The URL can be used to link to this page

Home My WebLink About2100 PALOMAR AIRPORT RD; BLDG 1; CB061354; Permit09-07-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB061354 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2100 PALOMAR AIRPORT RD CBAD Tl Sub Type: INDUST 2130201800 Lot#: 0 $131,312.00 Construction Type: 111 Reference #: HANGER #4 -1742 SF OFFICE Applicant: RICHARD AND RICHARD SUITE 100 234 VENTURE ST 92078 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 05/16/2006 JMA 07/10/2006 07/10/2006 RB Owner: COUNTY OF SAN DIEGO PUBLIC AGENCY 00000 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 BID #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 $645.12 Meter Size $0.00 Add'l Reel. Water Con. Fee $419.33 Meter Fee $148.00 SDCWAFee $0.00 CFD Payoff Fee $27.58 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $88.00 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 $2,389.88 $2,206.04 $0.00 $0.00 $89.44 $82.56 $48.00 $60.00 $24.00 $0.00 $384.65 $0.00 $0.00 ?? $6,612.60 Total Fees:$6,612.60 Total Payments To Date:$6,612.60 Balance Due: $0.00 BUILDING PLANS .IN STORAGE .ATTACHED Inspector: FINAL APPROVAL Date 1'?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 lo 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired, PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 1. PROJECT INFORMATIONgiQQAddress (include Bldg/Suite #) 0613601-3 0009 05/16/2006 001 FOR OFFICE USE ONLY PLAN CHECK NO. QbOb \ EST. VAL. -6£ Plan Ck. Deposit Validated By Date 33 \/v\A Business Name (at this address) AN/AVTIOKJ l Description Lot No. Subdivision Name/Number Unit No.Phase No Total » of units Assessor's Parcel #Existing Use Proposed Use •£n^2se^^-- 2. CONTACT PERSON (if different from applicant) SofStories # of Bathrooms Name * 3. APPUCAKT Address ^Contractor D Name Address 4, PROPERTY OWNER c Agent for Contractor AAA U£, ?J City D Owner City iS> Palwmr State/Zip D State/Zip Telephone # Agent for Owner Telephone* £ . o*ruua .0-- HZO* Fax* ^3o-•0(23 Name Address City ip Telephone I &. CONTRACTOR -COMPANY NAME (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct after, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to Tile a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9. commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). -V gmJ4ftOQ ZZA- MeTSTQgg *3T ..?T£ [CO Name State License #_^S ^oa*A4 ft^ *ai Designer Name State License # Address ' i? O^^s License Class C> Address City Cfty State/Zip City Business License * |^ State/Zip Telephone # li4^S~ Telephone # 6. WORKER'S COMPEHSAT10N Workers'Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. JS I have and will maintain worker's 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 carriar and policy number are: . insurance Company ^^TV\jgy ft4\^l\r PoltevNo IVA,(g>LO.l^y(i5^{§ I Expiration Date_ (THIS SECTION N D CERTIFICATE become subject to the WARNING: Failure to dollare(|100,000). IE COMPLETED IF THE PERMfT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 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 ition lawsoLCalrfornia- bmpensatnn covamge Is unlawful, and shall subject an employer to criminal penalties and civil fines up to on* hundred thousand E^ompenaatlon, damages are provided for in Section 3706 of the Labor Code, Interest and attorney's I JXC _^^_^__^^^__ DATE 7. OWMHR-BUfLOeRMCtARATJON 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 d the work and the structure is not intended or offered for sate (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale, if, however, the building or improvement is sow 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 sate). 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 far such projects with contractors) licensed pursuant to the Contractor's License Law). D I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor andmatenafeforc»nshTKSCfioftheproposedprci»rty improvement. D YES Q NO 2. 1 (have/have not) signed an application for a building permit for the proposed work. 3- 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 / /Ontractors license number): 5. I will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name /address /phone number /type of work): PROPERTY OWNER SIGNATURE DATE WHfTE: File YELLOW: Applicant PiNK: Finance PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1 635 Faraday Ave., Carlsbad CA 92008 Page 2 of 2 COMPETE tMSSECTTON FOR NCM^ffSTOS^MLBUILDtNOPEIWrre ONLY ' - Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under Sedions25505.25533or25534c*thePfesley^TannerHazardousSubstanceAccountAct? DYES zf*NO ts the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES JBNQ Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES p^NO IF ANY OF THE ANSWERS ARE YES, A FINAL. CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8. CDNSTRUCTtONL£HDIH<3 AGENCY I hereby affirm that there is a construction tending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code). LENDER'S NAME _ LENDER'S ADDRESS _ I certify that 1 have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO-fiWE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGEMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAViACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required foo excavations of 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued b^he building Official ulkJeHhe provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced \«lnin 180 days from the date of siych permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a perio/at^SO days (Section 1CXM.4 Uniform Building Code). APPLICANT'S SIGNATURE^/ )>1A~--*!:=:* "^"--^ ___^__ DATE _ WHITE: FHe YELLOW: Applicant PINK: Finance City ef Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Plan Check #: Permit #: CB061354 Project Name: HANGER #4-1742 SF OFFICE 09/01/2006 Permit Type: Tl Sub Type: INDUS! Address: 2100 PALOMAR AIRPOR! RD Contact Person: ALFRED Phone: 7608025347 Sewer Dist: CA Water Kst: CA Lot: 0 Inspected X^/7 Bv: hJnJJ&s-^- Inspected / Bv: Inspected Bv: Comments: Date — /5V-7**Inspected: °{^\ Date Inspected: Date Inspected: 'J^l&Lc Approved: fr Approved: Approved: £ — Disapproved: Disapproved: Disapproved: City of Carlsbad Bldg Inspection Request For: 09/06/2006 Permit* CB061354 Title: HANGER #4 -1742 SF OFFICE Description: Inspector Assignment: RB Sub Type: INDUST 2100 PALOMAR AIRPORT RD Lot 0 Type: Tl Job Address: Suite: Location: OWNER COUNTY OF SAN DIEGO Owner: PALOMAR AIRPORT CENTER LLC (PAC) Remarks: Phone. 7608025347 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: ALFRED Entered By: CHRISTINE Act y Comment^Wn Comments/Notices/Hold Associated PCRs/CVs Original PC# WITHDRAW PALOMAR AIRPORT BLDG 1; REVISE TRENCH DRAINSPCR05031 PCR05043 ISSUED PCR05095 ISSUED PCR05119 ISSUED PCR05180 ISSUED PCR05189 ISSUED PCR05227 ISSUED PCR06035 ISSUED inspection History Date Description Act 09/01/2006 89 Final Combo CO 08/28/2006 17 Interior Lath/Drywall WC TP 08/28/2006 34 Rough Electric AP TP 08/22/2006 84 Rough Combo PA RB 08/11/2006 14 Frame/Steel/Bolting/Welding AP TP AIRPORT HANGAR BLDG-I; PLUMBING REVISIONS PALOMAR AIRPORT HANGER BLDG 1; MISC REVISIONS DELTA 5 PALOMAR AIRPORT CNTR; DEFERRED STAIR SUBMITTIAL BLDG I BLDG 1 DELTA 8 STAIR SUBMITTAL; PALOMAR AIRPORT BLDG 1 DELTA 7; REVISIONS PALOMAR AIRPORT CENTER ; CHANGE DIRECTIVE H-l DOOR.ADD FIRELITE WINI PALOMAR AIRPORT BLDG I; WALL GLAZING Insp Comments RB SEE NOTICE F.C. CONDUIT @ 1HR WALLS SEAL OPENINGS IN CONDUITS HARD CEIL @ RESTRM City of Carlsbad Bldg Inspection Request For: 09/01/2006 Permit* CB061354 Title: HANGER #4-1742 SF OFFICE Description: Inspector Assignment: RB Sub Type: INDUST 2100 PALOMAR AIRPORT RD Lot 0 Type: Tl Job Address: Suite: Location: OWNER COUNTY OF SAN DIEGO Owner: PALOMAR AIRPORT CENTER LLC (PAC) Remarks: Phone: 7608025347 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: ALFRED Entered By: CHRISTINE Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# WITHDRAW PALOMAR AIRPORT BLDG I; REVISE TRENCH DRAINSPCR05031 PCR05043 ISSUED PCR05095 ISSUED PCR05119 ISSUED PCR05180 ISSUED PCR05189 ISSUED PCR05227 ISSUED PCR06035 ISSUED Inspection History Date Description 08/28/2006 17 Interior Lath/Drywall 08/28/2006 34 Rough Electric 08/22/2006 84 Rough Combo 08/11/2006 14 Frame/Steel/Bolting/Welding 08/11/2006 17 Interior Lath/Drywall AIRPORT HANGAR BLDG-1; PLUMBING REVISIONS PALOMAR AIRPORT HANGER BLDG 1; MISC REVISIONS DELTA 5 PALOMAR AIRPORT CNTR; DEFERRED STAIR SUBMITT1AL BLDG 1 BLDG 1 DELTA 8 STAIR SUBMITTAL; PALOMAR AIRPORT BLDG 1 DELTA?; REVISIONS PALOMAR AIRPORT CENTER ; CHANGE DIRECTIVE H-l DOOR.ADD FIRELITE WINI PALOMAR AIRPORT BLDG 1; WALL GLAZING Act Insp Comments WC TP AP TP F.C. CONDUIT @ 1HR WALLS PA RB SEAL OPENINGS IN CONDUITS AP TP HARD CEIL @ RESTRM AP TP F.C. INSP @ BRACE FRM CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? !__; YES *FOR FURTHER INFORMATION, CONTACT ______ PHONE linn INI iiu'l'l i in CODE ENFORCEMENT OFFICER I fc EsGil Corporation In Partnersfiip -with government for (Building Safety DATE: July 6, 2O06 n APPI IHAMT JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: 061354 SET: III PROJECT ADDRESS: 2100 Palomar Airport Road PROJECT NAME: T.I. of Hangar 4 for Schubach The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI 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^onypleted. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person XI REMARKS: PLEASE SEE THE FOLLOWING OUTSTANDING CORREO^IpN FOR THE CITY STAFF'S CONSIDERATION: Exits shall not pass through kitchen/store rooms, or spaces used for similar purposes. Section 1004.2.2. Please see the exitin/system thru the hangar By: Bert Domingo Enclosures: Esgil Corporation D GA [H MB D EJ D PC 6/28/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (Partnership wttfi government for (Buiftfing Safety DATE: June 23, 2006 JURISDICTION: Carlsbad PLAN CHECK NO.: 061354 SET: II PROJECT ADDRESS: 2100 Palomar Airport Road PROJECT NAME: T.I. of Hangar 4 for Schubach 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. X] 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: Gary Seward 234 Venture Street, # 100, San Marcos, CA 92078 Esgil Corporation staff did not advise the applicant that the plan check has been completed. /<j Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Gary Telephone #: (760) 759-2260 Date contacted: fepf^ (byj^) Fax #: 2269 Mail Telephone Faxt-x'ln Person REMARKS: By: Bert Domingo Esgil Corporation D GA D MB • EJ Enclosures: PC 6/15/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 061354 June 23, 2006 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 061354 PROJECT ADDRESS: 2100 Palomar Airport Road SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 6/15/06 June 23, 2006 REVIEWED BY: Bert Domingo 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: 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 Caiisbad 061354 Julie 23, 2006 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. This will be checked when all the items below are met. 7. Exits shall not pass through kitchens, store rooms, or spaces used for similar purposes. Section 1004.2.2. Please see the exiting system thru the hangar space. NO RESPONSE. • MISCELLANEOUS 19. The windows on the one hour rated wall line(occupancy separation) should be at least one hour rated windows. THE ELEVATION 5/A2.1 SHOWS 45 MIN. WINDOW. SHOULD BE ONE HOUR. ELECTRICAL, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 1. Describe the grounding electrode for the new transformer on the single line diagram: Type of electrode (s) and conductor sizing. A description of the electrode to be used is necessary, not a Code section. New. The electrical equipment (panels and transformers must be above 18" (and) not infringe on the accessibility ramp. Detail this arrangement on the floorplans. PLUMBING (2000 UNIFORM PLUMBING CODE) 2. What is the source of the water supply to the restroom? (Existing, pipe size, current loading?) Plans not provided. Carisbad 061354 June 23, 2006 • MECHANICAL (2000 UNIFORM MECHANICAL CODE) 3. Include the outside air design on the mechanical floorplans: Duct sizing and locations. (Be careful of the routing, the ceiling is a rated separation). Fire/smoke dampers will be required for the supply/return ducts where they penetrate the occupancy separation. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. EsGil Corporation In Partnership with government for <SuiCding Safety DATE: May 30, 2O06 OAPEUCANT JURIS. JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 061354 SET: I PROJECT ADDRESS: 2100 Palomar Airport Road PROJECT NAME: T.I. of Hangar 4 for Schubach 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. XI 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. XI The applicant's copy of the check list has been sent to: Gary Seward 234 Venture Street, # 100, San Marcos, CA 92078 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Gary fyul «* 1~ Telephone #: (760) 759-2260 fmSWtti / iltf* [7 > C0HKJCT-Date oeftSeiKlr $kiw (by: $S) Fax #: 2269 " Fax -"-"in Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB • EJ D PC 5/18/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad O61354 May 30, 2006 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: O61354 OCCUPANCY: B/S1/S5 TYPE OF CONSTRUCTION: II ! HR ALLOWABLE FLOOR AREA: SPRINKLERS?: ? REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: May 30, 2006 JURISDICTION: Carlsbad USE: Office/Storage ACTUAL AREA: STORIES: TWO HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/18/06 PLAN REVIEWER: Bert Domingo 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 061354 May 30, 2006 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. This will be checked when all the items below are met. 3. Provide a note on the site plan indicating the previous use of the tenant space or building being remodeled. Section 106.3.3. 4. On the first sheet of the plans indicate: • Type of construction of the existing building, • Sprinklers: Yes or No • Present and proposed occupancy classifications of the remodel area, • The story where the tenant improvement is located, 5. Indicate the use of all spaces adjacent to the area being remodeled or improved. 6. Show any existing fire rated area separation walls, occupancy separation walls, demising walls, shafts or rated corridors. Identify and provide construction details for proposed new fire rated walls. 7. Identify existing walls to be removed, existing walls to remain and proposed new walls. Identify bearing walls, non-bearing walls, and shear walls. Carlsbad 061354 May 30, 2006 8. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. 9. Provide notes and/or details to show that the wall finish in toilet rooms are surfaced with a smooth hard non-absorbent material extending on the walls from the floor to a height of 4 feet around urinals and within water closet compartments. Section 807. 10. Note on the plans: "All interior finishes must comply with Chapters of the UBC". Specify "Class flame spread rating (minimum) for 11. In Groups B, F, H, M and S Occupancies, if the number of employees exceeds four, provide separate toilet facilities for men and women. If "the total number of employees will not exceed four", and only one restroom is provided, note the words in quotation above on the floor plan. Section 2902.3. 12. A one-hour occupancy separation is required between the S 5(hangar) occupancy and the S1 (storage) occupancy. Table 3-B. this includes the horizontal separation(ROOF OF S1). Please show detail and cross reference. 13. Exits shall not pass through kitchens, store rooms, or spaces used for similar purposes. Section 1004.2.2. Please see the exiting system thru the hangar space. 14. Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." 15. Regardless of occupant load, a floor or landing not more than 1/2 inch below the threshold is required on each side of an exit door used for disabled access (may be 1" maximum where not used for disabled access). Section 1003.3.1.6. 16. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. This will be checked when item 11 above is met. Carlsbad 061354 May 30, 2006 • MISCELLANEOUS 17. Please use 2002 NEC. 18. Please show the doors 13 & 14 in the schedule. 19. The windows on the one hour rated wall line(occupancy separation) should be at least one hour rated windows. 20. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. 21. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2. 22. Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. This does not apply to detached, single- story dwellings. Section 1804.5 23. Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. 24. If the soils engineer would recommend that he/she review the foundation excavations, please note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 25. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). CARLSBAD SPECIAL CODE REQUIREMENTS 26. If special inspection is required, the designer shall complete the attached Special Inspection Notice. Carlsbad O61354 May 30, 2OO6 ELECTRICAL, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 1. Include the GFCI designation for the break room receptacle outlets. 2. Describe the boundary of the Class I, Division 2 location on the floorplans (NEC 513.3). If all electrical is installed above the 18" AFF height, then the auxiliary rooms will remain unclassified. 3. Describe the grounding electrode for the new transformer on the single line diagram: Type of electrode (s) and conductor sizing. 4. Include the main overcurrent device existence for panel A4 on the single line diagram or the panel schedule. PLUMBING (2000 UNIFORM PLUMBING CODE) 5. Is his the only plumbing in the building? If so, show compliance with UPC 904.1 (the "VTR" area must equal the minimum building drain sizing.). 6. Where is the women's restroom located? See CBC Appendix Chapter 29. 7. What is the source of the water supply to the restroom? (Existing, pipe size, current loading?) MECHANICAL (2000 UNIFORM MECHANICAL CODE) 8. Include the outside air design on the mechanical floorplans: Duct sizing and locations. (Be careful of the routing, the ceiling is a rated separation). 9. The offices must be under positive pressure at all times the building is occupied. Please demonstrate how this is accomplished. ENERGY CONSERVATION 10. Demising wall insulation: The insulation installed at demising walls of non- residential buildings shall have an R-13 value. (Mandatory feature: 118(f)) Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 061354 May 30, 2006 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad 061354 May 30, 2O06 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 • REMODELS. ADDITIONS AND REPAIRS 1. When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the requirements for new buildings, per Section 1134B.2. These requirements apply as follows: a) The area of specific alteration, repair or addition must comply as "new" construction. b) A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. c) Existing sanitary facilities that serve the remodeled area must be shown to comply with all accessibility features. d) Existing drinking fountains (if any) must be shown to comply with all accessibility features. e) Existing public telephones (if any) must be shown to comply with all accessibility features. DOORS 2. Show, or note, that there is a level floor or landing on each side of all doors. The floor or landing is to be ^2" lower than the doorway threshold, per Section 1133.2.4.1. 3. Show or note that the maximum effort to operate doors shall not exceed 8-1/2 pounds for exterior doors and 5 pounds for interior doors, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire doors are utilized, the maximum effort to operate the door may be increased to not exceed 15 pounds. Section 1133B.2.5. 4. Show or note that the lower 10" of all doors comply with Section 1133B.2.6, as follows: a) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. Carlsbad 061354 May 30, 2006 SANITARY FACILITIES 5. All sanitary facilities are required to be accessible, unless the enforcing agency determines that complying sanitary facilities are accessible within a reasonable distance of accessible area, per Section 1115B.1. 6. Note that the doorways leading to sanitary facilities shall be identified, per Section 1115B.5, as follows: a) An equilateral triangle %" thick with edges 12" long and a vortex pointing upward at men's rest rooms. b) A circle %" thick, 12" in diameter at women's rest rooms. c) A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest rooms. d) The required symbols shall be centered on the door at a height of 60". e) Braille signage shall also be located on the wall adjacent to the latch outside of the doorways leading to the sanitary facilities, per Section 1117B.5.7. Carlsbad 061354 'May 30, 2006 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 061354 Job Address or Legal Description 2100 Palo mar Airport Road Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad 061354 'May 30, 2006 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 & Signature HDID Signed 1. List of work requiring special inspection: G Soils Compliance Prior to Foundation Inspection G Structural Concrete Over 2500 PSI G Prestressed Concrete G Structural Masonry G Designer Specified G Field Welding G High Strength Bolting G Expansion/Epoxy Anchors G Sprayed-On Fireproofing G Other 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. Carl»bad 0613*4 May 3O, 20O6 VALUATION AND PLAN CHECK FEE JURISDICTION: Corbbad PLAN CHECK NO.: 061354 PREPARED BY: Bert Domingo DATE: May 30, 2006 BUILDING ADDRESS; 21OO PAlomar Airport Road BUILDING OCCUPANCY: B/S1 TYPE OF CONSTRUCTION: II 1HR BUILDING PORTION OFFICE STORAGE ~~ Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdidlon Code AREA " (Sq.Ft.) 1742~~ i^i 1742 3484 cb valuation Multiplier y s 75.38 ~—-- ^32J5 4.63 2.88 By Ordinance Reg. Mod, —-" VALUE A) _^—— ' 131.312 5B#Q5 8,153 10,034 205,604 , .. 1 Bug. Ptnnit F66jy Ordinance J»j Ptati Check Fee py Crtlniriea Type of Review; \7\ Comololft Q Structural Only L... Repeats D Other r-i Hourly Hour e*gil Plan Rwfnv Comments; $873.04 $567.48 $488.90 Sheet 1 of 1 frwcvaluB.doc TO'd 900^ T 1I9S3 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS DATE RESIDENTIAL RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER of PLANNER <~) DATE ENGINEER DATE ffb D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET stimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: Prepared by: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Types of Use: Sq. Ft./Units: Sq. Ft./Units: EDU's: EDU's: APT CALCULATIONS: List types and square footages for all uses. Types of Use: f£r>>^>y Sq. Ft/Units: ffigQQ (I 7*6?} ADT's: Types of Use: _ Sq. FtTUnits: _ ADT's: ( FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)H*NO,»k Ef2.TI '. PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS:=$ 2. TRAFFIC IMPACT FEE ADTs/UNITS:7 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ADTs/UNITS: V X . FACILITIES MANAGEMENT FEE ZONE: UNIT/SQ.FT.: 5. SEWER FEE EDU's: • BENEFIT AREA: EDU's: • FEE/ADT: IT. #1 FEE/ADT: ^DIST. #2 J2J2 =$ DIST. #3 /?<£ ) FEE/SQ.FT./UN1T: 6, SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA _ : ACRES: _ X 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE =S HIGH FEE/AC: /LOW =$ METER FEE SDCWA FEE SDCWA FEE F:\FEE CALCULATION WORKSHEET.doc 1 of 2 Rev. 7/14/00 Carlsbad Fire Department BUILDING DEPT. Plan Review Requirements Category: TI , INDUST Date of Report: 06-28-2006 Reviewed by: Name: Address: Permit #: CB061354 Job Name: HANGER #4 - 1 742 SF OFFICE & Job Address: 2100 PALOMAR AIRPORT RD CBAD you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: This project has been reviewed and approved for the purpose of issuance of a This approval is subject to field inspections, any required test, fire department notations, conditions in correspondance and compliance with all applicable codes and regulations. This approval shall not be held to permit or approve the violation of any law. The Occupancy Classification for aircraft hangar shall be in accordance with CBC Section 31 1.2.3.1 . Please resubmit plan showing correct occupancy type. Entry: 05/23/2006 By: JV Action: PA Entry: 06/28/2006 By: GR Action: AP Carlsbad Fire Department Plan Review Requirements Category: TI, INDUST Date of Report: 05-23-2006 Reviewed by: ___^_^ / ^Name: RICHARD AND RICHARD Address: SUITE 100 234 VENTURE ST SAN MARCOS CA 92078 Permit #: CB061354 Job Name: HANGER #4 - 1742 SF OFFICE & Job Address: 2100 PALOMAR AIRPORT RD CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond:CON0001367 [NOT MET] Approved: This project has been reviewed and approved for the purpose of issuance of a building permit. This approval is subject to field inspections, any required test, fire department notations, conditions in correspondance and compliance with all applicable codes and regulations. This approval shall not be held to permit or approve the violation of any law. The Occupancy Classification for aircraft hangar shall be in accordance with CBC Section 311.2.3.1 . Please resubmit plan showing correct occupancy type. Entry: 05/23/2006 By: JV Action: PA / WISEMAN + RON Y STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS FOR Schubach Aviation T.I. Carlsbad, CA April 2006 W + R JOB: 06-034 9888 Carroll Centre Road TEL. (858)536-5166 Suite 228 WRENGINEERS.COM San Diego, CA 92126 FAX. (858)536-5163 TABLE OF CONTENTS SCHUBACH AVIATION T.I. DESIGN INFO 1-4 VERTICAL DESIGN BY RAMSTEEL 5-27 LATERAL ANALYSIS/BRACED FRAMES 28-45 FOUNDATIONS 46-68 WISEMAN+ROHY Structural Engineers 1997 UBC (2001 CBC) BASE SHEAR EQUATIONS Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Carisbad, CA JOB NO: 06-034 4/12/2006 08:44:19 Base Shear: Importance Factor (I) = Seismic Zone = Seismic Zone Factor (Z) = Soil Profile Type (SA - SE) = Seismic Source Type (A,B, or C) = Closest Distance to Known Seismic Source = R = Maximum Height = C,= T = 1.00 4 0.4 SC B 10 5.6 12 0.020 (Table 16-K) (Table 16-1) (Table 16-1) (Table 16-J) (Table 16-U) km (£ (Table 16-N) feet (1630.2.2) 6.21 miles ) 0.129 sec. Ca = 0.40 Cv = 0.56 (includes Na) (includes Nv) Na= 1.00 Nv= 1.00 vu = vu = vu = vu = 0.7755 x W 0.1786 xW(max) 0.0440 xW(min) 0.0571 x W (min zone 4 only) eq. (30-4) eq. (30-5) eq. (30-6) eq. (30-7) Vu= 0.1786 xW V,,/1.4= 0.1276 xW eq. (30-5) controlls Notes: interpolates between 2-10 and 2-15 km for Na and Nv 1997 UBC chapter 16 section 30 (2001 CBC) method 'A' period calculation does not consider redundancy Na Used for determination of Ca may be reduced to 1.1 if conditions in 1997 UBC section 1629.4.2 are met. E:\Projects\06-034 Schubach Aviation T.I\97EQ Table 16-1 Zone = Zone Factor = Seismic Zone Factor Z 1 2A 2B 0.075 0.15 0.20 3 0.30 4 0.40 Table H Z = SA SB SC SD SE SF '-Q Seismic Coefficient Ca 1 2A 2B 3 0.075 0.15 0.2 0.3 0.06 0.08 0.09 0.12 0.19 NOTE: Zone 0.12 0.16 0.15 0.20 0.18 0.24 0.22 0.28 0.30 0.34 4 multiplied by Na 0.24 0.30 0.33 0.36 0.36 4 0.4 0.32 0.40 0.40 0.44 0.36 Table 16 Z = SA SB SC SD SE SF -R Seismic Coefficient C v 1 2A 2B 3 0.075 0.15 0.2 0.3 0.06 0.08 0,13 0.18 0.26 NOTE: Zone 0.12 0.16 0.15 0.20 0.25 0.32 0.32 0.40 0.50 0.64 4 multiplied by Nv 0.24 0.30 0.45 0.54 0.84 4 0.4 0.32 0.40 0.56 0.64 0.96 Table 16-S Near-Source Factor Na Seismic Source Type A B C <2km 1.5 1.3 1.0 5 km 1.2 1.0 1.0 NOTE: Linear interpolation from >10km 1.0 1.0 1.0 2 km to 10km Table 16-T Near-Source Factor N v Seismic Source Type A B C <2 km 2.0 1.6 1.0 5 km 1.6 1.2 1.0 NOTE: Linear interpolation from 10km 1.2 1.0 1.0 2 km to 1 5 km >15km 1.0 1.0 1.0 E:\Projects\06-034 Schubach Aviation T.I\97EQ WISEMAN + ROHY Structural Engineers == Design Loads == PROJECT: Schubach Aviation T.I. LOCATION: Carlsbad, CA JOB NO: 06-034 4/12/2006 Mezzanine: (1 Hour Fire Rating) Material Deck Steel Total 42.0 48.0 Live Loads (UnReducible) Light Storage 125 psf Seismic Floor Covering 2 1/2 LT WT Concrete Topping 2" 20 Ga Mtl Deck Ceiling Sprinklers Insulation Misc Steel Joists and Girders Partitions 1.0 32.1 2.1 3.0 1.5 0.5 1.8 1.0 32.1 2.1 3.0 1.5 0.5 1.3 6.5 1.0 32.1 2.1 3.0 1.5 0.5 1.0 6.5 5.0 31.3 84.0 25% of storage psf Note: RamSteel accounts for self weight of framing so Deck loads will be input into Ram cg "m < 5 .c i- V O TO CD05 O 0 gQ: o -5 IIII UJ CO£ Z CD </>UJ O CDZ P I <O °-v ui• a<§E OUJ CO « _l oa. iin •»- o •*-i- CM CO O CO O CO CDCD t^- o CM mo o o o o o00 t» 5 ^.E »E S o o a-o O>c II O i_ CDn £o "53 .. "- c tow c "5 "fe3 E CD uo 3 Q. c:tfl O? oI ° a>uU) CD O CD J) "CO 0)CO O)c "CCQ0) CQ '5to co co oa. a. CL o o0 Q "o ooCO •*D) II II II CD 0-CD £^ ••- .^ coX CD COo- S 2 " ^^ « .E — uj «? I II >- ^• sI is:3 £ t(0 *~ aCO ^ CO SOz UJ UJ 2 CO (Oa. ^ oo oUO CD a. cae u u D) C 2 CO o -p ic s. CD ^CO •^••^•'^••^••<t'*LocDcDCDri^r»-r^cooacoo)O3O3C3JO>O) oooooooooooooooooooooo O)a±a. I CD.a oCO CDO a. LU CMCNCMCNCMCOCOn CNJ CM CN CM CM n CO -r21 ly Project: ^etf-^Ac AUiA»r«wO T-+ - Date: NWSE Project #: £>c-o^ VERTICAL DESIGN BY RAMSTEEL The computer program "RAMSTEEL" was used to analyze and design the steel beams, columns and base plates for gravity loads. The design is based on the 2001 California Building Code and 'AISC' Allowable Stress Design criteria. The program calculates tributary loads, live load reductions and selects the member sizes. Section 1 of the following output consists of the following: complete data echo - key plans indicating final beam designs key plans indicating beam numbers and column numbers a plan showing the load patterns used Section 2 of the following output consists of the following: - a gravity beam design summary - an example of a gravity beam design a column load summary ( a listing of loads at each level of each column) a gravity column design summary - an example of a gravity column design a base plate design summary - an example base plate design The column load summary was referred to for sizing the column pad footings. The output for all of the beams, columns and base plates are not included because of the large volume of output. SECTION 1 Echo of Input Data INTEB-WIONAI RAM Manager vlO.O Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/19/06 15:27:4 Layout Types: Mezzanine Tables Selected: Deck Table: ramdecks Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc Column Steel Table: ramaisc Reinforcement Table: ramastm Pan Form Table: ramceco Story Data: Level 1 Story Label Mezzanine Layout Type Mezzanine Height (ft) 10.500 Noncomposite Deck Properties: ID Self-Weight psf NA 0.00 Load Properties: Surface: ID Floor DL Constr DL psf psf 42.0 0.0 LL Reduction psf Type 125.0 Storage Constr LL psf 0.0 Mass DL psf 0.0 Point: ID Stairs DL Constr DL kips kips 0.800 0.000 LL Reduction kips Type 2.200 Reducible Constr LL kips 0.000 Mass DL kips 0.000 Grid Systems: System Label Grids Grids: System: Grids X Grids Label Type Orthogonal X Offset ft 0.000 Y Offset ft 0.000 Rotation 0.00 X ft 0.0000 20.0000 45.5000 MinY ft MaxY ft RAM INTERNATO^AL RAM Manag Brandon J. D Schubach Av DataBase: Sc Building Cod er vlO.O eems, P.E. iation T.I. hubach Aviation e: UBC1 X Grids Label 4 5 6 7 Y Grids Label B A DATA FOR FLOOR TYPE: Grid Systems: Grids X MinY 61.5000 74.5000 84.5000 107.0000 Y MinX ft ft 0.0000 9.0000 Mezzanine Page 11 04/19/0615:27:4 MaxY MaxX ft Columns: ID 1 2 3 4 5 6 7 8 11 12 13 15 X ft 0.000 0.000 20.000 20.000 45.500 45.500 61.500 74.500 107.000 107.000 84.500 84.500 * Parameter. Steel - Y ft 0.000 9.000 9.000 0.000 0.000 9.000 9.000 9.000 9.000 0.000 9.000 1.000 Fy Shape T T T T T T T T T T T T Orientation Angle 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 Param* ksi 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 Max% Frame LLRed Type None Gravity None Gravity None Gravity None Gravity None Gravity None Gravity None Gravity None Gravity None Gravity None Gravity None Gravity None Gravity Concrete - f c ieiims: ID 1 2 3 4 6 11 Other - Xi ft 0.000 9 20.000 9 45.500 9 61.500 9 -0.000 -4 107.000 -4 E Yi ft .000 .000 .000 .000 .250 .250 Xj ft 20.000 45.500 61.500 74.500 0.000 107.000 Yj Param* ft ksi 9.000 50.0 9.000 50.0 9.000 50.0 9.000 50.0 9.000 50.0 9.000 50.0 Max% LLRed None None None None None None Type Frame User Type Size NonC Gravity None NonC Gravity None NonC Gravity W14X22 NonC Gravity W14X22 NonC Gravity None NonC Gravity None Echo of Input Data RAMINTERNATCIMAl ID 13 14 18 19 27 28 29 30 33 35 36 37 39 40 42 43 44 45 46 RAM Manager vlO.O Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: IJBC1 Xi 20.000 45.500 -0.000 20.000 28.500 37.000 61.500 74.500 53.500 68.000 74.500 84.500 45.500 84.500 92.000 99.500 6.667 13.333 84.500 Yi -4.250 -4.250 -4.250 -4.250 -4.250 -4.250 -4.250 -4.250 -4.250 -4.250 9.000 9.000 -4.250 -4.250 -4.250 -4.250 -4.250 -4.250 -4.250 Xj Yj Param* Max% 20 45 20 45 28 37 61 74 53 68 84 .000 .500 .000 .500 .500 .000 .500 .500 .500 .000 .500 107.000 84 107 92 99 6 .500 .000 .000 .500 .667 13.333 84.500 9 9 -4 -4 9 9 9 9 9 9 9 9 -4 -4 9 9 9 9 9 000 .000 .250 .250 .000 .000 .000 .000 .000 .000 .000 .000 .250 .250 .000 .000 .000 .000 .000 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None .0 None Type NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC NonC Frame Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Page 3/ 04/19/0615:27:4 User None None None None None None W12X14 None None W12X14 W14X22 None None None W12X14 W12X14 W12X14 W12X14 W21X50 * Parameter: Steel - Fy Concrete - f c Other -E Steel Beam Properties: ID 1 2 3 4 6 11 13 14 18 19 27 28 29 30 33 35 Max Depth in None None None None None None None None None None None None None None None None Min Depth in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Min Width in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Steel Table Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Defl Criteria Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. Def. •V t« RAM Manager vlO.mml WM ft VI Brandon J. Deems, P m 1 V Schubach Aviation T RAM DataBase: Schubach INTERNATIONAL Raiding CMfi' T TRP ID Max Min 36 None 0.00 37 None 0.00 39 None 0.00 40 None 0.00 42 None 0.00 43 None 0.00 44 None 0.00 45 None 0.00 46 None 0.00 Slab Edges: Xi Yi ft ft 20.000 -4.250 45.500 -4.250 64.000 -4.250 86.000 -4.250 107.000 -4.250 86.000 9.000 74.500 9.000 61.500 9.000 45.500 9.000 20.000 9.000 0.000 9.000 -0.000 -4.250 -0.000 -4.250 16.000 -4.250 Deck Polygons: Deck Prop Type ID Noncomposite NA L-oad Polygons: Load Properties ID Floor Echo of Input Data f6 0 Page 4/ .E. .1. Aviation 04/19/06 15:27:4 1 Min Steel Defl 0.00 Def. Def. 0.00 Def. Def. 0.00 Def. Def. 0.00 Def. Def. 0.00 Def. Def. 0.00 Def. Def. 0.00 Def. Def. 0.00 Def. Def. 0.00 Def. Def. Xj Yj Edge ft ft 45.500 -4.250 64.000 -4.250 86.000 -4.250 107.000 -4.250 107.000 9.000 107.000 9.000 86.000 9.000 74.500 9.000 61.500 9.000 45.500 9.000 20.000 9.000 0.000 9.000 16.000 -4.250 20.000 -4.250 Angle X-Coord ft 0.00 -5.00 112.00 112.00 -5.00 -5.00 X-Coord Y-Coord ft ft -5.00 14.00 112.00 14.00 112.00 -9.25 -5.00 -9.25 -5.00 14.00 Dist in 6.0 6.0 21.0 21.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 21.0 6.0 Y-Coord ft 14.00 14.00 -9.25 -9.25 14.00 Echo of Input Data NTEHNAIIONAi RAM Manager vlO.O Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 Page 51 04/19/0615:27:4 User Input Point Loads: Load Properties ID Stairs X-Coord ft 51.50 Y-Coord ft 9.00 s as °o^ ..<Dd>*-*00 flo• 1—I."§ •i <" -a £ .2 5 u W jj r/% O "00 o- a -SCQ oo Q ffl 93 O.>. J' zgxnM ^ f>" 'fr l.xz IM , s -1 OSXLZM U ^ "] r LOfrlx2lAV,_^ fr I.XZ I.AA 1s V \ t- l-xz I-AA,_^ OfrxgLAA t- txg LAA fr TO LM ___ ..... fr l-xz 1.M- fr l*Z tAA -ej- Steel Column Brandon J. 'Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation 04/19/2006 15:27:27 rifiX'S/lfi HSS4X4X^/1fi HRRfiX 5X1/4 HSS4) f 1X3/16 i HSS5 f *X?V1P M<5S5X5V^'1R H<fR^wv4 HSS5X5XJM H«<5=; 5X 5X1/4 "A r ^f HSS5 ^ f 5X1/4 x) --- -_HSS5 _-• I '->-.,- •— - ' ••-,-• j -- — • •>—' 5.5X 5X1 30Ed06 15:ASD 99Steel Codeet- 9f oe 9£ 62 EE fL 92 zz 4>a>>Hbeo £ -S < O _: 0)&. m- 0 <*ooU(D W H <i o p o > Q <D 00 aoT3 Onj Ioo S Lf JN<NCD00nj <DTJOU13-*-»on opmfc *s q0.0 8.8 c_g « bi>3 0> oj "S £ oPtf H w j *sg q— CL^(S S uo —•-S ^3 9•d V o *a (2 H*p^ d.s-s15 °ifN U exo -a OS H-l C/3 -a o *-~s••«o PH r ' SECTION 2 Beam Summary RAM INTERNATIONAL RAM Steel vlO.O Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation BuildineCode:TJRf:io STEEL BEAM DESIGN SUMMARY: Floor Type: Mezzanine Bm # Length +M -M 18 6 1 44 45 19 13 2 27 28 39 14 3 33 29 4 35 30 36 40 46 37 42 43 11 20 4 9 20 13 13. 25 4 9 25 13 13 39. 4 9 16 13 13 13. 13. 13 10 22. 5. 8. 22. 13. 13. 4. 9. ft 00 25 00 00 25 25 50 25 00 50 25 25 00 25 00 00 25 25 00 25 25 00 50 25 00 50 25 25 25 00 kip-ft 64.7 0.0 1.6 55.1 24.7 24.7 90.0 0.0 2.9 90.0 31.5 31.5 257.2 0.0 0.8 48.2 29.6 26.9 25.9 24.1 30.5 1.3 83.1 0.0 0.0 69.9 27.8 27.8 0.0 1.6 kip-ft 0 -50 -50 0 0 0 0 -100 -100 0 0 0 0 -149 -149 0 0 0 0 0 0 0 0 -199 -199 0 0 0 -57 -57 0 7 7 0 0 0 0 2 2 0 0 0 0 4 4 0 0 0 0 0 0 0 0 6 6 0 0 0 5 5 Seff Fy in3 29 29 29 14 14 47 47 47 14 14 115 68 29 14 14 29 14 14 29 38 94 38 14 14 29 .0 .0 .0 .9 .9 .2 .2 .2 .9 .9 .0 .4 .0 .9 .9 .0 .9 9 .0 .4 .5 .4 9 .9 0 Beam Size [ 1 04/19/0615:14:3 Steel Code: ASD 9th EC Studs ksi 50. 50. 50. 50. 50. 50. 50. 50. 50. 50. 50. 50. 50. 50. 50. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50.0 50.0 50.0 50. 50. 50. 50. 50. 50. 50. 0 0 0 0 0 0 0 W14X22 W14X22 W14X22 W12X14 W12X14 W16X31 W16X31 W16X31 W12X14 W12X14 W24X55 W18X40 W14X22 W12X14 W12X14 W14X22 W12X14 W12X14 W14X22 W16X26 W21X50 W16X26 W12X14 W12X14 W14X22 u u u u u u u u u u * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Gravity Beam Design 1NTESNATDNA1 RAM Steel vl 0.0 Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/19/0615:27:4 Steel Code: ASD 9th EC Floor Type: Mezzanine SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 8.500 2.46 0.00 17.000 2.46 0.00 LINE LOADS (k/ft): Beam Number = 2 I-End (20.00,9.00) J-End (45.50,9.00) = W16X31 = 25.50 Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.0 0.00 0.00 7.04 7.04 0.0 0.0 0.00 0.00 0.0 0.0 Load 1 2 Dist 0.000 25.500 0.000 25.500 DL 0.021 0.021 0.031 0.031 LL 0.063 0.063 0.000 0.000 Red% Type Stor NonR SHEAR: Max V(DL+LL) = 10.96 kips fv = 2.65 ksi Fv= 19.67 ksi MOMENTS: Span Cond Moment @ Lb Cb Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Tension Flange kip-ft 90.0 90.0 ft 12.8 12.8 ft 0.0 0.0 1.00 1.00 fb 22.89 22.89 Fb 33.00 33.00 Compr Flange fb Fb 22.89 33.00 Left 3.12 7.84 10.96 Right 3.12 7.84 10.96 at at at 12.75ft - 12.75 ft = 12.75ft = -0.275 -0.713 -0.988 L/D = L/D = L/D = 1111 429 310 Load Diagram INTERNATIONAL RAM Steel vlO.O Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/19/06 15:27:4 Floor Type: Mezzanine Beam Number = 2 Span information (ft): I-End (20.00,9.00) J-End (45.50,9.00) P1 Wl P2 V\2 Load PI P2 Wl W2 Dist ft 8.500 17.000 ft 0.000 25.500 DL kips 2.459 2.459 k/ft 0.052 0.052 LL+ kips 7.039 7.039 k/ft 0.063 0.063 LL- kips 0.000 0.000 Max Tot kips 9.497 9.497 k/ft 0.000 0.000 k/ft 0.115 0.115 RAM INTERNWKXJW Column Load Summary RAM Steel vl 0.0 Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/19/06 15:27:3 Steel Code: ASD 9th EC Units: kips Column Line 1 - B Level Coi# Height Dead Self +Live -Live MinTot MaxTot Mezzanine 1 10.50 6.0 0.2 15.9 0.0 6.2 22.1 Column Line 1 - A Level Col# Height Dead Self +Live Mezzanine 2 10.50 1.7 0.2 8.3 Live -4.1 MinTot -2.2 MaxTot 10.1 Column Line 2 - B Level Col# Height Dead Self +Live Mezzanine 4 10.50 12.0 0.1 30.4 Live 0.0 MinTot 12.1 MaxTot 42.5 Column Line 2 - A Level Col# Height Dead Self +Live Mezzanine 3 10.50 4.0 0.1 18.2 -Live -7.6 MinTot -3.6 MaxTot 22.3 Column Line 3 - B Level Col# Height Dead Self +Live Mezzanine 5 10.50 17.6 0.2 39.9 Live 0.0 MinTot 17.8 MaxTot 57.7 Column Line 3 - A Col# Height Dead Self +Live -Live Mezzanine 6 10.50 2.0 0.2 17.7 -11.1 MinTot MaxTot 19.9 Column Line 4 - A Level Col# Height Dead Self +Live Mezzanine 7 10.50 5.1 0.2 13.7 Live 0.0 MinTot 5.3 MaxTot 19,1 Column Line 5 - A Level Col# Height Dead Self +Live Mezzanine 8 10.50 3.8 0.2 10.2 Live 0.0 MinTot 4.0 MaxTot 14:2 fi'm column Hivl RAM Steel vlO.O V 1 V Schubach Aviation T.I. RAM DataBase; Schubach Aviation NTBNWICNAI TliiilHitig rnHfi- TTRr.1 Column Line 84.50ft - 1.00ft Level Col# Height Vlezzanine 15 10.50 Column Line 6 - A Level Col# Height Mezzanine 13 10.50 Column Line 7 - B Level Col# Height Mezzanine 12 10.50 Column Line 7 - A Level Col# Height Vlezzanine 11 10.50 Dead 20.8 Dead -2.6 Dead 6.8 Dead 1.9 Load Self 0.2 Self 0.2 Self 0,2 Self 0.2 summary +Live -Live 47.0 0.0 +Live -Live 11.6 -16.6 +Live -Live 17.9 0.0 +Live -Live 9.3 -4.6 Page 21 04/19/0615:27:3 Steel Code: ASD 9th EC MinTot 21.0 MinTot -19.0 MinTot 7.0 MinTot -2.6 MaxTot 67.9 MaxTot 9.2 MaxTot 24.9 MaxTot 11.4 INTERNAJTCNAi Gravity Column Design Summary RAM Steel vlO.O Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/19/0615:25:3 Steel Code: ASD 9th EC Column Line 1 - B Level P MX Mezzanine 22.1 0.0 My LC Interaction Eq. Angle 0.0 1 0.25EqHl-l 90.0 Fy Size 46 HSS5X5X1/4 Column Line 1 - A Level Mezzanine P MX My LC Interaction Eq. Angle Fy Size 10.1 0.7 3.9 1 0.33EqHl-3 90.0 46 HSS5X5X5/16 Column Line 2 - B Level Mezzanine P MX My LC Interaction Eq. Angle Fy Size 42.5 0.0 0.0 1 0.92EqHl-l 90.0 46 HSS4X4X3/16 Column Line 2 - A Level Mezzanine P MX My LC Interaction Eq. Angle Fy Size 16.2 1.1 3.6 6 0.85EqHl-l 90.0 46 HSS4X4X3/16 Column Line 3 - B Level P MX My LC Interaction Eq. Angle Fy Size Mezzanine 57.7 0.0 0.0 1 0.65EqHl-l 90.0 46 HSS5X5X1/4 Column Line 3 - A Level Mezzanine MX My LC Interaction Eq. Angle Fy Size 6.5 0.5 18 0.42EqHl-3 90.0 46 HSS5X5X5/16 Column Line 4 - A Level P MX Mezzanine 16.0 3.7 My LC Interaction Eq. Angle Fy Size 2.4 100.47EqHl-3 90.0 46 HSS5X5X5/16 Column Line 5 - A Level P MX Mezzanine 13.9 4.2 My LC Interaction Eq. Angle 1.9 10 0.49EqHl-2 90.0 Fy Size 46 HSS5X5X1/4 Column Line 84.50ft - 1.00ft Level P MX Mezzanine 67.9 0.0 My LC Interaction Eq. Angle 0.0 1 0.77EqHl-l 90.0 Fy Size 46 HSS5X5X1/4 Column Line 6 - A Level P MX Mezzanine -19.0 10.1 My LC Interaction Eq. Angle Fy Size 1.1 180.85EqHl-3 90,0 46 HSS5X5X1/4 INTERNATIOJAl Gravity Column Design Summary RAM Steel vlO.O Schiibach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 Page 21 04/19/0615:25:3 Steel Code: ASD 9th EC Column Line 7 - B Level P MX My Mezzanine 24.9 0.0 0.0 LC Interaction Eq. Angle 1 0.28EqHl-l 90.0 Fy Size 46 HSS5X5X1/4 Column Line 7 - A Level P MX My Mezzanine 11.4 0.7 4.6 LC Interaction Eq. Angle 1 0.32EqHl-3 90.0 Fy Size 46 HSS5.5X5.5X5/16 INTERNATIONAl Gravity Column Design RAM Steel vlO.O Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/19/0615:34:2 Steel Code: ASD 9th EC Story level Mezzanine, Column Line 2 - A Fy(ksi) = 46.00 Orientation (degrees) = 90.0 Column Size = HSS4X4X3/16 INPUT DESIGN PARAMETERS: Lu(ft) K Braced Against Joint Translation __ Column Eccentricity (in) Top Bottom X-Axis 10.50 1 Yes 5.00 0.00 Y-Axis 10.50 1 Yes 5.00 0.00 CONTROLLING COLUMN LOADS - Load Case 6: Axial (kips) Moments Top MX (kip-ft) My(kip-ft) Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead 4.06 0.64 0.31 0.00 0.00 Live 12.10 -1.78 3.26 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) fbx (ksi) fby (ksi) KL/Rx Fex Cmx 6.26 4.40 13.84 81.21 22.64 0.60 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry Fey Cmy 17.87 30.36 30.36 81.21 22.64 0.60 INTERACTION EQUATION fa/Fa = 0.35 EqHl-1: 0.350 + 0.120 + 0.378 = 0.849 EqHl-2: 0.227 + 0.145 + 0.456 = 0.828 n >• oase fiate JDesien nummary Rrlvl RAM Steel vlO.O M 1 V Schubach Aviation T.I. RAM ^ataBase: Schubach Aviation MERKOW. Raiding r^rlp- TTpP.1 Column Line Column Size 1-B HSS5X5X1/4 1-A HSS5X5X5/16 2-B HSS4X4X3/16 2- A HSS4X4X3/16 3 - B HSS5X5X1/4 3- A HSS5X5X5/16 4- A HSS5X5X5/16 5 - A HSS5X5X1/4 84.50ft - 1.00ft HSS5X5X1/4 5 - A HSS5X5X1/4 7 - B HSS5X5X1/4 7- A HSS5.5X5.5X5/16 2**<.-- 04/19/0615:36:2 (ksi) 36 36 36 36 36 36 36 36 36 36 36 36 N (in) 13.00 13.00 12.00 12.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.50 Steel Code: B (in) 13.00 13.00 12.00 12.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.50 ASD 9th Et tp (in) 0.500 0.375 0.750 0.625 0.875 0.500 0.500 0.500 0.875 0.375 0.625 0.375 WISEMAN + ROHY STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO. JOB NO. OF J3L vU-5 P"a .211. Q-n l n A fc. -iKi -i^ -"L ,5Z 3 << O H CD0 < 0Q: 0a. O £ iiV iito "C V) ,5S 2I3 <0 ESo«i io <?oz a n 0- 2 >i5 " S OI* eg 0 CC Ul X,^r ii ii ii .s> of oT of lw«8 -2- 3- e; as c «: o o co N. o X « -g"• "P "c:p i s Q Q «;*;*:«« to co CN m m ™ u ii ii u ii n !°>f I"""1" X g « o Win CN toT 9 -CO CO CO co co co oi ^- into h- coCO f- it I oCD£3 OC/D •^~COO (DO o03 O" £ lli WISEMAN -f ROHY STRUCTURAL ENGINEERS BY DATE PROJECT T-J-SHEET NO.OF JOB NO.. £) (0* O ^ r RA. SB Gravity Beam Design NTERNATOslAl RAM Steel vlO.O Brandon J. Deems, P.E. Schubach Aviation T.L DataBase: Schubach Aviation Building Code: UBC1 04/13/0609:06:2 Steel Code: ASD 9th EC Floor Type: Mezzanine SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 6.667 1.95 0.00 13.333 1.95 0.00 LINE LOADS (k/ft): Beam Number = 1 I-End (0.00,9.00) J-End (20.00,9.00) = W14X22 = 20.00 Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.0 0.00 0.00 5.52 5.52 0.0 0.0 0.00 0.00 0.0 0.0 Load 1 2 Dist 0.000 20.000 0.000 20.000 DL 0.021 0.021 0.022 0.022 LL 0.063 0.063 0.000 0.000 Red% Type Stor NonR SHEAR: Max V(DL+LL) = 8.52 kips fv = 2.84 ksi Fv = 18.96 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft Center Controlling Max +55.1 55.1 ft 10.0 10.0 0.0 0.0 1.00 1.00 fb 22.79 22.79 Fb 33.00 33.00 Compr Flange fb Fb 22.79 33.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 2.38 6.15 8.52 Right 2.38 6.15 8.52 at at at 10.00ft - 10.00ft = 10.00ft = -0.193 -0.508 -0.701 LTD = L/D = L/D = 1246 472 342 Gravity Beam Design INTERNATIONAI RAM Steel vl 0.0 Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/13/0609:06:2 Steel Code: ASD 9th EC Floor Type: Mezzanine SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 8.500 2.46 0.00 17.000 2.46 0.00 LINE LOADS (k/ft): Beam Number = 2 I-End (20.00,9.00) - W16X31 = 25.50 J-End (45.50,9.00) Fy - 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.0 0.00 0.00 7.04 7.04 0.0 0.0 0.00 0.00 0.0 0.0 Load 1 2 Dist 0.000 25.500 0.000 25.500 DL 0.021 0.021 0.031 0.031 LL 0.063 0.063 0.000 0.000 Red% Type Stor NonR SHEAR: Max V (DL+LL) = 10.96 kips fv = 2.65 ksi Fv= 19.67 ksi MOMENTS: Span Cond '. Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) cnent dp-ft 90.0 90.0 @ ft 12.8 12.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Tension Flange fb Fb 22.89 33.00 22.89 33.00 Compr Flange fb Fb 22.89 33.00 Left 3.12 7.84 10.96 Right 3.12 7.84 10.96 at at at 12.75ft = 12.75ft = 12.75ft - -0.275 -0.713 -0.988 L/D = L/D = L/D = Till 429 310 Gravity Beam Design INTERNAIIONAI RAM Steel vl 0.0 Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/13/0609:06:2 Steel Code: ASD 9th EC Floor Type: Mezzanine SPAN INFORMATION (ft): I-End (45.50,9.00) Beam Size (Optimum) = W12X14 Total Beam Length (ft) = 16.00 POINT LOADS (kips): Dist DL RedLL 8.000 2.32 0.00 LINE LOADS (k/ft): Beam Number = 3 J-End (61.50,9.00) Fy - 50.0 ksi Load 1 2 Dist 0.000 16.000 0.000 16.000 DL 0.021 0.021 0.014 0.014 LL 0.063 0.063 0.000 0.000 Red% 0.0 LL 0.063 0.063 0.000 0.000 NonRLL 0.00 Red% — — StorLL 6.62 T:s No Red% 0.0 RoofLL 0.00 Red% 0.0 e Stor SHEAR: Max V (DL+LL) - 5.25 kips MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): fv = 2.29 ksi Fv = 18.76 ksi Moment kip-ft 38.9 38.9 @ ft 8.0 8.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Tension Flange fb Fb 31.33 33.00 31.33 33.00 Compr Flange fb Fb 31.33 33.00 tow =70> 5" DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 1.44 3.81 5.25 Right 1.44 3.81 5.25 at at at 8.00ft = 8.00ft = 8.00ft = -0.153 -0.416 -0.569 L/D = L/D - L/D = 1252 -461 337 Gravity Beam Design irJTEtNATO-WL RAM Steel vl 0.0 Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/13/0609:06:2 Steel Code: ASD 9th EC Floor Type: Mezzanine SPAN INFORMATION (ft): I-End (61.50,9.00) Beam Size (User Selected) - W12X14 Total Beam Length (ft) = 13.00 POINT LOADS (kips): Dist DL RedLL 6.500 1.90 0.00 LINE LOADS (k/ft): Beam Number = 4 J-End (74.50,9.00) Fy - 50.0 ksi Load 1 2 Dist 0.000 13.000 0.000 13.000 DL 0.021 0.021 0.014 0.014 LL 0.063 0.063 0.000 0.000 Red% NonRLL StorLL 0.0 LL 0.063 0.063 0.000 0.000 0.00 5.38 Red% T: S No Red% 0.0 RoofLL 0.00 Red% 0.0 e Stor SHEAR: Max V(DL+LL) = 4.28 kips fv = 1.87 ksi Fv = 18.76 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft Center Controlling Max +25.7 25.7 ft 6.5 6.5 ft 0.0 0.0 1.00 1.00 fb 20.73 20.73 Fb 33.00 33.00 Compr Flange fb Fb 20.73 33.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 1.18 3.10 4.28 Right 1.18 3.10 4.28 at at at 6.50ft - 6.50ft = 6.50ft = -0.067 -0.181 -0.249 L/D = L/D = L/D = 2316 "860 627 Gravity Beam Design NTEKNWOMAL RAM Steel vl 0.0 Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/13/0609:06:2 Steel Code: ASD 9th EC Floor Type: Mezzanine SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) LINE LOADS (k/ft): Beam Number = 36 Load 1 2 Dist 0.000 10.000 0.000 10.000 DL 0.021 0.021 0.014 0.014 LL 0.063 0.063 0.000 0.000 I-End (74.50,9.00) - W12X14 - 10.00 Red% J-End (84.50,9.00) Fy = 50.0 ksi SHEAR: Max V (DL+LL) = 0.49 kips MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Type Stor NonR fv = 0.21 ksi Fv = 18.76 ksi Moment kip-ft 1.2 1.2 1V&L- .1/11' @ft 5.0 5.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Tension Flange fb 0.98 0.98 Fb 33.00 33.00 Compr Flange fb Fb 0.98 33.00 flu DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 0.18 0.31 0.49 Right 0.18 0.31 0.49 at at at 5.00ft = 5.00ft = 5.00ft = -0.003 -0.005 -0.009 LiD = 38980 L/D = 21926 L/D = 14032 Gravity Beam Desien INTERN/JO^ RAM Steel vlO.O Brandon J. Deems, P.E. Schubach Aviation T.I. DataBase: Schubach Aviation Building Code: UBC1 04/13/0609:06:2 Steel Code: ASD 9th EC Floor Type: Mezzanine SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 7.500 2.18 0.00 15.000 2.18 0.00 LINE LOADS (k/ft): Beam Number = 37 I-End (84.50,9.00) J-End (107.00,9.00) = W16X26 = 22.50 Fy = 50.0 ksi Red% NonRLL StorLL 0.0 0.0 0.00 0.00 6.21 6.21 Red% RoofLL 0.0 0.0 0.00 0.00 Red% 0.0 0.0 Load 1 2 Dist 0.000 22.500 0.000 22.500 DL 0.021 0.021 0.026 0.026 LL 0.063 0.063 0.000 0.000 Red% Type Stor NonR SHEAR: Max V (DL+LL) = 9.62 kips fv-2.56 ksi Fv = 17.89 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) ment :ip-ft 69.9 69.9 @ ft 11.3 11.3 Lb ft 0.0 0.0 Cb 1.00 1.00 Tension Flange fb 21.83 21.83 Fb 33,00 33.00 Compr Flange fb Fb 21.83 33.00 --5*Left 2.71 6.91 9.62 Right 2.71 6.91 9.62 at at at 11.25ft - 11.25ft = 11.25ft - -0.206 -0.538 -0.744 L/D = L/D = L/D - 1313 502 363 CD•5I Q V) au. a. j! in - l'! '0 - ft.S 8 @ ra "O "5 -o a fflui 11 J•o J w W 1 ^ 1D -S^o < || fl) (0 *~ f ,tJL > u_ CJOS - M ^ TJ m »- 3 * "*0) 5 S ni ,!S — ' S "" ^sc ^ h- •- 1 M * ^ o ^Q 8 „ (00) 00 n a a>*•> o Q.E C « =sQ m IM •- •- O N It II N 1 'S ^ E * Z <nc3 2 Required BoltsFor Axial^H6X T>o >R = 1 Jj C. CC * * £S| £ 3 10. j II tf ?5 i = 1 o £Axial Load(kips)3g |g £ a c.0 R S ooI 0 ID O> m c r m iro ID oo 1 = COIT ino ° o -if ^ s o oCM M g 5 01 — i i--S»cX M 8 f- I r- 0 OJ c Q C o p. 2 o $ inEM (0 o n M to *ne A Bm 2-j toCMCtOr ITID r^ n a m ITo * oo ° t*- (O CN ^ o m CC c ID O O si CM 5 ne A Bm 3_j pn„cX s IV « S o ' co o at> <ot. = o CC r- o o Dm CM 5 ne A Bm 4-i noI mID - 9= au en o ' oo ° CO CC •o D O d •ao in a o ?. g ne A Bm 5-i COoscX u G ffi Sc- c ffi c c o f? s r^CD O O oU) O3 ai ' o S CMCM ID 5 ne A Bm 6-j o222 * z 41 2 2 2 41 1 41 O O o o o o o o 3o oo41£g 1 g 1 5 1 s 41 2 41 Oo = o o o o o ood oo1*2 1 41 41 2 2 1 4j s 2 oo ° o o o o o no ooz*< S * 41 * g ^ 5 £ * d& o - - o o - c> oo414141 * 2 ^ * i I 2 zft ft- oo o o o o o o a ooz*ii I i 41 ^ g S z! Z 41 C! O O o o o o ° 1 ooz5^ * z 2 * Z 4 Z Z Z Oo ° o o o o o oo oQ41£41 1 41 41 1 ft 41 z"ft i * oo o o o o = = 8 oo*412 2 Z 41 41 41 * Zft a Za ° o o o o = o o o oos*1 2 2 41 41 ^ 2a Zit g Za c o ° o 0 o o o oo4141« 41 Z * 41 41 ZIt Z ^ ZIt o ° o o o o o oo o 0 0o 6ft 4122ft ft» * II z 2ft a ft V ft 41 1 1 ft * Ss g| 22a s o c 0 O 00 ;* o o o o o o o oQ Oo" o Beam Web Tearout Capacities using (ASD, w/o Increases) , 0.875in A325 SC Bolts Bolt Grade= A325 Hole Type (STD, LSL, SSL)= STD Bolt Dia.(in)= 0.875 Bolt shear capacity (k)= 10.2 Note: Bolt capacities indicated below do not take into account effects of vertical loads on bolt group. Capacities shown are the minimum of web tearout and fastener group capacity. Note: Shear tab thicknes required is based on full strength of bolts. End of beam to CL first row of bolts = 2.50 in. Spacing Between rows of bolts= 3.00 in. Spacing Between bolts in a row= 3.00 in. Hole dia = bolt dia + 1/16" = 0.94 in. Ultimate tensile capacity of beam= 65 ksi R=.3AVFU+.5A,FLJ Web Tear-Out Capacities For Reference Only Beam Size tw(in) Single Row Capacity (k) Double Row Capacity (k) Triple Row Capacity (k) # bolts in a row 3 W12&14 ^ — ; W12X14 W12x16 W12x19 W 12x22 W 12x26 W12X30 W12x35 W 12x40 /V 12x50 W 12x53 W 12x58 W 14x22 W 14x26 W14X30 W 14x34 W 14x38 W 14x43 W 14x48 W 14x53 0.2 0.22 0.235 0.26 0.23 0.26 0.3 0.295 0.37 0.345 0.36 0.23 0.255 0.27 0.285 0.31 0.305 0.34 0.37 / 30.6Q/ — -3CT60-^ 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 30.60 61.20 61.20 61.20 61.20 61.20 61.20 61.20 61.20 61.20 61.20 6120 61-20 61.20 61-20 61.20 61-20 61.20 61.20 74.83 82.31 87.93 91.80 86.06 91.80 91.80 91.80 91.80 91.80 91.80 86.06 91.80 91.80 91.80 91.80 91.80 91.80 91.80 Bolt Capacity 30.60 61 .20 91 .80 Tab t Req'd (in) 0.15 0.30 0.46 # bolts in a row 4 W16&18 W 16x26 W 16x31 W 16x36 W 16X40 W 16X45 W 16X50 W 16X67 W16X77 W 16X89 W 16X1 00 W 18X35 W 18X40 W 18X46 W 18X50 W 18X55 W18X60 / 18X65 AM8X71 0.25 0.275 0.295 0.305 0.345 0.38 0.395 0.455 0.525 0.585 0.3 0.315 0.36 0.355 0.39 0.415 0.45 0.495 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 40.80 81.60 81-60 81.60 81.60 81.60 81.60 81.60 81.60 81-60 81.60 81.60 81.60 81-60 81.60 81.60 81.60 81.60 81.60 110.30 121.33 122.40 122.40 122.40 122.40 122.40 122.40 122.40 122.40 122.40 122.40 122.40 122.40 122.40 122.40 122.40 122.40 Bolt Capacity 40.80 81.60 122.40 Tab t Req'd (in) 0.15 0-30 0.46 Quad Row Capacity (k)One Row Two Rows Three Rows Four Rows WfSEMAN+ROHY Structural Engineers STEEL BRACE RESTRICTIONS - UBC == Version 2.01 (12/03) PROJECT NAME LOCATION Schubach Aviatioin "r" 4/13/2006 08:19:54 BASIS: 1997 UBC CONCENTRICALLY BRACED FRAME (ORDINARY AND SPECIAL) RECTANGULAR TUBES WITH Fy=46 ksi & Es=29000 ksi K IS ASSUMED TO BE 1 H = TUBE WIDTH MINUS 3 TIMES THE WALL THICKNESS Brace Sizes HSS3X3X3/16 HSS3X3X1/4 HSS3X3X5/16 HSS4X4X3/16 HSS4X4X1/4 HSS4X4X5/16 HSS4X4X3/8 HSS4X4X1/2 HSS 5X5X3/1 6 HSS5X5X1/4 HSS5X5X5/16 HSS5X5X3/8 HSS5X5X1/2 HSS6X6X1/4 HSS6X6X5/16 HSS6X6X3/8 HSS6X6X1/2 HSS6X6X5/8 HSS7X7X1/4 HSS7X7X5/16 HSS7X7X3/8 HSS7X7X1/2 HSS7X7X9/16 HSS8X8X5/16 HSS8X8X3/8 HSS8X8X1/2 HSS8X8X5/8 HSS10X10X3/8 HSS10X10X1/2 HSS10X10X5/8 HSS1 2X1 2X1/2 HSS 12X1 2X5/8 Wt. Per Ft. (LBS.J 6.85 8.78 10.5 9.4 12.2 14.8 17.2 21.5 12 15.6 19 22.3 28.3 19 23.3 27.4 35.1 42.1 22.4 27.5 32.5 41.9 50.6 31.8 37.6 48.7 59.1 47.8 62.3 76.1 75.9 93.1 r 1.14 1.11 1.08 1.55 1.52 1.49 1.47 1.41 1.96 1.93 1.9 1.87 1.82 2.34 2.31 2.28 2.23 2.17 2.75 2.72 2.69 2.63 2.58 3.13 3.1 3.04 2.99 3.92 3.86 3.8 4.68 4.62 H/T Ratio 14.2 9.88 7.31 20 14.2 10.7 8.46 5.6 25.7 18.5 14.2 11.3 7.75 22.8 17.6 14.2 9.9 7.33 27 21.1 17.1 12.1 9.05 24.5 19.9 14.2 10.8 25.7 18.5 14.2 22.8 17.7 /^ (Ordinary) 7 Max. Length in Feet Zones3&4l1l<!> , V_ 10.1__--^ 9.8 9.6 N/A 13.4 13.2 13.0 12.5 N/A JiiWfc^i ( 16.8^ 16.5 16.1 N/A N/A 20.2 19.7 19.2 N/A N/A N/A 23.3 22.8 N/A N/A 26.9 26.5 N/A N/A 33.6 N/A N/A \ (Special) I Max. Length in Feet 7 Zones3&4<3)(4) 14.0 13.6 13.3 N/A 18.7 18.3 18.1 17.3 N/A N/A 23.3 23.0 22.4 N/A N/A 28.0 27.4 26.7 N/A N/A N/A 32.3 31.7 N/A N/A 37.4 36.7 N/A N/A 46.7 N/A N/A (1) Based on h/t <=110/(Fy)1/2 (2) Governed by KL/r <= 720/(Fy)t/2 (3) Based on h/t <= 110/(Fy)1'2 (4) Governed by KL/r <= 1000/{Fy)l/2 (5) Design parameters for Seismic Zones 1 & 2 are h/t < 190/(Fy)1/2 (compact) and KL/R < 200. APPROVED: E:\Standards\Design Aids\Steel\HSS Steel Brace_UBC97 WISEMAN + ROHY STRUCTURAL ENGINEERS BY V4^ DATE PROJECT SHEET NO. OF JOB NO. 0 C^O^ " i Dl Lft^rfc'ta / Jl O WISEMAN + ROHY STRUCTURAL ENGINEERS BY P DATE PROJECT SHEET NO.OF JOB NO. CD WISEMAN + ROHY STRUCTURAL ENGINEERS BY D H DATE PROJECT ^ KC t' T •SHEET NO. OF JOB NO. U31 wit ri-^ I// WISEMAN + ROHY STRUCTURAL ENGINEERS BY DATE PROJECT UO-SHEET NO. OF JOB NO. \\ (D l<7 u WISEMAN + ROHV STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO.OF JOB NO. OLp~O —4\-. LU "OrLr- WISEMAN + ROHY STRUCTURAL ENGINEERS BY DATE PROJECT SHEET NO.OF JOB NO. °i i\ D lfc >v-^ ^o ^ M0 ^ '.05 { r WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B, == Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Line A JOB NO: 06-034 4/13/2006 07:59:02 CASE:.9DL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 4 LENGTH OF FRAME 13 GB. EXT. EA. END 5.75 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS^ DL Reduction Factor^ LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B. 0.90 0.00 24.5 i.21 9 FT. BF. COL # 1 2 3 4 5 DL(K) 4.7 3,7 0 0 0 LL(K) 12.9 10,2 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 28.2 0 0 0 0 HT.A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= ft"* U6= 37.21 K 378.44 FT.K 436.69 FT.K 10.68 FT. 4.08 FT.Maximum OVERALL STABILITY= SOIL PRESSURE= Shear= 39.73 kip fi Vc= 93.06 kip (Assumes d=Thick. - 4") 1.15 3.96 KSF O.K. Moment, Mu= 189.09 k-ft fc= 4500 psi E:\Projects\06-034 Schubach Aviation T.IM3B Line A WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Line A JOB NO: 06-034 4/13/2006 07:59:35, CASE:DL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 4 LENGTH OF FRAME 13 GB. EXT. EA. END 5.75 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS^ DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B.) 1.00 0.00 24.5 1.34 9 FT. BF. COL # 1 2 3 4 5 DL(K) 4.7 3.7 0 0 0 LL(K) 12.9 10.2 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END 01 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 28.2 0 0 0 0 HT. A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= L/6= 41.35 K 378.44 FT.K 485.21 FT.K 9.67 FT. 4.08 FT.Maximum OVERALL STABILITY= SOIL PRESSURED Shear= 43.22 kip fi Vc= 93.06 kip (Assumes d=Thick. - 4") 1.28 2.67 KSF O.K. Moment, Mu= 154.81 k-ft fc= 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line A WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Line A JOB NO: 06-034 4/13/2006 07:59:44 CASE:DL+LL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 4 LENGTH OF FRAME 13 GB. EXT. EA. END 5.75 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B. 1.00 1.00 24.5 •L34 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 4.7 3.7 0 0 0 LL(K) 12.9 10.2 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 28.2 0 0 0 0 HT.A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= L/6= 64.45 K 378.44 FT.K 709.83 FT.K 7.11 FT. 4.08 FT.Maximum OVERALL STABIL!TY= SOIL PRESSURE= Shear= 43.90 kip fi Vc= 93.06 kip (Assumes d=Thick. - 4") 1.88 2.09 KSF O.K. Moment, Mu= 138.23 k-ft fc= 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line A WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Line A JOB NO: 06-034 4/13/2006 08:00:01 / * M CASE:DL+LL ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 3 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 4 LENGTH OF FRAME 13 GB. EXT. EA. END 5.75 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor^ TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B. 1.00 1.00 24.5 •L34 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 4.7 3.7 0 0 0 LL(K) 12.9 10.2 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 0 0 0 0 0 HT. A.F.F. (FT.) 0 0 0 0 0 PTOT= MOT= MR= e= U6= 64.45 K 0.00 FT.K 709.83 FT.K 1.24 FT. 4.08 FT. OVERALL STABILITY= N/A SOIL PRESSURE= 0.86 KSF O.K. Maximum Shear= 13.52 kip fi Vc= 93.06 kip (Assumes d=Thick. - 4") Moment, Mu= 41.98 k-ft fc= 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line A WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.i. LOCATION: Line 1 JOB NO: 06-034 4/13/2006 07:46:01 CASE:DL+LL ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 3 KSF (INCLUDES INCREASE) 0,67 FT THICKNESS 1.75 WIDTH 2.25 LENGTH OF FRAME 9 GB. EXT. EA. END 3 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B. 1.00 1.00 15 0.76 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 6 1.7 0 0 0 LL(K) 15.9 8.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 0 0 0 0 0 HT.A.F.F.(FT.) 0 0 0 0 0 PTOT= MOT= MR= e= L/6= 43.25 K 0.00 FT.K 270.80 FT.K 1.24 FT. 2.50 FT. OVERALL STABILlTY= N/A SOIL PRESSURE= 1.92 KSF O.K. Maximum Shear= 13.12 kip Moment, Mu= 20.58 k-ft fi Vc= 52.34 kip fc= 4500 psi (Assumes d=Thick. - 4") E:\Projects\06-034 Schubach Aviation T.I\GB Line 1 WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.f. LOCATION: Line 1 JOB NO: 06-034 4/13/2006 07:35:15" CASE:DL+LL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 2.25 LENGTH OF FRAME 9 GB. EXT. EA. END 3 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B. 1.00 1.00 15 0.76 9 FT. BF. COL # 1 2 3 4 5 DL(K) 6 1.7 0 0 Q LL(K) 15.9 8.3 0 0 Q SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 6.6 0 0 0 0 HT. A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= L/6= 43.25 K 88.57 FT.K 270.80 FT.K 3.29 FT. 2.50 FT.Maximum OVERALL STABILITY= SOIL PRESSURE= Shear= 22.15 kip fi Vc= 52.34 kip (Assumes d=Thick. - 4") 3.06 3.04 KSF O.K. Moment, Mu= 34.93 k-ft fc= 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line 1 WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Line 1 JOB NO: 06-034 4/13/2006 07:34:59 CASE:DL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 2.25 LENGTH OF FRAME 9 GB. EXT. EA. END 3 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor? TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B.) 1.00 0.00 15 0.76 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 6 1.7 0 0 0 LL(K) 15.9 8.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 6.6 0 0 0 0 HT. A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= L/6= 19.05 K 88.57 FT.K 123.50 FT.K 5.67 FT. 2.50 FT.Maximum OVERALL STABILITY SOIL PRESSURE= Shear= 17.98 kip fi Vc= 52.34 kip (Assumes d=Thick. - 4") 1.39 3.08 KSF O.K. Moment, Mu= 30.93 k-ft fc= 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line 1 WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: tine 1 JOB NO: 06-034 4/13/2006 07:34:48 CASE:.9DL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT. 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 2.25 LENGTH OF FRAME 9 GB. EXT. EA. END 3 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS^ DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B. 0.90 0.00 15 0.68 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 6 1.7 0 0 0 LL(K) 15.9 8.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K> 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 6.6 0 0 0 0 HT. A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= U6= 17.14 K 88.57 FT.K 111.15 FT.K 6.18 FT. 2.50 FT.Maximum OVERALL STABILITY^ SOIL PRESSURE= Shear= 19.75 kip fi Vc= 52.34 kip (Assumes d=Thick. - 4") 1.25 3.86 KSF O.K. Moment, Mu= fc= 36.54 k-ft 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line 1 AWISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Line 3 JOB NO: 06-034 4/13/2006 07:44:54 CASE:DL+LL ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 3 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 3.75 LENGTH OF FRAME 9 GB. EXT. EA. END 3 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS^ DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B.) 1.00 1.00 15 i.26 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 17.6 1.5 0 0 0 LL(K) 39.9 16.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 t-L(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 0 0 0 0 0 HT. A.F.F. (FT.) 0 0 0 0 0 PTOT= MOT= MR= fl""1 U6= 94.21 K 0.00 FT.K 527.93 FT.K 1.90 FT. 2.50 FT. OVERALL STABILITY^ N/A SOIL PRESSURE= 2.95 KSF O.K. Maximum Shear= 36.45 kip Moment, Mu= 57.00 k-ft fi Vc= 87.24 kip fc= 4500 psi (Assumes d=Thick. - 4") E:\Projects\06-034 Schubach Aviation T.I\GB Line 3 WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Line 3 JOB NO: 06-034 4/13/2006 07:37:42 CASE:DL+LL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. &T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTHv; LENGTH OF FRAME 9 GB. EXT. EA. END 3 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B.) 1.00 1.00 15 i.18 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 17.6 1.5 0 0 0 LL(K) 39.9 16.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 6.3 0 0 0 0 HT.A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= Q»" U6= 92.95 K 84.55 FT.K 518.48 FT.K 2.83 FT. 2.50 FT.Maximum OVERALL STABILITY= SOIL PRESSURE= Shear= 44.84 kip fiVc= 81.42 kip (Assumes d=Thick. - 4") 6.13 3.79 KSF O.K. Moment, Mu= fc= 70.24 k-ft 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line 3 WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug2005 PROJECT: Schubach Aviation T.I. LOCATION: Line 3 JOB NO: 06-034 4/13/2006 07:38:01 CASE:DL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH x-3^ LENGTH OF FRAME 9 GB. EXT. EA. END 3 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B. 1.00 0.00 15 i.18 9 FT. BF. COL. # 1 2 3 4 5 DL(K> 17.6 1.5 0 0 0 LL(K) 39.9 16.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 6.3 0 0 0 0 HT. A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= L/6= 36.75 K 84.55 FT.K 203.18 FT.K 4.27 FT. 2.50 FT.Maximum OVERALL STABILITY^ SOIL PRESSURE= Shear= 22.00 kip fiVc= 81.42 kip (Assumes d=Thick. - 4") 2.40 2.17 KSF O.K. Moment, Mu= fc= 35.47 k-ft 4500 psi E:\Projects\06-034 Schubach Aviation T.f\GB Line 3 WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Line 3 JOB NO: 06-034 4/13/2006 07:38:11 CASE:.9DL-*-Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH >5- LENGTH OF FRAME 9 GB. EXT. EA. END 3 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor^ LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B. 0.90 0.00 15 1.06 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 17.6 1.5 0 0 0 LL(K) 39.9 16.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM ENDC1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 6.3 0 0 0 0 HT. A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= L/6= 33.08 K 84.55 FT.K 182.86 FT.K 4.53 FT. 2.50 FT.Maximum OVERALL STABILITY= SOIL PRESSURED Shear= 21.47 kip fiVc= 81.42 kip (Assumes d=Thick. - 4") 2.16 2.12 KSF O.K. Moment, Mu= 34.82 k-ft fc= 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line 3 WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. — Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION: Line 7 JOB NO: 06-034 4/13/2006 07:43:34 CASE:DL+LL ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 3 KSF {INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 2.16 LENGTH OF FRAME 9 GB. EXT. EA. END 3.75 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B.} 1.00 1.00 16.5 0.73 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 6.8 1.8 0 0 0 LL(K) 17.9 9.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM ENDC1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 0 0 0 0 0 HT. A.F.F. (FT.) 0 0 0 0 0 PTOT= MOT= MR= e= U6= 47.78 K 0.00 FT.K 333.00 FT.K 1.28 FT. 2.75 FT. OVERALL STABILITY^ N/A SOIL PRESSURE= 1.97 KSF O.K. Maximum Shear= 15.94 kip Moment, Mu= 31.47 k-ft fi Vc= 50.25 kip fc= 4500 psi (Assumes d=Thick. - 4") E:\Projects\06-034 Schubach Aviation T.I\GB Line 7 WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 __ PROJECT: Schubach Aviation T.I LOCATION: Line 7 JOB NO: 06-034 4/13/2006 07:43:07 CASE:DL+LL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. &T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF {INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 2.16 LENGTH OF FRAME 9 GB. EXT. EA. END 3.75 DL Reduction Factor= LL Reduction Factors TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= 1.00 1.00 16.5 0.73 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= (INCL. SOIL ABOVE G.B.) 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 6.8 1.8 0 0 0 LL(K) 17.9 9.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 D1ST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 7.9 0 0 0 0 HT. A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= U6= 47.78 K 106.02 FT.K 333.00 FT.K 3.50 FT. 2.75 FT.Maximum OVERALL STABILITY= SOIL PRESSURED Shear= 26.76 kip fi Vc= 50.25 kip (Assumes d=Thick. - 4") 3.14 3.10 KSF O.K. Moment, Mu= fc= 53.07 k-ft 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line 7 WISEMAN+ROHY Structural Engineers == BRACED FRAME G.B. — Aug 2005 PROJECT: Schubach Aviation T.I. LOCATION. Line 7 JOB NO: 06-034 4/13/2006 07:42:59 CASE:DL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 2.16 LENGTH OF FRAME 9 GB. EXT. EA. END 3.75 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL. SOIL ABOVE G.B. 1.00 0.00 16.5 0.73 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 6.8 1.8 0 0 0 LL(K) 17.9 9.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 7.9 0 0 0 0 HT. A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= L/6= 20.58 K 106.02 FT.K 147.30 FT.K 6.24 FT. 2.75 FT.Maximum OVERALL STABILITY^ SOIL PRESSURED Shear= 20.91 kip fi Vc= 50.25 kip (Assumes d=Thick. - 4") 1.39 3.17 KSF O.K. Moment, Mu= fc= 46.20 k-ft 4500 psi E:\Projects\06-034 Schubach Aviation T.I\GB Line 7 W1SEMAN+ROHY Structural Engineers == BRACED FRAME G.B. == Aug 2005 PROJECT: Schubach Aviation!.!. LOCATION: Line? JOB NO: 06-034 4/13/2006 07:42:41 CASE:,9DL+Seismic ALLOWABLE SOIL PRESSURE: DISTANCE BWN. F.F. & T.O.GB.= GRADE BEAM GEOMETRY (FT.) 4 KSF (INCLUDES INCREASE) 0.67 FT THICKNESS 1.75 WIDTH 2.16 LENGTH OF FRAME 9 GB. EXT. EA. END 3.75 VERTICAL LOADING TYPICAL DISTANCE BTW. BF. COLUMNS= DL Reduction Factor= LL Reduction Factor= TOTAL G.B. LENGTH (FT.)= GRADE BEAM DL (KLF)= (INCL SOIL ABOVE G.B. 0.90 0.00 16.5 0.65 9 FT. BF. COL. # 1 2 3 4 5 DL(K) 6.8 1.8 0 0 0 LL(K) 17.9 9.3 0 0 0 SNOW (K) 0 0 0 0 0 ADDITIONAL LOADING LOAD NO. 1 2 3 4 5 DIST. FROM END C1 (FT.) 0 0 0 0 0 DL(K) 0 0 0 0 0 LL(K) 0 0 0 0 0 SNOW (K) 0 0 0 0 0 LATERAL LOADING LOAD# 1 2 3 4 5 LAT. FORCE 7.9 0 0 0 0 HT. A.F.F. (FT.) 11 0 0 0 0 PTOT= MOT= MR= e= L/6= 18.52 K 106.02 FT.K 132.57 FT.K 6.82 FT. 2.75 FT.Maximum OVERALL STABILITY SOIL PRESSURE= Shear= 22.08 kip fi Vc= 50.25 kip (Assumes d=Thick. - 4") 1.25 3.99 KSF O.K. Moment, Mu= 53.72 k-ft fc= 4500 psi E:\Projects\06-034 Schubach Aviation T.l\GB Line 7 WISEMAN + ROHY STRUCTURAL ENGINEERS BY DATE PROJECT ,T.SHEET NO. ____ OF JOB NO. PL - K 2.s \\V WISEMAN + ROHY STRUCTURAL ENGINEERS BY D ^ DATE PROJECT SHEET NO. OF JOB NO. U x U2 T<i3 ffi Company : Nowak & Wiseman Designer : BJD Job Number: 06-034 Schubach Aviation T.I. April 13, 2006 Checked By: Sketch D 2.875 ft A) 1 AX B 4J4-1 D 6.75 ft Details B ' A | — jj #5@14.4 in Z OJ1-1 u> #5@13 in •* \X "H in* J3( c-H «=*= G |6 in H" Footing Elevation c -1- r" CN c 6.75 ft Bottom Rebar Plan B y\ / » •% #5@18.5 in #5@21.67in 6.75 ft XDir. Steel: 1.28 in2 (min){5 #5) Z Dir. Steel: .98 in2 (min){4 #5) Top Rebar Plan 12 in 16#3 Pedestal Rebar Plan RISAFoot Version 2.0 [E:\Projects\06-034 Schubach Aviation T.I\6-B footing.rft]Page 1 Company Designer Job Number Nowak & Wiseman BJD 06-034 Schubach Aviation T.I. April13, 2006 Checked By: Geometry, Materials and Criteria Length Width Thickness Height : 6.75 ft :6ft :21 in :1 in eX eZ pX PZ :9in :0 in :12in :12in Gross Allow. Bearing Concrete Weight Concrete f c Design Code : 3000 psf : 145 pcf :4.5ksi :ACI 318-02 Steel fy Minimum Steel Maximum Steel 60ksi .0018 .0075 Footing Top Bar Cover :3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover : 1.5 in Loads Overturning Safety Factor ; 1.5 Coefficient of Friction : 0.3 Passive Resistance of Soil :0 k Phi for Flexure :0.9 Phi for Shear :0.75 Phi for Bearing :0.65 Vx(k) DL LL MX (k-ft)Mz (k-ft) Overburden (psf) 18 42 100 +Over RISAFoot Version 2.0 [E:\Projects\06-034 Schubach Aviation T.I\6-B footing.rft]Page 2 Company Designer Job Number So/7 Bearing Description Nowak & Wiseman BJD 06-034 Schubach Aviation T.I. Categories and Factors Gross Allow.(psf) Max Bearing (psf) April 13,2006 Checked By: Max/Allowable Ratio ASCE 2.4.1-1 ASCE2.4.1-2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 3000 3000 3000 3000 3000 __^ 3000 3000 3000 11 27.73 (A) 2942.54 (A) 11 27.73 (A) 1127.73 (A) 2488.84 (A) 2488.84 (A) 676.637 (A) 676.637 (A) .376 .981 .376 .376 .83 .83 .226 .226 D 1DL QA: 1127.73 psf QB: 1127.73 psf QC: 464.318 psf QD: 464.318 psf NAZ: -1 in NAX:122.393in 1DL+1LL QA: 2942.54 psf QB: 2942.54 psf QC: 723.578 psf QD: 723.578 psf NAZ: -1 in NAX: 95.478 in 1DL+1WL QA: 1127.73 psf QB: 1127.73 psf QC: 464.318 psf QD: 464.318 psf NAZ:-1 in NAX: 122.393 in 1DL+.7EL QA: 1127.73 psf QB: 1127.73 psf QC: 464.318 psf QD: 464.318 psf NAZ: -1 in NAX: 122.393 in 1DL+.75LL+.75WL QA: 2488.84 psf QB: 2488.84 psf QC: 658.763 psf QD: 658.763 psf NAZ: -1 in NAX: 97.917 in 1DL+.75LL+.7EL QA: 2488.84 psf QB: 2488.84 psf QC: 658.763 psf QD: 658.763 psf NAZ: -1 in NAX: 97.917 in .6DL+1WL QA: 676.637 psf QB: 676.637 psf QC: 278.591 psf QD: 278.591 psf NAZ: -1 in NAX: 122.393 in .6DL+.7EL QA: 676.637 psf QB: 676.637 psf QC: 278.591 psf QD: 278.591 psf NAZ:-1 in NAX: 122.393 in Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu-XX (k-ft)Z Dir As (in2) Mu-ZZ (k-ft) XDirAsQn2) AC! 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL 59.155 44.367 9.925 38.949 9.925 .769 .576 .128 .505 .128 44.293 33.22 7.432 29.164 7.432 .575 .431 .096 .378 .096 Footing Flexure Design (Top Bars) Description Categories and Factors Mu-XX (k-ft) Z Dir As (in2) Mu-ZZ (k-ft) X Dir As (in2) SW+OVER 1SW+1OVER 5.179 .067 RISAFoot Version 2.0 [E:\Projects\06-034 Schubach Aviation T.I\6-B footing.rft]Page 3 Company : Designer : Job Number : Nowak & Wiseman BJD 06-034 Schubach Aviation T.I. April 13, 2006 Checked By: Footing Shear Check Two Way (Punching) Vc: 538.438k One Way (X Dir. Cut) Vc 166.028k One Way (Z Dir. Cut) Vc: 186.782k Description Categories and Factors Punching Vu(k) Vu/^zA/c X Dir. Cut Vu(k) Z Dir. Cut Vu(k) Vu/^A/c ACI 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL-MEL .9DL+1EL 79.857 59.893 13.399 52.58 13.399 .198 .148 .033 .13 .033 20.65 15.488 3.465 13.597 3.465 .166 .124 .028 .109 .028 13.968 10.476 2.344 9.197 2.344 .1 .075 .017 .066 .017 Pedestal Design Shear Check Results (Envelope): Shear Along X Shear Along Z Direction Direction Vc:15 Vc:15 .999k .999k Vs:21 Vs:21 .951 k .951 k Vu: Vu: Ok Ok Vu/0 Vu/^ Vn: Vn: 0 0 0: .75 Shear Bars: #3@6 in Bending Check Results (Envelope): Unity Check: .265 Pn: 520.055 k Pu : 96.612k Mux:0 k-ft Mnoz :NA Phi: .7 Longitudinal Bars: 16 #3 Mnx: NA Muz: 0 k-ft Parme Beta: .65 Mnz: NA Mnox:NA Compression Development Length Pedestal Bars (Envelope): Lreq.: 6.75 in Lpro.: 15.875 in Lreq./Lpro.: .425 Concrete Bearing Check (Vertical Loads Only) Bearing Be: 1101.6k Description Categories and Factors Bearing Bu (k) Bearing Bu/0Bc ACI 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL-M.3WL 1.2DL+1LL+1EL .9DL+1EL 96.617 72.463 16.211 63.614 16.211 .135 .101 .023 .089 .023 Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) -QSF-XX OSF-ZZ ASCE 2.4.1-1 ASCE 2.4.1-2 ASCE 2.4.1-3a ASCE 2,4.1 -3b ASCE2.4.1-3c ASCE2.4.1-3d ASCE 2.4.1 -4 ASCE 2.4.1-5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1 DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL .297 .297 .297 .297 .297 .297 .178 .178 109.103 250.853 109.103 109.103 215.416 215.416 65,462 65.462 .33 .33 .33 .33 .33 .33 .198 .198 110.481 267.981 110.481 110.481 228.606 228.606 66.288 66.288 167.699 345.424 567.699 167.699 '25.993 b5.993 367.699 367.699 335.107 312.832 335.107 335.107 393.401 393.401 335.107 335.107 Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX RISAFoot Version 2.0 [E:\Projects\06-034 Schubach Aviation T.I\6-B footing.rft]Page 4 Company Designer Job Number Nowak & Wiseman BJD 06-034 Schubach Aviation T.I. April 13, 2006 Checked Bv: Sliding Check (Service) Description Categories and Factors Va-XX (k)Vr-XX (k)Va-ZZ (k) Vr-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 ASCE2.4.1-2 ASCE2.4.1-3a ASCE2.4.1-3b ASCE2.4.1-3C ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4.1-5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 0 0 0 0 0 0 0 r 0 9.672 22.272 9.672 9.672 19.122 19.122 5.803 5.803 0 0 0 0 0 0 0 0 9.672 22.272 9.672 9.672 19.122 19.122 5.803 5.803 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 2.0 [E:\Projects\06-034 Schubach Aviation T.I\6-B footing.rft]Page 5