 1593.7 2.79 5861.9 2.91 3962.2 3.14 1 1/4X1 1/4 X. 133 11/2X1 1/2 X 1/8 IX 1 X.I09 11/2X1 1/2 X 7/64 1 X IX. 109 11/4X1 1/4X7/64 X 1 X.109 1/4X1 1/4X7/64 1/4 X 1 1/4 X 7/64 1/4 X 1 1/4X7/64 1/4 X 1 1/4X7/64 X IX, 109 1/4 X I 1/4 X 7/64 X 1 X.109 1/2 X 1 1/2 X 7/64 X IX. 109 1/2X1 1/2X1/8 1/4 X 1 1/4 X. 133 8414.9 3.14 2X2 X. 212 1584.2 3.18 7/8 "RD 3100.7 1.19 1 2899.7 1.02 1 2710.0 1.02 1 2529.8 1.02 1 2366.9 1.02 1 2219.3 0.62 1 2366.9 1.02 1 2529.8 1.02 1 2710.0 1.02 1 2899.7 1.02 1 3100.7 1.19 X 1 X.109 XI X.109 XI X.109 XI X.109 X I X.109 X 1 X.109 X 1 X .109 X I X.109 X IX. 109 X IX. 109 X 1 X.109 32LS248/128 Baseleneth 48-10 01-4215-05 J102 FARADAY EP S. -TION PROPERTIES SEC 4G 2 X 2 X 0.176 AREA Rz = 0.3940 Ix = 0.258 SEC 20 1 1/2 X 1 1/2 X 7/64 AREA Rz = 0.2970 Ix = 0.069 0.6730 Y = 0.565 Rx = 0.6190 0.3161 Y = 0.415 Rx = 0.4670 COMBINED SECTION PROPERTIES CHORD 4G E-MEM 20 DEPTH 3.000 GAP 1.000 COMB SEC: AREA = 1.9783 Rx = 1.1035 Ryy = 1.2176 Stop = 1.9902 Shot = 1.3465 END PANEL CHECK (FILLER AT MID PANEL ASSUMED) Rz = 0.5750 ALLOWABLE STRESS REDUCTION FACTOR = . 9 *' FY => 50 KSI LENGTH AXIAL LOAD Fa PANEL POINT MOM fb PANEL PT Cm 45.01 MAX L/R 11,488.70 23,149.35 3,947.50 2,931.56 0.978 PANEL PT= 8,738.8 MID PANEL= 0.7422 AXIAL STRESS fa F'e MID PANEL MOM fb MID-PANEL fa/Fa 40.78 5,807.28 80,797.38 25,045.80 12,584.40 0.250 01-4215-05 J102 FARADAY EP S^_TION PROPERTIES SEC 4G 2 X 2 X 0.176 AREA Rz = 0.3940 Ix = 0.258 SEC 20 11/2X1 1/2 X 7/64 AREA Rz = 0.2970 Ix = 0.069 0.6730 Y = 0.565 Rx = 0.6190 0.3161 Y = 0.415 Rx = 0.4670 COMBINED SECTION PROPERTIES CHORD 4G E-MEM 20 DEPTH 3.000 GAP 1.000 COMB SEC: AREA = 1.9783 Rx = 1.1035 Ryy = 1.2176 Stop = 1.9.902 Shot = 1.3465 END PANEL CHECK (FILLER AT MID PANEL ASSUMED) Rz = 0.5750 ALLOWABLE STRESS REDUCTION FACTOR = .9 FY = 50 KSI LENGTH AXIAL LOAD Fa PANEL POINT MOM fb PANEL PT Cm 45.01 11,488.70 23,149.35 25,547.50 18,972.55 0.978 MAX L/R AXIAL STRESS fa F'e MID PANEL MOM fb MID-PANEL fa/Fa 40,78 5,807.28 80,797.38 3,445.80 1,731.36 0.250 PANEL PT= 24,779.8 MID PANEL= 0,3184 JOB : 01-4215-05 FARADAY EP MARK : J102 r TH OF JOIST (ins) =26 1^ SEC = 4G BC SEC = 34 EFF. DEPTH (ins) = 24.934 SEAT TYPE : ANGLES - SEC = 20 THICKNESS (INS) = .109375 SEAT DEPTH (ins) = 3 STRUT FORCE (Ibs) = 7200 REDUCTION FACTOR = .75 REACTION (Ibs) = 2875 REDUCTION FACTOR = 1 YIELD STRESS FOR SEAT (ksi) = 50 SEAT DESIGN* * * * ****** TC FORCE (Ibs) = 5400 ECC (ins) = 2,326 MOM (in-lbs) = 12558.4 NORMAL FORCE (Ibs) = 2875 REQD LENGTH OF BEARING (ins) = 3.615 ©+4STRESSES @ REQD. LENGTH©* NORMAL STRESS (psi) = 3636.025 BENDING STRESS (psi) = 26363.975 MAX STRESSES : 30000 -22727.95 WELD DESIGN**** ****** TC WELD : SIZE (in) = .0557 ( 1/16 ) LENGTH = 4 X 3.615 ins OR SIZE (in) = .1256 ( 3/16 ) LENGTH = 2 X 3.615 ins MIN LENGTH FULL THICKNESS WELDS 4 WELDS @ 2.5 ins OR 2 WELDS @ 4 ins FT ( .109375 ) 10/27/2005 14:48:44 Mark 1 J104. Qu cy Joist Engineering Syr an Joist Chord Design Page Job No 4215-05 Seq 01 Name : FARADAY Joist Basdmgtfa Pitch type TC 4G-2x2x0.176 32LS248/128 48-10 D BC 34 -1.75 X 1.75 X11/64 Sec Area Ybar Rx R^r Rz Chd gap Q Stop Sbott TC 4G .673024 .564987 :618922 1.23177 .394395 1 .980822 ,456313 .179658 BC 34 .572021 .501000 .539000 1.13675 .344000 1 1 .132906 .331337 Fy Fb Wt/ft 50000 30000.0 4.58033 50000~ 30000.0 3.88000 Actual eff depth 30.934 8.46033 Item Govcase Gffvmember AdjForcelb Axstress Momentinlb fbtop fbbottom ft fa+fb Ix-ins ly-ins Iz-ins Fi iqd Kx Ky Kz Maxl/r Fa F'e Cm Pptstress Midpanck Failed TC Intpan . 501 44 -34100,8 -25334.0 992.4 1087.4 -2761.9 -2761.9 . -28095,9 o.oo 0.00 0.00 N O.QO 0.00 0.00 0.00 0.0 0.0 0.000 -28096 0.000 NO Actual Inertia = 592.6 TC Endple TC JEndpre 501 36 -11820.7 -8781.8 3947.7 4325.6 -10986.6 -10986.6 -19768.5 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00. 0.0 0:0 0.000 -19768 o.ooo NO Require 445.2 501 57 -11820.7 -8781.8 3947.5 4325.4 -10986.1 -10986.1 -19767.9 0.00 0.00 0.00 . N 0.00 0.00 0.00 .0.00 0.0 0.0 0.000- -19768 0.000 NO L/R = BC Intpan 1 64 34246.6 29934.7 -'0.0 0.0 0.0 0.0 29934.7 0.00 0.00 O.OQ N • 0.00 0.00 • 0.00 0.00 0.0 0.0 o.ooo • 29935 0.000 NO LL TL 240.0 180.0 Bcxle 0 . 0 0,0 0,0 0.0 0.0 0.0 0.0 0.0 o.oo- 0.00 0.00 N - 0.00 0.00 0.00 0.00 0.0 0.0 0.000 0 0.000 Bcxr .0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 • o.o 0,000 0 0.000 TC Intpan • 501 48 -34100.2 -25333.6 . 496.2 -543.7 1381.0 -543.7 -25877.3 24.00 36.00 24.00 Y 0.75 1.00 1.00 30,43 26615.2 176483.6 0.943 0 0.972 NO TC Endple TC Endpre 501 . 36 -11820.7 -8781.8 3445.8 -3775.7 9589.8 -3775.7 -12557.5 45.01 36.00 45.01 Y 1.00 1.00 1.00 72.72 18149.4 28236.6 0.907 0 0.671 . NO 501 57 •-11 820.7 -8781.8 3445.6 -3775.4 9589.3 -3775.4 -12557.3 45.01 36.00 45.01 Y 1.00 1.00 1.00 72.72 18149.7 28238.1 0.907 0 0.671 NO BC Intpan 1 ' 64 34246-6 29934.7 0.0 0.0 0.0 0.0 29934,7 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 . 0.000 29935 0.000 NO Mid Panel Check Chord Shear Check TC fv 13180.2 rC int fillers 10 (Panel #s 7 to 16) ». Dist Cf^ ; TC fRYY* 170 1^17.450 BCfv 15284.3 End Panel fillers 2 BC fillers BO*RYY*24P^ 22.734 BC= 22.73 Error/Warnings Mark Jl 04.Joist 32LS248/128 BaselengQi 48-10 10/25/2005; 11:39:54 ' Mark 4 Joist 32LS248/128 LE TC Panel- LE BC Panel •• Quincy joist Design -J.4.10 Job No: 4215-05 Sea 01 Name : FARADAY Base length 48-10 3-11 / 2-6 4-0 Depths: LE= 26.00 Pitch /12 0 1/4 9 panels® 2-0 / 2-0 Ridge Line = 32.00 Ridge Line at = 24- 5 Page I J104 RE = 26.00 Pitch /12=~0 1/4 RE TC Panel- RE BC Panel > 2-6 I 3-11 4-0 Load Cast No. PT. at any One TC Panel Point.0.20 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128 .000 lt>/ft Reactions LE: TC@o-2From LE-7,121.2 Lbs RE: TC@ 0-2 From RE= 7.121.2 Lbs Min,Shear: 25% 1.780.3 Lbs _ . — Load Case No. \ Part 2 : : Reactions LE: TC@0-2FromLE>= 7,121.2 Lbs RE: TC@ O^FromRE* 7,121.2 Lbs Min. Shear: 25% 1.780.3 Lbs • : Load Case M>, (J ' — — TC/BC Axial Load 4.44 Kips . PT. at' any One TC Panel Point.0.20 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load ....120.000 Ib/ft ,Reduced 25.00 * .Reduced 25.00 % ,Reduced 25.00 % ,Reduced 25.00 * Reactions LE: TC @ 0-2 From LE- 3,012.9 Lbs RE: TC@ 0-2FromRE- 3,012.9 • Load Case No. 6 Part 2 Lbs Min. Shear: 25% 753.2 Lbs Reactions LE: TC @ 0-2 From LE= 3,012.9 Lbs RE: . TC@ 0-2 From RE- 3,012.9 Lbs Min. Shear: 25% 753.2 Lbs — , Load Case No. 7 TC/BC Axial Load 4.44 Kips F t any One TC Panel Point.0.20 Kips PT. at any One TC Panel Point.1,00 Kips TC Uniform Load 120/000 Ib/ft Reactions LE:TC @ 0- 2 From LE- 3,012.9 Lbs .Reduced 25.00 t .Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 fc RE: TC@ 0-2 From RE- 3,012.9 Load Case No.- 7 Part 2 '—'—. Lbs Min. Shear: 25% 753.2 Lbs Reactions LE:TC@0-2FromLE- 3,012.9 Lbs Inertia (inA4) Defl. Ratio TCBCEffdepth Fy Require Actual" LL TL 4G 34 30.934 50000 445.2 592.6 240 180 RE: TC@ 0-2 From RE= CHORD DESIGN — 3,012.9 Lbs Min. Shear: 25% 753.2 Lbs Chord Shear Checkffv) Bridging ' TC BC RowsBCSpac 13180 15284 3 146.5 . Max. Unbrac(in) Ryy Fillers TC BC TC BC TCEPBC 47.3 272.8 1.231 1.136 10 2 0 ANGLE WEB DESIGN W2 B5 1 3.30 W3 43 1 3.2 W3 43 1 3.20 W2 B5 1 3.3 W4 22 1 3.50 VI 01 1 1.3 W5 22 1 3.00 V2 01 1 1.2 W6 01 1 2.90 V3 01 1 1-2 W7 20 1 2.40 V4 01 1 1.2 W8 01 I 1.90 V5 01 1 1.2 W9 10 I 1.50 V6 01 I 0.6 WIO 01 1 1.40 V5 01 1 1.2 Wll -W12 W12 Wll 10 10 10 10 1 11 1 1.40 1.40 1.40 1.40 V4 V3 V2 VI 01 01 01 01 1111 1.2 1.2 1.2 1.3 WIO 01 I 1.40 W9 10 1 .1.50 WS 01 1 . 1.90: W7 20 1 2.40 W6 01 1 2.9 W5 22 1 3.0 W4 22 1 , 3.5 ***" c.rfD OF DESIGN FOR JJ04**** 04/21/2006 10:38:38 Quincy Joist Engineering System Joist Web Design Page I Job No 4215-05 Sea 01 Name : FARADAY Mark Joisl Baselencth Pitch tvce J104. 32LS248/128 48-10 1C 40-2x2x0.176 Web Member Sect Qty 1 W2 B5 1 2 W3 43 1 3 W4 22 1 4 W5 22 1 5 W6 01 I 6 W7 20 1 7 W8 01 1 8 W9 10 1 9 VVIO 01 I 10 W11 10 1 11 W12 10 1 12 W12 10 I 13W11 10 1 14 W10 01 1 15 W9 10 1 16 W8 01 I 17 W7 20 1 18 W6 01 1 19 W5 22 1 20 W4 22 I 21 W3 43 1 22 W2 B5 1 23 VI 01 1 24 V2 01 1 25 V3 01 I 26 V4 01 1 27 V5 01 1 28 V6 01 1 29 V5 01 1 30 V4 01 1 31 V3 01 I 32 V2 01 1 33 VI 01 1 Tens (Ibs) 13465.5 0.0 6429.5 0.0 4703.6 0.0 3099.4 0.0 2298.1 2268.7 2268.7 2268.7 2268.7 2298.1 0.0 3099.3 0.0 4703.5 0.0 6429.6 0.0 13465.5 170.8 170.8 170.8 170,8 170.8 1049,0 170.8 170.8 170.8 170.8 170.8 D BC 34-1.75X1.75X 11/64 Allow Comp L* UR Tens (Ibs) (ins) (Ibs) Web Design 0.0 52.32 239.18 18220.0 -8279.5 39.25 119.85 24330.9 0.0 35.72 90.45 10889.1 -5605.8 36.45 92.30 10889.1 0.0 36.45 139.48 6245.4 -3925.5 37.20 93.94 9579.7 0,0 37.20 142.35 6245.4 -2360.0 37.95 115.23 7922.7 -972,3 37.95 145.22 6245.4 -2268.7 38.72 117.57 7922.7 -2268.7 38.72 117.57 7922.7 -2268.7 38.72 117.57 7922.7 -2268.7 38.72 117.57 7922.7 -972.3 37.95 145.22 6245.4 -2359.9 37.95 115.23 7922.7 0.0 37.20 142.35 6245.4 -3925.5 37.20 93.94 9579.7 0,0 36.45 139.48 6245.4 -5605.8 36.45 92.30 10889.1 0.0 35.72 90.45 10889.1 -8280.1 39.25 119.85 24330.9 0.0 52.32 239.18 18220.0 Verticals Design -2145.5 25.86 98.95 6245.4 -1867.6 26.94 103.09 6245.4 -1867.8 27.93 106.88 6245.4 -1867.9 28.91 110.63 6245.4 -1865.6 29.89 114.38 6245.4 -655.5 30.88 118.16 6245.4 -1865.6 29.89 114.38 6245.4 -1867.9 28.91 110.63 6245.4 -1867.8 27.93 106.88 6245.4 -1867.6 26.94 103.09 6245.4 -2145.5 25.86 98.95 6245.4 Allow Weld Comp length Angle (Ibs) ins Size 1585.4 3.28 7/8 "RD 8432.0 3.24 2X2X.212 6006.8 3.46 5871.3 3.02 1598.0 2.90 4937.8 2.41 1534.2 1.91 2969.9 1.45 1474.2 1.42 2853.0 1.39 2853.0 1.39 2853.0 1.39 2853.0 1.39 1474.2 1,42 2969.9 1.45 1534.2 1.91 4937.8 2.41 1598.0 2.90 5871.3 3.02 6006.8 3.46 11/2X1 1/2 X 1/8 11/2X1 1/2 X 1/8 1 X 1 X.109 11/2X1 1/2 X 7/64 1X1 X.109 11/4X1 1/4 X 7/64 1X1X.109 1/4X1 1/4X7/64 1/4 X 1 1/4 X 7/64 11/4X1 1/4X7/64 11/4X1 1/4 X 7/64 1 X 1 X.109 1/4 X 1 1/4 X 7/64 X 1 X.109 1/2 X 1 1/2 X 7/64 X IX. 109 1/2 X 1 1/2 X 1/8 1/2 X 1 1/2 X 1/8 8432.0 3.24 2X2 X. 212 1585.4 3.28 7/8 "RD 3111,7 1.32 2911.1 1.15 2721.7 1.15 2540.3 1.15 1 2376.4 1.15 1 2226.5 0.64 1 2376.4 1.15 1 2540.3 1.15 I 2721.7 1.15 1 2911.1 1.15 1 3111.7 1.32 I X IX. 109 X IX. 109 X 1 X.109 XI X.109 XIX. 109 X 1 X.109 X 1 X.109 X 1 X.109 X IX. 109 XI X.109 X 1 X.109 Mark j 104 Joisl 32LS248/128 Basel en gth 48-10 01-4215-05 J104 FARADAY EP SECTION PROPERTIES SEC 4G 2 X 2 X 0.176 Rz = 0.3940 AREA Ix = 0.258 SEC 20 11/2X1 1/2 X 7/64 AREA = Rz = 0.2970 Ix = 0.069 0.6730 Y = 0.565 Rx = 0.6190 0.3161 Y = 0.415 Rx = 0.4670 COMBINED SECTION PROPERTIES CHORD 4G E-MEM 20 DEPTH 3.000 GAP 1.000 COMB SEC: AREA = 1.9783 Rx = 1.1035 Ryy = 1.2176 Stop = 1.9902 Sbot = 1.3465 END PANEL CHECK (FILLER AT MID PANEL ASSUMED) Rz = 0.5750 ALLOWABLE STRESS REDUCTION FACTOR = .9 FY = 50 KSI LENGTH AXIAL LOAD Fa PANEL POINT MOM fb PANEL PT Cm 45.01 11,820.70 23,149.35 17,267.50 12,823.51 0.977 MAX L/R. AXIAL STRESS fa F'e MID PANEL MOM fb MID-PANEL fa/Fa 40.78 5,975.10 80,797.38 3,445.80 1,731.36 0.258 PANEL PT= 18,798.6 MID PANEL= 0.3258 01-4215-05 J1X>4 FARADAY EP SECTION PROPERTIES SEC 4G 2 X 2 X 0.176 Rz = 0.3940 AREA IX = 0.258 SEC 20 1 1/2 X 1 1/2 X 7/64 AREA Rz = 0.2970 Ix = 0.069 0.6730 Y = 0.565 Rx = 0,6190 0.3161 Y = 0.415 Rx = 0.4670 COMBINED SECTION PROPERTIES CHORD 4G E-MEM 20 DEPTH 3 .000 GAP 1.000 COMB SEC: AREA « 1.9783 Rx = 1.1035 Ryy = 1.2176 Stop = 1.9902 Sbot = 1.3465 END PANEL CHECK (FILLER AT MID PANEL ASSUMED) ALLOWABLE STRESS REDUCTION FACTOR = .9 FY = 50 KSI LENGTH AXIAL LOAD Fa PANEL POINT MOM fb PANEL PT Cm 45.01 11,820.70 23,149.35 3,947.50 2,931.56 0.977 MAX L/R AXIAL STRESS fa F'e MID PANEL MOM fb MID-PANEL fa/Fa Rz = Q.575Q 40.78 5,975.10 80,797.38 16,76-5.80 8,424.06 0.258 PANEL PT= 8,906.6 MID PANEL= 0.5875 JOB : 01-4215-05 FARADAY EP MARK : J104 r"^TH OF JOIST (ins) =26 T_ SEC = 4G BC SEC = 34 EFF. DEPTH (ins) = 24.934 SEAT TYPE : ANGLES - SEC = 20 THICKNESS (INS) = .109375 SEAT DEPTH (ins) = 3 STRUT FORCE (Ibs) = 4440 REDUCTION FACTOR = .75 REACTION (Ibs) = 3013 REDUCTION FACTOR = 1 YIELD STRESS FOR SEAT (ksi) = 50 SEAT DESIGN ********** TC FORCE (Ibs) = 3330 ECC (ins) = 2.326 MOM (in-lbs) = 7744.3 NORMAL FORCE (Ibs) = 3013 REQD LENGTH OF BEARING (ins) = 2.9 ©+4STRESSES @ REQD. LENGTH©* NORMAL STRESS (psi) = 4748.946 BENDING STRESS (psi) = 25251.054 MAX STRESSES : 30000 -20502.108 WELD DESIGN **** ****** TC WELD : SIZE (in) = .0551 ( 1/16 ) LENGTH = 4 X 2.9 ins OR SIZE (in) = .1253 ( 3/16 ) LENGTH « 2 X 2.9 ins MIN LENGTH FULL THICKNESS WELDS 4 WELDS ® 2 ins OR 2 WELDS @ 3.25 ins FT ( .109375 ) JO/25/2005 11:40:01 * ( Qulncy Joist Design • r .el 4.10 J Page I J105 Job No: 4215-05 Sea 01 Name : FARADAY Mark Joist Base length ' Depths: LE= 26.00 J5 32LS248/128 48-10 Pitch/12 01/4 - LETCPanftl = 3-H / 2-6 9paneU@ 2-0 / 2-0 LE BC Panel =4-0 Ridge Line Ridge Line at RETC Panel RE BC Panel « 32.00 = 24-5 - 2-6 / 3-11 -4-0 RE = 26.00 Pitch 712- -0 1/4 PT. at any One TC Panel Point.0.60 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC @ 0-2 From LE-7,490.3 Lbs RE: TC@ 0- 2 From RE- 7,490.3 Lbs Min. Shear: 25% 1,872.6 Lbs — Load Case No. } Part 2 Reactions LE: TC@ 0- 2 From LE- 7,490.3 Lbs RE: TC@ 0-2 From RE- 7,490.3 Lbs Min. Shear: 25% 1,872.6 Lbs : :— Load Case No, 6 • • — TG/BC Axial Load 7.20 Kips . , Reduqed 25 .00 .% PT. at any One TC Panel Point.0.60 Kips .Reduced 25.00 * PT, at any One TC Panel Point.1.00 Kips .Reduced 25.00 V TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * Reactions LE: TC @ 0- 2 From LE= 3,289.7 Lbs RE: TC @ 0- 2 From RE- 3,289.7 Lbs Min. Shear: 25% 822.4 Lbs Load Case No. (5 Part 2 : • Reactions LE: TC @ 0-2 From LE-3,289.7 Lbs RE: TC@ 0-2 From RE- 3.289.7 Lbs Min, Shear: 25% 822.4 Lbs Load Case No. 7 = '• Axial Load 7.20 Kips .Reduced 25.00V E .t any One TC Panel Point.0.60 Kips ' .Reduced -25.00 V FT. at any One TC Panel Point.1.00. Kips .Reduced 25.00 V TC Uniform Load.........: 120.000 Ib/ft .Reduced 25.00 V Reactions LE: TC @ 0- 2 From L&- 3,289.7 Lbs RE: TC @ 0- 2 From RE= 3,289,7 Lbs Min. Shear: 25% 822.4 Lbs = Load Case No. 7 Part 2 . Reactions LE: TC@0-2 From LE= 3,289.7 Lbs RE: TC @ 0-2From R&« 3,2*89.7 Lbs Min: Shear: 25% 822.4 Lbs CHORD DESIGN : : Inertia (inM) Defl. Ratio Chord Shear CneckfrV) Bridging Max. Unbrac (in) Ryy Fillers TC BCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 42 4D 30,873 50000 465.6 622.6 240 180 ,13116 15368 3 146.5 52.6 294.4 1.234 1.226 10 2 0 W2 B5 1 3.50 W3 44 1 3.8 W3 44 1 3.80 W2 B5 1 3.5 W4 13 1 3.70 VI 01 1 1.6 W5 23 1 2.80 V2 01 I 1.4 W6 01 1 3.1Q V3 01 I 1.4 W7 20 1 2.60 V4 01 1 1.4 W8 01 1 2.10 V5 01 1 1.4 W9 10 1 1.60 V6 01 1 0.7 ANGLE WEB DESIGN W10 Wll W12 W12 Wll 10 10 10 10 10 11111 1.50 1.50 1.50 1.50 1.50 V5 V4 V3 V2 VI 01 01 01 01 01 11111 1.4 14 1.4 1.4 1.6 W10 10 1 1.50 W9 10 . 1 1.60 W8 01 1 2.10 W7 20 1 2.60 W6 01 I 3.1 W5 23 1 2.8 W4 13 1 3.7 ****ZND. OF DESIGN FOR JJQ5**** 10/27/2005 14:49:48 Mark 1 J105. Qu cy Joist Engineering Joist Chord Design Page Joist 32LS248/128 Job No 4215-05 Sea 01 Name : FARADAY BaseLeueth Pitch type TC 42-2X2X3/16 48-10 D BC 40-2x2x0.156 Sec TC 42 BC 4D Area Ybar Rx Rw Rz Chd gap Q Stop .714843 .569159 ,617318 1.23458 .393785 1 1 ,478624 .599664 .557709 .621751 1.22692 .395543 1 .934773 .160727 Sbott Fy Fb Wt/ft 190387 50000 30000.0 4.88000 .415656 50000 30000.0 4.08107 Actual eff depth 30.873 8.96107 UZTf Panel Point Check Item Govcase Govmeniber AdjForcelb Axstress Momentmlb fbtop ftbottom ft fa+fb Ix-ins ly-ins IZ-JQS i iTreqd Kx . . Ky Kz Maxl/r Fa F'e Cm Pptstxess Midpanck Failed 2 i. -MIT TC Intpan 501 45 -36060.6 -25222.7 992.4 1036.7 -2606.3 -2606.3 -27829.0 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 -27829 0.000 NO ' f-> .S'H TC Endple TC Endpre 501 36 -12496.9 -8741.0 3947.7 4124.0 -10367.5 -10367.5 -1910S. 5 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 -19109 0.000 NO 501 57 -12496.9 -8741.0 3947.5 4123.8 -10367.0 -10367.0 -19108.0 • o.oo 0.00 0.00 N 0.00 0.00 • 0.00 0.00 0.0 0.0 0.000 -19108 0.000 NO BC Intpan 1 64 36215.7 30196.7 0.0 0.0 0.0 0.0 30196.7 0.00 ' 0.00 0.00 N 0.00 0.00 0.00 0.00 ' 0.0 0.0 0.000 30197 0.000 NO Bcxle 0 0 0.0 • o.o 0.0 0.0 0.0 0.0 0.0 0.00 0.00 .0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0:000 0 0.000 Bcxr 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 0 0.000 TC Intpan 501 44 -36060.6 -25222.7 496.2 -518.4 1303.1 -518.4 • -25741.1 24.00 36.00 24.00 Y 0.75 1.00 1.00 30.48 .. 27093.3 175570.0 0.943 0 . 0.950 NO TC Endple TC Endpre BC Intpan 501 36 -12496.9 -8741.0 3445.8 -3599.7 9049.4 -3599.7 -12340.7 45.01 36.00 45.01 Y 1.00 1.00 .1.00 72.91 18353.1 28090.5 0.907 0 0.652 NO 501 •57 -12496.9 •• -8741.0 3445.6 -3599.5 . 9048.9 -3599.5 -12340.5 45.01 36.00 45.01 Y 1.00 1.00 1.00 72.91 18353.4 28091.9 . 0.907 0 0.652 NO 1 64 36215.7 30196.7 0.0 0.0 0.0 0.0 30196.7 0.00 0.00 0.00 N 0.00 0.00 0.00 0.00 0.0 0.0 0.000 30197 0.000 NO ' Mid Panel Check Actual Require Inertia = 622.6 465.6 Chord Shear Check TC fv 13116.2 TC int fillers 10 (Panel #s 7 to 16) May Erg. Pist (ff\ : TC fRYY* 170 1=17.489 LL TL L/R= 240.0 180.0 BCfv 15368.7 End Panel fillers 2 BC fillers 0 BCTRYY*J4(n 24.538 TC = 17.48 Error/Warnings Mark Jl 05.Joist 32LS248/128 Baseleneflt 48-10 04/21/2006 10:38:53 Quincy Joist Engineering System Joist Web Design Page ] Job No 4215-05 Sea 01 Name : FARAPAY Mark Joist BaseletiEth Pitch tvne J105. 32LS248/128 48-10 D TC 42-2X2X3/16 B£ 4D-2x2xO.I56 Web Member Sect Qty 1 VV2 B5 1 2 W3 44 1 3 W4 13 1 4 W5 23 1 5 W6 01 1 6 W7 20 1 7 W8 01 1 8 W9 10 1 9 W10 10 I 10 WH 10 1 11 W12 10 1 12 W12 10 1 13 Wll 10 1 14 W10 10 1 15 W9 10 1 16 W8 01 1 17 W7 20 1 18 W6 01 1 19 W5 23 1 20 W4 13 1 21 W3 44 1 22 W2 B5 1 23 VI 01 1 24 V2 01 1 25 V3 01 1 26 V4 01 1 27 V5 01 } 28 V6 01 1 29 V5 01 1 30 V4 01 1 31 V3 01 1 32 V2 01 1 33 VI 01 I Allow Tens Comp L* L/R Tens (Ibs) (Ibs) (Ins) (|bs) Web Design 14192.1 0.0 52.34 239.27 18220,0 0.0 -8769.6 39.29 120.34 26487.5 6839.6 0.0 35.75 109.11 8995.3 0.0 -5990.0 36.49 92.77 12538.0 5055.6 0.0 36.49 139.63 6245.4 0.0 -4253.8 37,23 94.02 9579.7 3398.6 0,0 37,23 142.46 6245.4 1060.9 -2637.2 37.99 115.35 7922.7 2415.6 -2415.6 37.99 115.35 7922,7 2384,8 -2384.8 38.76 117.69 7922.7 23S4.8 -2384.8 38.76 117.69 7922.7 2384.8 -2384.8 38.76 117.69 7922.7 2384.8 -2384.8 38.76 117.69 7922.7 2415.6 -2415.6 37.99 115.35 7922.7 1060.9 -2637.2 37.99 115.35 7922.7 3398.5 0.0 37.23 142.46 6245.4 0.0 -4253.8 37.23 94.02 9579.7 5055.6 0,0 36.49 139.63 6245.4 0.0 -5990,1 36.49 92.77 12538.0 6839,7 0.0 35.75 109,11 8995.3 0.0 -8770.6 39.29 120.34 26487.5 14192,1 0,0 52,34 239.27 18220.0 Verticals Design 180.0 -2554.7 25.91 99.15 6245,4 180.0 -2276.8 26.99 103.28 6245.4 180.0 -2277.0 27.98 107.07 6245.4 180.0 -2277.2 28.96 110.82 6245.4 180.0 -2274.7 29.94 114.57 6245.4 1126.8 -907,8 30.93 118.35 6245.4 180.0 -2274.7 29.94 114.57 6245.4 180.0 -2277.2 28.96 110.82 6245.4 180.0 -2277.0 27.98 107.07 6245.4 180.0 -2276.8 26.99 103.28 6245.4 180.0 -2554.7 25.91 99.15 6245.4 Allow Weld Comp length Angle (Ibs) ins Size 1584.2 3.45 7/8 "RD 9104.1 3.78 2x2x0.232 3760.8 3.68 6827.2 2.78 1594.5 3.12 4933.3 2.61 1531.8 2.10 2963.7 1,62 2963.7 1,48 2847.1 1.46 2847.1 1.46 2847.1 1.46 2847.1 1.46 2963.7 1.48 2963.7 1.62 1531.8 2.10 4933.3 2.61 1594.5 3.12 6827.2 2.78 3760.8 3.68 11/4X1 1/4 X 1/8 11/2X1 1/2 X. 145 I X 1 X. 109 11/2X1 1/2 X 7/64 IX IX. 109 11/4X1 1/4X7/64 1 1/4X1 1/4 X 7/64 11/4X1 1/4X7/64 1/4 X 1 1/4X7/64 1/4 X I 1/4X7/64 1/4 X 1 1/4X7/64 1/4 X 1 1/4 X 7/64 L 1/4 X 1 1/4 X 7/64 X 1 X.109 1/2 X 1 1/2 X 7/64 X 1 X.109 1/2 X 1 1/2 X. 145 1/4X1 1/4 X 1/8 9104.1 3.78 2x2x0.232 1584.2 3.45 7/8 "RD 3102.6 1,57 2901.6 1.40 2712.0 1.40 2531.5 1.40 1 2368.5 1.40 1 2219.3 0.69 1 2368.5 1.40 1 2531.5 1.40 2712.0 1.40 1 2901.6 1.40 1 3102.6 1.57 1 X 1 X.109 XI X.109 X 1 X.109 X 1 X.109 XI X, 109 X 1 X.109 X I X.109 X 1 X.109 XI X.109 X 1 X.109 X 1 X.109 Mark 1105 Joist 32LS248/128 Baseleneth 48-10 01-4215-05 J105 FARADAY EP ACTION PROPERTIES SEC 42 2 X 2 X 3/16 AREA « 0.7148 Y = 0.569 Rx = 0.6173 Rz = 0.3937 Ix = 0.272 SEC 20 1 1/2 X 1 1/2 X 7/64 AREA = 0.3161 Y = 0.415 Rx = 0.4670 Rz = 0.2970 Ix = 0.069 COMBINED SECTION PROPERTIES CHORD 42 E-MEM 20 DEPTH 3.000 GAP 1.000 COMB SEC: AREA = 2.0620 Rx = 1.0932 Ryy « 1.2232 Stop = 2.0755 Shot = 1.3595 END PANEL CHECK (FILLER AT MID PANEL ASSUMED) Rz = 0.5756 ALLOWABLE STRESS REDUCTION FACTOR = .9 FY = 50 KSI LENGTH AXIAL LOAD Fa PANEL POINT MOM fb PANEL PT Cm 45.01 MAX L/R 12,496.90 AXIAL STRESS fa 23,099.95 F'e 25,547.50 MID PANEL MOM 18,791.35 fb MID-PANEL 0.977 fa/Fa 41.17 6,060.54 79,285.70 3,445.60 1,660.06 0.262 PANEL PT= 24,851.9 MID PANEL= 0.3274 01-4215-05 J105 FARADAY EP ACTION PROPERTIES SEC 42 2 X 2 X 3/16 AREA Rz = 0.3937 Ix = 0.272 SEC 20 1 1/2 X 1 1/2 X 7/64 AREA Rz = 0.2970 Ix = 0.069 0.7148 Y = 0.569 Rx = 0.6173 0.3161 Y = 0,415 Rx = 0.4670 COMBINED SECTION PROPERTIES CHORD 42 E-MEM 20 DEPTH 3.000 GAP 1. 000 COMB SEC: AREA = 2.0620 Rx = 1.0932 Ryy = 1.2232 Stop = 2.0755 Sbot = 1.3595 END PANEL CHECK (FILLER AT MID PANEL ASSUMED) Rz = 0.5756 ALLOWABLE STRESS REDUCTION FACTOR = .9 45.01 MAX L/R FY = 50 KSI LENGTH AXIAL LOAD Fa PANEL POINT MOM fb PANEL PT Cm PANEL PT= 8,964.1 MID PANEL= 0.7351 12,496.90 23,099.95 3,947.50 2,903.56 AXIAL STRESS fa F'e MID PANEL MOM fb MID-PANEL 0.977 fa/Fa 41.17 6,060.54 79,285.70 25,045.60 12>066.77 0.262 JOB : 01-4215-05 MARK : J105 FARADAY EP ?TH OF JOIST (ins) = 26 •xc SEC = 42 EC SEC = 4D SEAT TYPE : ANGLES - SEC = SEAT DEPTH (ins) = 3 STRUT FORCE (Ibs) = 7200 REDUCTION FACTOR = REACTION (Ibs) = 3290 REDUCTION FACTOR = 1 YIELD STRESS FOR SEAT (ksi) = 50 EFF. DEPTH (ins) = 24.8728 20 THICKNESS (INS) = .109375 .75 SEAT DESIGN **** ****** TC FORCE (Ibs) = 5400 NORMAL FORCE (Ibs) = 3290 REQD LENGTH OF BEARING (ins) = 3.645 ©+4STRESSES @ REQD. LENGTH©* NORMAL STRESS (psi) = 4125.743 BENDING MAX STRESSES : 30000 -21748.514 ECC (ins) = 2.321 MOM (in- Ibs) = 12535.9 STRESS (psi) = 25874.257 WELD DESIGN **** ****** TC WELD : SIZE (in) = .0569 OR SIZE (in) = .1274 MIN LENGTH FULL THICKNESS WELDS 4 WELDS @ 2.5 ins OR 2 WELDS @ ( 1/16 ) LENGTH = 4 X 3.645 ins ( 3/16 ) LENGTH = 2 X 3.645 ins 4.25 ins FT ( .109375 ) City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 07-31-2006 Plan Check Revision Permit No:PCR06130 Building Inspection Request Line (760) 602-2725 Job Address: 2214 FARADAY AVCBAD Permit Type: PCR Status: PENDING Parcel No: 2121204300 Lot#: 0 Applied: 07/13/2006 Valuation: $0.00 Construction Type: VN Entered By: JMA Reference #: Plan Approved: Issued: Project Title: CHANGE TO TENANT IMPROVEMENT Inspect Area: CHANGE SEVERAL WALLS, 2 SKYLIGHTS, & WATER HEATER Applicant: Owner: JEAN LOUIS COQUEREAU FARADAY SPECTRUM L L C 5111 HAWLEY BLVD C/0 KENNETH R SATTERLEE SAN DIEGO, CA 4350 EXECUTIVE DR #301 92116 SAN DIEGO CA 92121 619-528-8903 Plan Check Revision Fee $120.00 Additional Fees $0.00 Total Fees: $120.00 Total Payments To Date: $120.00 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a}, and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure wilt 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has DreviQuslv_olherwise expired. PERMIT APPLICATION CITY'OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE G&ILY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By. Date Address (include Bldg/Suite f Business Name {at this address) Lege) Description Lot No. Subdivision Name/Number Unit No. Phase No. Total * of units Assessor's Parcel *Existing Use Proposed Use Name Address State/Zip Telephone * Name Address City State/Zip Telephone ff (Sac. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that ha 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 Codel Of that he is exempt therefrom, and the basts for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1*500)). Name Address State License * License Class City State/Zip Telephone # City Business License 9 Designer Name Address State License * City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have end will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1*100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNINQ; Failure to secure workers* compensation coverage Is unlawful, and shall subject an employer to criminal penalties and dvH fines up to on* hundred thousand dollars (9100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor cod*, interest and attorney's fees. SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Profession* Code: The Contractor's license Law does not apply to »n owner of property who builds or improve* thereon, and who does such work himself or through his own employees, provided the! such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale}. D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Lew). D I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number.: 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work Indicated {include name / address / phone number / tvoeof work): PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substsnce Account Act? Q YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO «!^L?. J!.l«AltSWERS ARE VES' A RNAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THEREQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097{i) Civil Coda)! LENDER'S NAME LENDER'S ADDRESS nt!, „! navVacad thfl aPP|lcatlon •*• ««e 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 reteting to buitdinfl construction. I hereby authorize representatives of the City of Carlsbad to enter upothertovT mentioned t!SSSLSLtynym PUrPOSe8' ' ALS° AGREE T0 SAVE' INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AQWNST'iaTlSJUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRAFTING OFTHIS PERMIT OSHA: An OSHA permit Is required for excavations over S'O" deep and demolition or construction of structures over 3 stories in height. 'SUfld by the * Undar "* Provisions °< ** Co** *»» exP*« by Kmitaton and become null and void N the building or work APPLICANT'S SIGNATURE ^ DATE rf f '//* 0 6 "' ~ ~ w-/ *-=~ — EsGil Corporation In (Partners/tip witR government for <Buitding Safety DATE: July 31, 2006 a APPLICANT a JURIS. JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 060670 REV PCRO6-130 SET: II PROJECT ADDRESS: 2214 Faraday Avenue #1 PROJECT NAME: Mclntosh TI X] 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person X] REMARKS: Perforated plans are being carried by applicant. By: Bryan Zuppiger Enclosures: Esgil CorporationD GA n MB n EJ n PC LOG trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4- (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In (Partnership witfi government f or (BuiGfing Safety DATE: July 24, 2006 JURISDICTION: Carlsbad PLAN CHECK NO.: 060670 REV PCR06-130 SET: I PROJECT ADDRESS: 2214 Faraday Avenue #1 PROJECT NAME: Mclntosh TI Q APPLICANT o PLAN REVIEWER a FILE 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X| The applicant's copy of the check list has been sent to: Jean-Louis Coquereau 5111 Hawley Boulevard San Diego, CA 92116 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jean-Louis Coquereau , Telephone #: 619 528 8903 Person REMARKS: By: Bryan Zuppiger Esgil Corporationn GA a MB n EJ n PC Enclosures: 07/17/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 cansbad 060670 REV PCR06-130 24, 2006 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 06067O REV PCR06-130 JURISDICTION: Carlsbad DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 24, 2006 DATE PLANS RECEIVED BY ESGIL CORPORATION: 07/17/06 PLAN REVIEWER: Bryan Zuppiger FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1997UBC)tiforw.dot Carlsbad 060670 REV PCR06-130 July 24, 2006 • PLANS 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: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (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. Show a sufficient space in the toilet room for a wheelchair to enter the room and close the door, per Section 1115B.7.2. The space is required to be: a) >60" diameter. b) A T-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. Or urinals. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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 Bryan Zuppiger at Esgil Corporation. Thank you. carisbad 06O67O REV PCR06-13O July 24, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 060670 REV PCR06-130 PREPARED BY: Bryan Zuppiger DATE: July 24, 2006 BUILDING ADDRESS: 2214 Faraday Avenue #1 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb ^ Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance $120.00 Type of Review: CU Repetitive Fee Repeats Complete Review D Other m Hourly Structural Only Hour Esgll Plan Review Fee $96.00 * Based on hourly rate Comments: macvalue.doc