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180 JUNIPER AVE | 190 JUNIPER AVE; ; CB001176; Permit
09/25/2000 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No:CB001176 Building Inspection Request Line (760) 602-2725 180 JUNIPER AVCBAD RESDNTL 2042320500 $381,557.00 Sub Type: CONDO Lot #: 0 Construction Type: NEW Reference #: 2 Structure Type: MF2-4 6 Bathrooms: 4 4285 SF.881 SF GAR,827 SF DECK 180 & 190 JUNIPER Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: Applicant: DAKMIN INC PO BOX 1720 CARLSBAD CA 92018 Owner: DAKMIN INC PO BOX 1720 CARLSBAD CA 92018 ISSUED 03/29/2000 GMF 07/05/2000 07/05/2000 PS Total Fees: $34,417.49 Total Payments To Date: $30,569.49 Balance Due: $3,848.00 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con Fee Reel. Water Con. Fee $1,608.08 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,045.25 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $38.16 PFF $0.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact {CFD Fund) $0.00 LFMZ Transportation Fee $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $2,400.00 Housing Impact Fee D5/8 Housing InLieu Fee $0.00 Master Drainage Fee: $0.00 Sewer Fee: TOTAL PERMIT FEES Inspector:=fi*fr FINAL APPROVAL Date: &~ / - $0.00 $80.00 $1,871.00 $0.00 $6,995.04 $6,456.96 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $301.00 $110.00 $85.00 $0.00 $9,030.00 $0.00 $4,397.00 $34,417.49 Clearance: NOTICE'. Please take NOTICE 1hat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions," You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 6602D(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 capactiy 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_previo_usly been given ^NOTICE similar tolhis, or as to which the_slatute of limitations has previously otherwise expired. 08/21/2000 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No:CB001176 Building Inspection Request Line (760) 602-2725 180 JUNIPER AVCBAD RESDNTL 2042320500 $381,557.00 6 Sub Type: CONDO Lot#: 0 Construction Type: NEW Reference #; Structure Type: MF2-4 Bathrooms: 4 4285 SF.881 SF GAR.827 SF DECK 180 & 190 JUNIPER Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: Applicant: DAKMIN INC PO BOX 1720 CARLSBAD CA 92018 Owner; DAKMIN INC PO BOX 1720 CARLSBAD CA 92018 ISSUED 03/29/2000 GMF 07/05/2000 07/05/2000 PS 2500.00 Total Fees: $30,569.49 Total Payments To Date: $28,069.49 Balance Due: $2,500.00 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,608.08 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,045.25 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $38.16 PFF $0.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 LFMZ Transportation Fee $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $2,400.00 Housing Impact Fee D5/8 Housing InLieu Fee $0.00 Master Drainage Fee: $0.00 Sewer Fee: TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $6,995.04 $6,456.96 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $301.00 $110.00 $85.00 $0.00 $9,030,00 $0.00 $2,500.00 $30,569.49 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval d your project includes the "imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy 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_NOTtCE_sjmi|artothis^of as toLwhich the_statute_Qf limitations hasgrevigusliotherwise expjred. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760)438-1161 1. PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK NO. CfcQcui EST. VAX. Plan Ck. Deposit Validated By. Date Add'ess (include Bldg/Suite #) Legal Description (VOs Business Name (at this addressL i PA: raoQg Lot No.Subdivision, Name/Number !/. Unit No.Phase No.Total ff of units Assessor's Parcel #Proposed Use , Description of Work 2. CONTACT PERSON (If different from applicant} * of Bedrooms # of Bathrooms 2748 03/29/00 00( . . -- -.-'^ ..- .-v^-* vf P_ ':''" -1 •'*>*.'''-'ttV'' " •"'*"** ,. W Name" " " Address " " * City 3- APPLICANT Q Contractor Q Agent for Contractor p^Owner Q Agent for Ownar State/Zip Telephone It Fax PMrAVuO TlvX-, PP feoy Name 4. PROPERTY OWNER Address City State/Zip Telephone # fatt Address City State/Zip Telephone #Name 6. CONTRACTOR - COMPANY NAME , [Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, atter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the gpglicant to a civi^ penalty of not more than five hundred dollars IS5001) L.D. /XlAHLttlrYV fo Name State License ft A Address License Class \j City ' State/Zip City Business License # Telephone ff 67// Designer Name Address Q City State/Zip Telephone State License « (1 — /O 3 ^M? 6. WORKERS' COMPENSATION . .,',, ; , J1,' V . " Workers' Compensation Declaration: 1 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. \£f I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is ussued. My worker's compensation insurance carrier and policy number are: , , . / *J *~t / ^\ ^f "™NInsurance Company ZST/YTf-^^M-Aia Policy No, __JL_7 & ^ O e>- Expiration Date ^___ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [S100] OR LESS) D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as 10 become subject to the Workers' Compensation Laws of California, WARNING: Failure to secure worker*' compensation coverage a unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damage* as provided for in Section 3706 of the Labor code. Interest and attorney's feet SIGNATURED . _ DATE ?. OWNER-BUILDER DECLARATION . -.-, ....:.,.., <-, ^-f.- i hereby affirm that I am exempt from The Contractor's License Law for the following reason: D !• as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. ?044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does sucn work himself or through his own employees, provided that such improvements are not intended or offered for sale, if, however, the building or improvement is solo within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D i. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law]. 0 I am exempt under Section Business and Professions Code for this reason: 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2 I (have / have notl signed an application for a building permit for the proposed work. 3 I have contracted with the following person (firm) to provide the proposed construction (include name// address / phone number / contractors license number): — = * tj • M\.^/L ( u.._>>v "*_.*." ff- &£>.&_£" r&Sitt_&.#atlL_ * C<t*i_fi^0$f(_ ~7G G ~? 3 8 93_^&? 4 \ plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5 I will provide some of the work, but 1 have contracted (hired! the following persons to provide the work indicated (inciuds name / address / phone number / type ct work)1 PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTfAL BUILDING PERMIT* ONLY is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES D NO is ths facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES £3 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. CONSTRUCTION LENDING AGENCY "• I Mereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Codel LENDER'S NAME ~TpJTf\Q-QjLt$S} . UfiQ&lM AmJlENDER'S ADDRESS Q*T7Jto Qgly(&/Lfm\-, rffi*--" A" /frfr \T)Vtr&t&td 9. APPLICANT CERTIFICATION ^~T^^^C*^A, CL-fc^ £?1S"*5 "•? "(\Ltfh I nearly rnai I have read the application and state that the above information is correct and that the informationTjn the plans is accurate. I agree to comply with ail City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes. | ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'G" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work auinonied by such permit is not commenced within 365 days from the date of such permit or if the building Qr work authorized by such permit is suspended or abandoned at any time after the.work is commenced for a period of 1 80 days (Section 106.4,4 Uniform Building Code). SIGNATURE ^ M f. V M DATE YELLOW: Applicant PINK: Finance sen*. Jwa-l-IW City of Carlsbad INSPECTION RECORD ISSrtCIIO* KCOftD CAW> WITH ATTftOVED fUW*S MWST K KEPT ON THE KM CAU root TO £* rM. lot iNeti WORK DAY INSPECTION 'Off City 8f Carlsbad Final Building Inspection Dept: Building Plan Check #: Permit*: Project Name: 3 Planning CMWD StLite Fire Date: CB001176 4285 SF.881 SF GAR.827 SF DECK 180 & 190 JUNIPER MAY CITY OF CAi 05/17/2001 Permit Type: RESDNTL Sub Type: CONDO Address: Contact Person: Sewer Dist: syInsppctecr Bv: *F&* V. Inspected Bv: Inspected Bv: 180 JUNIPER AV SUSAN Phone: 7607303401 CA Water Dist: CA f/fj&— Date / i t ^l*-*^-"^?v>/U Inspected: ^JlLff/O(*\^ ^ " f f Date Inspected: Date Inspected: Lot: 0 Approved: ^ Approved: Approved: ^ Disapproved: Disapproved: Disapproved: Comments: Inspection List Permit#: CB( SA**An^4fc - — Iner^l>aw ^HjsF ^ Q6/04Z2003>ei 05/30/2001 89 05/30/2001 89 05/17/2001 39 05/17/2001 89 05/17/2001 89 02/07/2001 17 02/06/2001 17 01/10/2001 17 01/03/2001 17 12/29/2000 16 12/29/2000 17 12/21/2000 84 12/18/2000 84 11/29/2000 13 11/27/2000 13 11/16/2000 15 10/31/2000 15 10/24/2000 14 10/24/2000 34 08/31/2000 22 08/29/2000 22 08/28/2000 21 08/23/2000 66 08/21/2000 11 08/11/2000 11 08/11/2000 31 08/10/2000 11 08/09/2000 21 08/08/2000 21 08/04/2000 12 )01176 Type: RESDNTL CONDO f\>e £-&~o\ lection Item inspector Act Final Combo Final Combo Final Combo Final Electrical Final Combo Final Combo Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Insulation Interior Lath/Drywall Rough Combo Rough Combo Shear Panels/HD's Shear Panels/HD's Roof/Reroof Roof/Reroof Frame/Steel/Bolting/Weldin Rough Electric Sewer/Water Service Sewer/Water Service Underground/Under Floor Grout Ftg/Foundation/Piers Ftg/Foundation/Piers Underg round/Co nduit-Wirin Ftg/Foundation/Piers Underground/Under Floor Underground/Under Floor Steel/Bond Beam - - GG GG - GG GG GG GG GG GG GG GG PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS Rl Rl NR AP Rl we AP NR AP AP AP AP AP CO AP NR AP CA AP CO AP CA CA AP CO AP AP CO AP CO AP 4285 SF,881 SF GAR, 827 SF DECK 180 & 190 JUNIPER Comments AM PLEASE EARLY AM PLEASE NEED GFCI OK TO RELEASE GAS & ELEC AM PLEASE DOUBLE LAYER WALLS ONLY AT DRAFT AREAS - ATTIC SEE ATTACHED NOTICE SEE NOTICE ATTACHED PLANWENTTOESGIL 3RD FLR SHEATHING TO SIDE WALK WEST UNIT BY DAVID DRY PACK & GARAGE SLAB STILL DRY PACKING UFERS SEE ATTACHED NOTICE 12 PAD FTG FOR STEEL COLM SET 08/03/2000 12 Steel/Bond Beam PS CO BACKS OK SEE ATTACHED NOTICE Thursday, May 31, 2001 Page 1 of 1 - UNSCHEDULED BUILDING INSPECTION DATE «g PERMIT # JOB ADDRESS DESCRIPTION CODE DESCRIPTION INSPECTOR PLAN CHECK # LX ACT COMMENTS City of Carlsbad Bldg Inspection Request For: 05/17/2001 Permit# CB001176 Title: 4285 SF.881 SF GAR.827 SF DECK Description: 180 & 190 JUNIPER Inspector Assignment: Type:RESDNTL Job Address: Suite: Location: APPLICANT DAKMININC Owner: Remarks: AM PLEASE Sub Type: CONDO 180 JUNIPER AV Lot Phone: 7607303401 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: SUSAN Entered By: CHRISTINE Act Comments Associated PCRs Inspection History Date Description Act Insp 02/07/2001 17 Interior Lath/Drywall AP GG 02/06/2001 17 Interior Lath/Drywall NR GG 01/10/2001 17 interior Lath/Drywall AP GG 01/03/2001 17 Interior Lath/Drywall AP GG 12/29/2000 16 Insulation AP GG 12/29/2000 17 Interior Lath/Drywall AP GG 12/21/2000 84 Rough Combo AP GG 12/18/2000 84 Rough Combo CO PS 11/29/2000 13 Shear Panels/HD's AP PS 11/27/2000 13 Shear Panels/HD's NR PS 11/16/2000 15 Roof/Reroof AP PS 10/31/2000 15 Roof/Reroof CA PS 10/24/2000 14 Frame/Steel/Bolting/Welding AP PS 10/24/2000 34 Rough Electric CO PS 08/31/2000 22 Sewer/Water Service AP PS 08/29/2000 22 Sewer/Water Service CA PS Comments DOUBLE LAYER WALLS ONLY AT DRAFT AREAS - ATTIC SEE ATTACHED NOTICE SEE NOTICE ATTACHED PLAN WENT TO ESGIL 3RD FLR SHEATHING TO SIDE WALK WEST UNIT BY DAVID City of Carlsbad Bldg Inspection Request For: 12/21/2000 Permits CB001176 Title: 4285 SF.881 SF GAR.827 SF DECK Description: 180 & 190 JUNIPER Inspector Assignment: PS Type: RESDNTL Job Address: Suite: Location: APPLICANT DAKMININC Owner: Remarks: AM PLEASE Total Time: Sub Type: CONDO 180 JUNIPER AV Lot Phone: 7607303401 Inspector: Requested By: DAVID Entered By: CHRISTINE CD Description Act Comments 14 Frame/Steel/Bolting/Welding 24 Rough/To pout 34 Rough Electric 44 Rough/Ducts/Dampers Associated PCRs Insoection Historv Date 12/18/2000 11/29/2000 11/27/2000 11/16/2000 10/31/2000 10/24/2000 10/24/2000 8/31/2000 8/29/2000 8/28/2000 8/23/2000 8/21/2000 8/11/2000 8/1 1/2000 8/10/2000 8/9/2000 Description 84 Rough Combo 1 3 Shear Panels/HD's 13 Shear Panels/HD's 15Roof/Reroof 1 5 Roof/Reroof 14 Frame/Steel/Bolting/Welding 34 Rough Electric 22 Sewer/Water Service 22 Sewer/Water Service 21 Underground/Under Floor 66 Grout 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 31 Underground/Conduit-Wiring 11 Ftg/Foundation/Piers 21 Underground/Under Floor Act CO AP NR AP CA AP CO AP CA CA AP CO AP AP CO AP Insp PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS Comments SEE NOTICE ATTACHED PLAN WENT TO ESGIL 3RD FLR SHEATHING TO SIDE WALK WEST UNIT BY DAVID DRY PACK & GARAGE SLAB STILL DRY PACKING UFERS CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE LOCATION PERMIT NO. (<> TIME J(CstsJ <= r> FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? _v^^FORTDTTFttERlNFORMATlON, CONTACT YES INSPECTOR PHONE CODE ENFORCEMENT OFFICER City of Carlsbad BIdg Inspection Request For: 12/18/2000 Permit# CB001176 Title: 4285 SF,881 SF GAR.827 SF DECK Description: 180 & 190 JUNIPER Inspector Assignment: PS Type:RESDNTL Job Address: Suite: Location: APPLICANT DAKMININC Owner: Remarks: 760/730-3401 Total Time: Sub Type: CONDO 180 JUNIPER AV Lot Phone: 8584958212 Inspector: Requested By: NA Entered By: CHRISTINE CD Description Act Comments 14 Frame/Steel/Bolting/Welding 24 Rough/To pout 34 Rough Electric 44 Rough/Ducts/Dampers Associated PCRs Insoection History Date 11/29/2000 11/27/2000 11/16/2000 10/31/2000 10/24/2000 10/24/2000 8/31/2000 8/29/2000 8/28/2000 8/23/2000 8/21/2000 8/11/2000 8/11/2000 8/10/2000 8/9/2000 8/8/2000 Description 13 Shear Panels/HD's 13 Shear Panels/HD's 1 5 Roof/Reroof 15Roof/Reroof 14 Frame/Steel/Bolting/Welding 34 Rough Electric 22 Sewer/Water Service 22 Sewer/Water Service 21 Underground/Under Floor 66 Grout 11 Ftg/Foundation/Piers 1 1 Ftg/Foundation/Piers 31 Underground/Conduit-Wiring 11 Ftg/Foundation/Piers 21 Underground/Under Floor 21 Underground/Under Floor Act AP NR AP CA AP CO AP CA CA AP CO AP AP CO AP CO Insp PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS Comments PLAN WENT TO ESGIL 3RD FLR SHEATHING TO SIDE WALK WEST UNIT BY DAVID DRY PACK & GARAGE SLAB STILL DRY PACKING UFERS SEE ATTACHED NOTICE CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION PERMIT NO. (760) 602-2700 1635 FARADAY AVENUE TIME (D FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? FQflrFDRWEfflNFORMATION, CONTACT YES PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 8/23/2000 PermiW CB001176 Title: 4285 SF.881 SF GAR,827 SF DECK Description: 180 & 190 JUNIPER Inspector Assignment: PS Type: RESDNTL Job Address: Suite: Location: APPLICANT DAKMININC Owner: Remarks: Sub Type: CONDO Lot Phone: 7607303401 Inspector: Total Time:Requested By: DAVID Entered By: CHRISTINE CD Description 66 Grout Act Comments Associated PCRs Inspection History Date Description 8/21/2000 11 Ftg/Foundation/Piers 8/11 /2000 11 Ftg/Foundation/Piers 8/11/2000 31 Underground/Conduit-Wiring 8/10/2000 11 Ftg/Foundation/Piers 8/9/2000 21 Underground/Under Floor 8/8/2000 21 Underground/Under Floor 8/4/2000 12 Steel/Bond Beam 8/3/2000 12 Steel/Bond Beam Act Insp Comments CO PS STILL DRY PACKING AP PS AP PS UFERS CO PS AP PS CO PS AP PS CO PS SEE ATTACHED NOTICE 12 PAD FTG FOR STEEL COLM SET BACKS OK SEE ATTACHED NOTICE City of Carlsbad Bldg Inspection Request For: 8/8/2000 Permits CB001176 Title: 4285 SF.881 SF GAR.827 SF DECK Description: 180 & 190 JUNIPER Inspector Assignment: PS Type: RESDNTL Job Address: Suite: Location: APPLICANT DAKMININC Owner: Remarks: Sub Type: CONDO 180 JUNIPER AV Lot Phone: 7607303401 Inspector: Total Time: CD Description 21 Underground/Under Floor Act Comments CO Requested By: DAVID Entered By: CHRISTINE Associated PCRs Inspection History Date Description Act Insp Comments 8/4/2000 12 Steel/Bond Beam AP PS 12 PAD FTG FOR STEEL COLM SET BACKS OK 8/3/2000 12 Steel/Bond Beam CO PS SEE ATTACHED NOTICE CITY OF CARLSBAD BUILDING DEPARTMENT LOCATION PERMIT NO NOTICE (760) 802-2700 1635 FARADAY AVENUE TIME, ^>^^ j£&&fLL, ^-^og^ FOR INSPECTION CALL (760) 602-2725. RE-tNSPECTtON FEE DUE? ! i YES , CONTACT. PHONE CCK)E ENFORCEMENT OFFtciS" City of Carlsbad Bldg Inspection Request For: 8/4/2000 PermiW CB001176 Title: 4285 SF.881 SF GAR.827 SF DECK Description: 180 & 190 JUNIPER Type:RESDNTL Sub Type: CONDO Job Address: 180 JUNIPER AV Suite: Lot 0 Location: APPLICANT DAKMININC Owner: Remarks: PARTIAL STEEL INSPECTION Inspector Assignment: PS Phone: 7607303401 Inspector: Total Time:Requested By: DAVID Entered By: CHRISTINE CD Description 12 Steel/Bond Beam Act Comments A?VAT* Associated PCRs Inspection History Date Description Act Insp Comments City of Carlsbad Bldg Inspection Request For: 8/3/2000 Permit# CB001176 Title: 4285 SF.881 SF GAR,827 SF DECK Description: 180 & 190 JUNIPER Inspector Assignment: Type: RESDNTL Job Address: 180 JUNIPER AV Suite: Lot Location: APPLICANT DAKMININC Owner: Remarks: Sub Type: CONDO Phone: 7607303401 Inspector: Total Time: CD Description 12 Steel/Bond Beam Act Comments Requested By: DAVID Entered By: CHRISTINE Associated PCRs Inspection History Date Description Act Insp Comments (\ CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION PERMIT NO. (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? ORMATION, CONTACT YES PHONE CODE ENFORCEMENT OFFICER c T E:ONSTRUCTION XESTING & H/NGINEERING, INC. ESCONDIDO* TRACY • CORONA »OXNARD • LANCASTER ENGINEERING, INC. PROJECT NAME:fl/ ARCHITECT: ENGINEER: CONTRACTOR: INSPECTION DATE: PLAN FILE. __ BLDG PERMIT: C /5 O O // OTHER: INSPECTION REPORT PAGE OF CTE JOB # REPORT # ( )EXF. ANCHOR M^CTRQ ( DE £ 7 / f ^ Material Sampling 7 ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS / 7,Id t z X7 A/Z L/ 4* /•/**& work, unless otherwise noted, complies with the approved plans and specifications and the NAME. (PRINT).SIGNATURE CERTIFICATION NO:. GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 c TONSTRUCTION AESTING & AL/NGINEERING, INC.E: ESCONDIDO-TRACY *CORONA -OXNARD 'LANCASTER ENGINEERING, INC. PROJECT NAME: INSPECTION REPORT PAGE OF CTE JOB # REPORT # ADDRESS: -^ 7 /</ ARCHITECT: ENGINEER: CONTRACTOR: INSPECTION DATE: PLAN FILE: BLDG PERMIT: C& OTHER: ( )PBLEDRIVING { )BATCHHANT MAS.BUXX ( )EXP. ANCHOR ( )OtHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR STRUCTURAL STEEL ( ) BOLTS ,JCffl PROBLEM, MATERIAL IDernFK^TK)N, PROGRESS, WOfW REJECTED, REMARKS &JA >/ stt/f K AB wortc, anle^ otherwise noted, complies wtth the approved ptens,and specificatidns and the /I / NAME: (PRINT) CERTIFICATION NO:. SIGNAT GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G HSCONDIDO, CA 92029 (760) 746-4955 EAX (760) 746-9806 CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. AUGUST 11, 2000 SAN DIEGO, CA 2414VineyanlAve. Suite G Escondido, CA 92029 (760) 746-1955 (760) 746-9806 FAX RIVERSIDE, CA 490 E. PrineeUnd CL Suite? Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX • VENTURA, CA 1645 Pacific Ave. Suite 105 thnard.CA 93033 (805)486-6475 (805) 486-9016 FAX • TRACY, CA 242 W. Larch Suite F Tracy, CA 95304 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th SLW. UnitK Lancaster, CA 93534 (661) 726-9676 (661) 726-9676 FAX CTE JOB NUMBER: L.D. MAHLUM P.O. BOX 2225 FALLBROOK, CA. 92088 RE: DAKMIN RESIDENCE PLEASE FIND ENCLOSED COPY (S) OF THE MOST RECENT INSPECTION REPORT (S) WITH REGARDS TO THE ABOVE-MENTIONED PROJECT FOR YOUR INFORMATION. SHOULD YOU HAVE ANY QUESTIONS PLEASE DO NOT HESITATE TO CONTACT OUR OFFICE @ 760-746-4955. RESPECTFULLY SUBMITTED, CONSTRUCTION TESTING & ENGINEERING, INC. CC: CITY' OF CARSBAD, 2075 LAS PALMAS, CARLSBAD, CA. 92009 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ^^CONSTRUCTION TESTING & ENGINEERING, INC GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 24 14 VINEYARD AVENUE, SUITE G ESC ON DIDO CA. 92029 (760) 746-4955 ENGINEERINGJNC DAILY FIELD REPORT Client:Job Number: Job: Name:Day(s): \Q Job Location:Date(s): Gen. Contractor: General Description: ~72~2~^ \727f •*•(<%:'•>»-, i^-f sS!J'*-&&tS&S ^*^-,r X^-r S7*-) . Vyj^/7 ^^7 M>* *A~*^ **-/. L7iC*''f / ///f-^,^^^r ^*-'*~^? C ^^ ^•-+-i./ x•O^ COMMEhfTS/ AREAS OF ADDITIONAL CONCERN DATE: GEQTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746-4955 FAX (760) 746-9806 1645 PACIFIC AVENUE SUIT 105 OXNARD, CA 93033 (805) 486-6475 FAX (805) 486-9016 SOUTH COAST CIVIL ENGINEERING INC. Dave Mahlum PAGE ONE OF ONE SITE: 180 and 190 Juniper Street, Carlsbad, CA RE: Foundation excavation inspection for 12 spread footings. Attn: Dave Mahlum I have inspected the footing excavation and steel reinforcement for 12 spread footings at the above referenced site, and have found it to be conformance with the recommendations made in the soils report. The building pad was prepared in accordance with the soils report. The utility trenches under the foundation have been properly backfilled and compacted. The foundations excavations, the soils expansive characteristics and bearing capacity conform to the soils report. If you have any questions in regard to this matter, please do not hesitate to contact me at 675-9097. Sincerely, _ Russell BerZferier" RCE 44641 Exp 3/31/02 11315 Rancho Bernardo Rd, Ste 130, San Diego, California 92127 (619) 675-9097 City of Carlsbad Building Department May 30, 2000 David Mahlum Dakmin Inc P 0 Box 1720 Carlsbad CA 92008 RE: 3695 GARFIELD STREET ELECTRICAL SERVICE Mr. Mahlum, This is to inform you that I am approving your request and will allow you to provide electrical service via overhead feeders to your project at 3695 Garfield Street. I understand that you will install the conduit for future underground conversion. If you have any further questions, please contact me at (760)602-2721. Sincerely, MICHAEL PETERSON Building Department MP:ra 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 6O2-27OO • FAX (760) 602-8560 City of Carlsbad Developmental Services Attn: Michael Peterson 1635 Faraday Ave. Carlsbad, California, 92008 Mr Peterson, Subject: New electrical service. We have a new building two unit condo project at 3695 Garfield, Carlsbad. Your file number would be SDP 99-12/CDP 99-33 - Dakmin Condos. This site now has a small house with apartment and is serviced with a mid-span overhead electrical wire from SDG&E. According to SDG&E planners, the nearest service pole for underground service for the new building would be across the neighbors property for which we do not have an easement. I am requesting that we be allowed to maintain the present electrical service for the new building. As I discussed with you, we would install the conduit for future underground electric so that the site would be ready when underground service is available. We are ready to submit for final plan check so I would appreciate a prompt reply. Thank you. Sincerely, Jjaus&b David Mahlum David Mahlum Dakmin, Inc. PO Box 1720 Carlsbad, Ca 92008 Telephone: 760-730-3401 CERTIFICATE of COMPLIANCE Project Contractor 1>D. M/rtrfU/tf Address l&O ISO T, Phone 7bO- 73O-S4D1 Contact Plan File #Permit #/76> Lima Bravo # r«t» of WBUCJ tiwi BnvoTHIS CERTIFIES THAT ^» 579 Enterprise St., Escondido, California 92029 IS APPROVED tr THE DEPARTMENT OF BUILDING AMD SAFETY UNDER THE PROVISIONS OF SECTION Zit2£2 OF THE LOS AHQEiEff MUNICIPAL CODE AS A Typ« 1 fabricator of Light Weight it««l Mf>1 Oototer IS. ItflO IHH comnCAii it IK HK»anr or n> cm or u» AMCUI M> MAT K WOMB m AVT Or «• OMMi •( fOm • MHBH & OUHMI «T UMft ************************************************************************ Per U.B.C. Section 306 (a) 4.B, the shop welding and fabrication for this project was done by Lima Bravo (Steel), an approved structural steel fabricator City of Los Angeles Number 909 579 EnterpriseSt Escondido, GA 92029 License #322359 (760) 738-4227 Fax (760) 738-6833 Note: See attached shipper (s) for PC. Mark and description of items covered by this Certificaiton MATERIAL PROCESS Structural: Shapes ^ Plates Tubes Pipe Re-Bar: Grade Studs: *» it Type A Unless otherwise noted, all Electrode used is E70XX Notes:77*5 c°i/*e5 7; t*u*^> n I hereby certify that the Structural Steel herein described was fabricated by Lima Bravo (steel) per A.W.S. D1.1& D1.4 as noted above. Bv /^->^- Pate lr/tl/?tc- Quality Control Officer/Deputy EsGTT Corporation In Partnership with Government for Building Safety DATE: 06/21/00 Q A£EU£ANT JURIS!] JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: cbOO-1176 SET:III PROJECT ADDRESS: 3695 Garfield St. PROJECT NAME: Dakmin Inc. Two Condo Units X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC 06/19/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 4> San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE: 06/06/00 O APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: cbOO-1176 SET:II PROJECT ADDRESS: 3695 Garfield St. PROJECT NAME: Dakmin Inc. Two Condo Units The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Dakmin Inc. P.O.Box 1720, Cartsbad.CA 92018 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dakmin Inc. (Susan) (C&&§ Telephone #: (760) 730-3401 Date contacted: fc-"*-««• (by: &n- ) Fax #: (760) 730-1811 Mail *s Telephone-'" Fax • In Person REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC 05/25/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad cbOO-1176 06/06/OO NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining problem. • Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (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. 8. Walls and floors separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section 310.2.2. Extend one- hour wall all the way to laundry area. 1. Verify the call out for all building and stairs sections. Many sections are mislabeled. For example building sections (A/A-5), (9/A-9),(17/A8),(4/A10), (4/A19) etc. Additional corrections may follow. Details (15/A3.1),(17/A3.1),(23/A16),(22/A16),(4/A7) are not found and detail (1/A-9) is miss referenced. 14. Show roof drains and overflows. Sections 1506.2 and 1506.3. Provide a detail and cross reference to plans. Provide detail and cross reference to plans. STRUCTURAL Note: to facilitate plan check, Please clouds all structural changes (Revisions) on plans. 19. Provide deck construction assembly detail. Specify the thickness of concrete cover. Not submitted. Roof / Deck plan still shows concrete cover. 20. Revise deck dead load. Include weight of concrete cover shown on sheet A-4. Not submitted. Carlsbad cbOO-1176 06/06/00 23. Lateral design as submitted is very hard to follow. Please expand calculations to Provide lateral design for building longitudinal direction. Additional corrections may follow. a) Please expand and organize the lateral design. Show the required shear wall type for all shear walls. b) Revise the R-value used in design of shear walls. Use R=4.5 instead of 5.5 when using plywood and stucco shear walls, per UBC Table 16-N item 1.b. 24. Revise shear walls schedule shown on plans. Shear walls shown on plans does not agree with shear wall provided in calculation. Additional corrections may follow. Not submitted 26. Framing plans sheets A12 and A13 show five moment frames, Provide the following: • Provide calculations (analysis and design) for all steel frames. Additional corrections may follow. • Elevations for all steel frames. Cross reference all steel frames elevation details to framing plans. • Connection of steel beam to floor joist. Not submitted. • Provide moment connection calculation per UBC section 2213.6 item 3.2. Not submitted. Provide calculations. 27. Show all required hold-downs on plans. Not submitted. 28. Cross reference details 21 and 22 on sheet A3.1 to plans. Not submitted. 29. Revise the size of floor joist J3 (revision). Actual span is lager than allowable. See attached. 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. 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 Kal Tumalieh at Esgil Corporation. Thank you. T.T1 Joist Allowable Uniform Lone! - F!or>r Values shown are in pounds per lineal foot (PLF) JOIST? CLEAR :SPAN] •UFL) j»•'wj»'.."t W6jr& w&B** :r,10 • *#l2tf ;414 ,* ••?16 fe *tf8'trf -:20 ."> :22 > ^24*, -^26'^ -'•28 .'i '30 ^^^*TJIWrb~*;>K- • /#"'• ••9W"TJ1»/Pro-.' 5-LIVE-rl •LOAD •P480J 131 80 52 36 26 :fc&'-£t-i{TOTAL-.WAP.: 245 185 148 109 60 62 49 iilWVTJI'/Pro1" ?LIVE> fLOAD; t L/480 .< 88 61 44 32 25 TOTAL LOAD 245 185 148 124 106 82 65 53 44 •*>.i*JK: i.TJW15 DP •.#..;. -. • '•• 9WTjmSDF .LIVE . LOAD; .' L/480 r 143 68 57 39 28 21 16 • f .. • ' TOTAL LOAD 247 166 149 125 107 79 56 42 32 11WTJP/15DF -LIVE : LOAD ,L/48(U 96 67 48 36 27 TOTAL LOAD, 247 186 149 125 107 94 84 71 54 ••:•**••#•-.>;:- A*.*'1 -..**. TJIV250F >-:,-*$&&83ti&fi<; -•:«..* 9W-TJIV25 DF LIVE : LOAD. 'L/480. 100 65 45 32 24 18 14 11 TOTAL LOAD 264 199 160 134 115 90 65 48 36 29 23 11WTJW26DF • LIVE ' LOAD 'L/480 ; 109 76 54 41 31 24 19 15 13 TOTAL LOAD 264 199 160 134 115 101 89 81 62 43 38 31 26 14"TJr»/25DF3 LIVE *•LOAD L/480. 80 59 45 35 28 23 19 */SWTOTAL:LOAD; 264 199 160 134 115 101 69 81 73 67 56 46 38 $)6"TJI»/25DF. £LIVE 5 -LOAD ^L/480 80 62 48 39 31 26 TOTAL LOAD 264 199 160 134 115 101 89 81 73 67 62 58 51 JOIST CLEAF .SPAN '*&) '$:-£*:• -y.Vo-*-*O. '",10" 12 ,1.4riiC !'£18< "20': ^22? -;24? 26. 28. 30 j JOIST ? CLEAR SPAN. *&fj -Xf 6 fcf^ ..$J*^ '4lio..^ ®iiVi •^14*i; gftfc i^ iSi'e^ ^•20'.'^* £22% ^i'24"^ ^6^^af'-g;:^o^ ^32^^.34>? .rt,36'jfc 11%"-TJI»/35 DF -LIVE f LOAD: •L/480., 95 68 51 39 30 24 20 16 14 TOTAL ;LOAD 302 228 183 153 131 115 102 92 78 6.1 49 39 32 27 ^ TJW35DF ^^ ^W^HHraffDF SLIVE , 'LOAD f.U480. 99 74 57 44 35 29 24 20 TOTAL LOAD 302 228 183 153 131 115 102 92 84 77 71 57 47 39 16"TJIV35DF LIVE LOAD .L/480 77 60 48 39 32 27 TOTAL LOAD 302 228 183 153 131 115 102 92 84 77 71 66 62 53 TJMKS5DF 11WTJIV55 DF LIVE LOAD L/480 136 99 74 57 45 36 29 24 20 17 TOTAL LOAD 437' 329* 265' 221" 190" 166' 148* 133* 114" 89 71 58 47 40 33 ^14"TJI LIVE LOAD . U48C-1 141' 107 82 65 52 42 35 29 24 20 •/55DF TOTAL LOAD 437* 329* 265' 221' 190' 166' 148* 133* 12T 111' 103' 64 69 57 48 41 16"TJI*/55DF LIVE LOAD .L/480 110" 87 69 56 47 39 33 28 TOTAL LOAD 437' 329' 265' 221* 190" 166' 148- 133* 121* nr 103* 95- 89" 77' 65 56 JOISTS CLEAR SPAN .. ?<#» &W&^*m *3iioB ^12^ Ha'4^ '^fe'Biswisi MP ^28.^ •^2B GENERAL NOTES: 1. Load capacity assumes no composite action provided by sheathing. 2. These values reflect the most restrictive of simple span or multiple span applications. 3. Web stiffeners are required if the sides of the hanger do not laterally support the TJI * joist top flange. Web sliffeners are also required at all TJI / joist hanger locations where joist reactions exceed 1200 pounds. FLOOR JOIST SIZING: 4. To size a joist for use in a floor, it is necessary to check both live load and total load. When live load is not shown, total toad will control. 5. Total Load column limits joist deflection to L/240. Live load column is based on joist deflection of L/480. 6. For live load deflection limits of L/360 (minimum code criteria), multiply value in live load column by 1.33. The resulting live load shall not e c^ total load shown. PSF TO PLF CONVERSION TABLE Load In pounds per lineal foot (PLF) IBS. PER SQUARE FOOT..(PSF)& 20 27 32 40 25 34 40 50 30 40 48 60 35 47 56 70 40 54 64 80 n — 4 A 45 EsGil Corporation In Partnership with Government for Building Safety DATE: 04/07/00 O-APPUCANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: cbOO-1176 SET:I PROJECT ADDRESS: 3695 Garfield St. PROJECT NAME: Dakmin Inc. Two Condo Units 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. The applicant's copy of the check list has been sent to: Dakmin Inc. P.O.Box 1720, Carlsbad.CA 92018 , Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dakmin Inc. Telephone #: (760)737-3401 fi Date contacted:H ('O/oo (by: ^ ) Fax #: Mail ^ Telephone ^ Fax In Person REMARKS: By: Kal Tumalieh M, Enclosures: Esgil Corporation D GA D MB D EJ D PC 03/30/00 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Carlsbad cbOO-1176 04/07/00 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: cbOO-1176 PROJECT ADDRESS: 3695 Garfield St. FLOOR AREA: 4285 (Dwelling) 827 Deck REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 03/29/00 DATE INITIAL PLAN REVIEW COMPLETED: 04/07/00 JURISDICTION: Carlsbad STORIES: Two HEIGHT: 30 Ft ( Appr. per UBC) DATE PLANS RECEIVED BY ESGIL CORPORATION: 03/30/00 PLAN REVIEWER: Kal Tumalieh 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 ordinance 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. Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. 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 vou submit the revised plans. Carlsbad cbOO-1176 04/07/00 • Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (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. NOTE: Plans as submitted are incomplete. Submit a complete set of drawings. The following are only sample corrections. Additional corrections may follow. 1. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 1998 edition of the California Building Code (Title 24), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. Revise note 1 on sheet A-2. 2. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. REQUIRED SPECIAL INSPECTIONS 3. In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REMARKS • SOILS COMPLIANCE PRIOR TO • FOUNDATION INSPECTION • STRUCTURAL CONCRETE • OVER 2500 PSI • FIELD WELDING • MOMENT FRAME CONNECTIONS (SEISMIC ZONES 4 ONLY) • HIGH-STRENGTH BOLTS Carlsbad cbOO-1176 04/07/00 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 5. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Doors and enclosures for bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. For example at master bath for building B. 6. Walls and floors separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section 310.2.2. 7. Door schedule is not found. Provide a complete door schedule. Additional corrections may follow. 8. Verify the call out for all building and stairs sections. Many sections are mislabeled. For example building sections (A/A-5), (9/A-9),(17/A8),(4/A10), (4/A19) etc. Additional corrections may follow. 9. Provide a guardrail detail and cross reference to plans per UBC (Section 509.1). Show the following: a) A height of 36". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. c) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". 10. Provide a guardrail detail and calculation for glass guardrail per UBC chapter 24. For example at stairs landing and upper deck. 11. Provide a handrail detail and cross reference to plans per UBC (Section 1003.3.3.6).PIease show the following: a) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. b) Ends of handrails shall be returned or shall have rounded terminations or bends. Carlsbad cbOO-1176 04/07/00 12. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction. Section 1003.3.3.9. For example over shelf and pole. 13. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of % inch per foot for drainage. Section 1402.3. 14. Show roof drains and overflows. Sections 1506.2 and 1506.3. Provide a detail and cross reference to plans. 15. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. 16. Garage requires one-hour fire protection on the garage ceiling common to the dwelling. Table 3-B, Section 302.4.Revise Building sections (A/A8) and (B/A8). Provide the following: a) Provide 2 layers of 5/8" type "X" Gyp. Boards on ceiling per UBC table 7-C. b) Provide2 layers of 1/2" of type "X" Gyp. Boards for TJI floor joists, per ICBO approval for TJI. STRUCTURAL 17. Project engineer of record to review and stamp trusses layout plan (or provide a letter) manufacturer roof truss drawings. 18. Revise foundation detail (3/16). Revise foundation depth per soil report. 19. Provide deck construction assembly detail. Specify the thickness of concrete cover. 20. Revise deck dead load. Include weight of concrete cover shown on sheet A-4. 21 .Verify the size of all beams. For example revise beam B24. Size shown on plans does not agree with calculations. Additional corrections may follow. 22. Lateral design as submitted is very hard to follow. Please expand calculations to Provide lateral design for building longitudinal direction. Additional corrections may follow. 23. Revise shear walls schedule shown on plans. Shear walls shown on plans does not agree with shear wall provided in calculation. Additional corrections may follow. Carlsbad cbOO-1176 04/07/00 24. Show all required shear walls on plans. For example show location of all second floor shear walls on plans. 25. Show shear wall detail shown on calculation page 47 on plans. 26. Framing plans sheets A12 and A13 show five moment frames, Provide the following: 27.Size all of all steel beams and columns. 28. Elevations for all steel frames. 29. Moment connection details. 30. Connection of steel frame to foundation. 31. Connection of steel beam to floor joist. 32. Provide moment connection calculation per UBC section 2213.6 item 3.2. 33.Show all required hold-downs on plans. • MECHANICAL (UNIFORM MECHANICAL CODE) 34. Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree elbows. UMC, Section 504.3.2. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 35. Electrical plans are not submitted. Provide a complete electrical plans. The following are sample corrections. Additional corrections may follow. 36. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. 37. Show on the plan that ground-fault circuit-interrupter protection complies with NEC Art. 210-8, which reads as follows: 38. All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, outdoors, and kitchen counters. 39.Show on the plan that receptacle outlets In hallways comply with NEC Art. 210-52(h), which reads as follows: Carlsbad cbOO-1176 04/07/00 40. For hallways of 10 feet or more in length at least one receptacle outlet shall be required. • PLUMBING (UNIFORM PLUMBING CODE) 41. Show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5 • NOISE INSULATION (DUPLEXES) 42. Show details of duplex common (party) walls and floor/ceiling assemblies to achieve a Sound Transmission Class (STC) rating in walls of 50 decibels and an Impact Insulation Class (IIC) rating on floor/ceiling of 50 decibels. Title 24. 43. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust ducts shall be sealed, lined, or insulated to maintain required sound transmission rating. Title 24. 44. Provide insulation in walls and ceiling to achieve STC of 50 between garage and living area if garage use is not controlled by resident. Title 24. 45. Cross reference details 21 and 22 on sheet A3.1 to plans. CITY OF CARLSBAD SPECAIL REQUIREMENTS: 46. Note on the plans overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. 47. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 48. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 49. Note on plans all piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). Carlsbad cbOO-1176 04/07/00 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 a 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 Kal Tumalieh at Esgil Corporation. Thank you. Carlsbad cb 00-1176 04/07/00 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 Here Signed 1. List of work requiring special inspection: G Soils Compliance Prior to Foundation Inspection Q Field Welding D Structural Concrete Over 2500 PSI G High Strength Bolting Q Prestressed Concrete Q Expansion/Epoxy Anchors D Structural Masonry D Sprayed-On Fireproofing n Designer Specified D 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. Carlsbad cbOO-1176 04/07/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kal Tumalieh BUILDING ADDRESS: 3695 Garfield St. BUILDING OCCUPANCY: R3/U-1 PLAN CHECK NO.: cbOO-1176 DATE: 04/07/00 TYPE OF CONSTRUCTION: VN BUILDING PORTION 2 Condo Units Deck Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft-2) 4285 827 VALUATION MULTIPLIER City Est. City Est. VALUE ($) 357,366.00 D 199 UBC Building Permit Fee [x] Bldg. Permit Fee by ordinance: $ 1,524.08 D 199 UBC Plan Check Fee Kl Plan Check Fee by ordinance: $ 990.65 Type of Review: £3 Complete Review Q Structural Only d Hourly O Repetitive Fee Applicable [D Other: Esgil Plan Review Fee: $ 792.52 Comments: City Valuation Sheet 1 of 1 macvalue.doc 5196 City of Carlsbad ^r V^^^VMPV^^^WV^^^^M^Hi^^^^P^^^HH^^^^^^^^^^^Ki^^^^HPublic Works — Engineering DATE: BUILDING PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: BUILDING PLANCHECK CHECKLIST PLANCHECKNO.: CB ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. |jk Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please seaxthej attached report of deficiencies marked witn D. Make necessary corrections to plans or speciffcaliofls for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: Date: Date: By: By: By: FOR OFFICIAL USE ONLY GINEERING AUTHORIZATION TO ISSUE BUILDING PERMI] Date: ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue Phone: (760)602-2741 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (76O) 602-272O • FAX (76O) 6O2-8562 .jSTv^^grtD/ 3R Q Q Q Q -^Q Q Q BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: h Arrow Existing & Proposed Structures Street Improvements ^U. Property Lines -E^~~Easements •FT^Right-of-Way Width & Adjacent Streets Gr^briveway widths 2. Show on site plan: A. Drainage Patterns 1 . Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography 3. Include on title sheet: Site address 'B^Assessor's Parcel Number Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION a Q DISCRETIONARY APPROVAL COMPLIANCE Q I 4a. Project does not comply with the following Engineering Conditions of approval for / Project No. ^ ^ o ^Q - c V 4b. All conditions are in compliance. Date H:\WORD\FARMERAKATHYyi4ASTERSauilding PlanctWCk CUM BP0001 Form KF.dOC BUILDING PLANCHECK CHECKLIST iST/ND/ o DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:Date: rj IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: rj 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the'property and processing fee of $ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: H:\WOWWAfUriER\KATHY\MASTERS\Buidlng Ptancfwdt CW»t BPO001 Forni KF.doC BUILDING PLANCHECK CHECKLIST ord/ Q 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. Q Q Q 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: _ Date: Q Q Q 11.NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. /Q Q Q 12. Q Required fees are attached Q No fees required Q Q Q 13. Local Facilities Management Zone Transportation Fee Agmt Signed. Q Q Q 14. Additional Comments: H:\WORD\FARMER\KATHYtolASTERS\Buldlna Planch** CMst BP0001 Forni KF.doc ENGINEERING DEPARTMENT -*'** r ^ ^ "/ FEE CALCULATION WORKSHEET (HS 99- I ( D Estimate based on unconfirmed information from applicant. ^-— \ D Calculation based on building plancheck plan submittal. Address: <^Xffyf> L&W *<-&tjL~*~ Bldg. Permit No. Prepared by: /t->7>7 /^ Date: Checked by: Date:Tj ^ /_/EDUXALCULATION& List types and square footages for all uses.f J""1*'-"' f . j^**™1 • ./"j* • types of Use: ( fi~?i&t4}~~:* Sq. Ft./tfmts; V x ^""^Types of Use: Sq. Ft./Units: EDU's: APT CALCULATIONS: List types and square footages for all uses. / ^/j^£t^ " S / s^ tfJ/i // •f' tiMft&*//'^r Types of Use: (^~K.f>C^~^ Sq. Ft./tinita^^ CW&tf'ff ADT's: Types of Use: Sq. Ft./Units: ' ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO a 1. PARK-IN-LIEU FEE PARK AREA & #: /) FEE/UNIT: - X NO. UNITS:a 2. TRAFFIC IMPACT FEE ADT's/UNITS: / * X FEE/ADT: = il/lufa fa M4&? ZONE TRANSPORTATION ADT'S X $10 =$ £2* D D 3. BRIDGE AND THOROUGHFARE FEE ADT's/UNITS: 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: (DIST. #1 DIST. #2 DIST. #3 ) X FEE/ADT: = $ ^^ ZONE: X FEE/SQ.FT./UNIT: =$ 0 D $. SEWER FEE PERMIT No. EDU's: x_ X FEE/EDU:. BENEFIT AREA: • ' DRAINAGE BASIN: EDU's: X FEE/EDU: D 6. SEWER LATERAL ($2,500) D 7. DRAINAGE FEES PLDA : HIGH /LOW ACRES: X FEE/AC: TOTAL OF ABOVE FEES*: $ +NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. City of Carlsbad v V^^WVPm^MHBHHI^H^^^P^BHI^B^MHHHM^^HiHPublic Works — Engineering January 10,2000 Dakmin, Inc. Attn: Susan Garfin PO Box 1720 Carlsbad CA 92018 PROPOSED MINOR SUBDIVISION NO. MS 99-11, DAKMIN MINOR SUBDIVISION A preliminary decision has been made, pursuant to Section 20.24.120 of the City of Carlsbad Municipal Code, to approve the tentative parcel map of the proposed minor subdivision subject to conditions that follow in this letter. Unless specifically stated in the condition, all of the following conditions, upon the approval of this tentative parcel map, must be met prior to approval of a final parcel map or certificate of compliance. Prior to issuance of any building permit, the developer shall comply with the requirements of the City's anti-graffiti program for wall treatments if and when such a program is formerly established by the City. 2. Approval of MS 99-11 is granted subject to the approval of CP 99-12/CDP 99- 33/SDP 99-12. MS 99-11 is subject to all conditions of approval contained in CP 99- 12/CDP 99-33/SDP 99-12. 3. \ The developer shall provide the City with the approved tentative parcel map. The map shall be to scale on a reproducible 24" x 36" xerox mylar or photo mylar. It shall reflect the conditions of approval by the City. The reproducible shall be submitted to the City Engineer, reviewed and signed by the City's project engineer and project planner prior to submittal of the building plans, final map, improvement or grading plans, whichever occurs first K The developer shall defend, indemnify and hold harmless the City and its agents, officers, and employees from any claim, action or proceeding against the City or its agents, officers, or employees to attack, set aside, void or null an approval of the City, the Planning Commission or City Engineer which has been brought against the City within the time period provided for by Section 66499.37 of the Subdivision Map Act. The net developable acres shall be shown for each parcel, "e developer shall pay all current fees and deposits required. The owner of the subject property shall execute an agreement holding the City harmless regarding drainage across the adjacent property. 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (76O) 431-5769 January 10, 2000 MS 99-11 DAKMIN MINOR SUBDIVISION 8. I Prior to approval of any grading or building permits for this project, the owner shall give written consent to the annexation of the area shown within the boundaries of the subdivision into the existing City of Carlsbad Street Lighting and Landscaping District No. 1 ,on a form provided by the City. The owner shall make an offer of dedication to the City for all public streets and easements required by these conditions or shown on the tentative parcel map. The offer shall be made by a certificate on the final map or by separate document if a certificate of compliance is filed for this project. All land so offered shall be granted to the City free and clear of all liens and encumbrances and without cost to the City. Streets that are already public are not required to be rededicated. to hauling dirt or construction materials to or from any proposed construction site within this project, the developer shall submit to and receive approval from the City Engineer for the proposed haul route. The developer shall comply with all conditions and requirements the City Engineer may impose with regards to the hauling operation. Parcel Map Notes 11 .Unless a certificate of compliance is recorder in lieu of a parcel map, note(s) to the following effect(s) shall be placed on the parcel map as non-mapping data: 1 la. Building permits will not be issued for development of the subject property unless the District Engineer determines that sewer facilities are available. Code Reminder 12.The tentative parcel map approval shall expire thirty-six (36) months from the date of the letter containing the final decision for tentative parcel map approval. 13. The project is approved under the express condition the developer pay the additional public facilities fee in accordance with City Council Resolution No. 9169 adopted July 28, 1987 and as amended from time to time. The developer further agrees to pay any development fees established by the City Council pursuant to Chapter 21.90 of the Carlsbad Municipal Code. The developer's written agreement to pay said fees is on file with the office of the City Clerk and is incorporated herein by this reference. If the fees are not paid, this application will not be consistent with the General Plan and approval for this project shall be void. The developer may request a review of the preliminary decision with the City Engineer in writing within ten (10) days of the date of mis letter. Upon such written request the City Engineer shall arrange a time and place with the developer for such review. The City Engineer has reviewed each of the exactions imposed on the developer contained in these conditions of approval, and hereby finds, in this case, that the exactions are imposed to January 10,2000 MS 99-11 DAKMIN MINOR SUBDIVISION mitigate impacts caused by or reasonably related to the project, and the extent and degree of the exaction is in rough proportionality to the impact caused by the project. If you have any questions regarding the engineering conditions, you may contact David Rick at telephone (760) 438-1161, extension 4324. ROBERT J. WOJCIK Deputy City Engineer c: (letter only) file David Rick, Assistant Engineer Greg Fisher, Assistant Planner D D D D D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner APN: Address Phone (760) 602- Type of Project & Use: A/en/ (J2MX}*) Net Project Density: DU/AC Zoning: f^~> General Plan: r n Facilities Management Zone: ' CFD (in/out) #. Circle One .Date of participation:,Remaining net dev acres:_ (For non-residential development: Type of land used created by this permit: ) Legend: [x Item Complete Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? if not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES If California Coastal Commission Authority: Contact them at - 3111 Camino^el Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES V NO. If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions; 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BidgPlnchkRevChklst n n n n n n n n n Inclusionary Housing Fee required: YES (Effective date of Inclusionary Housing Ordinance - May 21,1993.) NO Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: • 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures^ streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. [J 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Required Required Required Required n D 3- Lot Coverage:Required Shown Shown Shown Shown /. ccessory structure setbacks: Front Interior Side: Street Side^"^ Required Required Stcuture separation: Required n 4. Height:/Required ffl) D D 5- Parking: Spaces Required Guest Spaces Required D D D Additional Comments Shown Shown Shown / OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN\COUNTER\BldgPlnchkRevChklst DATE * STRUCTURAL DESIGN * 62T7 CAMINITO CARRENA SAN DIESO, CA ^2122 - 3415 Phone .- (£>5£>) 535 - PAGE No.OF NOTE : STRUCTURAL CALCULATIONS FOR PROJECT : PROJECT No. = 00-05 CLIENT : THIS SIGNATURE IS TO BE A WET SIGNATURE, NOT A COPY. APPROVED BY : MATERIALS CONCRETE REINFORCING STEEL STRUCTURAL STEEL MASONRY MORTAR 6ROJT LUMBER PLTH2CD * SLUE-LAM BEAMS ANCHOR BOLTS BASIS FOR DESIGN EUILDINSCODE * SEISMIC ZONE * WIND LOAD -k ROOF LIVE LOAD * FLOOR LIVE LOAD * ALLOWABLE SOIL BEARING * STRUCTURAL DESIGN * 62T7 (SAMINITO CARRENA SAN DIESO, C-A ^2122 - 3415 Phone : (few; 535 - <H<n PAGE No-OF PROJECT : PROJECT No. 00—02/S/ DATE : 5/5" 'BY : CONTENT: ITEM Page Nc?. H ARAB OR Engineering * STRUCTURAL DESIGN * 6277 Caminito Carrena San Diego, CA 92122-3415 Phone : (858) 535-9797 Title: Dsgnr: Description: Scope: Job# Date: 8:37AM, 6 MAY 00 R«v: II WTOUMTT KW-W017. V« J.1.3. 21-I.U-IW9. Win32(a) 1983-99 ENERCALC General Timber Beam Page 1 Description D Str Aptms. General Information--—^—^ Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name ( 3.125x10.5 J Center Span Beam Width ^^-^^^ __^/3.12Sin Left Cantilever Beam Depth "P 10.500 in Right Cantilever Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow Load Dur. Factor 1 .000 Fv Allow Beam End Fixity Pin-Pin Fc Allow E 4.00ft Lu ft Lu ft Lu 2,400.0 psi 165.0psi 560.0 psi 1 ,800.0 ksi 1.00 ft 0.00 ft 0.00 ft Full Lengh Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 1 35.00 #/ft #/ft #/ft LL LL LL 450.00 #/ft #/ft #/ft Point Loads Dead Load 2,547.0 Ibs Live Load Ibs ...distance 0.500 ft s ««««sssta;KKi««ibM,v;»i-s;»K«««i;M \ Summary | Span= 4.00ft, Beam Width = 3 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 465. 13 psi Fb 2,392.63 psi Deflections 1,631.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ibs 3.500ft 0.000ft 0.000ft 0.000ft 125in x Depth = 10. Sin, Ends are Pin-Pin 0.998 ; 1 2.2 k-ft Maximum Shear * 1 . 1 1 .4 k-ft 2.23 k-ft at 1.808ft 0.00 k-ft at 4.000 ft 0.00 k-ft 0.00 k-ft 11-45 Reactions... fv 164.69 psi LeftDL Fv 165.00 psi Right DL Allowable Shear: Camber: 5 @ Left @ Right @Left Ibs Ibs Ibs Ibs 0.000 ft 0.000ft Beam Design OK 5.4 k 5.4 k 3.60 k 2.92k 0.000 in ©Center 0.012 in 2.70 k 2.02k @ Right Max Max 0.000 in 3.60 k 2.92k b »^^»KW»W»™»™»»SW™^X«»^^ Center Span... Deflection ...Location ...Length/Den Stress Calcs -0.008 in 1.952ft 6,035.7 -0.01 3 in 1 .968 ft 3,771.58 Deflection ...Length/Oef! Right Cantilever... Deflection ...Length/Defl 0.000 in 0.0 0.000 in 0.0 «™™™™«rfJHSS3M!nHHHS 0.000 in 0.0 0.000 in 0.0 Bending Analysis Ck 22.210 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 2.059 ft 5.155 Max Moment 2.23 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 5.40 k 32.750 in2 165.00 psi 3.60 k 2.92 k Sxx 57.422 in3 Ci 0.997 S-Xx_Req'd 11.16in3 0.00 in3 0.00 in3 @ Right Support 4.37k 26.505 in2 165.00 psi Bearing Length Req'd Bearing Length Req'd Area 32.813 in2 Allowable fb 2,392.63 psi 2,400.00 psi 2,400.00 psi 2.059 in 1.666 in * STRUCTURAL DESIGN * 62TT CAM INI TO CARRENA SAN DIESO, CA =12122 - 3415 Phone = (2>5S>) 535 - PAGE No.OF PROJECT PROJECT No. DATE : 5S BY RAFTERS, JOISTS, HEADERS & BEAMS ELEM MARK LOCA TION SPAN (ft)LOAD DURATIONFACTORELEMENT SIZE REACTION ribs; ¥^ 70 1.2 fe 3.5 I.2S 5,5 = 77,* 1.0 *16.5 77.* ff l.o 16 l.o 66.5 &1,0 - The US 10 16.5*\<0 37 6 * STRUCTURAL DESIGN * 62TT CAMINITO CARRENA SAN DIESO, CA ^2122 - 3415 Phone = (&5S>) 535 - PAGE No. O OF ty PROJECT : Gr&Ff&t'D £hr- Apfw> /$i PROJECT No. 0O~C ^DATE : S/S/'Z-OOO >3 /$/ BY : fat}> RAFTERS, JOISTS, HEADERS & BEAMS ELEM MARK LOCA TION SPAN LOAD DURATIONFACTORELEMENT SIZE REACTION ribs; 1,0 1.0 (P faV lo €>/&'*&// t^1,0 62,2. r<£~- te 1,0 #7 l.o 6; C1™** i ' 1,0 1 6 STRUCTURAL DESIGN < 62T7 CAMINITCJ CARRENA SAN DIESO, CA 32122 - 3415 Phone , (£>5&) 535 - PAGE No.OF PROJECT PROJECT No. 00-03 DATE : 't BY : Mtf BEAMS. ELEM MARK LOCA TION SPAN (ft)LOAD RATIONACTORELEMENT SIZE REACTION Clbs^ $>\0 lo 1651 B.I -X 1.0 5,5 3(3 5.5'1.0 4F H&i- l.o .0 03** STRUCTURAL DESIGN * 62T7 CAMINITO CARRENA SAN DIE<SO, CA <12I22 - 3415 Phone : (&5S>) 535 - PAGE No.7 OF /f PROJECT : PROJECT No./ Sf BY : BEAMS. ELEM MARK LO£A TION SPAN LOAD (p\t) ELEMENT SIZE REACTION 3(3 g 399 /,* fiai Bfla. LO 1352. ' STRUCTURAL DESIGN • 62T7 CAMINITO CARREMA SAN DIESO, CA q2!22 - 3415 Phcnc , (&5&) 535 - PAGE No.OF PROJECT PROJECT No DATE :BY : M-ff ) ROODIAPHRAGM DESIGN ur *V* PHRAOM USE : Plywood (Panel INCPE " o.c-. boundary nail " o.c. edge nailing [O c.c. Field nailing and a\\ supported edges blocked. M USE common wire noils - ONLY. (For Plywood Panel lay-out use (Diaphragm Capacity =255" ROOF CHORE'S T =w L" £> b USE 2 - 2 x f with Type (minj For ROOF CHORDS _g " Chord Splices. STRUCTURAL DESIGN ' 62TT CAMINITO £ARRENA SAN DIESO, CA =12122 - 3415535 - PAGE No.OF PROJECT : PROJECT No. G°-0*._l_5l DATE :BY :J "X DETERMINE MAXIMUM LATERAL FORCE for EVERY SHEAR WALL SHEAR WALL LOCATIO Length ft Height LATERAL LOAD CALCULATION (2,25 I0 \ 7,25-lo S.S IS' /o 5,5' STRUCTURAL DESIGN * GAMINITO GARRENA SAN PIE^O, CA «O22 - 3415 Phcn« = C6H; 535 - PAGE No.10 OF PROJECT :5fcr. PROJECT No. DATE : /S/ BY :^/ '"S DETERMINE MAXIMUM LATERAL FORCE for EVERY SHEAR WALL SHEAR WALL LOCATION Length ft Height ft LATERAL LOAD CALCULATION 12.25 \f* 7.751 y- 10 5W/9 =H- 10 H A R A B O R ENGINEERING * STRUCTURAL DESIGN * 6277 Caminito Carrena San Diego, CA 92122 - 3415 Phone : (619) 535-9797 PAGE No.OF PROJECT : GARFIELD Str. Aptms. Project No.: 00-03/S1 Date : 5 / 5 / 2000 BY : MH * * * WALL INPUT WALL WIDTH, FTG. Extended, First Floor Height, Cantilever Height, Stem wall Height, Stem wall Width, FTG. Width, FTG. Thick. , WALL DL , Additional DL @ ROOF, Concentrated DL @ ROOF LAT. Load @ ROOF, SEISMIC ? (y/n Allow, soil pressure, ft Wall OPENINGS ft ft * * * FTG. DESIGN f c 2.50 ksi ; fy = d selected = *** USE 2 # LAT. ANALYSIS - ONE LEVEL * * * SW4 ft = 5.00 ft = 0.00 ft =10.00 ft = 0.00 ft = 0.00 ft = 0.00 ft = 0.00 ft = 0.00 psf = 12.0 plf = 90 , Ibs = 432 Ibs = 1231 ) =N psf = 0 »w» »H" : 0.00 0.00 : 0.00 0.00 : 0.00 0.00 * * * 60 ksi 14.0 in 4 OUTPUT Actual Shear-wall, plf = UPLIFT for WIND, kips = UPLIFT for SEISMIC, kips = (If negative, holdown req. ) TOTAL OVERTURNING MOM., k*ft = TOTAL RESISTING MOM., k*ft = OverTurning SF = 0.39 > SOIL PRESS. = ERR < 0 e = 6.43 ; b/6 = 0.83 L ' = ****** * * * FTG. DESIGN * * * FTG. Bending, M = ERR d req. = ERR in As req. = ERR sq. in fc = ERR ksi < 1.50 fs = ERR ksi < 39.90 246 -2.7 N/A 12.3 4.8 1.5 psf ft ft k*ft - ksi ksi * * * WALL LAT. ANALYSIS - ONE LEVEL * * * SW5 INPUT WALL WIDTH, FTG. Extended, First Floor Height, Cantilever Height, Stem wall Height, Stem wall Width, FTG. Width, FTG. Thick. , WALL DL , Additional DL @ ROOF, ft = 5.50 ft = 0.00 ft =10.00 ft = 0.00 ft = 0.00 ft = 0.00 ft = 0.00 ft = 0.00 psf =12.0 plf = 54 Concentrated DL @ ROOF, Ibs = 432 LAT. Load @ ROOF, SEISMIC ? (Y/n) Allow, soil pressure, ft : Wall OPENINGS ft : ft : * * * FTG. DESIGN f'c 2.50 ksi ; fy = d selected *** USE 2 # Ibs = 1089 =N psf = 0 »w» »H» 0.00 0.00 0.00 0.00 0.00 0.00 * * * 60 ksi 14.0 in 4 OUTPUT Actual Shear-wall, plf = UPLIFT for WIND, kips = UPLIFT for SEISMIC, kips = (If negative, holdown req.) TOTAL OVERTURNING MOM., k*ft = TOTAL RESISTING MOM., k*ft = OverTurning SF = 0.46 > SOIL PRESS. = ERR < 0 e = 5.98 ; b/6 = 0.92 L1 = -9.69 * * * FTG. DESIGN * * * FTG. Bending, M = ERR d req. = ERR in As req. = ERR sq. in. fc = ERR ksi < 1.50 fs = ERR ksi < 39.90 198 -2.1 N/A 10.9 5.0 1.5 psf ft ft k*ft ksi ksi H A R A B O R ENGINEERING * STRUCTURAL DESIGN * 6277 Caminito Carrena San Diego, CA 92122 - 3415 Phone : (619) 535-9797 12.PAGE No, '*— OF /7 PROJECT : GARPIELD Str. Aptms. Project No.: 00-03/S1 5 / 5 / 2000 BY : MHDate * * * WALL LAT. ANALYSIS - ONE LEVEL * * * SW6 INPUT WALL WIDTH , FTG. Extended, First Floor Height, Cantilever Height, Stem wall Height, Stem wall Width, FTG. Width, FTG. Thick. , WALL DL , Additional DL @ ROOF, ft =10.50 ft = 0.00 ft =10.00 ft = 0.00 ft = 0.00 ft = 0.00 ft = 0.00 ft = 0.00 psf = 12.0 plf = 90 Concentrated DL @ ROOF, Ibs = 432 LAT. Load @ ROOF, SEISMIC ? (y/n) Allow, soil pressure, ft : Wall OPENINGS ft : ft : * * * FTG. DESIGN f'c 2.50 ksi ; fy = d selected = *** USE 2 # Ibs = 1515 =N psf = 0 »w» »H" 0.00 0.00 0.00 0.00 0.00 0.00 * * * 60 ksi 14.0 in 4 OUTPUT Actual Shear-wall, plf = UPLIFT for WIND, kips = UPLIFT for SEISMIC, kips = (If negative, holdown req.) TOTAL OVERTURNING MOM., k*ft = TOTAL RESISTING MOM., k*ft = OverTurning SF = 1.06 > SOIL PRESS. = ERR < 0 e = 4.94 ; b/6 = 1.75 L' = 0.94 * * * FTG. DESIGN * * * FTG. Bending, M = ERR d req. = ERR in As req. = ERR sq.in fc = ERR ksi < 1.50 fs = ERR ksi < 39.90 144 -0.6 N/A 15.2 16.1 1.5 psf ft ft k*ft ksi ksi * * * WALL LAT. ANALYSIS - ONE LEVEL * * * SW22 INPUT WALL WIDTH, FTG. Extended, First Floor Height, Cantilever Height, Stem wall Height, Stem wall Width, FTG. Width, FTG. Thick., WALL DL , Additional DL @ ROOF, Concentrated DL @ ROOF, LAT. Load @ ROOF, SEISMIC ? (y/n) Allow, soil pressure, ft : Wall OPENINGS ft : ft : * * * FTG. DESIGN f'c 2.50 ksi ; fy = d selected = *** USE 2 # ft = 5.50 ft = 2.75 ft =10.00 ft = 0.00 ft = 0.00 ft = 1.50 ft = 1.50 ft = 1.50 psf = 12.0 plf = 78 Ibs = 432 ibs = 1755 =N psf = 1000 "W" "H" 0.00 0.00 0.00 0.00 0.00 0.00 * * * 60 ksi 14.0 in 4 OUTPUT Actual Shear-wall , plf = UPLIFT for WIND, kips = UPLIFT for SEISMIC, kips = (If negative, holdown req.) TOTAL OVERTURNING MOM., k*ft = TOTAL RESISTING MOM. , k*ft = OverTurning SF = 1.51 > SOIL PRESS. = 1326 < 1330 e = 3.64 ; b/6 = 1.83 L' = 5.57 * * * FTG. DESIGN * * * FTG. Bending, M = 7.52 d req. = 5.98 in As req. = 0.24 sq.in. fc = 0.21 ksi < 1.50 fs = 18.06 ksi < 39.90 319 -3.8 N/A 20.2 30.5 1.5 psf ft ft k*ft ksi ksi STRUCTURAL DESIGN * 62T7 CAMINITO CARRENA SAN 0\E&O, CA -32122 - 3415 Phcnc : (S>5&) 535 - PAGE No.OF PROJECT : PROJECT No. 00-03 DATE : 5/&/-Z0&Q BY SHEAR WALLS DESIGN Q^ X O < i- _t "3) _l Q- USE s. w. TYPE HOLDOWNS FOOTINGS z Qi 0 UJ I" X A CV S> is 3 121 A or & 2,7 t 5 A Ofl B A or" B • STRUCTURAL DESIGN ' 62TT CAMINITO CARRENA SAN U\ESO. CA ^2122 - 34)5 Phone : (&5£>) 535 - PAGE No OF PROJECT PROJECT No. DATE :BY r SHEARHALL5Kfa ^ V 2: O -s LOCATCLEVELV K < ^ ^^»n 319 SHEAR WALLS DESIGN. t-y= *«_l Q_ ^5 -3.g USE: s. w. TYPE J> HOLDOWNS -ffesA ^A^ €<Wt -to<^- FOOTINGS tf>/g* *^2»fe A r^^ fyteetfat p'-ey r ^TfL <&£& * tf 01LJ r-SHEARTRANSFCONNEO1J STRUCTURAL DESIGN * 6211 CAMIN1TO CARRENA SAN PIEtSa CA «12I22 - 3415 Phone : f&5£.> 535 - =JO£> * -O f f 1 NOTE : THIS SUPPLEMENT WAS NECESSARr IN ORDER TO PROVIDE ADDITIONAL CALCULATIONS AND SOLUTIONS AS REQUESTED Br THE PLAN CHEC< EH6INEER. STRUCTURAL CALCULATIONS FOR PROJECT : 2- FR2JECT No. : 00 - <93 S2. CLIENT :Gi&e - MARAIBOR EWISIIINI THIS SIGNATURE IS TO BE A WET SIGNATURE, NOT A COPY. APPROVED MATERIALS :BASIS FOR DESIGN : * CONCRETE BUILDIHSCOPE * REINFORCING STEEL * SEISMIC ZONE * STRUCTURAL STEEL * WIND LOAD MA50NRY * MORTAR ROOF LIVE LOAD * PLOOR LIVE LOAD PLTTHOOD ALLOWABLE SOIL BEARING * 6LL^E-LAM BEAMS * ANCHOR DOLTS ULL V. X" N f STRUCTURAL DESIGN < 62T7 6AMINITO CARRENASAN oteeo, CA ^2122 - 3415 PROJECT : PROJECT No.nw*<fc.wi nw. DATE : Gf/0f 1,000 BY : CONTENT:A ITEM:Ho. * STRUCTURAL DESIGN * CAM INI TO CARRENA SAN DIEtSO, CA ^2122 - 3415 Phone s PAGE No.OF PROJECT : PROJECT NO. OO- .DATE : &/tO/24X)O BY N&- <vd^ l'lS bv v€ ) - /^-S^\ * STRUCTURAL DESIGN * PRC V ^1 >i / SAN V\ttO, C-A ^2122 - 3415 RRC W_J C-^Ly Fhcna , (&>5&) 535 - «T7«n . ^^ J LDAT E NO. T OF /3y )JECT : <J*£Fi&tJ> ^T' A-pfoK*, / £$- )JECT No. OO-03 f$2- E : <Sli0/2~e&d BY : y^ v/ SEISMIC LOADS - 1997 UBC /Seismic ZONE 4. ( Z = 0.4 ) / STUCCO Shear Halls 5 Km. From FAULT No = \.O Soil Tqpe = So (assumed; Ga = O.44 »Na = O.44« (l.O) = O.44 Nv = I.2 Cv = O.64 . Nv = O.64- (1.2) = 0.77 R = 45 ; Q o = 2.S> 1 B (.0 Ct = O.O2 ^\ R = 45 iX^ n^= 2.3 N^ = I.O Nv = 1.2 (Table 16 - s; ("Table 16 - J) (Table 16 - O) (Table 16 - T; (Table 16 - R) (Table 16 - N; (Table 16 - K> (1630.2.2; T = ct (hn;3M = ^.^^- SEC ; ^hn = zg FT; &o - &) * v = rcvi /RT;-H * (30 - 4; V = corn.i.o/45-^w^ • H =<a^^« W but need NOT EXCCEP.... * V = (25 Ca\/R)- H */ * (30 - 5; V = (2.5 -0.44-1.0/4.5;- w = 0.244 . w GOVERNS; but NOT LESS than .... * v = fo.ii c« i; • H * (30 - 6; V = Co.ll" O.44-I.O;- H =o.O4£>. H also for Seismic Zon^ 4, NOT LESS than .... * V = (O.S> Z N VI/RJ - N v = ro.a-o.4 - 1.2 • 1.0/4.5; . w = * (30 - i; O.O35 • W NOTE : V = 0.244 • H is atXtrength-level". «/ O.244 / 1.4 = O.I74 ; V = O.114 - H SHALL be USED for DESISN. - * STRUCTURAL DESIGN * 62TT CAMIMITO CARRENA SAN DIESO, CA <32I22 - 3415 Phone i f&5£j 535 - <n<n PAGE No. PROJECT OF t&f PROJECT No. DATE :BY : DETERMINE LATERAL FORCE GOVERNING THE DESIGN. (WIND or SEISMIC) (A) WINP LOAP. Wind Load ; Exposure : C1 Wind Speed = Ce = 1,19 p ™ C^A * Cx* * O « 10 mph C, = 1-3 Computed q s = 1^-6 1 = \*0 Wind Load = 19«S' P5f B. LATERAL 5EI5M1C LC>AP. f * STRUCTURAL DESIGN * e>2T7 C-AMINITO C.ARRENA SAN PIESO, CA =12122 - 3415 Phone = PAGE No.OF IB f PROJECT / Sz. PROJECT No. DATE : <£//&/ -Z.00V BY : faff Her Her 2-2- Simple Span Parallel TJI Joist Load Tables/Floor (100%) Allowable Uniform Load (PLF) 370 385 290 348 230 J292 248 186 202 152 167 125 335 354 275 305 229 131 105 ;164 104 83 1145 83 67 1130 245 ;268 196 f238 158 1212 338 295 '300 239 ! 267 192 [234 153 ; 124 MM 124 ; 179 110 ! 164 97 i150 176 1.216 156 139 F181 102 ; 160 90 \ 147 i135 87 149 .197 65 132 1180 47 117 M66 205 .'234 182 :214 162 i'197 63 M23 56 h13 49 :104 90 [133 81 M24 74 H16 41 f- 87 37 r 81 33 ' 76 63 1110 57 ! 103 52 f 96 105 £144 95 M35 67 r.126 23 I 65 21 | 60 19 i 56 31 i 76 28 i 71 26 I 66 95 76 69 [113 78 62 1106 71 57E3SJ 84 65 52 HSff-j 7759 47 Has 70 52 E - 90 47 T- 85 44 i 80 29 ; 67 27? 63 24 ; 60 36 ( 75 33 i 70 30 : 66 54 43 }• 82 50 40;. 78 46 37 ! 73 22 18 51 20 16 : 4B 19 15 : 46 TJ1/35C Joist with Glue-Nailed Floor OSB Wgb Material 385 310 348 247 '292 354 293 305 244 SB? 261 268 209 ^238 169 -'212 303 258 ,.269 209 ,'240 113 '1W 90 145 72 :130 195 156 155 124 125 ,100 206 -234 164 ;207 132 :184 214 171 177 141 155 124 158 H97 140 HBO 125 M66 217 192 ;Z14 171 H97 87 :142 77 ;130 68 :119 136 109 >'160 120 96 1147 106 85 1135 36 . 87 32 79 28 ' 73 164 131 147 118 133 106 129 [.156 It? J145 106 1136 120 96 ;133 tQ8 87 ' 79 1116 40 112 ?144 27 101 !135 69 55 99 62 49 ' 92 56 45 • 86 90 72 82 65 75 60 81 64 |/98 74 59 i 92 25 • 59 23 •' 56 21 '. 53 36 29 i 63 33 26 I 60 TJI/35C Joist with Nailed Floor OSB Web Material Notes: 1. TJI joists, when used in simple span applications, can be cambered to 2250' radius upon request. 2. TJI joists are not available with camber in multiple span applications. 3. Values in 'gray shaded area may be increased 4% for repelittve member usage if the criteria is met. Refer to page 9.2. 7.2 REV. 7/92 W * STRUCTURAL DESIGN * 62~n C-AMINITO C-ARRENA SAN DIEc&O, CA 12122 - 3415 Phone : ffeiq> 535 - PAGE No. PROJECT : PROJECT No. OF BY : Mff 3) *) t •rr~— * STRUCTURAL DESIGN * 62T7 CAMINITO CARRENA SAN DIEtSO, CA 32122 - 5415 Phone s (6W) 535 - PAGE No.OF PROJECT : PROJECT No. OO-03/ DATE : G/fpf'2000 BY : 5 ^ 36 'J f /a.^ 2-f 5oo ^-f- * STRUCTURAL DESIGN * 62T7 CAMINITO CARRENA SAN DIEtS-C1, CA ^2122 - Phons = ref^ 535 - PAGE No.lo OF PROJECT : PROJECT No. DATE : 6f/ofe**Q BY STRUCTURAL DESIGN < 62TT CAMINITO CARRENA SAN DIESO, cSA q2!22 - 3415 Phone : (&5&) 535 - PAGE No.//OF PROJECT : PROJECT No. BY STEEL FRAME DESIGN 7 O V//S// 26,7s.'>.£ 10' ' STRUCTURAL DESIGN * 62T7 CAMINITO CARRENA SAN D\E&0, CA ^2122 - 34!5 Phone • (£>5&) 535 - PAGE No. PROJECT PROJECT No. DATE :BY STEEL FRAME DESIGN n are.fht * STRUCTURAL DESIGN * 62T7 CAMIN1TO CARRENA SAN DIESO, CA 12122 - 3415 Phona : (£>5&J 535 - PAGE No.OF PROJECT PROJECT No. fo 1*2^00 BY STEEL FRAME DESIGN 1(3 $\I^B ' STRUCTURAL DESIGN ' 62T7 CAMINITCJ CARRENA SAN DIE©0, CA «12I22 - 3415 Phone = (&5S>) 535 - PAGE No.OF PROJECT : PROJECT No. 00-O3 DATE :BY : Mff J STEEL FRAME DESIGN fi 11.25 10' X ,Pt- " ?, -ff ^r * STRUCTURAL DESIGN * 62T7 CAMINITC? CARRENA SAN PIE©O, C-A 32122 - 3415 Phone , (&5&) 535 - PAGE No. PROJECT PROJECT No DATE : OF BY STEEL FRAME DESIGN JF * * STRUCTURAL DESIGN * 62~n CAMINITO CARRENA SAN D\£<50, CA 32122 - 3415 Phone = (&5&) 535 - «n«T7 PAGE No./to OF PROJECT : PROJECT No. OO-03 DATE :BY : Mff STEEL FRAME DESIGN STRUCTURAL DESIGN 62T7 C-AMINIT0 CARRENA SAN PIESO, CA 12122 - 3415 Phone = (6>W) 535 - PAGE No.//OF PROJECT : PROJECT No. DATE :BY (/J f 9 * f M J fflJRm * STRUCTURAL DESIGN * 62TT CAMINITO CARRENA SAN DIE<SO, CA ^2122 - 3415 : (&5&) 535 - PAGE No.OF PROJECT PROJECT No. : €flof~Z~GDQ BY BASE PLATE DETAIL ii" i/ * STRUCTURAL DESIGN ' 62T7 CAMINITO CARRENA SAN DIESO, C.A 12122 - 3415 Phone = (&5&) 535 - PAGE No./5 OF PROJECT : PROJECT No. 00-02 DATE : Gftofz.000 BY FOOTING DESIGN - /3,3S J w / f c ' = Fy = 3" CLR. TYPICAL FOR ALL OTHER INFO. SEE BASE PLATE DESIGN, tt?P IS ' STRUCTURAL DESIGN * 62T7 CAMINITO CARRENA SAN tPIESO, CA <12I22 - 3415 Phone = (&S&) 535 - PAGE No.2-0 PROJECT: / PROJECT No.$-2- DATE : £//o/'2*vo BY : FOOTING DESIGN 0 - O*" i-» [733 f c ' = %WQ — • ' 3" CLR. TTPICA yA H ' II.' . * FOR ALL OTHER INFO. 5EE BA5E PLATE PA&E IB * STRUCTURAL DESIGN * &2T7 CAMINITC" CARRENA SAN D\E<50. CA W2.2 - 3415 -. (S>5&) 535 - PAGE No. £-1 OF /3^ PROJECT : (*&r-$&& £hr - Apfrm^ /5^_ PROJECT No. 00-03 f$<2. l^DATE : 6 llO/WO BY :Mff } STEEL FRAME DESIGN. {Sfj >—' V * STRUCTURAL DESIGN * 62TT CAMINITO CARRENA SAN DIE&O, CA <^2I22 - 3415 Phon* = ('fi'SS; 535 - PAGE No.OF 13? PROJECT PROJECT PATE : & f[ofZ£&f> BY : STEEL FRAME DESIGN. * STRUCTURAL DESIGN * 62TT CAMINITC? GARRENA SAN P\£&0. CA ^2122 - 3415 Phone t {65SJ 535 - PAGE No. PROJECT PROJECT No. DATE ; < OF -03/52- BY : STEEL FRAME DESIGN RISA-2D Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 (R) Version 4.01 Job : Page: 2 Date: 6/11/00 File: GARFLD1 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation No No. of Sections for Membet Gales.. 5 Do Redesign No P-Delta Analysis Tolerance 0.50% -==== ===== = *< joint (joorainates ;>-====:_====;===========:= — ===== Joint X Y Joint No Coordinate Coordinate Temperature 1 0.000 2 35.250 3 0.000 4 35.250 5 0.000 6 35.250 7 26.750 8 26.750 9 26.750 0.000 0.000 10.000 10.000 20.000 20.000 0.000 10.000 20.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ==========================< Boundary Conditions >===*============ Joint + Translation + No X Y Rotation K/in K/in K-ft/rad 1 Reaction Reaction 2 Reaction Reaction 4 STORY 1 6 STORY 2 7 Reaction Reaction ==========================< Materials (General) >=========================== Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10"5°F K/ft3 Ksi STL1 29000.00 0.3000 0.65000 0.490 36.00 STL2 29000.00 0.3000 0.65000 0.490 46.00 Section Database Label Shape Cl TU7X7X6 Bl TU14X6X6 B2 TU14X6X6 C2 TU5X5X6 B3 TU12X4X6 Material Label STL2 STL2 STL2 STL2 STL2 Area — in £ — 9. 14. 14. 6. 11. 58 10 10 58 10 As 0,2 1.2 1.2 1.2 1.2 1.2 As 1, 1. 1. 1. 1. 1. 3 2 2 2 2 2 I 1,3 •——in **— — — 68. 89. 89. 22. 30. 70 10 10 80 50 I 0,2 •— — in"4 68. 337. 337. 22. 178. 70 00 00 80 00 T C RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 3 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_1 GARFIELD Str. Aptms Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I-End J-End Label i Length 1 2 3 4 5 6 7 8 9 10 1 2 3 4 3 5 7 8 8 9 3 4 5 6 8 9 8 9 4 6 -— — — — —_—_—— __—_—.__ — j_,j Cl C2 Cl C2 Bl Bl Cl Cl B3 B3 in it 10.00 10.00 10.00 10.00 26.75 26.75 10.00 10.00 8.50 8.50 ==========================< AISC,NDS Parameters >=========================== Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o i 1 2 3 4 5 6 7 8 9 10 Cl C2 Cl C2 Bl Bl Cl Cl B3 B3 it— 10. 10. 10. 10. 26. 26. 10. 10. 8. 8, 00 00 00 00 75 75 00 00 50 50 -it 2 2 2 2 it rt .00 .00 .00 .00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 80 80 65 65 65 65 80 65 65 65 ====== = = ===< neaesign criteria >-=================:==-======= Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min Cl Bl 0.90 0.90 0.50 0.50 =====s============s========< Basic Load BLC NO. 1 2 3 4 DEAD LIVE WIND Basic Load Case Description LOAD LOAD LOAD SEISMIC x Ro Case Data >========================== Load Nodal 2 2 2 2 Type Totals Point Dist. 4 4 RISA-2D (R) Version 4.01 Harabor Engineering job : 6277 Caminito Carrena Page: 4 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_1 GARFIELD Str. Aptms =======:========< joint Loads/Enforced Displacements, BLC 1 >======-========= Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad 3 L y* -1.000 5 L Y -1.370 ====================< Member Distributed Loads, BLC 1 >=============s=: Joints Load Pattern Pattern Member I J Label Multiplier 538 UNIFORM 0.2160 659 UNIFORM 0.4360 984 UNIFORM 0.2160 10 9 6 UNIFORM 0.4360 ===============< joint Loads/Enforced Displacements, BLC 2 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad— 3 L Y -3.300 5 L Y -2.730 ====================< Member Distributed Loads, BLC 2 >=============»= Joints Load Pattern Pattern Member I J Label Multiplier 538 UNIFORM 0.7200 659 UNIFORM 0.9700 984 UNIFORM 0.7200 10 9 6 UNIFORM 0.9700 ===============< Joint Loads/Enforced Displacements, BLC 3 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad— 4 L X 3.510 6 L X 3.160 ===============< Joint Loads/Enforced Displacements, BLC 4 >==*======== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad— 4 L X 7.250 6 L X 10.680 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 5 San Diego, CA 92122-3415 Date: 6/11/00 Pile: GARFLD_1 GARFIELD Str. Aptms =========================«===< Load Patterns >=============================: Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F ---------- K/ft,F- ---------- ft or % ------- ft or %— UNIFORM Y -1.000 -1.000 0.000 0.000 =========(==================< Load Combinations >=«=========================: RWPE No. Description BLC Fac BLC Fac BZ.C Fac BLC Fac BLC Fac SSdv 1 2 3 4 DL DL DL DL + IX + WIND - WIND + SEISMICxRo Y Y Y Y -1 -1 -1 -1 1 1 1 1 1 21 1 31 1 3-1 1 41 yy yyy yyy yyy Dynamic s Input: Number of Modes 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec"2 Convergence Tolerance 0.001 Converge Work Vectors No RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 Job ; Page: 6 Date: 6/11/00 File: GARFLD 1 No 1 2 3 4 5 6 7 8 9 Story No. 1 2 Joint No 1 2 7 Totals: Center Member 1 2 3 == =<i joint uispj-acements, L,^- * : UL, + WIND >================= X Y tfz 0.000 0.000 1.049 1.053 1.296 1.296 0.000 1.052 0.000 0.000 -0.004 -0.004 -0.007 -0.004 0.000 -0.006 1.295 -0.011 + X Direction + Joint Drift % of Ht 4 1.05 6 0.24 X -2.31 -1.09 -3.27 -6.67 of Gravity Coords Joints Section I - J 4. 1- 31 2 3 4 5 2- 41 2 3 4 5 3- 51 2 3 0.88 0.20 Y 10.00 5.93 14.38 30.31 (X,Y,Z) (ft) : Axial 10.00 9.92 9.84 9.75 9.67 5.93 5.88 5.82 5.76 5.71 7.16 7.08 6.99 -0.01163 -0.01291 -0.00296 -0.00050 -0.00272 -0.00045 -0.01285 -0.00059 0.00092 Moment Mz 0.00 0.00 0.00 16.248, 16.051, 0.000 Shear Moment 2.40 0.00 2.40 -6.00 2.40 -12.00 2.40 -18.00 2.40 -24.00 1.14 0.00 1.14 -2.85 1.14 -5.70 1.14 -8.54 1.14 -11.39 -1.29 -6.79 -1.29 -3.56 -1-29 -0.34 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF_1 Member Joints Section I - J 4- 4 5 4 4-61 2 3 4 5 5 3-81 2 3 4 5 6 5-91 2 3 4 5 7 7-81 2 3 4 5 8 8-91 2 3 4 5 9 8-41 2 3 4 5 10 9-61 2 3 4 5 Axial 6.91 6.83 1.22 1.17 1.11 1.05 1.00 -3.62 -3.62 -3.62 -3.62 -3.62 1.30 1.30 1.30 1.30 1.30 14.38 14.30 14.22 14.14 14.06 10.84 10.76 10.68 10.60 10.51 -3.27 -3.27 -3.27 -3.27 -3.27 -2.31 -2.31 -2.31 -2.31 -2.31 Shear -1.29 -1.29 0.85 0.85 0.85 0.85 0.85 1.52 -0.25 -2.01 -3.78 -5.55 5.46 2.22 -1.01 -4.25 -7.49 3.39 3.39 3.39 3.39 3.39 3.64 3.64 3.64 3.64 3.64 -2.33 -2.87 -3.41 -3.95 -4.49 3.03 2.02 1.02 0.01 -1.00 Job : Page: 7 Date: 6/11/00 File: GARFLD 1 Moment 2.89 6.11 4.24 2.11 -0.03 -2.16 -4.29 -17.21 -21.45 -13.88 5.50 36.68 6.11 -19.59 -23.64 -6.05 33.18 0.00 -8.48 -16.96 -25.44 -33.92 16.09 7.00 -2.09 -11.17 -20.26 -13.33 -7.81 -1.14 6.68 15.64 12.92 7.55 4.33 3.24 4.29 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 Job : Page: 8 Date: 6/11/00 File: GARFLD 1 5o = <; Memoer stresses, i^u ^ : ULI + WIND >= — ==*= == == — = Member Joints section Bending Bending I - J 4. Axial Shear Top Bottom KSJ_ Ksi Ksi Ksi 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 4 5 6 5 91 2 3 4 5 7 7 81 2 3 4 5 8 8 91 2 3 4 1.04 1.04 1.03 1.02 1.01 0.90 0.89 0.88 0.88 0.87 0.75 0.74 0.73 0.72 0.71 0.19 0.18 Q.17 0.16 0.15 -0.26 -0.26 -0.26 -0.26 -0.26 0.09 0.09 0.09 0.09 0.09 1.50 1.49 1.48 1.48 1.47 1.13 1.12 1.11 1.11 0.55 0.55 0.55 0.55 0.55 0.36 0.36 0.36 0.36 0.36 -0.29 -0.29 -0.29 -0.29 -0.29 0.27 0.27 0.27 0.27 0.27 0.17 -0.03 -0.23 -0.43 -0.63 0.62 0.25 -0.12 -0.49 -0.86 0.78 0.78 0.78 0.78 0.78 0.83 0.83 0.83 O.B3 0.00 3.67 7.34 11.00 14.67 0.00 3.75 7.49 11.24 14.99 4.15 2.18 0.21 -1.77 -3.74 -5.58 -2.77 0.03 2.84 5.65 4.29 5.35 3.46 -1.37 -9.14 -1.52 4.88 5.89 1.51 -8.27 0.00 5.18 10.37 15.55 20.74 -9.84 -4.28 1.28 6.83 0,00 -3.67 -7.34 -11.00 -14.67 0.00 -3.75 -7.49 -11.24 -14.99 -4.15 -2.18 -0.21 1.77 3.74 5.58 2.77 -0.03 -2.84 -5.65 -4.29 -5.35 -3.46 1.37 9.14 1.52 -4.88 -5.89 -1.51 8.27 0.00 -5.18 -10.37 -15.55 -20.74 9.84 4.28 -1.28 -6.83 RISA-2D (R) Version 4.01 -, Harabor Engineering ' 6277 Caminito Carrena Job : Page: 9 Date: 6/11/00 File: GARFLD 1 San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 ==——=============< Member Stresses, LC 2 : DL + WIND >=;=====*:===========: Member Joints Section Bending Bending I - J J. Axial Shear Top Bottom Ksi Ksi Ksi Ksi 5 1.10 0.83 12.39 -12.39 9 8 41 2 3 4 5 10 9 61 2 3 4 5 ===========^===s=< Member Member Joints Section I - J 4. 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 -0.29 -0.29 -0.29 -0.29 -0.29 -0.21 -0.21 -0.21 -0.21 -0.21 Deflections/ X — in— — — — — — — ' — • 0.000 -0.001 -0.002 -0.003 -0.004 0.000 -0.001 -0.002 -0.003 -0.004 -0.004 -0.005 -0.006 -0.007 -0.007 -0.004 -0.004 -0.004 -0.004 -0.004 1.049 1.050 1.050 -0.31 -0.38 -0.45 -0.53 -0.60 0.40 0.27 0.14 0.00 -0.13 LC 2 : DL y ~in————————— 0.000 -0.344 -0.655 -0.901 -1.049 0.000 -0.380 -0.713 -0.952 -1.053 -1.049 -1.122 -1.176 -1.228 -1.296 -1.053 -1.097 -1.175 -1.253 -1.296 -0.004 -0.164 -0.162 + WIND L/n NC 1475.8 922.4 1054.2 NC NC 1031.8 644.9 737.0 NC NC NC NC NC NC NC 7136.5 NC 6651.6 NC NC 2012.4 2041.8 5.39 -5.39 3.16 -3.16 0.46 -0.46 -2.70 2.70 -6.32 6.32 -5.23 5.23 -3.06 3.06 -1.75 1.75 -1.31 1.31 -1.74 1.74 RISA-2D (R) Version 4.01 Harabor Engineering job : 6277 Caminito Carrena Page: 10 San Diego, CA 92122-3415 Date: 6/11/00 Pile: GARFLD_1 GARFIELD Str. Aptms 32 =================< Member Deflections, LC 2 : DL + WIND >=========== Member Joints Section I - J i x y L/n 4 5 6 5 91 2 3 4 5 7 7 81 2 3 4 5 8 8 91 2 3 4 5 9 8 41 2 3 4 5 10 9 61 2 3 4 5 — — — = < Member AISC Member Joints Unity I - J Chk Loc 113 0.390 5 224 0.394 5 335 0.123 1 446 0.144 5 538 0.233 5 659 0.207 5 778 0.552 5 889 0.336 5 -in 1.051 1.052 1.296 1.296 1.296 1.295 1.295 0.000 -0.002 -0.003 -0.005 -0.006 -0.006 -0.007 -0.008 -0.010 -0.011 1.052 1.052 1.052 1.053 1.053 1,295 1.295 1,296 1.296 1.296 ^ TTv* ^ +- * .* unity Shear Chk 0.022 0.015 0.012 0.011 0.026 0.035 0.032 0.034 -0.059 -0.006 -0.007 -0.208 -0.269 -0.157 -0.011 0.000 -0.378 --0.710 -0.950 -1.052 -1.052 -1.105 -1.196 -1.276 -1.295 -0.006 -0.012 -0.007 0.000 -0.004 -0.011 0.004 0.008 0.004 -0.004 f* !•* f*. y-i 1 r r* T /"I **onecKs , LC £ Loc Fa 1 31.16 1 27.47 1 31.16 1 27.47 5 31.52 5 31.52 1 31.16 1 31.16 6059.9 NC NC 1603.4 1235.6 2188.3 NC NC 1044.1 652.6 745.8 NC NC NC 5305.3 2884.9 NC NC NC NC NC NC NC 7574.9 6692.4 9995.2 NC ! : DL + WIND >*= = -— — ASD Fb Cb Cm Egn. 40.47 1.00 0.60 Hl-2 40.47 1.00 0.60 Hl-2 40.47 1.00 0,24 Hl-2 40.47 1.00 0.20 Hl-2 40.47 1.00 0.85 H2-1 40.47 1,00 0.85 Hl-2 40.47 1.00 0,60 Hl-2 40.47 1.00 0.28 Hl-2 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF1 Job : Page: 11 Date: 6/11/00 File: GARFLD 1 ======*=="—==< Member AISC Unity Checks, LC 2 : DL + WIND >=============== Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb cb Cm Eqn.____________ __ _______tfei_ — - — — — — — — — J\.&.L-- — 9 10 4 0.164 5 6 0.135 1 0.024 0.016 35.22 35.22 •Ksi 40.47 40.47 1.00 1.00 0.85 H2-1 0.85 H2-1 DL + WIND >==========s====================< Member NDS Unity Checks, LC 2 Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb1 Fv' RB CL Ksi Ksi Ksi Ksi CP Egn Section Set Member ====< Redesign Shapes, LC 2 : DL + WIND >=== Suggested Alternate Shapes 1st Choice 2nd. Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A Bl N/A Section Set Cl Bl B2 C2 B3 No acceptable shapes found. . . No acceptable shapes found. . . Database Total Shape Length — — — — — — — — _ — ___ •£+- TU7X7X6 TU14X6X6 TU14X6X6 TU5X5X6 TU12X4X6 40.00 53.50 0.00 20.00 17.00 Total Wts: Total Weight 1.30 2.57 0.00 0.45 0.64 4.96 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 Job : Page: 12 Date: 6/11/00 File: GARFLD 1 No 1 2 3 4 5 6 7 8 9 = — = =<i joint DIE X 0.000 0.000 -1.007 -1.008 -1.168 -1.170 0.000 -1.007 -1.170 : = = = != = =: = = = = =:=<: StO£\ jpiacements, Y 0.000 0.000 -0.006 0.003 -0.010 0.003 0.000 -0.009 -0.014 ' Drift. LC i,u j : DL - WIND >=======—======== Uz 0.01186 0.01238 0.00145 0.00043 -0.00188 -0.00011 0.01193 0.00130 0.00148 3 : Dt, - WTWn > = s = = Story + X Direction + No. Joint Drift % of Ht 1 2 4 6 -1.01 -0.16 0.84 0.14 NO X 1 2.76 2 1.13 7 2.77 Totals: 6.67 Center of Gravity Coords Member Joints Section I - J 4. 1 1-31 2 3 4 5 2 2-41 2 3 4 5 3 3-51 2 3 reactions, L,U j Y 14.39 -4.06 19.99 30.31 <X,Y,Z) (ft) : Axial 14.39 14.31 14.23 14.14 14.06 -4.06 -4.12 -4.18 -4.23 -4.29 7.96 7.88 7.79 : UL - WIND : Mz 0.00 0.00 0.00 16.248, Shear -2.88 -2.88 -2.88 -2.88 -2.88 -1.10 -1.10 -1.10 -1.10 -1.10 -2.58 -2.58 -2.58 > - 16.051, 0.000 WIND >-= = =- Moment 0.00 7.21 14.41 21.62 28.82 0.00 2.74 5.49 8.23 10.97 -8.33 -1.87 4.60 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 Job : Page: 13 Date: 6/11/00 File: GARFLD 1 =-s= = = — =-<. nemoer t Member Joints Section I - J 4- 4 5 4 4-61 2 3 4 5 5 3-81 2 3 4 5 6 5-91 2 3 4 5 7 7-81 2 3 4 5 8 8-91 2 3 4 5 9 8-41 2 3 4 5 10 9-61 2 3 4 5 section .forces Axial 7.71 7,63 -0.84 -0.90 -0.96 -1.01 -1.07 0.19 0.19 0.19 0.19 0.19 2.57 2.57 2.57 2.57 2.57 19.99 19.91 19.83 19.74 19.66 12.11 12.02 11.94 11.86 11.78 3.04 3.04 3.04 3.04 3.04 2.50 2.50 2.50 2.50 2.50 5, L,(J J : UL - \ Shear -2.58 -2.58 -0.66 -0.66 -0.66 -0.66 -0.66 5.10 3.34 1.57 -0.19 -1.96 6.26 3.03 -0.21 -3.45 -6.68 -2.94 -2.94 -2.94 -2.94 -2.94 0.06 0.06 0.06 0.06 0.06 5.60 5.06 4.52 3.98 3.44 5.09 4.09 3.08 2.07 1.07 flND >============*=== Moment 11.06 17.52 -3.04 -1.40 0.25 1.90 3.54 37.15 8.91 -7.51 -12.13 -4.95 17.52 -13.53 -22.94 -10.70 23.18 0.00 7.35 14.71 22.06 29.41 0.05 -0.10 -0.24 -0.38 -0.53 24.42 13.09 2.91 -6.12 -14.01 22.65 12.89 5.28 -0.20 -3.54 RISA-2D (R) version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 14 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_1 GARPIELD Str. Aptms =================*=< Membe Member Joints Section I - J i 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 4 5 6 5 91 2 3 4 5 7 7 81 2 3 4 5 8 8 91 2 3 4 sr Stresses, Axial TT _ 1 1.50 1.49 1.48 1.48 1.47 -0.62 -0.63 -0.63 -0.64 -0.65 0.83 0.82 0.81 0.81 0.80 -0.13 -0.14 -0.15 -0.15 -0.16 0.01 0.01 0.01 0.01 0.01 0.18 0.18 0.18 0.18 0.18 2.09 2.08 2.07 2.06 2.05 1.26 1.26 1.25 1.24 LC 3 : DL - - Shear„ > -0.66 -0.66 -0.66 -0.66 -0.66 -0.35 -0.35 -0.35 -0.35 -0.35 -0.59 -0.59 -0.59 -0.59 -0.59 -0.21 -0.21 -0.21 -0.21 -0.21 0.58 0.38 0.18 -0.02 -0.22 0.72 0.35 -0.02 -0.39 -0.76 -0.67 -0.67 -0.67 -0.67 -0.67 0.01 0.01 0.01 0.01 WIND >s======= Bending Top v ' 0.00 -4.40 -8.81 -13.21 -17.62 0.00 -3.61 -7.22 -10.83 -14.44 5.09 1.14 -2.81 -6.76 -10.71 4.00 1.84 -0.33 -2.49 -4.66 -9.26 -2.22 1.87 3.02 1.23 -4.37 3.37 5.72 2.67 -5.78 0.00 -4.50 -8.99 -13.49 -17.98 -0.03 0.06 0.15 0.23 ============ Bending Bottom — — — — j^Si — — — — —0.00 4.40 8.81 13.21 17.62 0.00 3,61 7.22 10.83 14.44 -5,09 -1.14 2.81 6.76 10.71 -4.00 -1.84 0.33 2.49 4.66 9.26 2.22 -1.87 -3.02 -1.23 4.37 -3.37 -5.72 -2.67 5.78 0.00 4.50 8.99 13.49 17.98 0.03 -0.06 -0.15 -0.23 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 15 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_1 GARFIELD Str. Aptms SF 1 _s= =_= <: nemoe Member Joints Section I - J 4. 5 9 8 41 2 3 4 5 10 9 61 2 3 4 5 Member Joints Section I - J i 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 sr stresses, i Axial 1.23 0.27 0.27 0.27 0.27 0.27 0.23 0.23 0.23 0.23 0.23 X 0.000 -0.002 -0.003 -0.005 -0.006 0.000 0.001 0.001 0.002 0.003 -0.006 -0.007 -0.008 -0.009 -0.010 0.003 0.003 0.003 0.003 0.003 -1.007 -1.007 -1.007 ^ j : u - Shear 0. 0. 0. 0. 0. 0. 0. 0. 0, 0. 0. y 0.000 0.349 0.660 0.892 1.007 0.000 0.364 0.683 0.913 1.008 1.007 1.067 1.137 1.182 1.168 1.008 1.041 1.097 1.149 1.170 -0.006 0.004 -0.064 L> - WIND >========-=====-====; Bending Bending Top Bottom 01 0.32 -0.32 75 -9.88 9.88 67 -5.29 5.29 60 -1.18 1.18 53 2.48 -2.48 46 5.67 -5.67 68 -9.16 9.16 55 -5.22 5.22 41 -2.13 2.13 28 0.08 -0.08 14 1.43 -1.43 L/n NC 1228.9 768.1 877.8 NC NC 1071.3 669.6 765.2 NC NC 6042.5 - •' 2408.2 2186.4 NC NC NC NC 6134.6 NC NC NC 5673.6 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 Job : Page: 16 Date: 6/11/00 Pile: GARFLD1 GARFIELD Str. Aptms SP_1 =================< Member Deflections, LC 3 Member Joints Section I - J 4. x y 32 DL - WIND >=========== L/n 4 5 6 5 91 2 3 4 5 7 7 81 2 3 4 5 8 8 91 2 3 4 5 9 8 41 2 3 4 5 10 9 61 2 3 4 5 ^^~— »^-_ ____ _^_ _ __^.^* VK ,«.*«%-* *•* *- >i T t f— =— = — — — < nemoer AISI Member Joints Unity I - J Chk Loc 113 0.475 5 224 0.374 5 335 0.286 5 446 0.120 5 538 0.229 1 659 0.148 5 778 0.500 5 889 0.044 5 •j.n -1.007 -1,007 -1.168 -1.168 -1.169 -1.169 -1.170 0.000 -0.002 -0.004 -0.006 -0.009 -0.009 -o.oao -0.011 -0.012 -0.014 -1.007 -1.007 -1.007 -1.008 -1.008 -1.170 -1.170 -1.170 -1.170 -1.170 ^ IT ** -i +- * , f*Vi*^/.. unity une< Shear Chk Loc 0.027 1 0.014 1 0.024 1 0.009 1 0.024 1 0.031 5 0.027 1 0.001 1 — xn -0.080 -0.009 -0.010 -0.181 -0.260 -0.172 -0.014 0,000 0,351 0.663 0.895 1.007 1.007 1.046 1.086 1.127 1.170 -0.009 0.009 0.007 0.000 0.003 -0.014 0.009 0.013 0.008 0.003 ~*"\r r* T f* *irXS f Lt\+ J Fa 31.16 27.47 31.16 27.47 31.52 31.52 31.16 31.16 4435.3 NC NC 1880. 1 1290.6 2011.9 NC NC 1204.3 752.7 860.2 NC NC 3065.7 1522.6 1001.8 736.9 NC 6826.4 NC NC NC NC 5387.0 5632.8 NC NC : DL - WIND > -- ASD Fb Cb Cm Eqn. 40.47 1.00 0.60 Hl-2 40.47 1.00 0.60 H2-1 40.47 1.00 0.41 Hl-2 40.47 1.00 0.26 H2-1 40.47 1.00 0.85 Hl-2 40.47 1.00 0.85 Hl-2 40.47 1.00 0.60 Hl-2 40.47 1.00 0.57 Hl-1 -—. Harabor Engineering f 6277 Caminito Carrena RISA-2D (R) Version 4.01 Job : Page: 17 Date: 6/11/00 File: GARFLD 1 San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 =—========—=< Member AISC Unity Checks, LC 3 : DL - WIND >========— Member Joints Unity Shear I -Chk Loc Chk Loc Fa Fb Cb Cm ASD Eqn. •Ksi- 35.22 35.22 •Ksi 40.47 40.47 9 10 4 0.251 1 6 0.233 1 0.030 0.028 1.00 1.00 0.85 Hl-2 0.85 Hl-2 ===============< Member NDS Unity Checks, LC 3 : DL - Unity Shear Memb Chk Loc Chk Loc Fc' Ft1 Fb' Fv' Ksi Ksi KS£ Ksi WIND >=============-= RB CL CP Eqn Section Set Member =< Redesign Shapes, LC 3 : DL - WIND >==== Suggested Alternate Shapes 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A Bl N/A Section Set Cl Bl B2 C2 B3 No acceptable shapes found. . . No acceptable shapes found. . . Database Total Shape Length.___ ____ ______ •£•*- TU7X7X6 TU14X6X6 TU14X6X6 TU5X5X6 TU12X4X6 40.00 53.50 0.00 20.00 17.00 Total Wts: Total Weight 1.30 2.57 0.00 0.45 0.64 4.96 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 Job : Page: 18 Date: 6/11/00 File: GARFLD 1 o ==============< Joint Displacements, LC 4 : DL + SEISMICxRo >======= Joint +• Translation + Rotation No X Y Uz 1 2 3 4 5 6 7 8 9 Story No. 1 2 Joint No 1 2 7 Totals — , in 0.000 0.000 2.808 2.815 3.490 3.493 0.000 2.813 3.491 + X Direction - Joint Drift % of 4 2.81 2 in 0.000 0.000 -0.002 -0.010 -0.005 -0.012 0.000 -0.004 -0.008 — + Ht .35 6 0.68 0.57 X -6.69 -2.68 -8.55 : -17.93 Y 5.81 15.44 9-06 30.31 • raa • -0.03162 -0.03450 -0.00696 -0.00136 -0.00373 -0.00081 -0.03399 -0.00233 0.00031 Moment Mz 0.00 0.00 0.00 Center of Gravity Coords (X,Y,Z) (ft 16.248,16.051,0.000 Member 1 2 3 =====<: nemoer seci Joints Section I - J 4 1- 31 2 3 4 5 2- 41 2 3 4 5 3- 51 2 3 ;ion forces, L.I Axial 5.81 5.73 5.65 5.57 5.48 15.44 15.38 15.33 15.27 15.21 6.23 6.15 6.07 J * : UL, -t- S£ Shear ____ 6.82 6.82 6,82 6.82 6,82 3.04 3.04 3.04 3.04 3.04 0.57 0.57 0.57 IbMlUXKO >============= Moment 0.00 -17.06 -34.12 -51.18 -68.25 0.00 -7.61 -15.22 -22.83 -30.43 -1.63 -3.05 -4.46 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD SF_1 Member 4 5 6 7 8 9 10 Str. Aptms —————< Member Section r wi. v*«» / ,u> Joints Section I - J A Axial 4 5 4- 61 2 3 4 5 3- 81 2 3 4 5 5- 91 2 3 4 5 7- 81 2 3 4 5 8- 91 2 3 4 5 8- 41 2 3 4 5 9- 61 2 3 4 5 5.99 5.91 3.48 3,42 3.36 3.31 3.25 -6.16 -6.16 -6.16 -6.16 -6.16 -0.53 -0.53 -0.53 -0.53 -0.53 9.06 8.98 8.90 8.82 8.74 9.51 9.43 9.35 9.27 9.18 -7.06 -7.06 -7.06 -7.06 -7.06 -8.18 -8.18 -8.18 -8.18 -8.18 Shear 0.57 0.57 2.52 2.52 2.52 2.52 2.52 -1.75 -3.51 -5.28 -7.05 -8.81 4.54 1.30 -1.94 -5.17 -8.41 8.76 8.76 8.76 8.76 8.76 7.70 7.70 7.70 7.70 7.70 -9.58 -10.12 -10.66 -11.20 -11.74 0.77 -0.23 -1.24 -2.25 -3.25 Job : Page: 19 Date: 6/11/00 File: GARFLD_1 btiloMlL-XKO -> — — Moment -5.88 -7.29 12.32 6.03 -0.26 -6.55 -12.84 -66.62 -49.01 -19.61 21.60 74.62 -7.29 -26.82 -24.69 -0.93 44.48 0.00 -21.90 -43.81 -65.71 -87.61 34.86 15.60 -3.66 -22.92 -42.18 -47.85 -26.92 -4.84 18.39 42.76 2.31 1.73 3.29 7.00 12.84 Job : Page: 20 Date: 6/11/00 File: GARFLD 1 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 =====is==fe=======< Member Stresses, LC 4 : DL + SEISMICxRo >=== Member Joints Section Bending I - J 4. Axial • Shear Top Ksi Ksi Ksi 3 1 2 3 4 5 0.61 0.60 0.59 0.58 0.57 1.56 1.56 1.56 1.56 1.56 0.00 10.43 20.86 31.29 41.72 Bending Bottom —Ksi 0.00 -10.43 -20.86 -31.29 -41.72 4 1 2 3 4 5 2.35 2.34 2.33 2.32 2.31 0.97 0.97 0.97 0.97 0.97 0.00 10.01 20.02 30.03 40.04 0.00 -10.01 -20.02 -30.03 -40.04 5 1 2 3 4 5 0.65 0.64 0.63 0.63 0.62 0.13 0.13 0.13 0.13 0.13 1.00 1.86 2.73 3.59 4.46 -1.00 -1.86 -2.73 -3.59 -4.46 6 1 2 3 4 5 0.53 0.52 0.51 0.50 0.49 0.81 0.81 0.81 0.81 0.81 -16.22 -7.94 0.34 8.61 16.89 16.22 7.94 -0.34 -8.61 -16.89 8 1 2 3 4 5 •0.44 -0,44 -0.44 •0.44 •0.44 •0.20 •0,40 •0.60 •0.81 -1.01 16.60 12.22 4.89 -5.39 •18.60 -16.60 •12.22 -4.89 5.39 18.60 9 1 2 3 4 5 •0.04 -0.04 -0.04 •0.04 •0.04 0.52 0.15 -0.22 -0.59 •0.96 1.82 6.68 6.16 0.23 -11.09 -1.82 -6.68 -6.16 -0.23 11.09 J 8 0.95 0.94 0.93 0.92 0.91 2.00 2.00 2.00 2.00 2.00 0.00 13.39 26.78 40.17 53.56 0.00 -13.39 -26.78 -40.17 -53.56 9 1 2 3 4 0.99 0.98 0.98 0.97 1.76 1.76 1.76 1.76 •21.31 -9.54 2.24 14.01 21.31 9.54 -2.24 -14.01 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 21 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_1 GARFIELD Str. Aptms ============:=:;:=< Member Stresses, LC 4 : DL + SEISMICxRo >=======*=====*== Member Joints Section Bending Bending I - J 4. Axial Shear Top Bottom 5 9 8 41 2 3 4 5 10 9 61 2 3 4 5 0.96 -0.64 -0.64 -0.64 -0.64 -0.64 -0.74 -0.74 -0.74 -0.74 -0.74 1.76 -1.28 -1.35 -1.42 -1.49 -1.57 0.10 -0.03 -0.17 -0.30 -0.43 IS.SJ. 25.79 19.36 10.89 1.96 -7.44 -17.30 -0.93 -0.70 -1.33 -2.83 -5.19 tt.SJL -25.79 -19.36 -10.89 -1.96 7.44 17.30 0.93 0.70 1.33 2.83 5.19 =====-==—====< Member Deflections, LC 4 : DL + SEISMICxRo >=============== Member Joints Section I - J 1 x y L/n 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 in 0.000 -0.001 -0.001 -0.002 -0.002 0.000 -0.002 -0.005 -0.007 -0.010 -0.002 -0.003 -0.004 -0.004 -0.005 -0.010 -0.010 -0.011 -0.011 -0.012 2.808 2.809 2.810 in 0.000 -0.933 -1.774 -2.430 -2.808 0.000 -1.014 -1.905 -2.546 -2.815 -2.808 -3.011 -3.197 -3.360 -3.490 -2.815 -2.939 -3.162 -3.381 -3.493 -0.002 -0.317 -0.251 NC 519.0 324.4 370.7 NC NC 386.2 241.4 275.9 NC NC 3699.4 2481.1 2991.7 NC NC 2661.3 NC 2081.2 NC NC 1022.8 1295.1 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms — — — — — =— < Member Deflections, LC Member Joints Section I - J 4. x 4 5 6 5 91 2 3 4 5 7 7 81 2 3 4 5 8 8 91 2 3 4 5 9 8 41 2 3 4 5 10 9 61 2 3 4 5 -j.il 2.811 2.813 3.490 3.490 3.490 3.490 3.491 0.000 -0.001 -0.002 -0.003 -0.004 -0.004 -0.005 -0.006 -0.007 -0.008 2.813 2.813 2.814 2.814 2.815 3.491 3.491 3.492 3.492 3.493 ===========< Member AISC Unity Checks, Member Joints Unity I - J Chk Loc 113 1.047 5 224 1,052 5 335 0.127 5 446 0.431 5 538 0.471 5 659 0.275 5 778 1.348 5 889 0.663 5 Shear Chk Loc 0.064 1 0.040 1 0.005 1 0,033 1 0.041 5 0.039 5 0.082 1 0.072 1 4 . T*T. Ul< y •in— — — — - -0.038 -0.004 -0.005 -0.243 -0.283 -0.142 -0.008 O.OQO -1.000 -1.881 -2.525 -2.813 -2.813 -2.960 -3.191 -3.403 -3.491 -0.004 -0.032 -0.020 -0.001 -0.010 -0.008 -0.001 0.002 0.001 -0.012 LC 4 : Fa Vo * 31.16 27.47 31.16 27.47 31.52 31.52 31.16 31.16 Job : Page: 22 Date: 6/11/00 File: GARFLD_1 +CTCTO1urTS"i*rDj-* "i*.^ — — __———— _______otlbMICXKO >=— = — — — L/n 9271.8 NC NC 1353.8 1161.2 2382.1 NC NC 404.3 252.7 288.8 NC NC 5343.1 3025.9 1464.4 NC NC 3776.4 7570.2 NC NC NC NC NC NC NC DL + SEISMICxRo >============ ASD Fb Cb Cm Eqn.- Vci ____ ____ _____ — _______ 40.47 1.00 0.60 Hl-2 40.47 1.00 0.60 Hl-2 40.47 1.00 0.69 Hl-2 40.47 1.00 0.22 Hl-2 40.47 1.00 0.85 H2-1 40.47 1.00 0.85 H2-1 40.47 1.00 0.60 Hl-2 40.47 1.00 0.27 Hl-2 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms SF 1 Job : Page: 23 Date: 6/11/00 File: GARFLD 1 4s- ===========< Member AISC Unity Checks, LC 4 : DL + SEISMICxRo >======*====== Member Joints Unity . Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn, __ _______Va i — — — — Ve-i _____.,_________-_ — __.- — __.— .^ __ — __«__________j^g£^ j^toj^________________________. 984 0.496 1 0.064 5 35.22 40.47 1.00 0.85 H2-1 10 9 6 0.148 5 0.018 5 35.22 40.47 1.00 0.85 H2-1 ============< Member NDS Unity Checks, LC 4 : DL + SEISMICxRo >============ Unity Shear Memb Chk Loc Chk Loc FC1 Ft' Fb' Fv' RB CL CP Eqn . • Ksi Ksi Ksi Ksi =======£========< Redesign Shapes, LC 4 : DL + SEISMICxRo >================ Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A No acceptable shapes found... Bl N/A No acceptable shapes found... =======»======< Material Takeoff, LC 4 : DL + SEISMICxRo >================ Section Database Total Total Set Shape Length Weight ft- __._ V ____________ __ ___________________£ ^______ _ -to __J^_ _____________ __ __ Cl TU7X7X6 40.00 1.30 Bl TU14X6X6 53.50 2.57 B2 TU14X6X6 0.00 0.00 C2 TU5X5X6 20.00 0.45 B3 TU12X4X6 17.00 0.64 Total Wts: 4.96 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 24 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_2 GARFIELD Str. Aptms. Units ............................. US Standard Steel Code ........................ AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation ......... No No. of Sections for Member Calcs.. 5 Do Redesign ....................... No P-Delta Analysis Tolerance ........ 0.50% Joint No 1 2 3 4 5 6 7 8 9 === ====== — <. joint uooraina-ces .?•=-=-== ===:= ===== === X Y Joint Coordinate Coordinate Temperature 0.000 35.250 0.000 35.250 0.000 35.250 24.250 24.250 24.250 0.000 0.000 10.000 10.000 20.000 20.000 0.000 10.000 20.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 =s=====================s==< Boundary Conditions >===========»============== Joint + Translation + No X Y Rotation K/in -K/in K-ft/rad 1 Reaction Reaction 2 Reaction Reaction 4 STORY 1 6 STORY 2 7 Reaction Reaction ===========:============:;==< Materials (General) >=========================== Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ___ _____V<~ i — — V e- i — 1 n~R° T? _V / f*~ "3 Vei —— — — — ____ ._j^ !.»- — __.- rv.la.l- ____ — — j_ i_, 3 j, — __—j^y ^^ j_ J\&J.~ — — — STL1 29000.00 0.3000 0.65000 0.490 36.00 STL2 29000.00 0.3000 0.65000 0.490 46.00 =======================tf========< Sections >================================ Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in" 2 in" 4 in" 4 Cl TU7X7X6 STL2 9.58 1.2 1.2 68.70 68.70 Bl TU14X6X6 STL2 14.10 1.2 1.2 89.10 337.00 B2 TU14X6X6 STL2 14.10 1.2 1.2 89.10 337.00 C2 TU5X5X6 STL2 6.58 1.2 1.2 22.80 22.80 B3 TU12X4X6 STL-2 11.10 1.2 1.2 30.50 178.00 RISA-2D (R) Version 4.01 Harabor Engineering i 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 2 Job : Page: 25 Date: 6/11/00 File: GARFLD2 ====:==:========s===s:======s=:==s==< Members >============= Memb Joints Rotate Section Releases Offsets No . I J 90 ° Set I : AVM J : AVM I-End J-End Inactive? Label I Length 1 2 3 4 5 6 7 8 9 10 1 2 3 4 3 5 7 8 8 9 3 4 5 6 8 9 8 9 4 6 Cl C2 Cl C2 Bl Bl Cl Cl B3 B3 = — ==-= < ATsr . wns 10.00 10.00 10.00 10.00 24.25 24.25 10.00 10.00 11.00 11.00 Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o i 1 2 3 4 5 6 7 8 9 10 Cl C2 Cl C2 Bl Bl Cl Cl B3 B3 10. 10. 10. 10. 24. 24. 10, 10. 11. 11. 00 00 00 00 25 25 00 00 00 00 — it 2 2 2 2 it .00 .00 .00 .00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 80 80 65 65 65 65 80 65 65 65 Section Depth Width Set Maximum Minimum Maximum Minimum Unity Check Max Min Cl Bl 0.90 0.90 0.50 0.50 BLC Basic Load Case No. Description Load Type Totals Nodal Point Dist. 1 2 3 4 DEAD LOAD LIVE LOAD WIND LOAD SEISMIC x RO 2 2 2 2 4 4 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 26 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_2 GARPIELD Str. Aptms. ===============< Joint Loads/Enforced Displacements, BLC Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad — 3 L Y -1.000 5 L Y -1.370 ====================< Member Distributed Loads, BLC 1 >======^======== Joints Load Pattern Pattern Member I J Label Multiplier 538 UNIFORM 0.2160 659 UNIFORM 0.4360 984 UNIFORM 0.2160 10 9 6 UNIFORM 0.4360 ===============< Joint Loads/Enforced Displacements, BLC 2 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad— 3 L Y -3.300 5 L Y -2.730 ===========«=======< Member Distributed Loads, BLC 2 >• Joints Load Pattern Pattern Member I J Label Multiplier ^•- — ^«— — ^» »*— -l-Bb^B^^A— Vb-— b_*ta__ta_H»te__»-ta_W»*to_*^B»_ — V-»ta — •_•_»_.•_. 538 UNIFORM 0.7200 659 UNIFORM 0.9700 984 UNIFORM 0.7200 10 9 6 UNIFORM 0.9700 ===:============< joint Loads/Enforced Displacements, BLC 3 >========== Joint Is this a Load or Direction Number a Displacement? {X,Y,Mz} Magnitude K,K-ft,in,rad— 4 L X 3.510 6 L X 3.160 ===============< joint Loads/Enforced Displacements, BLC 4 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K.K-ftrin.rad— 4 L X 7.250 6 L X 10.680 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 27 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_2 GARFIELD Str. Aptms. SF 2 ==j======:======:=====:==s=======< Load Patterns >============================== Pattern Magnitudes Locations Label Dir start End Start End K/ft,F K/ft,F ft or % ft or %— UNIFORM Y -1.000 -1,000 0.000 0.000 =======-=—="=============< Load Combinations >============================ RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 DL + LL Y -1 1 1 2 1 yy 2 DL + WIND Y -1 1 1 31 yyy 3 DL - WIND Y -1 1 1 3-1 yyy 4 DL + SEISMICxRo Y -1 1 1 41 yyy Dynamics Input: Number of Modes . 3 Load combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec"2 Convergence Tolerance 0.001 Converge Work Vectors No RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 2 Job : Page: 28 Date: 6/11/00 File: GARFLD 2 50 ====«======*=====< Joint Displacements, LC 2 : DL + WIND >=====»==== Joint + Translation + Rotation No X Y Oz 1 2 3 4 5 6 7 8 9 in 0.000 0.000 1.041 1.044 1.275 1.275 0.000 1.043 1.274 in 0.000 0.000 -0.004 -0.004 -0.006 -0.005 0.000 -0.007 -0.011 raa -0.01169 -0.01277 -0.00264 -0.00058 -0.00218 -0.00022 -0.01268 -0.00073 0.00065 =====================< story Drift, LC 2 Story + X Direction + No. Joint Drift % of Ht DL + WIND >===================== 1 2 NO 1 2 7 Totals: 4 1. 6 0. X -2. -1. —3 -6. 04 23 43 07 17 67 0.87 0.19 y 8. 6. 15. 30. 73 25 28 26 Mz 0. 0. 0. 00 00 00 Center of Gravity Coords (X,Y,Z) (ft)16.179,16.053,0.000 ================< Member Section Forces, LC 2 : DL + WIND >=== Member Joints Section I - J 4. Axial Shear Moment 1 1-31 2 3 4 5 2 2-41 2 3 4 5 3 3-51 2 3 8.73 8.65 8.57 8.49 8.41 6.25 6.19 6.13 6.08 6.02 6.52 6.44 6.36 2.50 2.50 2.50 2.50 2.50 1.12 1.12 1.12 1.12 1.12 -0.77 -0.77 -0.77 0,00 -6.26 -12.52 -18.78 -25.03 0.00 -2,80 -5.60 -8.40 -11.19 -4.48 -2.56 -0.64 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF-2 j- »/*, V-.— — — =—__== — . <, nemoer Member Joints Section I - J 4. 4 5 4 4-61 2 3 4 5 5 3-81 2 3 4 5 6 5-91 2 3 4 5 7 7-81 2 3 4 5 8 8-91 2 3 4 5 9 8-41 2 3 4 5 10 9-61 2 3 4 5 Section Forces, Axial ————————————6.28 6.20 2.24 2.18 2.12 2.07 2.01 -3.21 -3.21 -3.21 -3.21 -3.21 0.78 0.78 0.78 0.78 0.78 15.28 15.20 15.12 15.04 14.96 10.43 10.35 10.27 10.19 10.11 -3.28 -3.28 -3.28 -3.28 -3.28 -2.33 -2.33 -2.33 -2.33 -2.33 LC 2 : DL Shear K— — — — _ — — . -0.77 -0.77 0.84 0.84 0.84 0.84 0.84 0.88 -0.72 -2.32 -3.92 -5.52 4.83 1.89 -1.04 -3.97 -6.91 3.31 3.31 3.31 3.31 3.31 3.13 3.13 3.13 3.13 3.13 -1.00 -1.69 -2.39 -3.09 -3.79 3.20 1.90 0.59 -0.71 -2.01 Job : Page: 29 Date: 6/11/00 File: GARFLD_2 51 W1WU •> — — Moment K_f *.____ — — — — — — — — — It— — — — ————————1.28 3.20 4.03 1.93 -0.16 -2.26 -4.35 -20.55 -21.04 -11.83 7.09 35.71 3.20 -17.18 -19.77 -4.57 28.42 0.00 -8.26 -16.53 -24.79 -33.06 13.73 5.92 -1.90 -9.72 -17.54 -11.08 -7.39 -1.77 5,77 15.22 10.88 3.87 0.45 0.61 4.35 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carirena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF_2 ========-==========< Member Stresses, LC 2 : DL Member Joints Section I - J i Axial Shear Job '. Page: 30 Date: 6/11/00 File: GARFLD 2 52. Bending Bending Top Bottom Ksi Ksi Ksi Ksi 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 4 5 6 5 91 2 3 4 5 7 7 81 2 3 4 5 8 8 91 2 3 4 0.91 0.90 0.89 0.89 0.88 0.95 0.94 0.93 0.92 0.92 0.68 0.67 0.66 0.66 0.65 0.34 0.33 0.32 0.31 0.31 -0.23 -0.23 -0.23 -0.23 -0.23 0.06 0.06 0.06 0.06 0.06 1.60 1.59 1.58 1.57 1.56 1.09 1.08 1.07 1.06 0.57 0.57 0.57 0.57 0.57 0.36 0.36 0.36 0.36 0.36 -0.18 -0.18 -0.18 -0.18 -0.18 0.27 0.27 0.27 0.27 0.27 0.10 -0.08 -0.27 -0.45 -0.63 0.55 0.22 -0.12 -0.45 -0.79 0.76 0.76 0.76 0.76 0.76 0.71 0.71 0.71 0.71 0.00 3.83 7.65 11.48 15.30 0.00 3.68 7.36 11.05 14.73 2.74 1.57 0.39 -0.78 -1.96 -5.30 -2.54 0.21 2.97 5.72 5.12 5.24 2.95 -1.77 -8.90 -0.80 4.28 4.93 1.14 -7.08 0.00 5.05 10.11 15.16 20.21 -8.40 -3.62 1,16 5.94 0.00 -3.83 -7.65 -11. .48 -15.30 0.00 -3.68 -7.36 -11.05 -14.73 -2.74 -1.57 -0.39 0.78 1.96 5.30 2.54 -0.21 -2.97 -5.72 -5.12 -5.24 -2.95 1.77 8.90 0.80 -4.28 -4.93 -1.14 7.08 0.00 -5.05 -10.11 -15.16 -20.21 8.40 3.62 -1.16 -5.94 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-341E GARFIELD Str. Aptms . SF_2 Member Joints Section I - J I 5 9 8 41 2 3 4 5 10 9 61 2 3 4 5 Member Joints Section I - J A 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 Axial V ' 1.06 -0.30 -0,30 -0.30 -0.30 -0.30 -0.21 -0.21 -0.21 -0.21 -0.21 X 0.000 -0.001 -0.002 -0.003 -0.004 0.000 -0.001 -0.002 -0.003 -0.004 -0.004 -0.004 -0.005 -0.006 -0.006 -0.004 -0.004 -0.005 -0.005 -0.005 1.041 1.041 1.042 Shear T, • 0.71 -0.13 -0.23 -0.32 -0.41 -0.50 0.43 0.25 0.08 -0.09 -0.27 y 0.000 -0.345 -0.656 -0.899 -1.041 0.000 -0.375 -0.705 -0.943 -1.044 -1.041 -1.110 -1.165 -1.216 -1.275 -1.044 -1.089 -1.165 -1.238 -1.275 -0.004 -0.126 -0.117 Job : Page: 31 Date: 6/11/00 Pile: GARFLD 2 53 Bending Bending Top Bottom 10.72 -10.72 4.48 -4.48 2.99 -2.99 0.72 -0.72 -2.33 2.33 -6.16 6.16 -4.40 4.40 -1.57 1.57 -0.18 0.18 -0.25 0.25 -1.76 1.76 L/n NC 1414.8 884.3 1010.6 NC NC 1050.0 656.3 750.0 NC NC NC NC NC NC NC 9135.0 NC 5696.9 NC NC 2393.6 2605.9 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD SP_2 Member 6 7 8 9 10 = *~ Member I 1 2 3 4 5 6 7 8 Str. Aptms. — — — — — — — < Member Joints Section I - J 4, 4 5 5 91 2 3 4 5 7 81 2 3 4 5 8 91 2 3 4 5 8 41 2 3 4 5 9 61 2 3 4 5 < Member AIS Joints Unity - J Chk Loc 1 3 0.402 5 2 4 0.389 5 3 5 0.086 1 4 6 0.150 5 3 8 0.226 5 5 9 0.177 5 7 8 0.542 5 8 9 0.294 5 Deflections , X 1.043 1.043 1.275 1.274 1.274 1.274 1.274 0.000 -0.002 -0.003 -0.005 -0.007 -0.007 -0.008 -0.009 -0.010 -0.011 1.043 1.043 1.044 1.044 1.044 1.274 1.274 1.274 1.275 1.275 y -in————— -0.036 -0.007 -0.006 -0.148 -0.189 -0.110 -0.011 0.000 -0.373 -0.701 -0.939 -1.043 -1.043 -1-095 -1.179 -1.253 -1.274 -0.007 -0.018 -0.011 0.000 -0,004 -0.011 0.000 0.000 -0.001 -0.005 C Unity Checks, LC Shear Chk Loc 0.023 1 0.015 1 0.007 1 0.011 1 0.026 5 0.032 5 0.031 1 0.029 1 Fa 31.16 27.47 31.16 27.47 32.17 32.17 31.16 31.16 Job : Page: 32 Date: 6/11/00 File: GARFLD__2 tZ// ULt * W1N1J > ^ L/n 9645.3 NC NC 2065.1 1618.1 2911.5 NC NC 1071.4 669.6 765.3 NC NC NC 5822.2 3274.5 NC NC NC NC NC NC NC NC NC NC NC 2 . n T .L. r*7 T MT> "^ — ___———— ._—__— _—: Dij + WJ.WU ?" — ASD Fb Cb Cm Eqn. T, 40.47 1.00 0.60 Hl-2 40.47 1.00 0.60 Hl-2 40.47 1.00 0.31 Hl-2 40.47 1.00 0.23 Hl-2 40.47 1.00 0.85 H2-1 40.47 1.00 0.85 Hl-2 40.47 1.00 0.60 Hl-2 40.47 1.00 0.29 Hl-2 Job : Page: 33 Date: 6/11/00 File: GARFLD 2 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 2 =========*====< Member AISC Unity Checks, LC 2 : DL + WIND >======== Member Joints Unity Shear I -Chk Loc Chk Loc Fa •Ksi- Fb -Ksi- Cb Cm ASD Egn. 984 0.160 5 0.021 5 34.63 40.47 1.00 0.85 H2-1 10 9 6 0.114 1 0.017 1 34.63 40.47 1.00 0.85 H2-1 ======*======*=< Member NDS Unity Checks, LC 2 : DL + WIND >========= Unity Shear Memb Chk Loc Chk Loc Fc1 Ft1 Fb1 Fv' RB CL CP Egn ===================< Redesign Shapes, LC 2 : DL + WIND >==== Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A Bl N/A Section Set Cl Bl B2 C2 B3 No acceptable shapes found. . . No acceptable shapes found... Database Total Shape Length TU7X7X6 TU14X6X6 TU 14X6X6 TU5X5X6 TU12X4X6 40.00 48.50 0.00 20.00 22.00 Total Wts: Total Weight 1.30 2.33 0.00 0.45 0.83 4.91 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 2 Job : Page: 34 Date: 6/11/00 File: GARFLD 2 NO 1 2 3 4 5 6 7 8 9 = = — < joint Displacements, X 0.000 0.000 -1.009 -1.010 -1.179 -1.182 0.000 -1.009 -1.181 Y 0.000 0.000 -0.006 0.001 -0.009 0.000 0.000 -0.007 -0.012 L,«J j : UL, - winu > = = Rotation Cz 0.01188 0.01229 0.00146 0.00068 -0.00137 0.00014 0.01199 0.00125 0.00120 =====================< story Drift, LC Story + X Direction + No. Joint Drift % of Ht DL - WIND >===================== 1 2 4 6 -1.01 -0.17 0.84 0.14 — _ = No 1 2 7 Totals: _ X 2.77 1.07 2.83 6.67 Reactions, uu Y 13.87 -0.81 17.21 30.26 J : UL. - WIND > == == == === \/ i- Mz 0.00 0.00 0.00 Center of Gravity Coords (X,Y,Z) (ft)16,179,16.053,0.000 ================< Member Section Forces, LC 3 : DL - WIND >—===-- Member Joints Section I - J A Axial Shear Moment 1 1-31 2 3 4 5 2 2-41 2 3 4 5 3 3-51 2 3 13.87 13.79 13.71 13.63 13.55 -0.81 -0.87 -0.93 -0.98 -1.04 7.46 7.38 7.30 is. -2.88 -2.88 -2,88 -2.88 -2.88 -1.07 -1.07 -1.07 -1.07 -1.07 -2.28 -2.28 -2.28 — p.-rt 0.00 7.21 14.42 21.62 28.83 0.00 2.67 5.33 8.00 10.66 -7.50 -1.80 3.91 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. AptrtlS. Job : Page: 35 Date: 6/11/00 File: GARFLD 2 ================< Memoer ; Member Joints Section I - J 4- 4 5 4 4-61 2 3 4 5 5 3-81 2 3 4 5 6 5-91 2 3 4 5 7 7-81 2 3 4 5 8 8-91 2 3 4 5 9 8-41 2 3 4 5 10 9-61 2 3 4 5 section .force. Axial 7.22 7.14 0.78 0.72 0.66 0.61 0.55 0.50 0.50 0.50 0.50 0.50 2.27 2.27 2.27 2.27 2.27 17.21 17.12 17.04 16.96 16.88 10.95 10.87 10.79 10.71 10.63 3.00 3.00 3.00 3.00 3.00 2.60 2.60 2.60 2.60 2.60 3, l_l^ J : UL, - V Shear K _. -2.28 -2.28 -0.56 -0.56 -0.56 -0.56 -0.56 5.08 3.48 1.88 0.28 -1.32 5.77 2.83 -0.10 -3.03 -5.97 -2.97 -2.97 -2.97 -2.97 -2.97 -0.34 -0.34 -0.34 -0.34 -0.34 4.60 3.91 3.21 2.51 1.81 4.66 3.36 2.05 0.75 -0.55 V1WU ;>=====-========== Moment 9.61 15.32 -2.57 -1.16 0.25 1.65 3.06 36.33 10.37 -5.88 -12.44 -9.29 15.32 -10.76 -19.04 -9.54 17.75 0.00 7.43 14.86 22.28 29.71 -1.65 -0.79 0.07 0.92 1.78 22.07 10.37 0.58 -7.28 -13.23 19.53 8.51 1.07 -2.79 -3.06 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito San Diego, CA GARFIELD Str. SP_2 Carrena 92122-3415 Aptms . Member Joints Section I - 1 1 2 2 3 3 4 4 5 3 6 5 7 7 8 8 J 4. 3 1 2 3 4 5 4 1 2 3 4 5 5 1 2 3 4 5 6 1 2 3 4 5 8 1 2 3 4 5 9 1 2 3 4 5 8 1 2 3 4 5 9 1 2 3 4 Axial 1.45 1.44 1.43 1.42 1.41 -0.12 -0.13 -0.14 -0.15 -0.16 0.78 0.77 0.76 0.75 0.75 0.12 0.11 0.10 0.09 0.08 0.04 0.04 0.04 0.04 0.04 0.16 0.16 0.16 0.16 0.16 1.80 1.79 1.78 1.77 1.76 1.14 1.13 1.13 1.12 Shear -0.66 -0.66 -0.66 -0.66 -0.66 -0.34 -0.34 -0.34 -0.34 -0.34 -0.52 -0.52 -0.52 -0.52 -0,52 -0.18 -0.18 -0.18 -0.18 -0.18 0.58 0.40 0.21 0.03 -0.15 0.66 0.32 -0.01 -0.35 -0.68 -0.68 -0.68 -0.68 -0.68 -0.68 -0.08 -0.08 -0.08 -0.08 Job : Page: 36 Date: 6/11/00 File: CARFLD 52 2 Bending Bending Top 0.00 -4.41 -8.81 -13.22 -17.63 0.00 -3.51 -7.01 -10.52 -14.03 4.59 1.10 -2.39 -5.88 -9.36 3.38 1.53 -0.32 -2.18 -4.03 -9.06 -2.59 1.47 3.10 2.31 -3.82 2.68 4.75 2.38 -4.43 0.00 -4.54 -9.08 -13.62 -18.17 1.01 0.48 -0.04 -0.56 Bottom 0.00 4.41 8.81 13.22 17.63 0.00 3.51 7.01 10.52 14.03 -4.59 -1.10 2.39 5.88 9.36 -3.38 -1.53 0.32 2.18 4.03 9.06 2.59 -1.47 -3.10 -2.31 3.82 -2.68 -4.75 -2.38 4.43 0.00 4.54 9.08 13.62 18.17 -1.01 -0.48 0.04 0.56 Job : Page: 37 Date: 6/11/00 File: GARFLD 2 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 2 ============*======< Member Stresses, LC 3 : DL - WIND >=================== Member Joints Section Bending Bending I - J 4. Axial - Shear Top Bottom Ksi Ksi Ksi Ksi 5 1.11 -0.08 -1.09 1.09 9 8 41 2 3 4 5 10 9 61 2 3 4 5 0.27 0.27 0.27 0.27 0.27 0.23 0.23 0.23 0.23 0.23 0.61 0.52 0.43 0.33 0.24 0.62 0.45 0.27 0.10 -0.07 -8.93 -4.19 -0.24 2.95 5.35 -7.90 -3.44 -0.43 1.13 1.24 8.93 4.19 0.24 -2.95 -5.35 7.90 3.44 0.43 -1.13 -1.24 •-i ===========-=====< Member Deflections, LC Member Joints Section I - J 4. x y DL - WIND >*================= L/n 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 in 0.000 -0.001 -0.003 -0.004 -0.006 0.000 0.000 0.000 0.000 0.001 -0.006 -0.007 -0.007 -0.008 -0.009 0.001 0.000 0.000 0.000 0.000 -1.009 -1.009 -1.009 in O.OQQ 0.350 0.661 0.893 1.009 0.000 0.361 0.679 0.910 1.010 1.009 1.067 1.136 1.184 1.179 1.010 1.048 1.104 1.156 1.182 -0.006 0.013 -0.041 NC 1228.5 767.8 877.5 NC NC 1102.4 689.0 787.5 NC NC 7356.9 2832.7 2540.6 NC NC NC NC 6842.4 NC NC NC 8456.1 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 38 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_2 GARFIELD Str. Aptms. 60 ===============—< Member Deflections, LC 3 : DL - WIND >=========== Member Joints Section I - J 4. x y L/n 4 5 6 5 91 2 3 4 5 7 7 81 2 3 4 5 8 8 91 2 3 4 5 9 8 41 2 3 4 5 10 9 61 2 3 4 5 ==============< Member Member Joints Unity I - J Chk 113 0.474 224 0.351 335 0.252 446 0.102 538 0.225 659 0.122 778 0.497 889 0.057 in -1.009 -1.009 -1.179 -1.179 -1.180 -1.180 -1.181 0.000 -0.002 -0.004 -0.006 -0.007 -0.007 -0.009 -0.010 -0.011 -0.012 -1.009 -1.009 -1.009 -1.010 -1.010 -1.181 -1.181 -1.181 -1.181 -1.182 AISC Unity Shear Loc Chk 5 0.027 5 0.014 5 0.021 5 0.007 1 0.024 3 0.028 5 0.028 5 0.003 in -0.062 -0.007 -0.009 -0.125 -0.181 -0.123 -0.012 0.000 0.353 0.666 0.898 1.009 1.009 1.050 1.095 1.141 1.181 -0.007 0.011 0.003 -0.007 0.001 -0.012 0.008 0.006 0.000 0.000 Checks, LC Loc Fa 1 31.16 1 27.47 1 31.16 1 27.47 1 32.17 5 32.17 1 31.16 1 31.16 5292.3 NC NC 2522.7 1707.5 2612.4 NC NC 1192.0 745.0 851.4 NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC 3 : DL - WIND >=============== ASD Fb cb Cm Eqn. J^Sl— — ——— ————— _______ 40.47 1.00 0.60 Hl-2 40.47 1.00 0.60 H2-1 40.47 1.00 0.40 Hl-2 40.47 1.00 0.26 Hl-2 40.47 1.00 0.85 Hl-2 40.47 1.00 0.85 Hl-2 40.47 1.00 0.60 Hl-2 40.47 1.00 0.23 Hl-2 Job : Page: 39 Date: 6/11/00 File: GARFLD 2 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 2 ========;======< Member AISC Unity Checks, LC 3 : DL - WIND >=============== Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Egn. _________-^______________ _ ____ — ___ — ___,_ ——.Tfc i — —— -» —— Tf e T __ — __ . . . .—— ^ — —••••— —-»^ —* — — -* —^»^ —-» — — ••- — **^ ••- — ^^I\.O±. I\o i"™ — *- — *- —— ^ — ^ — ^»^^^. —^ —_ —— ^ —— i 984 0.228 1 0.025 1 34.63 40.47 1.00 0.85 Hl-2 10 9 6 0.202 1 0.025 1 34.63 40.47 1.00 0.85 Hl-2 ===============< Member NDS Unity Checks, LC 3 : DL - WIND >=:============== Unity Shear Memb Chk Loc Chk Loc Fc' Ft1 Fb' FV RB CL CP Eqn Ksi Ksi Ksi Ksi • ===s================< Redesign Shapes, LC 3 : DL - WIND >=================== Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed,.. Cl N/A No acceptable shapes found... Bl N/A No acceptable shapes found... ==================< Material Takeoff, LC 3 : DL - WIND >====*============== Section Database Total Total Set Shape Length Weight ft K Cl TU7X7X6 40.00 1.30 Bl TU14X6X6 48.50 2.33 B2 TU14X6X6 0,00 0.00 C2 TU5X5X6 20,00 0.4S B3 TU12X4X6 22,00 0.83 Total Wts: 4.91 RISA-2D (R) Version 4.01 Harabor Engineering 6277 caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 2 Job : Page: 40 Date: 6/11/00 File: GARFLD 2 62. ==============< Joint Displacements, LC 4 : DL + SEISMICxRo >======= Joint +- Translation + Rotation No X Y Oz 1 2 3 4 5 6 7 8 9 -in 0.000 0.000 2.794 2.801 3.459 3.463 0.000 2.798 3.460 ======< stor in 0.000 0.000 -0.002 -0.008 -0.004 -0.010 0.000 -0.006 -0.010 v Drift. T,C -0.03174 -0.03415 -0.00636 -0.00173 -0.00315 -0.00062 -0.03371 -0.00254 0.00005 4 : DL + SEISMTrvPn > =-= = Story +-— X Direction + No. Joint Drift % of Ht 1 2 No 1 2 7 Totals: 4 2.80 2.33 6 0.66 0.55 X Y -6-94 -2.68 -8.32 -17.93 3.83 12.97 13.47 30.26 Mz 0.00 0.00 0.00 Center of Gravity Coords (X,Y,Z) (ft)16.179,16.053,0.000 Member ====< Member Section Forces, LC Joints Section DL + SEISMICxRo >============= 1 2 3 I - J i 1- 31 2 3 4 5 2- 41 2 3 4 5 3- 51 2 3 Axial 3.83 3.75 3.66 3.58 3.50 12.97 12.91 12.85 12.80 12.74 5.44 5.36 5.28 Shear 7.02 7.02 7.02 7.02 7.02 2.98 2.98 2.98 2.98 2.98 1.30 1.30 1.30 Moment K_*+-_it— 0.00 -17.56 -35.11 -52.67 -70.22 0.00 -7.44 -14.89 -22.33 -29.77 2.05 -1.20 -4.45 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD SF_2 Member Str. Aptms. Joints Section E* 1*} V f* G> Q T^f"1I. \J±. \^^S f XJ*i_* I - J i Axial 4 5 6 7 8 9 10 4 5 4- 61 2 3 4 5 3- 81 2 3 4 5 5- 91 2 3 4 5 7-81 2 3 4 5 8- 91 2 3 4 5 8- 41 2 3 4 5 9- 61 2 3 4 5 5.20 5.12 3.83 3.78 3.72 3.67 3.61 -5.67 -5.67 -5.67 -5.67 -5.67 -1.27 -1.27 -1.27 -1.27 -1.27 13.47 13.39 13.31 13.22 13.14 9.92 9.83 9.75 9.67 9.59 -6.95 -6.95 -6.95 -6.95 -6.95 -8.31 -8.31 -8.31 -8.31 -8.31 Shear K _______ 1.30 1.30 2.39 2.39 2.39 2.39 2.39 -2.94 -4.54 -6.14 -7.74 -9.34 3.75 0.81 -2.12 -5.05 -7.99 8.63 8.63 8.63 8.63 8.63 7.09 7.09 7.09 7.09 7.09 -6.12 -6.82 -7.51 -8.21 -8.91 1.60 0,30 -1.00 -2.31 -3.61 Job : Page: 41 Date: 6/11/00 File: GARFLD_2 63 C;T?T cMTC^vPn -s Moment R_f •*-___. -._It—— — — •— — -" — •"—-7.69 -10.94 11.47 5.48 -0.51 -6.49 -12.48 -72.27 -49.58 -17.18 24.92 76.72 -10.94 -24.77 -20.82 0.93 40.46 0.00 -21.56 -43.13 -64.69 -86.25 31.87 14.15 -3.58 -21.30 -39.03 -41.41 -23.62 -3.92 17.70 41.24 1.44 -1.18 -0.21 4.34 12.48 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 42 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_2 GARFIELD Str. Aptms. SF 2 ==*=======;=====< Member Stresses, LC 4 : DL + SEISMICxRo >=====s=========== Member Joints Section Bending Bending I - J 4. Axial Shear Top Bottom KSi Ksi Ksi Ksi 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 4 5 6 5 91 2 3 4 5 7 7 81 2 3 4 5 8 8 91 2 3 4 0.40 0.39 0.38 0.37 0.37 1.97 1.96 1.95 1.95 1.94 0.57 0.56 0.55 0.54 0.53 0.58 0.57 0.57 0.56 0.55 -0.40 -0.40 -0.40 -0.40 -0.40 -0.09 -0.09 -0.09 -0.09 -0.09 1.41 1.40 1.39 1.38 1.37 1.04 1.03 1.02 1.01 1.61 1.61 1.61 1.61 1.61 0.95 0.95 0.95 0.95 0.95 0.30 0.30 0.30 0.30 0.30 0.77 0.77 0.77 0.77 0.77 -0.34 -0.52 -0.70 -0.89 -1.07 0.43 0.09 -0.24 -0.58 -0.91 1.97 1.97 1.97 1.97 1.97 1.62 1.62 1.62 1.62 0.00 10.73 21.47 32.20 42.93 0.00 9.79 19.59 29.38 39.18 -1.25 0.73 2.72 4.70 6.69 -15.09 -7.21 0.67 8.54 16.42 18.01 12.36 4.28 -6.21 -19.12 2.73 6.17 5.19 -0.23 -10.09 0.00 13.18 26.36 39.55 52.73 -19.49 -8,65 2.19 13.02 0.00 -10.73 -21.47 -32.20 -42.93 0.00 -9.79 -19.59 -29.38 -39.18 1.25 -0.73 -2.72 -4.70 -6.69 15.09 7.21 -0.67 -8.54 -16.42 -18.01 -12.36 -4.28 6.21 19.12 -2.73 -6.17 -5.19 0.23 10.09 0.00 -13.18 -26.36 -39.55 -52.73 19.49 8.65 -2.19 -13.02 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 43 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_2 GARFIELD Str. Aptms. ===============< Member Stresses, LC 4 : DL + SEISMICxRo >================ Member Joints Section Bending Bending I - J J. Axial Shear Top Bottom Ksi ----------- Ksi ----------- Ksi ---------- Ksi ----- 5 1.00 1.62 23.86 -23.86 9 8 41 2 3 4 5 10 9 61 2 3 4 5 ==============< Member -0.63 -0.63 -0.63 -0.63 -0.63 -0.75 -0.75 -0.75 -0.75 -0.75 Deflections, -0 -0 -1 -1 -1 0 0 -0 -0 -0 LC 4 : DL .82 16 .91 9 .00 1 .09 -7 .19 -16 .21 -0 .04 0 .13 0 .31 -1 .48 -5 + SEISMICxRo .75 -16.75 .56 -9.56 .59 -1.59 .16 7.16 .68 16.68 .58 0.58 .48 -0.48 .08 -0.08 .76 1.76 .05 5.05 Member Joints Section I - J 4. 1 131 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 81 2 3 X 0.000 0.000 -0.001 -0.001 -0.002 0.000 -0.002 -0.004 -0.006 -0.008 -0.002 -0.002 -0.003 -0.003 -0.004 -0.008 -0.009 -0,009 -0.010 -0.010 2.794 2.795 2.796 y 0.000 -0.936 -1.778 -2.429 -2.794 0.000 -1.004 -1.887 -2.526 -2.801 -2.794 -2.988 -3.175 -3.338 -3.459 -2.801 -2.930 -3.149 -3.359 -3.463 -0.002 -0.252 -0.185 L/n NC 504.4 315.2 360.3 NC NC 394.8 246.7 282.0 NC NC 4388.4 2489.9 2669.7 NC NC 3291.4 7239.0 1956.8 NC NC 1168.2 1605.2 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD SF_2 Str. Aptms. Member 6 7 8 9 10 Member I 1 2 3 4 5 6 7 8 Joints section I - J 4. 4 5 5 91 2 3 4 5 7 81 2 3 4 S 8 91 2 3 4 5 8 41 2 3 4 5 9 61 2 3 4 5 Joints Unity - J chk Loc 1 3 1.071 5 2 4 1.021 5 3 5 0.180 5 4 6 0.421 5 3 8 0.483 5 5 9 0.252 5 7 8 1.340 5 8 9 0.617 5 X 2.797 2.798 3.459 3.459 3.459 3.460 3.460 0.000 -0.001 -0.003 -0.004 -0.006 -0.006 -0,007 -0.008 -0.009 -0.010 2.798 2.799 2.799 2.800 2.801 3.460 3.461 3.461 3.462 3.463 lity Checks, Shear Chk Loc 0.065 1 0.039 1 0.012 1 0.031 1 0.044 5 0.037 5 0.080 1 0.066 1 y -0.012 -0.006 -0.004 -0.178 -0.200 -0.097 -0.010 0.000 -0.992 -1.867 -2.508 -2.798 -2.798 -2.944 -3.168 -3.371 -3.460 -0.006 -0.044 -0.024 0.007 -0.008 -0.010 -0.009 -0.005 -0.002 -0.010 LC 4 : Fa 31.16 27.47 31.16 27.47 32.17 32.17 31.16 31.16 Job : Page: 44 Date: 6/11/00 File: GARFLD 2 <£>fc L/n NC NC NC 1687.8 1504.1 3273.3 NC NC 410.6 256.7 293.3 NC NC 6329.3 3094.6 1555.9 NC NC 3472.8 7943.2 9232.6 NC NC NC NC NC NC ASD Fb cb cm Eqn. 40.47 1.00 0.60 Hl-2 40.47 1.00 0.60 Hl-2 40.47 1.00 0.53 Hl-2 40.47 1.00 0.23 Hl-2 40.47 1.00 0.85 H2-1 40.47 1.00 0.85 H2-1 40.47 1.00 0.60 Hl-2 40.47 1.00 0.27 Hl-2 RISA-2D (R> Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 2 Job : Page: 45 Date: 6/11/00 File: GARFLD 2 67 ===========< Member AISC Unity Checks, LC 4 : DL + SEISMICxRo >=====s====s=== Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn . _____ __ __ ___ ___. __ _. ___ ,_ ___ _ ___ __, ___ ___ __ -_.-_. -___-___--_-> It* o i -—_-__ __ Vr- * . __ _-_. __ __ ___ _ ____ * ____ _ ___ . __^fc__,-.-___.---__--».___--_,__.-.___.->-___--.___ — — --,— — — -.—j^g^----— — — _ ^^j^____---.__--___*___,__.___._,-_.___*__- 984 0.431 1 0.048 5 34-63 40.47 1.00 0.85 H2-1 10 9 6 0.145 5 0.020 5 34.63 40.47 1.00 0.85 H2-1 ====!========< Member NDS Unity Checks, LC 4 : DL + SEISMICxRo >============ Unity Shear Memb Chk Loc Chk Loc Fc ' Ft1 Fb ' Fv ' RB CL CP Eqn -------------------------- Ksi ---- Ksi ---- Ksi ---- Ksi -------------------------- ================< Redesign Shapes, LC 4 : DL + SEISMICxRo >=====*:========== Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed. . . Cl K/A No acceptable shapes found... Bl N/A No acceptable shapes found... ========s======< Material Takeoff, LC 4 : DL + SEISMICxRo >================ Section Database Total Total Set Shape Length Weight Cl Bl B2 C2 B3 TU7X7X6 TU14X6X6 TU14X6X6 TU5X5X6 TU12X4X6 40.00 48.50 0.00 20.00 22 . 00 Total Wts: 1.30 2.33 0.00 0.45 0 . 83 4.91 RISA-2D <R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 3 Job : Page: 1 Date: 6/11/00 File: GARFLD 3 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation. No. of Sections for Member Calcs. Do Redesign No 3 No P-Delta Analysis Tolerance 0.50% 1== == — ====< joint uoorainates >= — ==»= — =====:=======_====== Joint X Y Joint No Coordinate Coordinate Temperature 1 0.000 2 31.250 3 0.000 4 31.250 5 0.000 6 31.250 7 15.625 8 15.625 9 15.625 0.000 . 0.000 10.000 10.000 20.000 20.000 0.000 10.000 20.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 =< Boundary Conditions >- No 1 2 4 6 7 X Reaction Reaction STORY 1 STORY 2 Reaction Y Reaction Reaction Reaction Rotation Reaction Reaction Reaction =======:s====:===========:===< Materials (General) >========================== Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10~5°F K/ft3 Ksi STL1 29000.00 0.3000 0.65000 0.490 36.00 STL2 29000.00 0.3000 0.65000 0.490 46.00 ================================< Sections >================================ Section Database Material As As I IT Label Shape Label Area 0,2 1,3 1,3 0,2 C .—in" 2 in~4 in "4 Cl TU5X5X6 STL2 6.58 1.2 1.2 22.80 22.80 Bl TU12X4X6 STL2 11.10 1.2 1.2 30.50 178.00 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 2 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_3 GARFIELD Str. Aptms. =======================;=========< Members >================================= Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I-End J-End Label 4. Length 1 2 3 4 5 6 7 8 9 10 1 2 3 4 3 5 7 8 8 9 3 4 5 6 8 9 8 9 4 6 in in Cl Cl Cl Cl Bl Bl Cl Cl Bl Bl — = — =-=< AISC.NDS Parameters >=-= = = rt 10.00 10.00 10.00 10.00 15.62 15.62 10.00 10.00 15.62 15.62 Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o i 1 2 3 4 5 6 7 8 9 10 Cl Cl Cl Cl Bl Bl Cl Cl Bl Bl it- 10. 10. 10. 10. 15. 15. 10. 10. 15. 15. 00 00 00 00 62 62 00 00 62 62 -it 2 2 2 2 1 U It .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 .80 .80 .65 .65 .65 .65 .80 .65 .65 .65 Section Set Cl Bl Depth Maximum Minimum Keaesign uriteria > — ============= Width Unity Maximum Minimum Max 0.90 0.90 Check Min 0.50 0.50 BLC No. 1 2 3 4 = — = = — <. tsasic L.oaa ua£ Basic Load Case Description DEAD LOAD LIVE LOAD WIND LOAD SEISMIC x Ro se uata •> Load Nodal 2 2 Type Totals Point Dist. 4 4 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 3 San Diego, CA 92122-3415 Date: 6/11/00 Pile: GARFLD_3 GARFIELD Str. Aptms. SF 3 7o ====================< Member Distributed Loads, BLC '. Joints Load Pattern Pattern Member I J Label Multiplier 5 6 9 10 3 5 8 9 8 9 4 6 ====< Me UNIFORM UNIFORM UNIFORM UNIFORM mber Distributed 0.0480 0.1600 0.0480 0.1600 Loads, BT,C 2 >==:===== — === == Joints Load Pattern Pattern Member I J Label Multiplier 5 6 9 10 3 5 8 9 8 9 4 6 UNIFORM UNIFORM UNIFORM UNIFORM 0.1600 0.3200 0.1600 0.3200 "=============< Joint Loads/Enforced Displacements, BLC Joint Number 4 6 Is this a Load or a Displacement? L L Direction (X,Y,Mz) X X Magnitude K,K-ft,in,rad 3.800 3.420 ============"=< Joint Loads/Enforced Displacements, BLC 4 >================ Magnitude K,K-ft,in,rad 5.750 10.730 Joint Number 4 6 Is this a Load or a Displacement? L L . _- = _ <• T Direction (X,Y,MZ) X X Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or %— UNIFORM Y -1.000 -1.000 0.000 0.000 ===========================< Load Combinations >============================ RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 DL 2 DL 3 DL 4 DL + LL + WIND - WIND + SEISMICxRo Y Y Y Y -1 •*» 1 -1 -1 1 1 1 1 1 21 1 1 1 3 3 1 -1 4 1 y yyy yyy yyy RISA-2D (R) Version 4.01 Harabor 'Engineering Job : 6277 Caminito Carrena Page: 4 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_3 GARFIELD Str. Aptms. 71 Dynamics Input: Number of Modes 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec"2 Convergence Tolerance 0.001 Converge Work Vectors No RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 3 Job : Page: 5 Date: 6/11/00 File: GARFLD 3 No 1 2 3 4 5 6 7 8 9 = =«i .joint Displacements, XlTcLiiS X3.^XOI1 X o.ooo 0.000 0.594 0.597 0.936 0.938 0.000 0.595 0.937 Y 0.000 0.000 0.000 -0.003 0.000 -0.004 0.000 -0.003 -0.006 L-U Z I DL, + WIND >================= Rotation fJz - 0.00000 0.00000 -0.00164 -0.00140 -0.00092 -0.00016 0.00000 -0.00035 -0.00014 =====================< story Drift, LC Story + X Direction + No. Joint Drift % of Ht DL + WIND >=========s===========:= 1 2 Joint +- NO 1 2 7 Totals: 4 0. 6 0. X -2. -2. -2- — *7 60 34 Forces 28 33 61 22 0.50 0.28 Y 0. 4. 5. 10. 06 49 65 20 Moment Mz 12 12 13 .14 .41 .35 Center of Gravity Coords (X,Y,Z) (ft)15.625,16.057,0.000 ================< Member Section Forces, LC 2 : DL + WIND >====== Member Joints Section I - J 4. Axial Shear Moment 1 1-31 2 3 2 2-41 2 3 3 3-51 2 3 4 4-61 2 3 0.06 -0.05 -0.16 4.49 4.38 4.27 0.89 0.77 0.66 2.05 1.94 1.83 IS. ' 2.28 2.28 2.28 2.35 2.35 2.35 0.87 0.87 0.87 1.14 1.14 1.14 12.14 0.75 -10.64 12.41 0.64 -11.13 4.00 -0.33 -4.66 5.12 -0.57 -6.26 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF_3 Member Joints Section I - J 4. 5 3-81 2 3 6 5-91 2 3 7 7-81 2 3 8 8-91 2 3 9 8-41 2 3 10 9-61 2 3 Axial -1.41 -1.41 -1.41 -0.86 -0.86 -0.86 5.65 5.54 5.43 3.92 3.80 3.69 -2.60 -2.60 -2.60 -2.29 -2.29 -2.29 ===================< Member Stresses, LC Member Joints Section I - J 4. 1 131 2 3 2 2 41 2 3 3 3 51 2 3 4 4 61 2 3 Axial V i 0.01 -0.01 -0.02 0.68 0.67 0.65 0.13 0.12 0.10 0.31 0.29 0.28 Shear -1.05 -1.72 -2.39 0.66 -0.88 -2.43 2.64 2.64 2.64 1.43 1.43 1.43 -0.88 -1.55 -2.22 1.26 -0.28 -1.83 2 : DL + Shear 0.73 0.73 0.73 0.75 0.75 0.75 0.28 0.28 0.28 0.36 0.36 0.36 Job : Page: 6 Date: 6/11/00 File: GARFLD 3 73 Moment -14.63 -3.84 12.19 -4.66 -3.80 9.13 13.35 0.16 -13.03 7.08 -0.09 -7.27 -7.92 1.55 16.25 1.87 -1.97 6.26 WIND >=============*===== Bending Bending Top Bottom -15.97 15.97 -0.99 0.99 13.99 -13.99 -16.33 16.33 -0.85 0.85 14.64 -14.64 -5.26 5.26 0.44 -0.44 6.13 -6.13 -6.74 6.74 0.75 -0.75 8.24 -8.24 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: San Diego, CA 92122-3415 Date: File: GARFIELD Str. Aptms. SF-3 *7£f 7 6/11/00 GARFLD_3 Member Joints Section Bending I - J 4. Axial • Shear Top Bending Bottom Ksi Ksi Ksi Ksi 538 659 778 889 984 10 9 6 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Member -0. -0. -0, -0. -0. -o. 0. 0. 0. 0. 0. 0. -0. -0. -0. -0. -0. -0. 13 13 13 08 08 08 86 84 82 60 58 56 23 23 23 21 21 21 Deflections, -0. -0. -0. 0. -0. -0. 0. 0. 0. 0. 0. 0. -0. -0. -0. 0. -0. -0. LC 2 : 14 23 32 09 12 32 84 84 84 46 46 46 12 21 30 17 04 24 DL 5. 1. -4. 1. 1. -3. -17. + WIND -0. 17. -9. 0. 9. 3. -0. -6. -0. 0. —2 92 55 93 88 54 69 56 21 14 31 12 56 20 63 57 75 80 53 — 5 . -1. 4. -1. -1. 3. 17. 0. -17. 9. -0. -9. -3. 0. 6. 0. -0. 2. s= 92 55 93 88 54 69 56 21 14 31 12 56 20 63 57 75 80 53 Member Joints Section I - J 113 224 335 446 4. 1 2 3 1 2 3 1 2 3 1 2 3 X 0.000 0.000 0.000 0.000 -0.001 -0.003 0.000 0.000 0.000 -0.003 -0.003 -0.004 Y 0.000 -0.273 -0.594 0.000 -0.277 -0.597 -0.594 -0.776 -0.936 -0.597 -0.786 -0.938 L/n NC 440.2 201.9 NC 432.7 201.1 NC NC NC NC 6437.0 NC 5 3 81 0.594 0.000 NC RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 8 San Diego, CA 92122-3415 Date: 6/11/00 File; GARFLD_3 GARFIELD Str. Aptms. SF 3 7s =s=============s==< Member Deflections, LC 2 : DL + WIND >=========== Member Joints Section I - J 4. x y L/n 6 7 S 9 10 — _— -^__ Member 1 2 3 4 5 6 7 8 9 10 ; 5 7 8 8 9 ===< Joints I - 1 2 3 4 3 5 7 8 8 9 J 3 4 5 6 8 9 8 9 4 6 2 3 9 1 2 3 8 1 2 3 9 1 2 3 4 1 2 3 6 1 2 3 Member Unity Chk 0.395 0.422 0.154 0.211 0.150 0.093 0.457 0.252 0.169 0.068 0.595 0.595 0.936 0.937 0.937 0.000 -0.002 -0.003 -0.003 -0.005 -0.006 0.595 0.596 0.597 0.937 0.938 0.938 -0.036 -0.003 0.000 -0.032 -0.006 0.000 -0.292 -0.595 -0.595 -0.769 -0.937 -0.003 0.017 -0.003 -0.006 -0.015 -0.004 5394.3 NC NC 6574.4 NC NC 410.4 201.6 NC NC NC NC 9253.3 NC NC NC NC AISC Unity Checks, LC 2 : DL + WIND >== Loc 1 1 3 3 1 3 1 3 3 3 - wn< Shear Chk 0.030 0.031 0,011 0.015 0.013 0.013 0.034 0.019 0.012 0.010 : TTni-l-i Loc 1 1 1 1 3 3 1 1 3 3 Fa 27.47 27.47 27.47 27.47 33.42 33.42 27.47 27.47 33.42 33.42 -ta T.P ' Fb 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 40.47 Cb 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 — Cm 0.25 0.24 0.26 0.27 0.85 0.85 0.21 0.21 0.85 0.85 ASD Eqn. Hl-2 Hl-2 Hl-2 Hl-2 H2-1 H2-1 Hl-2 Hl-2 H2-1 H2-1 Unity Shear Memb Chk Loc Chk Loc FC Ft Fb' FV RB CL Ksi Ksi Ksi Ksi CP Eqn Job : Page: 9 Date: 6/11/00 File: GARFLD 3 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 3 ==================s< Redesign Shapes, LC 2 : DL + WIND >=================== Section Suggested Alternate Shapes Set Member 1st choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A No acceptable shapes found— Bl N/A No acceptable shapes found... =====«============< Material Takeoff, LC 2 : DL + WIND >===«============== Section Database Total Total Set Shape Length Weight Cl TU5X5X6 60.00 1.34 Bl TU12X4X6 62.50 2.36 Total Wts: 3.70 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 3 Job : Page: 10 Date: 6/11/00 File: GARFLD_3 77 No 1 2 3 4 5 6 7 8 9 ==-= — =<* joint uispiacements. X 0.000 0.000 -0.595 -0.597 -0.936 -0.938 0.000 -0.595 -0.937 Y 0.000 0.000 -0.003 0.000 -0.004 0.000 0.000 -0.003 -0.006 .Lit-: J : Ul> - WJ.WU >================= Rotation Uz 0.00000 0.00000 0.00140 0.00164 0.00016 0.00092 0.00000 0.00035 0.00014 =====================< story Drift, LC Story + X Direction + No. Joint Drift % of Ht DL - WIND >===================== 1 4 -0.60 2 6 -0.34 - NO X K _ ^-*_ —_ 1 2.32 2 2.29 7 2.61 Totals: 7.22 Center of Gravity Coords ==:==============< Member Member Joints Section I - J I I 1-31 2 3 2 2-41 2 3 3 3-51 2 3 4 4-61 2 3 0.50 0.28 Y 4.49 0.06 5.65 10.20 <X,Y,Z> (ft) : Section Forces, Axial 4.49 4.38 4.26 0.06 -0.05 -0.16 2.05 1.94 1.83 0.89 0.77 0.66 Moment Mz -12.37 -12.19 -13.35 15.625, LC 3 : DL - Shear -2.34 -2.34 -2.34 -2.29 -2.29 -2.29 -1.14 -1.14 -1.14 -0.86 -0.86 -0.86 16.057, 0.000 WIND >================ Moment -12.37 -0.64 11.08 -12.19 -0.75 10.68 -5.13 0.57 6.27 -3.99 0.33 4.65 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. Job : Page: 11 Date: 6/11/00 File: GARFLD 3 78 ================< Member Section Forces, LC 3 : DL - WIND >================ Member Joints Section I - J 4. 5 3-81 2 3 6 5-91 2 3 7 7-81 2 3 8 8-91 2 3 9 8- 41 2 3 10 9-61 2 3 Member Joints Section I - J A 1 1 31 2 3 2 2 41 2 3 3 3 51 2 3 4 4 61 2 3 Axial 1.19 1.19 1.19 1.13 1.13 1.13 5.65 5.54 5.43 3.91 3.80 3.69 2.37 2.37 2.37 2.56 2.56 2.56 Axial V a " 0.68 0.67 0.65 0.01 -0.01 -0.02 0.31 0-29 0.28 0.13 0.12 0.10 Shear 2.21 1.54 0.87 1.83 0.28 -1.26 -2.64 -2.64 -2.64 -1.43 -1.43 -1.43 2.39 1,72 1.05 2.43 0.88 -0.66 Shear -0.75 -0.75 -0.75 -0.73 -0.73 -0.73 -0.36 -0.36 -0.36 -0.28 -0.28 -0.28 Moment 16.21 1.54 -7.90 6.27 -1.97 1.86 -13.35 -0.16 13.03 -7.08 0.09 7.27 12.21 -3.85 -14.66 9.13 -3.80 -4.65 Bending Top 16.27 0.84 -14.58 16.04 0.99 -14.05 6.75 -0.75 -8.25 5.24 -0.44 -6.12 Bending Bottom -16.27 -0.84 14.58 -16.04 -0.99 14.05 -6.75 0.75 8.25 -5.24 0.44 6.12 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD SF_3 Member 5 6 7 8 9 10 Member 1 2 3 4 Str . Aptms . Joints Section I - J 4. 3 81 2 3 5 91 2 3 7 81 2 3 8 91 2 3 8 41 2 3 9 61 2 3 Joints Section I - J 4. 1 31 2 3 2 41 2 3 3 51 2 3 4 61 2 3 Axial 0.11 0.11 0.11 0.10 0.10 0.10 0.86 0.84 0.83 0.59 0.58 0.56 0.21 0.21 0.21 0.23 0.23 0.23 X 0.000 -0.001 -0.003 0.000 0.000 0.000 -0.003 -0.003 -0.004 0.000 0.000 0.000 Shear 0.30 0.21 0.12 0.24 0.04 -0.17 -0.84 -0.84 -0.84 -0.46 -0.46 -0.46 0.32 0.23 0.14 0.32 0.12 -0.09 y 0.000 0.276 0.595 0.000 0.274 0.597 0.595 0.784 0.936 0.597 0.778 0.938 Job : Page: 12 Date: 6/11/00 File: GKRFLD 3 Bending Bending Top -6.56 -0.62 3.20 -2.54 0.80 -0.75 17.56 0.21 -17.14 9.31 -0.12 -9.56 -4.94 1.56 5.93 -3.69 1.54 1.88 L/n NC 434.3 201.8 NC 438.5 201.1 NC 6459.8 NC NC NC NC Bottom 6.56 0.62 -3.20 2.54 -0.80 0.75 -17.56 -0.21 17.14 -9.31 0.12 9.56 4.94 -1.56 -5.93 3.69 -1.54 -1.88 5 3 81 -0.595 -0.003 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF_3 Member Joints Section I - J 4. x y 2 3 6 5 91 2 3 7 7 81 2 3 8 8 91 2 3 9 8 41 2 3 10 9 61 2 3 Member Joints Unity I - J Chk 113 0.421 224 0.397 335 0.211 446 0.154 538 0.165 659 0.065 778 0.457 889 0.252 984 0.152 10 9 6 0.098 AISC Loc 1 1 3 3 1 1 1 3 3 1 NDS -0.595 -0.595 -0.936 -0.937 -0.937 0.000 -0.002 -0.003 -0.003 -0.005 -0.006 -0.595 -0.596 -0.597 -0.937 -0.938 -0.938 Unity Shear Chk 0.031 0.030 0.015 0.011 0.012 0.010 0.034 0.019 0.013 0.013 Unity 0.017 -0.003 -0.004 -0.015 -0.006 0.000 0-292 0.595 0.595 0.769 0.937 -0.003 -0.037 0.000 -0.006 -0.032 0.000 Checks/ LC Loc Fa 1 27.47 1 27.47 1 27.47 1 27.47 1 33.42 1 33.42 1 27.47 1 27.47 1 33.42 1 33.42 Checks, LC Job : Page: 13 Date: 6/11/00 File: GARFLD 3 L/n 9292.6 NC NC NC NC NC 410.4 201.6 NC NC NC NC 5381.1 NC NC 6578.3 NC Fb Cb Cm 40.47 1.00 0. 40.47 1.00 0. 40.47 1.00 0. 40.47 1.00 0. 40.47 1.00 0. 40.47 1.00 0. 40.47 1.00 0. 40.47 1.00 0. 40.47 1.00 0. 40.47 1.00 0. 3 : DL - WIND > ASD Egn. 24 Hl-2 25 Hl-2 27 Hl-2 26 Hl-2 85 Hl-2 85 Hl-2 21 Hl-2 21 Hl-2 85 Hl-2 85 Hl-2 Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' FV RB CL Ksi Ksi Ksi Ksi CP Eqn RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 3 Job : Page: 14 Date: 6/11/00 File: GARFLD 3 Section Set Member ===< Redesign Shapes, LC 3 : DL - WIND >== Suggested Alternate Shapes 1st Choice 2nd Choice 3rd choice 4th Choice Redesign not performed. . . Cl N/A No acceptable shapes found... Bl N/A No acceptable shapes found. . . Section Set Cl Bl <. Material Database Shape TU5X5X6 TU12X4X6 xakeorr, L<J j : DL, Total Length 60.00 62.50 Total Wts: - WIND >==—=============== Total Weight 1.34 2.36 3.70 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. Job : Page: 15 Date: 6/11/00 File: GARFLD 3 No 1 2 3 4 5 6 7 8 9 = <i joint uisp±c X 0.000 0.000 1.376 1.380 2.408 2.414 0.000 1.378 2.409 Lcememis, i Y 0.000 0.000 0.002 -0.005 0.003 -0.007 0.000 -0.003 -0.006 -ift. T,f! 4 ,u *± : ULi t- toaiiiMlcxHO >==-======= = Oz 0.00000 0.00000 -0.00400 -0.00377 -0.00207 -0.00132 0.00000 -0.00090 -0.00040 1 : DT, + SFTRMTr.vPn ~> == Story + X Direction + No. Joint Drift % of Ht 1 2 4 6 1.38 1.03 1.15 0.86 *===================< Reactions, LC 4 Joint + Forces + No X Y DL + SEISMICxRo >======== Moment Hz 1 2 7 Totals: -5.26 -5.20 -6.01 -16.48 -3.70 8.26 5.64 10.20 27.93 28.22 30.80 Center of Gravity Coords (X,Y,Z) (ft)15.625,16.057,0.000 -======-=====< Member Section Forces, LC 4 : DL + SEISMICxRo >============= Member 1 2 3 4 Joints Section I - J i 1- 31 2 3 2- 41 2 3 3- 51 2 3 4- 61 2 3 Axial -3.70 -3.81 -3.92 8.26 8.15 8.04 -0,33 -0.44 -0.55 3.27 3.16 3.04 Shear 5.22 5.22 5.22 5.30 5.30 5.30 3.06 3.06 3.06 3.34 3.34 3.34 Moment — rti-*— ~— — — — — — 27.93 1.84 -24.25 28.22 1.73 -24.76 14.42 -0.89 -16.19 15.60 -1.13 -17.85 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 3 Job : Page: 16 Date: 6/11/00 File: GARFLD 3 =============< Member Section Forces, LC Member Joints Section I - J 4- Axial K___ ——— — - DL + SEISMICxRo >- Shear —K Moment —K-ft— 5 3-81 2 3 6 5-91 2 3 7 7-81 2 3 8 8-91 2 3 9 8-41 2 3 10 9-61 2 3 -2.20 -2.20 -2.20 -3.07 -3.07 -3.07 5.64 5.53 5.41 3.91 3.80 3.69 -3.86 -3.86 -3.86 -7.41 -7.41 -7.41 -3.59 -4.26 -4.93 -0.55 -2.10 -3.64 6.08 6.08 6.08 4.38 4.38 4.38 -3.43 -4.10 -4.77 0.05 -1.50 -3.04 -38.67 -7.98 27.94 -16.19 -5.86 16.55 30.80 0.41 -29.98 21.67 -0.23 -22.13 -23.70 5.71 40.36 -5.58 0.10 17.85 =====-==========< Member Stresses, LC Member Joints Section I - J 4. Axial 1 1 31 -0.56 2 -0.58 3 -0.60 DL + Shear Ksi 1.67 1.67 1.67 >=== Bending Top —Ksi -36.75 -2.42 31.91 Bending Bottom Ksi 36.75 2.42 -31.91 2 2 41 2 3 3 3 51 2 3 4 4 61 2 3 1.26 1.24 1.22 -0.05 -0.07 -0.08 0.50 0.48 0.46 1.70 1.70 1.70 0,98 0.98 0.98 1.07 1.07 1.07 -37.13 -2.28 32.58 -18.98 1.16 21.31 -20.52 1.48 23.49 37.13 2.28 -32.58 18.98 -1.16 -21.31 20.52 -1.48 -23.49 Job : Page: 17 Date: 6/11/00 File: GARFLD 3 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 3 ================< Member Stresses, LC 4 : DL + SEISMICxRo'>================ Member Joints Section Bending Bending I - J i Axial Shear Top Bottom Ksi Ksi Ksi Ksi 5 3 81 -0.20 -0.48 15.64 -15.64 2 -0.20 -0.57 3.23 -3.23 3 -0.20 -0.66 -11.30 11.30 6 591 2 3 7 7 81 2 3 8 8 91 2 3 9 841 2 3 10 9 61 2 3 -0.28 -0.28 -0.28 0.86 0.84 0.82 0.59 0.58 0.56 -0.35 -0.35 -0.35 -0.67 -0.67 -0-67 -0.07 -0.28 -0.49 1.94 1.94 1.94 1.40 1.40 1.40 -0.46 -0.55 -0.64 0.01 -0.20 -0.41 6.55 2.37 -6.70 -40.53 -0.54 39.44 -28.51 0.30 29.12 9.59 -2.31 -16.32 2.26 -0.04 -7.22 -6.55 -2.37 6.70 40.53 0.54 -39.44 28.51 -0.30 -29.12 -9.59 2.31 16.32 -2.26 0.04 7.22 ==============< Member Deflections, Member Joints Section LC DL + SEISMICxRo >=============== I - J 4- 1 1 31 2 3 2 2 41 2 3 3 3 51 2 3 4 4 61 2 3 X 0.000 0.001 0.002 0.000 -0.003 -0.005 0.002 0.003 0.003 -0.005 -0.006 -0.007 y 0.000 -0.628 -1.376 0.000 -0.633 -1.380 -1.376 -1.921 -2.408 -1.380 -1.934 -2.414 L/n NC 191.0 87.2 NC 189.4 87.0 NC 4148.8 NC NC 3262.6 NC 5 3 81 1.376 0.002 NC RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF_3 — — — < Member Def J Member Jo ints Sect ion I - J 4. 2 3 6 5 91 2 3 7 7 81 2 3 8 891 2 3 9 8 41 2 3 10 9 61 2 3 Lections, LC X •in———— — — • 1.377 1.378 2.408 2.409 2.409 0.000 -0.002 -0.003 -0.003 -0.005 -0.006 1.378 1.379 1.380 2.409 2.412 2.414 ===========< Member AISC Unity Checks, Member Joints unity I - J Chk Loc 113 0.923 1 224 0.952 1 335 0.529 3 446 0.593 3 538 0.392 1 659 0.173 3 778 1.025 1 889 0.735 3 984 0.413 3 10 9 6 0.197 3 Shear Chk Loc 0.068 1 0.069 1 0.040 1 0.044 1 0.027 3 0.020 3 0.079 1 0.057 1 0.026 3 0.017 3 •* i +- IF f*\^f*r*\r fi 4 : DL y -in—— — — • -0.078 -0.003 0.003 -0.051 -0.006 0.000 -0.675 -1.378 -1.378 -1.901 -2.409 -0.003 0.058 -0.005 -0.006 0.005 -0.007 LC 4 : Fa -V c i — — — 27.47 27.47 27.47 27.47 33.42 33.42 27.47 27.47 33.42 33.42 r r> A . Job : Page: 18 Date: 6/11/00 File: GARFLD_3 &$ o£il&Mll^xKQ ^ L/n 2431.5 NC NC 3784.2 NC NC 177.7 87.1 NC NC NC NC 2986.2 NC NC NC NC DL + SEISMICxRo >============ ASD Fb cb Cm Eqn. - — Tfc i ._ _ ___ ____ 40.47 1.00 0.25 H2-1 40.47 1.00 0.25 Hl-2 40.47 1.00 0.24 H2-1 40.47 1.00 0.25 Hl-2 40.47 1.00 0.85 H2-1 40.47 1.00 0.85 H2-1 40.47 1.00 0.21 Hl-2 40.47 1.00 0.21 Hl-2 40.47 1.00 0.85 H2-1 40.47 1.00 0.85 H2-1 TIT U. Oc> -r C-»/TI->..TI« • Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' FV RB CL CP Eqn Ksi Ksi Ksi Ksi RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 19 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_3 GARFIELD Str. Aptms. ===:===========*==< Redesign Shapes, LC 4 : DL + SEISMICxRo >=============== Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed. . . Cl N/A No acceptable shapes found. . . Bl N/A No acceptable shapes found... ===============< Material Takeoff, LC 4 : DL + SEISMICxRo >==============: Section Database Total Total Set Shape Length Weight Cl Bl TU5X5X6 TU12X4X6 it 60.00 62.50 Total Wts: — ^1.34 2.36 3.70 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 65 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_4 GARFIELD Str. Aptms. Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation No No. of Sections for Member Calcs.. 3 Do Redesign No P-Delta Analysis Tolerance 0.50% Joint No 1 2 3 4 5 6 X Coordinate_____ -ft- _ _ 0.000 17.000 0.000 17.000 0.000 17.000 -<- joint Lioorainates > — ========================== Y Joint Coordinate __ -F+- __„ 0.000 0.000 10.000 10.000 20.000 20.000 Temperature 0.00 0.00 0.00 0.00 0.00 0.00 ==========================< Boundary Conditions >========*=================== NO 1 2 4 6 X Y Reaction Reaction STORY STORY Reaction Reaction 1 2 == < Ma-h Rotation Reaction Reaction Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10~5°F K/ft3 Ksi STL1 29000.00 0.3000 0.65000 0.490 36.00 STL2 29000.00 0.3000 0.65000 0.490 46.00 Section Database Label Shape Cl TU5X5X6 Bl TU12X4X6 C2 TU5X5X6 Material Label STL2 STL2 STL2 As As Area 0,2 1,3 6.58 1.2 1.2 11.10 1.2 1.2 6.58 1.2 1.2 I 1,3 in 4—— — — - 22.80 30.50 22.80 I T 0,2 C -——in 4——— 22.80 178.00 22.80 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 66 San Diego, CA 92122-3415 Date: 6/11/00 Pile: GARFLD_4 GARFIELD Str . Aptms. ================================< Members >================================= Memb Joints Rotate Section Releases Offsets Inactive? No . I J 90° Set I : AVM J : AVM I-End J-End Label i Length -------------------------------------------- in ------- in --------------- ft ---- 113 Cl 10.00 2 2 4 C2 10.00 335 Cl 10.00 4 4 6 C2 10.00 534 Bl 17.00 656 Bl 17.00 ===============:======:=====< AISC,NDS Parameters >=========================== Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o i_______________ ft- ______ f+- ______ f +- _ _____ -P4-__ ______ ___ _ ___ ____ ________________J.L. ^ L. iL, ^ L. ____________________ 1 Cl 10.00 0.80 2 C2 10.00 0.80 3 Cl 10.00 0.65 4 C2 10.00 0.65 5 Bl 17.00 2.00 0.65 6 Bl 17.00 2.00 0.65 ============:=:==============< Redesign Criteria >============================ Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min ------------ in --------- in --------- in --------- in ----------------------------- Cl 0.90 0.50 Bl 0.90 0.50 ==========================< Basic Load Case Data >========================== BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist . 1 DEAD LOAD 212 2 LIVE LOAD 212 3 WIND LOAD 2 4 SEISMIC x Ro 2 ===============< joint Loads/Enforced Displacements, BLC 1 >================ Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad --------- 3 L Y -3.800 5 L Y -6.760 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 67 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_4 GARFIELD Str. Aptms . =====„================< Member Point Loads, BLC 1 >================== Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft ----------- ft or % --------- 5 3 4 Y -1.340 11.250 ====================< Member Distributed Loads, BLC 1 >=============== Joints Load Pattern Pattern Member I J Label Multiplier 534 UNIFORM 0.0480 656 UNIFORM 0.1600 ===============< joint Loads/Enforced Displacements, BLC 2 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad 3 L Y -12.700 5 L Y -18.020 =======================< Member Point Loads, BLC 2 >================== Joints Member I J Direction Magnitude Location K,K-ft ft or % 5 3 4 Y -3.780 11.250 ====================:< Member Distributed Loads, BLC 2 >=============== Joints Load Pattern Pattern Member I J Label Multiplier 534 UNIFORM 0.1600 656 UNIFORM 0.3200 ===============< Joint Loads/Enforced Displacements, BLC 3 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad— 4 L X 1.950 6 L X 1.710 ===============< joint Loads/Enforced Displacements, BLC 4 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K-ft, in,rad— 4 L X 2.870 6 L X 5.370 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 68 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_4 GARFIELD Str. Aptms. SF 4 O--N30 =============================< Load Patterns >============================== Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or % — UNIFORM Y -1.000 -1.000 0.000 0.000 No, 1 2 3 4 DL DL DL DL Description + LL + WIND - WIND + SEISMICxRo BLC Y Y Y Y : Fac -1 -1 -1 -1 .Loaa BLC 1 1 1 1 uomo mat ions ;> : Fac BLC Fac BLC Fac BLC Fac 1 21 1 31 1 3-1 1 41 RWPE SSdv y yyy yyy yyy Dynamics Input: Number of Modes 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec"2 Convergence Tolerance 0.001 Converge Work Vectors No RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 4 Job : Page: 69 Date: 6/11/00 File: GARFLD 4 — — — — — — • No 1 2 3 4 5 6 :=-== < joint, uispiaci X Y ements, L,U ^ : ut, i- WIINJJ j» Oz 0.000 0.000 0.00000 0.000 0.000 0.00000 0.462 -0.007 -0.00144 0.463 -0.004 -0.00044 0.727 -0.012 -0.00104 0.727 -0.005 0.00038 Story + X Direction + No. Joint Drift % of Ht 1 2 No 1 2 Totals: Center of Member 1 2 3 4 5 4 0.46 0.39 6 0.26 0.22 J. O IT C C *~< X -1.68 -1.98 -3.66 Gravity Coords Joints Section I - J 4. 1- 31 2 3 2- 41 2 3 3- 51 2 3 4- 61 2 3 3- 41 2 3 Y 11 5 17 (X,Y,Z) Axial 11 11 11 5 5 5 8 8 7 2 2 2 -1 -1 -1 .81 .81 .62 (ft) : .81 .69 .58 .81 .70 .59 .12 .01 .90 .45 .34 .22 .16 .16 .16 Moment Mz J- <_ 9. 10. 3 Shear 1. 1. 1. 2. 2. 2. 0. 0. 0. 1. 1. 1. -0. -1. -3. 28 22 .707, 72 72 72 00 00 00 53 53 53 20 20 20 34 07 14 15.746 Moment 9. 0. -7. 10. 0. -9. 2. -0. -2. 5. -0. -6. -10. -4. 15. 0.000 28 66 96 22 20 82 48 18 85 62 38 37 44 45 44 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 4 Job : Page: 70 Date: 6/11/00 File: GARFLD 4 32- < Memoer Member Joints Section I - J 4- 6 5-61 2 3 Member Joints Section I - J i section rorct Axial -0.52 -0.52 -0.52 er Stresses, Axial Shear 1.14 -0.54 -2.22 LC 2 : DL + Shear Moment -2.85 -5.38 6.37 Bending Top Bending Bottom ~* ** " Ksi Ksi Ksi Ksi— 1 1 31 2 3 2 2 41 2 3 3 3 51 2 3 4 4 61 2 3 5 3 41 2 3 6 5 61 2 3 1.79 1.78 1.76 0.88 0.87 0.85 1.23 1.22 1.20 0.37 0.35 0.34 -0.10 -0.10 -0.10 -0.05 -0.05 -0.05 0.55 0.55 0.55 0.64 0.64 0.64 0.17 0.17 0.17 0.38 0.38 0.38 -0.05 -0.14 -0.42 0.15 -0.07 -0.30 -12.21 -0.87 10.47 -13.44 -0.26 12.92 -3.27 0.24 3.75 -7.40 0.50 8.39 4.22 1.80 -6.24 1.15 2.18 -2.58 12.21 0.87 -10.47 13.44 0.26 -12.92 3.27 -0.24 -3.75 7.40 -0.50 -8.39 -4.22 -1.80 6.24 -1.15 -2.18 2.58 Member Joints Section I - J i x y L/n 1 2 1 31 2 3 2 41 2 3 0.000 -0.004 -0.007 0.000 -0.002 -0.004 0.000 -0.209 -0.462 0.000 -0.225 -0.463 NC 573.4 259.8 NC 534.0 259.4 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Carninito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF_4 Member Joints Section I - J 4, 3 3 4 4 5 3 6 5 5 1 2 3 6 1 2 3 4 1 2 3 6 1 2 3 Member Joints Unity I - J Chk Loc 1 1 2 2 3 3 4 4 5 3 6 5 3 0.350 1 4 0.356 1 5 0.125 3 6 0.216 3 4 0.157 3 6 0.065 3 Unity Shear Memb Chk Loc Chk Loc Deflections, LC 2 : x y -0.007 -0.010 -0.012 -0.004 -0.004 -0.005 0.462 0.462 0.463 0.727 0.727 0.727 >C Unity Shear : Chk 0.022 0.026 0.007 0.016 0.017 0.012 )S Unity Fc* -Ksi -0.462 -0.600 -0.727 -0.463 -0.607 -0.727 -0.007 -0.046 -0.004 -0.012 -0.059 -0.005 Checks, LC Loc Fa 1 27.47 1 27.47 1 27.47 1 27.47 3 33.03 3 33.03 Checks, LC Ft ' Fb ' Ksi Ksi— •ooo T.P 9 • Job : Page: 71 Date: 6/11/00 File: GARFLD 4 93 DL + WIND >============ L/n NC NC NC NC 9753.8 NC NC 5039.7 NC NC 4025.0 NC Fb Cb Cm 40.47 1.00 0.26 40.47 1.00 0.22 40.47 1.00 0.25 40.47 1.00 0.25 40.47 1.00 0.85 40.47 1.00 0.85 ASD Eqn. Hl-2 Hl-2 Hl-2 Hl-2 H2-1 H2-1 Fv' RB CL CP Eqn •-Ksi DT. 4- WTND •> Section Set Member Suggested Alternate Shapes 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A No acceptable shapes found... Bl N/A No acceptable shapes found... RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF_4 Section Database Set Shape Cl TU5X5X6 Bl TU12X4X6 C2 TU5X5X6 Total Length •F-t- — 20.00 34.00 20.00 Job : Page: 72 Date: 6/11/00 File: GARFLD 4 FIT -i- i«7 T M n ~>UJ-i T W J. IN LJ •* Total Weight 0.45 1.28 0.45 Total Wts:2.18 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF 4 NO X Y 1 0.000 0.000 2 0.000 0.000 3 -0.473 -0.010 4 -0.474 -0.001 5 -0.755 -0.016 6 -0.756 -0.002 Story + X Direction + No. Joint Drift % of Ht 1 4 -0.47 0.39 2 6 -0.28 0.24 No X Y 1 1.94 15.93 2 1.72 1.69 Totals: 3.66 17.62 Center of Gravity Coords (X,Y,Z) (ft) : Member Joints Section I - J i Axial 1 1-31 15.93 2 15.82 3 15.70 2 2-41 1.69 2 1.58 3 1.46 3 3-51 9.21 2 9.10 3 8.99 4 4-61 1.36 2 1.25 3 1.13 5 3-41 0.76 2 0.76 3 0.76 Uz 0.00000 0.00000 0.00062 0.00163 -0.00028 0.00115 Mz -10.29 -9.38 3.707, Shear -2.00 -2.00 -2.00 -1.73 -1.73 -1.73 -1.20 -1.20 -1.20 -0.53 -0.53 -0.53 2.69 1.96 -0.11 Job : Page: 73 Date: 6/11/00 File: GARFLD 4 9s 15.746, 0.000 Moment K -P4-— -.„_ _,-___ __ -10.29 -0.28 9.72 -9.38 -0.75 7.89 -5.59 0.41 6.42 -2.45 0.22 2.89 15.32 -4.46 -10.33 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF 4 Member Joints Section I - J 4. 6 5-61 2 3 Member Joints Section I - J 4- 1 1 31 2 3 2 2 41 2 3 3 3 51 2 3 4 4 61 2 3 5 3 41 2 3 6 5 61 2 3 Member Joints Section I - J 4- 1 1 31 2 3 2 2 41 2 3 lection Forces, LC 3 : D: Axial Shear 1.18 1.18 1.18 >r Stresses, Axial 2.42 2.40 2.39 0.26 0.24 0.22 1.40 1.38 1.37 0.21 0.19 0.17 0.07 0.07 0.07 0.11 0.11 0.11 Deflections X 0.000 -0.005 -0.010 0.000 0.000 -0.001 2.23 0.55 -1.13 LC 3 : DL - Shear -0.64 -0.64 -0.64 -0.55 -0.55 -0.55 -0.38 -0.38 -0.38 -0.17 -0.17 -0.17 0.36 0.26 -0.01 0.30 0.07 -0.15 , LC 3 : DL y 0.000 0.227 0.473 0.000 0.212 0.474 Job : Page: 74 Date: 6/11/00 File: GARFLD_4 2G Moment 6.42 -5.38 -2.89 Bending Top 13.54 0.37 -12.80 12.34 0.98 -10.38 7.36 -0.54 -8.44 3.22 -0.29 -3.80 -6.20 1.80 4.18 -2.60 2.18 1.17 L/n NC 528.0 253.6 NC 564.9 253.4 Bending Bottom -13.54 -0.37 12.80 -12.34 -0.98 10.38 -7.36 0.54 8.44 -3.22 0.29 3.80 6.20 -1.80 -4.18 2.60 -2.18 -1.17 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF_4 Member Joints Section I - J 4- x 3 3 51 -0.010 2 -0.013 3 -0.016 4 4 61 -0.001 2 -0.001 3 -0.002 5 3 41 -0.473 2 -0.473 3 -0.474 6 5 61 -0.755 2 -0.756 3 -0.756 Member Joints Unity Shear I - J Chk Loc Chk Loc LC 3 : y 0.473 0.628 0.755 0.474 0.622 0.756 -0.010 -0.046 -0.001 -0.016 -0.059 -0.002 ks, LC Fa 113 0.400 1 0.026 1 27.47 224 0.312 1 0.023 1 27~.47 335 0.246 3 0.016 1 27.47 446 0.099 3 0.007 1 27.47 534 0.155 1 0.015 1 33.03 656 0.067 1 0.012 1 33.03 ===============< Member NDS Unity Checks, LC Unity Shear Memb Chk Loc Chk Loc Fc ' Ft1 Fb ' Section Suggested Set Member 1st Choice 2nd Redesign not performed. . . Cl N/A No acceptable shapes Bl N/A No acceptable shapes LC 3 : Altern Choice found. . . found. . . Job : Page: 75 Date: 6/11/00 File: GARFLD 4 57 L/n NC 8940.5 NC NC NC NC NC 5029.5 NC NC 4027.1 NC ASD Fta Cb Cm Eqn. 40.47 1.00 0.22 Hl-2 40.47 1.00 0.26 Hl-2 40.47 1.00 0.25 Hl-2 40.47 1.00 0.26 Hl-2 40.47 1.00 0.85 Hl-2 40.47 1.00 0.85 Hl-2 3 : DL - WIND >========*====== Fv1 RB CL CP Eqn ate Shapes 3rd Choice 4th Choice RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str . Aptms - SF 4 <M ±1 "H ^^ v -i 3 1 T1 a 1rla.TLerj-a.J- la.) Section Database Set Shape Cl TU5X5X6 Bl TU12X4X6 C2 TU5X5X6 r cif~i-f f T C1 1 • nTceor r , j_,u j : ULJ Total Length it 20.00 34.00 20.00 Total Wts: Job : Page: 76 Date: 6/11/00 File: GARFLD 4 (Jo WTTJn •>WJ.1NU ^' — — — Total Weight 0.45 1.28 0.45 2.18 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 4 Job : Page: 77 Date: 6/11/00 File: GARFLD4 T ' *. NO 1 2 3 4 5 6 Story No. 1 2 Joint No 1 2 Totals Center — == < Joint Displacements, L, j rn 1 _ J- ' j_ X Y 0.000 0.000 0.000 0.000 1.065 -0.005 1.066 -0.006 1.876 -0.009 1.878 -0.008 + X Direction + Joint Drift % of Ht 4 1.07 0.89 6 0.81 0.68 X Y -3.98 8.34 -4.26 9.28 : -8.24 17.62 of Gravity Coords (X,Y,Z) (ft) Member Joints Section I - J i Axial 1 1-31 8.34 2 8.23 3 8.11 2 2-41 9.28 2 9.17 3 9.05 3 3-51 6.99 2 6.88 3 6.76 4 4-61 3.58 2 3.47 3 3.36 5 3-41 -1.64 2 -1.64 3 -1.64 U 4 : ULt •+• itlbMlUXKO > T> n4- -i 1- ' ^-.w, Uz 0.00000 0.00000 -0.00303 -0.00203 -0.00183 -0.00041 Moment Mz 21.68 22.62 : 3.707, 15.746, 0.000 Shear Moment 4.06 21.68 4.06 1.39 4.06 -18.89 4.34 22.62 4.34 0.93 4.34 -20.76 2.39 11.38 2.39 -0.55 2.39 -12.48 3.05 14.53 3.05 -0.74 3.05 -16.02 -2.67 -30.27 -3.40 -4.44 -5.47 35.28 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 78 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_4 GARFIELD Str. Aptms. 100 =============< Member Section Forces, LC 4 : DL + SEISMICxRo >====== Member Joints Section I-ji Axial Shear Moment K K K-ft 6 5-61 2 3 -2.34 -2.34 -2.34 0.00 -1.68 -3.36 -12.48 -5.38 16.02 :===============< Member Stresses, LC 4 : DL + SEISMICxRo >===============•- Member Joints Section Bending Bending I - J A Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 31 1-27 1.30 -28.52 28.52 2 1.25 1.30 -1.83 1.83 3 1.23 1.30 24.86 -24.86 2 2 41 2 3 1.41 1.39 1.38 1.39 1.39 1.39 -29.76 -1.23 27.31 29.76 1.23 -27.31 3 3 51 2 3 1.06 1.05 1.03 0.76 0.76 0.76 -14.97 0.72 16.42 14.97 -0.72 -16.42 4 4 61 2 3 0.54 0.53 0.51 0.98 0.98 0.98 -19.12 0.98 21.07 19.12 -0.98 -21.07 5 3 41 2 3 -0.15 -0.15 -0.15 -0.36 -0.45 -0.73 12.24 1.80 -14.27 -12.24 -1.80 14.27 6 5 61 2 3 -0.21 -0.21 -0.21 0.00 -0.22 -0.45 5.05 2.17 -6.48 -5.05 -2.17 6.48 ==============< Member Deflections, LC Member Joints Section I - J i x DL + SEISMICxRo >= L/n 1 2 1 31 2 3 2 41 2 3 0.000 -0.003 -0.005 0.000 -0.003 -0.006 0.000 -0.487 -1.065 0.000 -0.503 -1.066 NC 246.3 112.6 NC 238.7 112.5 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF 4 Member Joints Section I - J 4. x 3 3 51 -0.005 2 -0.007 3 -0.009 4 4 61 -0.006 2 -0.007 3 -0.008 5 3 41 1.065 2 1.066 3 1.066 6 5 61 1.876 2 1.877 3 1.878 Member Joints Unity Shear I - J Chk LOG Chk Loc 113 0.739 1 0.053 1 224 0.774 1 0.057 1 335 0.434 3 0.031 1 446 0.535 3 0.040 1 534 0.357 3 0.030 3 656 0.166 3 0.018 3 ============< Member NDS Unity Checks, Unity Shear Memb Chk Loc Chk Loc Fc ' Ft1 Section Suggested Set Member 1st Choice 2nd Redesign not performed. . . Cl N/A No acceptable shapes Bl N/A No acceptable shapes 4 : DL y -1.065 -1.489 -1.876 -1.066 -1.496 -1.878 -0.005 -0.046 -0.006 -0.009 -0.059 -0.008 LC 4 : Fa 27.47 27. -47 27.47 27.47 33.03 33.03 LC 4 : Fb1 4 : DL Altern Choice found. . . found. . . Job : Page: 79 Date: 6/11/00 File: GARFLD 4 '01 L/n NC 6666.9 NC NC 4938.6 NC NC 5049.4 NC NC 4030.6 NC ASD Fb Cb Cm Eqn. 40.47 1.00 0.25 Hl-2 40.47 1.00 0.23 Hl-2 40.47 1.00 0.24 Hl-2 40.47 1.00 0.24 Hl-2 40.47 1.00 0.85 H2-1 40.47 1.00 0.85 H2-1 DL + SEISMICxRo >============ Fv' RB CL CP Eqn ate Shapes 3rd Choice 4th Choice RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 4 Job : Page: 80 Date: 6/11/00 File: GARFLD 4 IO2. Section Set Cl Bl C2 < Material raKeor r , Database Shape TU5X5X6 TU12X4X6 TU5X5X6 LU i : UL, t- it Total Length 20.00 34.00 20.00 Total Wts: HiMlUXKO * Total Weight 0.45 1.28 0.45 2.18 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 5 Job : Page: 81 Date: 6/11/00 File: GARFLD 5 103 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation No. of Sections for Member Calcs. Do Redesign No 3 No P-Delta Analysis Tolerance 0.50% < joint uoorainates ?• Joint X Y Joint No Coordinate Coordinate Temperature j_ t~ 1 0. 2 17. 3 0. 4 17. 5 0. 6 17. 000 000 000 000 000 000 . <*• 0 0 0 10 10 20 20 .000 .000 .000 .000 .000 .000 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 Joint + Translation + No X Y Rotation K/in K/in K-ft/rad— 1 Reaction Reaction Reaction 2 Reaction Reaction Reaction 4 STORY 1 6 STORY 2 ==========================< Materials (General) >=========================== Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10"5°F K/ft3 Ksi STL1 29000.00 0.3000 0.65000 0.490 36.00 STL2 29000.00 0.3000 0.65000 0.490 46.00 Section Database Material Label Shape Label =< Sections >= As As Area 0,2 1,3 1,3 Cl Bl C2 TU5X5X6 TU12X4X6 TU5X5X6 STL2 STL2 STL2 6.58 1.2 1.2 11.10 1.2 1.2 6.58 1.2 1.2 0,2 22.80 30.50 22.80 22.80 178.00 22.80 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 5 Job : Page: 82 Date: 6/11/00 File: GARFLD 5 Memb Joints Rotate Section Releases Offsets No. I J 90° Set I:AVM J:AVM I-End J-End C2 Cl C2 Cl Bl Bl Inactive? Label J. Length ft 10.00 10.00 10.00 10.00 17.00 17.00 Section Member Set Length •ft 10.00 10.00 10.00 10.00 17.00 17.00 ;===< AISC,NDS Parameters >====== Lb-out Lb-in Lcomp K K le-out le-in le-bend out in •ft-•ft-•ft- Cm CH Cb,B Sway o i 1 C2 2 Cl 3 C2 4 Cl 5 Bl 6 Bl 2.00 2.00 0.80 0.80 0.65 0.65 0.65 0.65 ===========================< Redesign Criteria >==-=====================— Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min ———————————— 2_j-^—_______- xri1 -——.————•—j_ji—————————j_ji———^—————————————————*•—'——•——- Cl 0.90 0.50 Bl 0.90 0.50 ==========================< Basic Load Case Data >=======================: BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 DEAD LOAD .2 1 2 2 LIVE LOAD 212 3 WIND LOAD .2 4 SEISMIC x Ro 2 ===============< Joint Loads/Enforced Displacements, BLC 1 >=============; Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K U—f±- i fl V -5 A,rv i. u , _LII,.LQ.U 4 L Y -3.800 6 L Y -6.760 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 83 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_5 GARFIELD Str. Aptms. SF_5 lot? =======================< Member Point Loads, BLC 1 >================== Joints Member I J Direction Magnitude Location K,K-ft ft or % 5 3 4 Y -1.860 12.250 ====================< Member Distributed Loads, BLC 1 >=============== Joints Load Pattern Pattern Member I J Label Multiplier 534 UNIFORM 0.0480 656 UNIFORM 0.1600 ===============< Joint Loads/Enforced Displacements, BLC 2 >========== Joint Is this a Load or Direction Number a Displacement? {X,Y,Mz) Magnitude K,K-ft,in,rad— 4 L Y -12.700 6 L Y -18.020 =======================< Member Point Loads, BLC 2 >================== Joints Member I J Direction Magnitude Location K,K-ft ft or % 5 3 4 Y -5.230 12.250 ====================< Member Distributed Loads, BLC 2 >=============== Joints Load Pattern Pattern Member I J Label Multiplier 534 UNIFORM 0.1600 656 UNIFORM 0.3200 ===============< Joint Loads/Enforced Displacements, BLC 3 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude * • K, K— r t, in, IT ad 4 L X 1.950 6 L X 1.710 ===============< Joint Loads/Enforced Displacements, BLC 4 >========== Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad— 4 L X 2.870 6 L X 5.370 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 84 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_5 GARFIELD Str. Aptms. _______________________===:___< LOa<j patterns >============================== Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or % — UNIFORM Y -1.000 -1.000 0.000 0.000 ===========================< Load Combinations >============================ RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 2 3 4 DL DL DL DL + LL + WIND - WIND + SEISMICxRo Y Y Y Y -1 -1 -1 -1 1 1 1 1 1 21 1 31 1 3-1 1 41 y yyy yyy yyy Dynamics Input: Number of Modes 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec"2 Convergence Tolerance 0.001 Converge Work Vectors No RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. Job : Page: 85 Date: 6/11/00 File: GARFLD 5 SF 5 No 1 2 3 4 5 6 X Y 0.000 0.000 0.000 0.000 0.463 -0.001 0.464 -0.011 0.736 -0.002 0.736 -0.016 Story + X Direction + No. Joint Drift % of Ht 1 2 No 1 2 Totals: Center of Member 1 2 3 4 5 4 0.46 0.39 6 0.27 0.23 X Y -1.70 1.31 -1.96 16.82 -3.66 18.14 Gravity Coords (X,Y,Z) (ft) : Joints Section I - J 4. Axial 1- 31 1.31 2 1.20 3 1.09 2- 41 16.82 2 16.71 3 16.60 3- 51 1.37 2 1.25 3 1.14 4- 61 9.20 2 9.09 3 8.98 3- 41 -1.19 2 -1.19 3 -1.19 Icy Rotation Uz 0.00000 0.00000 -0.00155 -0.00038 -0.00113 0.00027 Moment Mz 9.22 10.31 13.989, 15.581, 0.000 Shear Moment 1.70 9.22 1.70 0.71 1.70 -7.80 2.03 10.31 2.03 0.17 2.03 -9.96 0.51 2.38 0.51 -0.19 0.51 -2.76 1.22 5.80 1.22 -0.30 1.22 -6.39 -0.28 -10.18 -1.01 -4.73 -3.60 15.76 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF_5 ================< Member Section Forces, LC 2 : Member Joints Section Job : Page: 86 Date: 6/11/00 File: GARFLD_5 lo& DL + WIND >========= I - J 4 6 5-61 2 3 Member Joints Section I - J -L 1 1 31 2 3 2 2 41 2 3 3 3 51 2 3 4 4 61 2 3 5 3 41 2 3 6 5 61 2 3 Member Joints Section I - J 4- 1 1 31 2 3 2 2 41 2 3 Axial -0.51 -0.51 -0.51 ;r Stresses, Axial 0.20 0.18 0.17 2.56 2.54 2.52 0.21 0.19 0.17 1.40 1.38 1.36 -0.11 -0.11 -0.11 -0.05 -0.05 -0.05 Deflections X 0.000 0.000 -0.001 0.000 -0.005 -0.011 Shear 1.14 -0.54 -2.22 LC 2 : DL + Shear 0.54 0.54 0.54 0.65 0.65 0.65 0.16 0.16 0.16 0.39 0.39 0.39 -0.04 -0.13 -0.48 0.15 -0.07 -0.30 , LC 2 : DL Y 0.000 -0.209 -0.463 0.000 -0.226 -0.464 Moment -2. -5. 6. Bending Top -12.13 -0.93 10.26 -13.56 -0.23 13.11 -3.13 0.25 3.63 -7.63 0.39 8.41 4.12 1.91 -6.38 1.12 2.16 -2.59 L/n NC 575.4 258.9 NC 530.0 258.5 76 33 39 Bending Bottom 12.13 0.93 -10.26 13.56 0.23 -13.11 3.13 -0.25 -3.63 7.63 -0.39 -8.41 -4.12 -1.91 6.38 -1.12 -2.16 2.59 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Car r en a San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF_5 Member Joints Section I - J 4. x y 3 3 4 4 5 3 6 5 Member Joints I - J 113 224 335 446 534 656 Unity Memb Chk Loc Section Set Member 5 1 -0.001 -0.463 2 -0.001 -0.606 3 -0.002 -0.736 6 1 -0.011 -0.464 2 -0.013 -0.610 3 -0.016 -0.736 4 1 0.463 -0.001 2 0.464 -0.051 3 0.464 -0.011 6 1 0.736 -0.002 2 0.736 -0.059 3 0.736 -0.016 Member AISC Unity checks, LC Unity Shear Chk Loc Chk Loc Fa 0.305 1 0.022 1 27.47 0.405 1 0.026 1 27.47 0.095 3 0.007 1 27.47 0.245 3 0.016 1 27.47 0.160 3 0.020 3 33.03 0.065 3 0.012 3 33.03 < Member NDS Unity Checks, LC Shear Chk Loc Fc1 Ft' Fb' Job : Page: 87 Date: 6/11/00 File: GARFLD_5 >U2 L/n NC NC NC NC NC NC NC 4497.1 NC NC 4075.7 NC ASD Fb Cb Cm Eqn. 40.47 1.00 0.26 Hl-2 40.47 1.00 0.21 Hl-2 40.47 1.00 0.25 Hl-2 40.47 1.00 0.24 Hl-2 40.47 1.00 0.85 H2-1 40.47 1.00 0.35 H2-1 Fv' RB CL CP Eqn Suggested Alternate Shapes 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A No acceptable shapes found... Bl N/A No acceptable shapes found... RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 88 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_5 GARFIELD Str. Aptms. SF 5 HO Section Set Cl Bl C2 <- Material Database Shape TU5X5X6 TU12X4X6 TU5X5X6 Total Length 20.00 34.00 20.00 Total Wts: r W.UMU -> Total Weight 0.45 1.28 0.45 2.18 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptrtis. SF 5 Job : Page: 89 Date: 6/11/00 File: GARFLD 5 =================< joint. Displace! No X Y menus, iji_ j : . Dotation Uz UL, - V> 1 0.000 0.000 0.00000 2 0.000 0.000 0.00000 3 -0.472 -0.003 0.00052 4 -0.472 -0.008 0.00169 5 -0.747 -0.005 -0.00037 6 -0.747 -0.013 0.00103 Story + X Direction + No. Joint Drift % of Ht 1 4 -0.47 0.39 2 6 -0.27 0.23 No X 1 2.00 2 1.66 Totals: 3.66 Center of Gravity Coords Member Joints Section I - J i 1 1-31 2 3 2 2-41 2 3 3 3-51 2 3 4 4-61 2 3 5 3-41 2 3 Y 5. 12. 18. (X,Y,Z) Axial 5. 5. 5. 12. 12. 12. 2. 2. 2. 8. 8. 7. 0. 0. 0. 44 70 14 (ft) : 44 32 21 70 59 48 46 34 23 11 00 89 79 79 79 Moment Mz -10. -9. 13 Shear -2. -2. -2. -1. -1. -1. -1. -1. -1. -0. -0. -0. 2. 2. -0. /11MU > • 36 30 .989, 03 03 03 71 71 71 22 22 22 51 51 51 75 03 56 15.581 Moment -10. -0. 9. -9. -0. 7. -5. 0. 6. -2. 0. 2. 15. -4. -10. 0.000 36 24 89 30 77 75 69 41 50 27 30 87 58 73 02 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 5 Job : Page: 90 Date: 6/11/00 File: GARFLD5 Member 6 Member 1 2 3 4 5 6 Member 1 2 : < Memoer & Joints Section I - J A 5- 61 2 3 Joints Section I - J A 1 31 2 3 2 41 2 3 3 51 2 3 4 61 2 3 3 41 2 3 5 61 2 3 Joints Section I - J A 1 31 2 3 2 41 2 3 • ection tore* Axial 1.21 1.21 1.21 >r Stresses, Axial 0.83 0.81 0.79 1.93 1.91 1.90 0.37 0.36 0.34 1.23 1.22 1.20 0.07 0.07 0.07 0.11 0.11 0.11 Deflections X 0.000 -0.002 -0.003 0.000 -0.004 -0.008 5S, L,U J : U. Shear 2.23 0.55 -1.13 LC 3 : DL - Shear -0.65 -0.65 -0.65 -0.55 -0.55 -0.55 -0.39 -0.39 -0.39 -0.16 -0.16 -0.16 0.37 0.27 -0.08 0.30 0.07 -0.15 , LC 3 : DL y 0.000 0.228 0.472 0.000 0.211 0.472 L, W.UNLJ > = Moment 6.50 -5.33 -2.87 Bending Top "K G ' 13.64 0.31 -13.01 12.24 1.02 -10.20 7.49 -0.53 -8.56 2.98 -0.40 -3.78 -6.30 1.92 4.05 -2.63 2.15 1.16 L/n • NC 525.7 254.2 NC 568.8 254.0 Bending Bottom V c ' -13.64 -0.31 13.01 -12.24 -1.02 10.20 -7.49 0.53 8.56 -2.98 0.40 3.78 6.30 -1.92 -4.05 2.63 -2.15 -1.16 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 91 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_5 GARFIELD Str. Aptms. SF 5 //-? =================< Member Deflections, LC 3 : DL - WIND >=========== Member Joints Section I - J 4- x y L/n 3 3 51 2 3 4 4 61 2 3 5 3 41 2 3 6 5 61 2 3 Member Joints Unity I - J Chk 113 0.359 224 0.355 335 0.221 446 0.126 534 0.158 656 0.068 -0.003 -0.004 -0.005 -0.008 -0.010 -0.013 -0.472 -0.472 -0.472 -0.747 -0.747 -0.747 Shear Loc Chk 1 0.026 1 0.022 3 0.016 3 0.007 1 0.015 1 0.012 - Nn.q Tin! i-w 0.472 0.623 0.747 0.472 0.620 0.747 -0.003 -0.051 -0.008 -0.005 -0.059 -0.013 Loc Fa 1 27.47 1 27.47 1 27.47 1 27.47 1 33.03 1 33.03 rhor-Vc . T.r NC 9057.3 NC NC NC NC NC 4488.8 NC NC 4078.0 NC ASD Fb Cb Cm Eqn. 40.47 1.00 0.22 Hl-2 40.47 1.00 0.27 Hl-2 40.47 1.00 0.25 Hl-2 40.47 1.00 0.28 Hl-2 40.47 1.00 0.85 Hl-2 40.47 1.00 0.85 Hl-2 -3 . ni. - wiwn -> Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Ksi Ksi Fb' Fv' RB CL CP Eqn —Ksi Ksi Section Set Member ====< Redesign Shapes, LC 3 : DL - WIND >=== Suggested Alternate Shapes 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A No acceptable shapes found... Bl N/A No acceptable shapes found... RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD SF 5 Section Set Cl Bl C2 Str. Aptms. Database Shape TU5X5X6 TU12X4X6 TU5X5X6 Takeoff, LC 3 : DL - Total Length 20.00 34.00 20.00 Total Wts: Job : Page: 92 Date: 6/11/00 File: GARFLD 5 //? Total Weight 0.45 1.28 0.45 2.18 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF 5 ==============< Joint Displacements, LC -r-., _ 1 ., J_ ' r No X Y *" in in 1 0.000 0.000 2 0.000 0.000 3 1.067 0.001 4 1.068 -0.013 5 1.886 0.001 6 1.888 -0.019 Story + X Direction + No. Joint Drift % of Ht 1 4 1.07 0.89 2 6 0.82 0.68 No X Y 1 -4.06 -2.15 2 -4.18 20.29 Totals: -8.24 18.14 Job : Page: Date: File: 115- 93 6/11/00 GARFLD 5 4 : DL + SEISMICxRo >============== Uz 0.00000 0.00000 -0.00313 -0.00197 -0.00192 -0.00053 Moment Mz 21.62 22.72 Center of Gravity Coords (X,Y,Z) {ft} :. 13.989, 15.581, 0.000 Member Joints Section I - J -I Axial Shear Moment 1 1-31 -2.15 2 -2.27 3 -2.38 2 2-41 20.29 2 20.18 3 20.07 3 3-51 0.23 2 0.12 3 0.01 4 4-61 10.34 2 10.22 3 10.11 5 3-41 -1.69 2 -1.69 3 -1.69 4.04 4.04 4.04 4.36 4.36 4.36 2.37 2.37 2.37 3.07 3.07 3.07 -2.61 -3.34 -5.93 21.62 1.44 -18.75 22.72 0.90 -20.91 11.28 -0.56 -12.39 14.71 -0.66 -16.03 -30.02 -4.72 35.61 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF 5 Member 6 Member 1 2 3 4 5 6 Member 1 2 Joints Section I - J i 5- 61 2 3 Joints Section I - J 4 1 31 2 3 2 41 2 3 3 51 2 3 4 61 2 3 3 41 2 3 5 61 2 3 Joints Section I - J i 1 31 2 3 2 41 2 3 Lon Forces, Axial -2.37 -2.37 -2.37 tresses, LC Axial -0.33 -0.34 -0.36 3.08 3.07 3.05 0.04 0.02 0.00 1.57 1.55 1.54 -0.15 -0.15 -0.15 -0.21 -0.21 -0.21 LC 4 : DL + Shear 0.01 -1.67 -3.35 4 : DL + SE: Shear 1.29 1.29 1.29 1.40 1.40 1.40 0.76 0.76 0.76 0.98 0.98 0.98 -0.35 -0.45 -0.79 0.00 -0.22 -0.45 lections, LC 4 : DL + S! x y 0.000 0.001 0.001 0.000 -0.006 -0.013 0.000 -0.487 -1.067 0.000 -0.505 -1.068 Job : Page: 94 Date: 6/11/00 File: GARFLD_ 116 Moment -12.39 -5.32 16.03 5 Bending Bending Top Bottom -28.45 -1.89 24.67 -29.89 -1.19 27.51 -14.84 0.73 16.30 -19.35 0.87 21.09 12.14 1.91 -14.41 5.01 2.15 -6.48 NC 246.6 112.4 NC 237.8 112.3 28.45 1.89 -24.67 29.89 1.19 -27.51 14.84 -0.73 -16.30 19.35 -0.87 -21.09 -12.14 -1.91 14.41 -5.01 -2.15 6.48 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms . SF_5 Member Joints Section I - J 4. x 3 3 51 0.001 2 0.001 3 0.001 4 4 61 -0.013 2 -0.016 3 -0.019 5 3 41 1.067 2 1.068 3 1.068 6 5 61 1.886 2 1.887 3 1.888 Member Joints Unity Shear I - J Chk Loc Chk Loc 113 0.712 1 0.053 1 224 0.822 1 0.057 1 335 0.403 3 0.031 1 446 0.563 3 0.040 1 534 0.360 3 0.032 3 656 0.166 3 0.018 3 Job : Page: 95 Date: 6/11/00 File: GARFLD_5 •"7 Y L/n -1.067 NC -1.495 6597.1 -1.886 NC -1.068 NC -1.500 5538.7 -1.888 NC 0.001 NC -0.051 4505.0 -0.013 NC 0.001 NC -0.059 4081.5 -0.019 NC ASD Fa Fb Cb Cm Eqn. 27.47 40.47 1.00 0.25 H2-1 27.47 40.47 1.00 0.23 Hl-2 27.47 40.47 1.00 0.24 Hl-2 27.47 40.47 1.00 0.23 Hl-2 33.03 40.47 1.00 0.85 H2-1 33.03 40.47 1.00 0.85 H2-1 Unity Shear Memb Chk Loc Chk Loc Fc ' Ft' Fb ' Fv ' RB CL CP Eqn Ksi Ksi Ksi Ksi = <: Rortoc-inn Shani=p;. T.P. A • DT. + STTTSMTrvRn > = - Section Set Member Suggested Alternate Shapes 1st choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A No acceptable shapes found... Bl N/A No acceptable shapes found... RISA-2D (R) Version 4.01 Harataor Engineering Job : 6277 Caminito Carrena Page: 96 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_5 GARFIELD Str. Aptms. IIB :==============< Material Takeoff, LC 4 : DL + Section Database Total Total Set Shape Length Weight Cl Bl C2 TU5X5X6 TU12X4X6 TU5X5X6 20.00 34.00 20.00 Total Wts: 0.45 1.28 0.45 2.18 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 Job : Page: 97 Date: 6/11/00 File: GARFLD 6 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation No No. of Sections for Member Calcs.. S Do Redesign No P-Delta Analysis Tolerance 0.50% Joint No 1 2 3 4 5 6 < joint uoorainates > X Y Joint Coordinate Coordinate Temperature 0. 18. 0. 18. 0. 18. 000 250 000 250 000 250 , <r R 0. 0. 10. 10. 20. 20. 000 000 000 000 000 000 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 Joint + Translation + No X Y Rotation K/in K/in K-ft/rad— 1 Reaction Reaction 2 Reaction Reaction 4 STORY 1 6 STORY 2 ==========================< Materials (General) >=========================-- Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10'5°F K/ft3 Ksi STL1 29000.00 0.3000 0.65000 0.490 36.00 STL2 29000.00 0.3000 0.65000 0.490 46.00 Section Database Label Shape Cl Bl TU5X5X6 TU12X4X6 Material Label STL2 STL2 = <. becuions •" ; As As Area 0,2 1,3 6.58 1.2 1.2 11.10 1.2 1.2 I 1,3 22.80 30.50 I T 0,2 C - /i 22.80 178.00 ================================< Members >================================= Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I-End J-End Label i Length Cl Cl 10.00 10.00 RISA-2D {R} Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 Job : Page: 98 Date: 6/11/00 File: GARFLD 6 126 ============^==============:=====< Members >==============-================== Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I :AVM JrAVM I-End J-End Label 4- Length in in ft 3 3 4 4 5 3 6 5 Cl Cl Bl Bl 10.00 10.00 18.25 18.25 Section Member Set Length •ft- --===< AISC,NDS Parameters >====== Lta-out Lb-in Lcomp K K le-out le-in le-bend out in •ft-•ft-•ft- Cm CH Cb,E Sway o i 1 Cl 2 Cl 3 Cl 4 Cl 5 Bl 6 Bl 10.00 10.00 10.00 10.00 18.25 18.25 2.00 2.00 0.80 0.80 0.65 0.65 0.65 0.65 ===========================< Redesign Criteria >========================== Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in Cl 0.90 0.50 Bl 0.90 0.50 =======:===================< Basic Load Case Data >======================== BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 DEAD LOAD 1 3 2 LIVE LOAD 1 3 3 WIND LOAD 2 4 SEISMIC x Ro 2 ===============< Joint Loads/En forced Displacements, BLC 1 >=============-. Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude , K,K-ft,in,rad 5 L Y -0.920 ====================< Member Distributed Loads, BLC 1 >=================== Joints Load Pattern Pattern Member I J Label Multiplier UNIFORM TRAPEZ1 TRAPEZ3 0.0540 1.0000 1.0000 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 99 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_6 GARFIELD Str. Aptms. Joint Number ======<; joint Loads/Enforced Displacements, BLC 2 >========== Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad— 5 L Y -2.050 ====================< Member Distributed Loads, BLC 2 >========== Joints Load Pattern Pattern Member I J Label Multiplier 534 UNIFORM 0.1200 534 TRAPEZ2 1.0000 656 TRAPEZ4 1.0000 =======:========< Joint Loads/Enforced Displacements, BLC 3 >==--= Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K V_-FV 1 T-Lf IS. ~ L t, , 111/ 4 L X 2.540 6 L X 1.780 ===============< Joint Loads/Enforced Displacements, BLC 4 >================ Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K— ft,in,rad 4 L X 2.000 6 L X 2.160 =============================< Load Patterns >============================== Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or % — UNIFORM Y -1,000 -1.000 0.000 0.000 TRAPEZ1 Y -0.096 0.000 0.000 0.000 TRAPEZ2 Y -0.320 0.000 0.000 0.000 TRAPE23 Y -0.153 -0.045 0.000 0.000 TRAPEZ4 Y -0.340 -0.100 0.000 0.000 ===========================< Load Combinations >============================ RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1DL + LL Y -1 11 2 DL + WIND Y -1 11 3 DL - WIND Y -1 11 4 DL + SEISMICxRo Y -1 11 1 -1 y yyy yyy yyy RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 100 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_6 GARFIELD Str. Aptms. SF 6 Dynamics Input: Number of Modes 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec~2 Convergence Tolerance 0.001 Converge Work Vectors No RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 Job : Page: 101 Date: 6/11/00 File: GARFLD 6 1-2. No 1 2 3 4 5 6 X 0 0 2 2 2 2 ~< Joint ui£ Translation .000 .000 .202 .203 .561 .561 spia Y 0 0 0 -0 -0 -0 cement .000 .000 .000 .004 .002 .005 i f t- _ T. S, L.U ^ : LILi I- W1MU -> Rotation Uz JT3.Q -0. -0. -0. -0. -0. 0. r. 9 • n 02618 02666 00270 00177 00107 00010 T. + WTMD i> Story H X Direction + No. Joint Drift % of Ht 1 4 2 6 No 1 2 2 0 X -2 -2 .20 1.84 .36 0.30 Y .14 0.79 .18 6.08 Mz 0.00 0.00 Totals: -4.32 6.86 Center of Gravity Coords (X,Y,Z) (ft-)6.912,14.978, ================< Member Section Forces, LC 2 : DL + WIND >-=- Member Joints Section I - J 1 Axial Shear Moment 0.000 1 1-31 2 3 4 5 2 2-41 2 3 4 5 3 3-51 2 3 4 5 0. 0. 0. 0. 0. 6. 6. 5. 5. 5. 1. 1. 1. 1. 1. 79 73 67 62 56 OS 02 96 91 85 98 92 87 81 75 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 0. 0. 0. 0. 0. 16 16 16 16 16 29 29 29 29 29 61 61 61 61 61 is.— j. u — 0. -5. -10. -16. -21. 0. -5. -11. -17. -22. 2. 0. -0. -2. — 1 00 39 78 17 56 00 71 43 14 86 29 77 75 26 78 4-6 1 1.89 1.18 5.07 Job : Page: 102 Date: 6/11/00 File: GARFLD6 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF6 :===============< Member Section Forces, LC 2 : DL + WIND >====== Member Joints Section I - J I Axial Shear Moment 5 6 Member 1 2 3 4 2 3 4 5 3- 41 2 3 4 5 5- 61 2 3 4 5 < Member Joints Section I - J 4. 1 31 2 3 4 5 2 41 2 3 4 5 3 51 2 3 4 5 4 61 2 3 4 5 -A 1.83 1.77 1.72 1.66 -1.54 -1.54 -1.54 -1.54 -1.54 -0.60 -0.60 -0.60 -0.60 -0.60 Stresses, L Axial V e ' 0.12 0.11 0.10 0.09 0.09 0.92 0.91 0.91 0.90 0.89 0.30 0.29 0.28 0.28 0.27 0.29 0.28 0.27 0.26 0.25 A. 1.18 1.18 1.18 1.18 -1.42 -2.22 -2.91 -3,49 -3.97 0.83 0.02 -0.66 -1.22 -1.66 2 nt -i- ii. UJ-i — y Shear 0.69 0.69 0.69 0.69 0.69 0.73 0.73 0.73 0.73 0.73 0.19 0.19 0.19 0.19 0.19 0.38 0.38 0.38 0.38 0.38 i\-i t 2.10 -0.86 -3.82 -6.78 -23.84 -15.52 -3.78 10.87 27.93 -3.78 -5.69 -4.20 0.15 6.78 — ,— — — — — — __, Bending Top K.S }_•— 0.00 7.09 14.18 21.27 28.37 0.00 7.52 15.04 22.56 30.08 -3.01 -1.01 0.98 2.98 4.98 -6.66 -2.77 1.13 5.02 8.92 Bending Bottom -— ~i\si. — — — — 0.00 -7.09 -14.18 -21.27 -28.37 0.00 -7.52 -15.04 -22.56 -30.08 3.01 1.01 -0.98 -2.98 -4.98 6.66 2.77 -1.13 -5.02 -8.92 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 103 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_6 GARFIELD Str. Aptms. SF_6 //-; — I ^-O Member 5 6 Member 1 2 3 4 5 : < Memoe Joints Section I - J J. 3 41 2 3 4 5 5 61 2 3 4 5 Joints Section I - J J. 1 31 2 3 4 5 2 41 2 3 4 5 3 51 2 3 4 5 4 61 2 3 4 5 3 41 2 3 4 5 ;r stresses, i Axial -0.14 -0.14 -0.14 -0.14 -0.14 -0.05 -0.05 -0.05 -0.05 -0.05 X 0.000 0.000 0.000 0.000 0.000 0.000 -0.001 -0.002 -0.003 -0.004 0.000 -0.001 -0.001 -0.001 -0.002 -0.004 -0.004 -0.004 -0.005 -0.005 2.202 2.203 2.203 2.203 2.203 _,L: £ : IJL, t Shear -0.19 -0.30 -0.39 -0.47 -0.53 0.11 0.00 -0.09 -0.16 -0.22 Y 0.000 -0.771 -1.453 -1.960 -2.202 0.000 -0.784 -1.475 -1.979 -2.203 -2.202 -2.298 -2.406 -2.502 -2.561 -2.203 -2.290 -2.410 -2.517 -2.561 0.000 -0.074 -0.041 0.016 -0.004 Bending Top 9.64 6.28 1.53 -4.40 -11.30 1.53 2.30 1.70 -0.06 -2.74 L/n NC 545.3 340.8 389.5 NC NC 514.2 321.4 367.3 NC NC NC 4911.7 3907.3 NC NC NC 4294.3 2658.7 NC NC 3014.8 5594.8 NC NC Bending Bottom -9.64 -6.28 -1.53 4.40 11.30 -1.53 -2.30 -1.70 0.06 2-74 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 Job : Page: 104 Date: 6/11/00 Pile: GARFLD 6 =================< Member Deflections, LC Member Joints Section I - J -I x y DL + WIND >=========== L/n 6 5 "^ Member Joints I - 1 1 2 2 3 3 4 4 5 3 6 5 J 3 4 5 6 4 6 6 1 2 3 4 5 Member Unity Chk 0.703 0.767 0.130 0.227 0.283 0.069 2.561 2.561 2.561 2.561 2.561 -0.002 -0.044 -0.048 -0.026 -0.005 AISC Unity Checks, LC ; Loc 5 5 5 5 5 5 Shear Chk 0.028 0.030 0.008 0.015 0.022 0.009 Loc 1 1 1 1 5 5 Fa 27. 27. 27. 27. 32. 32. 47 47 47 47 66 66 NC 5279.6 4838.2 NC NC > : DL Fb 40. 40. 40. 40. 40. 40. + W 47 47 47 47 47 47 Cb 1.00 1.00 1.00 1.00 1.00 1.00 Cm 0.60 0.60 0.36 0.30 0.85 0.85 ASD Eqn. Hl-2 Hl-2 Hl-2 Hl-2 H2-1 H2-1 ===============< Member NDS Unity Checks, LC 2 : DL + WIND >=============== Unity Shear Memb Chk Loc Chk LOC Fc' Ft' Fb' FV RB CL CP Eqn Ksi Ksi Ksi Ksi ===================< Redesign Shapes, LC 2 : DL + WIND >=================== Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A No acceptable shapes found... Bl N/A No acceptable shapes found... ==================< Material Takeoff, LC 2 : DL + WIND >==== Section Database Total Total Set Shape Length Weight Cl Bl TU5X5X6 TU12X4X6 tt 40.00 36.50 Total Wts: A 0.90 1.38 2.27 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 Job : Page: 105 Date: 6/11/00 Pile: GARFLD 6 — — — - • No 1 2 3 4 5 6 X 0 0 -2 -2 _. f) -2 =< Joint DJLE .000 .000 .198 .199 .552 .553 jpia Y 0 0 -0 0 -0 0 cement; .000 .000 .005 .001 .007 .000 i -ft- T. S, 1,U J Uz 0. 0. 0. 0. -0. 0. 02661 02615 00173 00267 00013 00104 T. - WTKin :> Story + X Direction + No. Joint Drift % of Ht 1 4 2 6 No 1 2 -2 -0 X 2 2 .20 1.83 .35 0.30 Y Mz .15 7.62 0.00 .17 -0.75 0.00 Center of Gravity Coords ================< Member Member Joints Section I - J J, 1 1-31 2 3 4 5 2 2-41 2 3 4 5 3 3-51 2 3 4 5 (X,Y,Z) Section Axial 7 7 7 7 7 -0 -0 -0 -0 -0 3 3 3 2 2 (ft) : Forces, .62 .56 .50 .45 .39 .75 .81 .87 .92 .98 .13 .08 .02 .97 .91 6 LC 3 : Shear -2. — ? -2. -2. -2. -2. -2. -2. -2. -2. -1. -1. -1. -1. _ i .912, DL - 28 28 28 28 28 16 16 16 16 16 19 19 19 19 19 14.978 WIND >=== Moment — it — 0. 5. 11. 17. 22. 0. 5. 10. 16. 21. -5. — 7 0. 3. 6. 0.000 ============= 00 71 42 14 85 00 39 78 17 57 07 11 85 82 78 4-6 1 0.73 -0.61 -2.28 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 Job : Page: 106 Date: 6/11/00 File: GARFLD 6 Member 5 6 Member 1 2 3 4 === < Member be Joints Section I - J 4- 2 3 4 5 3- 41 2 3 4 5 5- 61 2 3 4 5 Joints Section I - J 1 1 31 2 3 4 5 2 41 2 3 4 5 3 51 2 3 4 5 4 61 2 3 4 5 ction rorce Axial 0.67 0.62 0.56 0.51 0.97 0.97 0.97 0.97 0.97 1.18 1.18 1.18 1.18 1.18 Axial 1.16 1.15 1.14 1.13 1.12 -0.11 -0.12 -0.13 -0.14 -0.15 0.48 0.47 0.46 0.45 0.44 0.11 0.10 0.09 0.09 0.08 =s, j-^u; j : ui Shear -0.61 -0.61 -0.61 -0.61 4.26 3.46 2.76 2.18 1.71 1.99 1.18 0.50 -0.07 -0.51 Shear -0.73 -0.73 -0.73 -0.73 -0.73 -0.69 -0.69 -0.69 -0.69 -0.69 -0.38 -0.38 -0.38 -0.38 -0.38 -0.19 -0.19 -0.19 -0.19 -0.19 , - W.LWU > Moment -0.77 0.75 2.26 3.78 27.92 10.37 -3.78 -15.02 -23.85 6.78 -0.41 -4.19 -5.13 -3.78 Bending Top 0.00 -7.52 -15.03 -22.55 -30.07 0.00 -7.09 -14.19 -21.28 -28.38 6.67 2.77 -1.12 -5.02 -8.92 3,00 1.01 -0.98 -2.98 -4.97 Bending Bottom 0.00 7.52 15.03 22.55 30.07 0.00 7.09 14.19 21-28 28.38 -6.67 -2.77 1.12 5-02 8.92 -3.00 -1.01 0.98 2.98 4.97 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 107 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_6 GARFIELD Str. Aptms. ===================< Memoe Member Joints Section I - J 4. 5 3 41 2 3 4 5 6 5 61 2 3 4 5 Member Joints Section I - J 4. 1 131 2 3 4 5 2 241 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 41 2 3 4 5 >r stresses, i Axial 0.09 0.09 0.09 0.09 0.09 0.11 0.11 0.11 0.11 0.11 X 0.000 -0.001 -0.002 -0.004 -0.005 0.000 0.000 0.000 0.000 0.001 -0.005 -0.005 -0.006 -0.006 -0.007 0.001 0.000 0.000 0.000 0.000 -2.198 -2.198 -2.198 -2.199 -2.199 -iij j : UL, - Shear 0.57 0.46 0.37 0.29 0.23 0.27 0.16 0.07 -0.01 -0.07 y 0.000 0.783 1.472 1.975 2.198 0.000 0.770 1.452 1.957 2.199 2.198 2.283 2.403 2.509 2.552 2.199 2.293 2.400 2.495 2.553 -0.005 0.014 -0.041 -0.072 0.001 W1NU > Bending Top -11.29 -4.19 1.53 6.07 9.65 -2.74 0.17 1.70 2.07 1.53 L/n NC 514.4 321.5 367.4 NC NC 545.1 340.7 389.3 NC NC NC 4301.9 2659.7 NC NC NC 4910.7 3909.7 NC NC NC 5589.2 3075.0 NC Bending Bottom 11.29 4.19 -1.53 -6.07 -9.65 2.74 -0.17 -1.70 -2.07 -1.53 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 Job : Page: 108 Date: 6/11/00 File: GARFLD 6 130 .================< Member Deflections, LC 3 : DL - WIND >= Member Joints Section I - J 4- x y L/n 6 5 61 2 3 4 5 -2 -2 -2 -2 -2 .552 .552 .552 .553 .553 -0. -0. -0. -0. 0. 007 028 048 041 000 9503 4844 5502 NC .4 .7 .3 NC Member 1 2 3 4 5 6 <. fiemoer Joints Unity I - J Chk 1 2 3 4 3 5 3 4 5 6 4 6 ==-< 0. 0. 0. 0. 0. 0. Mp 773 705 232 125 281 071 Hlt> Loc 5 5 5 5 1 1 ism u unity Shear Chk 0. 0. 0. 0. 0. 0. q n 030 028 015 008 023 Oil unecKS, LU j Loc Fa 1 1 1 1 1 1 r.h&r 27 27 27 27 32 32 -V«. .47 .47 .47 .47 .66 .66 T.r. • i : UL, Fb 40. 40. 40. 40. 40. 40. \ • m 47 47 47 47 47 47 , - w irju >- Cb 1.00 1.00 1.00 1.00 1.00 1.00 rwn •>- Cm 0. 0. 0. 0. 0. 0. 60 60 30 36 85 85 ASD Eqn. Hl-2 H2-1 Hl-2 Hl-2 Hl-2 Hl-2 Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Ksi Ksi Fb' Fv' RB CL CP Eqn —Ksi Ksi Section Set Member •===< Redesign Shapes, LC 3 : DL - WIND >=== Suggested Alternate Shapes 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A No acceptable shapes found.. . Bl N/A No acceptable shapes found... Section Set Cl Bl <- Material Database Shape TU5X5X6 TU12X4X6 raKeorr , LU J : DL Total Length 40.00 36.50 Total Wts: WlWtJ > Total Weight 0.90 1.38 2.27 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 ==============< Joint Displacements, L No X Y 1 0.000 0.000 2 0.000 0.000 3 2.133 0.000 4 2.134 -0.004 5 2.538 -0.001 6 2.539 -0.005 Story + X Direction + No. Joint Drift % of Ht 1 4 2.13 1.78 2 6 0.41 0.34 No X Y 1 -2.06 0.67 2 -2.10 6.20 Totals: -4.16 6.86 Center of Gravity Coords (X,Y,Z) (ft) Member Joints Section I - J 0, Axial 1 1-31 0.67 2 0.61 3 0.56 4 0.50 5 0.44 2 2-41 6.20 2 6.14 3 6.08 4 6.03 5 5.97 3 3-51 1.88 2 1.82 3 1.76 4 1.71 5 1.65 Job : Page: 109 Date: 6/11/00 File: GARFLD_6 131 C 4 : DL + SEISMICxRo >============== Rotation Uz -0.02530 -0.02578 -0.00272 -0.00178 -0.00115 0.00002 Moment Mz 0.00 0.00 : 6.912, 14 LC 4 : DL + SEISMIC* Shear Mom 2.07 2.07 2.07 2.07 2.07 2.20 2.20 2.20 2.20 2.20 0.80 0.80 0.80 0.80 0.80 .978, 0.000 ent 0.00 -5.19 -10.37 -15.56 -20.74 0.00 -5.51 -11.02 -16.53 -22.04 3.27 1.27 -0.72 -2.71 -4.70 4-6 1 1.99 1.38 6.05 RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 Job : Page: 110 Date: 6/11/00 File: GARFLD 6 732 Member 5 6 Member 1 2 3 4 = < Memner ^ec Joints Section I - J I 2 3 4 5 3- 41 2 3 4 5 5- 61 2 3 4 5 < Msmbsr Joints Section I - J 4- 1 31 2 3 4 5 2 41 2 3 4 5 3 51 2 3 4 5 4 61 2 3 4 5 :tion r orces , . Axial 1.93 1.88 1.82 1.76 -1.27 -1.27 -1.27 -1.27 -1.27 -0.79 -0.79 -0.79 -0.79 -0.79 C-Hvciet&c? Tf*ogresses, JJL. Axial 0.10 0.09 0.08 0.08 0.07 0.94 0.93 0.92 0.92 0.91 0.29 0.28 0.27 0.26 0.25 0.30 0.29 0.29 0.28 0.27 L.L. 1 I UL, f C Shear K _ 1.38 1.38 1.38 1.38 -1.43 -2.24 -2.93 -3.51 -3.98 0.73 -0.08 -0.76 -1.32 -1.76 4 . FIT 4- CT? T <: ujj T btis Shear 0.66 0.66 0.66 0.66 0.66 0.71 0.71 0.71 0.71 0.71 0.26 0.26 0.26 0.26 0.26 0.44 0.44 0.44 0.44 0.44 it, loPin^xrto ,>=== Moment K -f t-LL. 2.61 -0.83 -4.26 -7.70 -24.01 -15.60 -3.78 10.95 28.09 -4.70 -6.15 -4.19 0.61 7.70 sMICXKO > Bending Top 0.00 6.82 13.64 20.47 27.29 0.00 7.25 14.50 21.75 29.00 -4.30 -1.68 0.94 3.57 6.19 -7.96 -3.44 1.09 5.61 10.13 Bending Bottom JS.S1 0.00 -6.82 -13.64 -20.47 -27.29 0.00 -7.25 -14.50 -21.75 -29.00 4.30 1.68 -0.94 -3.57 -6.19 7.96 3.44 -1.09 -5.61 -10.13 RISA-2D (R) Version 4.01 Harabor Engineering Job : 6277 Caminito Carrena Page: 111 San Diego, CA 92122-3415 Date: 6/11/00 File: GARFLD_6 GARFIELD Str. Aptms. SF_6 i^ ================< Member Stresses, LC 4 : DL + SEISMICxRo >===============- Member Joints Section Bending Bending I - j 4, Axial Shear Top Bottom 5 3 41 2 3 4 5 6 5 61 2 3 4 5 -0. -0. -0, -0. -0. -0. -0. -0. -0. -0. 11 11 11 11 11 07 07 07 07 07 a. . T.P -0. -0. -0. -0. -0. 0. -0. -0. -0. -0. A • m. 19 30 39 47 53 10 01 10 18 24 -1- CITTT' 9 6 1 -4 -11 1 2 1 -0 -3 ^MTPvRn .71 .31 .53 .43 .36 .90 .49 .70 .25 .12 -,, -9. -6. -1. 4. 11. -1. -2. — 1 0. 3. 71 31 53 43 36 90 49 70 25 12 Member Joints Section I - J 4 1 1 31 2 3 4 5 2 2 41 2 3 4 5 3 3 51 2 3 4 5 4 4 61 2 3 4 5 5 3 41 2 3 4 5 X 0.000 0.000 0.000 0.000 0.000 0.000 -0.001 -0.002 -0.003 -0.004 0.000 -0.001 -0.001 -0.001 -0.001 -0.004 -0.004 -0.004 -0.005 -0.005 2.133 2.133 2.133 2.133 2.134 y 0.000 -0.745 -1.405 -1.896 -2.133 0.000 -0.758 -1.427 -1.915 -2.134 -2.133 -2.236 -2.359 -2.471 -2.538 -2.134 -2.227 -2.363 -2.486 -2.539 0.000 -0.074 -0.041 0.016 -0.004 L/n NC 566.8 354.2 404.8 NC NC 533.4 333.3 381.0 NC NC NC 5115.0 3543.2 NC NC NC 4450.3 2484.3 NC NC 3003.4 5597.0 NC NC RISA-2D (R) Version 4.01 Harabor Engineering 6277 Caminito Carrena San Diego, CA 92122-3415 GARFIELD Str. Aptms. SF 6 Job : Page: 112 Date: 6/11/00 File: GARFLD6 ==============< Member Deflections, LC 4 Member Joints Section I - J I x y DL + SEISMICxRo >= L/n 6 5 61 2 3 4 5 in- 2. 2. 2. 2. 2. 538 539 539 539 539 -0.001 -0.045 -0.048 -0.024 -0.005 NC 5085.2 4841.6 NC NC Member 1 2 3 4 5 6 < Memoer HIS Joints Unity I - J Chk 1 2 3 4 3 5 3 4 5 6 4 6 0. 0. 0. 0. 0. 0. 676 741 160 258 284 079 u un^ty unecxis, L.U Shear Loc Chk Loc Fa 5 5 5 5 5 5 0. 0. 0. 0. 0. 0. 027 029 010 018 022 010 1 1 1 1 5 5 27 27 27 27 32 32 4 : UL, -t- t>^J-t>. Fb .47 .47 .47 .47 .66 .66 A • T 40 40 40 40 40 40 .47 .47 .47 .47 .47 .47 SPT.c: MIUXKO ; Cb 1 1 1 1 1 1 MTl"1 .00 .00 .00 .00 .00 .00 Cm 0.60 0.60 0.32 0.29 0.85 0.85 ASD Eqn. Hl-2 Hl-2 Hl-2 Hl-2 H2-1 H2-1 Unity Shear Memb Chk Loc Chk Loc Fc ' Ft' Fb ' Fv ' RB CL CP Eqn Section Set Member < Redesign Shapes, LC 4 : DL + SEISMICxRo >= Suggested Alternate Shapes 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... Cl N/A Bl N/A Section Set Cl Bl No acceptable shapes found. . . No acceptable shapes found. . . Database Total Shape Length TU5X5X6 TU12X4X6 40.00 36.50 Total Wts: Total Weight 0.90 1.38 2.27 OloOZmCOO>pOOm CO om»j o CO oen O)o"s-^ CO O o> 00CO Mraa tflX > STONE TRUSS COMPANY STONE TRUSS CO. CERTIFIED INSPECTION ICBO EVALUATION SERVICE INC. AA-583 IN STRICT ACCORDANCE WITH UBC2321.3 PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS HIB-91. SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054 • (760) 967-6171 • FAX (760) 967-6178 E-mail: stc inc@ix.netcom.com ST001 I 1 '6 7'6 CO CD CO CO coMi\jr~ coz OT 4= XO\ O : : CD XI ' 1 OO—I m ~ooo 33 CO i Oin -DO*- -qID IDZ: -ez no i ~o(—l | | -r-j / n ( i CO ZD —I CO CO L_ CO O CO CD JOB DESCRIPTION GRRFIELD DUPLEX JOB LOCflTION OIP- CD 00 CD O O O O O O no O O O O -OOO C/3 TD T3C/l CO O O t/1c-o ^ i.ooo333ooo i—' no !-• t?i OJ 01oojooo-fcco-0-0 •B--O -o -ooooOf Q] QJO- O. 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CJI LJ1 Cl U1 O °X m C/)" -am /A .b. ro a T3 CD oo !A ru nrn CT C_O tn 3o D;*; om oo ^66^snv^ SOUTH COAST CIVIL ENGINEERING INC. City of Carlsbad Engineering Dept. Page One of Six 2075 LasPalmasDr. Carlsbad, CA. 92009 RE: 3695 Garfield Street Carlsbad, CA. A.P.N. 204-232-0500 Subject: As Graded Geotechnical Report To Whom It May Concern: South Coast Civil Engineering Inc. has performed grading observation and compaction testing during the rough grading operations at the above referenced site. I certify that the rough grade pad is in substantial conformance to the recommendations made in the preliminary soils report which was prepared by South Coast Civil Engineering, Inc., entitled " 3695 Garfield Street, Carlsbad, CA:," and the applicable ordinances of the City of Carlsbad. Attached to this report is a summary of the compaction tests and laboratory results from this project. Geology Geologically, the site is located in the foothills of the peninsular range mountains of the western margin of the Southern California Batholith. The underlying soil is weathered rock of the cretaceous age. Grading Operations The following grading occurred from 6/7/2000 to 6/13/2000. The grading for this project consisted of the removal and recompaction of the compressible top soils of a relatively level site for the construction of a wood- framed duplex. Prior to the placement of fill all vegetation and debris was removed from the grading envelope. This removal extended approximately 10' from the north and south end of the proposed structure, and out to the property lines in an east/west direction. The maximum depth of this excavation was approximately -4'± from original ground. Soils from this excavation were recompacted to 90% minimum relative density. This excavation was inspected by a representative of this firm. Using a rubber-tired loader, the existing on site soils from the cut area were then spread in to 8 inch lifts, watered, and compacted to a minimum of 90% relative density. 11315 Rancho Bernardo Rd, ste 130, San Diego, CA 92127 (858)675-9097 Cte* Page Two of Six As the filling proceeded, five sand cone tests were performed to verify the 90% minimum relative density. All testing laboratory analysis and maximum density curves were performed in accordance to ASTM methods. Attached is a summary of this data. All fill slopes are 2:1 or flatter and their maximum height is 2± feet. In general, all cut slopes are less than l'± in height. No ground water was uncovered during the grading operations. No oversized rock was placed in the fill. No material was imported/exported to or from the site. Conclusions In general no soil or geological conditions were encountered which would preclude the proposed development of the site. The predominant soils encountered by the grading are considered to be non- expansive and no special design considerations will be necessary. The anticipated total and/or differential settlements for the proposed structures may be considered to be within the tolerable limits. Page Three of Six Foundation Recommendations The foundations system for the proposed structure shall be designed by the project architect or structural engineer. The following recommendations are based upon soil considerations only. They shall be considered a minimum design, and shall be reviewed by the project structural engineer for their adequacy. For two story construction, the minimum foundation shall be 15 inches wide and founded 18 inches below grade. For the single story construction, the minimum foundation shall be 12 inches wide and founded 12 inches below grade. Both types of construction shall have four #4 bars of reinforcing steel. Two bars shall be placed 3 inches below the top of foundation, and the other two bars shall be placed 3 inches from the bottom of foundation. These recommendations are based upon soil characteristics only and do not reflect any special considerations imposed by the building design which may require a stronger foundation. The proposed foundations may be designed utilizing an allowable bearing pressure of 1200 Ib/sf. This value may be increased by 1/3 for the design of loads that include wind and seismic analysis. Slab on grade, and all exterior concrete flat work, shall be at least 4" thick and reinforced with #3 rebar placed in a grid on 24" centers. The interior house slab shall be poured on four inches of clean washed bedding sand (native sands are not acceptable) with a 6 mil. visqueen vapor barrier placed at mid-depth in the bedding sand. In addition, in order to avoid drying shrinkage cracks or minor settlement cracks from occurring in aesthetically or structurally sensitive areas, the maximum allowable square footage of monolithic concrete for the interior slab (with out saw cuts) should not exceed 144sf. These sections shall be more or less square in shape with the lengths not exceeding 1.5 times the width. The depth of these saw cuts should be 1/5 of the thickness of the slab, and be installed within 24 hours of the pour. Tooled control joints (as opposed to saw cut) are preferable for garage slabs and exterior flat work. All utility trenches shall be properly backfilled and compacted with mechanical compacting device prior to placement of any concrete. All foundation excavations shall be inspected by this engineer prior to placement of concrete. Page Four of Six Retaining Wall Recommendations The following values should be used in the design of retaining walls for this project. Retaining walls, which are not fixed at the top and have a level backfill are to be designed for an active soil pressure equivalent to a fluid pressure of not less than 46.0 pcf. Where the backfill is inclined at no steeper than 2:1, an active soil pressure of not less than 67.0 pcf is recommended. These values are based on the assumption of a drained backfill condition. Wall drainage details are to be provided by the project architect. When retaining walls are restrained at the top an at-rest soil pressure of not less then 67.0 pcf shall be used for design of the wall. A passive soil pressure value not greater than 250 pcf shall be used. A coefficient friction of not greater than 0.32 may be used for resistance of sliding between concrete and soil. Limitations This compaction report only covers the observations and testing for the grading of the pad area as is shown on the attached test location plat. This grading occurred between 6/7/2000 to 6/13/2000. The opinions presented herein are based on observations and test results, and are limited by the scope of services that South Coast Civil Engineering Inc. agreed to perform. Recommendations made on site during the grading operation, and those contained in this report are in accordance with current generally accepted engineering practices. No warranty, expressed or implied, is given or intended with respect to the services which were performed. If there are any questions on this matter, please feel free to contact me at (858) 675-9097. Sincerely, Russell Bergener RCE 44641 Exp. 3/31/02 Date PAGE J~OF COMPACTION TESTING SUMMARY SHEET 3695 Garfield Street Carlsbad, CA. A.P.N. 204-232-0500 NO. 1 2 3 4 5 6 MAXIMUM DENSITY SUMMARY DESCRIPTION Sand, Sandy, Red/Tan MAXIMUM WET DENSITY 137.3 OPTIMUM MOISTURE 9.0% MAXIMUM DRY DENSITY 126.0 TESTELEVATION TEST RESULTS TEST NO. DATE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 6/9/2000 6/9/2000 6/120000 6/13/2000 6/13/2000 FROM ORIGINAL GROUND -2.0 +0.0 +1.0 +2.0 +2.0 TO FINISH PAD -4.0 -2.0 -1.0 -0.0 -0.0 WET DENSITY LBS7FT3 127.9 125.3 131.4 125.6 126.2 MOISTURE % 10.2% 9.5% 11.9% 9.1% 9.2% DRYDENSITY LBS/FT3 116.1 114.4 117.4 115.1 115.6 MAX. DRY DENSITY LBS7FT3 126.0 126.0 126.0 126.0 126.0 OPTIMUM MOISTURE 9.0% 9.0% 9.0% 9.0% 9.0% RELATIVE DENSITY % 92.1% 90.8% 93.2% 91.4% 91.7% c or GARFIELD ST. SOUTH COAST CIVIL ENGINEERING INC. A PRELIMINARY SOILS REPORT* PREPARED FOR: 3695 GARFIELD STREET CARLSBAD, CA 11315 Rancho Bernardo Rd., ste 130, San Diego, CA 92127 (619) 675-9097 3/28/2000 Dakmin Inc P. 0. Box Fallbrook, CA 92088 (760) 730-3401 RE: A Proposed Duplex at 3695 Garfield Street, Carlsbad, CA Work Order #2000-119 SUBJECT: Preliminary Soils Investigation Per the request of David Mahlurn this firm has performed a subsurface investigation of the soils found at the above referenced site. This report contains the findings of that investigation and makes ""recommendations for the development of the site. SCOPE OF REPORT Explore the subsurface conditions to the depths influenced by the proposed construction. Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence the development, including their bearing capacities, expansive characteristics and settlement potential. Define the general geology at the site. Develop soil engineering criteria for the site grading and provide design information regarding the stability of cut/fill slopes. Determine potential construction difficulties and provide recommendations concerning these problems. Develop soil engineering criteria to be used by the structural engineer to design an appropriate foundation system. THE SITE The project site is a rectangularly shaped parcel of 7200 sf. It is located on the north west corner of Garfield Street and Juniper Ave, west of 1-5, in Carlsbad, California. Geologically, it is within the foot hills of the Peninsular range mountains of the western margin of the Southern California Batholith. The underlying soil is weathered rock of the cretaceous and eocene age. The parcel is generally level, sitting back several hundred feet from the coastal bluffs at 50f± MSL. The easterly property line has frontage On Garfield Street, the southerly property line has frontage on Juniper Ave. It is my understanding that the structure (house) that is currently on site is to be demolished and removed prior to developing the property. V The existing land use is residential. The surrounding parcels have been developed with single family residences and condominiums. FIELD INVESTIGATION In March of 2000, I conducted a field investigation of the subject site. One exploration excavation was made in western end of the site. Soil profiles were visually examined. The soils encountered, in general, consist of an orange brown, silty sand, changing to a dense formational sand stone at depths ranging from -3' to -4'. No ground water was encountered during this investigation, and ground water is not likely to be a problem during or after the grading operation. There is no visual evidence of rock out croppings on the site, however there is always the potential that non-rippable rock can be encountered during the grading operation. In the unlikely event that blasting become's necessary, a special blasting permit shall be required by the City of Carlsbad. LABORATORY TESTS Laboratory tests have been performed In accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM). A Proctor Analysis was performed on a sample which is representative of the predominate on site soil according to ASTM D1557. The maximum dry density was determined to be 126.0 lbs/ft3 at an optimum moisture of 9.0. The friction angle to be used for design criteria is 27° and the cohesion is 181 psf. Due to the very granular, non-plastic nature of the soils encountered, it is my opinion that a visual observation is sufficient to determine that the soil is non-expansive. GRADING RECOMMENDATIONS It is my understanding that this parcel is to be developed with wood framed, single family dwelling unit, similar to the surrounding sites. The site shall be cleared of all vegetation and foreign debris within the grading envelope shown on the approved grading plan. This debris is to be removed from site prior to rough grade approval. Through out the site there is a lens of compressible top soil material which will need to be removed and recompacted to a 90% minimum relative density prior to the installation of any structures or the placement of any fills. The anticipated depth of removal is -3'+. Because subsurface conditions vary, the actual depth of removal and recornpaction shall be determined by the soils engineer at time'of grading. Because the site is relatively small, and the majority of the site is likely to receive some form of a structure or hard scape, it is recommended that the entire site bevrecompacted as detailed above. All fill material is to be compacted into a dense uniform embankment of 90% minimum relative density. The moisture content of the soil should be between -1% to +3% of optimum moisture. Based upon a review of the currently proposed development of this site, the foundations will not cross over a cut/fill transition line (or "daylight line") of the building pad. Therefore no special considerations will be necessary to mitigate this. Cut and fill slopes are to be provided with appropriate surface drainage features and landscaped with drought-tolerant, slope- stabilizing vegetation as soon as possible in order to minimize potential for erosion. Berms are to be provided at the top of all slopes and lot drainage directed such that runoff on slope faces is minimized. All grading shall be performed in accordance with the attached "Recommended Grading Specifications" and the City of Oceanside grading ordinance. FOUNDATION RECOMMENDATIONS The following foundation recommendations shall be considered a minimum, and shall be reviewed by the project structural engineer for their adequacy: For two story construction, the minimum foundation shall be 15 inches wide and founded 18 inches below grade. For the single story construction, the minimum foundation shall be 12 inches wide and founded 12 inches below grade. Both types of construction shall have four #4 bars of reinforcing steel. Two bars shall be placed 3 inches below the top of foundation, and the other two bars shall be placed 3 inches from the bottom of foundation. These recommendations are based upon soil characteristics only and do not reflect any special considerations imposed by the building design which may require a stronger foundation. The proposed foundations may be designed utilizing an allowable bearing pressure of 1200 Ib/sf. This value may be increased by 1/3 for the design of loads that include wind and seismic analysis. Slab on grade and exterior concrete flat work shall be at least 4" thick and reinforcedywith number 3 rebar placed in a grid on 24" centers. The interior house slab shall be poured on four inches of clean washed bedding sand (native sands are not acceptable) with a 6 mil. visqueen vapor barrier placed at mid- depth in the bedding sand. In addition, in order to avoid drying shrinkage cracks or 'minor settlement cracks from occurring in aesthetically or structurally sensitive areas the architect for this project should provide a schematic diagram of the locations of the saw cut control joints in the house. The maximum allowable square footage of monolithic concrete for the interior slab (with out saw cuts) should not exceed 144 sf. (These sections shall be more or less square in shape with the lengths not exceeding 1.5 times the width.) The depth of these saw cuts should be 1/5 of the thickness of the slab, and be installed within 24 hours of the pour. Tooled control joints (as opposed to saw cut) are preferable for garage slabs and exterior flat work. All utility trenches shall be properly backfilled and compacted with a mechanical compacting device prior to placement of any concrete. All foundation excavations shall be inspected by this engineer prior to placement of concrete. These recommendations are made based upon the assumption that the soils found on the site will be used for foundation embankment. In the event that addition soil is imported to the site, these recommendations will need to be updated accordingly. Additional or final foundation recommendations will be made and contained in the final "As Graded Report" when a more complete evaluation of foundation soils can be made. RETAINING WALL RECOMMENDATIONS The following values should be used in the design of retaining walls for this project. Retaining walls, which are not fixed at the top and have a level backfill are to be designed for an active soil pressure equivalent to a fluid pressure of not less than 46.0 pcf. For a sloping back fill of not greater than 2:1, an active soil pressure equivalent to a fluid pressure of not less than 67.0..pcf shall be used. This value is based on the assumption of a drained backfill condition. Wall drainage details are to be provided by the project architect. When retaining walls are restrained at the top an at-rest soil pressure of not less than 67.0 pcf shall be used for design of the wall. A passive soil pressure value not greater than 250 pcf shall be used. A coefficient of friction not greater than 0.32 may be assumed for resistance t>f sliding between concrete and soil. CONCLUSIONS In general no soil conditions were encountered which would preclude the proposed development of the site, provided that the recommendations of this report are followed and that this firm monitors the grading operation. The predominant soils to be encountered by residential grading are considered to be non-expansive and no special design considerations will be necessary. The anticipated total and/or differential settlements for the proposed structures may be considered to be within the tolerable limits provided the recommendations presented in this report are followed. Although no large rocks were encountered in the exploration excavations, there is always a chance that unrippable rock will be encountered during the grading operation. In the event that blasting becomes necessary, a special blasting permit will be required by the City of Carlsbad. LIMITATIONS AND UNIFORMITY OF CONDITIONS The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variation or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, South Coast Civil Engineering Inc. must be notified so that supplemental recommendations can be given. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and other engineers for the project and incorporated into the plans, and the necess'ary steps are taken to see that their contractor and subcontractors carry out such recommendations in the field. V The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. in addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of -our control. Therefore, this report is subject to review and should not be relied upon after a period of two years. Russell Bergen^r RCE 44641 Exp. 3/31/02 Date 10 RECOMMENDED GRADING SPECIFICATIONS 1. General These specifications have been prepared for the 3695 Garfield Street, Carlsbad, CA. 1.2 The grading contractor shall be responsible for performing the grading operation in strict conformance with these specifications. All fill placement shall be done under the observation of the Soil Engineer. The Soil Engineer shall be consulted if the contractor or owner wishes to deviate from these specifications. 1.3 The grading shall consist of clearing, grubbing, and removing from the site all material the Soil Engineer designates as "unsuitable": preparing areas to be filled; properly placing and compacting fill materials; and all other work necessary to conform with the lines, grades/ and slopes on the approved plans. 2. Preparation of Areas to be Graded 2.1 All trees and shrubs not to be used for landscaping, structures, weeds', and rubbish must be removed from the grading envelope prior to commencing any excavating or filling operations. This debris must be removed from site prior to rough grade approval. 2.2 All buried structures (such as tanks, leach lines, and pipes) not designated to remain on the site shall be removed, and the resulting depressions must be properly backfilled and compacted prior to any grading or filling operations. 2.3 All water wells shall be treated in accordance with the requirements of the San Diego County Health Department. The owner shall verify the requirements. 2.4 All vegetation and soil designated as "unsuitable" by the Soil Engineer shall be removed under his observation. The exposed surface must then be plowed or scarified to a depth of at least 12 inches until the surface is free from ruts, hummocks, or other uneven features that would prevent uniform compaction by the equipment used. 2.5 Where the slope ratio of the original ground is steeper than 6.0 horizontal to 1.0 vertical, or where recommended by the Soil Engineer, the bank shall be benched in accordance with the following illustration: 11 FILL SLOPE 2:1 MAXIMUM SLOPE RATIO ORIGINAL GROUND 2.6 A NOTES L B (1 (2 SEE NOTE 2 "A" should be 2' wider than the compaction equipment (10* min.). "B" should be 1.5 the width of the compaction equipment (15' min.). The outside toe should be at least 2' into dense, formational material After the areas have been plowed or scarified, the surface shall be disced and bladed until they are free from large clods; brought to the proper moisture content by adding water or aerating; and compacted as specified in Section 4 of these specifications. 3. Materials Suitable for Use in Compacted Fill 3.1 Material that is perishable, spongy, contains organic matter, or is otherwise unsuitable must not be used in compacted fill. 3.2 The Soil Engineer shall decide what materials, either imported to the site or excavated from on-site cut areas, are suitable for use in compacted fills; the Soil Engineer shall approve any import material before it is delivered to the site. During grading, the contractor may encounter soil types other than those analyzed for the soils investigation. The Soil Engineer shall be consulted to evaluate the suitability of such soils. 3.3 Any material containing rocks or hard lumps greater than 12 inches in diameter must be placed in accordance with Section 6 of these specifications. 3.4 The Soil Engineer is to perform laboratory tests on representative samples of material to be used in compacted fill. Such tests are to be performed to evaluate the maximum dry density and moisture content of the samples. The tests are to be performed in accordance with the accepted test methods of the American Society of Testing and Materials (ASTM). 4. Placing, Spreading, and Compacting Fill Material 4.1 Unless otherwise specified, fill material shall be compacted 12 while at +1% to +4% of the optimum moisture content and to a relative compaction of at least 90 percent as determined by accepted ASTM test methods. 4.2 Fill materials shall be placed in 8" layers so that, when compacted, they have a relative compaction in conformance with the project specifications. Each layer shall be spread evenly and mixed thoroughly to provide uniformity of materials in each layer. 4.3 Fill slopes shall be compacted by sheepsfoot rollers or by track-walking with a dozer. Compaction tests shall be taken on the slope face to verify the 90% minimum relative density. 5. Observation of Grading Operations 5.1 The Soil Engineer shall be on site during all filling and compaction operations. 5.2 The Soil Engineer is to perform in-place density tests at 2 foot elevation intervals in accordance with accepted ASTM test methods; such density tests are to be made in the compacted materials below the disturbed surface. When results of tests taken within any layer indicate a relative compaction below that recommended, that layer or portion thereof shall be reworked until the recommended relative compaction is obtained. 6. Disposal of Oversize Rock 6.1 Rock greater than 12" in diameter is considered oversized and shall either be exported, or used for landscaping or rip-rap. 6.2 If rock blasting is necessary a special blasting permit will be required by the City of Carlsbad. 7. Protection of Work 7.1 During construction, the contractor is to grade the site to provide positive drainage away from structures and to prevent water from ponding adjacent to structures. Water should not be allowed to damage adjacent properties or finished work on the site. Positive drainage must be maintained by the contractor until permanent drainage and erosion control facilities are installed in accordance with project plans. 7.2 No additional grading shall be done, except under the observation of the Soil Engineer. 13 BORING LOG #1 3695 GARFIELD STREET 3/21/2000 DATE DEPTH BELOW EXISTING GROUND DESCRIPTION DENSITY 0' to -4.0' Sand, silty, orange/brown loose -4.0 to -6' Sand silty, tan dense discontinue excavation @ -6' .inn wn JOB-NAME SAMPLED F'&p P DIRECT SHEAR TEST Remolded D Undisturbed O _ Rate of displacement : inches/min. ______ DATE *** - SOIL TYPE DESCRIPTION JM. RING NO. TEST SPECS. REMOLD TO 90% AT — tf£.<9 PCF AT *?•& OMC W, 81 / INITIAL SOAKED 82 INITIAL SOAKED tt3 INITIAL SOAKED 84 INITIAL SOAKED 4000 IT * 3000- < ONccOx 2000' 10 20 40 50 60 70 3XBO 90 120 ff .... . . . _ — - — 1 1 I.I. ^ •- 150 ^IIL_ _ J 1Rn 0 1 234 ' VERTICAL (KSF) Average Ww * w<>y w s 19Q Initial Soaked 200 1, 1^3.0 1. lty& r 210 2 jtl3,lf, 2 /Y^' ^ 220 «. 1 1 Q & o^r3iO^ X) T iWOi^J t'JLJ Av ///3 $ /V^^ 24C • ' 250 ft/ 0 ! fftff) /^ *} vj Initial I Initial Ws +• Ww= \@® 0.859x(/ i//,6 ) ws » ^^ = t'tityt 1 W =\0j Yn= M^ =///,</ l./tf/ / w Ws W Hor. Ver. & 1 #2 Hor. Ver. Ww= 2d. 83 Hor. Ver. 04 Hor. Ver. I Soaked 0.859 x Summary 0u = Co = VINJE & M1DDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondldo, CA 92029*1229 Phone: (760)743-1214 Fax: (760)739-0343DIRECT SHEAR TEST JOB # :00-102L DATE ; 3-24-2000 TD JOB NAME; SOUTH COAST CIVIL ENGINEERING SAMPLE: 3ARPIELD RSS. / 2000*119 SOIL TYPE: DESCRIPTION: BROWN SILTY SAND *** CAUTION *** THE BEARING CAPACITY SHOWN BELOW IS JUST ONE TOOL OF SEVERAL USED BY THE GEOTECHNICAL ENGINEER TO DETERMINE IP THE FOUNDATION IS ADEQUATE! Friction Angle (degrees) = 27 Density(pcf) = 122.700 content(%) = IQ.IOQ Cohesion (psf) = 181 Dry Density (pcf) = 111.4441 Factor of Safety = 3 LATERAL LOAD PARAMETERS ACTIVE PRESSURE (psf) = 46.1 v PASSIVE PRESSURE (psf) = 326.7 AT REST PRESSURE (psf) = 67.0 Ka - 0.38 Kp -2.66 COEFFICENT OF FRICTION = 0.32 BEARING CAP(psf) KO =0.55 DEPTH/FTG WIDTH/FTG 962 982 1002 1022 1043 1090 1110 1130 1150 1171 1218 1238 1258 1279 1299 NC = .054 .314 .574 .834 .094 .145 .405 .665 .925 .185 .236 .496 .756 .016 .276 15.5 NQ = 6.3 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 NG = A.5 ,5 .5 .5 .5 4.0 1 1.25 1.5 1.75 2 1 1.25 1.5 1.75 2 1 1.25 1.5 1.75 2 JOB # :00-102L Xl= 61 X2= 136 Fl- 18.91 F2= 42.16 Tl- 615.7004 T2= 1372.709 ROOT MEAN SQUAKE ERROR IS LOCATION :GARFIELD RES. / 2000-119 X3= 222 F3= 68.82 T3= 2240.746 99.67702 TB= 1157.382 PERCENT AGREEMENT T2 AND TB = 84 PROVING RING 9ERIAL NUMBER = 13012 FRICTION ANGLE ^ 27 COHESION = 181 PR2= 28 .C2« 74 JUN-26-2000 MON 08:32 AH CITY OF CARLSBAD FAX NO, 760 602 8558 P. 02 City of Carlsbad —' ^ " "~"^^^^BMlMMBM>MB""MBIMH^^HiMiMMBuilding Department CERTIFICATE OF COMPLIANCE PAYMENT Of SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner(s) Name(s)) Project Description: Building Type: Residential rvti Ti* Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Res. Additions: /\ p,<— * . ry 3 ty Net Square Feet New Area Comerc./ Ind.: City Certification of Applicant's informatio re Feet Floor Area Date: Carlsbad Unified School District 801 Pine Ave. dsbad CA 92009 (729-9291). HOOL DISTRICTS WITHIN THE CITY OF CARLSBAD San Marcos Unified School District 215 Mat a Way San Marcos. CA 92069 (736-2200) Encinitas union bcnool District 101 South Ranch Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas. CA 92024 (753-6491) Certification of Applicant /Owners, The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and thai (2) the Owner is the owner/ developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: v»"X Date: 2075 Las Palmas Dr. • Carlsbad. CA 920O9-1S76 • (76O) 438-1161 • FAX (760) 438-O894 R»vi'.M i-l."-/Ml JUN-23-200Q FRI 07:04 AM CITY OF CARLSBAD FAX NO. 760 602 8558 P. 03 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issxie building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE |p;rrnfl \rhonJ TmfririNAME OF SCHOOL DISTRICT »UW«»P fmvmvm - - "--^ ^i u.otrici +J*-I A I »ij'j fWCjilMW _E /- -^ -~—X California S2008 PHONE NUMBER PETITION FOR INCLUSION OF TERRITORY TO CITY OF CARLSBAD STREET LIGHTING AND LANDSCAPING DISTRICT NO. 1 AND WAIVER OF ENGINEER'S "REPORT" AND PUBLIC HEARING REQUIREMENTS THE UNDERSIGNED constitute one hundred percent (100%) of the owners of property proposed to be annexed to the existing CITY OF CARLSBAD STREET LIGHTING AND LANDSCAPING DISTRICT NO. 1, formed pursuant to the "Landscaping and Lighting Act of 1972," being Division 15, part 2 of the Streets and Highways Code of the State of California. THE UNDERSIGNED hereby requests inclusion of the following referenced property to said District, which District was formed to i^|iintaiW;:^©e:rtain street lighting and landscaping improvements within said Districted he;fetiy q^ffiSen^ ^"assessments levied under the existing assessment formulas ipjf: hereby acknowledge the rlqeipt of the lighting and landscaping benefits to sai|^ropei% Future assessment increases wilftf^ called by"ri&soft!:ip|'increa^§s iri'BlJ costs of labor, materials and utilit^cost ihefeasei;i3pplied to energy rates' and watet fees. Assessments can be subsequent^ modified and increased, as authorized 'by Section 54$|54.6 of the Government Code of the State of California, to reflect annual increases in the costs of labor and materials based upon the Consumer Price Index, San Diego, as published by the Department of Labor computed for the first Index in March of each year, and those above referenced changes will not constitute new and/or increased assessments requiring additional notification. THE UNDERSIGNED hereby waive any and all notice and hearing requirements, and the requirement of the filing of an Engineer's "Report/' pursuant to Section 22608.2 of the Streets and Highways CdcJe of the State of California. v Property Description Name Lot E in Block % Palisades 0AKMlN,INC. APN 204-232-05-00, Received in the office of tee City EngiheeFoNhe 61^ of parlsbad, this' 'day of APPROVED AS TO FORM: RONALD R. BALL City Attorney By: City Attorney CITY ENGINEER CITY OF CARLSBAD STATE OF CALIFORNIA Docs/Misforms/Pet Incl Terr to City St Light & Landscaping Rev. 4/28/97 204-23 SHT, I OF 34.5 1)21 TtT1 - 2 ST, // U * BLK. tz © D -» *-' J J /«' .^ '$*-, » X-N S2) *~^-«* /tfa?^C f. **** -** &£r JW«y/^ o^ BLK wr i j p S & c- 3^7 © D •**» o VJ- 'a) ' E^ © ^2 UI *«r w»-». d%^> BLVD ./^<c^ 5«CONDO: &CAVIEW VILLAS DOC 75 6»5!7<SEE SMT 2) DO LA POSADA n 458747 (SEE SHT CO - MELE /ANDREWS 'S-36OS3I (SEE BHT 2 DO VILLAS DO CANTAMAR M-86fO< t 75 V1T 2 > BEACH DOC 83- «6O7(SEE SHT. p» / 7« CONDO — NOB HI LI DOC 66 3IO52I(SEE SHT. j) 8» (CQHDQ PEWO.)h«M»Le COUI»T DOC CONDO- ACACIA TOWNHOMES (XK 90-«S»7 SMT S> PLACE 10* CONDG t»(CQN0O PEND.)BABCOCK OOC93 = 100' 11/15/2000 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR00193 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: DARM1N INC 180 JUNIPER AVCBAD PCR Lot #: 0 $0.00 Construction Type: VN REV TRUSS.SHEAR WALL.DRAFT STOP Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 10/30/2000 RMA 1 1/15/2000 11/15/2000 «22 11/15/00 0002 01 02 CGP 327 = 00 Total Fees: $327.00 Total Payments To Date:$0.00 Balance Due: $327.00 Plan Check Revision Fee $327.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date (his permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy 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 INFORMATION FOR OFFICE USE O PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated B Date Address (include Bldg/Suite #J Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel #Existing Use Proposed Use Description of Work 2. SQ. FT.#of Stories # of Bedrooms H of Bathrooms Name Address City 3, APPLICANT Q Contractor Q Agent for Contractor Q Owner Q Agent for Owner State/Zip Name Address City PROPERTY OWNER State/Zip Telephone // )faJiL Name Address City State/Zip Telephone # S. CONTRACTOR - COMPANY NAME (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031,5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License # _ 6. WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued, ("] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company _ Policy No. _ _ Expiration Date _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shaH subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE ______ _ DATE __ __ 7. OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason; Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who buifds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). n I. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to the Contractor's License Law). Q I am exempt under Section _ Business and Professions Code for this reason: 1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): __ ____ ___ __ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): _ _ PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q Y^S D NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME _ __ . _ LENDER'S ADDRESS __ 9. APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City cidincnces 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 SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void il the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced (er^ period of 180 datfs/4ection 106.4.4 Uniform Building Code). / APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance EsGiT Corporation In Partnership with Government for Building Safety DATE: 11/15/00 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: cbOO-1176 SET:II PROJECT ADDRESS: 3695 Garfield Street PROJECT NAME: Dakmin Inc. (two Unit Condo) Revision The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Paul Giese Telephone #: Date contacted: In Person (by: ) Fax #: Mail Telephone Fax In Person X] REMARKS: 1. Slip sheet the following (A8,A13 &A14) into the site set. By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC Log trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4- (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE: 11/08/00 JURISDICTION: Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO.: cbOO-1176 - SET: I PROJECT ADDRESS: 3695^tarfieW Street PROJECT NAME: Dakmin Inc. (Two units Condo) Revision 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: Paul Giese 5890 Nagel St. La Mesa, CA 91942 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: Paul Giese Telephone #: (619) 465-5107 Date contacted: * i / r/oo (by: F*rf Fax #: (619) 440-8914 Mail (^-Telephone Fa^-' In Person REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/31/00 tmsmtLdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad cbOO-1176 11/08/00 • Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760)602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (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. 1. Please cloud new all architectural and structural changes covered under this revision. 2. Project engineer of record to stamp and sign the revised manufacturer roof truss drawings. 3. The revised party wall detail (14/A-16) is not acceptable. Please use the original detail party wall detail (22/A3.1)shown on the approved drawings instead. 4. Show or note fire stops at the following locations per Section 708.2.1: • In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal. 5. Provide structural calculation and applicable details to show how you iritent to substitute for the omitted shear wall type # 2 at west of stairs, and show the modified framing arrangement on plans as stated in your letter dated 10/24/00. Carlsbad cbOO-1176 11/08/00 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 U No Q 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 Kal Tumalieh at Esgil Corporation. Thank you. Carlsbad cbOO-1176 11/08/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: cbOO-1176 PREPARED BY: Kal Tumalieh DATE: 11/08/00 BUILDING ADDRESS: -5095 Garftete-Stewt / 0O ^MUn^e^ $-V- BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: VN BUILDING PORTION Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier w Reg. Mod. VALUE ($} Type of Review: D Repetitive Fee ; | v Repeats l~l Complete Review I Structural Only D Other [Zl Hourly 337 Esgil Plan Review Fee 261.45 Comments: PCROO-193 Sheet 1 of 1 macvalue.doc f STRUCTURAL DESIGN * 62TT CAM1NITC5 CARRENA SAN PIESO, CA =12122 - 5415 535 - PAGE No.OF NOTE : THIS SUPPLEMENT WAS NECESSARY IN ORDER TO PROVIDE ADDITIONAL CALCULATIONS AND SOLUTIONS AS REQUESTED BY THE PLAN CHECK ENGINEER. STRUCTURAL CALCULATIONS F O PROJECT : 3 PROJECT No. : 00- CLIENT :GJG$e - THIS SIGNATURE IS TO BE A WET SIGNATURE, NOT A COPY. APPROVED BY DATE SIGNED : \\l\i\Qd MATERIALS : ($& 0M*A<- CAlcs.) * CONCRETE * REINFORCING STEEL * STRUCTURAL STEEL * MASONRY * MORTAR •k SROUT * LUMBER * PLYWOOD * 6LUE-LAM BEAMS * ANCHOR BOLTS BASIS FOR DESIGN : * BUILDIN6CODE * SEISMIC ZONE * HIND LOAD * ROOF LIVE LOAD * FLOOR LIVE LOAD * ALLOWABLE SOIL BEARIN6 -: 4 STRUCTURAL DESIGN ' 62TT CAMINITO C-ARRENA SAN P1ESO, CA 12122 - 3415 Phone : (&5&) 535 - PAGE No. 2 OF & PROJECT : ^T^^y-ytrAC* ~>ff~. A/TMs / ^$ PROJECT No. OO-O3/S3 ^ DATE : llftlfoo BY : /1/7 j CONTENT: ITEM: fsnfaAffjjf — frlrr'ZL^ 'T Page No. ^-^ * STRUCTURAL DESIGN * 62T7 (SAMINITO C-ARRENA SAN DIEiSO, CA =12122 - 3415 Phone : ffeiq; 535 - <TT«n PAGE No.3 OF G PROJECT : / PROJECT No. DATE : Hfll/OO BY : J&ff 2. I 1 ' 6 "7'6" CO CD CJ1 •6"R en en en -< x/ : : : ^/9 co ro r\o r~ oj ~z.cn-exo\o: :O}ID' 1of\jrnoo—i a:<norv)^i ••m TJOO^cn i ox -on— -nJDH3X-C^OO . TJCD "—< 33 CO —HCD2O —ICD n X CO CD — 73 13o n~n m — zo CO C_ CO O CJ CDrozo DESIGNED BY: STONE TRUSS CO. JOB DESCRIPTION: GRRFIELD DUPLEX JOB LOCRTION: 180 JUNIPER flVE .\\5 <_) O_J-E O CO <&00 CM CM CM c/l in 10 —I O h- Oa.a. OJ> O O O o o o o c_j o <_; (_> O h- I— CD CD I— 9.2000 5M6PM HflMftNN CONSTRUCTION MU. STONE TRUSS COMPANY www.stonetruss.com STONE TRUSS CO. CERTIFIED INSPECTION ICBO EVALUATION SERVICE INC. AA-583 IN STRICT ACCORDANCE WITH UBC2321.3 PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS HIB-91. SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054 • (760) 967-6171 • FAX (760) 967-/fJ|7 E-mail: stc inc@ix.netcom.com CO CD 1 i ' G "7 ' 6 " CJl CJli'S-R UJU 'G"R co rvj INJ r~ GJ ~z. CT3-PXOXO : :CQ:DI -- 1uiYirnoo-i en <OOfNJX "rn ~aoo^ico • oxT)n»-~n IDIDI J= cozoCD n CO CD i— "D 3Do cn~n m H- 2:o CO (_CO O CO CDI\3 zo DESIGNED BY: STONE TRUSS CO. 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D C?3 ~n ~ni\j r- r- — m OCT. 24. 2000 • 3: 36PM CONSTRUCTION NO.007-" P.1X1- ' October 24,2000 City of Carlsbad Building Inspection Department Project: 180 & 190 Juniper @ Garfield, Carlsbad Re: * Shear Wail Modification paul d. qiese, a.i.a design & architecture C-15316 5890 Nagel SI La Mesa Calfomla 91942 (619)465-5107 Shear wall #2 at the west stair to 180 Juniper has been eliminated in favor of a modified framing arrangement, Exterior sheathing will remain 3/8" plywood panel one side with nailing per schedule on sheet A3.1. Paul IN, Inc. PAULD.GIESE No.C-16316 A*