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HomeMy WebLinkAbout1265 LAUREL TREE LN; ; CB053109; Permit09-27-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB053109 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 1265 LAUREL TREE LN CBAD COMMIND Sub Type: 2120402500 Lot#: $5,944,310.00 Construction Type: Reference #: BILTMORE PACIFICA 89,000 SF SHELL BLDG Applicant: SMITH CONSULTING ARCHITECTS STE 200 12220 EL CAMINO REAL SAN DIEGO CA 92121 (858)793-4777 COMM 0 Status: V1 Applied: CUP05-04 Plan Approved: Issued: Inspect Area: Plan Check#: Owner: ASCENT BILTMORE CARLSBAD L L C 8475 E HARTFORD DR #201 SCOTTSDALE AZ 85255 ISSUED 08/30/2005 Entered By: 09/27/2006 09/27/2006 MDP Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee, Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $13,024,26 Meter Size $0.00 Add'l Reel. Water Con. Fee $8,465.77 Meter Fee $0.00 SDCWAFee $0.00 CFD Payoff Fee $1,248.31 PFF (3105540) '..-.-.• $0.00 PFF (4305540) $35,600.00 License Tax (3104193) $0.00 License Tax (4304193) $116,590.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Master Drainage Fee Sewer Fee $0.00 Redev Parking Fee $0.00. Additional Fees HMPFee - , TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $108,186.44 $0.00 $0.00 $0.00 $12,460.00 $0.00 , $427.00 , $4,010.00 $119.00 $68,179.50 $17,533.00 $0.00 $0.00 ?? $385,843.28 Total Fees:$385,843.28 Total Payments To Date:$385,843 28 Balance Due:$0.00 BUILDING PLANS IN STORAGE ATTACHED Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions:" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Ovf1. PROJECT INFINFORMATION FOR OFFICE,'IOC PLAN Plan Ck. Deposi Validated B Date Address (include/lldg/Suit^J)Busine: Legal Descripti A if it*f Subdivision Name/Number Unit No.Phase No.Total # of units Existing Use Proposed Use ONTACT PERSON (if different from applicant) # of Bedrooms # of Bathrooms Name Address 3. APPLICANT Q Contractor Q Agent for Contractor D Owner City Agent,fpr Owner State/Zip Telephone # Fax # Nam 4. PROPERTY OWN Address. #Sf, & fl%>7 (6$®tlfr'(fit? / ^tate/£ip Telephone^Name,f5. CONTRACTOR - COMPANY (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 # 2- O "7 7. 87 Address License Class A* y Sity State/Zip Telephone # 1—U,City Business License # "2. 7- 5" #Q O Designer Nam State License 6. WORKERS* CO Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure'for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. l~l 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: / |C./V\\ Insurance Company AJ f\ TV 0 r*J0A LxfVt'a-J i~~»fl-vT -^/ Policy No. tJC ljS^~JO~7 ^L Expiration Date I / / / O ~7 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) ^ ' f~l CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in additioiyto the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE £/T^*t^-*-~->-^V'< •X^J^^^^ ^NJ DATE '3/2- 7/O (0 7. OWNER-BUILDER DECLARATION ' -^ ~^" I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). l~) 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). 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, f") YES I""|NO 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-RESIDENTtAI. BUILDlN&Pf RMITS 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? (~l YES l~l NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? d YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES d NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 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 ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO 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/eauired for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every pen authorized by such permit at any time after the work APPLICANT'S SIGNATU; ifficial under the provisions of this Code shall expire by limitation and become null and void if the building or work lin^HJO days fromjbe-date of such permit or if the building or work authorized by such permitjs suspended or abandoned ls(Section 106.4.4 Uniform Building Code). DATE E: File YELLOW: Applicant PINK: Finance City of Carlsbad final Building Inspection Dept: Building Engineering Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Dist: Inspected /j Bv: HA Inspected Bv: Inspected Bv: Planning CMWD CB053109 BILTMORE PACIFICA 89,000 SF SHELL BLDG 1265 LAUREL TREE GREG CA \0Kyf V LN Phone: 7608013704 Water Dist: CA Date • _ / /Q/\<J -7 Ij&iInspected: o/^-:>7c'// / i Date Inspected: Date Inspected: St Lite mte=> Date: Permit Type: Sub Type: Lot: 0 ' Approved: X-^ Approved: Approved: 07/24/2007 COMMIND COMM Disapproved: Disapproved: Disapproved: Comments: City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit*: CB053109 Project Name: BILTMORE PACIFICA 89,000 SF SHELL BLDG 1265 LAUREL TREE LN Lot:Address: Contact Person: GREG Sewer Dist:CA Phone: 7608013704 Water Dist: CA R E ECEIVE JUL 2 4 2007 CITY OF CARLSBADNGINEERING DEPARTMENTCM&I DIVISION Date: 07/24/2007 Permit Type: COMMIND Sub Type: COMM Inspected By: Inspected By: Inspected By:_ Date Inspected: Date Inspected: Date Inspected: '•*/ <• ? Approved: .Approved: .Approved: Disapproved: Disapproved: Disapproved: Comments: Page 1 of 1 Christine Wauschek - Biltmore Pacifica From: "Michael Elliott" <mikeelliott2@cqx.net> To: "David Dates" <ddate@ci.carlsbad.ca.us>, "Van Lynch" <vlync@ci.c'arlsbad.ca.us>, "Christine Wauschek" <cwaus@ci.carlsbad.ca.us>, "Michele Masterson" <mmast@ci.carlsbad.ca.us>, "Pete Dreibelbis" <pdrei@ci.carlsbad.ca.us>, <ptimmins@lusardi.com> Date: 08/07/2007 5:43 PM Subject: Biltmore Pacifica Biltmore Pacifica Project Number: SDPOl-Ol(B) Drawing Number: 432-2L 1265 Laurel Tree Lane - CB053109 Landscape inspection comments are attached. Approved - Permit card was signed. David, Please hold bonds pending completion of all items per attached. file://C:\Documents and Settings\Cwaus.CARLSBAD\Local Settings\Temp\XPgrpwise\4... 08/08/2007 City of Carlsbad Bldg Inspection Request For: 08/29/2007 Permit* CB053109 Title: BILTMORE PACIFICA Description: 89,000 SF SHELL BLDG Inspector Assignment: TP Sub Type: COMM 1265 LAUREL TREE LN Lot: 0 Type: COMMIND Job Address: Suite: Location: APPLICANT SMITH CONSULTING ARCHITECTS Owner: ASCENT BILTMORE CARLSBAD L L C Remarks: .Phone: Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: NA Entered By: CHRISTINE Act Comments Comments/Notices/Holds CV070670 PCR07009 PCR07049 PCR07062 PCR07069 Associated PCRs/CVs Original PC# CLOSED Z-BANNER; BILTMORE PACIFICA STEEL WEB; JOISTS-DEFERRED SUBMITTAL BILTMORE PACIFICA- DEFFERED; CURTAIN WALLS SUBMITTAL 24 HOUR FITNESS; REVISE CORE EXITING SYSTEM 24 HR FITNESS CHANGES TO ELEC; &LAUNDRY RMS,RELOCATE WORK&MECH Rl> ISSUED ISSUED ISSUED ISSUED Inspection History Date Description Act 08/09/2007 89 Final Combo , CO 07/25/2007 19 Final Structural NR 07/25/2007 34 Rough Electric AP 06/11/2007 34 Rough Electric AP 05/08/2007 32 Const. Service/Agricultural WC 05/08/2007 34 Rough Electric PA 04/16/2007 14 Frame/Steel/Bolting/Welding PA 04/12/2007 14 Frame/Steel/Bolting/Welding AP 04/12/2007 34 Rough Electric AP Insp Comments TP TP WALK THRU ' TP DSB, SUB PNLS, TRANS 1ST FLR CHILLER ENCL. SUB PNLS & XFMRTP TP TP TP TP TP MSB, OSB, HOUSE SUB PNL, TRANS 3RD FLR PMTR WALLS S. SIDE 3RD FLR IN HALF City of Carlsbad Bldg Inspection Request For: 08/29/2007 Permit* CB053109 11/13/2006 11 Ftg/Foundation/Piers 11/09/2006 11 Ftg/Foundation/Piers 11/09/2006 12 Steel/Bond Beam 11/08/2006 11 Ftg/Foundation/Piers 11/08/2006 12 Steel/Bond Beam 11/03/2006 22 Sewer/Water Service Inspector Assignment: TP NR RB NEED SPECIAL INSP. REPORT 1ST AP TP CONT F.B INT G.3., EXT SPRD FTG @ ENTRY (SEE CARD) AP TP .' AP TP INT. SPRD FTGs & EXT. G.B.s E. END AP TP AP TP MAIN BLDG. SEWER & LATS. INSIDE BLDG City of Carlsbad Bldg Inspection Request For: 11/13/2006 Permit* CB053109 Title: BILTMORE PACIFICA Description: 89,000 SF SHELL BLDG Inspector Assignment: TP Sub Type: COMM 1265 LAUREL TREE LN Lot: 0 Type: COMMIND Job Address: Suite: Location: OWNER ASCENT BILTMORE CARLSBAD L L C Owner: Remarks: Phone: 7604972834 Inspector: Total Time: CD Description 11 Ftg/Foundation/Piers Act Comments Requested By: PAT Entered By: CHRISTINE Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 11/08/2006 11 Ftg/Foundation/Piers AP TP INT. SPRD FTGs & EXT. G.B.s E. END 11/08/2006 12 Steel/Bond Beam AP TP 11/03/2006 22 Sewer/Water Service AP /TP MAIN BLDG. SEWER & LATS. INSIDE BLDG Office Locations Orange County Corporate Branch: 2992 E. La Palma Avenue Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego Imperial County 7313 Carroll Road Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empire 14467 Meridian Parkway Building 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 OC/LA/lnland Empire Dispatch 800.491.2990 San Diego Dispatch 888.844.5060 www.mtglinc.com FINAL REPORT FOR SPECIAL INSPECTION AND MATERIAL TESTING Date: August 2, 2007 (Revised August 24, 2006) To: Mr. Tim Philips City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, CA 92008 MTGL Project No: 4680-A02 MTGL Log No: 07-1409 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING. PERMIT NO: CB 053109 PROJECT NAME/ADDRESS:24 Hour Fitness Center 1265 Laurel Tree Lane, Carlsbad, California I declare under penalty of perjury that, to the best of my knowledge, the work requiring special inspection, material sampling and testing, for the structure/s constructed under the subject permit is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the Uniform Building Code. Executed on: August 2, 2007 The work which we provided Special Inspection consisted of: Reinforcing Steel, Concrete, Shotcrete, Field Welding (Structural Steel, Panel Connection/Attachment, Metal Deck), Grouting of Panel, Epoxy Dowel/Bolt, Spray Applied Fireproofing and Hot Asphalt Roofing. A. If the inspection services were provided by an approved material testing laboratory or special inspection agency: TESTING AGENCY:MTGL, Inc. 7313 Carroll Road, Suite G San Diego, CA 92121 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: NAME (PRINT OR TYPE): Eduardo C. Dizon / MTGL, Inc. State of California Registration Number: C 57217 Expiration Date: 12/31/07 B) If the inspection services were provided by an independent certified special inspector: NASPECIALINSPCETOR'S NAME (PRINTOR TYPE): Registration Number:Expiration Date: SIGNATURE: cc:Mr. Thomas Smith / Biltmore Holdings Lusardi Construction Co. EsGil Corporation In <Partnersfiip ivitR government for <BuiCd~ing Safety DATE: JUNE 28, 2OO6 Q APPLICANT a JURIS. JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: 05-3109 SET: IV PROJECT ADDRESS: LAUREL TREE LANE PROJECT NAME: BILTMORE PACIFICA (3-STORY BUILDING) IXI 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. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Ali Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 6/20 trnsmtl.dot 9320 Chesapeake Driver Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with government for (RuMing Safety DATE: MAY 1O, 2O06 a APPLICANT JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: 05-3109 SET: HI PROJECT ADDRESS: LAUREL TREE LANE PROJECT NAME: BILTMORE PACIFICA (3-STORY BUILDING) 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. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X] The applicant's copy of the check list has been sent to: ANDREW TARANCO C/O/ SMITH CONSULTING AIA, 12220 EL CAMINO REAL # 200, S.D., CA92130 Esgil Corporation staff did not advise the applicant that the plan check has been completed. [Xj Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ANDREW Telephone #: 858-793-4777 Date contacted :/V^6(b^) Fax #: 832-1147 858-793-4787 SCOTT CAIRNS Mail Telephone Fax^ In Person X] REMARKS: Please see attached for remaining items from previous list. By: All Sadre Enclosures: Esgil Corporation E GA E3 MB . D EJ D PC 5/2 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 CARLSBAD O5-3109 MAY 1O, 2006 • Please make all corrections on the originals and submit three stamped & signed complete sets of revised prints to: The Building Department. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 1. Complete, sign and return the attached inspection program for review & approval prior to the permit being issued. Section 106.3.5. 2. The building official to approve the deluge system at occupancy separation walls as per plans. 3. Stairways should be enclosed in 1-hr, shafts as specified in Section 1005.3.3; do not resubmit without the following changes on plans: a) The stair by gridline J should be connected between the first & second level. Observe that once the one hour rated corridor as per keynote # 24 on A2.2 is put in Section 1005.3.3.1, Exception 1 no longer applies. This is still not done. No response was provided. b) One hour stair enclosure on gridline J is not permitted to open to upper level at the lobby. c) Usable area (EMR) is not permitted under the stair in 1-hr, enclosure on gridline J. 4. Submit a copy of the soils report for this project to EsGil for review and approval. 5. Please submit a letter from the soils engineer indicating he has reviewed the foundation plans and they comply with his recommendations. • STRUCTURAL 6. Remove the "NOT FOR CONSTRUCTION" stamp on plans. 7. Show all pier reinforcements: tie size and spacing (maximum 6" o.c.) for those with aspect ratios (width-to-thickness) between 2:1 and 6:1. Section 1921.6.13. Please provide complete details, references and tables reflecting this on plans. Still not done on plans. 8. A reminder that the ties, as per previous item, need to continue above & below the openings for the longitudinal rebar development length. This is not noted on all relevant panels on plans. Section 1921.6.13. 9. Please show the location of all panel connections at corners, recessed area, angled areas, etc. for all various levels, as required, on panel elevation plans. Note "typicaF' on panels. Also see attached for any remaining P/M/E items. • 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 All Sadre at Esgil Corporation. Thank you. - CARLSBAD O5-31O9 MAY 1O, 2OO6 • ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti • ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 10. PLEASE PROVIDE NEW 2005 ENERGY FORMS. Some sheets such as E2.2 have very small print and are not legible. Please check and reprint larger print letters. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. • PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 85. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. 86. Correct the statements in the General Notes #1 on sheet TS2 of the plans: A) The 2001 edition of the California Building Code (CBC) adopts the 1997 Uniform Building Code (UBC) and the 2001 California Amendments. B) The 2004 edition of the California Electrical Code (CEC) adopts the 2002 National Electrical Code (NEC) and the 2005 California Amendments. C) The 2001 edition of the California Mechanical Code (CMC) adopts the 2000 Uniform Mechanical Code (UMC) and the 2001 California Amendments. D) The 2001 edition of the California Plumbing Code (CPC) adopts the 2000 Uniform Plumbing Code (UPC) and the 2001 California Amendments. E) The 2001 edition of the California Fire Code (CFC) adopts the 2000 Uniform Fire Code (UFC) and the 2001 California Amendments. F) The 2005 edition of the California Energy Efficiency Standards. 87. No response provided and the mechanical drawing show many duct openings in the floor systems with no details of fire rated shaft correction. Also, Sheet Notes #8 on sheet M2.2A; and Sheet Notes #10 on sheet M2.2B; and Sheet Notes #16 on sheet M2.3 all show "Install ETS Schaefer Wrapid ICBO Flame Shield Blanket (FSB) Duct Wrap for 2 Hour Rating around Environmental Exhaust Duct. Use Fire Barrier 2000+ Silicone Sealant. CARLSBAD O5-31O9 MAY 1O, 2006 Install Per ETS Shaefers installation Instructions." Please provide listing data and installation instructions for the proposed "ETS Schaefer Wrapid ICBO Flame Shield Blanket (FSB) Duct Wrap" showing ICBO listing as a fire rated shaft system. Clearly show the required fire rated shafts for duct openings in floor systems. UBC, Section 711.1. 88. Show the required smoke and fire dampers for duct openings into fire rated shafts as per UBC, Sections 713.10 and 713.11. No response provided and the mechanical drawing show many duct openings in the floor systems with no details of fire rated shaft correction and many required smoke and fire dampers are missing. 89. No response provided. The plans show a one-hour construction. Please detail the fire rating of the roof systems and the floor systems. 90. No response provided. Show the required ceiling rated fire dampers at duct openings in the fire rated ceiling membranes. UBC, Section 713.11 #4. 91. No response provided. Detail the required fire rated occupancy separations between the A-2.1 and B occupancies. 92. No response provided. Show the required smoke and fire dampers at duct openings in the required fire rated occupancy separations as per UBC, Sections 713:10and 713.11. 93. No response provided. Clearly show the limits of fire rated corridors. 94. No response provided. Clearly show the limits of the required fire rated stairway enclosures from the third floor level to the exterior. • PLUMBING (2000 UNIFORM PLUMBING CODE) 95. No response provided. Sheet P2.0 is incomplete as site plumbing plans. Provide site plumbing plans showing the sizes and locations of the water meters; and the sizes, routes, and slopes of the building sewer from the building to the public sewer system.and site water lines from the water meter to the building. 96. No response provided. Please show the upstream sewer manhole rim elevation compared to the slab on grade finished floor elevation. As per UPC, Section 710.1, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations. Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve. 98. No response provided. Provide complete gas line plans and calculations, for both of the separate gas meters, showing gas pressures, pipe lengths and gas demands. The plans do not show the "psi" pressure for the two medium pressure gas systems and the gas demands assumed for each of the gas meters. UPC Section 1217.0 CARLSBAD 05-3109 MAY 10, 2006 • MECHANICAL (2000 UNIFORM MECHANICAL CODE) 99. No response provided. And the limits of ceiling plenum spaces are not clearly shown. On the mechanical plans clearly show the limits of ceiling space proposed to be used as duct or plenum. Then address the following: C) No response provided. A combustion products vent or vent connector (flues) shall not extend into or through an air duct or plenum. UMC Section 804.0. D) No response provided. Environmental and/or product-conveying duct systems shall not extend into or through ducts or plenums. UMC Sections 504.1 (Environment) & 505.1 (Product conveying). 100. No response provided. Mechanical General Notes #8 and 9 do not clearly show where each required smoke detector is located to comply. Please clearly show where each smoke detector is to be installed. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.0. An "air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. UMC Section 203.0. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD 05-31O9 MAY 1O, 2O06 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 05-3109 Job Address or Legal Description LAUREL TREE LANE Owner LL^. Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code, The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) 90 rd 00: SI 9002 81 1I9S3 CARLSBAD 03-3109 MAY 1O, 20O6 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: Cg -«ag-gf<y? OWNER'S NAME: I, as the owner, or agent of (he 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 170^.1 for the construction project located at the site listed above. UBC Section 1( Signed \ 6 I, as the engineer/architect of record, certify that I have prepared the following special inspection required by UBC Section 106.3.5 for the construction project located at the site listed abovi Signed 1. List of work requiring special Inspection: [X] Soils Compliance Prior to Foundation Inspection E Structural Concrete Over 2500 PSI G Prestressed Concrete Q Structural Masonry Q Designer Specified am as Field Welding High Strength Bolting Expansion/Epoxy Anchors Sprayed-On Fireproofing 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 thsir credentials for approval prior to beginning work on ih« job site. iO'd 00: SI 900^ 81 1I9S3 SPECIAL INSPECTION PROGRAM A. GENERAL: 1. SPECIAL INSPECTION IS REQUIRED PER GBG SECTION 1701.5 2. THE SPECIAL INSPECTOR OR FIRM MUST BE CERTIFIED BY THE BUILDING OFFICIAL. B. REQUIRED INSPECTIONS: 1. J*ei-P5 IDENTIFIED AS REQUIRING CONTINUOUS OR PERIODIC SPECIAL INSPECTION NEED NOT HAVE SPECIAL INSPECTION J^JHEN THE KCLDING IS DONE IN AN APPROVED FABRICATOR'S SHOP. HO/EVER, THE APPROVED FABRICATOR MUST SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE WTH CBC SECTION 1101 ."7. IAHEN I^ELDING IS DONE IN A SHOP l^NHICH IS NOT AN APPROVED FABRICATOR, SPECIAL INSPECTION IS REOJIRED. 2. SPECIAL INSPECTION IS REQUIRED FOR BOLTED CONNECTIONS UTILIZING HIGH-STRENGTH A 325 AND A 4°O BOLTS. SUCH INSPECTIONS SHALL BE IN ACCORDANCE WITH APPROVED NATIONALLY RECOGNIZED STANDARDS AND THE REQUIREMENTS FO CHAPTER 17. kNHILE THE H3RK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, XXASHERS AND PAINT; BOLTED PARTS; AND INSTALLATION AND TIGHTENING IN SUCH STANDARDS ARE MET. SUCH INSPECTIONS MAY BE PERFORMED ON A PERIODIC BASIS IN ACCORDANCE KSITH THE REQUIRMENTS OF SECTION 1701.6. THE SPECIAL INSPECTOR SHALL OBSERVE THE CALIBRATION PROCEDURES WEN SUCH PROCEDURES ARE REQUIRED BY THE PLANS OR SPECIFICATIONS AND SHALL MONITOR THE INSTALLATION OF BOLTS TO DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAW TOGETHER AND THAT THE SELECTED PROCEDURE IS PROPERLY USED TO TIGHTEN ALL BOLTS. 3. SPECIAL INSPECTION IS REQUIRED DURING THE PLACING OF CONCRETE AND TAKING OF TEST SPECIMENS. 4. HIGH-STRENGTH BOLTS, NUTS, AND KSASHERS MAY BE REQUIRED TO BE SAMPLED, TESTED AND INSPECTED BY THE BUILDING OFFICIAL, INSPECTOR SERVICES DIVISION PRIOR TO , INSTALLATION. =>. SEE SUMMARY OF SPECIAL INSPECTION FOR A LIST OF . REQUIRED INSPECTIONS. **—- ' I C. PERIODIC INSPECTIONS " r ""' "* ~*~~~ '^ -^~*^^^?* 1. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT PURINA ^LDING OF THE FOLLOWING ITEMS PROVIDED THE MATERIALS, OJALIFI CATIONS OR KCLDING PROCEDURES, AND J^ELDERS ARE VERIFIED PRIOR TO THE START OF t*ORK; PERIODIC INSPECTIONS ARE MADE OF IN PROGRESS; AND A VISUAL INSPECTION OF ALL 1*ELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP lAELDING: A SINGLE-PASS FILLET J^ELDS NOT EXCEEDING 5/16 INCH IN SIZE. B. FLOOR AND ROOF METAL DECK WELDING. C. WELDED STUDS ON FLOOR BEAMS. D. WELDED SHEET STEEL FOR COLD-FORMED STEEL FRAMING MEMBERS SUCH AS STUDS AND JOISTS. E. WELDING OF RAILING SYSTEMS. 2. PERIODIC INSPECTION SHALL OCCUR AT LEAST DAILY. < 3. PERIODIC INSPECTION SHALL BE PERFORMED VERIFYING THE POSITION AND GRADE OF REINFORCING BARS PRIOR TO THE CLOSING OF FORMS OR DELIVERY OF CONCRETE TO THE JOBSITE. 4. PERIODIC INSPECTION SHALL BE PERFORMED ON THE INSTALLATION OF HIGH-STRENGTH BOLTS. INSPECTION SHALL INCLUDE OBSERVATION OF THE CALIBRATION PROCEEDINGS AND MONITORING THE INSTALLATION OF BOLTS TO DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND THAT THE SELECTED PROCEDURE IS PROPERLY USED TO TIGHTEN ALL BOLTS. D. OFF SITE FABRICATION: 1. SPECIAL INSPECTION IS REOUIRED FOR THE OFF-SITE FABRICATION OF BUILDING COMPONENTS, SUCH AS STRUCTURAL STEEL MEMBERS, UNLESS THE FABRICATION IS PERFORMED BY AN APPROVED FABRICATOR. FABRICATIONS ARE REOUIRED TO SUBMIT AN APPLICATION TO THE BUILDING OFFICIAL PRIOR TO COMMENCING ANY FABRICATION WORK REQUIRING SPECIAL INSPECTION. 2. AN APPLICATION FOR OFF-SITE FABRICATION MUST BE SUBMITTED TO THE BUILDING OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. v 3. A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION MUST BE COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL PRIOR TO ERECTION OF PREFABRICATED COMPONENTS. E. FINAL INSPECTION REPORT 1. THE OfNNER OR THE ARCHITECT OF RECORD, ACTING AS THE CVNNERS AGENT, MUST COMPLETE AND SIGN A STATEMENT CERTIFYING SATISFACTORY COMPLETION OF HORK REOJIRING SPECIAL INSPECTION. THIS STATEMENT MUST BE SUBMITTED IIi 'I .ft I OF - •**, ,., ,4 c, * No. 1.1. 1.2 1.3 2.1 2.2 4.1 4.2. 5.1.1 5.1.2 • 5.1.3 5.3.1 5.3.2 6 • 13.1 13.2 13.3 17.1 1T.2 113 DESCRIPTION OF TYf=E Or INSPECTION RECUIRED, REFERENCE DETAIL CONCRETE FOOTINGS ANP GRAPE BEAMS CONCRETE TILT-UP WALL PANELS CONCRETE FILL ON METAL PECK PLACEMENT OF EMBEP ASSEMBLIES IN FOUNDATIONS PLACEMENT OF EMBEP ASSEMBLIES IN TILT-UP /HALL PANELS REINFORCING OF FOUNDATIONS REINFORCING OF TILT-UP WALL PANELS FIELP WELPING ANP WELDING NOT PERFORMED IN A SHOP THAT IS PRE APPROVED. BY THE BUILPING OFFICIAL WELPING OF METAL PECK WELDED SHEAR CONNECTORS WELDING OF REINFOCING BARS TO OTHER REINFORCING BARS WELDING OF REINFOCING BARS TO OTHER STEEL HIGH STRENGTH BOLTING VERIFY SOIL CONDITIONS ARE SUBSTANTIALLY IN CONFORMANCE WITH THE SOIL INVESTIGATION REPORT VERIFY THAT FOUNDATION EXCAVATIONS EXTEND TO PROPER PEPTH ANP BEARING STRATA PROVIPE SOIL COMPACTION TEST RESULTS, PEPTH OF FILL, RELATIVE PENSITY, BEARING VALUES " EXPANSION ANCHORS APHESIVE-INSTALLEP DOWELS. LOW VELOCITY FASTENERS DESIGN STRENGTH f& = 3OOO psi ^ f'C - AOOO psi PC = 55OO p£i SEE SPECIFIC PETAIL. SEE SPECIFIC . PETAIL Fy = bO.OOO psi Fy = bO.OOO PSI CASTM ATO6 WERE WELPEPOR OTHERWISE INPICATEP; E10 E6O A1O& E^O CASTM A1O6 REBARS.) E"7O CASTM AHO& REBARS; ASTM A325N 4 ASTM A4^OSC ICBOER-462T ICBO ER-51<=I3 ICBO ER-23&& a. The special inspections listed are in addition to the called inspections required ty 5ection \O& of the u.B.C. as anended. Special inspection is not a substitute for inspection by a City inspector b. continuous inspection is aluajs required during the performance of the work unless otherwise specified, l^lien work in more than one category of work requiring special inspection is to be performed simultaneously, or the geographic location of ujork is such that it cannot be continuously observed in accordance with the provisions of UBC Section noi.e>:i, it is the agent's responsibility to employ a sufficient number of inspectors to assure that all work is inspected in accordance with those provisions. c. The special inspectors must be certified by the Building Official to perform tine types of inspections specified. Exceptions: 1. Soils inspections by the soils engineer of .record 2: smoke Control System, by the Mechanical engineer of record. 5. Y*\en waived by the Building Official d. It is the responsibility of the contractor to " notify the special inspector or inspection agency at least one working daj prior to performing any work that requires special inspection. e.vSpecially inspected work that is installed or '•covered without the approval of the City Inspector is subject to removal or exposure. 5. SEE SUMMARY OF SPECIAL INSPECTION FC"R A LIST OF REOJIREP INSPECTIONS. EsGii Corporation In Partnership with government for <Buit£ing Safety DATE: FEB. 28, 2006 n APPLICANT JURISDICTION: CARLSBAD Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 05-3109 SET: II PROJECT ADDRESS: LAUREL TREE LANE PROJECT NAME: BILTMORE PACIFICA (3-STORY BUILDING) 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. PLEASE SEE BELOW [ I 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: ANDREW TARANCO C/O/ SMITH CONSULTING AIA, 12220 EL CAMINO REAL # 200, S.D., CA 92130 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ANDREW Telephone #: 858-793-4777 / «\ / Date contacted: 3/2?^ (by.f^) Fax #: 832-1147' * Mail Telephone Fax—'In Person X REMARKS: Please submit a response list stating where each and every item is addressed on plans. Please respond to this list as it has been revised as per the items we were able to find on plans. By: All Sadre Enclosures: Esgil Corporation IE! GA El MB D EJ D PC 2/24 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 V San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 CARLSBAD 05-3109 FEB. 28, 2O06 • Please make all corrections on the originals and submit three stamped & signed complete sets of revised prints to: The Building Department. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 1. On the cover sheet of plans that this project complies with the 2001 CBC which adopts the 1997 UBC, 2000 UPC, 2000 UMC, 2002 NEC & T-24. Revise the note under CODES on TS1 & General Note # 1 on TS2. 2. Clearly designate the side yards used to justify increases in allowable area based on Section 505. See CODE ANALYSIS for allowable area increases. 3. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 4. Clarify keynotes # 14 & 17b on A1.2, by gridline L, versus the deleted keynotes on the margin. 5. Complete, sign and return the attached inspection program for review & approval prior to the permit being issued. Section 106.3.5. 6. Call out a one-hour occupancy separation wall between the B occupancy & A2.1 occupancy with one hour rated doors. Table 3-B, Section 302.2. 7. The building official to approve the deluge system at occupancy separation walls as per plans. 8. Steel electrical outlet boxes at occupancy separation walls shall not exceed sixteen square inches, shall not exceed one hundred square inches per one hundred square feet of wall, and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 709.7. 9. Ducts penetrating occupancy separations must have smoke and fire dampers. Sections 713.10 and 713.11. 10. Stairways should be enclosed in 1-hr, shafts as specified in Section 1005.3.3: a) Doors should be labeled one-hour fire assemblies, and noted that the maximum transmitted temperature end point shall not exceed 450 degrees (F) above ambient at the end of 30 minutes of fire exposure specified in UBC Standard 7-2. b) The stair by gridline J should be connected between the first & second level. Observe that once the one hour rated corridor as per keynote # 24 on A2.2 is put in Section 1005.3.3.1, Exception 1 no longer applies. c) One hour stair enclosure on gridline J is not permitted to open to upper level at the lobby. d) Usable area (EMR) is not permitted under the stair in 1-hr, enclosure on gridline J. CARLSBAD 05-3109 FEB. 28, 2OO6 11. Please show sections with references on plans through the built-up columns by the entry. 12. Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 709.7. 13. Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at fans, vents, etc. Also detail recessed light fixtures. Sections 709, 710. 14. Clearly label and identify on the plans the fire-resistive corridors, area separation walls, shafts, occupancy separation walls and floors and stair enclosures, along with their hourly ratings. Section 106.3.3. 15. Fire dampers shall be installed per Section 713.11 at all ducted or unducted air openings at penetrations of: a) Ceilings of fire-resistive floor-ceiling assemblies or roof-ceiling assemblies. b) Occupancy separation walls; Shaft enclosures. c) The fire-resistive construction of corridors serving as a means of egress. 16. Smoke dampers shall be installed per Section 713.10 at all ducted or unducted air openings at penetrations of: a) Occupancy separation walls. b) The fire-resistive construction of corridors serving as a means of egress! c) Elevator lobbies required by Section 3002; Shaft enclosures. 17. If smoke dampers are required, the plans shall show the locations of the smoke detectors (installed in accordanpe with the Fire Code) listed in the options of Section 713.10 of the UBC. 18. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings & roof-ceilings shall be protected as required in UBC Sec. 709 & 710." 19. Clearly identify location and hourly fire-resistive rating of vertical shafts, on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 711. 20. A reminder that elevators opening into a corridor (in buildings having more than two levels) shall be provided with an elevator lobby at each floor containing such a corridor. The lobby shall completely separate the elevator(s) from the corridor by the construction prescribed in Section 1004.3.4.5. 21. Exit signs are required whenever two exits are required. Show all required exit sign locations Section 1003.2.8.2. 22. Show two sources of power for the lamps at exit signs. Section 1003.2.8.5. CARLSBAD 05-3109 FEB. 28, 2006 23. If exit signs are required, provide following notes on plans, per Sec. 1003.2.8.2: a) Exit signs shall be located as necessary to clearly indicate the direction of egress travel. No point shall be more than 100 feet from the nearest visible sign. b) Exit signs shall be readily visible from any direction of approach. 24. Show that exits are lighted with at least one foot candle at floor level. Section 1003.2.9.2. 25. Show separate sources of power for exit illumination. (Occupant load exceeds 99). Section 1003.2.9.2. 26. Elevators shall be enclosed in a one-hour shaft. Section 711. 27. Every opening into an elevator shaft enclosure shall be protected by a self- closing fire assembly having a 1-hour fire rating in 1-hour shafts. Section 711.4. 28. Where is section 21 as referenced on detail 13/A10? 29. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors. b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. c) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing. d) Glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). e) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. 30. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. 31. Provide class II standpipes.per Section 904.5. Also note the hose requirement. • STRUCTURAL 32. Submit a copy of the soils report for this project to EsGil for review and approval. 33. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2. CARLSBAD 05-3109 FEB. 28,2006 34. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 35. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 36. Please submit a letter from the soils engineer indicating he has reviewed the foundation plans and they comply with this recommendations. 37. Remove the "NOT FOR CONSTRUCTION" stamp on plans. 38. Please note where C2 is referenced on plans as per column schedule. 39. Specify where F4, F5, F7 & F9 are referenced on plans as per footing schedule. 40. Details 22 & 23/S3.1 as referenced on 21/S5.1 are incorrect. 41. Please note where details 22, 23 & 24/S5.1 are referenced on plans. 42. Details 27 & 28/S1.4 as referenced on column schedule, are incorrect on S2.1 -1. 43. Show details of all GB's. with 8-cross ties, etc. 44. Please justify no additional cross ties for GB-6. 45. Please note where details 9, 12, 13 & 14/S4.1 are referenced on plans. 46. Please specify where is detail 16 as referenced on 11/S4.1. 47. Clarify the knock-out panels versus panel openings. E.g., where are doors 11 & 12 on W2 panel? 4.8. Please show drag connections with details & references by panels S5 & N9. 49. Please show drags and collectors are designed as per Section 1633.2.6. 50. Please clarify rebars up in the air above panel S5, by gridline 3, Sheet S3.2. 51. Please complete all the blank bubbles on structural plans. 52. Please complete the HD designations on panel elevation plans. 53. Please provide a legend on the wall panel elevations indicating the thickness of shaded areas, hatched areas, etc. 54. Please show a section through transition of panels to thicker panel sections. CARLSBAD 05-3109 FEB. 28, 2006 55. The references on many panels for information are incorrect. Either references are blank or no information is provided on such panels, or the wrong panel is cited. Please review all such information prior to resubmittal. 56. Please provide a section through the panels with variable thickness at the top of the wall panel. • 57. Please provide a section through all pool areas on plans. 58. Please specify where detail 2/S5.4 is as referenced on S2.2-1. 59. Please provide sections through dotted areas on the foundation plans. 60. On detail 6/S5.2, show stabilizing plate welding to the column. 61. Please provide a section through the footing on gridline J, Sheet S2.12. 62. Please provide a detail with references for beam and'exterior wall interaction on S2.4-2, at gridline J. 63. Please provide a section through the entry patio. , 64. Note where details 2, 3,8, 12, 13, 15, 16, 17 & 18/S5.1 are referenced on plans. 65. Specify where details 5, 7, 10, 16, 20, 23 & 24/S5.2 are referenced on plans. 66. Please note where details 6, 8 & 9/S5.3 are referenced on plans. 67. Note all chord steel size and number for each level on all panel elevation plans. 68. Please fully dimension the panel elevations including the distance between openings, distance to the openings, projections above the panels, recessed panel areas (in plan) vertically & horizontally, etc. . 69. Please show boundary zone reinforcement for panels in transverse (short) building direction. 70. Show all pier reinforcements: tie size and spacing (maximum 6" o.c.) for those with aspect ratios (width-to-thickness) between 2:1 and 6:1. Section 1921.6.13. Please provide complete details, references and Tables reflecting this on plans. 71. A reminder that the ties, as per previous item, need to continue above & below the openings for the longitudinal rebar development length. Section 1921.6.13. 72. All the "wall" elements (those with aspect ratios less than 2.5:1) should be designed as columns. I.e., minimum shortest cross-sectional dimensional of no less than 12" with ties at maximum 4" o.c. Show how this is accomplished on plans. See Section 1921.4. . CARLSBAD 05-3109 FEB. 28, 2006 73. Please show the location of all. panel connections at corners, recessed area, angled areas, etc. for all various levels, as required, on panel elevation plans. 74. Please show all dowel size & spacing on panel elevation plans at footings to slab on grade connections, any retaining walls, loading areas, etc. on plans. Please see attached for P/M/E items. • 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 All Sadre at Esgil Corporation. Thank you. CARLSBAD O5-31O9 FEB. 28, 2006 • ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 75. All electrical sheets of the plans are required to be signed by the California licensed engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. • ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 76. Some sheets such as E2.2 have very small print and are not legible. Please check and reprint larger print letters. 77. Please note on the plans the method used to limit fault currents on branch circuits. 78: Please correct the panels and the transformer locations shown in the mid air at the mechanical yard. 79. Please correct typo on the detailed note #1 on detail number 4 sheet E4.4 from 400 amp UGPS to 4000 amps. ' 80. Please specify NEMA3R enclosure for the outdoor mounted "P1" panel in the mechanical yard. NEC 110.26. 81. Please specify 3- way light switch(s) at each exit door to the electrical room in lieu of just at one door. NEC 110.27. 82. Please change all references the NEC code cycle date to 2002. • ENERGY CONSERVATION 83. The Documentation Author and the Principal Lighting Designer must sign the LTG-1 form. 84. The Documentation Author, the Principal Envelope Designer, the Principal Lighting Designer and the Principal Mechanical Designer must sign the PERF-1 form. , Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD O5-3109 FEB. 28, 2006 • PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 85. Each sheet of the plans must be signed by the person responsible for their , preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 86. Correct the statement on the Title Sheet of the plans: a) The 2001 edition of the California Building Code (CBC) adopts the 1997 Uniform Building Code (UBC) and the 2001 California Amendments. b) The 2004 edition of the California Electrical Code (CEC) adopts the 2002 National Electrical Code (NEC) and the 2005 California Amendments. c) The 2001 edition of the California Mechanical Code (CMC) adopts the 2000 Uniform Mechanical Code (UMC) and the 2001 California Amendments. d) The 2001 edition of the California Plumbing Code (CPC) adopts the 2000 Uniform Plumbing Code (UPC) and the 2001 California Amendments. e) The 2001 edition of the California Fire Code (CFG) adopts the 2000 , • Uniform Fire Code (UFC) and the 2001 California Amendments. f) The 2005 edition of the California Energy Efficiency Standards. 87. Clearly show the required fire rated shafts for duct openings in floor systems. UBC, Section 711.1. 88. Show the required smoke and fire dampers for duct openings into fire rated shafts as.per UBC, Sections 713.10 and 713.11. 89. The plans show a one-hour construction. Please detail the fire rating of the roof systems and the floor systems. 90. Show the required ceiling rated fire dampers at duct openings in the fjre rated ceiling membranes. UBC, Section 713.11 #4. 91. Detail the required fire rated occupancy separations between the A-2.1~ahd B occupancies. 92. Show the required smoke and fire dampers at duct openings in the required fire rated occupancy separations as per UBC, Sections 713.10 and 713.11. 93. Clearly show the limits of fire rated corridors. 94. Clearly show the limits of the required fire rated stairway enclosures from the third floor level to the exterior. CARLSBAD 05-3109 FEB. 28,2006 • PLUMBING (2000 UNIFORM PLUMBING CODE) 95. Provide the site plumbing plans showing the sizes and locations of the water meters; and the sizes, routes, and slopes of the building sewer from the building to the public sewer system and site water lines from the water meter to the building. 96. Please show the upstream sewer manhole rim elevation compared to the slab on grade finished floor elevation. As per UPC, Section 710.1, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations. Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve. 97. Sheet P2.1 shows eleven Sheet Notes: #10 at connections to roof drains and overflow roof drainage systems. The Sheet Notes: #10 is for 1% inch medium pressure gas pipe connections. Please correct. 98. Provide complete gas line plans and calculations, for both of the separate gas meters, showing gas pressures, pipe lengths and gas demands. The plans.do- not show the "psi" pressure for the two medium pressure gas systems and the gas demands'assumed for each of the gas meters. UPC Section 1217.0 • MECHANICAL (2000 UNIFORM MECHANICAL CODE) 99. On the mechanical plans clearly show the limits of ceiling space proposed to be used as duct or plenum. Then address the following: a) Clearly note that all material exposed within the plenum complies with UMC Section 604.2. "Materials shall have a mold-, humidity-, and erosion-resistant face that meets the requirements of UL 181." b) Clearly note that all combustibles material within the plenum space must comply with UMC Section 601.3. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50. c) A combustion products vent or vent connector (flues) shall not extend into or through an air duct or plenum. UMC Section 804.0. d) Environmental and/or product-conveying duct systems shall not extend into or through ducts or plenums. UMC Sections 504.1 (Environment) & 505.1 (Product conveying). " -:-~ - - ;: - - 100. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.0. An "air- moving system" \s a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. UMC Section 203.0. Note: If you have any questions regarding this Plumbing arid Mechanical plan review list please contact Glen Adarriek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Cdrporation In (Partnership -with government for (Buifding Safety DATE: SEPT. 15, 2005 a JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: 05-3109 SET: I PROJECT ADDRESS: LAUREL TREE LANE PROJECT NAME: BILTMORE PACIFICA (3-STORY BUILDING) 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. XT 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. r ; The applicant's copy of the check list has been sent to: ANDREW TARANG.O C/6/ SMITH CONSULTING AIA, 12220 EL CAMINO REAL #200, S.D., CA 92130 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ANDREW Telephone #: 858-793-4777 Date contacted: ^iS/o^byrtejr) Fax #: 832-1147 ^93-^^9 Mail =-- Telephone Fax^ In Person REMARKS: By: All Sadre Enclosures: Esgil Corporation Kl GA El MB D EJ D PC 9/1 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 CARLSBAD O5-31O9 SEPT. 15, 2OO5 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 05-3109 PROJECT ADDRESS: LAUREL TREE LANE STORIES = THREE; HEIGHT = 50'; CONSTRUCTION = V-1HR./SPR.; USE = B/A2.1; AREA = 89K TOTAL (35K 1ST LEVEL); DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 9/1 SEPT. 15, 20O5 REVIEWED BY: All Sadre FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec'. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not; permitthe violation of any state, county or city law. : : • Please make all corrections on the originals and submit three stamped & signed complete sets of revised prints to: The Building Department. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Q Yes Q No 1. On the cover sheet of plans that this project complies with the 2001 CBC which adopts the 1997 UBC, 2000 UPC, 2000 UMC, 1999 NEC & T-24. Revise the note under CODES on TS1. 2. Please revise the allowable versus actual areas on Sheet TS1. Specify the allowable areas = 10,500 (for A2.1) x 2 (Stories) x 2 (Spr.) x 2 (4-60' Y) = 84,000; similarly, for the B occupancy. CARLSBAD O5-31O9 SEPT. 15, 2OO5 3. When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 504.3. 4. Clearly designate any side yards used to justify increases in allowable area based on Section 505. 5. Show dimensioned parking layout, including any required disabled access spaces. Specify the required & provided HC parking spaces including the van accessible ones on plans. 6. Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. 7. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E. 8. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." Q. In seismic zones 3 or 4, if a structure is defined in Table 16-K as Occupancy Category 1, 2 or 3, note on the plans that "Structural observation by the engineer/architect shall be performed. A statement in writing shall be given to the building .official, stating that the site visits have been made and whether or hot any observed deficiencies have been corrected to conform to the approved plans and specifications". Section 1702. ? . - 10. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please complete the attached form. Section 106.3.5. 11. A one-hour occupancy separation is required between the B occupancy and the A2.1 occupancy. Table 3-B, Section 302.2. 12. Provide one-hour fire-resistive door assemblies in the one-hour occupancy separation. Section 302.3. 13. Structural members supporting an occupancy separation must have the same fire-resistive rating as the separation. Section 302.2. 14. Steel electrical outlet boxes at occupancy separation walls shall not exceed sixteen square inches, shall not exceed one hundred square inches per one hundred square feet of wall, and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 709.7. CARLSBAD O5-3109 SEPT. 15,2O05 15. Ducts penetrating occupancy separations must have smoke and fire dampers. Sections 713.10 and 713.11. 16. Exit doors from Group % occupancies shall not be provided with a latch or lock unless it is panic hardware. Section 1007. 17. All doors, within the exit path from Group A occupancies to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware. Section 1003.3.2.2. 18. When additional doors are provided for egress purposes, they shall conform to the width, swing and hardware provisions in Chapter 10. Section 1003.3.1.1. 19. Stairways should be enclosed in 1-hr, shafts as specified in Section 1005.3.3: a) Doors should be labeled one and one-half hours or one-hour fire assemblies, and noted that the maximum transmitted temperature end point shall not exceed 450 degrees (F) above ambient at the end of 30 minutes of fire exposure specified in UBC Standard 7-2. b) The stair by gridline J should be connected between the first & second level. Otherwise, the exiting from the third level is going through too many adjoining rooms (one hour rated stair is construed as the adjoining room). c) One hour stair enclosure on gridline J is not permitted to open to upper level at the lobby. d) Usable area (EMR) is not permitted under the stair in 1-hr, enclosure on gridline J. 20. Please fill in all blank bubbles on architectural plans. 21. Show the doors into the lobby on A1.2. 22. Please show sections with references on plans through the built-up columns by the entry. 23. Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 709.7. 24. Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at fans, vents, etc. Also detail recessed light fixtures. Sections 709, 710. 25. Clearly label and identify on the plans the fire-resistive corridors, area separation walls, shafts, occupancy separation walls and floors and stair enclosures, along with their hourly ratings. Section 106.3.3. 26. Fire dampers shall be installed per Section 713.11 at all ducted or unducted air openings at penetrations of: a) Ceilings of fire-resistive floor-ceiling assemblies or roof-ceiling assemblies. b) Occupancy separation walls. c) The fire-resistive construction of corridors serving as a means of egress. d) • Shaft enclosures. CARLSBAD O5-3109 SEPT. 15, 20O5 27. Smoke dampers shall be installed per Section 713.10 at all ducted or unducted air openings at penetrations of: a) Occupancy separation walls. b) The fire-resistive construction of corridors serving as a means of egress. c) Shaft enclosures. d) Elevator lobbies required by Section 3002. 28. If smoke dampers are required, the plans shall show the locations of the smoke detectors (installed in accordance with the Fire Code) listed in the options of Section 713.10 of the UBC. 29. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings & roof-ceilings shall be protected as required in UBC Sec. 709 & 710." 30. Clearly identify location and hourly fire-resistive rating of vertical shafts on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 711. 31. A reminder that elevators opening into a corridor (in buildings having more than two levels) shall be provided with an elevator lobby at each floor containing such a corridor. The lobby shall completely separate the elevator(s) from the corridor by the construction prescribed in Section 1004.3.4.5. 32. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1003.2.8.2. : 33. If exit signs are required, provide following notes on plans, per Sec. 1003.2.8.2: a) Exit signs shall be located as necessary to clearly indicate the direction of egress travel. No point shall be more than 100 feet from the nearest visible sign. b) Exit signs shall be readily visible from any direction of approach. 34. Show two sources of power for the lamps at exit signs. Section 1003.2.8.5. 35. Show that exits are lighted with at least one foot candle at floor level. Section 1003.2.9.2. 36. Show separate sources of power for exit illumination. (Occupant load exceeds 99). Section 1003.2.9.2. 37. Elevators shall be enclosed in a one-hour shaft. Section 711. 38. Every opening into an elevator shaft enclosure shall be protected by a self- closing fire assembly having a 1-hour fire rating in 1-hour shafts. Section 711.4. 39. Elevator shafts extending through more than two floor levels shall be vented to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 3004. CARLSBAD O5-310? SEPT. 15, 2005 40. Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24. 41. When the elevator vertical travel is 25' or more, the elevator lobby or entrance area shall be provided with an approved smoke detector as required by Section 3003.2. 42. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors. b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. c) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing. d) Glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). e) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. 43. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. 44. Provide class II standpipes per Section 904.5. Also note the hose requirement. 45. A reminder that A2.1 occupancy is only permitted on the 1st & 2nd levels and not the third. • STRUCTURAL 46. Submit a copy of the soils report for this project to EsGil for review and approval. 47. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2. 48. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 49. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) .The foundation excavations comply with the intent of the soils report." CARLSBAD O5-31O9 SEPT. 15, 2OO5 50. Please submit a letter from the soils engineer indicating he has reviewed the foundation plans and they comply with this recommendations. 51. Remove the "NOT FOR CONSTRUCTION" stamp on plans. 52. Please note where C2 is referenced on plans as per column schedule. 53. Specify where F4, F5, F7 & F9 are referenced on plans as per footing schedule. 54. Details 22 & 23/S3.1 as referenced on 21/S5.1 are incorrect. 55. Please note where details 22, 23 & 24/S5.1 are referenced on plans. 56. Details 27 & 28/S1.4 as referenced on column schedule, are incorrect on S2.1-1. 57. Show details of all GB's. with 8-cross ties, etc. 58. Please justify no additional cross ties for GB-6. 59. Please note where details 9,12,13 & 14/S4.1 are referenced on plans. 60. Please specify where is detail 16 as referenced on 11/S4.1. 61. Clarify the knock-out panels versus panel openings. E.g., where are doors 11 & ,12 on W2 panel? .' "i-. . , 62! Please show drag connections with details & references by panels S5& N9. : : 63. Please show drags and collectors are designed as per Section 1633.2.6. 64. Please clarify rebars up in the air above panel S5, by gridline 3, Sheet S3.2. 65. Please complete all the blank bubbles on structural plans. 66. Please complete the HD designations on panel elevation plans. 67. Please provide a legend on the wall panel elevations indicating the thickness of shaded areas, hatched areas, etc. 68. Please show a section through transition of panels to thicker panel sections. 69. The references on many panels for information are incorrect. Either references are blank or no information is provided on such panels, or the wrong panel is cited. Please review all such information prior to resubmittal. 70. Please provide a section through the panels with variable thickness at the top of the wall panel. 71. Please provide a section through all pool areas on plans. 72. Please specify where detail 2/S5.4 is as referenced on S2.2-1. CARLSBAD 05-3109 SEPT. 15,2005 73. Please provide sections through dotted areas on the foundation plans. 74. On detail 6/S5.2, show stabilizing plate welding to the column. 75. Please provide a section through the footing on gridline J, Sheet S2.12. 76. Please provide a detail with references for beam and exterior wall interaction on S2.4-2, at gridline J. 77. Please provide a section through the entry patio. 78. Note where details 2, 3, 8, 12, 13, 15, 16, 17 & 18/S5.1 are referenced on plans. 79. Specify where details 5, 7, 10, 16, 20, 23 & 24/S5.2 are referenced on plans. 80. Please note where details 6, 8 & 9/S5.3 are referenced on plans. 81. Note all chord steel size and number for each level on all panel elevation plans. 82. Please fully dimension the panel elevations including the distance between openings, distance to the openings, projections -above the panels, recessed panel areas (in plan) vertically & horizontally, etc. 83. Please show boundary zone reinforcement for panels in transverse (short) building direction. 84. Show all pier reinforcements: tie size and spacing (maximum 6" o.c.) for those ;A with aspect ratios (width-to-thickness) between 2:1 and 6:1. Section 1921.6.13. Please provide complete details, references and Tables reflecting this on plans.. ; 85. A reminder that the ties, as per previous item, need to continue above & below!; the openings for the longitudinal rebar development length. Section 1921.6.13. 86. All the "wall" elements (those with aspect ratios less than 2.5:1) should be designed as columns. I.e., minimum shortest cross-sectional dimensional of no less than 12" with ties at maximum 4" o.c. Show how this is accomplished on plans. See Section 1921.4. 87. Please show the location of all panel connections at corners, recessed area, angled areas, etc. for all various levels, as required, on panel elevation plans. 88. Please show all dowel size & spacing on panel elevation plans at footings to slab on grade connections, any retaining walls, loading areas, etc. on plans. Please see attached for P/M/E items. • 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 All Sadre at Esgil Corporation. Thank you. CARLSBAD O5-31O9 SEPT. 15,2O05 • ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 89. All electrical sheets of the plans are required to be signed by the California licensed engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. • ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 90. Some sheets such as E2.2 have very small print and are not legible. Please check and reprint larger print letters. 91. Please note on the plans the method used to limit fault currents on branch circuits. 92. Please correct the panels and the transformer locations shown in the mid air at the mechanical yard. 93. Please correct typo on the detailed note #1 on detail number 4 sheet E4.4 from 400 amp UGPS to 4000 amps. 94. Please specify NEMA3R enclosure for the outdoor mounted "PI" panel in the mechanical yard. NEC 110.26. 95. Please specify 3- way light switch(s) at each exit door to the electrical room in lieu of just at one door. NEC110.27. . . 96. Please change all references the NEC code cycle date to 2002. • ENERGY CONSERVATION 97. The Documentation Author and the Principal Lighting Designer must sign the LTG-1 form. 98. The Documentation Author, the Principal Envelope Designer, the Principal Lighting Designer and the Principal Mechanical Designer must sign the PERF-1 form. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD O5-31O9 SEPT. 15, 2005 • PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 99. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 100. Correct the statement on the Title Sheet of the plans: a) The 2001 edition of the California Building Code (CBC) adopts the 1997 Uniform Building Code (UBC) and the 2001 California Amendments. b) The 2004 edition of the California Electrical Code (CEC) adopts the 2002 National Electrical Code (NEC) and the 2005 California Amendments. c) The 2001 edition of the California Mechanical Code (CMC) adopts the 2000 Uniform Mechanical Code (UMC) and the 2001 California Amendments. d) The 2001 edition of the California Plumbing Code (CPC) adopts the 2000 Uniform Plumbing Code (UPC) and the 2001 California Amendments. e) The 2001 edition of the California Fire Code (CFC) adopts the 2000 Uniform Fire Code (UFC) and the 2001 California Amendments. f) The 2005 edition of the California Energy Efficiency Standards. 101. Clearly show the required fire rated shafts for duct openings in floor systems. UBC, Section 711.1. 102. Show the required smoke and fire dampers for duct openings into fire rated shafts as per UBC, Sections 713.10 and 713.11. 103. The plans show a one-hour construction. Please detail the fire rating of the roof systems and the floor systems. 104. Show the required ceiling rated fire dampers at duct openings in the fire rated ceiling membranes. UBC, Section 713.11 #4. 105. Detail the required fire rated occupancy separations between the A-2.1 and B occupancies. 106. Show the required smoke and fire dampers at duct openings in the required fire rated occupancy separations as per UBC, Sections 713.10 and 713.11. 107. Clearly show the limits of fire rated corridors. 108. Clearly show the limits of the required fire rated stairway enclosures from the third floor level to the exterior. CARLSBAD O5-31O9 SEPT. 15, 2005 • PLUMBING (2000 UNIFORM PLUMBING CODE) 109. Provide the site plumbing plans showing the sizes and locations of the water meters; and the sizes, routes, and slopes of the building sewer from the building to the public sewer system and site water lines from the water meter to the building. 110. Please show the upstream sewer manhole rim elevation compared to the slab on grade finished floor elevation. As per UPC, Section 710.1, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations. Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve. 111. Sheet P2.1 shows eleven Sheet Notes: #10 at connections to roof drains and overflow roof drainage systems. The Sheet Notes: #10 is for 1% inch medium pressure gas pipe connections. Please correct. 112. Provide complete gas line plans and calculations, for both of the separate gas meters, showing gas pressures, pipe lengths and gas demands. The plans do not show the "psi" pressure for the two medium pressure gas systems and the gas demands assumed for each of the gas meters. UPC Section 1217.0 • MECHANICAL (2000 UNIFORM MECHANICAL CODE) 113. On the mechanical plans clearly show the limits of ceiling space proposed to be used as duct or plenum. Then address the following: a) Clearly note that all material exposed within the plenum complies with UMC Section 604.2. "Materials shall have a mold-, humidity-, and erosion-resistant face that meets the requirements of UL 181." b) Clearly note that all combustibles material within the plenum space must comply with UMC Section 601.3. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50. c) A combustion products vent or vent connector (flues) shall not extend into or through an air duct or plenum. UMC Section 804.0. d) Environmental and/or product-conveying duct systems shall not extend into or through ducts or plenums. UMC Sections 504.1 (Environment) & 505.1 (Product conveying). 114. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.0. An "air- moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. UMC Section 203.0. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD 05-31O9 SEPT. 15, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: AH Sadre PLAN CHECK NO.: 05-3109 DATE: SEPT. 15, 2005 BUILDING ADDRESS:LAUREL TREE LANE BUILDING OCCUPANCY: B/A2.1 TYPE OF CONSTRUCTION: V1HR./SPR. BUILDING PORTION ARC AMrxCM Air v_»onuiiioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) QQnnnoyuuu QQnnnoyuuu 89000 CB Valuation Multiplier -,n r\Ci•TZTUTJ /i ") I i o,-> [ 'J fe? ^r.iiU- -CC^//5 2^^ By Ordinance . Reg. Mod. ->"TE?K? "73* >. TJ - T tVr»fl.--'^L'. " VALUE c~ ^j i g n -jrj / 5 / ^ i y /L/ / * •7 (> (? /„ i , ,->.JM 4 / flH D jj-i 0, ^ ^O ?.i i (/ -^ i ^7 / 'i i/ ' ($). R /inn nnnD,M-UO,UUU O"7Q C1AA -231,400 ^' -7,013,200 1994 UBC Building Permit Fee 1994 UBC Plan Check Fee Type of Review: EH Repetitive Fee ^H! Repeats Complete Review D Other i—i Hourly D Structural Only Hour* Esgil Plan Review Fee $15,172.95 $9,862.42 $8,496.85 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad Wor ks . BUILDING PLANCHECK CHECKLIST e r n g DATE: BUILDING ADDRESS: _ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: <fl ft - PLANCHECK NO.: CB EST. VALUE: 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. D A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see thex attached report of deficiencies marked witr/u. lylake necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By:Date: 6^7 FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: Q-K ATTACHMENTS D Dedication Application 0 Dedication Checklist U Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application ID Grading Submittaf Checklist D Right-of-Way Permit Application Q Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT. CONTACT PERSON : _ Taniya Barrows City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 _ CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 venue • Carlsbad, CA 920081-7314 • (760) 602-2720 • FAX (760) \\BUILDING PLANCHECK CHECKLIST SITE PLAN «** as c .. A. B. C. D. E. B. C. D. 1. Provide a fully dimensioned site plan drawn to scale. Show:A <i ~ North Arrow F. Existing & Proposed Structures G. Existing Street Improvements H. Property Lines (show all dimensions) I. J. Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service '; Easements Show on site plan: 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." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. P($(\fi\ '^cVtS UU>-u'l ^~ " " " " "'""" ----- &(MCr &8) n 4b. All conditions are in compliance. Date: 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 $ 16.330 . 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 Yz" 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: 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 $ 81.650 . 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 F:\BUILDING PLANCHECK CKLST FORM.doc r BUILDING PLANCHECK CHECKLIST 1ST D ND2 D RD3 D D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 6b. Construction of the 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 $ 400.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. n n D D D Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Imprbvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: . • Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.060 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be included on the plans. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Partial Site Release from Engineering Inspector. F:\BUILDING PUNCHECKCKLSTFORM.doc BUILDING PLANCHECK CHECKLIST ,ST ND D D 2 D D D D D 7d. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 7e. No Grading Permit required. 7f. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: ' D D 9. 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 7153, for assistance. Industrial Waste permit accepted by: Date: NPDES PERMIT D 1 0a. Storm Water Requirements Applicability Checklist Completed 1 0b. Priority Determination and Compliance: a Priority Project a Subject to Standard Permanent Storm Water BMPs a Exempt 11. FEES uaiU Required fees are attached- a No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST ,ST -,ND m n Q • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with' a circled "I", and potable water is typically a circled "W. The irrigation service should look like: STA1 +00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F:\BUILDING PLANCHECK CKLST FORM.doc Rev. 7/14/00 ..ST BUILDING PLANCHECK CHECKLIST 2ND 3RD ' service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. HH CH 12c. Irrigation Use (where recycled water is available) 1 . Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be, connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. Additional Comments: F:\BUILDING PLANCHECK CKLST FORM.doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. D Calculation based on building plancheck plan submittal. -€Address: Prepared by: Bldg. Permit No. Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: -S K&ll Sq. Ft./Units: Types of Use: _ •_ Sa. Ft./Units: APT CALCULATIONS: List types and square footages for all uses. Types of Use: <F>\^P.\ | _ Sq. Ft./Units: <3>^s n&O ft Types of Use: _ Sq. Ft./Units: _ . EDU's: EDU's: ADT's: ADT's: ^/V 5" FEES REQUIRED: WITHIN CFD:(no bridge & thoroughfare fee in District #1 , reduced Traffic Impact Fee)D NO •e-LPARK-IN-LIEUFEE FEE/UNIT: PARK AREA &#:. X NO. UNITS:=S . TRAFFIC IMPACT FEE ADT's/UNITS:X FEE/APT: : BRIDGE AND THOROUGHFARE FEE (DIST. #1 _ ADT's/UNITS:_£]L^/_5_ X FEE/APT: ^^^ . FACILITIES MANAGEMENT FEE ZONE: ~~^> UNIT/SQ.FT.: 5. SEWER FEE EDU's: DIST. #2 V__DIST. #3 =$ X FEE/SQ.FT./UNIT:=$ FEE/EDU:=S BENEFIT AREA: EDU's: "" 'FEE/EDU:=$_ . DRAINAGE F_EES_ PLDA ACRES: Slf) " HIGH FEE/AC: /LOW _8. POTABLE.WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION F:\FEECALCULATIONWORKSHEET.doc 1 Of 2 Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 City of Carlsbad ENGINEERING DEVELOPMENT SERVICES MEMORANDUM June 2.2, 2006 TO: Van Lynch, Planning FROM: Jeremy Riddle, Engineering SUBJECT: PROJECT REPORT AND CONDITIONS, PACIFICA PALOMAR (SDP 01-01/GPA 01-05/CDP 01-02/PIP 01-02) The Engineering Department has completed its review of the subject project. The Engineering Department is recommending that the project be approved, subject to the following conditions: General 1. Prior to hauling dirt or construction materials to or from any proposed construction site within this project, Developer shall apply for and obtain approval from the City Engineer for the proposed haul route. 2. Prior to issuance of any building permit, Developer shall comply with the requirements of the City's anti-graffiti program for wall treatments if and when such a program is formally established by the City. 3. Developer shall pro vide to the City Engineer, an acceptable instrument, via CC&R's or/and other recorded instrument to ensure the underlying property owner is properly noticed of their obligation to maintain the private storm drains and the filtration basins within the property. Owner is responsible to perform, or cause the performance of proper maintenance to meet storm water quality objectives pursuant to the National Pollution Discharge Elimination System permit, latest version. Fees/Agreements Developer shall cause property owner to execute and submit to the City Engineer for recordation, the City's standard form Geologic Failure Hold Harmless Agreement. Developer shall cause property owner to execute and submit to the City Engineer for recordation the City's standard form Drainage Hold Harmless Agreement regarding drainage across the adjacent property. Developer shall cause property owner to execute, record and submit a recorded copy to the City Engineer, a deed restriction on the property which relates to the proposed cross lot drainage as shown on site plan. The deed restriction document shall be in a form acceptable to the City Engineer and shall: A. Clearly delineate the limits of the drainage course; Page: 1 B. State that the drainage course is to be maintained in perpetuity by the underlying property owner; and C. State that all future use of the property along the drainage course will not restrict, impede, divert or otherwise alter drainage flows in a manner that will result in damage to the underlying and adjacent properties or the creation of a public nuisance. Developer shall cause property owner to execute and submit to the City Engineer for recordation a notice against the property owners regarding potential odor from the existing sewer trunk main located along Palomar Airport Road. The form of said notice shall be repared to the satisfaction of the City Engineer. Prior to approval of any grading or building permits for this project, Developer shall cause Owner to give written consent to the City Engineer 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 Engineer. Grading Prior to the issuance of a grading permit or building permit, whichever occurs first, Developer shall submit to the City Engineer proof that a Notice of Intention for the start of work has been submitted to the State Water Resources Control Board. 10/ Upon completion of grading, Developer shall file an "as-graded" geologic plan with the City Engineer. The plan shall clearly show all the geology as exposed by the grading operation, all geologic corrective measures as actually constructed and must be based on a contour map which represents both the pre and post site grading. The plan shall be signed by both the soils engineer ' and the engineering geologist, and shall be submitted on a 24" x 36" mylar or similar drafting film format suitable for a permanent record. This project requires off site grading. No grading for improvements shall occur outside the limits of this approval unless Developer obtains, records and submits a recorded copy to the City Engineer a grading or slope easement or agreement from the owners of the affected properties. If Developer is unable to obtain the grading or slope easement, or agreement, no grading permit will be issued. In that case Developer must either apply for and obtain an amendment of this approval or modify the plans so grading will not occur outside the project and apply for and obtain a finding of substantial conformance from both the City Engineer and Planning Director. Based upon a review of the proposed grading and the grading quantities shown on the site plan, a grading permit for this project is required. Developer shall apply for and obtain a grading permit from the City Engineer prior to issuance of a building permit for the project. t' Conditions • • All construction shall be planned so grading operations are completed by October 1st. Grading activities shall be limited to the "dry season", April 1st to October 1st of each year. Grading activities may be extended to November 15th upon written approval of the City Engineer, obtained in advance, and only if all erosion control measures are in place by October 1st. Dedications/Improvements Page: 2 14. Developer shall cause Owner to make an irrevocable offer of dedication to the City and/or other appropriate entities for all public streets and other easements shown on the site plan. The offer shall be made by a separate recorded document. All land so offered shall be offered free and clear of all liens and encumbrances and without cost to the City. Streets previously dedicated are not to be rededicated. Developer shall dedicate a public easement to the City for access purposes to ensure maintenance staff can maintain, repair, or upgrade the onsite public storm drains and outlets. Developer shall submit for, process and obtain approval of a street vacation to extinguish the existing rights-of-way of the existing Laurel Tree Road that currently traverse along the western portion property. The existing driveway connection to Palomar Airport Road is not permitted and must be removed; Laurel Tree Lane will serve the properties. Additional public drainage easements are required. Developer shall dedicate and provide or install drainage structures, as may be required by the City Engineer, prior to or concurrent with any grading permit. -**• . . Developer shall provide the design of all private drainage systems to the satisfaction of the City Engineer. All private drainage systems shall be inspected by the City. Developer shall pay the standard improvement plancheck and inspection fees. 19. Developer shall execute and record a City standard Development Improvement Agreement to install and secure with appropriate security as provided by law, public improvements shown on the site plan and the following improvements including, but not limited to paving, base, sidewalks, curbs and gutters, median paving, median landscaping, median irrigation, signing and striping, traffic control, grading, clearing and grubbing, under grounding or relocation of utilities, installation of sewer, water, fire hydrants, street lights, retaining walls and reclaimed water all constructed to City Standards to the satisfaction of the City Engineer. The improvements consist of: Construct full median improvements along half the frontage of Palomar Airport Road. ^Improvements to include median paving, median landscaping and median irrigation improvements. b. ^"Construct 5-foot wide sidewalk along project frontage of Palomar Airport Road. Relocate any signs resulting from construction. c. Extend improvements of Laurel Tree Lane as an Industrial Street to serve the project ending with a cul-de-sac. Developer shall provide a paved width of half, plus 12-feet, as shown on the exhibits. Developer shall obtain all necessary right-of-way to accommodate the ultimate improvements. Laurel Tree Lane will ultimately be constructed with a paved width of 52-foot curb-to-curb within 72-foot right-of-way. d. Install a box culvert crossing Laurel Tree Lane to facilitate the street crossing the existing drainage course. The box culvert system shall be designed to convey the 100- year storm event without inundating the road surface of Laurel Tree Lane. Page: 3 e. Extend existing public storm drains that currently discharge along Palomar Airport Road. f. Construct a looped public water line system connecting from Laurel Tree Lane to Palomar Airport Road including all appurtenances. g. Construct a sewer lateral as shown on the preliminary grading and drainage plan, h. Construct an emergency access driveway along PAR as shown on the site plan i. Remove the existing pavement and driveway of Laurel Tree Road. Replace any curb gutter and sidewalk damaged along Palomar Airport Road. Improvements listed above shall be constructed within 18 months of approval of the development improvement agreement or such other time as provided in said agreement. Developer shall cause Owner to waive direct access rights by separate document and provide proof of recordation to the City Engineer prior to the issuance of a grading permit or building permit, whichever is first, for all that portion of the lot abutting Palomar Airport Road, except for the. emergency access location as shown on the site plan. Developer shall execute and record a City standard Basin Maintenance Agreement prior to the approval of grading, building permit or final map, whichever occurs first for this Project. 22. The onsite and offsite portions of Laurel Tree Lane shall be dedicated based on a right-of-way width of 72-feet and in conformance with City of Carlsbad Standards. Prior to issuance of building permits, Developer shall underground all existing overhead utilities within the project boundary. Developer shall have the entire drainage system designed, submitted to and approved by the City Engineer to ensure that runoff resulting from 10-year frequency storms of 6 hours and 24 hours duration under developed conditions, are equal to or less than the runoff from a storm of the same frequency and duration under existing developed conditions. Both 6-hour and 24-hour storm durations shall be analyzed to determine the detention basin capacities necessary to accomplish the desired results. Developer shall comply with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. Developer shall provide improvements constructed pursuant to best management practices as referenced in the "California Storm Water Best Management Practices Handbook" to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be submitted to and subject to the approval of the City Engineer. Said plans shall include but not be limited to notifying prospective owners and tenants of the following: A. All owners and tenants shall coordinate efforts to establish or work with established disposal programs to remove and properly dispose of toxic and hazardous waste products. B. Toxic chemicals or hydrocarbon compounds such as gasoline, motor oil, antifreeze, solvents, paints, paint thinners, wood preservatives, and other such fluids shall not be Page: 4 discharged into any street, public or private, or into storm drain or storm water conveyance systems. Use and disposal of pesticides, fungicides, herbicides, insecticides, fertilizers and other such chemical treatments shall meet Federal, State, County and City requirements as prescribed in their respective containers. C. Best Management Practices shall be used to eliminate or reduce surface pollutants when planning any changes to the landscaping and surface improvements. Prior to the issuance of grading permit or building permit, whichever occurs first, Developer all submit for City approval a "Storm Water Pollution Prevention Plan (SWPPP)". The / SWPPP shall be in compliance with current requirements and provisions established by the San Diego Region of the California Regional Water Quality Control Board. The SWPPP shall address measures to reduce to the maximum extent possible storm water pollutant runoff at both construction and post-construction phases of the project. At a minimum, the SWPPP shall: a. Identify existing and post-development on-site pollutants. b. Recommend source control Best Management Practices (BMPs) to filter said pollutants. c. Describe the de-watering program associated with installing the improvements and identify the measures required to monitor, test, and treat the discharge of groundwater. d. Establish specific procedures for handling spills and routine clean up. Special considerations and effort shall be applied to employee education on the proper procedures for handling clean up and disposal of pollutants. e. Ensure long-term maintenance of all post construct BMPs in perpetuity. f. Identify how post-development runoff rates and velocities from the site will not exceed the pre-development runoff rates and velocities for a 10-year 6-hour event. If maintaining post-development rates at pre-development levels cannot be achieved, adequate justification, subject to the City Engineer's approval, must be provided. Developer shall install streetlights along all public street frontages abutting and/or within the ,-^W \ project site in conformance with City of Carlsbad Standards. \28l Developer shall install sidewalks along all public streets abutting the project site in conformance VI with City of Carlsbad Standards. Prior to building permit or grading permit issuance, whichever occurs first, Developer shall design and obtain approval of the City Engineer, for the structural section for the access aisles with a traffic index of 5.0 in accordance with City Standards due to truck access through the parking area and/or aisles with an ADT greater than 500. The structural pavement design of the aisle ways shall be submitted together with required R-value soil test information and approved by the City Engineer as part of the building or grading plan review whichever occurs first. Developer shall incorporate into the grading/improvement plans the design for the project drainage outfall end treatments for any drainage outlets where a direct access road for maintenance purposes is not practical. These end treatments shall be designed so as to prevent vegetation growth from obstructing the pipe outfall. Designs could consist of a modified outlet headwall consisting of an extended concrete spillway section with longitudinal curbing and/or radially designed rip-rap, or Page: 5 other means deemed appropriate, to the satisfaction of the City Engineer. Developer shall to pay their fair-share cost of the design and construction of the traffic signal at Laurel Tree Lane and Aviara Parkway. Developers fair share cost shall be based on their proportional contribution of Average Daily Traffic (ADT) compared to the total ADT along Laurel Tree Lane. Cdxlsbad Municipal Water District 32 Prior to approval of improvement plans or final map, Developer shall meet with the Fire Marshal to determine if fire protection measures (fire flows, fire hydrant locations, building sprinklers) are required to serve the project. Fire hydrants, if proposed, shall be considered public improvements and shall be served by public water mains to the satisfaction of the District Engineer. ^_ Developer shall design and construct public facilities within public right-of-way or within / ^~~~~rninimum 20-feet wide easements granted to the District or the City of Carlsbad. At the discretion of the District Engineer, wider easements may be required for adequate maintenance, access and/or joint utility purposes. JPrior to issuance of building permits, Developer shall pay all fees, deposits, and charges for connection to public facilities. Developer shall pay the San Diego County Water Authority capacity charge(s) prior to issuance of Building Permits. The Developer shall design landscape and irrigation plans utilizing recycled water as a source. Said plans shall be submitted to the satisfaction of the District Engineer. Developer shall design and construct public water, sewer, and recycled water facilities I substantially as shown on the Site Plan to the satisfaction of the District Engineer. Proposed public facilities shall be reflected on public improvement plans. Code Reminder The project is subject to all applicable provisions of local ordinances, including but not limited to the ^following: Developer shall exercise special care during the construction phase of this project to prevent offsite siltation. Planting and erosion control shall be provided in accordance with Carlsbad Municipal Code Chapter 15.16 (the Grading Ordinance) to the satisfaction of the City Engineer. 38. Some improvements shown on the tentative parcel map and/or required by these conditions are located offsite on property which neither the City nor the owner has sufficient title or interest to permit the improvements to be made without acquisition of title or interest. The Developer shall immediately initiate negotiations to acquire such property. The Developer shall use its best efforts to effectuate negotiated acquisition. If unsuccessful, Developer shall demonstrate to the City Engineer its best efforts, and comply with the requirements of the Carlsbad Municipal Code Section 20.16.095 to notify and enable the City to successfully acquire said property by condemnation. Page: 6 LAND USE REVIEW DIVISION PROJECT REPORT PROJECT ID: GPA 01-05 PREPARED BY: Jeremy Riddle PROJECT NAME: Pacifica Palomar LOCATION: Property north east of the terminus of Laurel Tree Lane. BRIEF DESCRIPTION: Proposed 120,000 SF office development. ENGINEERING ISSUES AND DISCUSSION TRAFFIC AND CIRCULATION Projected Average Daily Traffic (ADT): 1889ADT The project will be served by the extension of Laurel Tree Lane improvements and will have direct access to public streets. The Developer will remove the existing driveway along Palomar Airport Road so that the properties will now be served via Laurel Tree Lane leading to signalized intersection at Aviara Parkway. The project will only have an emergency access driveway along Palomar Airport Road for fire protection/emergency services. SEWER Sewer District: Carlsbad Municipal Water District Sewer EDU's required: 1 units x 1 EDU/ unit = 1 EDU's Sewer lines to this project will gravity flow, via a proposed sewer lateral to an existing 8-inch sewer main in Laurel Tree Road. WATER Water District: Carlsbad Municipal Water District GPD required: 220 GPD/EDU x 1 EDU's = 220 GPD Water service to the project will be provided via a proposed on-site 8-inch waterline system that is connected at Laurel Tree Lane and Palomar Airport Road. This looped waterline system will serve the anticipated potable water and fire hydrant demands. GRADING Quantities: Cut: 24,026 cy Fill: 19,305cy Export: 2,741 Page: 7 Permit required: Yes Offsite approval required: Yes Hillside grading requirements met: not applicable?? Preliminary Geotechnicaljnvestigation The Geotechnical Report indicates there are no soils related issues that would preclude this proposed project, provided their recommendations are followed. The Report indicates evidence of shallow groundwater may require a dewatering system. The building foundation will be designed to counteract hydrostatic pressures resulting from the groundwater. DRAINAGE AND EROSION CONTROL iDrainage;basin:; . ^.^'_l.^L^.s±-^^^,', ^.;;lL.:J,J-< Erosion potential: High The site includes a defined drainage course traveling from east to west. The developers' Engineer has identified the volume of water and the elevation of the channel during a 100-year storm event. As depicted on the site plan, the proposed development is not located within the 100-year creek limits. The creek eventually crosses under Laurel Tree Lane where it is intercepted by a proposed concrete box culvert as shown on the exhibits. The site also includes three (3) existing storm drain outlets along the north property line. The Developer will extend these storm drains to the south around the proposed structures. These storm drains will discharge to a proposed filtration basin that will treat low flow storm run-off before reaching the creek. Surface runoff from the development will be collected and conveyed by a proposed private storm drain and inlet system, which connects to a proposed public storm drain system traversing the site. The project is also required to provide drainage area fees under the City's Master Drainage Plan. LAND TITLE Conflicts with existing easements: No Public easement dedication required: Yes Site boundary coincides with Land Title: Yes The right-of-way widths for Palomar Airport Road conform with City standards and no additional right-of-way dedications are required. Developer will dedicate the required right-of-way necessary to extend Laurel Tree Lane. Public storm drain easements will be granted by separate document as necessary to encompass the proposed storm drains and outlets. General access easements will be granted by separate document to ensure access to proposed public storm drains. Public waterline easements will be Page: 8 granted by separate document as necessary to encompass the proposed water main and appurtenances. A proposed public sewer easement is required for the proposed lateral. IMPROVEMENTS Offsite improvements: Yes Standard Waivers required: Yes Street improvements are proposed outside the project boundary. The developer shall obtain off- site public easements prior to grading permit or building permit issuance. Page: 9 I J J •8 -g-fl) O.C ^00 D D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner Address Van Lynch Phone (760) 602-4613 APN: 27 I ~ Type of Project & Use:/ Zoning: />/M ' General Plan:_ 4 CFD (in/out) #_Date of participation^ : Project Density:_ Facilities Management Zone: Remaining net dev acres: £> DU/AC Circle One (For non-residential dey/elopment: Type of land used created by this permit: C&fuf> Legend: ^ Item Complete Environmental Review Required: DATE OF COMPLETION: ____ Item Incomplete - Needs your action YES y NO TYPE N'/T AJ& Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPRO VAL/RESO. NO. PROJECT NO. YES NO TYPE OTHER RELATED CASES: C4fp ( f& •//)- Qt~e>l 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 )C NO CA Coastal Commission Authority? YES _ _ NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108:4402; (619) 767-2370 Determine status (Coastal Permi^Requir'e^) or-Exemptjr Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: C^>J> Ql~<2 ^{^) Folio w-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required:YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right- of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. crfi n n n Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES NO ^ 2. Project complies YES NO V Zoning: 1. Setbacks ;{j^ /*fl Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure Front: Interior Side: Street Side: Rear: Structure separation i Required *?& Required fOr Required x/'/i- Required /o f Required *>/A- setbacks: Required ; - Required /(/// Required . ' V f- Required : Required Shown Shown Shown Shown Shown Shown f 3J6 ' v/A. }>-rO' Shown . r . Shown Shown Shown , 3. Lot Coverage: 4. Height: 5. Parking: Required S~O fa Required - Shown Shown Spaces Required Shown [AJ •sHA (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required AyA^ Shown • Additional Comments A -1/} OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department Plan Review Requirements Category: COMMIND , COMM /*Date of Report: 03-14-2006 Reviewed by: ^7 Name: Address: ,'- Permit #: CB053109 Job Name: BILTMORE PACIFICA Job Address: 1265 LAUREL TREE LN CBAD INCOMPLETE The item you have submitted for roviow is incomplete. At thio time, this office cannot adequately conduct a review to determine compliance with the applicable codoa and/or standards. Pleaoe review caicfully all comments •attached. Please rcsubmit the necessary plans and/or opecificationfiy with changes "clouded", to this office for review and approval. Conditions: Cond:CON0001156 . [MET] APPROVEDf THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 03/14/2006 By: GR Action: AP LEGACY REPORT NER-516 Re-Issued January 1, 2003 ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office • 5360 Workman Mil) Road, WhitBer, California 90601 • (562) 699-0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599-9800 Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799-2305 Legacy Report on 2000 International Building Code with the 2002 Accumulative Supplement to the International Codes, the 2000 International Residential Code for One- and Two-Family Dwellings with the 2002 Accumulative Supplement to the International Codes, the BOCA National Building Code/1999, the 1999 Standard Building Code, the 1997 Uniform Building Code and the 1998 One- and Two-Family Dwelling Code DIVISION 13-SPECIAL CONSTRUCTION Section 13930 - Wet-Pipe Fire Suppression Sprinklers REPORT HOLDER: TYCO Fire Products Research and Development 1467 Elmwood Avenue Cranston, Rhode Island 02910 www.tvcoflow.com EVALUATION SUBJECT: TYCO FIRE PRODUCTS (TFP)/CENTRAL SPRINKLER COMPANY (CSC) WINDOW SPRINKLER™ MODEL WS™. 1/2 INCH ORIFICE QUICK RESPONSE VERTICAL AND HORIZONTAL SIDEWALL SPRINKLERS SIN TY3388. TY3488. C3388 and C34S8 JCC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright© 2003 Page 1 of 6 Evaluation Report No. NER-516 Page 2 of 6 NATIONAL EVALUATION SERVICE, INC. Product Evaluation Listing 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4.0 INSTALLATION 5.0 IDENTIFICATION 6.0 EVIDENCE SUBMITTED LO CONDITIONS OF USE 1.0 SUBJECT Automatic sprinkler system for glazing assemblies located in interior non-load- bearing fire separation assemblies or exterior walls which are installed to establish a fire-resistance rating. 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 2.1 Alternative materials, design and method of construction and equipment 2.2 Fire-resistance rating 3.0 DESCRIPTION 3.1 General The Central Window Sprinkler™ Model WS™ sprinklers are designed to wet the entire surface of a glass non-load-bearing walls assembly in order to provide the fire-resistance rating. The sprinklers shall be located on the inside of the glazing assembly located in exterior walls required to be rated for protection and on both sides of an interior non-load-bearing fire separation assembly. See Conditions Of Use section 7.5 for exterior wall applications. The sprinklers are used to achieve a 2 hour fire-resistance rating for interior and exterior non-load-bearing walls comprised of 1/4 inch (6.4 mm) thick or greater heat strengthened glass or tempered glass in a noncombustible frame. The fire- resistance rating was tested in accordance with ASTM E119. 3.2 TFP/CSC Model WS™ Sprinkler Head The TFP/CSC Model WS™ Sprinkler Head is manufactured for two different orientations. The first type, illustrated in Figure 1 is a horizontal sidewall that is designed to face the window assembly horizontally. The second type, illustrated in Figure 2 is a pendent vertical sidewall that is designed to face the window assembly vertically. The Model WS is a quick response sprinkler head that releases once the ambient temperature reaches either 155 or 200° F (68 or 93° C), depending on which rated sprinkler head is installed. The sprinkler heads have an orifice and thread size of 1/2 inch (12.7 mm). 3.3 Glass Fire Separation Assembly The glass used within the assembly shall be single or double glazed, nominal 1/4 inch (6.4 mm) thick or greater, heat strengthened glass or tempered glass manufactured in accordance with ASTM C1048 or Federal Specification DD-G- 1403B. The glass component of the wall assembly shall have a maximum height of 13 feet (3965 mm) with an unlimited horizontal span. The glass assembly shall be retained by a noncombustible frame with a standard molded EPDM rubber gasket serving as the seal. Glass panes that are connected by butt-joints shall be sealed with a silicone construction sealant between the individual panes or by an aluminum mullion. Re-issued January 1, 2003 back to the NES home page 4.0 INSTALLATION 4.1 Sprinkler Orientation When locating the TFP/CSC Model WS horizontal sidewall, the deflector shall be placed within the outside edge of the window frame from 1/2 to 4 inches (12.7 to 102 mm) away from the glass and 1 to 3 inches (25 to 76 mm) down from the top of the noncombustible frame as shown in FigureJ. The TFP/CSC Model WS vertical sidewall shall be located 4 to 12 inches (102 to 305 mm) from the face of the glass and 1 to 3 inches (25.4 to 76 mm) down from the top of the noncombust- ible frame as shown in Figure 2. All combustible materials shall be kept 2 inches (51 mm) from the face of the glass. This can be accomplished by a 36 inch (914 mm) pony wall. The use of alternate methods of maintaining clearance to combustibles is outside the scope of this report (See Condition of Use 7.8). The maximum distance between window sprinklers shall be 8 feet (2440 mm) center to center. The minimum distance shall be 6 feet (1830 mm) unless the sprinklers are separated by a vertical mullion which acts as a baffle between sprinkler heads. The maximum distance maintained between the sprinkler head and the mullion shall be half the distance required between sprinklers. Evaluation Report No. NER-516 Page 3 of 6 NATIONAL EVALUATION SERVICE, INC. NBS Product Evaluation Listing Ifi SUBJECT 2J) PROPERTY FOR WHICH EVALUATION IS SOUGHT DESCRIPTION ifi INSTALLATION 5,0 IDENTIFICATION 6.0 EVIDENCE SUBMITTED 7.6 CONDITIONS OF USE 4.2 Hydraulic Requirements The size of the sprinkler pipe that supplies the window sprinklers shall be based on hydraulic calculations performed in accordance with NFPA13. In a sprinklered building, the hydraulic calculations shall be performed on the hydraulically most remote sprinkler heads contained within 46.5 linear feet (14 183 mm). The window sprinkler demand shall be added to the calculations for the standard wet- type sprinkler system at the point in the system that they connect, as required by NFPA 13. In buildings that are not equipped with an automatic suppression system, all the sprinklers located within the area shall be considered to flow simultaneously for the hydraulic calculations. The minimum flow per sprinkler shall be based on the horizontal distance of each sprinkler head. Sprinkler heads which are 6 to 8 feet (1830 to 2440 mm) apart shall have a flow of 20 gpm (75.7 Urn) and a pressure of 12.7 psi (87.6 kPa). Sprinkler heads that are less than 6 feet (1830 mm) apart shall be calculated for a flow of 15 gpm (56.8 L/m) and a pressure of 7.0 psi (48.3 kPa). 4.3 Other Documentation Installation shall comply with this report and a copy of this report shall be available at all times on the job site during installation. Additional details are in the Central, WS, 8-02, Model WS™ Specific Application Window Sprinklers™ Tyco Fire Products, Technical Data Sheet #6-2.0, printed 8-02. 5.0 IDENTIFICATION All TFP/CSC Window Sprinkler™ Model WS™ sprinklers shall bear a label identifying the manufacturer's name, the product name and the name of the testing agency, UL Testing Laboratories Inc. and this report number NER-516 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Test report File EX683, Project 94NK27353, August 22,1995, Underwriters Laboratories Inc., in accordance with ASTM E 119. 6.2 Manufacturer's installation literature; "Central, WS, 8-02, Model WS™ Specific Application Window Sprinklers™ Tyco Fire Products, Technical Data Sheet #6-2.0, printed 8-02". 6.3 Letter report from Donald J. Boehmer, P.E., December 4,1995, considering design criteria for the rated assembly. 6.4 UL Directory, Fire Protection Equipment 1998. 6.5 Letterfrom Underwriters Laboratories Inc., dated July 3,2002, indicating that it is acceptable to install the specific application window sprinkler, TFP/CSC Model WS (SIN C3388, C3488, TY3388 and TY 3488), with double-glazing. Re-Issued January 1, 2003 back to the KES home page 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the TFP/CSC Window Sprinkler™ Model WS™ as described in this report complies with or is a suitable alternative to that specified in the 2000 International Building Code with the 2002 Accumulative Supplement to the International Codes, the 2000 International Residential Code for One- and Two-Family Dwellings with the 2002 Accumulative Supplement to the International Codes', the BOCA National Building Code/1999, the 1999 Standard Building Code, the 1997 Uniform Building Code and the 1998 One- and Two-Family Dwelling Code, subject to the following conditions: 7.1 Products shall be installed in accordance with this report and the manufac- turer's installation instructions as specified in this report. The instructions within this report govern if there are any conflicts between the manufacturer's instructions and this report. Evaluation Report No. NER-516 Page 4 of 6 NATIONAL EVALUATION SERVICE, INC. NES Product Evaluation Listing SUBJECT 2,0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4-S INSTALLATION fU) IDENTIFICATION EVIDENCE SUBMITTED CONDITIONS OF USE Re-Issued January 1,, 2003 7.2 Hydraulic calculations shall show a maximum pressure of 175 psi (1207 kPa) on the vertical sidewall sprinkler heads and horizontal sidewall sprinkler heads separated by a vertical mullion. The hydraulic calculation shall show a maximum pressure of 70 psi (483 kPa) for horizontal sidewall sprinkler heads that are not separated by a vertical mullion which acts as a baffle between sprinkler heads shall be shown. 7.3 The glazing assembly shall not have intermediate horizontal mullions. 7.4 The glazing shall not be used in locations that contain materials that represent explosion or detonation hazards. 7.5 In jurisdictions that have adopted the 2000 International Building Code with the 2002 Accumulative Supplement to the International Codes, BOCA National Building Code/1999 and the 1999 Standard Building Code, the TFP/CSC Window Sprinkler™ Model WS™ shall not be used to achieve a fire-resistance rating on glazing assemblies within exterior walls that have a horizontal fire separation distance of less than 5 feet (1525 mm) (the distance from a common property line or assumed property line). In jurisdictions that have adopted the 2000 International Residential Code for One- and Two-Family Dwellings with the 2002 Accumulative Supplement to the International Codes and the 1998 One- and Two-Family Dwelling Code, the TFP/CSC Window Sprinkler™ Model WS™ shall not be used to achieve a fire-resistance rating on glazing assemblies within exterior walls that have a horizontal fire separation distance of less than 3 feet (915 mm) (the distance from a common property line or assumed property line). In jurisdictions that have adopted the 1997 Uniform Building Code, the TFP/CSC Window Sprinkler™ Model WS™ shall not be used to achieve a fire-resistive rating in exterior walls. 7.6 System piping shall be designed, sized and installed in accordance with NFPA 13. 7.7 Glazing Assemblies that incorporate other than wet-type sprinkler systems or load-bearing assemblies are outside the scope of this report. 7.8 All combustible materials shall be kept 2 inches (51 mm) from the face of the glass. This can be accomplished by a 36 inch (914 mm) pony wall. The evaluation of the use of alternative methods to the pony wall described in this report to maintain a minimum 2 inch (51 mm) clearance of combusti- bles from the face of the assembly is outside the scope of this evaluation. The use of and alternative method shall be subjected to specific approval by the authority having jurisdiction and evidence supporting the alternative construction shall be submitted to the code official with the application for permit. 7.9 The automatic water supply shall have the capability to supply water to the assembly for a time^riot less than the rating of the assembly. The maximum fire-resistance rating shall not exceed 2 hours. 7.10 This report is subject to periodic re-examination. For information on the current status of this report, consult the NES Product Evaluation Listing or contact the NES. ' '' back to the NES home page Evaluation Report No. NER-516 Page 5 of 6 NATIONAL EVALUATION SERVICE, INC. NES Product Evaluation Listing 1.0 SUBJECT PROPERTY FOR WHICH EVALUATION IS SOUGHT M DESCRIPTION 4J& INSTALLATION 5.0 IDENTIFICATION M EVIDENCE SUBMITTED 7.0 CONDITIONS OF USE FIGURE 1* WS™ HORIZONTAL SIDEWALL SPRINKLER INSTALLATION Re-Issued January 1, 2003 back to the NES home page Limit of Exposed Glass Installation Note: Ail frame arms must be in vertical alignment Maximum Height 13'-0" •1/2" to 4"' Limit of Exposed Glass No Maximum Height *Must be within the frame of window. Evaluation Report No. NER-516 Page 6 of 6 NATIONAL EVALUATION SERVICE, INC, NES Product Evaluation Listing SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4,0 INSTALLATION 5.0 IDENTIFICATION 6,0 EVIDENCE SUBMITTED 7.0 CONDITIONS OF USE FIGURE 2* WS™ PENDENT VERTICAL SIDEWALL SPRINKLER INSTALLATION No Maximum Distance Maximum Height 13'-0" 36" Minimum "Pony" Wall Floor Reissued January 1, 2003 back to the NES home page THESE DRAWINGS ARE FOR ILLUSTRATION PURPOSES ONLY. THEY ARE NOT INTENDED FOR USE AS CONSTRUCTION DOCUMENTS FOR THE PURPOSE OF DESIGN, FABRICATION OR ERECTION. o-d 8rt 5 -ds OOs o o00 WRAPID™ Product Introduction When space is at a premium and complete zero clearance to combustibles is not an issue, the WRAPID system of Flameshield Blanket will provide an economical two-hour rated enclosure. The Flameshield Blanket utilized in the WRAPID system is 2" thick and weighs 8 pounds per cubic foot. It is an inorganic, flexible wrap composed of long strand, high strength, noncombustible fibers needled into a tight blanket with superior handling properties. FSB for the WRAPID system is available with foil on one side or totally encapsulated. Any combination of these products will satisfy the test standard for grease ducts, UL 1978, and the NFPA guideline for grease duct enclosures. The durable, lightweight facing is composed of scrim reinforced foil. The foil facing is adhered to the fiber blanket with a full surface coating of high temperature sodium silicate adhesive that prevents delaminating during fabrication and installation. Uses Grease Exhaust Ducts, Process Exhaust Ducts, Fire Rated Air Exhaust, Chemical Exhaust Ducts, HVAC Ducts, Furnace Exhaust Ducts, Flammable or Hazardous Exhaust Ducts. Sizes & Properties Thickness 2" Widths 24"&48" Length 15' &25' Facings Foil 1 Side Encapsulated Density..... 8 pcf Operating Temperature ; 2300' F Melting Point 2680 'F Test Compliance UL 1978 2-hour Grease Duct Enclosure ULC-AJ-7025 ASTME-84 ASTMC-411 ASTME-136 ASTME-119-95 ASTM E-l 19-95A Modified ASTMC-518-91 ICBOAC101 (ER-6066) Omega Point Laboratories 16167 NFPA 96 Compliant Uniform Mechanical Code Uniform Building Code NFPA 101 Life Safety Code International Mechanical Code Flame Spread Index 0 (feet) Smoke Developed 0 Fuel Contribution 0 ETS-Scfigefer ETS Sdfflefcr Corporation 2002 £SIss£3E$ o13o ao TJ WRAPID I /—^ T""Si T^% T~^ A O T~^ E IT T/^^^T^v TK h ASF I )\ 1Cv I I V i jf\ vj) _!_/ A—S \^_J \*_j _L WRAPBDI duct insulation consists of a single layer system applied directly on the grease duct surface to provide a 2-hour rated enclosure with zero clearance to combustibles at the butt strip or overlap. Based upon results from independent fire test laboratories three installation techniques are permitted. Telescoping Overlap Wrap Cut the insulation to a length sufficient to wrap around the duct and provide a minimum. 3" overlap. Cut the adjacent piece of WRAPID long enough to wrap around the duct circumference with a 3" overlap. It shall also be installed with a minimum 3" longitudinal overlap on to the previously installed piece. To ease installation 1" filament tape is allowed to temporarily secure insulation to the duct and insulation. Install the tape 1.5" from the blanket edge and approximately 10.5" on center. Use stainless steel or carbon steel banding to permanently attach the material to the duct, placing the banding in the same locations as the tape. Tighten banding firmly enough to hold insulation in place but not so tight as to crimp or tear insulation material. For duct spans greater than 24" wide, steel insulation pins shall be welded on the bottom of the horizontal duct surfaces. Insulation pin; are also required on the outside of vertical due rises. Space pins in columns 12" on center, 6' to 12" from each duct edge and nominally 10.5" apart. The blanket material is held in place with speed clips to keep the system from sagging. Bend over excess pin lengths to avoid accidental injuries. Checkerboard Overlap Wrap This installation uses a 3" overlap pattern with both edges of each alternating blanket covered by each adjacent blanket whose edges are exposed. (See drawing below) The overlap joints in alternate layers of blanket resemble a checkerboard pattern in the completed installation. Banding and pin spacing are the same for all methods of installation. Butt joint with Collar Wrap This method permits installation with the edges butted together. Over these butted edges a 6" wide collar of blanket material is centered over the butt splice. Use banding 1" from each edge of butt strip to secure strip to duct. All other banding and pin spacing are the same for all methods of installation. 2-hour Grease Duct Enclosure WRAPID I Duct Insulation Filament Tape Banding Straps 3" Minimum Longitondinal Overlap 3" Minimum Circumferential Overlap Telescoping Overlap Wrap , Cross-Section View ET5<Scfurefer 6 ETS Sctaefer Corporation 2002 o o"X3U Xrt ooo WRAPID I GREASE DUCT H Access Door For field fabricated access doors, weld threaded rod to each corner of the reinforcing frame on the access door opening. Cover with steel sleeves (optional) for easy removal of blanket. Weld at least four steel insulation pins to the outside of the door cover panel, 1" from each corner on a maximum 12" centers if appropriate. Cut through the one layer of WRAPID duct insulation already covering the duct and access door opening. Cut an additional piece of insulation with dimensions 1" wider than the existing piece covering the opening. Seal all cut edges with aluminum foil tape. Install over the insulation pins to form a 1" step joint with the first layer. Secure with washers and bend over excess pin lengths to eliminate sharp ends. Place washers on threaded rod and secure with nuts. Do not install banding over this area. 1 2 3 4 5 6 7 8 9 10 11 Access Door Opening Frame Welded to Duct 1/4" Dia. Threaded Rods Access Door Cover Panel Insulation Pins welded to Cover First Layer WRAPID Second Layer WRAPID Speed Clips/Washers Cut Edges sealed with Tape Hollow Steel Tubing, 5/16" ID (optional) 1/4" Diameter Whig Nuls and Washers ETS'Schfl* €> ETS Schaefer Corporation 2002 COvoooIoooo fcC£ WRAPID I GREASE DUCT Through Penetration Firestop For through penetration fire stopping, pack the annular space between the WRAPED1 grease duct blanket and the penetration opening with ceramic fiber or calcium magnesium silicate to within 1" of the surface. Fill this area with Nelson Firestop Putty to a thickness of no less than 1". For floor penetrations the putty material is applied to the top surface of the ceramic fiber. When the duct assembly is passing through walls the Firestop putty must be applied to both sides. 1 2 3 4 5 6 Concrete Floor/Wall assembly Grease Duct WRAPID 1 Duct Wrap Banding or Pinning Ceramic Fiber Firestop Putty 1" thickness Through Penetration Firestop ETShoijefer © ETS Schaefcr Corporadon 2002 Biltmore Pacifica - 24 Hour Fitness Laurel Tree Lane Wlsbad, CA 92009 Building Department Submittal Prepared for: Smith Consulting Architects 12220 El Camino Real, Suite 200 San Diego, CA92130 Prepared by: Hope Engin£j£Sngj 1301 Third AveM^, Sui San Diego August 29, 2005 HE Project #205016.00 Calc Index Page 1 Job Number 205016.00 Job Name Biltmore Pacifica General Gravity Lateral Tilt Up Panels Foundation Miscellaneous Description Design Loads Framing Design Criteria Roof Framing 3rd Floor Framing 2nd Floor Framing Beam Design Summary Frmg Check and Beam Conn. Check Grav. Column & Baseplate Design Criteria Column Load Summary Column Design Baseplate Design Lateral Analysis Design Criteria Model Data Criteria, Mass & Exposure Data Loads & Applied Forces Redundancy Factors Story Displacements Periods and Modes Frame Story Shears Diaphragm Analysis Diaphragm Design Panel Elevations Wall Loading - Dead Load & Mass Wall Group Forces from Ram Frame Wall Pier Seismic Forces In Plane Wall Design Out of Plane Wall Design Slender Wall Design Foundation Model & Design Criteria Spread Footing Design Grade Beam Design Canopy #1 Design Canopy #2 Design Page Number G1 B1 B4 B8 B12 B16 B28 C1 C2 C7 C11 L L1 L46 L47 L51 L52 L54 L56 L73 L89 P1 P9 P19 P40 P87 P115 F1 F13 F17 M1 M31 to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to G8 B3 B7 B11 B15 B27 B29 C1 C6 C10 C11 L L45 L46 L50 L51 L53 L55 L72 L88 L98 P8 P18 P39 P86 P114 P202 F12 F16 F40 M30 M43 HTTPF Job Nc U PhM^ B-B Date HOPE ENGINEERING 1301 Third Avenue Suite 300 By k San Diego, CA 92101 TEL: (6! 9) 232 -4673 PfOJeC FAX- (A19I 7T5-4A7S info@hopeengineering.com Design Loads Roof '• 205016 26-Aug-2005 MCP 1 Biltmore Pacifica - 24 Hr Fitness Approx. Sqr. ft.: Deck Joists Girders Columns Roofing Insulation Fire Proofing 1 1/2" 18Ga Metal Deck Joists Girders Ceiling Lighting Sprinklers Rfiech / Elect Partitions Misc. b RDL = RLL = CDL= Third Floor 4.0 4.0 4.0 4.0 1.5 1.5 1.5 1.5 1.0 1.0 1.0 1.0 2.9 2.9 2.9 2.9 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 0.0 0.0 0.0 2.4 2.4 2.4 2.4 19.0 21.0 23.0 23.0 20.0 20.0 20.0 20.0 Approx. Sqr. ft.: Deck Joists Girders Columns Flooring Fire Proofing 2 1/2" Lt. Wt. Cone. Over 2" 18Ga. Metal Deck Joists Girders Ceiling Lighting Sprinklers Rflech / Elect Partitions Misc. } FDL = FLL = CDL= 3.0 3.0 3.0 3.0 1.0 1.0 1.0 1.0 32.1 32.1 32.1 32.1 2.7 2.7 2.7 2.7 4.0 4.0 4.0 3.0 3.0 2.0 2.0 2.0 2.0 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 20.0 20.0 20.0 2.0 2.0 2.0 2.0 48.0 72.0 75.0 75.0 80.0 80.0 80.0 80.0 te\ 25900 Lateral 4.0 1.5 1.0 2.9 2.0 2.0 2.0 0.2 2.0 3.0 5.0 2.4 28.0 psf 20.0 psf 9.3 psf 25900 Lateral 3.0 1.0 32.1 2.7 4.0 3.0 2.0 0.2 2.0 3.0 10.0 2.0 65.0 psf 80.0 psf 43.8 psf 4,2. Second Floor Approx. Sqr. ft:: 25900 Flooring Fire Proofing 2 1/2" Lt. Wt. Cone. Over 3" 18Ga. Metal Deck Joists Girders Ceiling Lighting Sprinklers Rflech / Elect Partitions Misc. FDL = FLL = CDL= Deck 3.0 1.0 36.7 2.9 2.0 0.2 2.0 3.0 2.2 53.0 80.0 Joists Girders Columns 3.0 1.0 36.7 2.9 4.0 2.0 0.2 2.0 3.0 20.0 2.2 77.0 80.0 3.0 1.0 36.7 2.9 4.0 3.0 2.0 0.2 2.0 3.0 20.0 2.2 80.0 80.0 3.0 1.0 36.7 2.9 4.0 3.0 2.0 0.2 2.0 3.0 20.0 2.2 80.0 80.0 Lateral 3.0 1.0 36.7 2.9 4.0 3.0 2.0 0.2 2.0 3.0 5.0 2.2 65.0 psf 80.0 psf 48.8 psf Ho;*e £ Both HOPE iGlNSERfWG 1301 Third Avenue Suite 300 San Otego, CA 92101 TEL: (619) 232-4673 FAX: (619) 235-4675 srnic Design Base Shear Job No. Date By Project 205016 26-Aug-2005 MCP <^£>^> Biltmore Pacifica - 24 Hr Fitness Directions R C, Determine value of the Seismic Design Base Shear, V. Based on 1997 UBC Sections 1629.4.2, 1630.2.1 & 1630 2.2 Input Data Variables determined by UBC Chapter 16 Division IV Z = 0.40 Seismic zone factor per Table 16-1 S d Soil profile type per Table 16-J or geotechnical report I = 1.00 Seismic importance factor per Table 16-K = 45 Response modification factor per Table 16-N or Table 16-P 0.020 Numerical coefficient given in Section 1630.2.2 Ca = 0.44 Acceleration-based ground response coefficient per Table 16-Q Cv = 0.70 Velocity-based ground response coefficient per Table 16-R Near source variables applicable in seismic zone 4 only B Seismic source type per Table16-U and ICBO maps 7.5 Closest distance to known seismic source per ICBO maps, (km) Na = 1.0 Acceleration-based near source factor per Table 16-S Nv = 1.1 Velocity-based near source factor per Table 16-T Variables determined by building configuration hn = 45.00 Height above base to uppermost main level of building, (ft.) (not including penthouses or other appendages) Output Data Static Force Procedure Structural period, T (sec.) per UBC Section 1630.2.2, Method A T = C, x (hn)3/4 = 0.347 (UBC Equation 30-8) Strength level design base shear, V per UBC Section 1630.2.1 w " min cv i R T 2.5 Ca I R 0.11 CJ 0.8 Z Nv I R W W W 0.450 W (UBC Equation 30-4) 0.244 W (UBC Equation 30-5) 0.048 W (UBC Equation 30-6) 0.078 W (UBC Equation 30-7) Simplified Static Force Procedure Strength level design base shear, V per UBC Section 1630.2.4 3.0 Ca R W 0.293 W (UBC Equation 30-11) HOPE 1301 Third Avenue Suite 300 San Diego, CA 92101 TEL: (619) 232-4673 PAX-. (619) 235-4675 info@hopeengmeering.co Job No. Date By Project 205016 26-Aug-2005 MCP 24 hr Fitness Seismic Lateral Force on Elements \ap/Rp: 1.0/3.0 Walls out-of plane & Bodies of connections, 2.5/3.0 Unbraced parapets, 1.0/1.0 Fasteners Determine value of Fp(relative to Wp) for various locations in the structure. Based on 1997 UBC Section 1632.2 Input Data Variables determined by UBC Chapter 16 Division IV Ca = 0.44 Acceleration-based ground response coefficient per Table 16-Q IP = 1.00 Seismic importance factor per Table 16-K Output Data Strength level seismic design force per UBC Section 1632.2 rp(min) - p(max) - 0.7 Ca l W = 0.31 Wp = 1.76 WD 1 + (UBC Equation 32-3) (UBC Equation 32-3) (UBC Equation 32-2) W0 Strength level values of Fp (relative to Wp) hx hr 1.00 0.95 0.90 0.85 0.80 0.75 0.70 0.65 0.60 0.55 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 ap : 1.00 Rp : 3.00 0.59 0.56 0.54 0.52 0.50 0.48 0.45 0.43 0.41 0.39 0.37 0.34 0.32 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 2.50 3.00 1.47 1.41 1.36 1.30 1.25 1.19 1.14 1.08 1.03 0.97 0.92 0.86 0.81 0.75 0.70 0.64 0.59 0.53 0.48 0.42 0.37 1.00 0.00 0.00 1.00 0.00 0.00 1.76 1.69 1.63 1.56 1.50 1.43 1.36 1.30 1.23 1.17 1.10 1.03 0.97 0.90 0.84 0.77 0.70 0.64 0.57 0.51 0.44 HOPE i-iCPE £NGIM££f!!MG '301 Third Suite 300 PEL; (619) 232-4673 FAX. (619) 235-4675 Job No. Date By Project Wind Load on Primary Frame 205016 26-Aug-2005 MCP Biltmore - 24 Hour Fitness Determine Design Wind Pressures for the Primary Building Frame using the Projected Area Method (Method 2). Based on 1997 UBC Section 1621. Input Data Variables determined by UBC Chapter 16, Division III B Exposure as defined in Section 1616 ("B", "C", or "D" ) 70 Minimum basic wind speed per Figure 16-1, mph lw = 1.00 Importance factor per Table 16-K Variable determined by building configuration H =45 Height of structure, ft Output Data 1) Wind stagnation pressure at the standard height of 33 feet (psf) = 12.5 (0.00256 x V2) 2) Pressure coefficient per UBC Table 16-H, Method 2 Cq = 1.4 For Horizontal Pressure on Structures Over 40 Feet in Height Cq = 0.7 For Outward Pressure on Horizontal Projected Area 3) Design Wind Pressure per Equation 20-1 P = Ce x Cq x qs x lw Horizontal Pressure in Any Direction on Vertical Projected Area (psf) Height (ft) 0-15 20 25 30 40 60 80 P = p = P = P = P = P = P = Outward Pressure Height (ft) 0-15 20 25 30 40 60 80 P = p = P = P = p = p _ P = Ce Table 16-G 0.62 0.67 0.72 0.76 0.84 0.95 1.04 on Horizontal C8 Table 16-G 0.62 0.67 0.72 0.76 0.84 0.95 1.04 x X X X X X X cq Table 16-H 1.4 1.4 1.4 1.4 1.4 1.4 1.4 Projected Area X X X X X X X C 1 °q Table 16-H 0.7 0.7 0.7 0.7 0.7 0.7 0.7 X X X X X X X (psf) X X X X X X X qs (psf) Table 16-F 12.5 12.5 12.5 12.5 12.5 12.5 12.5 Qs(PSf) Table 16-F 12.5 12.5 12.5 12.5 12.5 12.5 12.5 lw Table 16-K x 1.00 x 1.00 x 1.00 x 1.00 x 1.00 x 1 .00 x 1.00 lw Table 16-K x 1.00 x 1.00 x 1.00 x 1.00 x 1.00 x 1.00 x 1.00 10.9 11.7 12.6 13.3 14.7 16.6 N/A 5.4 5.9 6.3 6.7 7.4 8.3 N/A 1. For one story or the top story of multistory partially enclosed structures, the value of Cq shall be taken as 1.2 when determining the Outward Pressure on the Horizontal Projected Area. HOPE 1301 Third Avenue Suite 300 San Diego. CA 92101 TEU (M9J 232-4673 FAX: (619] 235-4675 infpShope engineering.! Wind Loads on Wa8i Elements* 'For tributary areas greater than 1000 square feet use Primary Frame values. Job No. Date By Project 205016 26-Aug-2005 MCP Biltmore - 24 Hour Fitness L Determine Design Wind Pressures for Wall Elements which are Not in Areas of Discontinuity Based on 1997 UBC Section 1622. Input Data Variables determined by UBC Chapter 16, Division III B Exposure as defined in Section 1616 ("B", "C", or "D" ) 70 Minimum basic wind speed per Figure 16-1, mph lw = 1.00 Importance factor per Table 16-K Variable determined by building configuration H =45 Height of Structure, ft E Degree of Enclosure ("E" = Enclosed. "P" = Partially Enclosed, "U" = Unenclosed) Output Data 1) Wind stagnation pressure at the standard height of 33 feet per Table 16-F (psf) qs = 12.5 (0.00256 x V2) 2) Pressure coefficient per UBC Table 16-H, Wall Elements Values shown are for 10 sqft tributary area, for tributary areas of 100 sqft, the value 0.3 may be subtracted from Q. Cq =1.2 For Outward Pressure on Enclosed Structures Cq =1.2 For Inward Pressure on All Structures 3) Design Wind Pressure per Equation 20-1 P = Ce x Cq x qs x lw Outward Pressure on Enclosed. Partially Enclosed, or Unenclosed Structures (psf) ceHeight (ft)Table 16-G 0-15 20 25 30 40 60 80 P = P = P = P = P = P = P = 0.62 0.67 0.72 0.76 0.84 0.95 1.04 p for 10 sqft p 9 tributary area ^P Table 16-H x X X X X X X 1.2 1.2 1.2 1.2 1.2 1.2 1.2 or or or or or or or for 100 sqft fncfl ! tributary area MslPSI,) lw for 10 sqft Table 16-H Table 16-F Table 16-K tributary area 0.9 0.9 0.9 0.9 0.9 0.9 0.9 x X X X X X X 12.5 12.5 12.5 12.5 12.5 12.5 12.5 X X X X X X X 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.3 10.1 10.8 11.4 12.6 14.3 N/A for 100 sqft tributary area 7.0 7.5 8.1 8.6 9.5 10.7 N/A Inward Pressure on All Structures (psf) Height (ft) e q Table 16-G 0-15 20 25 30 40 60 80 P = P = P = P = P = P = P = 0.62 0.67 0.72 0.76 0.84 0.95 1.04 x X X X X X X for 10 sqft p tributary area 9 Table 16-H 1.2 1.2 1.2 1.2 1.2 1.2 1.2 or or or or or or or for 100 sqft , « i tributary area Ms^M / w for 10 sqft Table 16-H Table 16-F Table 16-K tributary area 0.9 0.9 0.9 0.9 0.9 0.9 0.9 x X X X X X X 12.5 12.5 12.5 12.5 12.5 12.5 12.5 X X X X X X X 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.3 10.1 10.8 11.4 12.6 14.3 N/A for 1 00 sqft tributary area 7.0 7.5 8.1 8.6 9.5 10.7 N/A HOPE Suite 300San Dieyo, CA 92101 TEL: (619) 232-4673FAX: (619) 235-4675 Wind Loads on Roof Elements* Job No. Date By Project 205016 26-Aug-2005 MCP Biltmore - 24 Hour Fitness 'For tributary areas greater than 1000 square feet use Primary Frame values. Determine Design Wind Pressures for Roof Elementswhich are Not in Areas of Discontinuity Based on 1997 UBC Section 1622. Input Data Variables determined by UBC Chapter 16, Division III B Exposure as defined in Section 1616 ("B", "C", or "D" ) 70 Minimum basic wind speed per Figure 16-1, mph 'w = 1.00 Importance factor per Table 16-K =0.0 Rise per 12 Run Dimensions determined by plan dimensions H =45 Height of Structure, ft Roof Slope E Degree of Enclosure ("E" = Enclosed, "P" = Partially Enclosed, "U" = Unenclosed) Output Data 1) Wind stagnation pressure at the standard height of 33 feet per Table 16-F (psf) qs = 12.5 (0.00256 xV2) 2) Pressure coefficient per UBC Table 16-H, Roof Elements Values shown is for 10 sqft tributary area, for tributary areas of 100 sqft, refer to table below. cq =1.3 For Outward Pressure on Roof Elements Cq = 0.0 For Inward Pressure on Roof Elements 3) Design Wind Pressure per Equation 20-1 P = Ce x Cq x qs x lw Outward Pressure on Roof Elements (psf) Height (ft) 0-15 20 25 30 40 60 80 Table 16-G P = P = P = P = P = P = P = Inward Pressure Height (ft) 0-15 20 25 30 40 60 80 0.62 0.67 0.72 0.76 0.84 0.95 1.04 p for 10 sqft 9 tributary area Table 16-H x 1.3 x 1.3 x 1.3 x 1.3 x 1.3 x 1.3 x 1.3 p for 100 sqft P tributary area Table 16-H or or or or or or or 1.0 1.0 1.0 1.0 1.0 1.0 1.0 X X X X X X X qs (psf) Table 16-F 12.5 12.5 12.5 12.5 12.5 12.5 12.5 X X X X X X X lw Table 16-K 1.00 .1.00 1.00 1.00 1.00 1.00 1.00 for 10 sqft tributary area 10.1 10.9 11.7 12.4 13.7 15.4 N/A for 100 sqft tributary area 7.8 8.4 9.0 9.5 10.5 11.9 N/A on Roof Elements (osf) r Table 16-G p = P = P = P = P = P = P = 0.62 0.67 0.72 0.76 0.84 0.95 1.04 p for 10 sqft 9 tributary area Table 16-H x 0.0 x 0.0 x 0.0 x 0.0 x 0.0 x 0.0 x 0.0 c\. or or or or or or or N for 100 sqft '°( tributary area Table 16-H 0.0 0.0 0.0 0.0 0.0 0.0 0.0 X X X X X X X Table 16-F 12.5 12.5 12.5 12.5 12.5 12.5 12.5 X X X X X X X '•.v Table 16-K 1.00 1.00 1.00 1.00 1.00 1.00 1.00 for 10 sqft tributary area 0.0 0.0 0.0 0.0 0.0 0.0 N/A for 100 sqft tributary area 0.0 0.0 0.0 0.0 0.0 0.0 N/A HOPE HO;*£ P.N'ClifJECf^NG '301 Third Avenue Suite 300 San Diego. CA 92TO'. TEL; (6WJ 232-1673 FAX; (619) 235--167S Wind Load on Elements in Areas of Discontinuity Job No. Date By Project 205016 26-Aug-2005 MCP < Biltmore - 24 Hour Fitness Determine Design Wind Pressures for Elements in Areas of Discontinuity. Based on 1997 UBC Section 1622. Input Data Variables determined by UBC Chapter 16, Division III B Exposure as defined in Section 1616 ("B", "C". or "D" ) 70 Minimum basic wind speed per Figure 16-1. mph lw = 1.00 Importance factor per Table 16-K Variable determined by building configuration H =45 Height of Structure, ft Roof Slope = 0.0 Rise per 12 Run With Overhangs?("Y" = Yes, "N" = No) Output Data 1) Wind stagnation pressure at the standard height of 33 feet (psf) P5 = 12.5 (0.00256 xV2) 2) Pressure coefficient per UBC Table 16-H Values shown are for 10 sqft tributary area, for tributary areas of 100 sqft, the value 0.3 may be subtracted from Cq for wall corners and parapets; the value Cq may be reduced according to UBC Table 16-H, footnote 2 for roof eaves, rakes or ridges. Cq =1.5 For Outward Pressure on Wall Corners Cq = 1.3 For Inward or Outward Pressure on Parapet Walls Cq = 2.8 For Outward Pressure on Roof Eaves, Rakes or Ridges With Overhangs 3) Design Wind Pressure per Equation 20-1 P = Ce x C, x qs x lw Outward Pressure on Wall Corner or Parapet Walls (psf) Height (ft) 0-15 20 25 30 40 60 80 for wall for parapet Ce Cq corners Cq walls Qs (psf) lw wall Table 16-G Table 16-H Table 16-H Table 16-F Table 16-K corners p = P = P = P = P - P = P = 0.62 0.67 0.72 0.76 0.84 0.95 1.04 x X X X X X X 1.5 1.5 1.5 1.5 1.5 1.5 1.5 or or or or or or or 1.3 1.3 1.3 1.3 1.3 1.3 1.3 x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.6 12.6 13.5 14.3 15.8 17.8 N/A parapet walls 10.1 10.9 11.7 12.4 13.7 15.4 N/A Outward Pressure on Roof Eaves. Rakes or Ridges (psf) Height (ft) 0-15 20 25 30 40 60 80 for !0 sqft for TOO sqft Ce Cq tributary area Cq tributary area Qs (PS0 L for 10 sqft Table 16-G Table 16-H Table 16-H Table 16-F Table 16-K tributary area P = P = p - P = P = P - P = 0.62 0.67 0.72 0.76 0.84 0.95 1.04 x x X X X X X 2.8 2.8 2.8 2.8 2.8 2.8 2.8 or or or or or or or 2.0 2.0 2.0 2.0 2.0 2.0 2.0 x 12.5 x x 12,5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x x 12.5 x 1.00 1.00 1.00 1.00 1.00 1.00 1.00 = 21.7 23.5 25.2 26.6 = 29.4 33.3 N/A for 1 00 sqft tributary area 15.5 16.8 18.0 19.0 21.0 23.8 N/A Beam Besagmi Criteria RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 08/26/05 08:26:59 Steel Code: AISC LRFD TABLES SELECTED: Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Unbraced Length Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam Braces flange Calculate Cb for all Simple Span Beams Use Cb=l for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 DEFLECTION CRITERIA: Default Criteria L/d Unshored Initial (Construction Load): 0.0 Post Composite Live Load: 360.0 Total Superimposed: 240.0 Total (Init+Superimp-Camber): 240.0 Shored Dead Load: 0.0 Live Load: 360.0 Total Load: 240.0 Noncomposite Dead Load: 0.0 Live Load: 360.0 Total Load: 240.0 delta (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 0.0 0.0 Total Superimposed: 0.0 0.0 Total (Init+Superimp-Camber): 0.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 0.0 0.0 Total Load: 0.0 0.0 Noncomposite Dead-Load: 0.0 0.0 RAM Steel v9.0 Page 2/2 HOPE Engineering DataBase: 24Hr7-14 08/26/05 08:26:59 Building Code: UBC1 Steel Code: AISC LRFD Live Load: OO 676 Total Load: 0.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber CAMBER CRITERIA FOR NON-COMPOSITE BEAMS: Do not Camber STUD CRITERIA: Stud Distribution: Use Uniform Maximum % of Full Composite Allowed: 80.00 Minimum % of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web STRUCTURAL CALCULATIONS Biltmore Pacifica - 24 Hour Fitness LauAl Tree Lane Carlsfbck CA 92009 Building Department Resubmittal Prepared for: Smith Consulting Architects 12220 El Camino Real, Suite 200 San Diego, CA92130 Prepared by: Hope Engineering 1301 Third Avenue, Suite 300 San Diego, CA92101 February 21, 2006 HE Project #205016.00 Calc Index Pagel STRUCTURAL CALCULATION INDEX Job Number 205016.00 | New Calculations are Indicated with BOLD lettering | Job Name Biltmore Pacifica General Gravity Lateral New Tilt Up Panels Revised Wall Design Foundation New Miscellaneous New Description Design Loads Framing Design Criteria Roof Framing 3rd Floor Framing 2nd Floor Framing Beam Design Summary Frmg Check and Beam Conn. Check Grav. Column & Baseplate Design Criteria Column Load Summary Column Design Baseplate Design Lateral Analysis Design Criteria Model Data Criteria, Mass & Exposure Data Loads & Applied Forces Redundancy Factors Story Displacements Periods and Modes Frame Story Shears Diaphragm Analysis Diaphragm Design Diaphragm Analysis Diaphragm Design Panel Elevations Wall Loading - Dead Load & Mass Wall Group Forces from Ram Frame Wall Pier Seismic Forces In Plane Wall Design Out of Plane Wall Design Slender Wall Design Panel Elevations Wall Group Forces from Ram Frame In Plane Wall Design Panel N2 Panel S6 Panel E5 Panel N12 Panel N9 Panel S5 Panel W2 & W3 Panel W4 Hold Downs Foundation Model & Design Criteria Spread Footing Design Grade Beam Design Grade Beam Design Using SAFE Canopy #1 Design Canopy #2 Design Stair Design Page Number G1 B1 B4 B8 B12 B16 B28 C1 C2 C7 C11 L L1 L46 L47 L51 L52 L54 L56 L73 L89 D1 D13 P1 P9 P19 P40 P87 P115 W1 W26 W47 W47 W54 W64 W73 W83 W97 W118 W123 W135 F1 F13 F17 F1 M1 M31 S1 to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to to G8 B3 B7 B11 B15 B27 B29 C1 C6 C10 C11 L L45 L46 L50 L51 L53 L55 L72 L88 L98 D12 DSO P8 P18 P39 P86 P114 P202 W25 W46 W46 W53 W63 W72 W82 W96 W117 W122 W134 W142 F12 F16 F40 F90 M30 M43 S10 A A . */ \ / \ * 0)•o ro •H CO og in U)o oo CNo Uffli M 01a•H C 0) Ua 01 i 0) -H § 01 0)m d 01n w tdfa CQW nj <D m•H01 ^rHid en ^^) M W h W 5 ft•2 o H O! o\ CO ego U «ira •H G0) 0),duc3a CN OJtn (0 CQ tO 4J r-~ / 'v'v^/x U) CM in COH OJo o CQ Cnc-Hc 0) uq >•c0) -H6 tn <uro d to fe ffl S & w <q O (0 vo H CN o oo CNO U CQI CO 01a-H ROJ Uq in ^•* CM 0)CO03 G)GO K CO ' •' '^ - -: ^t CO CM :•' %,'<V^;. <J)00 >- . 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O nJK ffi P U3 COCO 8 - CO •CO- N- " v CO " h" ..CO CDCO f .?s-.: .;'--S,.:.. m . : , - - -....CO- >.-8:-;: inCO,;s. ; •^:'^=-..- ...^ • to;/n .«;,; CM .--'•' (O -:^ ^•:;».. •."*.'•« "°:" );:;«\..;. - "' CO - rtitll.• i£^Srt ••n « COCO , :s : ....•00.• -<o /•;S>-;::.: "-••??;.; COCO ' .""•CD0-"''- CO - -- • feS;,.;. •S«5-r . :«S= CO - •8;-.--' .••iiS^ ^>S:'.-: r,S: •• -;:-iH - -'^,-^j ':3ks- •> Csl-" \ ,..?5'.i i-SS;:'i* • to -':; u 1r 1H 1;* 1- ^ is 1 « i 00 1" 1 S-; ;;i«f5'-; '•;:£-.-: - <DCO •- - ^.•iyWJ V,i.~nl,»,| "":8t'--j ??-8^| ;'. .•»-'•••.;?s-r:. &&4 ^S>c ^;S?;x. ••;. ..co-i,",'•', « .".,•• ,::v,SA,: ;^SCM:;>:' 1»:-«o;-;| siiSai •: -K-»- A- ;*?-cO%'i-r- ^tf| — ' .-co- •-'•?>- 1 !^ RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 Wall Group Forces Major Shear, Load Case: X+ EQ UBC97 X +E F Ex+ RAM Frame V9. 0 '- Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 Wall Group Forces Major Shear, Load Case: Y+ EQ_UBC97_Y_-fE_F + Ey+ RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 Member Force Envelope Major Shear Max RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings 08/26/05 10:17:41 HOPE Wall Group Force Summary RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code:UBC1 10/04/05 11:57:23 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQJUBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ WALL GROUPS INFORMATION: Level: roof WallGrp.tf 1 2 3 4 5 6 8 21 22 23 24 25 31 32 33 34 35 36 37 38 Xcg ft 0.00 0.00 0.00 3.00 35.50 194.00 259.00 50.07 81.33 114.83 148.33 179.57 16.83 50.33 81.57 112.83 146.33 179.83 211.07 242.25 Ycg ft 13.33 40.11 66.67 80.00 96.50 84.30 15.60 100.00 100.00 100.00 100.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Zcg ft 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.5.0 LocalAxis 90.00 90.00 90.00 0.00 90.00 90.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Level: 3rd Wall Group Force Summary ||^^|"MF"i RAM Frame v9.0 Page 2/21 f^i Ji^^r" HOPE Engineering • "V^l I" DataBase: 24hr - punched openings-BC 10/04/05 1 1 :57:23 Building Code: UBC1 WallGrpJ 1 2 3 4 5 6 7 8 11 12 13 14 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 Level: 2nd WallGrpJ 1 2 3 4 5 6 Xcg ft 0.00 0.00 0.00 3.00 35.50 194.00 . 234.00 259.00 359.00 359.00 359.00 359.00 50.07 81.33 114.83 148.33 179.57 247.51 271.61 296.61 321.61 346.50 16.83 50.33 81.57 112.83 146.33 179.83 211.07 243.29 271.50 296.61 321.61 345.61 Xcg ft 0.00 0.00 0.00 3.00 ^35;50 194.00 Ycg ft 13.33 40.11 66.67 80.00 96.50 80.89 96.50 22.53 12.50 37.61 62.61 87.57 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ycgft 13.33 40.1.1 66.67 80.00 96:50 :; 83.20 ; Zcg ft 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 Zcg ft 8;00 8.00 8.00 8.00 -.:••, >8;0Q-.:• ;8yQQ LocalAxis 90.00 90.00 90.00 0.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LocalAxis • . . 90.00 . .90.00 ; 90.00 -••-"••—*• 0.00 ..:,. ., . ,'>,.:....-• .. , v, . 90 00•:--,-• . 7U.UU •>.':--.-•'.. :••-. ::-•-• .• . •'-.-••_••-.•., -:.•:.- V^-xv-------- -• •:. 90.00 ; ;';;.-. : ;/" ;: , --' /;r:- ' ••^•^ -,. Wall Group Force Summary 1 l^\ni™ RAM Frame v9.0 . Page 3/21 fHf JIT™ HOPE Engineering • "V^l ki DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 Building Code: UBC1 WallGrp.# 7 8 11 12 13 14 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 Xcg 234.00 259.00 359.00 359.00 359.00 359.00 50.07 81.33 114.83 148.33 179.57 247.51 271.61 296.61 323.61 346.50 16.83 50.33 81.57 112.83 146.33 179.83 211.07 243.29 271.50 296.61 321.61 345.61 Ycg 96.50 18.10 12.50 37.61 62.61 87.57 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Zcg 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 LocalAxis 90.00 90.00 90.00 90.00 90.00 90.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Wall Group Force Summary RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 4/21 10/04/05 11:57:23 WALL GROUPS FORCE INFORMATION: Level: roof WallGrp.tf 1 2 3 4 5 >. LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp,vv Ln Rip? Rfn P kips 34.56 0.00 0.00 2.37 0.00 0.00 0.00 0.00 -0.00 44.56 0.00 0.00 11.15 0.00 0.00 0.00 -0.00 -0.00 119.56 0.00 0.00 9.31 0.00 -0.00 0.00 -0.00 0.00 26.78 -0.00 0.00 1.32 -0.00 -0.00 -0.00 -0.00 -0.00 18,73 -0.00 -0.00 4.27 0:00 Mmajor kip-ft -29.38 -8.29 -0.00 -8.39 0.00 4.61 2.26 739.38 747.76 -36.30 2.88 -0.00 -29.94 0.00 5.75 2.79 584.66 595.20 -5.07 5.41 0.00 -22.88 -0.01 -10.36 -5.05 1672.96 1654.04 5.55 -0.00 0.00 3.95 -0.00 -0.00 -0.00 O.QO -0.00 -23.13 0.00o.oo -12.f9V:ff!"" 0:00^5 Mminor kip-ft 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0,00 :, :-0:00; Vmajor kips -1.96 -0.55 -0.00 -0.56 0.00 0.31 0.15 49.29 49.85 1.83 0.19 -0.00 1.59 0.00 0.38 0.19 38.98 39.68 0.13 0.36 0.00 -1.03 -0.00 -0.69 -0.34 111.53 110.27 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 -o;ob>:: -0.00 -0.00 -0.00-^ Vminor kips 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00:, -0.00 O.QO ;o.oo ^^0,00" Torsion kip-ft -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 jO.oo:; •;-.- -o.oQ; :/; 0.00%: A: ; O.QO 0.00; ; 0.00 ^;: :: Wall Group Force Summary 1 i^Nf "W ' RAM Frame v9.0 f^l 11^^™ HOPE Engineering • i^^i •« DataBase: 24hr - punched openings-BC Building Code : UBC1 WallGrp.# 6 8 21 22 23 LdC E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn /" P 0.00 0.00 0.00 0.00 89.50 0.00 0.00 18.40 0.00 -0.00 -0.00 0.00 0.00 68.25 -0.00 0.00 10.36 -0.00 0.00 0.00 0.00 0.00 56.81 0.00 0.00 8.16 0.00 0.00 0.00 0.00 0.00 52.33 0.00 0.00 10.88 0.00 0.00 -0.00 -0.00 0.00 55.50 -0.00 0.00 13.60 •p;oo Mmajor -0.00 -0.00 -0.00 -0.00 -213.74 0.00 -0.00 -227.79 0.00 0.00 0.00 3645.00 3645.00 68.41 -0.00 -0.00 92.93 0.00 0.00 0.00 877.50 877.50 -7.79 -5.74 0.00 3.62 -0.01 95.48 100.31 15.86 -1.50 21.85 39.48 -0.00 -10.27 0.00 1230.42 1226.80 -11.86 '•"•" lvl;2; -r 5,3.8 .% ; -3.82 • •'-- ; -0,00 ...;..8.58 X 0-OP X Mminor 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 : :O.QO 0,00 ;" "-OX)0: 0.00 X jVpiT ."'-X^oMX Vmajor 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.01 0.00 0.00 0.00 243.00 243.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 58.50 58.50 -1.3f -0.38 0.00 -0.53 -0.00 6.37 6.69 1.06 -0.10 3.02 2.63 -0.00 0.64 0.00 82.03 81.79 -0.79 0.07 -0.25 .V -0.25- -0.00 -0.04 ; o.bt» X: Vminor -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;; 0.00 0.00 !,, o.ooX X-Xl.()oX, Page 5/21 10/04/05 11:57:23 Torsion -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 oxxf f 0.00. 0.00 -0.00 - ' Wall Group Force Summary • J^^ffVF" RAM Frame v9.0 rlf JI^T ' HOPE Engineering • "V^l •• DataBase: 24hr - punched Building Code: UBC1 WallGrp.tf 24 25 31 32 33 - LdC E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn 7 P 0.00 0.00 -0.00 0.00 52.32 -0.00 0.00 10.82 -0.00 0.00 -0.00 0.00 0.00 56.62 0.00 0.00 7.78 0.00 0.00 0.00 0.00 0.00 50.27 0.00 -0.00 9.05 0.00 0.00 0.00 0.00 -0.00 52.56 0.00 -0.00 11.03 0.00 0.00 0.00 0.00 O.QO 60.01 0:00 0.00 10.88: :ffij Mmajor 1029.41 1026.98 -7.98 0.75 -4.86 -40.59 -0.00 26.41 0.00 1137.47 1133.85 -11.87 1.12 12.96 10.67 0.00 -0.21 -0.01 69.73 74.55 15.85 -1.49 -42.11 -26.96 -0.00 -3.22 -0.00 620.55 621.15 2.15 -0.00 -7.33 29.98 -0.00 -27.44 -0.00 675.59 676.77 4.25 -0.01 -26.65 -1:06 0.00,.. -20.14o.oo ; openings-BC Mminor 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Qtfd >; ;:0,00j A°S •; " ; ":Q$Q : . 0.00 -";; "o-6b:r: 7;jtffiC7 Vmajor 68.63 68.47 -0.53 0.05 -2.82 -2.71 -0.00 -0.48 0.00 75.83 75.59 -0.79 0.07 1.35 0.71 0.00 0.41 -0.00 4.65 4.97 1.06 -0.10 -3.35 -1.80 -0.00 -0.77 -0.00 41.37 41.41 0.14 -0.00 2.12 2.00 -0.00 0.37 -0.00 45.04 45.12 0.28 -0.00 0.12 : '-0^07 0.00 0.16:;; : :-o.oo; Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 'G.'QP •«om ; 0.00 0,<30 ;.77tife; Page 6/21 10/04/05 11:57:23 Torsion -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.qo 0.00 0.00 i. /- -; o.oo .r;--:.r ;•;-• 0.00- ^V-:-:X- 0,00 ,O.'do "v"V; "*"', . ^:6;oo-.:,':;Z;:;:-;:a. Wall Group Force Summary HOPE WallGrpJ 34 35 36 37 ,,,,-,- 38 V T *- LdC E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp. Rfii|: RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 P 0.00 0.00 0.00 0.00 52.33 0.00 -0.00 10.88 0.00 -0.00 0.00 -0.00 0.00 52.38 -0.00 -0.00 10.88 -0.00 0.00 0.00 0.00 0.00 54.91 0.00 -0.00 13.12 -0.00 -0.00 -0.00 -0.00 0.00 57.10 0.00 0.00 8.35 0.00 0.00 0.00 0.00 0.00 52.38 6.00 0.00 10.99 " : o;6o Mmajor -61.81 -65.30 -12.45 0.08 -27.71 -4.83 -0.00 -18.21 -0.00 712.81 714.08 4.58 0.02 -17.64 16.22 -0.00 -27.11 -0.00 626.52 627.37 3.16 0.12 -48.60 -23.26 -0.00 -18.09 -0.00 672.88 674.13 4.82 0.32 -13.06 -5.00 0.00 -5.71 0.00 -64.73 -68.22 -12.31 0.26 0.05 14.92 -0.00 -29.52 -0.00 Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 Vmajor -4.12 -4.35 -0.83 0.01 -0.70 -0.32 -0.00 -0.25 -0.00 47.52 47.61 0.31 0.00 1.28 1.08 -0.00 0.24 -0.00 41.77 41.82 0.21 0.01 -2.04 -1.55 -0.00 -0.30 -0.00 44.86 44.94 0.32 0.02 -0.38 -0.33 0.00 0.01 0.00 -4.32 -4.55 -0.82 0.02 2.96 0.99 -0.00- O:s4 •rCLOO1:" Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.QO 0.00 ••-.-•v.Q.-Qb-;. -•*;'Hx)b-r •:.:••• 0.00- ;;:04) ••".. '':*• ? J '$$&•!' Page 7/21 10/04/05 11:57:23 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 ' ~ o.oo - 0.00 0.00 0.00 0.00 :0.00 Wall Group Force Summary 1 I^^PW*1 RAM Frame v9.0 P"^l Ji^i" HOPE Engineering • l^^l ••• DataBase: 24hr - punched Building Code: UBC1 WallGrp.# Level: 3rd WaIlGrp.# 1 2 3 4 - *» 5 LdC E5 E6 E7 E8 LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn :E5 '"^. E6 E7 '•:. E8 D P 0.00 -0.00 0.00 -0.00 P kips 70.72 9.45 -0.00 2.37 -0.00 0.00 0.00 0.00 -0.00 83.39 12.16 0.00 11.15 0.00 -0.00 0.00 0.00 0.00 230.86 37.06 0.00 9.31 0.00 0.00 0.00 0.00 0.00 47.60 3.54 0.00 1.32 0.00 -0.00 0.00 0.00 .:. >0;00 :,. : -: ;4317 -;. Mmajor 742.18 744.01 5.80 -0.79 Mmajor kip-ft -6.92 0.56 -0.00 -9.14 0.03 128.50 79.99 1460.07 1633.97 -29.56 -12.18 -0.00 -19.72 0.03 127.29 79.23 1389.13 1561.41 -54.28 -50.00 -0.00 -41.76 0.15 694.04 435.95 7122.80 8048.25 -13.05 -10.26 O.QO -2.02 0.07 -14.70 -14.19 ' -7.65 -9.39 58.34 openings-BC Mminor 0.00 0.00 0.00 0.00 Mminor kip-ft 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 ,0:00 -0.00 0.00 0.00 0.00 0.00o.ao 0.00 Vmajor 49.48 49.60 0.39 -0.05 Vmajor kips -0.64 -1.58 -0.00 -0.05 0.00 8.85 5.55 51.48 63.30 1.00 -0.67 -0.00 0.73 0.00 8.68 5.46 57.46 69.01 -2.01 -2.49 -0.00 -1.35 0.01 50.31 31.50 389.27 456.73 -2.18 -1.48 0.00 -0.43 0.00 -1.05 -1.01 -0.55 -0.67 10.13 Vminor 0.00 0.00 0.00 0.00 Vminor kips 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 . Page 8/21 10/04/05 11:57:23 Torsion 0.00 0.00 0.00 0.00 Torsion kip-ft -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 ; -0.00 0.00 -: •""•' : ^ -0,00-v ---v; - •*,: ; v-0.06 " "••"••'-•• . -0.00 : : :'. ••/.. i. ; . -0.00;;, :>' v|' ^y ^-0.00. v. •---::'•< -•':'•' HOPE Wall Group Force Summary RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 9/21 10/04/05 11:57:23 WallGrp.# 6 7 8 11 12. o ;r LdC Lp Ln Rfp Rfh E5 E6 E7 E8 D Lp Ln - Rfp Rfn E5 E6 E7 E8 D LP Ln Rip Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn : ..E5-v4: E6 El E8.D"^,:;'', p 17.20 0.00 4.27 0.00 0.00 0.00 0.00 0.00 250.74 78.17 0.00 20.01 -0.00 0.00 -0.00 -0.00 0.00 13.17 3.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 187.73 45.53 0.00 21.30 0.00 -0.00 0.00 0.00 -0.00 32.15 0.00 0.00 2.22 -0.00 0.00 0:00 0.00 ." 0.00'• -:&Y$ Mmajor 41.34 0.00 6.51 -0.56 -0.58 2.67 -3.60 -14.99 -478.43 -357.23 0.00 -144.12 0.64 -399.40 -252.74 9805.37 9279.32 0.87 0.24 -0.00 -0.95 -0.01 -7.64 -7.92 50.35 51.12 -471.15 -77.83 0.00 47.95 -0.28 -542.13 -337.15 6270.83 5536.09 37.56 30.14 -2.15 1.49 0.00 0.00 0.00 367.01 367.01 6.25 Mminor 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 0.00 -0.02 0.01 -0.00 -0.00 -0.00 -0.79 -0.79 0.22 0.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.03 -0.00 -0.00 -0.00 -0.72 -0.72 -0.06 -0.08 0.00 -0.00 0.00 6:00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 Vmajor 6.68 0.00 1.39 -0.04 -0.04 0.19 -0.26 -1.07 6.38 26.12 0.00 3.20 0.05 -28.53 -18.05 440.03 402.45 0.71 0.39 -0.00 -0.07 -0.00 -0.55 -0.57 3.60 3.65 -15.60 -28.52 0.00 -3.86 -0.02 -38.72 -24.08 385.24 332.76 2.68 2.15 -0.15 0.10 0.00 : 0.00 0.00 26.21 26.21 3.22 Vminor -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.06 -0.06 0.02 0.01 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.05 -0.05 -0.00 -0.01 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 Torsion -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.02 -0.02 0.00 0.00 0.00 0.79 0.81 -0.21 -0.29 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.01 0.02 -0.00 -0.00 -0.00 -0.66 -0.62 -0.01 -0.13 -0.00 -0.00 0.00 -0.00 -0.00 -Q.OO -0.00 -0.00 -0.00 0.00 Wall Group Force Summary HOPE WaIIGrp.# 13 14 21 22 -' ***«*• ' 23 / V LdC Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfn E5-i., E6 E7 ;. E8 v DQ.,-:r RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched Building Code: UBC1 P 0.00 0.00 11.00 0.00 -0.00 0.00 0.00 0.00 42.15 0.00 0.00 11.00 0.00 -0.00 -0.00 0.00 0.00 43.96 0.00 0.00 2.21 0.00 0.00 0.00 0.00 0.00 109.69 32.64 0.00 8.16 0.00 0.00 0.00 0.00 0.00 129.31 43.52 -0.00 10.88 -0:00 - :. 0,00 0:00 0,00 .0.60 S M.40 Mmajor 25.36 4.03 -14.52 0.00 0.00 0.00 357.38 357.38 -23.58 -59.95 -0.92 13.44 0.00 0.00 0.00 352.57 352.57 -29.18 4.45 -0.96 -2.76 -0.00 -0.00 -0.00 317.45 317.45 25.55 12.35 -0.00 7.57 0.01 135.44 130.67 -45.54 -28.19 7.91 12.10 -0.00 -5.37 0.05 2600.81 2552.08 -104.13 70.53 6.36 openings-BC Mminor -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-o.oo 0.00 -0.00 -,o;oo. 0.00 -0.00 0.00 - 0.00 Vmajor 1.81 0.29 1.24 0.00 0.00 0.00 25.53 25.53 -3.97 -4.28 -0.07 -1.16 0.00 0.00 0.00 25.18 25.18 -1.93 0.32 -0.07 -0.19 -0.00 -0.00 -0.00 22.67 22.67 -0.90 -2.04 -0.00 0.28 0.00 2.85 2.17 -4.39 -1.91 4.72 3.72 -O.OQ 0.35 0.00 97.89 94.66 -6.59 4.96 ~ -2.46 Vminor -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Q.OO 0.00 O.OQ 0.00 0.00 •0.00 0.00 0.00 0.00 ' 0.00 Page 10/21 10/04/05 11:57:23 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 -o.oo ; -0.00 -0.00 -0.00 o.oo- -0.00 ^0.00 Wall Group Force Summary 1 If^fV* RAM Frame v9.0 P"fll li1^!™1 HOPE Engineering • l^^l •• DataBase: 24hr - punched Building Code :UBC1 WallGrp.tf 24 25 26 27 ~ -*• :\ v-* "V-£§r LdC Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D P 54.40 0.00 13.60 -0.00 0.00 0.00 0.00 -0.00 129.08 43.26 0.00 10.82 0.00 0.00 0.00 -0.00 0.00 108.02 31.12 0.00 7.78 0.00 0.00 0.00 0.00 0.00 57.83 23.08 0.00 2.26 0.00 -0.00 -0.00 0.00 -0.00 81.90 0.07 -0.00 8.39o.oo 0.00 0.00 -0.00 0.00 81.62 Mmajor -4.98 -0.00 6.30 0.05 2510.19 2462.00 -102.38 70.37 7.14 -19.07 -0.00 16.84 0.05 2558.83 2510.10 -104.13 70.53 -15.79 -13.23 -0.00 -4.18 0.01 146.00 141.24 -45.54 -28.19 19.72 6.59 -0.00 11.59 0.02 907.04 886.42 . -50.91 23.05 14.63 -3.71 -0.00 15.75 0.02 900.24 880.53 -36.11 34.48 18.42 ' openings-BC Mminor 0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -O.OQ, 0.00 0.00. , ,0.00 , , -Q.OO -0.00 o.oo' 0:QO „ Vmajor -2.70 -0.00 -0.16 0.00 105.77 102.50 -6.74 4.97 -8.64 -8.05 -0.00 -0.68 0.00 101.53 98.30 -6.59 4.96 -0.15 0.11 -0.00 -0.28 0.00 5.45 4.76 -4.38 -1.91 -9.73 -8.51 -0.00 -0.95 0.00 64.79 63.32 -3.64 1.65 -0.97 -0.24 -O.OQ -0.92 0.00 64.30 62.90 -2.58 2.46 -0.18 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OQ 0.00 0.00 , • o.oo 0.00 0.00 0.00 , 0.00 Page 11/21 10/04/05 11:57:23 Torsion 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 o.oo . 0.00 0.00. 0.00 -0.00 •• -I; -::!::^ .-0.00^ ^;V-^%;i: -0.00 - v ^ i - 0.00 -0.00 0.00 Wall Group Force Summary HOPE WallGrp.# 29 30 31 32 •^-r- - " ^ ' 33, '£".t . •;• LdC Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfh E5 E6 ,.E7- E8 'i $M RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched Building Code: UBC1 P 0.00 0.00 8.20 0.00 0.00 -0.00 0.00 -0.00 47.65 0.00 -0.00 8.61 0.00 0.00 0.00 -0.00 0.00 48.23 -0.00 -0.00 6.03 0.00 0.00 0.00 -0.00 0.00 122.41 38.68 0.00 9.05 -0.00 0.00 -0.00 -0.00 -0.00 128.52 42.50 0.00 11.03 0.00 0.00 0.00 0.00 ::.;. W; ; - V12347.: '• Mmajor -0.27 -0.00 17.38 0.01 699.81 685.50 -9.31 41.81 11.57 -10.25 -0.00 15.76 0.01 607.58 595.78 -0.62 41.50 -33.61 -2.64 0.00 -3.76 0.01 435.27 427.82 0.73 27.30 -44.06 -32.23 -0.00 0.49 -0.04 2121.10 2151.65 67.22 -42.30 -51.06 -23.79 -0.00 -14.80 -0.04 2145.87 2176.69 68.17 -42.31 -69.99 openings-BC Mminor 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 * 0.00 0.00 0.00 0.00 Vmajor -0.02 -0.00 -0.43 0.00 49.99 48.96 -0.67 2.99 -0.73 -0.73 -0.00 -0.39 0.00 43.40 42.56 -0.04 2.96 -1.94 -0.19 0.00 0.08 0.00 31.09 30.56 0.05 1.95 -3.61 -3.89 -0.00 0.26 -0.00 107.18 109.32 4.65 -3.02 4.72-,,* 3.87 -0.00 0.90 -0.00 105.02 , 107.14 4.57 -3.02 3.09- Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 Page 12/21 10/04/05 11:57:23 Torsion 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Wall Group Force Summary RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Page 13/21 10/04/05 11:57:23 Building Code: UBC1 WallGrpJ 34 35 36 37 \ - V LdC Lp Ln Rfp Rfn E5 E6 E7 E8. D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rip Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D P 43.52 0.00 10.88 0.00 0.00 0.00 0.00 0.00 129.31 43.52 -0.00 10.88 0.00 0.00 0.00 0.00 0.00 129.39 43.52 0.00 10.88 0.00 0.00 0.00 -0.00 0.00 140.85 52.49 -0.00 13.12 -0.00 0.00 0.00 -0.00 -0.00 • 110.78 33.40 O.OQ 8.35 0.00 0.00 0.00 000 0.00 129.29 Mmajor -53.06 0.00 -16.61 -0.00 173.32 175.99 32.01 22.21 -42.20 -24.44 -0.00 -8.65 -0.04 2162.69 2193.54 68.32 -42.29 -56.08 -30.92 -0.00 -14.42 -0.04 2123.79 2154.45 67.68 -42.25 -73.83 -54.24 -0.00 -8.66 -0.04 2144.65 2175.50 68.43 -42.16 -10.61 -9.81 0.00 -1.98 -0.00 174.50 177.18 31.95 22.14 -123.06 Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OM 0.00 0.00 0.00 o.ob Vmajor 2:73 -0.00 0.25 -0.00 16.80 17.24 3.18 1.58 3.13 2.72 -0.00 0.68 -0.00 103.56 105.68 4.55 -3.02 6.13 5.42 -0.00 0.91 -0.00 106.95 109.08 4.61 -3.03 2.23 1.69 -0.00 0.67 -0.00 105.13 107.24 4.54 -3.03 1.85 1.32 -0.00 0.27 -0.00 17.09 17.53 3.16 1.56 12.05 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ^ 0.00 0.08 0.00 0.00 0.00 0.00 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •...;;:• 0.00 •..,.£: 0.00 - 0.00 0.00 0.00 Wall Group Force Summary |_|/l%fWH RAM Frame v9.0 mjl^r HOPE Engineering • l^^" •• DataBase: 24hr - punched Building Code: UBC1 WallGrp.tf 39 40 41 42 •,&•„•*'. ,-- - LdC Lp Ln Rfp Rfii E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 P 43.53 0.00 10.99 0.00 0.00 -0.00 0.00 0.00 81.95 0.01 0.00 8.33 0.00 0.00 0.00 -0.00 0.00 81.62 0.00 0.00 8.20 -0.00 0.00 -0.00 0.00 0.00 47.63 0.00 -0.00 8.61 0.00 -0.00 -0.00 0.00 0.00 36.34 0.00 0.00 6.03 0.00 0.00 -0.00 0.00 0.00 Mmajor -64.41 -0.00 -23.56 -0.04 2308.52 2341.72 73.32 -45.66 5.59 -11.77 -0.00 16.42 -0.02 835.81 848.68 24.28 -21.85 12.79 -3.92 -0.00 17.56 -0.01 664.77 674.20 5.77 -27.91 7.33 -12.59 -0.00 15.81 -0.01 595.97 603.83 -0.04 -28.08 -10.97 -7.74 0.00 1.87 -0.01 .,479.38 485.46 . -1.42 -23.10 openings-BC Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-o.oo - 0.00 0.00 0.00 Vmajor 8.82 -0.00 1.24 -0.00 111.88 114.12 4.82 -3.21 -2.14 -0.83 -0.00 -0.96 -0.00 59.70 60.62 1.73 -1.56 -0.59 -0.28 -0.00 -0.41 -0.00 47.48 48.16 0.41 -1.99 -1.02 -0.90 -0.00 -0.39 -0.00 42.57 43.13 -0.00 -2.01 -2.69 -0.55 -0.00 0.10 -0.00 34.24 34.68 -0.10 -1.65 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.od 0.00 1 0.00 O.QO O.QOr 0.00 0.00- 0.00 Page 14/21 10/04/05 11:57:23 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 o Wall Group Force Summary ll^^pM"" RAM Frame v9.0 P^B ll'^r' HOPE Engineering • l%^« •• DataBase: 24hr - punched openings-BC Building Code: UBC1 Level: 2nd WallGrp.tf 1 2 3 4 5 ->*Ml -^ •* T <-" ^ A4-- ..- LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 P kips 110.51 21.20 0.00 2.37 0.00 0.00 0.00 0.00 0.00 123.08 23.89 0.00 11.15 -0.00 0.00 0.00 -0.00 -0.00 352.60 74.00 0.00 9.31 0.00 0.00 0.00 0.00 0.00 72.63 8.89 0.00 1.39 -0.07 0.00 0.00 0.00 0.00 72.41 36.55 0.00 5.44 -0.47 0.00 0.00 Mmajor kip-ft -12.95 -9.98 -0.00 -9.54 0.20 246.67 116.42 2684.57 3148.61 -29.49 -18.43 -0.00 -16.50 0.20 244.17 115.17 2616.55 3076.09 -100.92 -109.98 -0.00 -44.84 1.12 1364:88 641.38 14198.84 16776.14 -5.12 -5.23 -0.00 1.41 0.13 141.91 139.21 9.27 18.85 5.67 9.89 -0.00 , -2.30 -0.76 18.23 5.63 Mminor kip-ft 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00o.oo ; ' 0.00 -0.00 -0.00 -0.00 Vmajor kips -0.43 -0.67 -0.00 -0.02 0.01 7.39 2.28 76.53 94.66 0.19 -0.35 -0.00 0.20 0.01 7.31 2.25 76.71 94.67 -0.64 -1.47 -0.00 -0.19 0.06 41.93 12.84 442.25 545.49 -0.58 -0.68 -0.00 0.20 0.02 9.79 9.59 1.06 1.76 0.97 1.60 -0.00 -0.30 -0.11 1.18 0.19 Vminor kips 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -o.oo 0.00 0.00 - -• -o.oo -0.00 Page 15/21 10/04/05 11:57:23 Torsion kip-ft -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -o.oo . - -0.00 H \ Wall Group Force Summary ||^M»" RAM Frame v9.0 Hljl^r1" HOPE Engineering * l%^i •• DataBase: 24hr - punched openings-BC Building Code: UBC1 WaIIGrp.# 6 7 8 11 12 -. Ss 4 * ft"* ^ LdC E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfii E5 E6 P 0.00 0.00 442.33 160.95 -0.00 24.09 -0.79 -0.00 0.00 -0.00 0.00 25.77 7.59 0.00 0.11 0.00 0.00 0.00 0.00 0.00 324.76 88.16 0.00 21.23 0.00 0.00 -0.00 0.00 0.00 82.83 36.91 -0.36 2.22 -0.00 0.00 0.00 0.00 0.00 114.32 72.66 -2.47 11.00 0.00 -0.00 -0.00 Mmajor 240.69 285.42 -1846.71 -1149.21 0.00 -150.02 0.39 -653.23 -316.13 19158.81 17957.44 3.22 0.94 0.00 0.66 0.01 -7.18 0.85 175.66 147.32 634.61 224.96 0.00 99.76 -0.17 -1213.07 -563.11 14891.09 12576.14 -4.45 42.70 -4.70 -5.49 0.00 0.00 0.00 1111.51 1111.51 -2.46 40.95 -11.02 -10.66 0.00 0.00 0.00 Mminor -0.00 -0.00 0.13 0.02 0.00 0.00 -0.00 -7.85 -7.76 -0.24 -0.57 0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 0.12 0.01 0.00 0.00 0.00 -7.68 -7.71 0.07 0.18 0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 . " 0.00 . -0.00 -0.00 -0.00 -" -0.00 - Vmajor 15.27 18.78 14.93 19.61 0.00 2.80 0.02 -15.86 -3.96 584.59 542.38 0.72 0.36 0.00 0.11 0.00 0.03 0.55 7.83 6.01 -15.75 -19.10 0.00 -2.60 0.01 -41.93 -14.12 538.77 440.00 -3.38 -0.44 -0.06 -0.44 0.00 0.00 .0,00 46.53 46.53 0.22 0.77 -- 0.2,7 0.24 0,00 0.00 0.00 - Vminor -0.00 -0.00 0.01 0.00 0.00 0.00 0.00 -0.44 -0.44 -0.03 -0.05 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.01 -0.00 0.00 0.00 0.00 -0.43 -0.44 0.01 0.02 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 . -0.00 -0.00 -0.00 -0.00 .-0.00 ' Page 16/21 10/04/05 11:57:23 Torsion -0.00 -0.00 -0.17 -0.01 -0.00 -0.01 -0.00 7.56 7.48 0.46 0.74 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.12 -0.01 0.00 0.00 0.00 -6.95 -6.96 0.11 0.17 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 ; -0.00 -0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 Wall Group Force Summary HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 17/21 10/04/05 11:57:23 f WallGrp.fl 13 14 21 22 23 - *i '• • •:, "\ *"", LdC E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 P -0.00 -0.00 105.11 56.58 -0.72 11.00 -0.00 0.00 0.00 -0.00 -0.00 85.82 35.78 -0.36 2.21 -0.00 -0.00 -0.00 0.00 0.00 166.56 61.65 0.00 8.16 0.00 0.00 0.00 0.00 0.00 207.96 87.04 0.00 10.88 0.00 0.00 0.00 -0.00 0.00 236.60 112.42 -0.00 13.60 -0.00 0.00 -0.00- Mmajor 1094.77 1094.77 91.47 126.56 -5.20 9.50 0.00 0.00 0.00 1093.69 1093.69 49.72 42.80 -1.18 4.29 0.00 0.00 0.00 942.42 942.42 36.66 43.73 -0.00 4.40 0.02 1256.74 1223.88 58.92 175.70 -122.98 -97.94 -0.00 -5.63 0.08 4453.57 4350.68 40.46 407.19 -2.32 11.47 -0.00 3.08 0.08 4379.53 4277.09 Mminor -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 -OvOO 0.00 -0.00 "-0.00 -0.00 Vmajor 46.09 46.09 -1.73 -2.68 -0.12 -0.25 0.00 0.00 0.00 46.32 46.32 4.89 2.35 -0.09 0.44 0.00 0.00 0.00 39.06 39.06 -1.84 -0.63 -0.00 -0.20 0.00 70.08 68.33 6.53 12.74 0.45 1.72 -0.00 -0.02 0.00 115.80 112.41 9.04 21.04 -2.90 -1.41 -0.00 -0.20 0.00 116.83 113.44 Vminor -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-,.-: 0.00 0.00 0.00o.oo 0.00 0.00 0.00 0.00o.'oo" Torsion 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 . 0.00 0.00 -0.00 -0.00 -0.00 co 43 Wall Group Force Summary HOPE WallGrp.tf LdC 24 25 26 27 . ... , 28 X a E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 P 0.00 0.00 207.44 86.44 0.00 10.82 0.00 0.00 0.00 -0.00 0.00 163.58 58.79 0.00 7.78 0.00 0.00 0.00 0.00 0.00 111.26 45.67 -0.00 2.38 0.00 0.00 0.00 -0.00 0.00 82.02 0.19 -0.00 8.39 -0.00 0.00 -0.00 -0.00 0.00 81.62 -0.00 ,0.00 8.20 -0.00 0.00 0.00 Mmajor Mminor 41.89 407.06 105.28 107.62 -0.00 11.09 0.08 4419.31 4316.43 40.46 407.19 -52.42 -37.18 -0.00 -3.61 0.02 1254.03 1221.17 58.92 175.70 79.28 74.28 -0.00 6.74 0.04 1885.54 1837.37 28.62 200.24 -0.57 -10.66 -0.00 8.93 0.04 2034.29 1983.76 27.09 207.14 25.63 -7.59 -0.00 - 11.38 0.03 1811.77 . - 1769.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00-o.oo -0.00 0.00 0.00 -0.00 -0.00, 0.00 -0.00- 0.00 0.00 Page 18/21 10/04/05 11:57:23 Vmajor Vminor Torsion 9.02 21.04 -5.72 -4.02 -0.00 -0.36 0.00 116.28 112.90 9.04 21.04 -0.79 -0.09 -0.00 0.04 0.00 69.25 67.50 6.53 12.74 -4.49 -3.28 -0.00 -0.24 0.00 61.16 59.43 4.97 11.07 -0.87 -0.35 -0.00 -0.43 0.00 70.88 68.95 . 3.95 .10.79 0.45 -0.46 ' -0.00 -0.38 0.00 69.50. 67.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' o.oo - .0-00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -o.oo -0.00 -0.00 -0.00 0.00 0.00 0.00 -o.oo, • -0.00 -0.00 Wall Group Force Summary • I/'VW1"1 RAM Frame v9.0 •"HI IT" HOPE EnSineering • iVXI LH DataBase: 24hr - punched Building Code: UBC1 WallGrpJ 29 30 31 32 33 i> .- -• ,L — -5 • u • A, ^. *— , LdC E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp . Ln Rfp Rfn E5 E6 P 0.00 0.00 87.80 8.62 0.00 8.61 0.00 0.00 0.00 0.00 0.00 76.07 13.60 0.00 6.03 0.00 -0.00 0.00 -0.00 -0.00 192.79 73.92 0.00 9.05 0.00 0.00 -0.00 0.00 0.00 205.51 84.32 0.00 11.03 0.00 -0.00 0.00 -0.00 0.00 194.92 . 87.04 -0.00 10.88 0.00 0.00 0.00 Mmajor 19.34 170.93 56.84 9.05 -0.00 13.96 0.03 1680.03 1642.32 15.89 150.32 42.78 -2.92 -0.00 5.51 0.02 1078.38 1054.86 9.69 93.53 -14.30 17.46 -0.00 0.98 -0.10 3895.94 3965.65 -34.94 -283.37 -185.85 -142.17 -0.00 -10.43 -0.10 3916.20 3986.13 -34.17 -283.37 -194.61 -165.03 -0.00 -15.93 -0.03 1148.79 • 1171.95 openings-BC Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- . 0,00 b.oo 0.00 0.00 0.00 ,0.00o.ob 0.00 o.oo. • o.oo Vmajor 1.79 8.07 1.61 -0.95 -0.00 -0.11 0.00 67.03 65.41 1.03 6.80 4.79 -0.00 -0.00 0.58 0.00 40.19 39.19 0.56 4.14 -2.27 -1.07 -0.00 0.03 -0.00 110.93 113.38 -6.39 -15.07 1.40 2.34 -0.00 0.27 -0.00 110.65 113.09 -6.40 -15.07 1,53 2.27 -0.00 0.04 -0.00 60.97 62.25 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "0.00 0.00 0.00 Page 19/21 10/04/05 11:57:23 Torsion -0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OQ, > ...>-,-.. o.ob 0.00 0.00 0.00 0.00 v , . 0.00 0.00 « 0.00 0.00 HOPE Wall Group Force Summary RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code :UBC1 Page 20/21 10/04/05 11:57:23 WallGrpJ LdC E7 E8 34 D Lp Ln Rfp Rfn E5 E6 E7 E8 35 D Lp Ln Rfp Rfn E5 E6 E7 E8 36 D Lp Ln Rfp Rfn E5 E6 E7 E8 37 D Lp Ln Rfp Rfn E5 E6 E7 E8 38 D Lp ": Ln Rfp Rfn E5 '.'': E6 p 0.00 0.00 208.00 87.04 0.00 10.88 0.00 -0.00 0.00 0.00 0.00 208.09 87.04 -0.00 10.88 0.00 0.00 -0.00 0.00 -0.00 232.14 108.64 0.00 13.12 . 0.00 0.00 0.00 0.00 -0.00 168.33 63.10 0.00 8.35 0.00 0.00 0.00 0.00 0.00 208.27 87.51 -0.00 10.99 0.00 0.00 0.00 Mm a j or -42.50 -124.80 -150.40 -113.97 -0.00 -5.91 -0.10 3929.92 3999.88 -34.04 -283.36 -208.52 -166.54 -0.00 -10.18 -0.10 3898.14 3967.94 -34.57 -283.32 -136.30 -97.96 -0.00 -5.87 -0.10 3915.20 3985.15 -33.96 -283.25 -49.39 -33.70 -0.00 -2.72 -0.03 1148.49 1171.65 -42.49 ' -124.78 -348.57 -252.72 -o.oo -17.34 -0.10 4193.10 4267.81 Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .,..,, o.oo 0.00 0.00 ' 0.00 ,0.00 '* O.OO 0.00 0.00 0.00 - 0.00 Vmajor -4.66 -9.19 0.55 1.64 -0.00 0.17 -0.00 110.45 112.90 -6.40 -15.07 1.87 2.84 -0.00 0.27 -0.00 110.90 113.34 -6.39 -15.07 -0.16 0.89 -0.00 0.17 -0.00 110.66 113.10 -6.40 -15.07 -1.07 -0.20 -0.00 -0.05 -0.00 60.87 62.15 -4.65 -9.18 4.22 4.22 , ' -0.00 , 0.39 -0.00 117.79 - 120.38 : Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - o.oo 0.00 0.00 0.00 , 0.00o.oo Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 ;-,,, 0.00 ^ 0.00 0.00 o.oo - 0.00 0.00 o.oo •• - 0.00 0.00 Wall Group Force Summary • l^^rVf* RAM Frame v9.0 P"lf Ji^l1" HOPE Engineering • "VXI mm DataBase: 24hi - punched Building Code: UBC1 \VallGrp.# 39 40 41 42 LdC E7 E8 D Lp Ln Rfp Rfh E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 P 0.00 0.00 82.19 0.15 -0.00 8.33 0.00 -0.00 0.00 0.00 0.00 81.62 0.00 0.00 8.20 -0.00 0.00 0.00 0.00 0.00 88.12 9.07 -0.00 8.61 0.00 0.00 -0.00 -0.00 0.00 72.68 14.40 0.00 6.03 0.00 0.00 0.00 0.00 0.00 Mmajor -35.56 -301.82 -11.70 -19.68 -0.00 10.63 -0.05 1894.75 1929.67 -21.22 -145.65 16.81 -14.70 -0.00 12.44 -0.04 1674.93 1703.66 -15.18 -117.56 52.25 4.24 -0.00 14.97 -0.03 1551.20 1576.35 -12.45 -102.07 69.27 -2.58 -0.00 10.61 -0.03 1264.53 1284.41 -9.62 -80.46 openings-BC Mminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,0.00 0.00 0.00 Vmajor -6.81 -16.01 -0.91 -0.40 -0.00 -0.36 -0.00 66.18 67.56 -2.84 -7.74 0.25 -0.67 -0.00 -0.32 -0.00 63.13 64.34 -1.31 -5.60 1.46 -1.24 -0.00 -0.05 -0.00 59.70 60.78 -0.78 -4.62 3.03 -0.48 -0.00 0.55 -0.00 49.07 49.93 -0.51 -3.59 Vminor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 21/21 10/04/05 11:57:23 Torsion 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RAM Frame V9. 0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 ? 22 22 22 23 23 22 ^ > 2 »,*"% 21 22 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 16 18 20 22 2 2 28 16 22 24 28 24 2B CD OUD Z XJ E o f>U £ Q Q. >,Itnesso CN <U b ffi £ (X ID CCN . O —O O OO ^ ID - O i- cd ^ t> » c .2 U. o « <Ue™ O t/3 += W W <D$ s s.-w ^> ir ^^ i" i? 'E B 1 I 1a. O o: S W wLJJo nu_ UJ a. z TE WALL DESIGN -in ClZo0a. ^_i °- ^" O O ID0 S CO CO 03 g 8 0 d 0 ^ CD (1997 UBC)1 £ « c £ LL" ">iftif j o § S § ^ S C C .0 X =S 0)o o IB Q! -5 JTU U DC U- > U) ^f O O *" **•tf O O O O O ^ T-" O ID § 1 5 6 i ™ "S „ Isf ??l I „ " "• ^~i^..*nj,,,i_O ojsj- m ^o SB | § . «B U. £ t - TT d) LL >, 0> II Oi icsiifnf — Oni"O<u'ajO¥ J°"c't;c:tD-r*J 5 St^D=—'~I 1-8 |i 1 s §.v _j w _ o: > a. LL ^_ ^Ja 2o 1' , (M Z cro Q. ro Uri c o. jQ cc CM b £fThickneT3K Two Rebar Curtains ReqT- £ mC •D O «S 3 O Shear Wall Lav^S« ' . •'*: 01-S cCl.fc CL aTtioadi-0 : tf) : ?c -J l« O 1 aT Jsc D 44- n .£ *§ 1? 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O v*[a"(sqrtfc)learly from 3.0Note: Vn - <jt'Aa varies 11£ 5-•£L. —J >3A tili5 Ps > lE Xif 5 n vu c ra g )< « g .* x > S -£ f fe * <M ">" « No £ < ro £ 75 £*. .=! en .E 0 S 0 K «t w (T 13 || h. °- - COoo o0? o ui CD CN § § 0 8 COCN CN 8 CNin d oo CO COd T»cCN CN COo CMd)o oo% o u> s ro <aN o d 696.00pj s ooto COd (D o oo CN O U) CNLD y 1d oo S CN s oo ccf COd CO <o - u> So CO o s oz£ g I m oCM 3 0 £ O (/>UJ g O z1 3Q. Z 0 COUl _i_J S Ul LU CONORQ. 5i- &i Iss; | aus OJ o "> 1 2 : i ? S : S0) U- o •q-cv § 1 f 0. i ?! ~ : i? ScV £5 lent Reae01 fr>r Reinfo0)JCin E3E I (0toK!<«- n c * 0) <5 S» £ S,f "s £SQ. 01 8 °3 o ° S0 d ~ w Z. K 2c « r fog £* j,. rtN U O ra - '»: ~^ a.S w II •C A < 0 < p, H* a - |P * 01 iff C2 co D. tt- Soo CM CO CM L>1 O oo d 319.14o 0 f- o m C) d T) CMz CN S j"0 W ? O 8 ID >TO COCO o o f^- 0 COo" O)CM D TJCCM CO i ,^0 •^ o p oo CM O COCO o o fs. o COd ad CO CO t UlUlt-u> m < *!II t~ I Va. C ^ ^ iC — c ^ ^1 5 § g •¥ 1? "^ o> ^ 113 W) O " » If cga- lf* S1" aE ^^•Efc a. D £ ^ I ij1 *ss «£-s'l D. "• ^o 1 CO CJ o CO or- CM 342.50oo CM Oo CN O 0 T3 s CM 1 CDd ^ro v> o 0 0*en 1 o i oo OD 8 CM O d TJcCN (O 1 Oo O ": rM o § 0) o i oo CO s CM O Q CO (0 1 a TJ Ox ojj Ul Ul Ul - £< 3 O(D •? c' • * 0ls-<p 1 1 •-..?"ra. ^ ,c c5 S CN Ui :-Q C :•• i-: X -? ^ 3 ^ * S £•*-« g -a c I "^is* 3 ^ |fg ?PS |o ar'v/'3 w u I-' aE *aCL £ "Ss cra «s 0 S C3 CT cn °. o oo i CO o I CM •o CMZ CM S O COCO CD fN CN O2 OinCO ro COCMCOo" CO CM "TID "OCCN CO s o COCOo" o o f oz o CM CMro IDOJh- CO (DCO T3 &) O 1 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 16 Level Top:roof Bot: 3rd Thickness (in) = 7.30 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 8 Column Line (35.58,100.00)-(43.50,100.00) Length (ft) = 7.92 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 27.98 0.00 0.00 3.77 0.00 0.00 0.00, 0.00 0.00 Mmajor kip-ft -42.60 -15.07 0.00 -5.49 -0.00 52.28 54.61 7.68 -0.68 Vmajor kips -6.80 -1.00 0.00 -1.36 -0.00 3.49 3.64 0.51 -0.05 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 16 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 8 Column Line (35.58,100.00)-(43.50,100.00) Length (ft) = 7.92 Unit Wt (pel) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 53.14 15.06 0.00 3.77 0.00 0.00 0.00. "0.00 •o.oo Mmajor kip-ft -53.59 -45.49 -0.00 2.30 0.00 64.84 62.50 -22.50 -13.99 Vmajor kips -6.33 -6.43 -0.00 0..56 0.00 0.90 0.56 -2;i6 -0.95 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 16 Level Top: 2nd Bot: Base Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 8 Column Line (35.58,100.00)-(43.50,100.00) Length (ft) = 7.92 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQJJBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfh. E5 E6 E7 E8 P kips 80.34 28.30 0.00 3.78 -0.00 -22.12 -21.52 -0.21 -2.34 Mmajor kip-ft -44.92 -22.89 -0.00 -1.74 0.01 394.71 384.62 26.98 62.79 Vmajor kips -6.66 -3.42 -0.00 -0.26 0.00 35.07 34.20 3.23 6.33 RAM Frame V9.0 - Analysis Mode HOPE Engineering 5 DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 'fP 41 45 46 47 49 41 46 47,48 55 #"*" 61 63 65 47 --J 48, V 56 64 66 68 UIz oinuio So:o Oo 0. e -S OJ O) c o ra *2 5 QQ- = S § = te ll O O 1 to CO "53c:to0. O E 388 5 io ^ - o . 1! o —OutputLoad CombinatUBC Eq (12-5a)UBC Eq (12-6)O O O O O O O CJ O O O O C) O CD S,| ^ ~J!CapaciVu / *V6rhleor« o ojololo 2 Si O OO p CN r" s s 88 88 888 8 88 earel|i •B, w ia o S*Win. Areof Steel88 '»a .. *zS? 2 uHi= 0: s f- If Ifl,£ * IM I II Is i«5 Isi; r? °°c g^ «. •C -0 < Is? 5.E- fc* *- I 2S II 3- V HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 54 Level Top: 2nd Bot: Base Thickness (in) = 9.25 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 10 Column Line (253.75,0.00)-(258.92,0.00) Length (ft) = 5.17 Unit Wt(pcf)= 150.00 Poisson's Ratio - 0.20 Unit Wt-SelfWt (per) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfii E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 56.96 19.11 -0.00 3.06 -0.00 116.87 118.81 0.69 -6.24 Mmajor kip-ft 19.04 13.22 -0.00 1.10 -0.01 314.88 321.73 -18.12 -42.41 Vmajor kips 2.72 1.87 -0.00 0.15 -0.00 35.44 36.22 -2.26 -5.03 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 52 Level Top: 2nd Bot: Base Thickness (in) = 7.30 fc(ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 10 Column Line (238.75,0.00)-(245.75,0.00) Length (ft) = 7.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 83.08 35.78 0.00 4.24 0.00 -9.96 -10.13 -0.04 0.58 Mmajor kip-ft 8.94 9.72 -0.00 1.23 -0.01 459.84 469.74 -21.53 -56.67 Vmajor kips 1.59 1.57 -0.00 0.18 -0.00 51.95 53.09 -2.72 -6.78 o HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 Building Code: UBC1 CONCRETE WALL INFORMATION: Wall Number: 53 Level Top: 3rd Bot: 2nd Thickness (in) = 9.25 fc(ksi) - 4.00 Cracked Section for I: 0.35 NumofWaIlFEs= 1 Frame Number: 10 Column Line (253.75,0.00)-(258.92,0.00) Length (ft) = 5.17 Unit Wt (pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfh E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 36.92 10.47 -0.00 2.6.0 -0.00 53.78 54.41 1.39 -0.87 Mmajor kip-ft 48.84 32.54 -0.00 1.88 -0.01 224.28 228.52 12.02 -3.21 Vmajor kips 7.15 4.84 -0.00 0.26 -0.00 31.03 31.64 1.58 -0.60 Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 51 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs- 1 Frame Number: 10 Column Line (238.75,0.00)-(245.75,0.00) Length (ft) = 7.00 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 • E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-EJF EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rip Rfn E5 E6 E7 E8 P kips 50.43 17.01 0.00 4.34 0.00 -1.95 -1.99 -0.13 0.00 Mmajor kip-ft 31.39 21.52 -0.00 4.12 -0.01 407.50 415.37 14.48 -13.71 Vmajor kips 4.77 3.24 -0.00 0.65 -0.00 54.97 56.06 1.98 -1.93 Lo HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 Building Code: UBC1 CONCRETE WALL INFORMATION: Wall Number: 48 Level Top: roof Bot: 3rd Thickness (in) -7.30 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 10 Column Line (238.75,0.00)-(245.75,0.00) Length (ft) = 7.00 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 21.45 -1.54 -0.00 5.09 -0.00 1.31 1.32, 0.04 0.01 Mmajor kip-ft 9.23 3.17 -0.00 0.62 -0.00 196.46 197.06 2.59 0.42 Vmajor kips 1.33 0.49 -0.00 0.12 -0.00 26.11 26.20 0.33 0.00 Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 49 Level Top: roof Bot: 3rd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 10 Column Line (253.75,0.00)-(258.92,0.00) Length (ft) = 5.17 Unit Wt (pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SeliWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfh E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp .Rfn E5 E6 E7 E8 P kips 14.76 1.07 -0.00 1.80 -0.00 12.71 12.75, 0.11 -0.04 Mmajor kip-ft 32.01 8.66 0.00 4.12 0.00 75.40 75.31 -0.47 -0.15 Vmajor kips 4.44 1.06 -0.00 0.67 -0.00 10.59 10.59 -0.01 -0.03 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 f;fl . I '_-t "•> Tt'f 82 [k 1rL -_?> -S 83 B€ t t'* " 84 * ' *, 87 r §5 88 86 89 87 90 38 91 89 92 90 93 , .-;;, (D CN Z •? i %10-Oct-2<1,o inmU Ou.PLANEZ Qin 0 -\ 1 Ul "JK 3? 8 0. K~ *" Is e i a O> 5m-> ftO> 1 ; i i.* "^ - I/I££u. 1s ffl s Q. |i|*.t S? in cCN -O ""O O 0o • in ' O -r- II 1"u. g % s$ s„ "0 L) If! Q. U CC '55 o. 2 o d o Is »c £ £" •5 i1 £ " ° i) ™ " * I I 1 I | 83 £E S 588d T- *- 2 1 •1 „ * * Q- r? P tS Lateral DeslanSeismic Coef. -Importance FactRedundancy FaWall Geometry2 (D :;tion 1921ection 19« S /all Pier perhear Wall p> tfl tnCOd •a m o od in O)Pier Height =Ftoor to Floor H^ ^ •ff Q. 13 O O S LO LU "CDcm(1 CO O O CO 'o ra (Uo: CM i,> S -a ~urtains ReqO SQ>ce 4> D nc out & LoadShear Wall L,01.0*ar.CO..cu- rt IO Q. ' S » in 01 1 H- '3X. 1to_J Iac>H ;(a «.;.;£;0) t~LU •JiC U : 1 ^: ^ - Is is E5 * 3, £ 3 to ' jg Q i_ w CO — •£• « V • 5 aJ:- n^mtnf-- CN 1 15 » O O>to COCO - in r-' oo<b COCO CN TJ CN CN2 g-^r- Tj" CN O O £ CO *- CN q CO g CO TJCfN CDQlHCN CN CO CO - 0 ^ o ^ in CN O CO Ooto •a CO CO LUa. o JTin d in ° + * o — H? W•Q CN CN OI'j'S D ransfer :*~ < a;§:x•raS CN 1 *ai 15 > 2 3 ^ 1- t^ > •* I" £- > * i- £-1,,,.'-.^--:v/r^:TT:-;.;:.. PaneLUab^i- 0 0 o CN q 1142.6^ CO or-i••a- tn (Q h-; r-- CN s -D CN CN COCO 0 en' o CN COm 0 CNtn o oo o> Ri CN 8 0 CNin TJC.CN COCN0 CD 0 CN OJ O) CN CD O CN CO COCO 0 0> CN O) CD CN CO •o CO — o -i X £o 2 n Q Q- £ 12"°Qe E*- cr 2C "> *of >.EA S» *» gH < —ShearReinfcNote: Vn = $•a yarier- =1 iU ^:3A ° -e- ^' S wt- 2 J a pa tf) w_ X 0 ^Ci >sl. u ^ ^** s t" _ c- c -o- J jjj* <0 CM=£| of? V6? Q. 015 N I 01 1 i 0) li "£ £ - oo oor^^ o 1092.99r*.r5m CMooo 2160.21oo CO COo 8 CD O •o CN (N CDO^ CDO * •. O 132,06CN 5 CN8d oo 8 CN Oin 8 (D COci 1 CN fMOX Oorv*. °132.06IN 5 CNOOd 8 CDCN OO CM 0 in 8tb tod CO - UJ Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 86 Level Top: 2nd Bot: Base Thickness (in) = 7.30 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 7 Column Line (359.00,11.00)-(359.00,14.00) Length (ft) = 3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y__-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 30.50 15.51 -0.15 0.74 -0.00 0.00 0.00 0.20 0.20 Mmajor kip-ft -9.40 -1.35 -0.10 -1.23 0.00 0.00 0.00 141.05 141.05 Vmajor kips -1.18 -0.19 -0.01 -0.15 0.00 0.00 0.00 17.32 17.32 Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 83 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs- 1 Frame Number: 7 Column Line (359.00,11.00)-(359.00,14.00) Length (ft) = 3.00 Unit Wt(pcf) = 150,00 Poissoris Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfh E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 10.24 -3.08 0.03 0.90 -0.00 0.00 0.00. 0.35 0.35 Mmajor kip-ft 6.53 5.49 -0.37 0.20 0.00 0.00 0.00 82.01 82.01 Vmajor kips 0.92 0.78 -0.05 0.03 0.00 0.00 0.00 11.64 11.64 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 85 Level Top: 2nd Bot: Base Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 7 Column Line (359.00,0.00)-(359.00,3.00) Length (ft)-3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D LP Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 25.15 8.62 0.08 0.83 -0.00 -0.00 -0.00 -33.31 -33.31 Mmajor kip-ft -23.57 -15.35 -0.09 -1.08 0.00 0.00 0.00 119.62 119,62 Vmajor kips -2.99 -1.98 -0.01 -0.13 0.00 0.00 0.00 14.56 14.56 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 87 Level Top: 2nd Bot: Base Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 7 Column Line (359.00,22.00)-(359.00,25.00) Length (ft) = 3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D LP Ln Rfp Rfn E5 E6 E7 E8 P kips 27.19 12.78 -0.30 0.65 0.00 0.00 0.00 33.ll' 33.11 Mmajor kip-ft 6.07 13.59 -0.32 -1.21 0.00 0.00 0.00 120.28 120.28 Vmajor kips 0.80 1.73 -0.04 -0.15 0.00 0.00 0.00 14.65 14.65 I-*-' I 1 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 82 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs= 1 Frame Number: 7 Column Line (359.00,0.00)-(359.00,3.00) Length (ft) = 3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio - 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 10.12 0.87 0.03 0.63 -0.00 -0.00 -0.00 -8.48 -8.48 Mmajor kip-ft -11.98 -5.28 -0.24 -0.39 0.00 0.00 0.00 51.93 51.93 Vmajor kips -1.73 -0.70 -0.03 -0.06 0.00 0.00 0.00 7.41 7.41 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 84 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 7 Column Line (359.00,22.00)-(359.00,25.00) Length (ft) = 3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRootLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+EJF EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97^Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 11.79 2.21 -0.06 0.70 0.00 0.00 0.00 8.14 8.14 Mmajor kip-ft 24.62 15.16 -0.49 0.93 0.00 0.00 0.00 50.23 50.23 Vmajor kips 3.49 2.08 -0.07 0.14 0.00 0.00 0.00 7.16 7.16 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 Nit pfL n ^knr**t/ 50 51 52 53 54 55 ? * 3C S3 * y kwtww* Ov. 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punched openings-BC 10/04/05 11:57:23 Building Code: UBC1 CONCRETE WALL INFORMATION: Wall Number: 63 Level Top: 2nd Bot: Base Thickness (in) - 9.25 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 9 Column Line (259.08,100.00)-(262.00,100.00) Length (ft) = 2.92 Unit Wt(pcf)= 150.00 Poisson's Ratio - 0.20 Unit Wt-SelfWt (pel) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 26.60 0.43 0.00 2.20 -0.00 -66.55 -64.95 0.23 -5.48 Mmajor kip-ft 0.46 -0.86 -0.00 -0.55 0.00 181.07 175.97 13.27 31.38 Vmajor kips 0.07 -0.10 -0.00 -0.07 0.00 21.89 21.27 1.66 3.86 1 C> HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 65 Level Top: 2nd Bot: Base Thickness (in) = 9.25 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 9 Column Line (270.00,100.00)-(273.00,100.00) Length (ft) = 3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfh E5 E6 E7 E8 P kips 27.50 0.04 0.00 2.81 0.00 0.99 0.95 -0.05 0.09 Mmajor kip-ft -2.79 -1.09 -0.00 -1.49 0.00 219.62 213.71 10.89 31.88 Vmajor kips -0.35 -0.13 -0.00 -0.19 0.00 26.83 26.11 1.36 3.93 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 67 Level Top: 2nd Bot: Base Thickness (in) - 9.25 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 9 Column Line (281.00,100.00)-(284.00,100.00) Length (ft) = 3.00 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97__Y__-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 27.92 -0.28 -0.00 3.39 0.00 65.56 64.00 -0.18 5.39 Mmajor kip-ft -4.60 -0.96 -0.00 -1.28 0.00 183.00 178.21 7.47 24.53 Vmajor kips -0.59 -0.12 -0.00 -0.16 0.00 22.16 21.58 0.93 3.00 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 60 Level Top: 3rd Bot: 2nd Thickness (in) = 9.25 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 9 Column Line (259.08,100.00)-(262.00,100.00) Length (ft) = 2.92 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQJJBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 23.03 0.11 0.00 1.49 -0.00 -20.95 -20.49 0.95 -0.69 Mmajor kip-ft -26.04 -0.72 -0.00 -4.46 0.00 145.82 142.59 -8.43 3.18 Vmajor kips -3.88 -0.10 -0.00 -0.66 0.00 20.65 20.19 -1.17 0.47 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code :UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 62 Level Top: 3rd Bot: 2nd Thickness (in) = 9.25 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 9 Column Line (270.00,100.00)-(273.00,100.00) Length (ft) - 3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ^UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 33.17 0.03 -0.00 3.34 0.00 1.21 1.18 -0.29 -0.21 Mmajor kip-ft -2.38 -0.70 -0.00 -2.07 0.00 193.05 188.80 -6.38 8.85 Vmajor kips -0.35 -0.10 -0.00 -0.31 0.00 27.38 26.78 -0.90 1.26 Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 64 Level Top: 3rd Bot: 2nd Thickness (in) = 9.25 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 9 Column Line (281.00,100.00)-(284.00,100.00) Length (ft)-3.00 Unit Wt(pcf)-150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfh E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 25.71 -0.07 -0.00 3.56 0.00 19.74 19.31 -0.66 0.89 Mmajor kip-ft 21.79 -0.27 -0.00 0.33 0.00 114.66 112.23 -3.60 5.09 Vmajor kips 3.26 -0.04 -0.00 0.05 0.00 16.27 15.92 -0.50 0.73 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 ~ M i; •*OB M •» !±- i 4> »«««- 43 f 43 I ! ir— i 44 5 4. 44 1 fx 45 44 45 46 7 " RAM Frame V9 . 0 - Analysis Mode <—--> & ^ HOPE Engineering - ... DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 Q Q Q 6 Q 6 6 Q Q 6 § 6 ID CN z: | 5 in 6-Oct-20(s> Q HI 2 UK UlZ a.•^ zO wUJa :ETE WALLaozoU a. P , 5 0- O m 1 t>.O)01 s ; 0 J 0 *jr FitnessoI CN Biltmore •tJ a | ., ? ||Ii in Input._Concrete DesCS iEra Q. 1Q 23 in cCN o —000o ^j tn d •<- 11 _o"o ti£ sg s. <u roCO a) „ T3 OM cu :_ 111, i— QJ£ o cr '(5 «°- _ o o§g CO (D o o o' § II £ .1t ^C J= »Concrete StreRebar StrengtFlexure 4* =Wall Shear <k,•%r o o•^•00d i~ W It r. If 1 L~ U S "G '. ro LL. £ 1 » & 1 o §1 8 fill mr--CNCN CO CD •<-• CN CN ^2 cc .2.9 oS o(U V> » S Q- == S ;> ro i- co inf-- d 11 -( >,_Shear Transfe«r co od inT- T— II £O] '<DX •i °:Pier HeiFloor toCO CDE03 ul i CO "+4- CL 0 CD "ro i 05 •"B*Z "aic 03 0. 5 0 O CO CTC'onl0.CO rc tLce r^ 1A V3 o £ -o o urtains Reo 1. 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COTT°O g in"s o 2677.56mU3 N 0.00328aa 8 CO To CO COo ECN'O)2 CO w*TOo § oV** 0 2677.56S o s8 O 5292.00oo CN •^T O 8 CO COo •o CO C7> 2 CO CNfj0o op Hin o m r-^COT o (OCO 0.0032SSCO oq CN S fN 8 CO COo •g en in•*r inoo g inCOro o TTm r--'g oot^ CO" P!8 CD 3276.00oQ CO CD 8 CO ro CD "2 CO 5 CN•T Soo OO'EtZ ;o 2677.56Q 0 CNCO 8 CD 5292.00oo CN TJ- CD CO CO CD "oB OJZ |O soo oog o 346.08COCO Gj CN CO8 CD 684.00oo CO CO CO 8(d (Oo h/V#42+col roofto0 122.00o •^rO) CC •*3- O cntn T 0.0032828.00oo CN CD OO CD to O "oO CO*t w0o oosiin •. o enin COCN CM g CDCMOOo 1440.00S CN oinCN 8 CN COo 0o tj- <«r 2k. C •f S — • !> s So * cO .— o c I* \\\ Str 5 - - S SSf „fS? iii III El!Ul P COm •ifa. "^O £ t-^ o : iJChec::flyin;;<i:Mi s illif Usgoa: a ^ a: •* > j: |-~ £ n.fc ||£ ~> *" ^£ JO 1U* i szm *L S B ^-W C ™ ,~> IyK "S k.". enCOo O 1 0.0297CM O CON- S N- CNT tn s oo -=3" O CN*— T3 (N 0) (D 5 m0o O S0N- O>(NO O sin •" un 0 CN tn " oo -* o CN T- -D CO O) (O 5 «O Q CO o a s COCOm fRtoCO 8 CD 8 CN O *3~ 0 -Tj CO in S *™iO O 00 fN CO8o O COCOCO 0 CO in (NCN 8 CN O *<y r~) -O CO 5 I ino O en o r-.cnCMo o ••• in cO am h- 3 to CO 8 •=r o CN ,_ O) 2 (0 * ino . o „infO o . in s o in mr- g CN a •^ 0 no 8 % 00o 0 Olto.o CO1 sCO in = o COCO inr-- 8 fN RO T- 'oo CO ^ o 0 i COen o 0 (O CD c^i oin CO CO 8 CD 8 CN O ^~ O "no 5 ^ oX " IQ Vo UJ 111 UJ £I 3 Oa $*fe A i OlO ' iS ;lo> Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Paae 3/23 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 42 Level Top: 3rd Bot: 2nd Thickness (in) =12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,66.00j-( 194.00,69.25) Length (ft) = 3.25 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D LP Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 24.73 13.81 -0.00 3.83 -0.01 2.40 1.51 -74.57 -71.37 Mmajor kip-ft 12.54 32.27 0.00 3.71 0.09 -26.76 -16.88 438.37 402.94 Vmajor kips 1.82 4.67 0.00 0.55 0.01 -3.78 -2.39 61.40 56.39 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 4/23 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 43 Level Top: 3rd Bot: 2nd Thickness (in) -12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,69.25)-(194.00,79.25) Length (ft) =10.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 75.44 33.74 -0.00 8.23 0.02 0.53 0.35 -29.08 -28.43 Mmajor kip-ft 23.51 77.83 0.00 6.59 0.32 -92.31 -58.06 1670.74 1547.91 Vmajor kips 3.27 12.56 0.00 1.54 0.04 -11.99 -7.54 204.51 188.58 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code:UBC1 Page 5/23 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 44 Level Top: 3rd Bot: 2nd Thickness (in) =12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 3 Column Line (194.00,79.25)-(194.00,85.00) Length (ft) = 5.75 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 45.06 14.12 0.00 2.55 0.03 -4.89 -3.04 134.37 127.75 Mmajor kip-ft 2.03 38.26 0.00 4.74 0.09 -52.40 -32.99 892.29 822.69 Vmajor kips 0.10 5.68 0.00 0.77 0.01 -7.20 -4.54 118.91 109.35 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 6/23 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 45 Level Top: 3rd Bot: 2nd Thickness (in) = 20.00 f c (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,95.00)-(194.00,99.92) Length (ft) - 4.92 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rip Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQJJBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfh E5 E6 E7 E8 P kips 57.91 3.43 0.00 0.68 -0.01 -3.60 -2.31 142.31 137.66 Mmajor kip-ft 5.21 21.26 0.00 2.11 -0.14 -42.96 -27.82 502.75 448.42 Vmajor kips 1.13 3.13 0.00 0,33 -0.02 -5.42 -3.50 52.92 46.03 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code:UBC1 Pas>e 16/23 10/04/05 11:57:23 CONCRETE COLUMN INFORMATION: Column Number: 14 Level Top: roof Bot: 3rd Shape: Rectangle Ix (in4) - 8748.0 Shear Ax (in2) = 270.00 Cracked Section for I: 0,70 f c (ksi) = 4.00 Orientation (deg) = 0.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Joint Face Dist (in): Major: Minor: Rigid End Zone (in): Major: Minor: Member Force Output: P-Delta: Yes Diaphragm: None Ground Level: Base LOAD CASES: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- Frame Number: 3 Column Line (194.00,66.00) Depth (in) = 18.00 ly (in4) = 8748.0 Shear Ay (in2) = 270.00 Poisson's Ratio = 0.20 Unit Wt(pcf) = 150.00 Length (ft) = 15.00 Top Fix Fix Fix 0.00 0.00 0.00 0.00 At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Width(in) = 18.00 J(in4) - 12947.04 Unit Wt-SelfWt (pcf) = 150.00 Bottom Fix Fix Fix 0.00 0.00 0.00 (10.0% Reduction) 0.00 (10.0% Reduction) Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC "": ' D : •:" ' ... Lp ••Ln •-- ','^-.?> ••••'•• @ T B T B T. --• P kips 18.72 18.72 -0.72 -0.72 - 0,00 Mmajor kip-ft '0.00 0.00 0.00 0.00 -o.oo Mminor kip-ft 0.93 -0.32 -0.07 0.26 0.00 iajjpr kips 0.00 0.00 0.00 0.00 0.00 Vminor kips -0.08 -0.08 0.02 0.02 -0.00 Tors kip-ft o.b'o- o.ob: o.ooo.oo -0.00 U_J Member Forces HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 17/23 10/04/05 11:57:23 LdC Rfp Rfn E5 E6 E7 E8 @ B T B T B T B T B T B T B P 0.00 7.14 7.14 -0.00 -0.00 -0.08 -0.08 -0.05 -0.05 -62.13 -62.13 -62.25 -62.25 Mmajor 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 Mminor -0.00 -0.11 0.02 -0.00 0.00 -0.02 0.02 -0.01 0.01 -11.90 21.32 -11.93 21.35 Vmajor 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 Vminor -0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 2.21 2.21 2.22 2.22 Tors -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Page 13/23 10/04/05 11:57:23 Building Code: UBC1 CONCRETE WALL INFORMATION: Wall Number: 42 Level Top: roof Bot: 3rd Thickness (in) =12.00 fc (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,66.00)-(194.00,69.25) Length (ft) = 3.25 UnitWt(pcf)=150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 11.58 0.20 0.00 5.58 -0.00 -0.04 -0.02 11.81 11.75 Mmajor kip-ft -17.17 5.41 -0.00 3.46 0.01 0.65 0.39 481.41 482.32 Vmajor kips -2.43 0.68 -0.00 0.50 0.00 0.09 0.05 62.06 62.18 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 14/23 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 43 Level Top: roof Bot: 3rd Thickness (in) = 12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 3 Column Line (194.00,79.25)-(194.00,85.00) Length (ft) - 5.75 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfo E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 29.75 0.90 -0.00 5.00 0.00 0.66 0.42 -13.85 -12.98 Mmajor kip-ft -12.14 1.22 0.00 -3.42 -0.00 -2.90 -1.89 948.75 945.13 Vmajor kips -1.42 0.18 0.00 -0.40 -0.00 -0.46 -0.30 121.96 121.37 UJ q L, HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 15/23 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 44 Level Top: roof Bot: 3rd Thickness (in) - 20.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 3 Column Line (194.00,95.00)-(194.00,99.92) Length (ft) = 4.92 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQJJBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 29.46 -0.38 0.00 0.68 -0.00 -0.54 -0.34 64.18 63.48 Mmajor kip-ft 28.76 -9.89 -0.00 -2.28 0.01 8.59 5.57 378.64 389.47 Vmajor kips 3.93 -0.88 -0.00 -0.11 -0.00 0.38 0.25 56.77 57.23 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 rii [&>. if" *•- I i 156-[« ^ .- ' !'*• •""' 3- x V HI> * *'^ *' P P: If F? 1 / i ,,^'" ^^" }l CvV' /\>\',i"V \ ''" /* / *?*"'* __ ,;;V 58 " : '•' ; , "• -•'/ ---"'• -= '"'--- I f . ^"' - 1 ' fi i 51 ; • * >fl j »• 57 i •p " - _ - c- ;'-^- ' , ,;' ' -,,;, '^'; •„ ;" ' •• >' "" :"(-: ... •"'-"-"^0 '.,•":;' "_':*" / ,. -- -" ..:-'."" - t! i•i52 i- 4Tl 58 - : ? -',.=: ^ ^ * ^ - ' t* ~ -• / _ ; v v ,= "~ • - " '-. * " *: • ^•~. 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E ™ .-» * J r* ~* it 00COo g 8a COm CMOo CSI i s01 CO I COo o8 T- CN S CO Oo § 85 CO so CM COCOCOCN toT SCO g s oo -cr ^ O8 •<- CO inCO CO »o iC0 CM ft COCNCN O TT'S in to CNCN CN •^r CN § T^ •s 1 (0at0 XO O)CO COOT O § § 8 CO 8 oo og1- "E r^- S0 iso ao Cf> 0o CM tNCN Sr- in CN oo CN O d B enin CO go XO 1 (O(O COmCMoo S! CO CD ino>CO COp CO _ so•^ „_oo mCO CO wo O "^ I oCOO} Q toin ..... oCO TCNCN COCO CN CN 1 O 1 1 (£>toO XO too (N O to -_- COin 0 i 8 CO , CN | O 1 i eno y O 1 to o o to oCO intoCD ih oo 0 COo •o 1 r. c. oa •D O °ei-zLUg UJ_l UJ >•a.<azoom u O °1. la? 0 0 (M*• Q < < 2 - X -'-.* •"E's.:B6undafy:.:.; . :; Element :.;:.:;;:/Req'd;- ; .. :5- <'o W A * < *o a 9> «" * u 2 A Xn .E J* o_ t |-8 t- "5 15 i3 a- ~ 0 c, CO ^J ID S oz o CO 0> sino sen CD In •o CN inCO CO i O oo CO C4 N m bz oiris CD CO O CO CO CO 8 CO5 0 ootj. CM CJ toCO oZ: Oin N. COto to CN CO O) CO in 1 O oo n n CD O o CO O CNCO CNIT) O4 CO f— CT) T3 CO IS S- O N- ow^. or-- OZ o CDCN , m COinCNo s OiCN TJ CO O> nS 1 o g CO g O T oz ooCD COrn ov COtoen tNo | S COg O (D <D O OCO o 0 CO COto r- O CO s CO "oa S ^ 0 (O O)eno COm oZ o CDCM 0 CMCO 9 " COr— in Tio in ^ O to 0 u> 0 01 o p CN OJa o CO o f— cS •fia CN ? _„ HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 56 Level Top: 3rd Bot: 2nd Thickness (in) = 12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs= 1 Frame Number: 5 Column Line (259.00,0.08)-(259.00,3.00) Length (ft) - 2.92 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X-f X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rip Rfn E5 E6 E7 E8 P kips 33.59 3.93 -0.00 0.73 0.00 4.51 2.86 -68.48 -62.57 Mmajor kip-ft -21.71 -20.20 0.00 -6.25 -0.02. -37.27 -23.59 327.77 278.68 Vmajor kips -3.08 -2.85 0.00 -0.90 -0.00 -5.19 -3.28 45.09 38.26 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 UJ 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 57 Level Top: 3rd Dot: 2nd Thickness (in) = 12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 5 Column Line (259.00,11.00)-(259.00,14.00) Length (ft) = 3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pel) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfh E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfh E5 E6 E7 E8 P kips 37.96 4.99 -0.00 2.42 0.00 2.64 1.57 -33.20 -29.36 Mmajor kip-ft -25.38 -26.45 0.00 -8.68 -0.03 -55.25 -34.46 521.75 447.23 Vmajor kips -3.57 -3.74 0.00 -1.25 -0.00 -7.80 -4.87 73.29 62.77 OJ \ HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code:UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATIOiN: Wall Number: 58 Level Top: 3rd Bot: 2nd Thickness (in) =12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 5 Column Line (259.00,22.00)-(259.00,27.50) Length (ft) = 5.50 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-EJF EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 49.94 12.77 -0.00 7.58 0.00 7.34 4.53 -71.88 -61.82 Mmajor kip-ft -35.02 -68.72 0.00 -6.43 -0.04 -88.53 -54.74 917.06 795.95 Vmajor kips -4.0.1 -9.75 0.00 -0.79 -0.01 -11.99 -7.42 123.85 107.45 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 59 Level Top: 3rd Bot: 2nd Thickness (in) - 12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 5 Column Line (259.00,27.50)-(259.00,34,00) Length (ft) - 6.50 Unit Wt (pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 39.13 14.09 0.00 6.54 -0.00 -4.17 -2.58 54.08 48.36 Mmajor kip-ft -44.99 -84.43 0.00 -7.59 -0.05 -101.39 -62.85 1057.33 919.20 Vmajor kips -4.86 -12.00 0.00 -0.90 -0.01 -13.49 -8.36 140.38 122.01 \ O HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE COLUMN INFORMATION: Column Number: 20 Level Top: 3rd Bot: 2nd Shape: Rectangle Ix(in4) = 8748.0 Shear Ax (in2) - 270.00 Cracked Section for I: 0.70 fc(ksi) - 4.00 Orientation (deg) = 0.00 INPUT PARAMETERS: Frame Number: 5 Column Line (259.00,34.00) Depth (in) = 18.00 Iy(in4) = 8748.0 Shear Ay (in2) = 270.00 Poisson's Ratio = 0.20 Unit Wt(pcf)= 150.00 Length (ft) = 14.00 Width(in) = 18.00 J(in4) - 12947,04 Unit Wt-SelfWt (pcf) = 150.00 Fixity Major Axis: Minor Axis: Torsion: Joint Face Dist (in): Major: Minor: Rigid End Zone (in): Major: Minor: Member Force Output: P-Delta: Yes Scale Diaphragm: Rigid Ground Level: Base LOAD CASES: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- MEMBER FORCES: LdC @ P kips D T 27.11 B 27.11 Lp T 9.75 B 9.75 Ln T 0.00 Top Fix Fix Fix 0.00 0.00 0.00 0.00 At Face of Joint Factor: 1.00 RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQJJBC97_X_+E_F - EQ UBC97_X_-E F -t EQ UBC97_Y_+E F- EQ_UBC97_Y_-E_F -f Mmajor Mminor kip-ft kip-ft 0.00 0.21 -0.00 -1.03 0.00 1.16 -0.03 -1.18 0.00 . -0.00 Bottom Fix Fix Fix 0.00 0.00 0.00 0.00 f Ex+-EX+ f Ey+ -Ey+ Vmajor kips -0.00 -0.00 -0.00 -0.00 0.00 (10.0% Reduction) (10.0% Reduction) Vminor kips -0.09 -0.09 -0.17 -0.17 0.00 Tors kip-ft -0.01 -0.0.1 -0.00 -0.00 0.00 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 2/2 10/04/05 11:57:23 LdC Rfp Rfii E5 E6 E7 E8 @ B T B T B T B T B T B T B P 0.00 4.02 4.02 -0.01 -0.01 -10.32 -10.32 -6.39 -6.39 119.48 119.48 105.38 105.38 Mmajor 0.00 -0.00 0.00 0.00 0.00 -0.00 0.72 -0.00 0.72 -0.00 0.06 0.00 0.08 Mminor 0.00 0.06 -0.13 0.00 -0.00 1.50 -2.01 0.93 -1.25 -15.54 21.04 -13.49 18.30 Vmajor 0.00 0.00 0.00 0.00 0.00 0.05 0.05 0.05 0.05 0.00 0.00 0.01 0.01 Vminor 0.00 -0.01 -0.01 -0.00 -0.00 -0.25 -0.25 -0.16 -0.16 2.61 2.61 2.27 2.27 Tors 0.00 0.00 0.00 -0.00 -0.00 -0.06 -0.06 -0.04 -0.04 0.03 0.03 -0.06 -0.06 Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 50 Level Top: roof Bot: 3rd Thickness (in) = 12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 5 Column Line (259.00,0.08)-(259.00,3-00) Length (ft) = 2.92 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfh E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQJLJBC97_X_-E_F EQ_UBC97_Y^+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfh E5 E6 E7 E8 P kips 15.40 -0.54 0.00 -0.13 -0.00 -0.39 -0.24 -10.00' -10.56 Mmajor kip-ft -21.32 4.16 -0.00 3.40 0.00 6.37 4.01 39.27 47.74 Vmajor kips -2.93 0.50 -0.00 0.43 0.00 0.71 0.45 6.55 7.49 Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 51 Level Top: roof Bot: 3rd Thickness (in) =12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 5 Column Line (259.00,11.00)-(259.00,14.00) Length (ft)-3.00 Unit Wt (per)-150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-EJF EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 16.70 1.09 -0.00 0.79 0.00 1.24 0.76 -20.40 -18.67 Mmajor kip-ft -1.23 1.99 0.00 2.18 -0.00 -4.55 -2.89 184.16 178.22 Vmajor kips -0.19 0.22 0.00 0.28 -0.00 -0.67 -0.43 25.31 24.43 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 52 Level Top: roof Bot: 3rd Thickness (in) = 12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 5 Column Line (259.00,22.00)-(259.00,27.50) Length (ft) = 5.50 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfo E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F -f Ex+ EQ_UBC97_X_-E_F + Ex+ EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y__-E_F + Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfo E5 E6 E7 E8 P kips 36.14 -0.54 0.00 9.70 -0.00 -0.85 -0.52 30.40 29.23 Mmajor kip-ft 28.44 -5.43 -0.00 -0.86 0.00 4.34 2.72 172.01 177.79 Vmajor kips 3.12 -0.71 0.00 -0.71 -0.00 -0.04 -0.02 26.64 26.58 RAM Frame V9 . 0 - Analysis Mode HOPE Engineering UJ> \ \ DataBase: 24hr - punched openings-BC 10/04/05 11:57:23 ~-l_ ! nVi V Jrj ,'..ij. 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D4oo CO •<r in n CD COd i CMOO g s o Gs o S£ CNgd sCDo ooro" CN CO 0 CD COd 8 CMOO 0 en o s CN CM CNgd 254.04oo CN ^r iri r> (d COd "5o — U) § £'5 $OL 1 ie£i Minimum ShearJC0)a:''••'. : Provided: Shear! Area•>: :•'•;•:'• in2re pe> £ •o g; —||;, <Check: I.;-; No.;of> ::. Curtainso « cZ S B E^f 5- £J i* ; :;;: GuioEds : ;iiOSaHi>;'::;:;O 01 5 o 11 u A *• i?0 < CM03 _ <0> 01 C«£ £?-, • 4) c s ^ i0. *2 £ iCO 8 CO _ 00&"3CO s 0 0 g in oo X0 CO •Xo COo CNd T)cCN CN « 8inCN ^o CO ££O COo CNd cCN 0 I m CD JCO CO Xo COo CNd TJCCN O OoCD s mo •*T CO ^.O CO r> CNd I ?3OOCOCO in d p oo O)CD CD CO CO j£ O o r-' ^o ri d o CO CN CN O OO CO CO Jto o $ COH CNd CO •o oos CO m JC.0 o K J£O COd CNd CO o oo CO CNCO iC :O O K XO COri d TJ CO o r~ O Oo CD CO CO •Xa o t^ € CO ri CNd oe CN CN O 8 CNCO 3C.o o l< Mo CO Ci d I o g CN « JCo o r-.' *:o COri CNd 1 | O 11 ! OO 0> CNCO O o t^ 1 4<O COa CNd i UJo LU 2O LU Q oo OL LULUI- V)m 1 tl5s *5 1?O e , g S 3 S sis IS" «- ^|ig <U |£ c "c 0> If £ to' si o.£r ,0 *•> c •5,2 M* i S if? -3 g Q- U -°8.3 OJ 'd jmiceo|o O ic:O 8d i r--h-ID OID CDCO 8 COCN 8 CN O 0 T3 fN •> CN * 0 §d CO CO ID O)CN CN CN 8 fN O 0 •o CN 1 > ^O x:o 0d g ? sg 8 fN 8 o ^CM 3£ " o ko 0 §d CO O 8d | « COCO ID 8 CN CN 8 (N O O ^CM 1 * r-(0 o oID COCO S CM 8 CN O O CO fN ** CN * <OO 0 too :*:o i 0 So" toCN S ID OiCN CN CN g fN O •q- O -o CO i * 0 d R g S S r- 8 fN § O TJ CO i " So 0 Sd inin ID S C)CN (N CN 8 CN O O •D CO 1 > CO0 XO ood to h- IS oins oID CM 8 CN O O b2 CN i- P * CO0 ^O o (DOd s mCO s O)CN S CN S fN O O Tio 1 ' to0 1^- P)od oeo in sd ft 8 CN 9 o Tio % " cr>0 , 0 CDOd o>to to SoiCN a CN 8 CN 9 0 0 i "" "5 LU LU LU °1 . t 3 v i- COCN i- djW:i : HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 \jJ(<fi ' " ^10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 4 Level Top: 2nd Bot: Base Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,26.75)-(0.00,29.67) Length (ft) - 2.92 Unit Wt(pcf)= 150.00 Poisson's Ratio - 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97__Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 34.68 7.08 0.00 3.80 -0.00 -7.67 -4.01 -82.82 -95.86 Mmajor kip-ft -4.99 -2.03 -0.00 -0.19 0.02 15.67 4.80 167.20 205.78 Vmajor kips -0.63 -0.25 -0.00 -0.02 0.00 1.89 0.56 20.17 24.87 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 2/33 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 5 Level Top: 2nd Bot: Base Thickness (in) = 7.30 fc (ksi) - 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,37.67)-(0.00,42.34) Length (ft) = 4.67 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rih E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 55.38 10.85 0.00 4.98 -0.00 -0.10 -0.05 -0.99 -1.17 Mmajor kip-ft 1.13 -1.40 -0.00 1.13 0.04 29.96 9.93 310.61 381.73 Vmajor kips 0.18 -0.15 -0.00 0.16 0.00 3.48 1.11 36.09 44.54 \ \ HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 3/33 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 6 Level Top: 2nd Bot: Base Thickness (in) = 7.30 fc(ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,50.34)-(0.00,53.34) Length (ft) = 3.00 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 33.02 5.96 -0.00 2.37 0.00 7.77 4.07 83.81 97.03 Mmajor kip-ft 4.94 0.39 -0.00 0.43 0.02 16.09 4.93 170.02 209.62 Vmajor kips 0.64 0.06 -0.00 0.06 0.00 1.93 0.58 20.45 25.27 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 12/33 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 4 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (0.00,26.75)-(0.00,29.67) Length (ft) = 2.92 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfh E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQJJBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfii E5 E6 E7 E8 P kips 24.27 3.48 0.00 4.11 -0.00 -2.75 -1.69 -41.74 -45.53 Mmajor kip-ft -3.82 -4.19 -0.00 3.13 0.00 15.40 9.82 94.03 114.07 Vmajor kips -0.51 -0.60 -0.00 0.47 0.00 2.18 1.39 13.05 15.90 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Paee 13/33 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 5 Level Top: 3rd Bot: 2nd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,37.67)-(0.00,42.34) Length (ft) = 4.67 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rip Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F + Ex+ EQJJBC97 Jt_-E_F + Ex+ EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 37.29 5.74 0.00 4.94 -0.00 -0.05 -0.03 1.28 1.20 Mmajor kip-ft 0.32 -2.89 -0.00 0.39 0.01 30.68 19.08 214.71 256.31 Vmajor kips 0.03 -0.42 -0.00 0.05 0.00 4.29 2.66 29.15 34.98 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 14/33 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 6 Level Top: 3rd Bot: 2nd Thickness (in) - 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,50.34)-(0.00,53.34) Length (ft)-3.00 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rip Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ E+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 21.83 2.94 -0.00 2.10 0.00 2.80 1.72 40.46 44.33 Mmajor kip-ft 10.30 2.35 -0.00 1.44 0.00 15.62 9.99 109.15 129.36 Vmajor kips 1.48 0.35 -0.00 0.21 0.00 2.21 1.41 15.26 18.13 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 23/33 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 4 Level Top: roof Hot: 3rd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (0.00,26.75)-(0.00,29.67) Length (ft) - 2.92 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E^F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips ' 13.44 0.19 0.00 4.20 -0.00 -0.13 -0.07 -13.24 -13.48 Mmajor fcip-ft -18.02 -1.04 -0.00 -5.54 0.00 0.16 -0.02 80.00 80.63 Vmajor kips -2.47 -0.13 -0.00 -0.79 0.00 0.04 0.01 10.63 10.73 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 24/33 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 5 Level Top: roof Bot: 3rd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (0.00,37.67)-(0.00,42.34) Length (ft) = 4.67 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 21.47 -0.51 0.00 6.12 -0.00 -0.02 -0.01 1.90' 1.86 Mmajor kip-ft 13.22 0.18 -0.00 12.02 0.00 1.89 1.05 155.08 158.08 Vmajor kips 1.98 0.03 -0.00 1.78 0.00 0.28 0.16 20.47 20.91 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 25/33 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 6 Level Top: roof Bot: 3rd Thickness (in) = 7.30 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs = l Frame Number: 1 Column Line (0.00,50.34)-(0.00,53.34) Length (ft) = 3.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 9.65 0.31 -0.00 0.83 0.00 0.15 0.08 11.35 11.61 Mmajor kip-ft 17.20 2.29 -0.00 4.40 0.00 0.38 0.08 59.04 60.10 Vmajor kips 2.32 0.29 -0.00 0.60 0.00 0.07 0.02 7.88 8.04 5ai CO CN | Q "o06 £ a a.os m % ILu oX OM 03 o m "o*a in c Q 8 oO ^ IPo ^-: li b"o ll 8. 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Is?ra <• c 'C ££? < 2 - I •os- ^ 5 SBoimdary:::^•Eij^isnt:;:1;;:.;'.>.;-::Req^d-:::"v> * 10 (J t > ~ < A ro *3 0> t- ie 3 V E u !?£ b A X I ^ 30. i • 0-3 H "3rs c go. y O O *~ $ O) in oZ o in 0 rN o CDCN|UJ 10 ^rg ro i y O ID " § O 0 w os ^ftC*J S o CD CD i ECN , 1 V 0 § " ?: CM COT 0z 0 CM fN i') o 0, 8CN ~OCCN m 1 y O oo o CD £ * 0 £ ^. h- I'J S O CO CD lOCNr-- T3CCN m 1 ^o S " § M S Oz § 0 CNr- §o CD 10 CO "ECO £ m i y O so 8 o - o os ^. 0m S D CO CD fi "O CO -1 yo § CM £ O) O o b! <N 18CO o o 0) COCN •Dro rn1 Yo §o s o n :oz o ^ ^ftCO (D O m <D M •g CO m 1 Vo S CM CO o o oz o CN 0 rNr- *o CD m in 0o T•s. ro O Y O (O " 5! o roCN oz 0 v Bt») » o CD § 8 ^ 1 1Co S O ° o - oz 0s CN 18CO CD O 0) ro 8 m S Yo IS ' g O CO z 0 CO ^. f=j PJ s o CO g 1 rn S Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 inf t t -10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 7 Level Top: 2nd Bot: Base Thickness (in) = 20.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,53.42)-(0.00,60.17) Length (ft) = 6.75 UnitWt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+EJ7 EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 115.44 27.55 0.00 4.91 -0.03 -46.66 -24.41 -483.12" -562.50 Mmajor kip-ft -14.77 -11.70 -0.00 -1.18 0.16 119.47 39.67 1263.64 1546.99 Vmajor kips -1.89 -1.39 -0.00 -0.05 0.02 12.61 3.75 134.10 165.52 Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Paae 2/21 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 8 Level Top: 2nd Bot: Base Thickness (in) = 12.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00560.17)-(0.00,73.17) Length (ft) =13.'00 Unit Wt(pcf) = 150.00 Poisson's Ratio - 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfh E5 E6 E7 . E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQJJBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 130.40 27.80 -0.00 3.41 0.00 0.00 0.00 -0.10 -0.10 Mmajor kip-ft -8.40 -11.12 -0.00 -3.79 0.23 204.43 79.87 2130.74 2573.53 Vmajor kips -0.17 -0.50 -0.00 -0.09 0.02 16.71 5.34 174.31 214.70 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 3/21 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 9 Level Top: 2nd Bot: Base Thickness (in) - 20.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (0.00,73.17)-(0.00,79.92) Length (ft) = 6.75 Unit Wt (pcf) - 150.00 Poisson's Ratio - 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfii E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfii E5 E6 E7 E8 P kips 106.76 18.65 -0.00 0.99 0.03 46.66 24.41 483.22 562.60 Mmajor kip-ft 7.96 0.71 -0.00 -1.12 0.16 119.48 39.67 1261.89 1545.27 Vmajor kips 1.42 0.42 -0.00 -0.05 0.02 12.61 3.75 133.84 165.27 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 ~3> o Page 8/21 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 7 Level Top: 3rd Bot: 2nd Thickness (in) = 20.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (0.00,53.42)-(0.00,60.17) Length (ft) = 6.75 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rip Rfn E5 E6 E7 E8 P kips 75.11 13.16 0.00 4.44 -0.00 -15.47 -9.76 -200.15 -220.65 Mmajor kip-ft -27.04 -19.81 -0.00 -3.04 0.02 109.52 69.57 853.18 996.49 Vmajor kips -3.71 -2.78 -0.00 -0.34 0.00 14.95 9.46 111.92 131.60 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Paae 9/21 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 8 Level Top: 3rd Bot: 2nd Thickness (in) - 12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,60.17)-(0.00,73.17) Length (ft) = 13.00 Unit Wt(pcf)= 150.00 Poisson's Ratio - 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfh E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 84.27 13.68 0.00 3.35 -0.00 -0.01 -0.01 1.90 1.87 Mmajor kip-ft -7.18 -8.05 -0.00 -6.14 0.05 169.41 104.14 1461.34 1695.23 Vmajor kips -0.61 -0.81 -0.00 -0.55 0.01 20.44 12.59 161.65 189.79 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 10/21 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 9 Level Top: 3rd Bot: 2nd Thickness (in) - 20.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs^l Frame Number: 1 Column Line (0.00,73.17)-(0.00,79.92) Length (ft) = 6.75 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 71.47 10.21 -0.00 1.51 0.00 15.49 9.76 198.25 218.78 Mmajor kip-ft 15.93 7.00 -0.00 -3.66 0.02 109.37 69.50 874.09 1017.14 Vmajor kips 2.32 1.10 -0.00 -0.45 0.00 14.92 9.45 115.70 135.34 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 15/21 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 7 Level Top: roof Bot: 3rd Thickness (in) = 20.00 f c (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,53.42)-(0.00,60.17) Length (ft) = 6.75 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) - 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 37.61 0.28 -0.00 3.40 0.00 0.25 0.12 -41.05 -40.59 Mmajor kip-ft -32.86 -5.00 0.00 -6.87 -0.00 -5.52 -3.15 346.21 337.72 Vmajor kips -4.49 -0.49 0.00 -0.97 -0.00 -0.62 -0.35 44.47 43.51 I- HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code: UBC1 Page 16/21 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 8 Level Top: roof Bot: 3rd Thickness (in) = 12.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (0.00,60.17)-(0.00,73.17) Length (ft) =13.00 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_-E_F EQ_UBC97_Y_+E^F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 44.89 -0.80 0.00 3.86 -0.00 -0.02 -0.01 6.83 6.79 Mmajor kip-ft 0.84 1.77 -0.00 -3.95 -0.00 3.97 2.87 440.93 444.88 Vmajor kips 0.17 0.19 -0.00 -0.35 -0.00 0.35 0.26 49.19 49,51 HOPE Member Forces RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Building Code :UBC1 Page 17/21 10/04/05 11:57:23 CONCRETE WALL INFORMATION: Wall Number: 9 Level Top: roof Bot: 3rd Thickness (in) = 20.00 fc (ksi) = 4.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 1 Column Line (0.00,73.17)-(0.00,79.92) Length (ft) = 6.75 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 Unit Wt-SelfWt (pcf) = 150.00 INPUT PARAMETERS: P-Delta: Yes Diaphragm: None Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Ln Rfp Rfn E5 E6 E7 E8 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-EJF EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Ex+ Ex+ Ey+ Ey+ MEMBER FORCES: LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 P kips 37.06 0.52 0.00 2.04 -0.00 -0.23 -0.11 34.22 33.80 Mmajor kip-ft 32.37 6.28 0.00 1.36 -0.00 -4.05 -2.43 142.55 136.75 Vmajor kips 4.45 0.66 0.00 0.29 -0.00 -0.42 -0.25 17.86 17.25 HOPE MOPK ENGINEERING 1301 Thild Avenue Suite 300 San Diego, CA 92101 TEL: (619) 232-4673 FAX: (619) 235-4675 mfo@Hopeengmeering.con Job No. Date By Project 205016 17-Feb-2006 MCP Biltmore 24 Hour Fitness Tilt UP Concrete Panel Holdown Connection Lateral - Detailed System Design Check the connection for the capacity of the jamb bar reinforcing. Based on: 1) Uniform Building Code, 1997 Edition (i.e. "UBC") 2) AISC LRFD Steel Manual 3rd Edition, 2001 (i.e. "AISC LRFD") Input Data Loads Strength Level Seismic Design Forces Uplift Force in Connection - Pu (Tension Only)= Variables determined by the Lateral System Lateral System: n0 = Bearing wall system - Tilt-up Concrete Shear Wall R = Variables determined by connected sections Jamb Reinforcing Fy = Jamb Bar Size Spacing of Reinforcing Bars Number of Bars per Face - n Layers of Reinforcing Bars Weld Fexx = Fillet Weld Thickness at Panel ^= Plate to Side Plate Connection Panel Plate Fy = Fu = Plate Thickness - tp, = Plate Width - Lpm = Plate Height - Lph = Number of Plates / Number of Slip Planes - Ns = Side Plate Plate Thickness - tpi = Plate Width - Lsw = Plate Height - Lsh = Number of Plates / Number of Slip Planes - Ns 48 kips 2.8 4.5 60 ksi # 6 4 in oc 1 2 70 ksi 1/4 in 50 ksi 65 ksi 3/8 in 8.000 in 8.000 in 1 50 ksi 65 ksi 1/2 in 5.000 in 8.000 in 1 HOPE «JPE ENGINEERING 1301 Third Avenue Suite 300 San Diego. CA V2101 TEL: (619) 232-4673 FAX: (619) 235-4675 info@hapeengineering.con Job No. Date By Project 205016 17-Feb-2006 MCP Biltmore 24 Hour Fitness Tilt UP Concrete Panel Holdown Connection Lateral - Detailed System Design Output Data 1) Plate Design - Strength Level Design Force Jamb Bar Capacity Ab = 7t DiaA2 /4 = Tensile Strength (one bar)- <|>Pn = 0.90 * FyAb = Tensile Strength (group of bars)- <|>Pn = 0.90 * FyAb n= 0.44 in2 23.9 kips 48 kips (AISCEqnD1-1 ) (AISC LRFD Table J2.5) (AISCEqnD1-1 ) (AISCEqnD1-2) 2) Reinforcing Bar Weld to Panel Plate - Shear in Flare V - Groove Weld Effective Weld Thickness/Throat - tw / e = 0.5 * Radius 0.19 in Weld Shear Area A« = (Lph-1 in) * e * 2 welds = 2.63 in2 <|> Rn = 0.75 * 0.6 * Few Aw = (one bar) 83 kips <t> Rng - Group of Bars 165 kips Check ij> Rng > Tension Force, Pu OK 3) Panel Plate - Tensile Strength AODI = Lpw • tpl = 3.00 in2 Tensile Strength - <t>Pn = 0.90 * FyAppl = 135 kips Tensile Rupture Strength - tpPn - 0.75 * FuApD, = 146 kips Check 4> Pn > Pu OK 4) Panel Plate Block Shear Rupture A9V = (Lph-1 in) * tp, * 2 sides = 5.25 in2 Ag, = s * (1 -1 ) * tpi = 0.00 in2 Use minimum of the following equations 1. «|> Rn = 0.75 ( 0.6 FyAgv + FuA9,) Governs 118 kips 2.(t>Rn = 0.75(0.6FuAgv + FuAgl) 154 kips 3.4.Rn = 0.75(0.6FuAgv + FyAgl) 154 kips Check isf Rn > Ru OK 5) Panel Plate Shear Rupture at Each Reinforcing Bar Agv = (Lph-1 in) * tpi * 2 sides = 5.25 in2 if> Rn = 0.75 ( 0.6 FU AgV) 154 kips Check * Rn > RU ' OK 6) Fillet Weld Strength - Side Plate to Panel Plate Shear Area A™ = [(Lsh-1.5 in) * 2 sides + Lsw)] * tta * 0.707 = 3.36 in2 <|> Rn = 0.75 * 0.6 * Few Aw = (one bar) 106 kips Check if Rn > Pu OK 7) Side Plate - Tensile Strength Asp, = Lsw ' tpl = 2.50 in2 Tensile Strength - <|>Pn = 0.90* Fy A^, = 113 kips Tensile Rupture Strength - <t>Pn = 0.75 * FuAspl = 122 kips Check <|> Pn > Pu OK 6) Partial Penetration Weld Strength - Side Plate to Embed Plate Effective Part. Pen Weld Thickness - tw = tp, -1/4 in 0.38 in Shear Area Aw = Lsh * tw = 1.88 in2 <t> Rn = 0.75 * 0.6 * Fexx A« = 59 kips (AISC LRFD Table J2.5) Check <(> Rn > Pu OK (AISC Eqn J4-3a ) (AISC Eqn J4-3b ) (AISC Eqn J4-1 ) (AISC LRFD Table J2.5) (AISC Eqn D1-1 ] (AISC Eqn 01 -2} HOPE HOPE ENGINEERING 1301 Third Avenue Suite 300 San Diego, CA 92101 TEL: (6191 232-4673 FAX: (619) 235-4675 jnfo@hapeengineering.com Job No. Date By Project 205016 17-Feb-2006 MCP Biltmore 24 Hour Fitness Tilt UD Concrete Panel Holdown Connection Lateral - Detailed System Design Check the connection for the capacity of the jamb bar reinforcing. Based on: 1) Uniform Building Code, 1997 Edition (i.e. "UBC") 2) AISC LRFD Steel Manual 3rd Edition, 2001 (i.e. "AISC LRFD") Input Data Loads Strength Level Seismic Design Forces Uplift Force in Connection - Pu (Tension Only)= 65 kips Variables determined by the Lateral System Lateral System: no = 2.8 Bearing wall system - Tilt-up Concrete Shear Wall R = 4.5 Variables determined by connected sections Jamb Reinforcing Fy = 60 ksi Jamb Bar Size # 7 Spacing of Reinforcing Bars 4 in oc Number of Bars per Face - n 2 Layers of Reinforcing Bars 1 Weld Fexx = 70 ksi Fillet Weld Thickness at Panel ta = 1/4 in Plate to Side Plate Connection Panel Plate Fy = 50 ksi Fu = 65 ksi Plate Thickness - tp, = 3/8 in Plate Width - Lpiv = 12.000 in Plate Height - Lph = 8.000 in Number of Plates / Number of Slip Planes - N, = 1 Side Plate Fy = 50 ksi Fu = 65 ksi Plate Thickness - tp, = 1/2 in Plate Width - Lsw = 9.000 in Plate Height - Lsh = 8.000 in Number of Plates / Number of Slip Planes - Ns = 1 HOPE 1 305 Third Avenue Suite 300 Sari Diego. CA 92101 TEL: (619) 232-4673 FAX: (619} 235-4675 info@hopeengineering.corr Job No. Date By Project 205016 17-Feb-2006 MCP Biltmore 24 Hour Fitness Tilt UP Concrete Panel Holdown Connection Lateral - Detailed System Design Output Data 1) Plate Design - Strength Level Design Force Jamb Bar Capacity Ab = n DiaA2 /4 = Tensile Strength (one bar)- <j>Pn = 0.90 * FyAb = Tensile Strength (group of bars)- 4>Pn = 0.90 * Fy Ab n= 0.60 in2 32.5 kips 65 kips (AISCEqnDI-1 ) 2) Reinforcing Bar Weld to Panel Plate - Shear in Flare V - Groove Weld Effective Weld Thickness/Throat -1» / e = 0.5 * Radius Weld Shear Area A,, = (Lph-1 in) * e * 2 welds = <|> Rn = 0.75 * 0.6 * Fexx A,, = (one bar) <j> Rng - Group of Bars Check <j> Rng > Tension Force, Pu 3) Panel Plate - Tensile Strength A — l * + «.ppl "" ^-pw pi ~ Tensile Strength - <j>Pn = 0.90 * FVAPP, = Tensile Rupture Strength - <|>Pn = 0.75 * FUADP, = Check i|> Pn > Pu 4) Panel Plate Block Shear Rupture AgV = (Lph-1 in) * tpi * 2 sides = Ag, = s * ( n -1 ) * tp, = Use minimum of the following equations I. <)> Rn = 0.75 ( 0.6 Fy Agv + Fu Ag,)Governs Check <)> Rn > 0.22 in 3.06 in2 96 kips 193 kips OK 4.50 in2 203 kips 219 kips OK 5.25 in2 2.00 in2 216 kips 251 kips 244 kips OK (AISC LRFD Table J2.5) [AISCEqnDI-1 ) i AISC Eqn D1-2) ( AISC Eqn J4-3a ) (AISC Eqn J4-3b ) ( AISC Eqn J4-1 ) (AISC LRFD Table J2.5) 5) Panel Plate Shear Rupture at Each Reinforcing Bar Ag, = (Lph-1 in) * tp, * 2 sides = 5.25 in2 <)> Rn = 0.75 ( 0.6 Fu AgV ) 154 kips Check <(> Rn > Ru OK 6) Fillet Weld Strength - Side Plate to Panel Plate Shear Area Aw = [(Lsh-1 .5 in) * 2 sides + Lsw)] * t*» * 0.707 = 4.07 in2 <t> Rn = 0.75 * 0.6 * Fexx Aw = (one bar) 128 kips Check <|> Rn > Pu OK 7) Side Plate - Tensile Strength Asp, = Lsw ' tp, = 4.50 in2 Tensile Strength - <j>Pn = 0.90 * FyAsp, = 203 kips Tensile Rupture Strength - <t>Pn = 0.75 * Fu Aspl = 219 kips Check $ Pn > Pu OK 6) Partial Penetration Weld Strength • Side Plate to Embed Plate Effective Part. Pen Weld Thickness - 1»» = tp, - 1/4 in 0.38 in Shear Area A,, = Lsh * t»» = 3.38 in2 <j> Rn = 0.75 * 0.6 * Fexx A* = 1 06 kips (AISC LRFD Table J2.5) Check $ Rn > Pu OK (AISC Eqn D1-1 ) ( AISC Eqn D1-2 ) HOPE 1 301 Third Avenue Suite 300 San Diego, CA 92101 TEL: (619) 232-1673 FAX: (619) 235-4675 inio@hopeengineefing.com Job No. Date By Project 205016 17-Feb-2006 MCP Biltmore 24 Hour Fitness Tilt UP Concrete Panel Holdown Connection Lateral - Detailed System Design Check the connection for the capacity of the jamb bar reinforcing. Based on: 1) Uniform Building Code, 1997 Edition (i.e. "UBC") 2) AISC LRFD Steel Manual 3rd Edition, 2001 (i.e. "AISC LRFD") Input Data Loads Strength Level Seismic Design Forces Uplift Force in Connection - Pu (Tension Only)= 685 kips Variables determined by the Lateral System Lateral System: Q0 = 2.8 Bearing wall system - Tilt-up Concrete Shear Wall R = 4.5 Variables determined by connected sections Jamb Reinforcing Fy = 60 ksi Jamb Bar Size #10 Spacing of Reinforcing Bars 4 in oc Number of Bars per Face - n 5 Layers of Reinforcing Bars 2 Weld Fexx = 70 ksi Fillet Weld Thickness at Panel ta = 1/2 in Plate to Side Plate Connection Panel Plate Fy = 50 ksi Fu = 65 ksi Plate Thickness - tpl = 1/2 in Plate Width - Lpw = 20.000 in Plate Height - Lph = 8.000 in Number of Plates / Number of Slip Planes - Ns = 1 Side Plate Fy = 50 ksi Fu = 65 ksi Plate Thickness - tp, = 3/4 in Plate Width - Lsw = 17.000 in Plate Height - Lsh = 8.000 in Number of Plates / Number of Slip Planes - Ns = 1 HOPE 1301 Thud Avenue Suite 300 San Diego, CA 92101 TEL: (619) 232-4673 FAX (61 9) 235-4675 mfo@hopeengineering.corr Job No. Date By Project 205016 17-Feb-2006 MCP Biltmore 24 Hour Fitness Tilt UP Concrete Panel Holdown Connection Lateral - Detailed System Design Output Data 1) Plate Design - Strength Level Design Force Jamb Bar Capacity Ab = 7i DiaA2 /4 = Tensile Strength (one bar)- <j>Pn = 0.90 * FyAb = Tensile Strength (group of bars)- <j)Pn = 0.90 * Fv Ab n= 1.23in2 66.3 kips 663 kips (AISCEqnD1-1 ) 2) Reinforcing Bar Weld to Panel Plate - Shear in Flare V - Groove Weld Effective Weld Thickness/Throat - tw / e = 0.5 * Radius Weld Shear Area Aw = (Lph-1 in) * e * 2 welds = <(> Rn = 0.75 * 0.6 * Fexx Aw = (one bar) cj> Rng - Group of Bars Check <|> Rng > Tension Force, Pu 3) Panel Plate - Tensile Strength 0.31 in 4.38 in2 138 kips 1 378 kips OK 10.00 in2 450 kips 488 kips NG 7.00 in2 12.00 in2 743 kips 790 kips 745 kips OK (AISC LRFD Table J2.5) (AISCEqnD1-1 ) (AISCEqnD1-2) Tensile Strength - <j>Pn = 0.90 * FVAPP, = Tensile Rupture Strength - $Pn = 0.75 * FUAPP, = Check <|> Pn > Pu 4) Panel Plate Block Shear Rupture Agv = (Lph-1 in) * tp, * 2 sides = Ag, = 8 * ( T, -1 ) * tp| = Use minimum of the following equations 1. <t> Rn = 0.75 (0.6 Fy Agv + Fu Ag,) Governs 2. <(> Rn = 0.75 ( 0.6 Fu Agv + Fu Ag,) 3.<t.Rn = 0.75(0.6FuAgV + FyAgt) Check i|> Rn > Ru 5) Panel Plate Shear Rupture at Each Reinforcing Bar V = (1^-1 in) * tp, * 2 sides = 7.00 in2 <t> Rn = 0.75 ( 0.6 Fu AgV) 205 kips Check $ Rn > Ru OK 6) Fillet Weld Strength - Side Plate to Panel Plate Shear Area Aw = [(Lsh-1.5 in) * 2 sides + Lsw)] * tta * 0.707 = 10.96 in2 * Rn = 0.75 * 0.6 * Fexx A« = (one bar) 345 kips Check <t Rn > Pu NG 7) Side Plate - Tensile Strength ASBl = LSw* tp,= 12.75in2 Tensile Strength - <|)Pn = 0.90 * FVASP, = 574 kips Tensile Rupture Strength - iJ>Pn = 0.75 * FUASP, = 622 kips Check 4> Pn > Pu OK 6) Partial Penetration Weld Strength - Side Plate to Embed Plate Effective Part. Pen Weld Thickness - tw = tp, -1/4 in 0.63 in Shear Area Aw = Lsh * t,, = 10.63 in2 <|> Rn = 0.75 * 0.6 * Fexx A,, = 335 kips (AISC LRFD Table J2.5) Check <j> Rn > Pu NG (AISC Eqn J4-3a ) (AISC Eqn J4-3b ) ( AISC Eqn J4-1 ) (AISC LRFD Table J2.5) (AISC Eqn D1-1 ) (AISCEqnD1-2) —v t HOPE 1301 Thud Avenue Suite 300 San Diego. CA 92101 TEL: (619) 232-4673 FAX: (619) 23S-4675 info@hopeengineering.com Embed Plate for Tilt UP Panel Holdown Job No. Date By Project 205016 17-Feb-2006 MCP Biltmore 24 Hour Fitness The embed plate is in the footing and transfers the holdown tension force from the end of the tilt up panel to the footing during a seismic event. Strength design per UBC Section 1923 Input Data Uplift Load pu = Anchors Material Diameter = No. of Columns - nx = Spacing - Sx = No. of Rows - ny = Spacing - Sy = Embed Depth - he( = Embed Plate Edge Distance - ex = Edge Distance - ey = Thickness, tp, = Width = nx Sx + 2 ex = Length = ny Sy + 2 ey = Concrete fe' = Normal Wt or Light Wt? 48k A572 GR65 SOksi 1 2 16 in 2 8 in 18 in SOksi 2 in 2 in 1 in 20 in 12 in 4ksi nw 1.0 OK in Output Data 1) Design Strength of Anchor Group in Tension No. of Anchors, n = ny * nx = Ap = [ 0\-1) Sx + 2 he, ]. [ (ny-1) Sy + 2 he(] = Pss = n 0.9 Ab ful = ij) Pc = 0.65 ). 4 Ap 4 2288 in 226k 376k governs HOPE HOPE ENGINECRINQ 1301 Thifd Avenue Suite 300San Diego. CA 92101 TEL: (619) 232-1673 FAX: (619) 235-4675 Embed Plate for Tilt UP Panel Holdown Job No. Date By Project 205016 17-Feb-2006 MCP Biltmore 24 Hour Fitness \HD#3-(5)#10 The embed plate is in the footing and transfers the holdown tension force from the end of the tilt up panel to the footing during a seismic event. 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T~ N.CD O Oo CO inCMCMo o 0 CMCO inCO T— CM (OO 5CM II CM toCOCOCM IITJCOO So oo LL (0 U> oou.73COo0)CO HOPE JOB 205016.00 - Biltmore SHEET NO.OF San Diego, CA 92101 TEL: (619) 232-0673 FAX: (619) 235-1675 CALCULATED BY ft) CHECKED BY DATE DATE 10/13/2005 Diaphragm Capacity I Determine the capacity of a concrete on metal deck diaphragm Given Data Reinforcing Strength, fy = Strength Reduction Factor, <j> = Light Weight Concrete Reduction Factor, <|>lw = NW Definitions - Diaphragm Span, hw Input Data Concrete Depth over Deck, d = Deck Gage Deck Span Normal Weight or Light Weight Concrete (LW, NW) Concrete Strength, fc = Output Data UBC Section 1921.6.4 AcV = d * 12 in Pn = Abar/(d*12in) Long Diaphragm Span, hw / Lw > 2.0 60.0 ksi 0.85 0.75 1.0 Diaphragm Length, 2.5 in 18 11.0ft LW 3.5 ksi Short Diaphragm Span, hw / Lw < 2.0 * Vn = <fr A™ ( 3 Light Weight Cone Reduction Factor = [Eqn21-6] [Eqn 21-7] 0.75 Rebar Size 0 W1.4 W2.9 3 3 4 4 5 Spacing 12 6 6 18 12 18 12 ' 12 Diaphragm Capacity Long Span 2.26 klf 3.69 klf 5.22 klf 6.02 klf 7.90 klf 8.94 klf 12.28 klf 17.91 klf Short Span 3.39 klf 4.82 klf 6.35 klf 7. 15 klf 9.03 klf 10.07 klf 13.41 klf 19.04 klf HOPE JOB 205016.00 - Biitmore SHEET NO.OF TEL: (619) 232-4673 FAX: (619) 235-4675 CALCULATED BY mcp CHECKED BY DATE 10/13/2005 DATE Shear Friction Transfer - Diaphragm to Wall [Determine the dowels required for shear transfer from diaphragm to wall Given Data 60.0 ksi 0.85 0.75 1.0 Reinforcing Strength, fy = Strength Reduction Factor, (j> = Light Weight Concrete Reduction LW Factor, A= NW Coefficient of Friction u Cone placed monolithically (m) Cone placed against hardened cone with intentionally roughened surface (rs) Cone placed against hardened cone not intentionally roughened (nr) Cone anchored to as-rolled structural steel by headed studs or reinforcing bars (a) Definitions - Avf =Area of shear Reinforcing Input Data Concrete Depth over Deck, d = Normal Weight or Light Weight Concrete (LW, NW) Coeff. for Concrete Placement (1.4, 1.0,0.6,0.7) Concrete Strength, fc = 2.5 in LW 0.6 3.5 ksi M=1.4 A 1.0 A 0.6 A 0.7 A Output Data UBC Section 1911.7.4.1 Coefficient of Friction u= 0.45 Shear Friction Strength <f> Vn = 4> Av, (fy )(J [Eqn 11-25] Light Weight Cone Reduction Factor = 0.75 Rebar Size 3 4 4 4 5 5 6 Spacing 18 18 12 9 12 9 12 Shear Transfer at Wall w/ Dowels 1.69klf 3.00 klf 4.51 klf 6.01 klf 7.04 klf 9.39 klf 10. 14 klf i i::i :ii: ! ; iHI HI1- Hu. < <O Q Q CD Oin0 CM .g m ri >- >O y <£ CD~> ?~ Q am £ yi 5 a W D x " O_J <£ O £0u CD<~ C O fO 1^ 'CQJ i— i — r— QJ3 CN -O -O QJc o- *=t ^ c SJ < r^ to "01<f O ro f> c^ O4 C\J gj .h O Q> O O" £X ^ ^ Q """ "^ © o .t: c _U X oro u m UJ <! ^:T- (^ LO |— U, ._ O #v U,' UJ2 (32UJ UiCLOI X*2XQCOXQCOXQ.U- Xa.u. 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CD Is- CD T-o CD a> coco m T- ooCD CM en oo oooooooo o o o om m m in oooooooo ai o a> aim o m mCM T- CM CM CO CO CO COCO CO CO CO oooooooo 0 O 0 0oooo X — T — T — T — in m CD CDo o co pm CM h^ r-^ •sr -f -a- T ^ r^- ^ -A •g O a: o « 0^sSjJU.-B oll8O £ £ 0) Qi 1- 1- CO CMCDooCMCD RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC 10/13/05 10:56:12 Frame Story Shears RAM Frame v90 Rm OUTPUT HOPE Engineering EV> ; MA5 DataBase: 24hr - punched openings-BC iM 10/13/05 10:56:12 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 10.00% Reduction At Face of Joint Scale Factor. 1.00 Frame #1 Load Case: E7 Level roof 3rd 2nd Y+ EQ_UBC97_Y_+E_F + Ey+ Shear-X Change-X Shear-Y Change-Y kips kips kips kips 0.00 0.00 199.80 199.80 0.00 0.00 498.21 298.42 0.00 0.00 595.50 97.28 Load Case: E8 Y- EQ_UBC97_Y -E_F + Ey+ Level Shear-X Change-X kips kips roof 0.00 0.00 3rd 0.00 0.00 2nd 0.00 0.00 Shear-Y Change-Y kips kips 199.80 589.05 734.83 199.80 389.25 145.78 Frame #3 Load Case: E7 Level roof 3rd 2nd Load Case: E8 Level roof 3rd 2nd Y+ EQ_UBC97_Y_+E_F + Ey+ Shear-X kips 0.00 -0.02 0.03 Change-X kips 0.00 -0.02 0.04 Shear-Y Ch kips 243.00 440.03 584.59 ange-Y "moo1 197.03 144.56 Y- EQ_UBC97_Y_-E_F + Ey+ Shear-X kips 0.00 -0.01 0.05 Change-X kips 0.00 -0.01 0.06 Shear-Y kips 243.00 402.45 542.38 Change-Y kips 243.00 159.45 139.93 Frame #5 Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC Page 2/2 10/13/05 10:56:12 Load Case: E7 Level roof 3rd 2nd Load Case: E8 Level roof 3rd 2nd Frame #7 Load Case: E7 Level 3rd 2nd Load Case: E8 Level 3rd 2nd Y+ EQ_UBC97_Y_+E_F + Ey+ Shear-X Change-X Shear-Y Change-Y kips kips kips ___MpS. 0.00 0.00 58.50 | 58.50 0.00 0.00 388.83 330.33 -0.01 -0.01 546.60 157.76 Y- EQJJBC97 Y_-E F + Ey+ Shear-X Change-X Shear-Y Change-Y kips kips kips kips 0.00 0.00 58.50 58.50 0.01 0.01 336.41 277.91 -0.02 -0.02 446.02 109.61 Y+ EQ_UBC97_Y_+E_F + Ey+ Shear-X Change-X Shear-Y Change-Y kips kips kips kips 0.00 0.00 99.60 T*99.60" 0.00 0.00 178.00 1 78.40 Y- EQJJBC97 Y_-E F + Ey+ Shear-X Change-X Shear-Y Change-Y kips kips kips kips 0.00 0.00 99.60 99.60 0.00 0.00 178.00 78.40 HOPE Frame Story Shears RAM Frame v9.0 HOPE Engineering DataBase: 24hr - punched openings-BC >> 10/13/05 10:56:12 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 Frame #8 Load Case: E5 Level roof 3rd 2nd Load Case: E6 Level roof 3rd 2nd Frame #10 Load Case: E5 Level roof 3rd 2nd Load Case: E6 Level roof 3rd 2nd X+ EQ_UBC97_X_+E_F + Ex+ Shear-X CI kips 237.50 313.48 488.24 lange-X kips 2373TT 75.98 y_7JL76 X- EQ UBC97 X -E F + Ex+ Shear-X Change-X kips kips 237.50 237.50 302.40 474.57 64.90 172.17 X+ EQ_UBC97_X_+E_F + Ex4 Shear-X Change-X kips kips 261.60 261.60 673.60 793.21 412.00 119.61 X- EQ_UBC97_X_-E_F + Ex+ Shear-X Change-X kips __JSPS 261.60 687.34 810.59 261.60 425.74 123.25 ! 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'S9fi ^?1-fe|307r ~306' ~ — £i ££305 l£j "."""1304; ~ ~303i"^ ico co :jco co 'co co ico co co .. ;co v _» JPI -^ ;;^ O iCD -J \<X> CD i CO ;S iM -:••: o"o'-^'.' HJBffiOSO. oo CD IM O O1 - CO ^v! ro cncn OcnO |- ""* ?.. hj mmS;g|l^oa o :d ?oS s. o >?r ^ -^ ^& co tn ^3 P LJ CT5CfQ eg fd rt- 9^,1.2- O. -6i 3 < « S g *> c ^ §• ° Cd — OP 0 *> E r~ § r ? 1Ri> C/)<-f ro_ P °a 2S0) K>• • o > 0 tt ^ n °<• J ^o Jo .to>-H •'• D^ IT O O »3 ^Mb HOPE JOB 205016.00-Biltmore SHEET NO.OF CALCULATED BY fb CHECKED BY _DATE DATE 10/14/2005 I) \8 Collector Forces Determine remaining collector force required after force is transfered from diaphragm directly to wall through shear dowels. Capacity of Diaphragm (klf) Capacity of Diaphragm (klf) Length of Diaphragm Connection to Shear Wall (ft) Direct Shear Transfer to Wall (k) Shear Force (k) Drag Load at End of Wall (k) Collector Connection Capacity (k) Bm #1 Coll Force (k) Length (ft) Bm #2 Coll Force (k) Length (ft) Gridline G Roof 1.86 34+19=53 (two sides) 1 .86 x 53 = 99 243 243-99=144 ,9x8x 1.0 x 60=432 432 / 2.8 = 154>144ok 154 32 79 34 3rd Level 6.35 6.01 governs 34+19=53 (two sides) 6.01x 53 = 319 197 197-319=0 .9x8x 1.0x 60=432 432 / 2.8 = 154>0ok 154 32 79 34 2nd Level 6.35 6.01 governs 34+19=53 (two sides) 6.01x53 = 319 145 145-319=0 .9x8x 1.0x 60=432 432/2.8 = 154>0ok 154 32 79 34 Gridline J Roof 1.86 27 (West Side) 1.86x27 = 50 59 59 - 50 = 9 ,9x8x 1.0 x 60=432 432/2.8 = 154>9ok 154 38.5 49 18 3rd Level 6.35 6.01 governs 34 (West Side) 6.01 x 34 = 204 286 286 -204 =82 1.86 34 (East Side) 1.86x34 = 63 92 92 -63 =29 82 + 29 = 1 1 1 .9x8x 1.0x60=432 432/2.8 = 154>111 ok 154 32 79 34 2nd Level 6.35 6.01 governs 34 (West Side) 6.01 x 34 = 204 158 158-204=0 .9x8x 1.0x 60=432 432 / 2.8 = 154>0ok 154 32 79 34 & , <,* fitfACfc \ RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC Plan View Story: 2nd 10/13/05 10:56:12 -fej 13s RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC Pl^i View Story: 3rd 10/13/05 10:56:12 RAM Frame V9.0 - Analysis Mode HOPE Engineering DataBase: 24hr - punched openings-BC Plan View Story: roof 10/13/05 10:56:12 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 08/26/05 09:02:21 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 610 SPAN INFORMATION (ft): I-End (193.17,34.00) Beam Size (User Selected) = W24X62 Total Beam Length (ft) = 32.00 Mp(kip-ft) - 641.67 LINE LOADS (k/ft): J-End (193.17,66.00) Fy - 50.0 ksi Load 1 2 Dist 0.000 32.000 0.000 32.000 DL 0.179 0.179 0.062 0.062 LL 0.156 0.156 0.000 0.000 Red% 7.9% — Type Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.31 kips 0.90Vn = 275.16 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 3.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 66.5 66.5 @ ft 16.0 16.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 577.50 577.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 3.86 2.30 8.31 Right 3.86 2.30 8.31 at at at 16.00ft = 16.00ft = 16.00ft = -0.126 -0.075 -0.201 L/D - L/D = L/D = 3049 5133 1913 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 10/14/05 17:04:55 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 611 SPAN INFORMATION (ft): I-End (193.17,0.00) J-End (193.17,34.00) Beam Size (User Selected) = W21X44 Fy - 50.0 ksi Total Beam Length (ft) = 34.00 Mp(kip-ft) - 397.50 LINE LOADS (k/ft): Load 1 2 Dist 0.000 34.000 0.000 34.000 DL 0.179 0.179 0.044 0.044 LL 0.156 0.156 0.000 0.000 Red% 9.2% ___ Type Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.41 kips 0.90Vn = 195.62 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 71.5 17.0 0.0 1.00 0.90 357.75 Controlling 1.2DL+1.6LL 71.5 17.0 0.0 1.00 0.90 357.75 REACTIONS (kips): Left Right DL reaction 3.80 3.80 Max+LL reaction 2.41 2.41 Max +total reaction (factored) 8.41 8.41 DEFLECTIONS: Dead load (in) at 17.00ft = -0.275 L/D = 1485 Live load (in) at 17.00ft = -0.174 L/D - 2344 Net Total load (in) at 17.00ft - -0.449 L/D = 909 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 10/14/05 17:05:09 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 545 SPAN INFORMATION (ft): I-End (257.58,66.00) Beam Size (User Selected) - W24X76 Total Beam Length (ft) = 41.04 Mp(kip-ft) = 833.33 J-End (259.50,25.00) Fy = 50.0 ksi POINT LOADS (kips): Dist DL RedLL 32.035 9.57 8.32 LINE LOADS (k/ft): Red% 40.0 Load 1 2 -) 4 Dist 0.000 41.045 0.000 41.044 0.000 41.044 0.000 41.044 DL 0.240 0.240 0.046 0.046 0.074 0.097 0.076 0.076 LL 0.000 0.000 0.040 0.040 0.064 0.084 0.000 0.000 NonRLL 0.00 Red% 0.0% 40.0% 40.0% StorLL 0.00 Red% 0.0 RoofLL 0.00 Red% 0.0 Type Red Red Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 28.62 kips 0.90Vn = 283.93 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 238.4 238.4 @ ft 27.2 27.2 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 750.00 750.00 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 11.20 2.46 17.38 Right 16.73 5.34 28.62 21.34ft = 21.55ft = 21.55ft = -0.712 -0.199 -0.910 L/D L/D L/D 692 2478 541 Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase :24Hr7-14 Building Code: UBC1 10/14/05 17:05:27 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 589 SPAN INFORMATION (ft): I-End (257.58,66.00) Beam Size (User Selected) = W16X31 Total Beam Length (ft) - 18.00 Mp(kip-ft) = 225,00 LINE LOADS (k/ft): J-End (257.58,84.00) Fy = 50.0 ksi Load 1 2 "» 4 Dist 0.000 18.000 0.000 18.000 0.000 18.000 0.000 18.000 DL 0.240 0.240 0.085 0.085 0.046 0.046 0.031 0.031 LL 0.000 0.000 0.074 0.074 0.040 0.040 0.000 0.000 Red% 0.0% 0.0% 0.0% — Type Red Red Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) MOMENTS (Ultimate): Span Cond LoadCombo 5.99 kips 0.90Vn = 118.06 kips Center Max + Controlling REACTIONS (kips): 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 27.0 27.0 @ ft 9.0 9.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 202.50 202.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 3.62 1.03 5.99 Right 3.62 1.03 5.99 at at at 9.00ft 9.00ft 9.00ft -0.087 -0.025 -0.112 L/D L/D L/D 2472 8711 1925 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-l4 10/14/05 17:05:27 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Third Beam Number = 637 SPAN INFORMATION (ft): I-End (193.17,34.00) J-End (193.17,66.00) Beam Size (User Selected) - W24X76 Fy - 50.0 ksi Total Beam Length (ft) = 32.00 Mp (kip-ft) = 833.33 LINE LOADS (k/ft): Red% Type 7.1% Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 26.45 kips 0.90Vn - 283.93 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 211.6 16.0 0.0 1.00 0.90 750.00 Controlling 1.2DL+1.6LL 211.6 16.0 0.0 1.00 0.90 750.00 REACTIONS (kips): Left Right DL reaction 10.19 10.19 Max +LL reaction 8.89 8.89 Max +total reaction (factored) 26.45 26.45 DEFLECTIONS: Dead load (in) at 16.00ft = -0.247 L/D = 1556 Live load (in) at 16.00ft = -0.215 L/D = 1784 Net Total load (in) at 16.00ft = -0.462 L/D = 831 Load 1 2 Dist 0.000 32.000 0.000 32.000 DL 0.561 0.561 0.076 0.076 LL 0.598 0.598 0.000 0.000 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 10/14/05 17:06:07 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Third Beam Number = 638 SPAN INFORMATION (ft): I-End (193.17,0.00) J-End (193.17,34.00) Beam Size (User Selected) = W24X62 Fy = 50.0 ksi Total Beam Length (ft) - 34.00 Mp (kip-ft) = 641.67 LINE LOADS (k/ft): Red% Type 8.3% Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 27.63 kips 0.90Vn = 275.16 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 10.59 10.59 Max +LL reaction 9.32 9.32 Max +total reaction (factored) 27.63 27.63 DEFLECTIONS: Dead load (in) at 17.00ft = -0.414 L/D = 985 Live load (in) at 17.00ft - -0.364 L/D = 1119 Net Total load (in) at 17.00ft = -0.779 L/D = 524 Load 1 2 Dist 0.000 34.000 0.000 34.000 DL 0.561 0.561 0.062 0.062 LL 0.598 0.598 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 234.9 234.9 @ ft 17.0 17.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 577.50 577.50 Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase :24Hr7-14 Building Code: UBC1 10/14/05 17:06:25 Steel Code: AISC LRFD Floor Type: Third Beam Number = 603 SPAN INFORMATION (ft): I-End (257.58,66.00) J-End (259.50,34.00) Beam Size (User Selected) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) - 32.06 Mp(kip-ft) - 833.33 LINE LOADS (k/ft): Load 1 2 3 4 Dist 0.000 32.057 0.000 32.057 0.000 32.057 0.000 32.057 DL 0.240 0.240 0.370 0.315 0.074 0.092 0.076 0.076 LL 0.000 0.000 0.395 0.336 0.064 0.080 0.000 0.000 Red% 0.0% 9.0% 9.0% — Type Red Red Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 24.77 kips 0.90Vn = 283.93 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 196.2 196.2 @ ft 15.9 15.9 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 750.00 750.00 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 11.99 6.49 24.77 Right 11.79 6.28 24.19 at at at 16.03ft - 16.03ft = 16.03ft = -0.289 -0.155 -0.445 L/D = L/D = L/D = 1329 2475 865 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 10/14/05 17:06:41 Steel Code: A1SC LRFD Floor Type: Third Beam Number = 604 SPAN INFORMATION (ft): I-End (257.58,66.00) Beam Size (User Selected) = W24X62 Total Beam Length (ft) = 34.00 Mp(kip-ft) - 641.67 POINT LOADS (kips): Dist DL RedLL Red1 4.000 0.47 0.41 25 20.000 6.93 3.59 25 18.000 8.68 2.81 25 J-End (257.58,100.00) Fy = 50.0 ksi LINE LOADS (k/ft): Load 1 9 Dist 0.000 20.000 0.000 4.000 4.000 20.000 20.000 34.000 0.000 20.000 0.000 20.000 0.000 34.000 DL 0.240 0.240 0.241 0.238 0.006 0.006 0.199 0.199 0.130 0.130 0.074 0.074 0.062 0.062 LL 0.000 0.000 0.257 0.254 0.007 0.007 0.173 0.173 0.139 0.139 0.065 0.065 0.000 0.000 NonRLL 0.00 0.00 0.00 Red% 0.0% 25.2% 25.2% 25.2% 25.2% 25.2% StorLL I 0.00 0.00 0.00 Type Red Red Red Red Red Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 28.52 kips 0.90Vn = 275.16 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 321.2 321.2 @ ft 18.0 18.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 577.50 577.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 16.23 5.65 28.52 Right 14.71 5.13 25.87 at at at 17.17ft = 17.17ft - 17.17ft - -0.768 -0.251 -1.019 L/D = L/D = L/D = 531 1627 400 Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 10/14/05 17:06:58 Steel Code: AISC LRFD Floor Type: Second Beam Number = 267 SPAN INFORMATION (ft): I-End (193.17,34.00) J-End (193.17,66.00) Beam Size (User Selected) - W24X76 Total Beam Length (ft) = 32.00 Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 96.00 1320.37 159.14 3458.74 4.50 Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(in) Mnf(kip-ft) C (kips) Ieff(in4) Stud length (in) = Stud Capacity (kips) Qn = 13.3 # of studs: Max = 96 Partial-24 Actual = 24 Number of Stud Rows - 1 Percent of Full Composite Action = 26.00 LINE LOADS (k/ft): Load Y bar(in) Mn (kip-ft) PNA (in) Itr (in4) Stud diam (in) Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 19.27 1039.82 15.57 4764.51 0.75 Dist 0.000 32.000 0.000 32.000 DL 0.756 0.756 0.076 0.076 CDL 0.508 0.508 0.076 0.076 LL 0.829 0.829 0.000 0.000 Red% 14.5% — Type Red NonR CLL 0.207 0.207 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 34.13 kips 0.90Vn = 283.93 kips MOMENTS (Ultimate): Span Cond Center PreCmp+ Init DL Max + Controlling REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) LoadCombo 1.2DL+1.6LL 1.4DL 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 132.1 104.7 273.0 273.0 @ ft 16.0 16.0 16.0 16.0 Lb ft 0.0 ... — — Cb 1.00 ___ —— Phi 0.90 0.85 0.85 Phi*Mn kip-ft 750.00 883.85 883.85 Left 12.66 13.32 11.34 34.13 Right 12.66 13.32 11.34 34.13 at at at 16.00ft = 16.00ft = 16.00ft = -0.226 -0.167 -0.225 L/D = L/D = L/D = 1697 2304 1705 Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 Page 2/2 10/14/05 17:06:58 Steel Code: AISC LRFD Net Total load (in)at 16.00ft =-0.451 L/D =851 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 10/14/05 17:07:30 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Second Beam Number = 268 SPAN INFORMATION (ft): I-End (193.17,0.00) J-End (193.17,34.00) Beam Size (User Selected) = W24X62 Fy - 50.0 ksi Total Beam Length (ft) = 34.00 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pcf) 1 1 5.00 fc (ksi) 3.00 Right 2.50 115.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 beff(in) - 102.00 Y bar(in) Mnf(kip-ft) = 1129.86 Mn (kip-ft) C(kips) = 172.41 PNA(in) Ieff(in4) = 2828.42 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) Qn = 13.3 # of studs: Max = 68 Partial = 26 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 26.51 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.000 0.756 0.508 0.829 16.2% Red 34.000 0.756 0.508 0.829 2 0.000 0.062 0.062 0.000 — NonR 34.000 0.062 0.062 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 35.60 kips 0.90Vn = 275. MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb kip-ft ft ft Center PreCmp+ 1.2DL+1.6LL 146.8 17.0 0.0 InitDL 1.4DL 115.3 17.0 Max+ 1.2DL+1.6LL 302.6 17.0 Controlling 1.2DL+1.6LL 302.6 17.0 REACTIONS (kips): Left Right Initial reaction 13.21 13.21 DL reaction 13.92 13.92 Max +LL reaction 11.81 11.81 Max +total reaction (factored) 3 5 .60 3 5 .60 DEFLECTIONS: Initial load (in) at 17.00ft = -0.379 Live load (in) at 17.00ft - -0.255 Post Comp load (in) at 17.00ft - -0.346 Formlok 20.18 857.71 15.8.6 4023.35 0.75 CLL 0.207 0.207 0.000 0.000 16 kips Cb Phi 1.00 0.90 — 0.85 0.85 L/D = 1077 L/D = 1602 L/D - 1180 Phi*Mn kip-ft 577.50 729.05 729.05 Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 Page 2/2 10/14/05 17:07:30 Steel Code: AISC LRFD Net Total load (in)at 17.00ft --0.725 L/D =563 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase: 24Hr7-14 Building Code: UBC1 10/14/05 17:07:48 Steel Code: AISC LRFD Floor Type: Second Beam Number = 216 SPAN INFORMATION (ft): I-End (257.58,66.00) Beam Size (User Selected) - W24X76 Total Beam Length (ft) = 32.06 Mp(kip-ft) = 833.33 J-End (259.50,34.00) Fy = 50.0 ksi POINT LOADS (kips): Dist DL RedLL 2.004 20.25 20.29 LINE LOADS (k/ft): Load 1 Red% 22.2 Dist 0.000 26.493 26.494 32.057 0.000 32.057 0.000 32.057 DL 0.024 0.024 0.024 0.000 0.339 0.409 0.076 0.076 LL 0.027 0.027 0.027 0.000 0.372 0.448 0.000 0.000 NonRLL 0.00 Red% 22.2% 22.2% 22.2% StorLL 0.00 Red% 0.0 RoofLL 0.00 Red% 0.0 Type Red Red Red NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 63.81 kips 0.90Vn - 283.93 kips MOMENTS (Ultimate): Span Cond Center Controlling Max LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 196.1 196.1 @ ft 13.4 13.4 Lb ft 0.0 0.0 Cb 1. 00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 750.00 750.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 26.40 20.08 63.81 Right 8.99 6.53 21.25 15.39ft = 15.39ft = 15.39ft = -0.259 -0.190 -0.449 L/D L/D L/D 1485 2025 857 HOPE Gravity Beam Design RAM Steel v9.0 HOPE Engineering DataBase :24Hr7-14 Building Code: UBC1 10/14/05 17:08:04 Steel Code: AISC LKFD Floor Type: Second Beam Number = 218 SPAN INFORMATION (ft): I-End (257.58,66.00) Beam Size (User Selected) - W24X62 Total Beam Length (ft) = 34.00 COMPOSITE PROPERTIES (Not Shored): J-End (257.58,100.00) Fy = 50.0 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(in) Mnf(kip-ft) C (kips) Ieff(in4) Stud length (in) Stud Capacity (kips) Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 48.50 964.20 79.57 2374.46 4.50 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 17.28 748.78 13.70 3165.47 Qn = # of studs: Full = 62 Number of Stud Rows = 1 POINT LOADS (kips): Dist DL CDL Redl 18.000 9.42 6.53 9.i 32.500 0.42 0.41 O.I LINE LOADS (k/ft): Y bar(in) Mn (kip-ft) PNA (in) Itr (in4) Stud diam (in) = 13.3 Partial =14 Actual =14 Percent of Full Composite Action = 25.74 0.75 Load 1 2 3 4 5 Dist 0.000 18.000 18.000 34.000 0.000 32.500 32.500 34.000 0.000 34.000 DL 0.340 0.340 0.271 0.271 0.024 0.024 0.138 0.138 0.062 0.062 CDL 0.228 0.228 0.182 0.182 0.016 0.016 0.092 0.092 0.062 0.062 LL 0.372 0.372 0.297 0.297 0.027 0.027 0.151 0.151 0.000 0.000 Red% 10.2% 10.2% 10.2% 10.2% — Type Red Red Red Red NonR CLL 0.093 0.093 0.074 0.074 0.007 0.007 0.038 0.038 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 30.42 kips 0.90Vn MOMENTS (Ultimate): Span Center Controlling Cond PreCmp+ Init DL Max + LoadCombo 1.2DL+1.6LL 1.4DL 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 169.7 135.4 356.8 356.8 @ ft 18.0 18.0 18.0 18.0 Phi*Mn kip-ft 577.50 636.47 636.47 Gravity Beam Design ||^a^Mffla RAM Steel v9.0 W*j[ JWP* HOPE Engineering 1 i\^l in DataBase: 24Hr7-14 Building Code : UBC1 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Page 2/2 10/14/05 17:08:04 Left 10.89 11.44 9.91 29.58 17.17ft 17.17ft 17.17ft 17.17ft Right 11.40 11.96 10.04 30.42 -0.395 -0.320 -0.427 -0.822 Steel Code: L/D = 1033 L/D = 1275 L/D = 956 L/D = 496 AISC LRFD HOPE HOffi EWi»V£! vit-aG 1301 Third Avenue San Dieyo. CA 92101 FAX {619) 235-4675 Job No. Date By Project 205016 23-Aug-2005 FB 24 Hour Fitness Page of Collector Beam Design beams, 8'tributary width Check the collector beam for bending and axial forces. Based on: 1) Uniform Building Code, 1997 Edition (i.e. "UBC") 2) AISC LRFD Steel Manual 3rd Edition, 2001 (i.e. "AISC LRFD") Given Data Redundancy Factor - p = 1.00 Beam Modulus of Elasticity - E = 29000 ksi Input Data Lateral System: concrete shear walls (bearing) Over Stength Factor - Q, = 2.8 Response Modification Factor - R = 4.5 Effective Axial Length Factor - K = Strong Axis Unbraced Length = Span - L Beam 1.0 50 ksi Load Combinations ( UBC Eqn's ) Ram Steel Gravity Beam Design (12-1) 1.4D (12-2) 1.2D+1.6L + 0.5Lr (12-3) 1.2 D + f, L+ 1.6Lr Modified LC for Convenience & Conservative (12-17) 1.2 D + f, L Output Data User Applied Moment F 6 EM* I & y*V J JM*( J £M*t A <=,EM*I &&4*l J &fr\ J WL ^C?^! <2>£M*£ -J ft<*-| -J tWL Beam W24X62 H W21X44__Q W24X76 H W16X31 \*\ W24X76 ,3 W24X62 P] W24X76 H W24X62 T^] W24X76 i * | W24X62 i^J W24X76 "F] J/V24X62 I*} Table 1 ( see Table 2 for Back - up Data ) RamSteel Design Mu 66.5 ft k 71.5 ftk 239.0 ft k 27.0 nk 212.0 ftk 234.0 ft k 196.0 ftk 321.0 ftk 273.0 ftk 303.0 ftk 196.0 ftk 357.0 ftk Flex. Strengtfyramsteel) <i>Mp 577.5 nk Beam Span Lx 32.0ft 357.8 ft k 34.0 ft 750.0 ft k | 38.5 ft 202.5 ftk i 18.0ft 750.0 ftk 32.0ft Beam Span Ly 10.7ft 11.3ft 10.0ft " 9.0ft Gravity Only (12-1) to (12-3) Mu / 4, Mp 0.115 Collector Beam Capacity (Eqn m-ia) Axial Strength * Pn = A Fc, 41 2 kips 0.200 236 kips 0.319 715 kips 0.133 208 kips 10.7ft 0.283 578.0 ftk 34.0ft 11.3ft 750.0 ftk 32.0ft 578.0 ft k 884.0 ft k 729.0 ft k 34.0 ft ~ 32.0ft "34.0ft 750.0 ftk 32.0ft 636.0 ftk 34.0ft 10.7ft 11.3ft 10.7ft 11.3ft 10.7ft 686 kips 0.405 380 kips 0.261 686 kips 0.555 380 kips 0.309 688 kips 0.416 0.261 11.3ft 0.561 380 kips 688 kips 380 kips Chord Force Max. Eh 370 kips 194 kips 51 3 kips 183 kips 514 kips 243 kips 527 kips 193 kips 499 kips 240 kips 528 kips 191 kips Drag Force Max. Eh 158 kips 84 kips 228 kips 79 kips 227 kips 111 kips 231 kips 93 kips 222 kips 110 kips 232 kips 92 kips Flexural Strength (AISC Spec. Chapter F ) See Ram Steel Beam Designs Axial Strength Combined w/ Bending (AISC Spec Chapter H, Eqn H1-1a ) Max Chord Force : Eh = Pu = (1 - 8/9 * H / <|> Mp) $ Pn / p (Redundancy) Max Drag Force : Eh = Pu = (1 - 8/9 * M, / Mp) Pn / Oo (Overstrength) Axial Strength (AISC Spec Chapter E ) <t>Pn=AFcr For^fl.5, Fcr=((0.658)AXc2)Fy For Ac] 1.5, Fa =( 0.877/?^2)Fy , _ KL HOPE HOPE eN<3if\ie£.*tfcC 1 301 Third Avenue San DregD. CA 921G1 FAX: 16195 235-4675 info@hopsengtfieering.coTi Job No. Date By Project 205016 23-Aug-2005 FB 24 Hour Fitness Page of Collector Beam Design beams, 8' tributary width Table 2 - Beam Properties and Column Design Coeffecients ( Back-Up Data for Table 1 ) Beam W24X62 W21X44 W24X76 W16X31 W24X76 W24X62 W24X76 W24X62 W24X76 W24X62 W24X76 W24X62 Area - in2 18.2in2 13.0in2 22.4 in2 9.1 in2 22.4 in2 18.2in2 22.4 in2 18.2 in2 i 22.4 in2 18.2in2 22.4 in2 18.2 in2 Zx - in3 153in3 95in3 200 in3 54 in3 200 in3 153in3 200 in3 153in3 200 in3 153in3 200 in3 153in3 rx- in 9.23 in 8.06 in 9.69 in 6.41 in 9.69 in 9.23 in 9.69 in 9.23 in 9.69 in 9.23 in 9.69 in 9.23 in ry- in 1.38 in 1.26 in 1 .92 in 1.17in 1.92 in 1.38 in 1.92 in 1.38 in 1.92 in 1.38 in 1.92 in 1 .38 in A.C* 0.5499 0.6691 0.6302 0.4454 0.5238 0.5842 0.5238 0.5842 0.5238 0.5842 0.5238 0.5842 ^Cy 1.2259 1 .4266 0.8261 1.2200 0.8839 1.3026 0.8839 1.3026 0.8811 1.3026 0.8811 1.3026 (Eqn E2-2) For 26.66 ksi 21.33ksi 37.58 ksi 26.82 ksi 36.05 ksi 24.58 ksi 36.05 ksi 24.58 ksi 36.13 ksi 24.58 ksi 36. 13 ksi 24.58 ksi (Eqn E2-3) Fcr NA NA NA NA NA NA NA NA NA NA NA NA Excel Ref# 49 62 47 85 47 49 47 49 47 49 47 49 HOPE 1301 Third Averiue Suite 300 = ar> Diego, CA 92101 "TEL: (619) 232-4673 PAX: (619) 235-4675 Job No.205016 Date 19-Sep-2005 Page of By FB Project 24 Hour Drag Beam Connection at Column Face W24 drag beam, 2 rows of bolts Check the beam web, shear plate, bolts & weld connection of the frame beam at the column intersection. Based on: 1) Uniform Building Code, 1997 Edition (i.e. "UBC") 2) AISC LRFD Steel Manual 3rd Edition, 2001 (i.e. "AISC LRFD") Input Data Loads Strength Level Seismic Design Forces Axial Force in Beam - H^g = Service Level Gravity Design Forces Dead Load, VDL Live Load, VLL Live Load Factor, f, = Variables determined by the Lateral System Lateral System: fi0 = concrete shear walls (bearing) R = Variables determined by connected sections Beam Beam Web Thickness - tb = Distance - T = 155 kips 30.0 kips 30.0 kips 0.50 2.8 4.5 Bolts Assumptions:1. Slip Critical Bolts, per AISC Specification Section J3.8 2. Class A Surfaces, n = 0.33 (unpainted clean mill scale surfaces on beam web and plate) !A325SC r»l j Standard Bolt Type Bolt Diameter - Dt, ( in )= Bolt Hole Type Hole Diameter - DH = Resistance Factor - <j> = Number of Rows of Bolts - N = Number of Bolts in a Row - TJ = Vertical Bolt Spacing Sy = Horizontal Bolt Spacing Sx = Vertical Edge Distance - e^ = Horizontal Edge Distance - eDh = Horizontal Load Eccentricity - ey= Shear Plate Plate Thickness - tpi = Number of Plates / Number of Slip Planes - NS = Weld 'exx ~ Fillet Weld Thickness -t« = SOksi 65 ksi 3/4 in 1 70 ksi 1/2 in UBC Section 1612.2.1 Beam Web Bolts Shear Plate Weld OK OK OK OK HOPE TEL: (619) 232-4673 FAX: (619) 235-4675 info@hopeengineering.com Job No.205016 Date 19-Sep-2005 By FB Page of Project 24 Hour Dra Beam Connection at Column Face IW24 drag beam, 2 rows of bolts Output Data 1) Drag Connection Design - Strength Level Design Force Seismic Beam Forces Hudrag = a Hdras = 434 kips Gravity Beam Forces Vug max = 1.2 DL + f, LL - 51 kips Vug min = 0.9 DL 27 kips 2) Beam Web Block Shear Rupture A3V = (SX*(N-1 )+eD)*tb*2sides= 6.32 in2 A™ = ( Sx * (N-1 )+ eD- (N-1/2 ) * Dh) * tb * 2 sides = 5.06 in2 Ag, = Sy * { r| -1 ) * tb = 5.93 in2 Ant= (Sy-Dh)*(n-1)*tb= 3.83in2 Use minimum of the following equations i. <|> Rn = 1.0 (0.6 Fy AgV + Fu An,) Governs 438 kips 3. <(, Rn = 1.0 ( 0.6 Fu Anv + Fu Ant) 446 kips 2.<()Rn=1.0(0.6FuAnv+FyA8,) 494 kips Check <(> Rn > RU OK 3) High Strength Bolts N-type Bearing Connection Design Determine Design Force per Bolt using the Elastic Vector Analysis Centroid of Bolt Group - a =1/2" + eDn + ( N-1 ) * Sx / 2 = Vertical Load Eccentricity - ex = abs ( r| -1 - a ) = Design Strength Level Moment on Bolt Group Muy = Vu ex = Mux = Hu ey = Mu = Mux+ Muy = 4) Elastic Vector Analysis Sum of the Horiz Dist from Q,B - £ dx2 = Sum of the Vert Dist from Cbg-I dy2 = 2 * N Sy2' ( Z0' ((11 - 1) / 2 - i f) = where i = ( r| -1 ) / 2 -1 total - dx2 + dy2 = Ry = Vu / ( T] N) = Rx = Hu/(r,N) = = MuSx*((N-1)/2)/(dx 2+dy 2) = mx = MuSy*((n-1)/2)/(d y = Ry +dy 2) = Rmy = ( AISC Eqn J4-3a ) ! AISC Eqn J4-3b ) R 2)"2 = 5) High Strength Bolt N-type Bearing Capacity Bolt Area - Ab = shear strength = 1 .0 Fn Ab = Governs bearing strength = Check (ji rstr > Max Force per Bolt, Ru 5.50 in 0.50 in 26 in k 0 ink 26 ink 108.00 in2 315.00 in2 423.00 in2 4 kips / bolt 36 kips / bolt 0 kips / bolt 0 kips / bolt 4 kips / bolt 37 kips / bolt 36.9 kips / bolt 0.79 in2 37.7 kips 56.6 kips OK HOPE MOPE. E«GSM£r>!i.N8 13 Sa FA W24 drag beam, 01 Third Avenue te 300 n Diego, CA 9210! -• (419) 232-4673 X: (619) 235-4675 o@hopeengineenng.com Job No. Date By Project Drag Beam Connection at Column Face 2 rows of bolts 205016 19-Sep-2005 FB Page of 24 Hour 6) Shear Plate Design - Properties Plate Length - Lp, = 2 * eD+ (t) -1 ) * Sy = Gross Area - Ap, = Lp, tp, = Plastic Section - Zp, = tp, Lp,2 / 4 = Length to Width Ratio - Lp,: tp, Ratio Coefficient - 2.45 * sqrt ( E / Fy) Radius of Gyration - rp] = tp, / sqrt ( 12 ) = 7) Shear Plate Design - Vertical Shear Strength A — A n *' D, * t ='HI '"pi ~ ') *-v) lpi Check Lp, / tp, * 2.45 * sqrt ( E / Fy) Shear Strength - <|>Vn = 1.0 * 0.6 * Fy Ap, = If Lp, / tp, ] 2.45 * sqrt ( E / Fy) & * 3.07 * sqrt ( E / Fy), then the Shear Strength - <t>Vn = 1.0 * 0.6 * Fy Ap, * (2.45 * sqrt ( E / Fy) / ( Lp, / tpl) = 18.00 in 13.50 in2 60.75 in3 24.00 59.00 0.217 in 8.72 in2 YES - Use 405 kips NA Shear Rupture Strength - <(,Vn = 1 .0 * 0.6 * Fu A,, = 340 kips Check $ Vn > Governing Shear Force, Vu OK 8) Shear Plate Design - Horizontal Tensile Strength An = Ap|-ri*Dh*tp,= 8.72in2 Tensile Strength - <pn = 1 .0 * Fy Ag = 675 kips Tensile Rupture Strength - <pn = 1 .0 * Fu An = 567 kips Check <j> Pn > Tensile Force, Hi OK 9) Shear Plate Design - Block Shear Rupture Strength Failure Plane A - L Shaped^ Agu = (Sx*(N-1)+eD)*tpl= 6.00in2 Anv = ( Sx * ( N-1 )+ eD- ( N-1/2 ) * D* ) *tpl = 4.80 in2 Ag,= (Sy*( n-1) + eD)* tp, = 12.38 in2 An, = ( ( Sy- Dh ) * ( TI - 1 ) -t- eD- DH / 2 ) * tp, = 7.99 in2 Use minimum of the following equations 1 . <t> Rn = 1 .0 ( 0.6 Fy AgV + py Ant ) Governs 2. <j, Rn = 1 .0 ( 0.6 Fu A™ +• Fu An, ) Eqn F2-1 ( AISC Eqn F2-1 ) ( AISC Eqn F2-2 ) (AISC Eqn J4-1 ) 3. $ Rn = 1 .0 ( 0.6 Fu Am + Fy Ag, ) Check 4> Rn > Governing Connection Force, Pu F_ailure Plane B - C Shaped AgV = (Sx*(N-1 )+ eD ) * tbpl * 2 sides = Anv = (Sx*(N-1 )+eD-(N-1/2)*Dh)*tpi*2sides= Ag,= Sy*(n-1 )*tpi= Anl= (Sy-Dh)*(l-1)*tpl= . Use minimum of the following equations i . $ Rn = 1 .0 ( 0.6 Fy AgV + Fu An, ) 2.«>Rn = 1.0(0.6FuAnv+FuAnt) 3.l|,Rn=1.0(0.6FuAnv+FyAat) Check <j> Rn > Governing Connection Force, Pu 699 kips 707 kips 806 kips OK Governs 12.00 in2 9.61 in2 11.25in2 7.27in2 832 kips 847 kips 937 kips OK (AISC Eqn D1-1 ) (AISC Eqn D1-2) ( AISC Eqn J4-3a ) (AISC Eqn J4-3b ) (AISC Eqn J4-3a ) (AISC Eqn J4-3b) HOPE ;-!Oi'K' ^Gir^^Ri^G 1301 Third Averiue Suite 300 San O'.ego, CA 9?101 TEL: (619) 232-4673 FAX: (619) 235-4675 Job No. Date 205016 19-Sep-2005 By FB Project Page of 24 Hour 10) Shear Plate Design - Horizontal Compressive Strength Unbraced Length - eDh + 1/2" = 2.50 in Ke0 rl 11 (K=1.20) Fcr =( 0.658'c')Fy = FCT =( 0.877/^2)Fy = <j>c Pn = 1.0 * Fcr Ap, = Check § Pn > Compression Force, Hi 0.1831 49,3 ksi NA 666 kips OK (AISC Eqn E2-2) (AISC Eqn E2-3) 11) Shear Plate Design - Combined Stresses Bending and Tension / Compression Design Moment - Mu = Vu * ( a + ex) + H, ey = Plastic Moment - Mp = 1.0 * Zp, Fv = Check , Hu /'mm <t> Pn + Mu I $ Mp * 1.0 12) Fillet Weld Design - Properties Strength Design Moment - Mu = Vu * ( a + ex) + H, * ey = Unit Area-AW=LW=LP|= Unit Plastic Section - Zw= Lw 2 / 4 = Unit Shear Stress-R, = VU/AW= Unit Tensile Stress -R(=HU/AVV= Unit Flexural Stress - H, = Mu / Zw = Unit Stress - R = sqrt ( R,2 + ( R, + Rb )2) = Unit Weld Strength <)>Rn = 1.0* 0.707 * 0.6 Fexx * 2 * tw = Check <t> Rn > R 306 in k 3038 in k 0.87 OK 306 in k 18.00 in 81.00in2 2.83 kpi 24.11 kpi 3.78 kpi 28.03 kpi 29.69 kpi OK HOPE TEL- (619! 232-4673 FAX. (619) 235-4675 info@hopeengi neenng. £ Job No.205016 Date 11-Jun-2003 By FB Page of Project 24 Hour Drag Beam Connection at Column Face W21 drag beam, 2 rows of bolts Check the beam web, shear plate, bolts & weld connection of the frame beam at the column intersection. Based on: 1) Uniform Building Code, 1997 Edition (i.e. "UBC") 2) AISC LRFD Steel Manual 3rd Edition, 2001 (i.e. "AISC LRFD") Input Data Loads Strength Level Seismic Design Forces Axial Force in Beam - H^ = 120 kips Service Level Gravity Design Forces Dead Load, VDL 25.0 kips Live Load, VLL 25.0 kips Live Load Factor, f, = 0.50 Variables determined by the Lateral System Lateral System: Oo = 2.8 concrete shear walls (bearing) R = 4.5 Variables determined by connected sections Beam W21X44 H Beam Web Thickness - tb = 0.35 in Distance- T= 18.25 in Fy = 50 ksi Fu = 65 ksi Bolts Assumptions: 1. Slip Critical Bolts, per AISC Specification Section J3.8 2. Class A Surfaces, n = 0.33 (unpainted clean mill scale surfaces on beam web and plate) Bolt Type ~A325SC~R Bolt Diameter - Db (in )= Bolt Hole Type [standard Hole Diameter - D), = Resistance Factor - fy = Number of Rows of Bolts - N = Number of Bolts in a Row - T) = Vertical Bolt Spacing Sy = Horizontal Bolt Spacing Sx = Vertical Edge Distance - eDv = Horizontal Edge Distance - eDh = Horizontal Load Eccentricity - ey= Shear Plate Plate Thickness - tw = Number of Plates / Number of Slip Planes - NS = Weld * exx "~ Fillet Weld Thickness -(» = 50 ksi 65 ksi 3/4 in 1 70 ksi 1/2 in UBC Section 1612.2.1 Beam Web Bolts Shear Plate Weld OK OK OK OK HOPE Suite 300 San Diego, CA 9210! TEL- (619) 232 1673 FAX: (619) 235-4675 .-n 'o@hopeengineefin9.com Job No. Date By Project Draq Beam Connection at Column Face 205016 11-Jun-2003 FB Page of 24 Hour W21 drag beam, 2 rows of bolts Output Data 1) Drag Connection Design - Strength Level Design Force Seismic Beam Forces 336 kipsHudra9Hdrag - Gravity Beam Forces Vugmax= 1.2DL + f, LL Vug min = 0.9 DL 2) Beam Web Block Shear Rupture A<3V = (SX*(N-1 )+eD)*tb*2sides = Anv = (Sx * ( N -1 }+ eD - ( N-1/2 ) * D,,) * tb * 2 sides = Ag, = Sy * ( I -I ) * tb = Anl= (Sy-Dh)*(r,-1)Mb = Use minimum of the following equations Governs 3.*Rn=1.0(0.6FllAr,u+FuAnl) 2.«Rn=1.0(0.6FuAnv+FyAgt) Check <(> Rn > Ru 43 kips 23 kips 5.60 in2 4.48 ir>2 4.20 in2 2.71 in2 344 kips 351 kips 385 kips OK 3) High Strength Bolts N-type Bearing Connection Design Determine Design Force per Bolt using the Elastic Vector Analysis Centroid of Bolt Group - a =1/2" + eDh + ( N- 1 ) * Sx / 2 = Vertical Load Eccentricity - ex = abs ( r| - 1 - a ) = Design Strength Level Moment on Bolt Group Muy = Vu ex = Mux = Hu ey = * { £„' (fa - 1) / 2 - i )2 ) = 4) Elastic Vector Analysis Sum of the Horiz Dist from Q^ - £ dx2 = Sum of the Vert Dist from Cbg-£ dy2 = 2 * N Sy: where i = (r\ -1 ) / 2 -1 total - dx2 +• dy2 = Ry = Vu / ( n N) = Rx = Hu / ( n N) = Rmy = MuSx*((N-1 )/2)/(dx2+dy2) = Rmx = MuSy*((il-1 )/2)/(dx2+dy2) = 5) High Strength Bolt N-type Bearing Capacity Bolt Area - Ab = shear strength = 1.0 Fn Ab = Governs bearing strength = Check <j> rstr > Max Force per Bolt, Ru [ AISC Eqn J4-3a ) (AISC Eqn J4-3b ) 5.50 in 1.50 in 64 ink Oink 64 ink 90.00 in2 180.00 in2 270.00 in2 4 kips / bolt 34 kips / bolt 1 kips / bolt 1 kips / bolt 5 kips / bolt 35 kips / bolt 35.4 kips / bolt 0.79 in2 37.7 kips 50.1 kips OK HOPE ;"..j>'fc >;r\!G>NiJiHHr*G 1301 Third Avenue Suite 300 San Diego. CA V2101 FAX: (6191 235-4675 Job No. Date By Project Drag Beam Connection at Column Face 205016 Pa9e 11-Jun-2003 of FB 24 Hour W21 drag beam, 2 rows of bolts 6) Shear Plate Design - Properties Plate Length- Lp, = 2 *eD+ ( 11 - 1 ) * Sy= 15.00 in Gross Area - Ap, = LP, tp, = 11 .25 in2 Plastic Section - Zpl = tp, Lp,2 / 4 = 42. 1 9 in3 Length to Width Ratio - Lp, : tp, 20.00 Ratio Coefficient - 2.45 * sqrt ( E /Fy) 59.00 Radius of Gyration - rp, = tp, / sqrt ( 12 ) = 0.217 in 7) Shear Plate Design - Vertical Shear Strength An = Ap,-T1*Dh*tpl= 7.27 in2 Check LP| / tp, * 2.45 * sqrt ( E / Fy) YES - Use Eqn Shear Strength - <j>Vn = 1 .0 * 0.6 * Fy Apl = 338 kips If Lp, / tp, ] 2.45 * sqrt ( E / Fy ) & * 3.07 * sqrt ( E / Fy), then the Shear Strength - NA <|)Vn = 1.0*0.6*FyAp,*(2.45*sqrt(E/Fy)/(Lp,/tp() = Shear Rupture Strength - <|>Vn = 1 .0 * 0.6 * Fu A,, = 283 kips Check <t> Vn > Governing Shear Force, Vu OK 8) Shear Plate Design - Horizontal Tensile Strength An = Ap, - r, * Dh * tp, = 7.27 in2 Tensile Strength - <|>Pn = 1 .0 * Fy Ag = 563 kips Tensile Rupture Strength - <jPn = 1 .0 * Fu An = 472 kips Check <|> Pn > Tensile Force, H, OK 9) Shear Plate Design - Block Shear Rupture Strength Failure Plane A - L Shaped A9V = (Sx*(N-1)+eD)*tpi= Anv = (Sx*(N-1 )+eD-(N-1/2)*Dh)*tp,= 6.00in2 4.80 in2 10.13 in2 6.54 in2An! = (( Sy - Dh) * (ri -1 ) + e0 - Dh / 2 ) * tpl = Use minimum of the following equations i.(t>Rn = i.O(0.6FyAsv + FuAnl) Governs 605 kips 2. ((. Rn = 1.0 ( 0.6 Fu A,,v + Fu An,) 612 kips 3. ijiRn= 1.0(0.6 FuAnv+FyAgt) 694 kips Check <j> Rn > Governing Connection Force, Pu OK Failure Plane B - C Shaped V = (SX*(N-1 )+eD)*tbpl*2sides= 12.00in2 AnV=(Sx*(N-1 )+eD-(N-1/2)*Dh)"tpi*2sides = 9.61 in2 Ag,= Sy*(ri-1)*tpi= 9.00 in2 Anl= (Sy-Dn)*(n-1)*tpl= . 5.81 in2 Use minimum of the following equations l.(j)Rn=1.0(0.6FyAav + FuAn!) Governs 738 kips 2.ijiRn=1.0(0.6FllAnv+FllAn,) 753 kips 3.^Rn=1.0(0.6FuAn¥+FyAgt) 825 kips Check <(> Rn > Governing Connection Force, Pu OK F2-1 ( AISC Eqn F2-1 ) (AISC Eqn F2-2 ) ( AISC Eqn J4-1 ) (AISC Eqn D1-1 ) (AISCEqnD1-2) (AISC Eqn J4-3a ) (AISC Eqn J4-3b ) (AISC Eqn J4-3a ) { AISC Eqn J4-3b ) HOPE HOPi! £*iGiN£"ERtNC-1301 Third Aveiu.e San Diego. CA 9210; mfo9h<,Peengin«e™9.com Job No. Date By Project 205016 11-Jun-2003 FB 24 Hour Page of 10) Shear Plate Design - Horizontal Compressive Strength Unbraced Length - eDh + 1/2" = 2.50 in KeD (K=1.20)(AISC Eqn E2-4) Fcr=( 0.658 ;~)Fy =;*c2) 2 49.3 ksi (AISC Eqn E2-2) Fcr ={ 0.877 /Ac^)Fy= NA (AISC Eqn E2-3) 4>c Pn = 1.0 * FCT Ap| = 555 kips Check $ Pn > Compression Force, K, OK 11) Shear Plate Design - Combined Stresses Bending and Tension / Compression Design Moment - Mu = Vu * ( a + ex) + HU ey = Plastic Moment - Mp = 1.0 * Zp, Fy = Check , Hu / min <|> Pn + Mu / $ Mp * 1.0 298 in k 2109 in k 0.85 OK 12) Fillet Weld Design - Properties Strength Design Moment - M,, = Vu * ( a + ex) + K, * ey = 298 in k Unit Area - A,, = Lw = Lp, = 15.00 in Unit Plastic Section - Zw= Lw2 / 4 = 56.25 in2 Unit Shear Stress-R, = VU/AW= 2.83 kpi Unit Tensile Stress - R, = Hu / A» = 22.40 kpi Unit Flexural Stress - H, = Mu / Zw = 5.29 kpi Unit Stress - R = sqrt ( R? + ( R, + Rb )2) = 27.83 kpi Unit Weld Strength i|)Rn = 1.0 * 0.707 * 0.6 Fexx * 2 * tw= 29.69 kpi Check $ Rn > R OK HOPE 1301 Third Avenue Suite 300 San Diego, CA 92101 TEL: 1619) 232-4673 FAX: (619) 235-4675 Job No.205016 Date 11-Jun-2003 By FB Page of Project 24 Hour Drag Beam Connection at Column Face W16 drag beam, 2 rows of bolts Check the beam web, shear plate, bolts & weld connection of the frame beam at the column intersection. Based on: 1) Uniform Building Code, 1997 Edition (i.e. "UBC") 2) AISC LRFD Steel Manual 3rd Edition, 2001 (i.e. "AISC LRFD") Input Data Loads Strength Level Seismic Design Forces Axial Force in Beam - H^g = Service Level Gravity Design Forces Dead Load, VOL Live Load, VLL Live Load Factor, f, = Variables determined by the Lateral System Lateral System: Q,, = concrete shear walls (bearing) R = Variables determined by connected sections Beam Beam Web Thickness - tb = Distance - T = 75 kips 20.0 kips 20.0 kips 0.50 2.8 4.5 W16X31 0.28 in 13.63 in 50ksi 65ksi Bolts Assumptions:1. Slip Critical Bolts, per AISC Specification Section J3.8 2. Class A Surfaces, n = 0.33 (unpainted clean mill scale surfaces on beam web and plate) !A325SC~FlBolt Type Bolt Diameter - Db ( in )= Bolt Hole Type j Standard Hole Diameter - Dj, = Resistance Factor - <|> = Number of Rows of Bolts - N = Number of Bolts in a Row - r| = Vertical Bolt Spacing Sy = Horizontal Bolt Spacing Sx = Vertical Edge Distance - 6^ = Horizontal Edge Distance - eDh = Horizontal Load Eccentricity - ey= Shear Plate Plate Thickness -i$ = Number of Plates / Number of Slip Planes - MS = Weld Fexx = Fillet Weld Thickness - tw= SOksi 65ksi 5/8 in 1 70ksi 1/2 in UBC Section 1612.2.1 Beam Web Bolts Shear Plate Weld OK OK OK OK HOP;. ( W16 HOPE ^GtfcSt.t^KT-; 1301 Third Avenue Suite 300 San Diego, CA 9210'! TEL: {619J 232-4673 FAX: (619) 235-467S Job No. Date By Project Draq Beam Connection at Column Face drag beam, 2 rows of bolts 205016 Pa9e 11-Jun-2003 of FB 24 Hour Output Data 1) Drag Connection Design - Strength Level Design Force Seismic Beam Forces 210 kipsHudrag - fio Hdrag - Gravity Beam Forces Vug min = 0.9 DL 2) Beam Web Block Shear Rupture Agv = ( Sx * ( N -1 )+ eD) * tb * 2 sides = Anv = ( Sx * ( N -1 )+ e0 - ( N-1/2 ) * Dn ) * ^ * 2 sides = AB, = Sy * ( r, -1 ) * tb = An,= (Sy-Dh)*(r,-1)*tb = Use minimum of the following equations Governs 3.i(lRn=1.0(0.6FuAnv + FllAnl) 2.*Rn=1.0(0.6FuAnv+FyAgt) Check $ Rn ? Ru 34 kips 18 kips 4.40 in2 3.52 in2 2.48 in2 1.60in2 236 kips 241 kips 261 kips OK 3) High Strength Bolts N-type Bearing Connection Design Determine Design Force per Bolt using the Elastic Vector Analysis Centroid of Bolt Group - a =1/2" + eDh + ( N-1 ) * Sx / 2 = Vertical Load Eccentricity - ex = abs ( r| -1 - a ) = Design Strength Level Moment on Bolt Group Muy = Vu ex = Mux = Hu ey = Mu = Mux + Muy = 4) Elastic Vector Analysis Sum of the Horiz Dist from Ct,9 - £ dx2 = Sum of the Vert Dist from Cbg-£ dy2 = 2 * N Sy2 * ( S0' ( where i = ( n -1 ) / 2 - 1 Ry = Vu / ( n N) = Rx = Hu / ( r) N) = Rmy = MuSx*((N-1 )/2)/(dx: Rmx = MuSy*((n-1)/2)/(dx: Ry = Ry + Rmy = 5) High Strength Bolt N-type Bearing Capacity Bolt Area - Ab = shear strength = 1.0 Fn Ab = Governs bearing strength = Check $ rstr > Max Force per Bolt, Ru (AISC Eqn J4-3a ) ( AISC Eqn J4-3b ) 5.50 in 2.50 in 85 ink Oink 85 ink 72.00 in2 90.00 in2 162.00 in2 4 kips / bolt 26 kips / bolt 2 kips / bolt 2 kips / bolt 6 kips / bolt 29 kips / bolt 29.2 kips / bolt 0.79 in2 37.7 kips 39.4 kips OK MOf'l i \W16 HOPE ^.r^K'K'^ T301 Third Avenue San Diego, CA 92101 FAX: (619) 235-4675 Job No Date By Project Draq Beam Connection at Column Face drag beam, 2 rows of bolts 205016 Page 11-Jun-2003 of FB 24 Hour 12.00 in 7.50 in2 22.50 in3 19-20 59.00 0.180 in 4.84in2 YES - Use Eqn 225 kips NA 6) Shear Plate Design - Properties Plate Length - Lp, = 2 * eo + ( r| - 1 ) * Sy = Gross Area - Ap, = Lp, tp, = Plastic Section - Zp, = tp, Lp,2 / 4 = Length to Width Ratio - Lp,: t,,, Ratio Coefficient - 2.45 * sqrt ( E / Fy) Radius of Gyration - rp, = tpi / sqrt (12 ) = 7) Shear Plate Design - Vertical Shear Strength An = Ap, - ri * Dh * tp, = Check Lp, / tp, * 2.45 * sqrt ( E / Fy) Shear Strength - $Vn - 1.0 * 0.6 * Fy Ap, = If Lp, / tp, ] 2.45 * sqrt ( E / Fy) & * 3.07 * sqrt ( E / Fy), then the Shear Strength - <jiVn = 1.0 * 0.6 * Fy Ap, * (2.45 * sqrt ( E / Fy) / ( Lpl / tpl) = Shear Rupture Strength - j/Vn = 1.0 * 0.6 * Fu An = 189 kips Check 4> Vn > Governing Shear Force, Vu OK 8) Shear Plate Design - Horizontal Tensile Strength An = Ap, - TI * Dh * tp, = 4.84 in2 Tensile Strength - <pn = 1.0 * Fy Ag = 375 kips Tensile Rupture Strength - <jPn = 1.0 * FUA,, = 315 kips Check fy Pn > Tensile Force, K, OK 9) Shear Plate Design - Block Shear Rupture Strength Failure Plane A - L Shaped Agv = (S)<*(N-1 )+eD)*tp,= 5.00in2 Anv = ( Sx * (N-1 )+ eD- ( N-1/2 ) * Dh) * tp, = 4.00 in2 Agt = ( Sy * (n -1 ) + eD )* tp, = 6.56 in2 An, = (( Sy - Dn) * ( TI - 1 ) + eD- Dh / 2 ) * tpi = 4.24 in2 Use minimum of the following equations i. 4> Rn = 1.0 (0.6 Fy AgV + Fu A,,,) Governs 425 kips 2.<|)Rn=1.0(0.6FuAnv + FuAnt) 432 kips 3.l(iRn=1.0(0.6FuAnv-t-FyAg,) _ 484 kips Check <t> Rn > Governing Connection Force, Pu OK Failure Plane B - C Shaped AgV = (Sx*(N-1 )+eD) * tbp, * 2 sides = 10.00in2 Anv = (Sx*(N-1 )+ eD-(N-1/2 )* Dh)* tp|* 2 sides = 8.01 in2 Agl= Sy*(i1-1)*tpi= 5.63 in2 An, = ( Sy - Dh) * ( TT. -1 ) * tpl = . 3.63 in2 Use minimum of the following equations l.*Rn=1.0(0.6FyA8» + Fl,An,) Governs 536 kips 2.4iRn=1.0(0.6FuAnv + FuArt) 548 kips 3.()iRn=1.0(0.6FuAnv+FyAg,) 594 kips Check $ Rn > Governing Connection Force, Pu OK F2-1 ( AISC Eqn F2-1 ) {AISC Eqn F2-2 ) (AISC Eqn J4-1 ) (AISC Eqn D1-1 ) (AISC Eqn D1-2) (AISC Eqn J4-3a ) (AISC Eqn J4-3b ) (AISC Eqn J4-3a ) (AISC Eqn J4-3b ) *> HOPE HOr!E EN:C»SN£t:HiNG 1301 Third Avenue Suite 300 San Diegc, CA 92101 TEL: (619) 232-4673 FAX: (619) 235-467S inla@hopeengmeering.cotT! Job No. Date By Project 205016 11-Jun-2003 FB Page of 24 Hour 10) Shear Plate Design - Horizontal Compressive Strength Unbraced Length - eDh + 1/2" = 2.50 in KeD (K=1.20) rpl n Fcr =( 0.658 '-a ) Fy = FCT =( 0.877 / A/)Fy = 4>cPn = 1.0*FCT Apl = Check (|> Pn > Compression Force, I 0.2198 49.0 ksi NA 367 kips OK (AISC Eqn E2-4)v ' (AISC Eqn E2-2) (AISC Eqn E2-3) 11) Shear Plate Design - Combined Stresses Bending and Tension / Compression Design Moment - Mu = Vu * ( a + ex) + H, ey = Plastic Moment - Mp = 1.0 * Zpi Fy = Check , Hu / min 4> Pn + Mu / ifr Mp * 1.0 12) Fillet Weld Design - Properties Strength Design Moment - H, = Vu * ( a + ex) + H, * ey = Unit Area - A^ = Lw = Lp, = Unit Plastic Section - Zw= Lw 2 / 4 = Unit Shear Stress - R, = Vu / A^ = Unit Tensile Stress - R, = Hu / A,, = Unit Flexural Stress - R> = Mu / Zw = Unit Stress - R = sqrt ( F^2 + ( R, + Rb f) = Unit Weld Strength i|>Rn = 1.0 * 0.707 * 0.6 Fei<x * 2 * tw = Check <|> Rn > R 272 in k 1125 ink 0.91 OK 272 in k 12.00 in 36.00 in2 2.83 kpi 17.50kpi 7.56 kpi 25.22 kpi 29.69 kpi OK JOB HOPE ENGINEERING SHEETNO OF_ 1301 Third Ave., Ste. 300 CALCULATED BY DATE_ San Diego, CA92101 CHECKED BY DATE . f SCALE. of ; \) Fink* U" b M 6 V HOPE Load Combinations RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Date: 10/06/05 11:38:53 LOAD CASE D Lp Ln Rfp Rfn Nl N2 El E2 E3 E4 E4 E5 E6 E7 E8 DEFINITIONS: DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad Ex+ Ey+ E E E E cog X+ X- Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ UBC97_X +E F EQ UBC97 X -E F EQ UBC97 Y +E F EQ_UBC97_Y_-E_F Center of Rigidity EQ UBC97 X +E F + Ex+ EQJJBC97_X_-E_F + Ex+ EQ UBC97 Y +E F + Ey+ EQ UBC97_Y -E F + Ey+ = 1.00 - 1.00 = .22 = .22 = .00 = .00 = .00 = 1.38 = 1.28 CONCRETE COMBINATION CRITERIA: Combination Code: ACI 318-02 Roof Live Load: Reducible Wind reduced by a directionality factor. Use 1.6 instead of 1.3 GENERATED CONCRETE LOAD COMBINATIONS: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 1.400D 1.200 D + 1.600 Lp + 0.500 Rfp 1.200 D + 1.600 Ln + 0.500 Rfn 1.200D+ 1.600Lp 1.200D + 1.600Ln 1.200 D + 0.500 Lp + 1.600 Rfp 1.200 D + 0.500 Ln + 1.600 Rfn 1.200 D + 1.600 Rfp 1.200D+ 1.600 Rfn 1.200 D + 0.500 Lp + 1.000 E5 1.200 D + 0.500 Lp + 1.000 E6 1.200 D + 0.500 Lp + 1.000 E7 1.200 D + 0.500 Lp + 1.000 E8 1.200 D +0.500 Lp- 1.000E5 1.200 D + 0.500 Lp - 1.000 E6 1.200 D + 0.500 Lp - 1.000 E7 1.200 D +0.500 Lp-1.000 E8 1.200 D + 0.500 Ln+1.000 E5 1.200 D + 0.500 Ln + 1.000 E6 1.200 D + 0.500 Ln + 1.000 E7 1.200 D + 0.500 Ln + 1.000 E8 1.200 D + 0.500 Ln - 1.000 E5 HOPE Load Combinations RAM Foundation v9.0 Page 2/4 HOPE Engineering DataBase: 24hr - punched openings Date: 10/06/05 11:38:53 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 * * * * * * * * * * * * * * * * * * * 1 .200 D + 0.500 Ln - 1. 200 D + 0.500 Ln - 1. 200 D + 0.500 Ln - 1.200D+1.000E5 1.200D+ 1.000E6 1 .200 D + 1 .000 E7 1 .200 D + 1 .000 E8 1.200D- 1.000E5 1.200D- 1.000E6 1 .200 D - 1 .000 E7 1 .200 D - 1 .000 E8 0.900 D + 1 .000 E5 0.900 D+l. 000 E6 0.900 D + 1 .000 E7 0.900 D+l. 000 E8 0.900 D - 1 .000 E5 0.900 D - 1 .000 E6 0.900 D - 1 .000 E7 0.900 D - 1 .000 E8 1.000E6 1.000E7 1.000E8 SOIL COMBINATION CRITERIA: Combination Code: UBC 97 Roof Live Load: Reducible Snow Factor Use Full Factor (1.0) on Snow in Combinations with Seismic RhoX Calculated RhoY Calculated 1 /3 Stress Increase on Wind Combinations. 1 /3 Stress Increase on Seismic Combinations. GENERATED SOIL LOAD COMBINATIONS: 42 * l.OOOD 43 * l.OOOD+l.OOOLp+l.OOORfp 44 * l.OOOD + l.OOOLn+l.OOORm 45 * 1.000 D+1.000 Lp 46 * 1.000 D+l.000 Ln 47 * 1.000 D + 1.000 Rfp 48 * l.OOOD + l.OOORfn 49 * 0.750 D +0.535 E5 50 * 0.750 D +0.535 E6 51 * 0.750 D +0.739 E7 52 * 0.750 D +0.687 E8 53 * 0.750 D - 0.535 E5 54 * 0.750 D - 0.535 E6 55 * 0.750 D-0.739 E7 56 * 0.750 D - 0.687 E8 57 * 0.675 D +0.535 E5 HOPE VHLoad Combinations RAM Foundation v9.0 Page 3/4 HOPE Engineering DataBase: 24hr - punched openings Date: 10/06/05 11:38:53 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 0.675 D + 0.535 E6 0.675 D + 0.739 E7 0.675 D + 0.687 E8 0.675 D - 0.535 E5 0.675 D - 0.535 E6 0.675 D - 0.739 E7 0.675 D - 0.687 E8 0.750 D + 0.563 Lp + 0.563 Rfp + 0.402 E5 0.750 D + 0.563 Lp + 0.563 Rfp + 0.402 E6 0.750 D + 0.563 Lp + 0.563 Rfp + 0.555 E7 0.750 D + 0.563 Lp + 0.563 Rfp + 0.516 E8 0.750 D + 0.563 Lp + 0.563 Rfp - 0.402 E5 0.750 D + 0.563 Lp + 0.563 Rfp - 0.402 E6 0.750 D + 0.563 Lp + 0.563 Rfp - 0.555 E7 0.750 D + 0.563 Lp + 0.563 Rfp - 0.516 E8 0.750 D + 0.563 Ln + 0.563 Rfn + 0.402 E5 0.750 D + 0.563 Ln + 0.563 Rfn + 0.402 E6 0.750 D + 0.563 Ln + 0.563 Rfn + 0.555 E7 0.750 D + 0.563 Ln + 0.563 Rfn + 0.5 1 6 E8 0.750 D + 0.563 Ln + 0.563 Rfn - 0.402 E5 0.750 D + 0.563 Ln + 0.563 Rfn - 0.402 E6 0.750 D + 0.563 Ln + 0.563 Rfn - 0.555 E7 0.750 D + 0.563 Ln + 0.563 Rfn - 0.516 E8 0.750 D + 0.563 Rfp + 0.402 E5 0.750 D + 0.563 Rfp + 0.402 E6 0.750 D + 0.563 Rfp + 0.555 E7 0.750 D + 0.563 Rfp + 0.516 E8 0.750 D + 0.563 Rfp - 0.402 E5 0.750 D + 0.563 Rfp - 0.402 E6 0.750 D + 0.563 Rfp - 0.555 E7 0.750 D + 0.563 Rfp - 0.516 E8 0.750 D + 0.563 Rfn + 0.402 E5 0.750 D + 0.563 Rfn + 0.402 E6 0.750 D + 0.563 Rfn + 0.555 E7 0.750 D + 0.563 Rfn + 0.516 E8 0.750 D + 0.563 Rfn - 0.402 E5 0.750 D + 0.563 Rfn - 0.402 E6 0.750 D + 0.563 Rfn - 0.555 E7 0.750 D + 0.563 Rfn - 0.5 1 6 E8 0.750 D + 0.563 Lp + 0.402 E5 0.750 D + 0.563 Lp + 0.402 E6 0.750 D + 0.563 Lp + 0.555 E7 0.750 D + 0.563 Lp + 0.516 E8 0.750 D + 0.563 Lp - 0.402 E5 0.750 D + 0.563 Lp - 0.402 E6 0.750 D + 0.563 Lp - 0.555 E7 HOPE Load Combinations RAM Foundation v9.0 Page 4/4 HOPE Engineering DataBase: 24hr - punched openings Date: 10/06/05 11:38:53 104 * 0.750 D + 0.563 Lp - 0.516 E8 105 * 0.750 D + 0.563 Ln + 0.402 E5 106 * . 0.750 D + 0.563 Ln + 0.402 E6 107 * 0.750 D + 0.563 Ln + 0.555 E7 108 * 0.750 D + 0.563 Ln + 0.516 E8 109 * 0.750 D + 0.563 Ln - 0.402 E5 110 * 0.750 D + 0.563 Ln - 0.402 E6 111 * 0.750 D + 0.563 Ln - 0.555 E7 112 * 0.750 D + 0.563 Ln - 0.516 E8 * = Load combination currently selected to use HOPE Load Case Forces UN'E ARAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Date: 10/03/05 15:30:58 Foundation Number: 50 LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- FOUNDATION LOADS Location Ld Case (0.00, 50.34) to (0.00, D 53.34) 51*4- LP Ln Rfp Rfn E5 E6 E7 E8 (0.00, 53.42) to (0.00, D 60.17) efo-jot ' Lp Ln Rfp Rfn E5 E6 E7 E8 (0.00, 60. 17) to (0.00, D 73.17) ,. ,_, Lp Ln Rfp Rfn E5 E6 RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X^+E_F EQ_UBC97_X_-E_F EQ UBC97_Y_+E_F EQ_UBC97_Y_-E_F - '_U;i:-,,< _-' ,. V. J • -.''-.'_,' "~ —? I ••• • .--It .'_ : •-> p *v 'I ' '•' " + EX++-EX+ ..*'•'- y--v> ^";JH + Ey+ f Ey+ Vmaj Vmin P Mmaj kip 0.64 0.06 -0.00 0.06 0.00 1.85 0.49 20.65 25.46 -1.89 -1.39 -0.00 -0.05 0.02 12.05 3.19 135.38 166.81 -0.17 -0.50 -0.00 -0.09 0.02 15.98 4.61 kip _kijL_i kip-ft 0.00 r33T02 0.00 5.96 0.00 -0.00 4.94 0.39 -0.00 0.00 2.37 1 0.43 0.00 .JLQOJ 0.02 0.00 ' 7.48 15.38 0.00 3.78 4.22 0.00 84.88 171.65 0.00 198.10.L-.'- — — •—•"••" 0.00 {115.44 0.00 27.55 0.00 0.00 0.00 4.91 0.00 -0.03 [2LL25J -14.77 -11.70 -0.00 -1.18 0.16 0.00 -44.92 114.29 0.00 -22.67 34.49 0.00 -489.11 1276.22 0.00 -568.49 0.00 130.40 0.00 27.80 0.00 -0.00 0.00 3.41 0.00 0.00 j 1559.57] -8.40 -11.12 -0.00 -3.79 0.23 0.00 0.00 195.95 0.00 0.00 71.40 Mm in kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 2/2 Date: 10/03/05 15:30:58 Location (0.00, 73. 17) to (0.00, 79.92) "7^.54-5 Ld Case E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 . ES Vmaj 175.99 216.37 1.42 0.42 -0.00 -0.05 0.02 12.05 3.19 135.12 166.55 Vmin P Mmaj 0.00 -0.10 2153.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 j_-(n£ " ~_2596T5j ~T06.7(T 7.96 18.65 -0.00 0.99 0.03 44.92 0.71 -0.00 -1.12 0.16 114.30 0.00 22.67 34.50 0.00 0.00 489.21 568.59 1 274.44 [1557.81 I Mmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Date: 10/03/05 15:30:58 Foundation Number: 51 LOAD CASE DEFINITIONS: D Lp Ln Rfp Rfn E5 E6 E7 E8 Dead Load PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- ' Y+ Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_ EQ_UBC97_X_-E_ F + Ex+ F + Ex+ EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ FOUNDATION LOADS Location Ld Case (0.00, 0 3.00) (0.08, 0. (0.00, 1 1 15.67) 00) to (0.00, D i-S Lp Ln Rfp Rfn E5 E6 E7 E8 00) D 0 Lp Ln Rfp Rfn E5 E6 E7 E8 .00) to (0.00, D 1333^ Lp Ln Rfp Rfn E5 E6 E7 Vmaj kip -0.73 -0.34 -0.00 -0.01 0.00 1.85 0.49 20.66 25.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.17 -0.31 -0.00 -0.01 0.00 3.35 0.96 36.03 Yin in F Mmaj kip kip kip-ft 0.00 f3(X 0.00 6. 0.00 0. 0.00 1. 0.00 -0. 0.00 -7. 99 { -5.73 04 -2.68 00 -0.00 05 -0.12 00 0.02 49 15.42 0.00 -3.79 4.24 0.00 -87. 0.00 -100. -15.51 31. -5.16 11. -0.00 0. -0.79 1. -0.00 0. 16.79 -99. 16.99 -101. 0.92 3. 0.20 [Ta 23 171.80 46] [211.48] 26 0.00 95 0.00 00 0.00 37 0.00 00 0.00 55 0.00 51 0.00 37 0.00m S] 0.00 R5j3~l -1.51 1 0.00 9. 0.00 | 0. 0.00 1. o.oo L^CL i 50 -2.53 00 -0.00 04 -0.17 OPJ 0.04 0.00 -0.00 28.83 0.00 -0.00 8.71 0.00 0.07 310.59 Mm in kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 2/2 Date: 10/03/05 15:30:58 Location (0.00, 23.67) to (0.00, 26.67) 29. H (0.00. 26.75) to (0.00. 29.67) , *-^ . £+ ' (0.00, 37.67) to (0.00, 42.34) ^0.009 Ld Case E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 Vmaj 44.51 0.48 -0.03 -0.00 -0.00 0.00 1.85 0.49 20.55 25.38 -0.63 -0.25 -0.00 -0.02 0.00 1.80 0.48 20.36 25.06 0.18 -0.15 -0.00 0.16 0.00 3.33 0.95 36.44 44.88 Vmin P 0.00 [0.07^ 0.00 ~3O2b~ 0.00 5.66 0.00 -0.00 0.00 0.27 o.oo 1 o.oo 0.00 7.50 MmgL Mmin [382.02 1 0.00 3.65 0.00 -0.31 0.00 -0.00 0.00 -0.05 0.00 0.02 0.00 15.43 0.00 0.00 3.79 4.24 0.00 0.00 87.15 170.95 0.00 0.00 100.39 o.oo r5T??j 0.00 | 7.08 0.00 j 0.00 0.00 3.80 0.00 -0.00 HlMl °-00 -4.99 0.00 -2.03 0.00 -0.00 0.00 -0.19 0.00 0.02 0.00 0.00 -7.38 14.98 0.00 0.00 -3.73 4.11 0.00 0.00 -83.87 168.82 0.00 0.00 GEOE) 0.00 i 55.38 0.00 10.85 0.00 0.00 0.00 j 4.98 0.00 j -0.00 s J207.40) 0.00 | 1.13 0.00 -1.40 0.00 -0.00 0.00 1.13 0.00 0.04 0.00 0.00 -0.10 28.66 0.00 0.00 -0.05 8.64 0.00 0.00 -1.01 313.63 0.00 0.00 GlL-18] 384.75 j 0.00 Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Date: 10/03/05 17:22:43 Foundation Number: 37 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Ln NegLiveLoad RAMUSER Rfp PosRoofLiveLoad RAMUSER Rfn NegRoofLiveLoad RAMUSER FORCES Forces on Gravity Members from RAM Steel. FOUNDATION LOADS Location Ld Case (A - 88.50)D Lp Ln Rfp Rfii Vmaj kip 0.00 0.00 0.00 0.00 0.00 Vmin kip 0.00 0.00 0.00 0.00 0.00 p kipr— !*__ 2.60 0.00 0.00 2.26 0.00 Mmaj kip-ft 0.00 0.00 0.00 0.00 0.00 Mmin kip-ft 0.00 0.00 0.00 0.00 0.00 t- Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Date: 10/03/05 17:22:43 Foundation Number: 29 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Ln NegLiveLoad RAMUSER Rfp PosRoofLiveLoad RAMUSER Rfn NegRoofLiveLoad RAMUSER FORCES Forces on Gravity Members from RAM Steel. FOUNDATION LOADS Location (A. 1-1.5) Ld Case D Lp Ln Rfp Rfn Vmaj kip 0.00 0.00 0.00 0.00 0.00 Vmin kip 0.00 0.00 0.00 0.00 0.00 K/A p kip 12.07 5.03 0.00 1.41 -0.75 Mmaj kip-ft 0.00 0.00 0.00 0.00 0.00 Mmin kip-ft 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Date: 10/03/05 15:30:58 Foundation Number: 48 LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ E8 Y- RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ UBC97_X_+E_F - EQ UBC97_X_-E_F 4 EQ UBC97 Y +E F- EQ UBC97_Y_-EJM +-EX+ -EX+ f Ey+ -Ey+ FORCES Forces on Gravity Members from RAM Steel. FOUNDATION LOADS Location (G-2) 0 (194.00, 66.00) to (194.00,69.25) (194.00, 69.25) to (194.00, 79.25) Ld Case D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D LP Ln Rfp Rfn E5 Vmaj kip 0.05 0.03 0.00 0.00 0.00 -0.03 -0.00 1.28 1.18 1.79 2.33 0.00 0.22 0.01 -1.07 -0.11 44.60 41.20 5.34 6.60 0.00 0.70 0.04 -3.55 Vmin P Mmaj k*P kip kip-ft 0.01 P85.98 j 0.20 0.00 | 26.77 0.14 0.00 0.00 0.00 -0.00 4.07 -0.06 0.00 0.02 0.00 -0.42 9.38 -0.34 -0.42 5.01 -0.08 -0.03 1h258lJl [T2.73) -0.05 -242.52 11.80 0.00 0.00 0.00 0.00 43.90] 13.62 26.33 -0.00 3.42 0.00 L±P_-04 17.80 0.00 1.70 0.10 0.00 4.33 -8.91 0.00 2.30 -1.09 0.00 [-119.68j [36T22] 0.00 -112.44 337.53 0.00 0.00 0.00 0.00 0.00 118.07 61.41 -0.00 8.56 -0.19 22.28 29.50 0.00 3.27 0.24 0.00 6.03 -37.03 Mmin kip-ft 0.13 0.02 0.00 0.00 -0.00 -7.58 -7.48 -0.27 -0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings V \ > Page 2/3 Date: 10/03/05 15:30:58 Location Ld Case E6 E7 E8 Vmaj -0.49 142.87 132.02 Vmin 0.00 0.00 0.00 p 3.09 flTSls] -162.61 Mmaj -8.63 pTsTTjz] 1274.40 Mmin 0.00 0.00 0.00 (194.00, 79.25) to (194.00,85.00) (194.00,85.00)to (194.00,95.00) (194.00, 95.00) to (194.00,99.92) (195.00-1) 34- D D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfh E5 E6 E7 2.83 4.60 0.00 0.86 -0.03 -4.95 -1.42 171.53 158.99 1.59 2.81 0.00 0.58 -0.02 -3.14 -0.71 121.25 112.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.98 ) 22.62 i 0.00 3.56 21.93 t -0.1 5J 0.00 2.98 0.11 -1.11 -20.49 -0.72 -4.70 HIj ! 759.86] 23.11 703.85 ! 81.731 j 20.38 0.00 3.57 , -0.231 11.20 8.49 0.00 4.13 -0.12 -7.69 -44.75 -4.12 -13.78 213.621 i 1532.731 200.85 1422.73 56.12 3.45 0.00 0.92 ^-0.13 10.34 19.41 0.00 4.14 -0.14 -10.94 -26.69 -5.57 -6.44 J3L2.80[ ,1013.631 293.62 941.82 5.49 0.05 0.00 4.75, -0.02 0.00 0.00 .OOOj 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings F \S Page 3/3 Date: 10/03/05 15:30:58 Location (194.00, 100.00) Ld Case E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 Vmaj 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmin 0.00 _ -2.79 P 0.00 44.10 16.31 -0.00 2.00 0.00 59.17 57.59^ '4.09) 9.70 Mmaj 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces JRAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Date: 09/27/05 15:25:53 Foundation Number: 49 LOAD CASE D Lp Ln Rfp Rfn E5 E6 E7 E8 DEFINITIONS: DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad X+ X- Y+ Y- FOUNDATION LOADS Location (259.00, 0 PICK Ld Case .00) => 0 D LP Ln Rfp Rfn WORST —x E5CASE \^E6 (258.92, 0 >.•. *~- I \ A A ;.,' \ \\ } '< \ V '•• ~. c' •• U-Wll > •,-•' (259.00, 0. (259.00, 3. E7 J58 00) ^ o D Lp W Ln &J>3? Rfp ! Rfn E5 E6 E7 E8 08) to D 00) * l.B Lp Ln Rfp Rfn E5 E6 E7 E8 RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ UBC97 X +E F EQ UBC97_X -E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F IGNORE + EX++ EX+ + Ey+ + Ey+ Vmaj Vmin kip 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.55 -1.10 0.00 -0.15 0.00 -3.26 -1.01 42.25 34.29 ' - * ' P Mmaj kip kip kip-ft 0.00 0 0.00 0 0.00 0 00 0.00 00 0.00 00 0.00 0.00 0.00 0.00 0.00 0 0.00 0 0.00 0 0.00 0 00 0.00 00 0.00 00 0.00 00 0.00 0.00 0.00 0.00 16.27 32 4.98 12 -0.00 -0 0.87 1 -0.00 -0 18.38 115 16 0.00 11 0.00 00 0.00 74 0.00 00 0.00 99 0.00 18.59 118.29 0.00 1.15 -4.10 0.00 0.39 -12. 0.00 22. 0.00 3. 0.00 -0. 0.00 0. 0.00 0. 26 0.00 24 -4.50 64 -8.77 00 0.00 57 -1.17 00 0.00 0.00 9.18 -26.45 0.00 4.41 -8.30 0.00 -112. 0.00 -95. 77 , 342.96] 73 278.49 1!!^ Mmin kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings V \V Page 2/3 Date: 09/27/05 15:25:53 Location (259.00, 3.00) to (259.00, 11. 00) ^7- (259.00. 11. 00) to (259.00, 14.00)^12.5 (259.00, 14.00) to (259.00, 22.00) * is (259.00, 22.00) to Ld Case D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Vmaj -2.12 -3.45 0.00 -0.52 0.00 -9.72 -3.19 124.25 101.03 -1.18 -1.52 0.00 -0.22 0.00 -3.74 -1.21 48.12 39.12 -4.47 -4.99 0.00 -0.76 0.00 -10.45 -3.42 133.72 108.76 -3.44 Vmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (259.00, 27.50) ^ 24.15 Lp Ln Rfp Rfh E5 E6 E7 E8 -3.62 0.00 -0.47 0.00 -6.15 -1.73 81.16 65.47 0.00 0.00 0.00 0.00 0.00 p 59.76 11.46 -0.00 2.24 0.00 17.33 Mmaj 1 -17.82 -26.01 0.00 -3.47 0.01 -84.77 8.48 -28.68 1LLMJ 179.92 22.25 5.04 -0.00 1.13 0.00 3.72 1081.73 882.42 -9.39 -12.03 0.00 -1.73 0.00 -30.28 1.90 -9.84 _44j56j -38.17 61.84 17.36 -0.00 4.07 0.00 3.42 1389.21 316.59 -32.83 -35.90 0.00 -4.98 0.01 -89.44 1.94 -30.19 Mmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -38.57] 1142.381 0.00 -33.29 45.47 15.77 0.00 3.72 -0.00 -3.83 0.00 -1.75 o.oo 51511 0.00 41.14 931.87 -26.28 -27.50 0.00 -3.45 0.01 -51.91 -15.23 681.05 550.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings F n Page 3/3 Date: 09/27/05 15:25:53 Location (259.00, 27.50) to (259.00, 34.00) *3o.T (259.00-34.00)434 Ld Case D n Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 Vmaj -3.93 -4.39 0.00 -0.48 0.00 -6.71 -1.72 89.82 72.14 -0.06 -0.03 0.00 -0.01 0.00 -0.10 -0.02 1.29 1.03 Vmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 -0.00 0.00 0.00 0.00 -0.42 -0.42 0.01 0.02 p 57.18 23.02 0.00 5.22 -0.00_ -12.95 -6.45 156.57 133.40 56.01 11.88 0.00 4.28 -0.00 -16.87 -8.52 Mmaj -29.58 -32.59 0.00 -3.42 0.01 -58.66 -16.42 777.37 627.44 -0.38 -0.20 0.00 -0.03 0.00 -0.95 -0.29 , 202.37 { UJL£7 172.57 10.13 Mmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.12 0.02 0.00 0.00 0.00 -7.41 -7.44 0.08 0.19 Mt Wall Group Force Summary I W%I"^r™ RAM Frame v9.0 HT jf^t HOPE Engineering • IV^I b DataBase: 24hr - punched Building Code: UBC1 Level: 2nd WallGrp.tf 1 2 ^> 4 5 LdC D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 P kips 110.51 21.20 0.00 2.37 0.00 0.00 0.00 0.00 0.00 123.08 23.89 0.00 11.15 -0.00 0.00 0.00 0.00 -0.00 352.60 74.00 0.00 9.31 0.00 0.00 -0.00 0.00 0.00 72.63 8.89 0.00 1.39 -0.07 0.00 0.00 0.00 0.00 72.41 36.55 0.00 5.44 -0.47 0.00 0.00 Mmajor kip-ft -12.95 -9.98 -0.00 -9.54 0.20 237.08 106.82 2717.16 3181.19 -29.49 -18.43 -0.00 -16.50 0.20 234.67 105.67 2647.94 3107.48 -100.92 -109.98 -0.00 -44.84 1.12 1311.69 588.20 14364.96 16942.25 -5.12 -5.23 -0.00 1.41 0.13 136.43 133.72 10.02 19.59 5.67 9.89 -0.00 -2.30 -0.76 17.43 4.83 openings Mminor kip-ft 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -o.oo -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 Vmajor kips -0.43 -0.67 -0.00 -0.02 0.01 7.06 1.95 77.25 95.38 0.19 -0.35 -0.00 0.20 0.01 6.98 1.92 77.45 95.40 -0.64 -1.47 -0.00 -0.19 0.06 40.08 10.99 446.49 549.73 -0.58 -0.68 -0.00 0.20 0.02 9.33 9.13 1.09 1.80 0.97 1.60 -0.00 -0.30 -0.11 1.12 0.13 Vminor kips 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 Page 15/21 10/03/05 10:40:18 Torsion kip-ft -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 Wall Group Force Summary Vn v Q\ * i 1 ijT^ypHf"1"11 RAM Frame v9.0 •" H Ji"^l* HOPE Engineering ' •^^1 •• DataBase: 24hr - punched Building Code: UBC1 WallGrp.tf 6 7 8 V4 woAil qrtcu*' sswoteU ^•ftuMilsJtipn tes 11 12 LdC E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfh E5 E6 E7 E8 D Lp Ln Rfp Rfh E5 E6 P 0.00 0.00 442.33 160.95 -0.00 24.09 -0.79 -0.00 -0.00 0.00 0.00 25.77 7.59 0.00 0.11 0.00 0.00 0.00 0.00 0.00 J324J6J TEII 0.00 [_2 L23.J 0.00 0.00 J^.ooBLQO] 0.00 82.83 36.91 -0.36 2.22 -0.00 0.00 0.00 0.00 0.00 114.32 72.66 -2.47 11.00 0.00 0.00 0.00 Mmajor 242.10 286.82 -1846.71 -1149.21 0.00 -150.02 0.39 -628.07 -290.96 18799.46 17598.10 3.22 0.94 0.00 0.66 0.01 -6.76 1.26 171.04 142.70 634.61 224.96 0.00 99.76 -0.17 -1165.58 -515.62 QSSzZLzj 12102.22 -4.45 42.70 -4.70 -5.49 0.00 0.00 0.00 762.15 762.15 -2.46 40.95 -11.02 -10.66 0.00 0.00 0.00 openings Mminor -0.00 -0.00 0.13 0.02 0.00 0.00 -0.00 -7.58 -7.48 -0.27 -0.60 0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 0.12 0.01 0.00 0.00 0.00 -7.41 -7.44 0.08 0.19 0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 Vmajor 15.36 18.87 14.93 19.61 0.00 2.80 0.02 -15.14 -3.23 571.84 529.63 0.72 0.36 0.00 0.11 0.00 0.04 0.56 7.66 5.84 -15.75 -19.10 0.00 -2.60 0.01 -40.12 -12.31 520.60 421.84 -3.38 -0.44 -0.06 -0.44 0.00 0.00 0.00 34.93 34.93 0.22 0.77 0.27 0.24 0.00 0.00 0.00 Vminor -0.00 -0.00 0.01 0.00 0.00 0.00 0.00 -0.42 -0.42 -0.03 -0.05 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.01 -0.00 0.00 0.00 0.00 -0.42 -0.42 0.01 0.02 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 Page 16/21 10/03/05 10:40:18 Torsion -0.00 -0.00 -0.17 -0.01 -0.00 -0.01 -0.00 7.21 7.13 0.47 0.74 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.12 -0.01 0.00 0.00 0.00 -6.63 -6.65 0.12 0.17 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Date: 10/03/05 15:30:58 Foundation Number: 1 LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad E5 X+ E6 X- E7 Y+ • E8 Y- FOUNDATION LOADS Location Ld C;>; e / (35.58, 100.00) to D v (43.50, 100.00) 4 Lp Ln Rfp Rfn E5 E6 E7 E8 ,/ (35.50, 100.00) D /') Lp Ln Rfp Rfn E5 E6 E7 E8 (56.50, 100.00) to D (64.50, 100.00) *! ') u, Lp Ln Rfp Rfn E5 E6 E7 RAMUSER RAMUSER i;r- • : - :\ • • RAMUSER " RAMUSER RAMUSER EQ UBC97 X +E F + Ex+ EQ UBC97 X_-E_F + Ex+ EQ_UBC97_Y_+E_F + Ey+ EQ_UBC97_Y_-E_F + Ey+ Vmaj kip -6.66 -3.42 -0.00 -0.26 0.00 33.97 33.09 3.46 6.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.82 2.79 -0.00 0.06 0.00 33.89 33.01 3.52 Vsnin kip 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -16.07 -7.55 -0.00 -1.39 0.05 0.56 0.06 7.68 9.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P k'Rfso.34 ; '28.30 0.00 ;'3"78"-; -0.00 ) -21.45 " -20.85 -0.50 -2.63 37.01 19.69 • -0.00 :2.39; -0.34 2.49 0.69 34.59 40.97 86.22 : "3335 I -O.QQ ! 4.38 ; 0.00 121.45 20.85 0.50 Mtiuij kip-ft -44.92 -22.89 -0.00 -1.74 0.01 382.38 372.29 30.25 66.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.66 16.98 -0.00 0.28 0.01 385.82^ 375.58 30.78 Mmm kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 2/4 Date: 10/03/05 15:30:58 Location Ld Case E8 Vmaj 6.63 Vmin 0.00 p 2.63 Mmaj 67.08 Mmin 0.00 (64.58, 100.00) to (69.75, 100.00) (77.75, 100.00) to (84.75, 100.00) (92.75, 100.00) to (98.00, 100.00) (98.08, 100.00) to (103.25, 100.00) D D D D -1.37 1.93 -1.04 0.00 64.32 0.00 0.00 56.52 0.00 69.04 -10.63 13.48 -8.22 0.00 Lp Ln Rfp Rfn E5 E6 E7 E8 -0.24 -0.00 -0.04 0.00 30.46 29.55 2.87 6.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.66 0.00 3.39 -0.00 V -118.73 "-"116.14 -0.25 -9.51 -2.00 -0.00 -0.31 0.00 268.94 ';' 261.00 23.30 51.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lp Ln Rfp Rfn E5 E6 E7 E8 0.44 -0.00 -0.01 0.00 50.26 48.72 4.34 9.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 [37.05 000. : 4.44 -0.00 -0.41 -0.39 -0.01 -0.07 2.36 -0.00 -0.13 0.01 453.70 440.14 34.92 83.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lp Ln Rfp Rfn E5 E6 E7 E8 1.52 -0.00 0.03 0.00 30.62 29.70 2.92 6.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.32 -0.00 3.05 0.00\ i 1 19,14 T16.53 0.26 9.57 10.85 -0.00 0.22 0.00 271.64: 263.58 23.70 52.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lp Ln Rfp Rfn E5 E6 E7 E8 0.11 -0.00 -0.06 0.00 30.52 29.60 2.87 6.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 32.81 0.00 3.88 -0.00 1-115.68-m.\\ -0.30 -9.49 0.57 -0.00 -0.49 0.00 269.34 261.41 23.30 51.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE Load Case Forces RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings Page 3/4 Date: 30/03/05 15:30:58 Location (111.25, 100.00) to (118.25, 100.00) (126.25. 100.00) to (131.50, 100.00) ^ " ^ •• , £*V (131.58, 100.00) to (136.75, 100.00) - : •*> ""1 (144.75, 100.00) to (151.75, 100.00) \\ / ; l~",} Ld Case D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 Vmaj -1.17 -0.53 -0.00 -0.08 0.00 50.98 49.42 4.33 9.83 -0.70 - ! .00 -0.00 -0.05 0.00 30.90 29.98 2.92 6.20 -3.02 -1.79 -0.00 -0.13 0.00 30.33 29.42 2.88 6.11 -2.29 -1.54 -0.00 -0.16 0.00 50.60 49.05 4.34 9.83 Vmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p 95.94 44.68 0.00 5.44 -0.00 -0.70 -0.68 -0.00 -0.07 71.62 34.93 -0.00 4.27 0.00 116.38 113.79 0.30 9.56 54.47 19.69 0.00 2.70 -0.00 -117.09 -114,50 -0.26 -9.50 87.00 36.94 0.00 4.40 -0.00 -0.98 -0.96 0.00 -0.07 Mmaj -9.37 -4.17 -0.00 -0.63 0.01 458.52 444.93 34.85 83.09 -5.70 -7.57 -0.00 -0.42 0.00 273.68 265.60 23.66 52.30 -22.75 -13.34 -0.00 -0.99 0.00 267.98 260.06 23.33 51.45 -16.99 -11.07 -0.00 -1.13 0.01 455.95 442.38 34.92 83.06 Mmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 !J.OO 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Case Forces F RAM Foundation v9.0 HOPE Engineering DataBase: 24hr - punched openings 4/4 Date: 10/03/05 15:30:58 Location (159.75, 100.00) to (165.00, 100.00) .. 1 Ld Case D Lp Ln Rfp Rfn E5 E6 E7 E8 Vmaj -0.41 -0.69 -0.00 -0.07 0.00 30.91 29.99 2.92 6.20 Vmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p 65.96 29.82 -0.00 3.72 0.00 118.07 115.46 0.26 9.57 Mmaj -3.58 -5.29 -0.00 -0.53 0.00 273.76 265.69 23.67 52.30 Mmin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (165.08, 100.00) to (173.00, 100.00) (194.00,99.92) (186.00, 100.00) to (194.00, 100.00) D D -6.16 5.37 0.00 83.43 0.00 80.16 -41.74 32.21 0.00 Lp Ln Rfp Rfn E5 E6 E7 E8 D Lp Ln Rfp Rfn E5 E6 E7 E8 -3.18 -0.00 -0.14 0.00 32.93 32.06 3.47 6.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -17.46 0.28 -0.00 -0.01 0.03 1.99 1.45 -41.10 -39.16 30.90 0.00 4.04 -0.00 -21.57 -20.98 -0.50 -2.63 30.16 5.67 0.00 1.30 -0.09 -10.89 -4.09 362.42 338.23 -21.37 -0.00 -1.01 0.01 375.69 365.62 30.33 66.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lp Ln Rfp Rfn E5 E6 E7 E8 3.09 -0.00 0.18 0.00 34.09 33.20 3.51 6.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27.89 -0.00 3.74 0.00 21.57 20.98 0.50 2.63 18.90 -0.00 1.06 0.01 387.07 376.81 30.71 67.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA92101 ,nP SHEETNO CALCULATED BY . CHECKED BY SCALE OF DATE DATE 0.: . UOAi> OUTPUT ;W^ UCE& CH WHICH f POM f {p 0.^02 SAFE vS.0.1 File; LINE A 8X5X2.5^2.5 Kip-in Onits PAGE 1 October 6,2005 14:51 AREA OBJECT DATA AREA JNT-1 JNT-2 JNT-3 JNT-4 SECTION SUPPORT X-STRIP Y-STRIP AREA 22543 GB6 SOIL1 NO NO 97920.000 CSX1 12 13 14 15 YES NO 19008.000 CSX2 16 17 18 19 YES NO 28512.000 CSX3 20 21 22 23 YES NO 28512.000 CSX4 24 25 26 27 YES NO 14688.000 CSY1 28 29 30 31 NO YES 22140.000 CSY2 32 33 34 35 NO YES 44280.000 CSY3 36 37 38 39 NO YES 22140.000 MSX1 15 14 17 16 YES NO 29376.000 MSX2 19 18 21 20 YES NO 27648.000 MSX3 23 22 25 24 YES NO 29376.000 MSY1 29 32 35 30 NO YES 44280.000 MSY2 33 36 39 34 NO YES 44280.000 SAFE v8.0.1 File: LINE A 8X5X2.5_2.5 Kip-in Units PAGE 2 October 6,2005 14:51 LINE OBJECT DATA LINE JNT-1 JNT-2 SECTION SUPPORT RELEASES LENGTH 176 0 36.000 389 0 378.000 5 10 11 0 312.000 SAFE vS.0.1 File: LINE A 8X5X2.5_2.5 October 6,2005 14:51 Kip-in Units PAGE 3 POINT POINT J E C T GLOBAL-X DATA GLOBAL-Y SUPPORTSPRING RESTRAINT RES DIM X RES DIM Y 2 3 4 5 6 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 25 27 28 29 30 31 32 33 34 35 36 37 38 39 86 87 88 89 90 91 92 93 94 95 -48.000 -48.000 48.000 48.000 0.000 0.000 0.000 -0.000 0.000 0.000 -72.000 72.000 72.000 -72.000 -72.000 72.000 72.000 -72.000 -72.000 72.000 72.000 -72.000 -72.000 72.000 72.000 -72.000 -72.000 -54.000 -54.000 -72.000 -18.000 18.000 18.000 -18.000 54.000 72.000 72.000 54.000 0.000 0.000 0.000 0.000 0.000 0.960 0.000 0.000 0.000 0.000 -30.000 990.000 990.000 -30.000 36.000 0.000 132.000 510.000 648.000 960.000 -30.000 -30.000 102.000 102.000 306.000 306.000 504 . 000 504 .000 696.000 696.000 894.000 • 894.000 1098.000 1098.000 1200.000 1200.000 -30.000 -30.000 1200.000 1200.000 -30.000 -30.000 1200.000 1200.000 -30.000 -30.000 1200.000 1200.000 622.080 681.540 800.040 918.540 18.000 0.000 160.020 302.040 338.520 480.060 SAFE vS.0.1 File: LINE A 8X5X2.5_2.5 Kip-in Units PAGE 4 October 6,2005 14:51 POINT LOADS Load Case D POINT VERTICAL MOMENT-X MOMENT-Y 86 33.02 0.000 0.000 87 115.44 0.000 0.000 88 130.40 0.000 0.000 89 106.76 0.000 0.000 90 30.99 0.000 0.000 91 31.26 0.000 0.000 92 49.33 0.000 0.000 93 30.20 0.000 0.000 94 34.68 0.000 0.000 95 55.38 0.000 0.000 SAFE ve.o.i File: LINE A 8x5x2.5^2.5 Kip-in units PAGE 5 October 6,2005 14:51 POINT LOADS Load Case LP POINT VERTICAL MOMENT-X MOMENT-Y 86 87 88 89 90 91 92 93 94 95 5. 27. 27. 18. 6. 11. 9. 5. 7. 10. 96 55 80 .65 ,04 ,95 50 ,66 ,08 .85 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 000 .000 .000 .000 .000 .000 ,000 .000 ,000 .000 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 000 000 ,000 .000 ,000 ,000 000 000 000 000 SAFE vS.0.1 File: LINE A 8X5X2 . 5_2 . 5 Kip-in Units PAGE 6 October 6,2005 14:51 POINT LOADS Load Case RFP POINT 86 87 88 89 90 91 92 93 94 95 VERTICAL 2.37 4.91 3.41 0.99 1.05 1.37 1.04 0.27 3.80 4.98 MOMENT-X 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 MOMENT-Y 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SAFE vS.0.1 File: LINE A 8X5X2 . 5_2 . 5 Kip-in Units PAGE 7 October 6,2005 14:51 POINT POINT 86 87 88 89 90 91 92 93 94 95 L 0 A D S VERTICAL 98. -568. -0. 568. -100. 10. 0. 100. -96. -1. .10 .49 .10 .59 46 35 .07 .39 .91 .18 Load Case MOMENT-X 2535. 18714 31153 18693. 2537. 0. 4584. 2527. 2488. 4617. .000 .840 .800 .720 .760 .000 .240 .680 .800 .000 MOMENT-Y 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SAFE vS.0.1 File: LINE A 8X5X2.5_2.5 Kip-in Units PAGE 8 October 6,2005 14:51 STATIC LOAD CASES STATIC CASE CASE TYPE SELF WT DEFLECTION FACTOR FACTOR D LP RFP E DEAD LIVE LIVE QUAKE 1.0000 0.0000 0.0000 0.0000 3,0000 1.0000 1.0000 1.0000 SAFE v8. 0.1 File: October 6,2005 14: LOAD COMB COMBO CASE COMB1 D COMB2 D LP COMB3 D RFP LP COMB4 D RFP LP COMBS D E COMB 6 D • E COMB 7 D E COMBS D E SOIL1 D SOIL2 D LP RFP SOIL3 D E SOIL4 D E SOIL5 D E SOIL6 D E SOIL7 D E LP RFP SOILS D E LP RFP LINE A 8X5X2.5 2.5 Kip- :51 I N A T I TYPE DEAD DEAD LIVE DEAD LIVE LIVE DEAD LIVE LIVE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD DEAD LIVE LIVE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE LIVE LIVE DEAD QUAKE LIVE LIVE ON DATA FACTOR 1.400 1.400 1.700 1.200 0.500 1.600 1.200 1.600 0.500 1.200 1.000 1.200 -1.000 0.900 1.000 0.900 -1.000 1.000 1.000 1.000 1.000 0.750 0. 687 0.750 -0.687 0.675 0.687 0.675 -0.687 0.750 0.516 0.563 0.563 0.750 -0.516 0.563 0.563 SAFE V8.0.1 File: LINE G 5'X8'X12' October 6,2005 14:48 Kip-ft Units PAGE 1 AREA AREA J E C T DATA JNT-1 JNT-2 JNT-3 JNT-4 2 CSX1 CSX2 CSY1 CSY2 CSY3 MSX1 MSY1 MSY2 50 1 5 9 13 17 4 10 14 53 2 6 10 14 22 3 13 17 52 3 7 11 15 26 6 16 27 51 4 8 12 16 27 5 11 15 SECTION GB6 SUPPORT SOIL1 X-STRIP NO YES YES NO NO NO YES NO NO Y-STRIP NO NO NO YES YES YES NO YES YES AREA 464.000 246.000 402.000 106.500 213.000 106.500 204.000 213.000 213.000 SAFE vS.0.1 File: LINE G 5'X8'X12' October 6,2005 14:48 LINE LINE 1 2 3 4 5 7 0 B J E JNT-1 24 23 21 20 19 18 CT JNT-2 25 24 23 21 20 19 DATA SECTION WALL1 WALL1 WALL1 WALL1 WALL1 WALL1 Kip-ft Units PAGE 2 SUPPORT RELEASES LENGTH 2.540 7.460 7.875 7.875 6.625 1.625 \- SAFE vS.0.1 File: LINE G 5'X8'X12' October 6,2005 14:48 Kip-ft Units PAGE 3 POINT POINT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 . 22 23 24 25 26 27 50 51 52 53 J E C T GLOBAL-X DATA GLOBAL-Y SUPPORTSPRING RESTRAINT RES DIM X RES DIM Y -6 6 6. -6. -6. 6. 6 -6. -6 -4 -4 -6 -1 1 1 -1 4 0. 0 0 0 6. 0, 0. 0 6. 4 -4. -4 . 4 . 4 . .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .500 .000 .500 .500 .500 .500 .500 .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .000 .000 .000 -12 -12 8 8 25 25 59 59 -12 -12 59 59 -12 -12. 59 59 -12 0 1 8 16 -12 24 31 34 59 59. -12, 46. 46. -12. .000 .000 .500 .500 .500 .500 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .625 .250 .125 .000 .000 .460 .000 .000 .000 .000 .000 .000 .000 SAFE vS.0.1 File: LINE G 5'X8'X12' October 6,2005 14:48 POINT POINT 18 19 20 21 23 24 25 L 0 A D S VERTICAL 85. 43. 118. 56. 81. 56. 18. .98 .90 07 54 73 .12 83 Load Case MOMENT-X 0. 0. 0. 0. 0. 0. 0. .000 000 .000 000 000 000 000 Kip-ft Units PAGE 4 MOMENT-Y 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SAFE vS.0.1 File: LINE G 5'X8'X12' Kip-ft Units PAGE 5 October 6,2005 14:48 POINT LOADS Load Case LP POINT VERTICAL MOMENT-X MOMENT-Y 18 19 20 21 23 24 25 26.77 26.33 61.41 22.62 20.38 3.45 4.08 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SAFE vS.O.l File: LINE G 5'X8'X12' October 6,2005 14:48 Kip-ft Units PAGE 6 POINT POINT 18 19 20 21 23 24 25 L 0 A D S VERTICAL 4. 3. 8.2 3. 0 5 .07 .42 .56 .56 .57 .92 .41 Load Case MOMENT-X 0. 0. 0. 0 0 0 0 .000 .000 .000 .000 .000 .000 .000 RFP MOMENT -Y 0. 0. 0. 0. 0. 0. 0. 000 000 .000 .000 .000 .000 .000 SAFE vS.O.l File: LINE G 5'X8'X12' October 6,2005 14:48 p O I N T POINT 19 20 21 23 24 18 L 0 A D S VERTICAL -119. -173. 24. 213. 312. -258. .68 .13 ,51 ,62 .80 13 Load Case MOMENT-X 365, 1375, 759. 1532. 1013. 12. .220 .120 .860 .730 ,630 .730 Kip-ft Units PAGE 7 MOMENT-Y 0.000 0.000 0.000 0.000 0.000 0.000 SAFE V8.0.1 File: LINE G 5'X8'X12' Kip- ft Units PAGE October 6,2005 14:48 STATIC LOAD CASES STATIC CASE D LP RFP E CASE TYPE DEAD LIVE LIVE QUAKE SELF WT FACTOR 1.0000 0.0000 0.0000 0.0000 DEFLECTION FACTOR 3.0000 1.0000 1.0000 1.0000 SAFE v8 . 0 October 6 LOAD COMBO COMB1 COMB 2 COMB3 COMB 4 COMBS COMB 6 COMB 7 COMBS SOIL1 SOIL2 SOIL3 SOIL4 SOILS SOIL6 SOIL7 SOILS .1 File: ,2005 14 COMB CASE D D LP D LP RFP D LP RFP D E D E D E D E D D LP RFP D E D E D E D E D E LP RFP D E LP RFP LINE G S'X8'X12' Kip-f' :48 I N A T TYPE DEAD DEAD LIVE DEAD LIVE LIVE DEAD LIVE LIVE DEAD QUAKE DEAD QUAKE DEAD QDAKE DEAD QUAKE DEAD DEAD LIVE LIVE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE LIVE LIVE DEAD QUAKE LIVE LIVE ION DATA FACTOR 1 1 1 1 1 0 1 0.1 11 1-1 01, 0-1. 1. 1.1.1. 0. 0. 0. -0. 0. 0. 0. -0. 0. 0. 0. 0. 0. -0. 0. 0. .400 .400 .700 .400 .600 .500 .400 .500 .600 .200 .000 .200 .000 .900 .000 . 900 .000 .000 .000 .000 .000 .750 .739 .750 .739 ,675 ,739 675 739 750 555 563 563 750 555 563 563 SAFE vS.0.1 File: LINE J 5 'X8 ' X2 . 5 ' _5 ' October 5,2005 14:54 Kip-ft Units PAGE 1 AREA AREA OBJECT DATA JNT-1 JNT-2 JNT-3 JNT-4 2 CSX1 CSX2 CSY1 CSY2 CSY3 MSX1 MSY1 MSY2 1 5 9 13 17 29 8 14 26 4 6 10 14 26 30 7 17 29 3 7 11 15 27 31 10 28 32 2 8 12 16 28 32 9 15 27 SECTION GB6 SUPPORT X-STRIP SOIL1 NO YES YES NO NO NO YES NO NO Y-STRIP NO NO NO YES YES YES NO YES YES AREA 332.000 162.000 402.000 96.000 192.000 96.000 204.000 192.000 192.000 ^ MS SAFE vS.0.1 File: LINE J 5'X8'X2.5'_5' Kip-ft Units PAGE 2 October 6,2005 14:54 LINE OBJECT DATA LINE JNT-1 JNT-2 SECTION SUPPORT RELEASES LENGTH 1 24 25 WALL1 2.250 2 23 24 WALL1 7.000 3 22 23 WALL1 0 6.750 4 21 22 WALL1 0 5.500 5 20 21 WALL1 5.500 6 19 20 WALL1 5.500 7 18 19 WALL1 1.500 MS SAFE vS.0.1 File: LINE J 5'X8'X2.5 October 6,2005 14:54 _5' Kip-ft Units PAGE 3 POINT POINT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 OBJECT GLOBAL-X -4.000 -4.000 4.000 4.000 -6.000 .000 .000 6. 6. -6.000 -6.000 .000 .000 .000 .000 6. 6. -6. -6. -4.500 -4.500 -6.000 -1.500 '0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.500 1.500 -1.500 4.500 6.000 6.000 4.500 DATA GLOBAL-Y SUPPORTSPRING -2.500 39.000 39.000 -2.500 -5.000 -5.000 8.500 8.500 25.500 25.500 59.000 59.000 RESTRAINT RES DIM X RES DIM Y — s -5. .000 .000 59.000 59.000 -5.000 0.000 1.500 7.000 12.500 18.000 24.750 31.750 34.000 -5.000 59.000 59.000 -5.000 -5.000 59.000 59.000 V SAFE vS.0.1 File: LINE J 5'X8'X2.5'_5' October 6,2005 14:54 POINT POINT LOADS VERTICAL Load Case MOMENT-X Kip-ft Units PAGE 4 MOMENT-Y 18 19 20 21 22 23 24 25 32.16 22.24 59.76 22.25 61.84 45.47 57.18 56.01 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 \- SAFE V8.0.1 File: LINE J 5'X8'X2,5'_5' Kip-ft Units PAGE 5 October 6,2005 14:54 POINT LOADS Load Case LP POINT VERTICAL MOMENT-X MOMENT-Y 18 12.11 0.000 0.000 19 3.64 0.000 0.000 20 11.46 0.000 0.000 21 5.04 0.000 0.000 22 17.36 0.000 0.000 23 15.77 0.000 0.000 24 23.02 0.000 0.000 25 11.88 0.000 0.000 SAFE vS.0.1 File: LINE J 5'X8'X2.5' October 6,2005 14:54 Kip-ft Units PAGE 6 POINT POINT 18 19 20 21 22 23 24 25 L O A D S VERTICAL 1. 0. 2. 1. 4. 3. 5. 4 . .74 .57 ,24 13 07 .72 22 .28 Load Case MOMENT-X 0. 0. 0. 0. 0. 0. 0. 0. .000 .000 .000 000 000 000 000 ,000 RFP MOMENT- Y 0, 0, 0 0. 0. 0. 0. 0. .000 .000 .000 .000 .000 .000 .000 . 000 SAFE V8.0.1 File: LINE J 5 ' X8 ' X2 . 5 ' October 6,2005 14:54 Kip- ft Units PAGE 7 POINT LOADS Load Case E POINT VERTICAL MOMENT-X MOMENT-Y 19 20 21 22 23 24 25 -112.77 -211.48 -44.66 -38.57 48.55 156.57 202.37 342.960 1081.730 389.210 1142.380 681.050 777.370 12.470 0.000 0.000 0.000 0.000 0.000 0.000 0.000 STATIC CASE D LP RFP E CASE TYPE DEAD LIVE LIVE QUAKE SELF WT DEFLECTION FACTOR 1.0000 0.0000 0.0000 0.0000 FACTOR 3.0000 1.0000 1.0000 1.0000 V- SAFE vS.0.1 File: LINE J 5'X8'X2.5'_5' Kip-ft Units PAGE 8 October 6,2005 14:54 STATIC LOAD CASES SAFE v8 . 0 . October 6, LOAD COMBO COMB1 COMB2 COMB 3 COMB 4 COMBS COMB 6 COMB7 COMBS SOIL1 SOIL2 SOIL3 SOIL4 SOILS SOIL6 SOIL? SOILS 1 File: 2005 14: COMB CASE D D LP D LP RFP D LP RFP D E D E D E D E D D LP RFP D E D E D E D E D E LP RFP D E LP RFP LINE J 5 54 I N A T TYPE DEAD DEAD LIVE DEAD LIVE LIVE DEAD LIVE LIVE DEAD QDAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD DEAD LIVE LIVE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE LIVE LIVE DEAD QUAKE LIVE LIVE 'X8'X2 ION . 5'_5' K: DATA FACTOR 1. 1. 1. 1. 1. 0. 1. 0.1. 1. 1. 1.-1. 0.1. 0.-1. 1. 1.1.1. 0. 0. 0. -0. 0. 0. 0. -0. 0. 0. 0. 0. 0. -0. 0. 0. 400 400 700 200 600 500 200 500 600 200 000 200 000 900 000 900 000 000 000 000 000 750 739 750 739 675 739 675 739 750 555 536 536 750 555 536 536 SAFE vS.0.1 File: LINE 1 4X3X5_16 Kip-ft Dnits PAGE 1 October 6,2005 14:56 AREA OBJECT DATA AREA JNT-1 JNT-2 JNT-3 JNT-4 SECTION SUPPORT X-STRIP Y-STRIP AREA 2 152 155 154 153 GB6 SOIL1 NO NO 634.680 CSX1 156 157 158 159 YES NO 106.500 CSX2 160 161 162 163 YES NO 202.500 CSX3 164 165 166 167 YES NO 192.000 CSX4 168 169 170 171 YES NO 192.000 CSX5 172 173 174 175 YES NO 192.000 CSX6 176 177 178 179 YES NO 185.010 CSX7 180 181 182 183 YES NO 89.010 CSY1 184 185 186 187 NO YES 289.755 CSY2 188 189 190 191 NO YES 579.510 CSY3 192 193 194 195 NO YES 289.755 MSX1 159 158 161 160 YES NO 213.000 MSX2 163 162 165 164 YES NO 192.000 MSX3 167 166 169 168 YES NO 192.000 MSX4 171 170 173 172 YES NO 192.000 MSX5 175 174 177 176 YES NO 192.000 MSX6 179 178 181 180 YES NO 178.020 MSY1 185 188 191 186 NO YES 579.510 MSY2 189 192 195 190 NO YES 579.510 SAFE V8.0.1 File: LINE 1 4X3X5__16 October 6,2005 14:56 Kip-ft Units PAGE 2 LINE LINE OBJECT DATA 21 JNT-1 JNT-2 SECTION SUPPORT RELEASES LENGTH 0 8.000 0 13.330 0 7.000 0 10.670 0 7.000 0 8.670 0 5.000 98 99 WALL1 0 13.330 7 9 11 13 15 17 19 84 86 88 90 92 94 96 85 87 89 91 93 95 97 WALL1 WALL1 WALL1 WALL1 WALL1 WALL1 WALL1 SAFE vS.0.1 File: LINE 1 4X3X5_16 October 6,2005 14:56 Kip-ft Units PAGE 3 POINT POINT 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 OBJECT GLOBAL-X 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -2.000 -2.000 2.000 2.000 -6.000 6.000 6.000 -6.000 -6.000 6.000 6.000 -6.000 -6.000 6.000 6.000 -6.000 -6.000 6.000 6.000 -6.000 -6.000 6.000 6.000 -6. 000 -6.000 6.000 6.000 -6.000 -6.000 6.000 6.000 -6.000 -6.000 -4 .500 -4.500 -6.000 -1.500 1.500 1.500 -1.500 4 .500 6.000 6.000 4.500 DATA GLOBAL-Y SUPPORTSPRING 0.000 8.000 21.000 34.330 42.330 49.330 57.330 68.000 75.670 82.670 92.330 101.000 109.000 114.000 124.000 137.330 4.000 25.000 31.700 45.750 59.900 65.100 79.250 93.400 98.700 112.750 126.900 133.500 -5.000 153.670 153.670 -5.000 -35.500 -35.500 -26.625 -26.625 -8.875 -8.875 8.000 8.000 24.000 24.000 40.000 40.000 56.000 56.000 72.000 72.000 88.000 88.000 104.000 104.000 120.000 120.000 135.418 135.418 150.253 150.253 157.670 157.670 -35.500 -35.500 157.670 157.670 -35.500 -35.500 157.670 157.670 -35.500 -35.500 157.670 157.670 RESTRAINT RES DIM X RES DIM Y SAFE vS.0.1 File: LINE 1 4X3X5_16 Kip-ft Units PAGE 4 October 6,2005 14:56 MOMENT-Y 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 POINT POINT 84 100 101 102 103 104 105 106 107 108 109 110 111 L O A D S VERTICAL 37. 80. 86. 64. 87. 56. 69. 95. 71. 54, 87 65. 83. .01 .34 .22 .32 .12 ,52 .04 .94 .62 .47 .00 .96 .43 Load Case MOMENT-X 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 000 000 000 000 000 000 000 000 000 000 000 000 000 SAFE vS.0.1 File: LINE 1 4X3X5__16 October 6,2005 14:56 Kip-ft Units PAGE 5 POINT POINT 84 100 101 102 103 104 105 106 107 108 109 110 111 L 0 A D S VERTICAL 19. 28. 33. 28. 37. 21. 32. 44. 34. 19. 36. 29. 30. 69 30 35 66 05 32 81 68 93 69 94 82 90 Load Case MOMENT-X 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .000 .000 000 000 000 000 000 000 .000 000 000 000 000 LP MOMENT-Y 0 0 0, 0. 0. 0. 0. 0. 0 0. 0. 0. 0. .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 SAFE vS.0.1 File: LINE 1 4X3X5_16 Kip- ft Units PAGE 6 October 6,2005 14:56 POINT POINT 84 100 101 102 103 104 105 106 107 108 109 110 111 L 0 A D S VERTICAL 2. 3. 4 . 3. 4. 3. 3. 5. 4. 2. 4. 3. 4. .39 .78 .38 .39 44 05 .88 .44 .27 .70 .40 .72 04 Load Case RFP MOMENT-X 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 MOMENT-Y 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SAFE vS.O.l File: LINE October 6,2005 14:56 POINT LOADS 1 4X3XS__16 Kip-ft Units PAGE 7 Load Case POINT 100 101 102 103 104 105 106 107 108 109 110 111 VERTICAL -21.45 21.45 -118.75 -0.41 119.14 -115.68 -0.70 116.38 -117.09 -0.98 118.07 -21.57 MOMENT-X 382.380 385.820 268.940 453.700 271.640 269.340 458.520 273.680 267.980 455.950 273.760 375.690 MOMENT-Y 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0. 000 0.000 0.000 SAFE vS.O.l File: LINE 1 4X3X5_16 Kip-ft Units PAGE October 6,2005 14:56 STATIC LOAD CASES STATIC CASE D LP RFP E CASE TYPE DEAD LIVE LIVE QUAKE SELF WT DEFLECTION FACTOR FACTOR 1.0000 0.0000 0.0000 0.0000 3.0000 1.0000 1.0000 1.0000 SAFE v8 . 0 . October 6, LOAD COMBO COMB1 COMB2 COMB3 COMB4 COMBS COMB 6 COMB 7 COMBS SOIL1 SOIL2 SO1L3 SOIL4 SOILS SOIL6 SOIL7 SOILS 1 File: 2005 14: COMB CASE D D LP D RFP ' LP D RFP LP D E D E D E D E D D LP RFP D E D E D E D E D E LP RFP D E LP RFP LINE 1 ;56 I N A T TYPE DEAD DEAD LIVE DEAD LIVE LIVE DEAD LIVE LIVE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD DEAD LIVE LIVE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE DEAD QUAKE LIVE LIVE DEAD QUAKE LIVE LIVE 4X3X5_16 Kip-ft ION DATA FACTOR 1. 400 1. 400 1.700 1.200 0.500 1.600 1.200 1.600 0.500 1.200 1.000 1.200 -1.000 0.900 1.000 0.900 -1.000 1.000 1.000 1.000 1.000 0.750 0.535 0.750 -0.535 0.675 0.535 0.675 -0.535 0.750 0. 402 0.563 0.563 0.750 -0.402 0.563 0.563 \= Soil Pressures from SAFE (psf) Soil! Soil2 Soil3 Soil4 SoilS SoilG Soil? SoilS Line Max 2185 2481 3346 1777 3182 1633 3083 1855 A Min 1296 1441 790 0 680 0 949 515 Line Max 2123 2710 2126 2749 2006 2641 2122 2654 G Min 1110 1124 0 0 0 0 468 91 Line Max 1995 2468 3427 3142 3332 3079 3182 2815 J Min 1898 2168 0 0 0 0 323 317 Line Max 2385 3263 2070 2076 1900 1911 2490 2387 1 Min 355 301 122 411 96 384 128 344 SAFE [AM 'A '"] f'AR"l 2.65 2.93 3.20 SAFEv8.0.1 - File: Line A 8x5x2.5_2.5_J : October 6,2005 14:42 - Scale: Fit to Page Soil Pressure Diagram -L(SOIL|)::r Kip-ft Units SAFE V ! AL j '' A AR i- • II 0.00 0.21 0.43 0.64 0.85 1.06 1.28 1.49 1.70 SAFEv8.0.1 - File:LineA8x5x2.5_2.5T- October 6,2005 14:44 - Scale: Fit to Page Soil Pressure Diagram - (SOIL4) - Kip-ft Units SAFE C'AL HA") TAR 'l 11 il 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 SAFEv8.0.1 - File: Line A 8x5x2.5_2.5 - October 6,2005 14:44 - Scale: Fit to Page Soil Pressure Diagram -(SOIL6) - Kip-ft Units SAFE IP GL ", ( G ] f GR C\j 1.35 1.69 2.03 2.36 2.70 SAFEv8.0.1 - File': Line G-ffxffxl?*- October 6,2005 14:46 - Scale: Fit to Page Soil Pressure Diagram - (SOIL4) - Kip-ft Units SAFE c\J GL ] ; G j [GR I ] 1 0.00 0.26 0.53 0.79 1.05 1.31 1.58 1.84 2.10 SAFEv8.0.1 - File:LineG5'x8'x12' - October 6,2005 14:46 - Scale: Fit to Page Soil Pressure Diagram -(SOIL3) - Kip-ft Units SAFE un GL i [' G 1 ''GR C\J 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 SAFEv8.0.1 - File:LiheG5'x8'x12' - October 6,2005 14:46 - Scale: Fit to Page Soil Pressure Diagram - (SOILS) - Kip-ft Units SAFE GL 1 " G '] "GR'l c\j r 2.28 2.60 SAFEv8.0.1 - File: Line G 5'x8'x12' - October 6,2005 14:47 - Scale: Fit to Page Soil Pressure Diagram - (SOIL6) - Kip-ft Units SAFE JL s ' J 1 JR I CXI 0.00 0.43 0.85 1.28 1.70 2.13 2.55 2.98 3.40 SAFEv8.0.1 - Pile: Line J 5Jx8'x2.5'_5' - October 6,2005 14:53 - Scale: Fit to Page Soil Pressure Diagram - (SOICS) - Kip-tt Units SAFE JU f" J "' ['Jf CXi 2.71 3.10 SAFEv8.0.1 - f\\e: Une J 5'x8'x2.5'_5' - October 6,2005 14:53 - Scale: Fit to Page Soil Pressure Diagram -(SOIL4) - Kip-n Units SAFE ! JL J 1 f JR ! C\J J 0.00 0.41 0.83 1.24 1.65 2.06 2.48 2.89 3.30 SAFEv8.0.1 - File: Line J 5'x8'x2.5'_5' - October 6,2005 14:53 - Scale: Fit to Page Soil Pressure Diagram - (SOILS) - Kip-ft Units SAFE ! JL'i \ J JR 0.00 0.38 075 2.63 3.00 SAFEv8.0.1 - File: Line J5'x8'x2.5'_5' - October 6,2005 14:54 - Scale: Fit to Page Soil Pressure Diagram -(SOIL6) - Kip-ft Units SAFE •1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 SAFEv8.0.1 - File: Line 1 4x3x5_'16 - October 6,2005 14:55 - Scale: Fit to Page Soil Pressure Diagram - (SOIL2) - Kip-ft Units SAFE \F=- . ' 1L 1 (' 1 1 i 1R I 0.10 0.31 0.53 0.74 0.95 1.16 1.38 1.59 1.80 SAFEv8.0.1 - File: Line 1 4x3x5_16 - October 6,2005 14:56 - Scale: Fit to Page Soil Pressure Diagram - (SOILS) - Kip-ft Units SAFE 1-5T r AL i XA xi TAR/' "•, / \ CNJ ICSYi tYl|C5Y2hSVlCSY3l SAFEv8.0.1 - File: Line A 8x5x2.5_2.5 - October 6,2005 15:20 - Scale: Fit to Page Top Y-Strip Reinforcement (Sq-in) - Kip-in Units SAFE CNJ AL i '' A ' l AR :SYZhsncSY3l SAFEv8.0.1 - File: Line A 8x5x2.5_2.5 - October 6,2005 15:20 - Scale: Fit to Page Bottom Y-Strip Reinforcement (Sq-in) - Kip-in Units SAFE V1 GL ' [' G ! "'GR C\J -f SAFEv8.0.1 - File:LineG5'x8'x12' - October 6,2005 15:24 - Scale: Fit to Page Top Y-Strip Reinforcement (Sq-in) - Kip-in Units SAFE GL'; ' G V(GR ''T ^~r' l" •+ -i- IC5Y1 I-1SY1 HC5Y2I |HSY2IC5r3 I e> SAFEv8.0.1 - File:LineG5'x8'x12' - October 6,2005 15:24 - Scale: Fit to Page Bottom Y-Strip Reinforcement (Sq-in) - Kip-in Units SAFE JL"| ' J JR c\j r IC5V1 IHSYi I I CSV 2 I IH5Y2IC5Y3I SAFEv8.0.1 - File: Line J 5'x8'x2.5'_5' - October 6,2005 15:27 - Scale: Fit to Page Top Y-Strip Reinforcement (Sq-in) - Kip-in Units SAFE I I,[" J x I'JR I C\j -i ICSYlJHSYI I ICSY2 I !H5Y;|C&Y3i SAFEv8.0.1 - File: Line J 5'x8'x2.5'_5' - October 6,2005 15:28 - Scale: Fit to Page Bottom Y-Strip Reinforcement (Sq-in) - Kip-in Units SAFE B\ SAFEvS.0.1 - File: Line 1 4x3x5_16 - October 6,2005 15:14 - Scale: Fit to Page Top Y-Strip Reinforcement (Sq-in) - Kip-ft Units SAFE f 1L i f O (1R ' CD "h" t ! 4 i t t 4 ICSY1 l:SY2l:5Y3 I SAFEv8.0.1 - File: Line 1 4x3x5_16 - October 6,2005 15:15 - Scale: Fit to Page Bottom Y-Strip Reinforcement (Sq-in) - Kip-ft Units Grade Beam Shear Summary from SAFE (k) Line A Line G Line J Line 1 Combol Combo2 Combo3 Combo4 ComboS ComboS Combo? ComboS Max Max 56.75 72.28 63.91 55.31 744.76 1231 744.86 1247.2 1370 Min -75.68 -94.53 -83.19 -72.25 -1370.74 -745.61 -1344.52 -745.53 .74 Max 101.58 170.49 169.31 131.05 198.09 716.18 182.82 689.99 716. Min -130.36 -197.28 -195.97 -158.44 -542.08 -250.07 -562.75 -225.28 18 Max 36.65 49.5 44.6 38.68 112.49 401.89 111.26 403.98 403. Min -24.65 -34.53 -31.16 -26.37 -374.64 -110.66 -369.57 -111.63 98 Max 77.18 115.3 103.4 81.78 66.25 170.83 63.6 154.29 170. Min -82.75 -122.24 -109.57 -87.26 -155.74 -81.7 -140.86 -76.77 83 SAFE I'AL j [' A } f AR i EYl|CSY2HSr|CSY3 I SAFEv8.0.1 - File: Line A 8x5x2.5_2.5 - October 6,2005 15:19 - Scale: Fit to Page Y-Strip Shear Diagram - (COMBS) - Kip-in Units SAFE 'GL '!.' G ' I'GR C\J SAFEve.0.1 - File: Line G 5'x8'x12' - October 6,2005 15:24 - Scale: Fit to Page Y-Strip Shear Diagram - (COMB6) - Kip-in Units SAFE C\J i JL CSY! H-lSYl I |CSr,; I |MSY2ICSY3 I SAFEv8.0.1 - File: Line J 5'x8'x2.5'_5' - October 6,2005 15:27 - Scale: Fit to Page Y-Strip Shear Diagram - (COMBS) - Kip-in Units SAFE (IL'I ( ixi (IR l t - - i 1C. IB I'Sr:— F" u-i— •f i . i ! p j.3 ' 1 ? 1 ] if r 1 ICSY1 tSY2tSY3l SAFEvS.0.1 - File: Line 1 4x3x5_16 - October 6,2005 15:14 - Scale: Fit to Page Y-Strip Shear Diagram - (COMB6) - Kip-ft Units HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA92101 SHEET NO. CALCULATED BY . CHECKED BY SCALE . OF DATE. . DATE . A MAX 13 a -iA f * * !« HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA92101 JOB SHEET NO. CALCULATED BY . CHECKED BY SCALE . OF DATE. . DATE. MAX fAc^T0£S£>SHEAfc^ IS :\ls - ' I 2f V HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA92101 JOB SHEET NO.OF CALCULATED BY . CHECKED BY SCALE DATE. DATE . 110.1 - Ib - 12'; ' .use O JOB, HOPE ENGINEERING 1301 3rd Ave., Ste. 300 SAN DIEGO, CA 92101 SHEET MO. CALCULATED B*_ CHECKED BY SCALE. OF DATE. DATE.. 4» •2O'-O" MAX. FRAMED CFNS. PER PLAN > DN >Mtr// -MC!2x!C.e/ I ftl x J_CJX^xl/4 L3x3 L3x3|xl/4 PLAN !/4 9! J- 1*2. i 0..* \.o 14 JOB. HOPE ENGINEERING 1301 3rd Ave., Ste. 300 SAN DIEGO, CA 92101 SHEET' NO..OF. CALCULATED BY_ CHECKED BY SCALE. DATE. DATE. ••) '. WibTH - t-1 u =PSF A., Z/Z.S" 1-tC .7, /,36* r4 A. C Tf ~ 4 ,'• i -"*? < ( .= 0.0-7 r - 1 000 HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA92101 SHEET CALCULATED BY_ CHECKED SY _ OF , DATE. DATE . SCALE. -^. Zo1 I6 - 4 .2.4. •=• 2-2 s, f f .15 = 4.0-3, .-«.. 4-£J "J. X 12.1 / 2. = 2.5 ,2 JOB. HOPE ENGINEERING 1301 3rd Ave., Ste. 300 SAN DIEGO, CA 92101 SHEET NO.. CALCULATED BY_ CHECKED BY _ OF DATE. DATE_ SCALE B4 M/bO cc-- ' ^ , 41* UHDTH ~ T-o...B3>: r 1-31 0 "V r .VJUp -41 X.41.S .fp -0.3 .'/ - 11.45 IH 030 L HOPE ENGINEERING 1301 3rd Ave,, Ste. 300 CALCULATEDSY_ DATE. SAN DIEGO, CA 92101 CHECKEDBY I DATE. SCALE. T5 = 5"7 ^ -72,* HOPE ENGINEERING 1301 SrdAve., Ste. 300 SAN DIEGO, CA 92101 JOS. SHEET NO.._ CALCULATED SY_ CHECKED BY SCALE OF DATE. DATE, LANDIH5 - PLAN 3d.rED .AT ENDS TO EXTERIORSTRINSCRS. t JOB, HOPE ENGINEERING 1301 3rd Ave., Ste. 300 SAN DIEGO, CA 92101 SHEET NO.. CALCULATED SY_ CHECKED 8Y . SCALE OF DATE. DATE, "Z x A Mj?. !/•*' it >V 2-5M'» MS. 4 TO F JOB. HOPE ENGINEERING 1301 3rd Ave., Ste. 300 SAN DIEGO, CA 92101 SHEET NO.. CALCULATED SY_ CHECKED BY SCALE OF DATE. DATE- I-CTM. PAN BEAM ?^ PL AM 10 3 •= S '^, JOB. HOPE ENGINEERING 1301 3rd Ave., Ste. 300 SAN DIEGO, CA 92101 SHEET NO-. CALCULATED BY- CHECKED 6V SCALE OF DATE_ DATE_ .2. - -L Of ,6 *-, •-''^e/19/2006 10:36 858-558-6159 GEDCON INC PAGE 82/03 GEOCON INC-ORPORATFD • GEOTECHNICAL CONSULTANTS Project No. 06480-32-03 June 14,2006^ Revised June 16, 2006 Bilnnore Holdings . 8475 East Hartford Drive, Suite 201 . • . Scottsdale, Arizona 85255 • ' Attention: Mr. Thomas Smith Subject: BtLTMOREPACIFICA . , CARLSBAD, CALIFORNIA . PLAN REVIEW . References: 1. Geotechnical InvestigQtiorii Pacifica Carlsbad, Carlsbad, California, prepared by Geocon Incorporated, dated February 7, 2001 (Project No. 06480-32-01). 2. Update Geotechnical Recommendations, Paciflca Carlsbad, Carlsbad, California, prepared by Geocon Incorporated, dated. October 8, 2004 (Project No. 06480-32- 02). 3. Construction Documents for' Biltmore Paciflca, Laurel Tree Lane, Carlsbad, California 92009, prepared by Hope Engineering dated April 28, 2006 (Sheets Sl.l -S1.5, S2.1-1 - S2.4-2, S3.1 - S3.4, S4.1, S4.2, S5.1 - S5.3,.S6.1) Gentlemen: . The above-referenced plans include site specific information with respect to foundation plans and foundation details .for the subject project, The purpose of our review was to determine if the plans and details have been prepared in substantial conformance with the recommendations presented in our report and update recommendations listed above. \ The recommendations of the above referenced geotechnical reports have been properly incorporated into the foundation plans and details with the following comment: "•> • Sheet S4.1, Detail 1: The 24-inch minimum bearing depth should be shown ben.eath the 4 inches of sand on the interior of the building as depicted in Detail 5. Currently, the- 24-inch embedment is only shown on. the exterior but should also be shown on the interior beneath the sand, layer. 6960 Flanders Drive B Son DiegS, California 92)21-2974 E Telephone .(858) 556.6POO « Fox |358) 55S-6159 •.J56/19/2806 10:36 858-558-6159 GEOCON INC PAGE 83/03 If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. . ' Very truly yours, ... • GEOCON INCORPORATED Joseph!. Vettel GE2401 JJVianh • •• . • (2) -Addressee. (I/fax) Smith Consulting Architects Attention: Mr. Jon Qhlson (I/fax) Hope Engineering Attention: Mr. Chuck Hope Project No. 06480-32-03 -2-June.14,2006 INCOBPOBATED GEOTECHNICAl CONSULTANTS Project No. 06480-32-02 October 8,2004 Revised March 9, 2005 Biltmore Holdings 8475 East Hartford Drive, Suite 201 Scottsdale, Arizona 85255 Attention: Mr. Thomas Smith Subject: BILTMORE PACMCA CARLSBAD, CALIFORNIA UPDATE GEOTECHNICAL RECOMMENDATIONS References: 1. Geotechnical Investigation, Pacifica Carlsbad, Carlsbad, California^ prepared by Geocon Incorporated, February 7, 2001 (Project No. 06480-32-01), 2. Site Plan, Biltinore Pacifica, Laurel Tree Lane, Carlsbad, California, prepared by Smith Consulting Architects, August 18, 2004 (Job No. 04204). Dear Mr. Smith: In accordance with our telephone conversation on October 7, 2004 and meeting March 2, 2005, presented herein are updated geotechnical recommendations for the subject project. It is our understanding that the proposed construction consists of a 2- to 3-story commercial building with associated parking and peripheral improvements. The recommendations presented in the referenced report remain applicable except where superseded herein. The revised foundation recommendations presented herein are based on the following conditions: * The building footprint will be surcharged with approximately 8 feet of soil for approximately 4 to 8 months, or until primary consolidation of the alluvial soils is achieved. e The finish grades will be similar to the existing .grades. « The undocumented fills beneath the proposed structure will be removed and replaced as compacted fill, > * The building will be founded at approximately existing grade rather than having one level of subterranean parking as identified in the original soils report. This will result in an additional 10 feet of non-Iiquefiable cover over potentially liquefiable layers. Based on the above conditions, the following foundation design is recommended for the proposed building: 6960 Flanders Drive IS San Diego, California 92121-2974 E Telephone (858) 558-6900 ® Fax (858) 558-6159 Foundations 1. The proposed structure may be supported on conventional continuous and/or isolated spread footings. The following foundation recommendations are considered appropriate for 2- to 3-story structures with the assumption that the soil conditions within 4 feet of finish pad subgrade consist of "medium" expansive soil (Expansion Index no greater than 90). 2. Continuous footings should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade. Isolated spread footings should be at least 24 inches wide and should extend at least 24 inches below lowest adjacent pad grade. Steel reinforcement for continuous footings should consist of at least four No. 5 steel-reinforcing bars placed horizontally in the footings; two near the top and two near the bottom. The steel reinforcement for spread footings should be designed by the project structural engineer. 3. The recommended allowable bearing capacity for foundations bearing in compacted fill is 2,000 pounds per square foot (psf). This allowable soil bearing pressure may be increased by an additional 500 psf for each additional foot of depth and 300 psf for each additional foot of width, to a maximum bearing capacity of 3,500 psf. 4. The minimum foundation dimensions and steel reinforcement recommendations presented above are for soil characteristics only and are not intended to replace reinforcement required for structural considerations. Actual reinforcement of the foundations should be designed by the project structural engineer. 5. The allowable bearing pressures recommended for continuous strip footings and isolated spread footings may be increased by up to one-third for transient loads due to wind or seismic forces. 6. Static settlement of. the building founded on properly compacted fill is expected to be less than 1-inch. Differential static settlement is expected to be less than J/z- inch. \. 7. Because of the thick non-liquefiable layer over potentially liquefiable sands, surface manifestation is expected to be limited to surface settlements. Liquefaction could result in a total aerial settlement of 2 to 3 inches. Although published documents indicate that differential settlement should be given as half the total settlement" over relatively short distances, they also indicate that half of total settlement can be very conservative. Therefore, estimated differential settlement can be taken as 1 to IVz inches over 100 feet. Project No. 06480-32-02 - 2 - October 8,2004 Revised March 9, 2005 8. Foundation excavations should be observed by a representative of Geocon Incorporated prior to the placement of reinforcing steel or concrete to determine whether the exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. 9. No special subgrade presaturation is deemed necessary prior to placing concrete; however, the exposed foundation and slab subgrade soils should be moistened to maintain a moist condition as would be expected in any such concrete placement. Concrete Slabs-on-Grade 1. Interior concrete slabs-on-grade for the proposed building should be at least 5 inches thick. Point loads or line loads should be considered during structural design of .the slabs-on- grade. Minimum slab reinforcement should consist of No. 4 steel reinforcing bars placed 18 inches on center in both horizontal directions and positioned within the upper one-third of the slab. The concrete slabs-on-grade should be underlain by at least 4 inches of clean sand (Sand Equivalent of at least 30) and, where moisture-sensitive floor coverings are planned, a visqueen moisture hairier placed at the midpoint of the satldrcushion should be provided. 2. Crack-control joints should be spaced at intervals no greater than 12 feet and should be constructed using sawcuts or other methods as soon as practical following concrete placement. Crack-control joints should extend a minimum depth of one-fourth of the slab thickness. Construction joints should be designed by the project structural engineer. Site Drainage Establishing proper drainage is imperative to reduce the potential for differential soil movement, erosion, and subsurface seepage. Positive measures should be taken to properly finish grade the building pad after structures and other improvements are in place, so that water draining from the building pad and adjacent properties is directed to streets and away from foundations and tops of slopes. Experience has shown that even with these provisions, a shallow groundwater or subsurface condition can and may develop in areas where no such condition existed prior to site development. This is particularly true where a substantial increase in surface water infiltration results from an increase in landscape irrigation. Foundation and Grading Plan Review Geocon Incorporated should review the grading plans and foundation plans for the project prior to final design submittal to determine whether additional analysis and/or recommendations are required. Project No. 06480-32-02 - 3 - October 8,2004 Revised March 9, 2005 LIMITATIONS AMD UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated, and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein., Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous materials was not part of the scope of services provided by Geocon Incorporated. 2. This report is issued with the understanding that it is the responsibility of die owner or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and that the necessary, steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied, upon after a period of three years. Should you have any questions regarding this correspondence,, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Michael E, Bmbick GE 2462 MEE:JJV:anh (2) Addressee (I/fax) Smith Consulting Architects Attention: Mr. Scott Cairns (I/fax) Hope Engineering Attention: Mr. Chuck Hope Joseph J. Vettel GE2401 Project No. 06480-32-02 -.it-October 8,2004 Revised March 9,2005 GEOTECHNICAL INVESTIGATION PACIFICA CARLSBAD CARLSBAD, CALIFORNIA PREPARED FOR SHAPOURI & ASSOCIATES RANCHO SANTA FE, CALIFORNIA FEBRUARY 7, 2001 I I I I I I I I I I I I I I I I I I I GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 0648032-01 February 7, 2001 Shapouri & Associates 16089 San Dieguito Road, Suite H102 Post Office Box 676221 Rancho Santa Fe, California 92067 Attention: Subject: Gentlemen: Mr. Ali Shapouri PACIFICA CARLSBAD CARLSBAD, CALIFORNIA GEOTECHNICAL INVESTIGATION In accordance with your request and our proposal dated March 9, 2000 (LG-00212), we have performed a geotechnical investigation for an approximately 7-acre proposed business development site located in Carlsbad, California. The accompanying report presents the results of our study and our conclusions and recommendations regarding the geotechnical aspects of developing the property as proposed. In our opinion, the site may be developed as planned provided the recommendations of this report are followed. The primary consideration during site development will be the presence of relatively deep alluvium across the majority of the site and settlement and liquefaction issues related to the deep alluvium. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED David B. Evans CEG 1860 MEE:DBE:dmc (6) Addressee (1) Hope Engineering Attention: Mr. Jim Amundson CERTIFIEDENGINEERING GEOLOGIST /^;<.^O^^'^^x^^FESS/Q^5^fW^^/&^ Michael E. Embick GE 2462 W^ 1&@ Bi Na: Exp.9 \» s^i^cy€ 6960 Flanders Drive B San Diego, California 92121-2974 m Telephone (858) 558-6900 & Fax (858) 558-6159 I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS 1. PURPOSE AND SCOPE 1 2. SITE AND PROJECT DESCRIPTION 1 3. SOIL AND GEOLOGIC CONDITIONS 2 3.1 Undocumented Fill 3 3.2 Alluvium 3 3.3 Santiago Formation 3 4. GROUNDWATER 4 5. GEOLOGIC HAZARDS 4 5.1 Faulting and Seismicity 4 5.2 Ancient Landslides 5 5.3 Liquefaction 5 6. SETTLEMENT CONSIDERATIONS 6 7. CONCLUSIONS AND RECOMMENDATIONS 8 7.1 General 8 7.2 Groundwater 8 7.3 Soil and Excavation Characteristics 8 7.4 Grading 9 7.5 Slope Stability 10 7.6 Seismic Design Criteria 10 7.7 Mat Foundations 11 7.8 Concrete Slabs—General 11 7.9 Retaining Walls and Lateral Loads 12 7.10 Drainage and Maintenance 13 7.11 Grading Plan Review 14 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figures 2, Site Plan (Map Pocket) APPENDIX A FIELD INVESTIGATION Figures A-l - A-12, Logs of Borings Figures A-13 - A-27, Logs of Cone Penetrometer Soundings APPENDIX B LABORATORY TESTING Figures B-l - B-7, Consolidation Curves Figures B-8 - B-14, Percent Consolidation Versus Time Figures B-l5 -B-l6, Gradation Curves APPENDIX C RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES I I I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of a geotechnical investigation for a proposed business development planned in the City of Carlsbad, California. The purpose of the study was to investigate the soil and geologic conditions, as well as geotechnical constraints (if any) that may impact areas of proposed development. This report provides recommendations relative to the geotechnical engineering aspects of developing the property as proposed based on the conditions encountered during this investigation. The scope of the investigation included a review of aerial photographs, topographic maps, a draft version of a previous geotechnical report and readily available published geologic and geotechnical literature pertinent to the property (see List of References). The scope also included performing a field investigation, laboratory testing to evaluate physical soil properties, engineering analyses and preparation of this report. The field investigation was conducted on March 31, April 3 and May 25, 2000, and consisted of a site reconnaissance, drilling 5 small-diameter borings and 15 cone penetrometer soundings. The borings and soundings were performed to evaluate the thickness and physical properties of the alluvium that covers the majority of the site. Details of the field investigation as well as descriptive boring and sounding logs are presented in Appendix A. Laboratory tests were performed on selected representative soil samples obtained during the field investigation to evaluate the pertinent physical properties of the soil conditions encountered. The testing program focused on determining the in-situ moisture-density, consolidation and gradation characteristics of alluvial deposits in areas of planned development. The laboratory information was used in engineering analyses and to assist in providing recommendations for site grading and development. Details of the laboratory tests and a summary of the test results are presented in Appendix B and on the exploratory boring logs. The conclusions and recommendations presented herein are based on an analysis of the information obtained from the exploratory field investigations, laboratory tests, and experience with similar soil and geologic conditions. 2. SITE AND PROJECT DESCRIPTION The generally triangular-shaped site consists of approximately 7 acres of undeveloped land located in the City of Carlsbad, California (see Vicinity Map, Figure 1). Specifically, the site is bound by Palomar Airport Road on the north, Laurel Tree Road on the west, and steep, hilly terrain to the Project No. 06480-32-01 - 1 - February 7, 2001 I I I I I I I I I I I I I I I I I I I south. A westerly-flowing active drainage traverses the property roughly parallel to, and approximately 120 feet north of, the southern property boundary. All development is proposed north of the drainage and, hence, the geotechnical investigation was performed in the area north of the drainage (see Site Plan, Figure 2, map pocket). Based on a review of the referenced 1953 aerial photographs, the drainage formerly flowed roughly through the middle of the proposed development area. Subsequent grading at the site appears to have shifted the drainage to the south to the base of the hillside. Topography varies from relatively flat within the area of proposed development between the drainage, Palomar Airport Road and Laurel Tree Road, to the steep hillside south of the drainage. The planned development area consists of a previously rough-graded pad that slopes gently from northeast to southwest, varying in elevation from approximately 97 feet above Mean Sea Level (MSL) to approximately 105 feet MSL. The drainage is lower than the pad by 5 to 10 feet. South of the drainage, the natural terrain rises steeply to a high of approximately 165 feet MSL along the southern property line. Both Laurel Tree Road and Palomar Airport Road are higher than the existing pad by 5 to 10 feet. Site vegetation consists of light weeds, crabgrass, etc., within the graded pad and a dense growth of trees and bushes as well as native grasses primarily along the drainage. Native brush appears to cover the slope south of the drainage. The field exploratory program was based on an initial development configuration that consisted of two proposed buildings on the east and west ends of the site. The plan was subsequently modified and the currently proposed development includes the construction of one centrally located 3-story office building with one level of underground parking and associated surrounding parking and infrastructure improvements. The building is expected to encompass approximately 120,000 square feet, resulting in an approximately 40,000-square-foot footprint. It is understood that grading for the project will consist of minor cuts with fills not greater than 1 to 2 feet. The pad grade for the underground parking level is anticipated to be an elevation of 90 feet MSL. A box culvert is proposed at the southwest corner of the site where Laurel Tree Road crosses the creek. The locations and descriptions of the site and proposed development are based on a site reconnaissance, a review of the site plan, and our general understanding of the project as presently proposed. If project details vary significantly from those described above, Geocon Incorporated should be contacted to determine the need for additional analyses or revision of this report. 3. SOIL AND GEOLOGIC CONDITIONS Two surficial soil types and one geologic formation were encountered during the field investigation. The surficial deposits consist of undocumented fill, and alluvium. The formational unit consists of the Project No. 06480-32-01 - 2 - February 7, 2001 I I I I I I I I I I I I I I I I I I I Santiago Formation. Each of the surficial soil types and the geologic formation encountered is described below in order of increasing age. 3.1 Undocumented Fill The site was found to be covered with 7 to 9 feet of undocumented fill. Based on a review of the referenced preliminary geotechnical investigation dated August 18, 1982, the fill thickness varies from a few feet to at least 11 feet. The undocumented fill was observed to overlie alluvium within all of the borings and soundings with the exception of Boring B5 and Cone Penetrometer Sounding CPT 4, both located at the northwest corner of the site, where the fill was directly overlying the Santiago Formation. The fill may have been placed over 30 years ago. A review of the 1982 report indicates that the fill likely was not controlled during placement. The undocumented fill typically consisted of medium dense, clayey and silty, fine- to medium-grained sand and sandy clay. Chunks of asphalt concrete and Portland cement concrete, as well as other debris, were observed on the surface of the fill during the site investigation; however none was encountered within the borings or soundings suggesting that the debris is limited in extent. Portions of the undocumented fill will require remedial grading. 3.2 Alluvium Alluvial soils appear to underlie all but the northwest corner of the development area. Based on the exploratory borings and soundings, the alluvium is at least 55 feet thick and consists of moist to saturated, firm to very stiff, silty and fine- to medium-grained sandy clay with lenses of loose to medium dense, fine to medium-grained sand with varying amounts of silt. The alluvial deposits are considered compressible if subjected to additional loading. In addition, the clean sands within the alluvium may be susceptible to liquefaction if a major earthquake occurs. The presence of groundwater within the alluvium may affect the depth of remedial grading, especially if grading is planned during the winter months. 3.3 Santiago Formation The Tertiary-age Santiago Formation was found to underlie the surficial soils in all of the borings and consists of medium dense to very dense, massive, silty, sandstone with some stiff claystone. The Santiago Formation generally exhibits adequate bearing characteristics, but is not anticipated to impact the project due to its depth beneath the alluvium. Project No. 06480-32-01 -3- February 7,2001 I I I I I I I I I I I I I I I I I I I 4. GROUNDWATER Groundwater was encountered within the alluvial deposits and is expected to be an important consideration during site development. The groundwater ranged from 15 to 21 feet below the ground surface as observed in the borings; however, based on laboratory test results the clayey alluvium appears to be saturated at a depth of 8 to 9 feet. This correlates to pore pressure dissipation measurements taken within selected CPT soundings, which indicated groundwater depths between 8'/2 and 9 feet. Groundwater levels in the alluvium should be expected to fluctuate seasonally and will likely affect site grading as well as construction of the underground parking structure and the box culvert. Dewatering may be necessary during the construction of these improvements. 5. GEOLOGIC HAZARDS 5.1 Faulting and Seismicity Based on the site reconnaissance, exploratory excavations, previous work by others, and a review of the referenced geologic maps and reports, the site is not located on any known active or potentially active fault trace. An inactive fault has been mapped southwest of the site on an adjacent development and is referenced in the CDMG publication dated 1996. Based on the general trend of this feature, the fault would be located immediately west of the site if it is extended north of its mapped location. To evaluate the site seismicity characteristics, a deterministic analysis was conducted to evaluate the Maximum Credible and Maximum Probable earthquake magnitudes and corresponding site accelerations. In order to determine the distance of known faults to the site, the computer program EQFAULT (Blake, 1989, updated 1997) was utilized. The program calculates the distance from the site within a specified search radius to known "active" California faults that have been digitized in an earthquake catalog. The program also calculates estimated site accelerations. Attenuation relationships developed by Geomatrix (1994) were used in the analysis. The results of the deterministic analysis indicate that the Rose Canyon Fault is the closest source for potential ground motion occurring at the site. The Rose Canyon Fault is located approximately 5 miles west of the site and is considered the dominant source due to its close proximity. The Rose, Canyon Fault is postulated as having the potential to generate a Maximum Credible Magnitude earthquake of 6.9 and Maximum Probable Magnitude earthquake of 5.7. The "maximum credible earthquake" is defined as the maximum earthquake that appears capable of occurring under the presently known tectonic framework, while the "maximum probable earthquake" is the maximum earthquake that is considered likely to occur during a 100-year time interval (California Division of Mines and Geology Notes, Number 43). Estimated maximum credible and maximum probable ground accelerations were determined to be approximately 0.34 g and 0.18 g, respectively. Presented Project No. 06480-32-01 - 4 - February 7, 2001 I I I I I I I I I I I I I I I I I I I on Table 5.1 are the active faults and the associated maximum probable and maximum credible earthquakes most likely to subject the site to ground shaking. TABLE 5.1 Fault Rose Canyon Newport-Inglewood (offshore) Coronado Bank Elsinore (Julian) Distance From Site (miles) 5 8 21 24 Maximum Credible Earthquake Magnitude 6.9 6.9 7.4 7.1 Maximum Probable Earthquake Magnitude 5.7 5.8 6.3 6.4 It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the above-mentioned faults. However, the seismic risk at the site is comparable to that of the surrounding developments and the Carlsbad area in general. Seismic design parameters are presented in the Conclusions and Recommendations section within this report. 5.2 Ancient Landslides No ancient landslides were observed on the property during the investigation or aerial photograph review. , 5.3 Liquefaction The potential for liquefaction during a strong earthquake is generally limited to relatively clean, sandy soils that are poorly graded, in a relatively loose, unconsolidated condition and located below the water table. A liquefaction analysis was performed using a peak ground acceleration (PGA) that has a 10 percent probability of exceedence in 50 years as suggested by CDMG Special Publication 117 (1997). The computer program FRISKSP (Blake, 1998) with attenuation relations developed by Sadigh et al. (1997) was used to determine the PGA of 0.28g. The "Simplified Method" of evaluating liquefaction potential, originally developed by Seed and Idriss (1971), with modifications and updates from Technical Report NCEER-97-0022 (1997) was used in conjunction with the computer program LIQUEFY2 (Blake and Blake, 1989) to provide a general evaluation of liquefaction potential. Further refinement of potentially liquefiable layers was conducted incorporating the results of the cone penerrometer soundings. Layers that should be further evaluated for liquefaction were determined based on methods suggested by Robertson and Campanella (1986). The liquefaction Project No. 06480-32-01 -5-Febraary7, 2001 I I I I I I I I I I I I I I I I I I I potential of those layers identified for analysis was evaluated using methods suggested by Zhang (1998). Based on the analysis discussed above, some of the sand lenses have the potential to liquefy during a seismic event with a PGA of 0.28g. Those layers that were identified to have the potential for liquefaction were further evaluated to quantify the magnitude of settlement that may be anticipated. Methods suggested by Tokimatsu and Seed (1987) were used to evaluate volumetric strain that could be anticipated in the event of liquefaction. Based on this analysis, liquefaction-induced settlement of approximately 2 inches could occur at various locations throughout the site with isolated locations having the potential to settle approximately 3 inches. Damage due to liquefaction is greater when ground-surface disruption occurs. Methods suggested by Youd and Garris (1995) were used to evaluate the potential for surface disruption. Based on these methods, the liquefaction analysis performed indicated that the potential for ground surface disruption to occur is low. 6. SETTLEMENT CONSIDERATIONS Due to the lack of proper documentation, the existing fill soil is not considered suitable for the support of building loads. The majority of the fill appeared to be medium dense and should be acceptable for pavement and non-building areas. Removal and recompaction of the upper two feet of existing subgrade soils should provide relatively uniform support for paved areas. Due to the relatively shallow groundwater condition and extensive depth of the alluvium, it is not considered practical to remove and compact all of the alluvial deposits underlying areas of proposed development. Hence, the settlement potential of the alluvium left in place (below groundwater) will be a consideration for site development. Laboratory test results indicate that the saturated alluvium has moderate compressibility characteristics when subjected to additional loading. Additional loading would occur if fill soil is placed to raise the pad elevation of the site and/or from the proposed building loads. It is understood that because the placement of additional fill would increase the amount of settlement, the pad elevation of proposed buildings will not exceed the existing ground surface elevation. Hence, settlement of the alluvium will result only from the proposed building. For a typical three-story office building constructed at the existing grade elevation, and assuming that the upper 9 feet of existing fill soils is removed and properly recompacted, it was estimated that a maximum of 3 inches of settlement could occur. This settlement could be mitigated by either surcharging the building pad area with 8 feet of fill or lowering the first floor level such that the soil removed is equivalent to the weight of the building. It is estimated that the surcharge fill would have to remain for a period of 4 to 8 months to achieve primary Project No. 06480-32-01 - 6 - February 7, 2001 I I I I I I I I I i I i i i i i i i i consolidation. Excavation of the building area to balance the new building load is expected to require an excavation of 5 to 8 feet below existing grade. The thickness of soil that will require removal can be determined once the total building weight and/or foundation loads are known. Some settlement should also be anticipated during construction as the soil is reloaded by the weight of the building. The total magnitude of this settlement can be evaluated once foundation loads are determined; however, it is estimated to be less than 1 inch across the building during construction and less than Vz inch postconstruction. Project No. 06480-32-01 - 7 - February 7, 2001 I I I I I I I I I 1 I I I I I I I I I 7. CONCLUSIONS AND RECOMMENDATIONS 7.1 General 7.1.1 No soil or geologic conditions were encountered which would preclude the development of the property as presently planned, provided the recommendations of this report are followed. As specific development plans progress, Geocon Incorporated should be contacted to review the plans and determine the need for additional investigation and/or possible modification of this report. 7.1.2 The existing undocumented fill is not considered suitable for the support of structural loads in its present condition and will require partial removal and compaction beneath the proposed pavement and landscape areas. 7.1.3 Because the pad grade for the building is anticipated at an elevation of 90 feet above Mean Sea Level (MSL), the undocumented fill is expected to be removed during excavation operations down to pad grade. 7.2 Groundwater 7.2.1 The groundwater surface in Boring Nos. 1 through 4 was found to vary from elevation 81 feet to 87 feet MSL. In addition, the alluvium above the groundwater level was saturated. Therefore, excavations below approximately elevation 95 feet MSL will encounter wet soil conditions resulting in possible excavation, and subsequent reuse as compacted fill, difficulties. Dewatering of excavations deeper than 95 feet MSL may be necessary during construction. 7.3 Soil and Excavation Characteristics 7.3.1 The soil conditions encountered vary from silty and clayey sands to silty clays. The soils observed within the undocumented fill consisted predominantly of clayey and silty sand with some sandy clay. The Santiago Formation typically consisted of silty sandstone with some claystone. Excavations within the Santiago Formation are not anticipated with the exception that underground utilities in the northwest corner of the site (if any) may extend into this formation. The surficial soils and the Santiago Formation are considered rippable with conventional heavy-duty grading and excavation equipment. Some cemented zones have been known to occur within the Santiago Formation where the material may require greater than normal effort to excavate. Project No. 06480-32-01 - 8 - February 7, 2001 I I I I I I I I i i i i i i i i i i i 7.3.2 The surficial deposits in areas of planned remedial grading may be very moist to saturated during the winter or early spring depending on preceding precipitation and may require mixing with drier material or drying prior to their use as compacted fill. 7.4 Grading 7.4.1 All grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix C and the city of Carlsbad Grading Ordinance. Where the recommendations of Appendix C conflict with this report, the recommendations of this report should take precedence. 7.4.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling and/or the grading plans can be discussed at that time. 7.4.3 Site preparation should begin with the removal of all deleterious material and vegetation. The depth of removal should be such that material exposed in cut areas or soil to be used as fill is relatively free of organic matter. Material generated during stripping and/or site demolition should be exported from the site. 7.4.4 The undocumented fill is anticipated to be entirely removed beneath the structure if the building pad grade remains at an elevation of 90 feet MSL. If the pad grade is adjusted higher, complete removal and compaction of the undocumented fill beneath the building and 10 feet wider than the footprint, is recommended. 7.4.5 Within pavement or hardscape parking areas, it is recommended that the undocumented fill be removed at least 2 feet below existing grade or pavement subgrade, whichever is deeper, and replaced as properly compacted fill soil. The base of the removal should be scarified 6 inches, moisture conditioned as necessary, and properly compacted. 7.4.6 The site should then be brought to final subgrade elevations with structural fill compacted in layers. In general, soils native to the site are suitable for re-use as fill if free from vegetation, debris and other deleterious material. Layers of fill should be no thicker than will allow for adequate bonding and compaction. All fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of maximum dry density at near-optimum moisture content, as determined in accordance with ASTM Test Procedure D 1557-91. Fill materials near and/or below optimum moisture content may require additional moisture conditioning prior to placing additional fill. Project No. 06480-32-01 - 9 - February 7, 2001 I I I I I I I I I I I I I I I I I I I 7.4.7 Rock or concrete fragments should not be used in fill areas due to the anticipated limited fill thickness. 7.4.8 The excavation for the building may extend near, or below, the groundwater table. As stated previously, dewatering may be necessary. The dewatering may consist of a series of well points surrounding the excavation, or sloping the base of the excavation to one corner to allow nuisance water to be pumped from a single point. In either case, consideration should be given to providing a minimum 6-inch-thick gravel mat at the base of the excavation to provide a stable working platform. The gravel should be underlain by a geotextile fabric such as Mirafi 500X. The actual dewatering method should be determined by the contractor. 7.4.9 It is likely that the subgrade for the culvert will expose saturated, and potentially loose alluvial deposits, which could adversely impact the construction of the structure. To minimize the potential for differential settlement and provide a relatively stable level subgrade during construction, it is recommended that the base of the structure be underlain by at least 12 inches of crushed gravel (l'/2 inch maximum size). The lower 6-inches of the gravel blanket should be completely encapsulated with a geotextile such as Mirafi 500X (or equivalent). The blanket should extend a minimum of two feet wider than the culvert footprint. The gravel blanket excavation should be observed by a representative of Geocon Incorporated to verify that the soil conditions exposed are similar to those anticipated. 7.5 Slope Stability 7.5.1 No new slopes are proposed. The existing slope along Palomar Airport Road is considered to be stable and possess a factor of safety of at least 1.5 under static conditions for both deep-seated failure and shallow sloughing conditions. 7.5.2 All slopes should be landscaped with drought-tolerant vegetation, having variable root depths and requiring minimal landscape irrigation. In addition, all slopes should be drained and properly maintained to reduce erosion. Slope planting should generally consist of drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. 7.6 Seismic Design Criteria 7.6.1 The following table summarizes site specific seismic design criteria obtained from the 1997 Uniform Building Code (UBC). The values listed in Table 7.6 are for the Rose Canyon Fault (located approximately 5 miles west of the site), which is identified as a Type B fault. Project No. 06480-32-01 - 10 - February 7, 2001 1 1 1 1 1 1 11 "•' TABLE 7.6 SEISMIC DESIGN PARAMETERS Parameter Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Mat Foundation Design Value 0.4 SF 0.44 0.99 1.0 1.1 B UBC Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U Due to differential settlement considerations, a mat foundation system is recommended for the support of the proposed building. This assumes that the elevation of the ground surface below the proposed building will be lowered such that the 1 | 7.7.2 weight of the soil removed exceeds the weight of the proposed building (dead plus live loads but not transient loads). It is recommended that 125 pcf be assumed for the average density of the soil to be removed. The proposed building would be supported on a neat foundation system designed for a soil modulus of subgrade reaction equal to 70 pci. 1 7.7.3 Foundation design should include allowances for buoyant forces assuming a groundwater • elevation of 95 feet MSL. ft 7.8 Concrete Slabs — General 7.8.1 Interior slabs which are anticipated to receive moisture-sensitive floor covering, or that will I be used to store moisture-sensitive materials, or where migration of moisture through the slab is undesirable should be underlain by at least 4 inches of clean sand and a suitable vapor barrier placed at the mid-point of the sand layer. 7.8.2 Crack-control joints should be provided for all at-grade concrete slabs. The spacing of the I crack-control joints should be no greater than 12 feet. 1 7.8.3 Presaturation of subgrade soil is not deemed necessary prior to placing concrete; however, soil that is to receive concrete should be sprinkled with water as necessary to maintain a moist condition as would be expected in any such concrete placement. I Project No. 06480-32-01 -11-February?, 2001 I I I I I I I I I I I I I I I I I I I 7.8.4 The recommendations of this report are intended to reduce, not prevent, the potential for cracking of concrete slabs. Even with the incorporation of the recommendations of this report, foundations, stucco, and at-grade concrete slabs may still exhibit cracking due to shrinkage of the concrete during curing. The occurrence of shrinkage cracks is independent of the supporting soil characteristics. The potential for shrinkage cracks may be reduced by limiting the slump of the concrete, proper placement and curing of the concrete, and the construction of crack-control joints. 7.9 Retaining Walls and Lateral Loads 7.9.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 45 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 90. Where soils have an Expansion Index greater than 90 and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations. 7.9.2 The above recommendations apply to retaining walls for the underground parking structure above an elevation of 95 feet MSL. Below an elevation of 95 feet MSL, the wall should be designed to include hydrostatic loading; therefore, below 95 feet MSL the active earth pressure should be increased to 85 pcf for a level backfill. 7.9.3 Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the above active soil pressure. 7.9.4 Retaining walls, other than those for the underground parking, should be provided with a" drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 90) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. Project No. 06480-32-01 -12- February 7,2001 I I I I I I I I I I I I I I I I I I I 7.9.5 Dewatering will likely be required for the construction of the wing wall foundations at the box culvert. Due to settlement considerations it is recommended that these footings be designed for an allowable soil bearing pressure of 1,000 psf. This bearing pressure may be increased by one third when considering wind or seismic loads. The footing excavations should also be observed by a Geocon representative prior to placing reinforcement steel. A gravel mat may be necessary to stabilize the base of the foundation excavation for the wing wall foundations. This should be evaluated by a Geocon representative during construction. 7.9.6 In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90 and the base of the footing is above elevation 98 feet MSL. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 7.9.7 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid with a density of300pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.35 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 7.9.8 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. 7.10 Drainage and Maintenance 7.10.1 Good drainage is imperative to reduce the potential for differential soil movement, erosion and subsurface seepage. Positive measures should be taken to properly finish grade the building pads after the structures and other improvements are in place, so that the drainage water from the buildings, lots and adjacent properties are directed off the lots and to the street away from foundations and the top of the slopes. Experience has shown that even with these provisions, a shallow groundwater or subsurface water condition can and may develop in areas where no such water conditions existed prior to the site development; this Project No. 06480-32-01 - 13 - February 7, 2001 I • is particularly true where a substantial increase in surface water infiltration results from an increase in landscape irrigation. 7.11 Grading Plan Review • 7.11.1 The soil engineer and engineering geologist should review the Grading Plans prior to finalization to verify their compliance with the recommendations of this report and • determine the need for additional investigation, comments, recommendations and/or analysis. I I I I I I I I I I I I I I Project No. 06480-32-01 -14- February 7,2001 I I I I I I I I I I I I I I I I I I I LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. 2. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 06480-32-01 February 7, 2001 MCCLELtAN "PALQItyR AIRPbRT SOURCE : 2000 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROTHERS MAPS. THIS MAP IS COPYRIGHTED BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY OR REPRODUCE ALL OR ANY PART THEREOF. WHETHER FOR PERSONAL USE OR RESALE. WITHOUT PERMISSION N NO SCALE GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 MB/TA DSK/EOOOD VICINITY MAP PACIFICA CARLSBAD CARLSBAD, CALIFORNIA DATE 02 - 07 - 2001 PROJECT NO. 06480 - 32- 01 FIG. 1 1VICMAP MCCLILLAN "PALMAR AIRPbRT i-6*B«AH.-a-2 URISSA m sir.3 PIPIT CT 4 VESPER U 5 NOLINA CT 6 HERIKE Ift SOURCE: 2000THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROTHERS MAPS. THIS MAP IS COPYRIGHTED BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY OR REPRODUCE ALL OR ANY PART THEREOF, WHETHER FOR PERSONAL USE OR RESALE, WITHOUT PERMISSION GEOCON &> INCORPORATED ^30? GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 RHONE 858 558-6900 - FAX 858 558-6159 MB/TA DSK/EOOOD VICINITY MAP PACIFICA CARLSBAD CARLSBAD, CALIFORNIA DATE 02-07-2001 PROJECT NO. 06480-32-01 FIG. 1 1VICMAP I I I I I I I I I I I I I I I I I I I APPENDIX A FIELD INVESTIGATION The field investigation was performed on March 31, April 3 and May 25, 2000, and consisted of a visual site reconnaissance, the excavation of 5 small-diameter borings and 15 cone penetrometer soundings. The approximate locations of the exploratory borings and soundings are shown on Figure 2. The previous proposed site configuration included buildings at different locations within the site. Hence, during the field investigation, borings were placed and grouped across the site both to accomplish general site characterization and to focus on proposed building areas. The borings were advanced to depths of between 15 and 65 feet below existing grade using a CME 55 truck-mounted drill rig equipped with 8-inch-diameter hollow stem auger. Relatively undisturbed samples were obtained by driving a 3-inch, split-tube sampler 12 inches into the undisturbed soil mass with blows from a 140 pound hammer with a 30-inch drop. The sampler was equipped with six 1-inch by 2.5-inch brass sampler rings to facilitate removal and testing. Standard penetration tests (SPT) were also performed by driving a 2-inch split-tube sampler into the "undisturbed" soil mass with blows from a 140-pound hammer falling 30 inches. Bulk samples were also obtained. The soils encountered in the borings were visually examined, classified, and logged. Logs of borings are presented on Figures A-l through A-12. The logs depict the soil and geologic conditions encountered and the depth at which samples were obtained. The cone penetrometer testing consisted of pushing an instrumented cone into the underlying soils. The resistance to continuous penetration encountered by the cone tip and adjacent friction sleeve exhibit high sensitivity to changes in soil type, thus providing data on soil behavior types and correlated strength parameters. The CPT soundings were advanced to depths ranging from 9 to 76 feet below the existing ground surface. Logs of the cone penetrometer soundings are presented on Figures A-13 through A-27. Project No. 06480-32-01 ' February 7,2001 I PROJECT NO. 06480-32-01 DEPTH IN FEET ~ — — i ~ - 4 - - - 6 - _ - 8 - - 10 - — — - 12 - - 14 - - - 16 - - 1 Olo ~~ - 20 - - - 22 - - 24 - - 26 - - 28 - SAMPLE NO. Bl-1 Bl-2 Bl-3 Bl-4 Bl-5 Bl-6 Bl-7 8<x 8S i 8& •1 ,I• I1 I1 I1 M CDo O I— _| O'/ Jl, '/- S - , ///'/ 'A.w/ A -//' '//// .-]..•- Ul-1 -I- •1 ''- 1- ^?A/yy A/X A/yy ^/x w <6r-x>y/yvyAAA/A/vy A/yy ^: y:/. //'/ . /. /7 /-// / ///: ///A ft rr"LUi— Tn — i o;CD I SOIL CLASS (USCS) sc SM CL SC/CL BORING B 1 ELEV. (MSL.) 104 DATE COMPLETED 3/31/00 EQUIPMENT CME 55 MATERIAL DESCRIPTION 1 rlLL ,l ( Grass and some plants at surface, observed chunks of i \ asphalt and concrete at surface, upper 3" to 6" dry ,' Medium dense, moist, white to yellowish-brown, Clayey SAND, interbedded with dark brown, sandy clay Medium dense, moist, white to olive-brown, Silty SAND with layers of dark brown, sandy clay and trace gravel ALLUVIUM Very stiff, saturated, olive to yellowish-brown, Silty CLAY with a little sand and trace gravel Stiff, saturated, olive-brown, Silty CLAY with trace gravel (plastic clay) Stiff, saturated, olive to yellowish-brown, fine to medium Sandy CLAY (plastic) with silt and trace gravel (water in sampler) Firm, saturated, olive-brown, Clayey, fine SAND and fine Sandy CLAY with trace gravel ZUJ~ i ^ 1 1 <E ^ X P; CO =2ilH^^co3 Q.0^-^ ~ 16 - 14 - - 25 ~ — 18 - - 15 8 (__ tn * -^rLLg<J >-°- Q 112.2 111.5 108.4 108.2 105.6 108.0 ~ 1 1 1 *^a:=3. $>*it LJJ °z a 10.0 10.2 21.3 21.2 23.5 23.3 Figure A-l, Log of Boring B 1 PACCC SAMPLE SYMBOLS HI... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE C ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I I I I I I I I I I I I I I I I PROJECT NO. 06480-32-01 DEPTH IN FEET 30 _ - 32 - - 34 - - - 36 - - 38 - - 40 - - - 42 - - 44 - — - 46 - 4o - 50 - - 52 - - 54 - - - 56 - - SAMPLE NO. Bl-8 Bl-9 Bl-10 Bl-11 Bl-12 Bl-13 CDo O 1—H_J /\A/y /\A/(AAA/ ^ '/y^/yAAA/A/yyAAA//yyyA/\A//yyyA/\A/'Y/yAAA//y/yA/yy /Yr/AAAvAA/y /yyy '/// //>' '/// ' ^If /yyyMA/y/y W <XK)/Wx\ W/Wm/yyyA/yys\A/v W//yVy rvLJ1—<T n oC£CD SOIL CLASS (USCS) CL ML CL SM BORING B 1 ELEV. (MSL.) 104 DATE COMPLETED 3/31/00 EQUIPMENT CME 55 MATERIAL DESCRIPTION Stiff, saturated, olive to yellowish-brown, Silty CLAY, trace gravel with Silty, fine SAND lenses, slight organic odor Stiff, saturated, dark grayish-brown, Silty CLAY (plastic) with trace white to orange, silty clay Stiff, saturated, light olive to orange, Silty CLAY with trace sand and quartz gravel Firm, saturated, light olive-brown, Clayey SILT with trace sand and interbedded black clay strands, slight organic odor (disturbed sample at 45 feet) Very stiff, saturated, grayish-brown, Silty CLAY with interbedded thin layers of black clay and quartz gravel Stiff, saturated, grayish-brown, Silty CLAY with trace gravel §Lil~ II ^ ^ '! -£! I XT- CC >J~a: co co LjJ *~*O UJLUffla.'^v-' 16 - 18 - 20- - - 10L - 26 15 J__ fin *~rLL go QC^a 111.6 100.9 102.0 107.1 101.5 /-s 1 \\ •*a:^.1-5 H[£ ^iu 20.2 27.8 26.5 23.3 25.6 Figure A-2, Log of Boring-B 1 PACCC SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL H... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) K ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 06480-32-01 DEPTH IN FEET 60 - - 62 - - 64 - - SAMPLE NO. Bl-14 Bl-15 ^CD LITHOLOttjfl y.i.'l :ff:| IvJ%r-M LU1—GROUNDWASOIL CLASS (USCS) SM BORING B 1 ELEV. (MSL.) 104 DATE COMPLETED 3/31/00 EQUIPMENT CME 55 MATERIAL DESCRIPTION SANTIAGO FORMATION Medium dense, saturated, light grayish-brown, Silty, fine to medium SANDSTONE (massive) Very dense, saturated, light grayish-brown, Silty, fine to medium SANDSTONE BORING TERMINATED AT 65.3 FEET GROUNDWATER ENCOUNTERED AT 17 FEET MEASURED AFTER BORING COMPLETED m LU .ENETRATK?ESISTANCBLOWS/FT0_"--w 31 - - -50/4" >.j_|2 go 0 103.8 118.7 ^MOISTUREONTENT Ou 22.9 15.8 Figure A-3, Log of Boring-B 1 PACCC SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST K ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I I I I I I 1 I I I I I I I I I PROJECT NO. 06480-32-01 DEPTH IN FEET — - 9 - — - 4 - - - 8 J — - 10 - - 12 - - 14 - _ - 16 - - 18 - - 20 - - - 22 - - 24 - - 26 - — - 28 - SAMPLE NO. B2-1 B2-2 B2-3 B2-4 B2-5 B2-6 CDo o I—H_l v", *.", ',/, / . t /// >// S-/-/ '{y/'/ /y /" s'#/ '.•£?''/v^/v/vyy /j/L/j/ A/yy/VyyA/yyA/yyA/yy y//A/-/-,/ ' / ^ '/// 'ffi, / / % /^^ % fe^ A'/'/ ' / '/% f S ' ^g irLU TQ Oo:CD i SOIL CLASS (USCS) SC CL SC BORING B 2 ELEV. (MSL.) 101 DATE COMPLETED 3/31/00 EQUIPMENT CME55 MATERIAL DESCRIPTION FILL r \ Abundant grass and plants at surface, observed some ' i chunks of asphalt and concrete at surface, upper 4" to r1 6" dry §' Medium dense, moist, light grayish-brown, Clayey, fine to medium SAND with some dark brown clayey sand Medium dense, very moist, grayish to yellowish-brown, Clayey, fine to medium SAND with some dark brown, sandy clay ALLUVIUM Stiff, moist to saturated, dark yellowish-brown, Silty CLAY with trace sand Loose, saturated, olive to yellowish-brown, Clayey, fine to medium SAND with trace silt Medium dense, saturated, yellowish-brown, Clayey, fine to medium SAND with trace silt Medium dense, saturated, yellowish-brown, Clayey, fine to medium SAND, trace silt §y^ !_J ^ j, UJ yjO Q_ ^ — 21 - _ 20 — 18 - _ 11" - 15- 12 £^ to * " • a:^a 102.7 107.1 ui^ fV £2 Hif;gz o 24.6 22.4 Figure A-4, Log of Boring-B 2 PACCC SAMPLE SYMBOLS HI... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I I I 1 I I I I I PROJECT NO. 06480-32-01 DEPTH IN FEET 30 - 32 - - 34 - - - 36 - 38 - 40 - - 42 - 44 - 46 - 48 . - 50 - - 52 - - 54 - - - 56 - _ - 58 - SAMPLE NO. B2-7 B2-8 B2-9 B2-10 B2-11 B2-12 -' - £ \A /\/- //.y ^ V X ' / / 1 ./ / "> <•c 3 |_ ^ V\1' •/•/ s/<?, '// / / ', //, s, / % )1 1 \J •;- - ^ftKK /Y ^ 'Y/" / /'/ '-', >; % n"LU a nQLCD SOIL CLASS (USCS) ML SP-SM CL SC BORING B 2 ELEV. (MSL.) 101 DATE COMPLETED 3/31/00 EQUIPMENT CME55 MATERIAL DESCRIPTION Firm, saturated, yellowish-brown, Clayey SILT with trace fine sand Stiff, saturated, light grayish to light orange-brown, Clayey SILT with trace fine sand Medium dense, saturated, yellowish-brown, fine to medium SAND, trace silt Very stiff, saturated, grayish-brown, Silty CLAY with some fine to coarse sand and some gravel Medium dense, saturated, grayish-brown, Clayey, fine to medium SAND with trace silt Medium dense, saturated, light grayish-brown, Clayey, fine to medium SAND, trace silt and trace quartz gravel <E«£ §OJ§ m^dQ_ ^-w 9 - 11 - - - 20 - 23 _ —15 - 19 i— 82z ' . ^ . o:^a 98.0 108.1 99.0 Q=c HyEgo 27.4 22.2 27.3 I I I Figure A-5, Log of Boring-B 2 PACCC SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 06480-32-01 DEPTH IN oU _ - 62 -\ - 64 - ' SAMPLE NO. B2-13 B2-14 CDO O 1—H_1 'Y/MY/ 'y%yy/ 'YY^YYY YY//S// Y////// '$$ • '1* ••if'vt rrLU c octCD SOIL CLASS (USCS) CL SM BORING B 2 ELEV. (MSL.) 101 DATE COMPLETED 3/31/00 EQUIPMENT CME 55 MATERIAL DESCRIPTION SANTIAGO FORMATION Stiff, saturated, light grayish-brown, CLAYSTONE with interbedded layers of light grayish to orange-brown, fine to medium sand Very dense, saturated, yellowish-brown, Silty, fine to medium SANDSTONE (massive) BORING TERMINATED AT 65.5 FEET GROUNDWATER ENCOUNTERED AT 15 FEET MEASURED AFTER BORING COMPLETED ^LU^ <c^£ LU '""'o Lu^coQ_ tt"w- 21 - "50/6" >- liio . a:""'Q 89.4 /•%ijj ^ cog Ci -^ ^"~ ^3o 33.3 Figure A-6, Log of Boring-B 2 PACCC SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) H ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE f. ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I I I I I I I I I I I I I I I PROJECT NO. 06480-32-01 DEPTH IN FEET -~ -- - ~> - 4 - — - 6 - - 10 - - 12 - - 14 - - 16 - — - 18 - - 20 - - - 22 - - 24 - _ - 26 - - 28 - SAMPLE NO. 1 L B3-1 1 X B3-2 I )X XXXX T3'3 'I )< 1XX> B3-4 I F B3-5 B3-6 B3-7 CDO 0 1— H 0 '/ \ 1 "1 ' -,-rJ --VI- T-i -•F" I-'n-i-< .. • .< j< I-L> " T V)^AVAc/\xx^/ VY/Xvyvy \/v\/( X/A ' -1 ' I-L 1:1 '• 1- '* - T-.::i-:VN- T- 'i •[ .- \" i ' --'!• j' " I-L-1 •- -1]-" 1 rrLU <E Q — )o CD X SOIL CLASS (USCS) SM CL SM BORING B 3 ELEV. (MSL.) 102 DATE COMPLETED 4/3/00 EQUIPMENT CME 55 MATERIAL DESCRIPTION FILL , ( Grass and plants at surface, observed some chunks of i i asphalt and concrete at surface, upger 3" to 5" dry / Medium dense, moist, light olive-brown, Silty, fine to medium SAND with dark brown, sandy clay Medium dense, moist, light olive-brown, Silty, fine to medium SAND ALLUVIUM Stiff, very moist to saturated, dark olive-brown, Silty CLAY with some sand Medium dense, saturated, light yellowish-brown, Silty, fine to medium SAND Loose, saturated, yellowish-brown, Silty, fine SAND (water in sampler) Loose, saturated, yellowish-brown, Silty, fine to medium SAND with some clay ^Lil~ i|i 1 ' " l__l — £111 "^ f^ty cn3 Q.0^ r 22 - 27 — 16 - 15 ~ 11 6 jjG ° • 0^Q 113.5 111.2 104.2 105.6 ~ |£ o^~^oo 8.4 10.7 22.3 20.6 Figure A-7, Log of Boring B 3 PACCC SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 06480-32-01 DEPTH IN FEET 30 - 32 - - - 34 - - 36 - - 38 - - 40 - - 42 - - 44 - - 46 - - 48 - - 50 - - 52 - - 54 - - 56 - - 58 - SAMPLE NO.LITHOLOGYB3-8 ip; V / B3-9 B3-10 B3-11 B3-12 B3-13 i i " 1 /'xx£' /y ^//yA//yA//yAy-AyA///Ay/y/i /'//A//yAy. /YAy /KA//y/]//Y % %sy,%/Y /.; / ':/ /_ '_/ // /> /! \ $ I f \ / / / / t! / / / / ^V IY IY, Y, Y V IYVVY\ Y, IY Y, VA/yy YA/Am1'.]. [•I '' -•1- . •"GROUNDUATER 1SOIL CLASS (USCS) sc CL SM BORING B 3 ELEV. (MSL.) 102 DATE COMPLETED 4/3/00 EQUIPMENT CME55 MATERIAL DESCRIPTION Loose, saturated, yellowish-brown, Clayey, fine to medium SAND with trace silt Loose, saturated, olive to yellowish-brown, Clayey, fine to medium SAND with trace silt Stiff, saturated, grayish to yellowish-brown, Sandy CLAY with trace gravel Very stiff, saturated, light grayish-brown, Sandy CLAY with trace quartz gravel Very stiff, saturated, grayish-brown, Silty CLAY with some light grayish-brown, fine to medium sand with trace quartz gravel Medium dense, saturated, light yellowish-brown, Silty, fine to medium SAND PENETRATIONRESISTANCE(BLOWS/FT.)13 _ — - 11 12 - - 21 - 27 i-^ |cJ >-°-0;^Q 100.6 103.2 102.8 100.3 104.6 10/1 /I MOISTURECONTENT <*>23.3 25.2 25.1 25.9 22.7 T7 3 Figure A-8, Log of Boring-B 3 PACcc SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) H ... DISTURBED OR BAG SAMPLE E ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I PROJECT NO. 06480-32-01 DEPTH IN FEET 60 SAMPLE NO. B3-14 1 FHOLOGYH :.]|- - IY JNDUATE0ce CD SOIL CLASS (USCS) SM BORING B 3 ELEV. (MSL.) 102 DATE COMPLETED 4/3/00 EQUIPMENT .,...,.„.. CME55 MATERIAL DESCRIPTION SANTIAGO FORMATION A Dense, saturated, white to light olive-brown, Silty, / \ fine to medium SAND with some quartz gravel / BORING TERMINATED AT 61 FEET GROUND WATER ENCOUNTERED AT 21.5 FEET MEASURED AFTER BORING COMPLETED •RATIONSTANCEJS/FT. )LLlKoZf2_JLuWmn Lt-^' 38 JENSITYC.F.)"-1 . S.O.&~o 96.4 /•%gS=1-cnifi H^ot = 0u 25.0 Figure A-9, Log of Boring-B 3 PACCC SAMPLE SYMBOLS HI... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) H ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I I I I I I I I I I I I I I I PROJECT NO. 06480-32-01 DEPTH IN FEET — ' -1 — - - 4 - - 6 -1 - - 8 - - 10 — — - 12 - - 14 -^ — - 16 - IS - 20 - - 22 - - 24 - — - 26 - - - 28 - SAMPLE NO. B4-1 B4-2 B4-3 B4-4 B4-5 B4-6 >-CDO o H ~" V1 '/ 0 '/ -•-••- 1-v-i-"• -i-- . -i -•b-i '! "1 •ft ! ''•)•*•-A- . -1- 1-L - \ 1" " |-;-§/ $/:/ ^"I!""\ • -• i >. Vj i. - •:1T-"•j t .- \ ']'-!"! :jl] rrUll -Ta — >o CD I SOIL CLASS (USCS) SM SM-SC SC SM SM-SC BORING B 4 ELEV. (MSL.) 102 DATE COMPLETED 4/3/00 EQUIPMENT CME55 MATERIAL DESCRIPTION FILL ,l( Grass and plants at surface, observed small chunks of i t asphalt and concrete at surface, upper 4" to 6" dry \ Medium dense, moist, yellowish-brown to light grayish-brown, Silty, fine to medium SAND Medium dense, moist, grayish-brown, Silty, fine to medium SAND with trace clay ALLUVIUM Very stiff, moist, grayish-brown, Silty, fine to medium SAND with interbedded dark brown, sandy clay Medium dense, saturated, dark brown, Clayey, fine to medium SAND with trace silt Medium dense, saturated, yellowish-brown, Silty, fine to medium SAND (water in sampler) Medium dense, saturated, yellowish-brown, Silty, fine to medium SAND, interbedded with yellowish-brown, clayey sand Z i^O £** •Hgl- gfeoi LJJ Wo S^ra Q.0^ ~ 16 - 17 - - 25 — - - 15 - 15 18 >_\— |o aw Q 115.8 105.3 f^. QL^ = H O^~E§ <J 13.8 21.5 Figure A-10, Log of Boring-B 4 PACCC SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST H ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 06480-32-01 DEPTH IN FEET - 30 - 32 - - 34 - - 36 - - 38 - - 40 - - - 42 - - 44 - - 46 - - 48 - - 50 - SAMPLE NO. B4-7 B4-8 B4-9 B4-10 B4-11 ' [1 1 . 1 • r .i1 . > o o I —H_l '•)•}''.' 1-L -_\ }• - "•'•!'-" •\-\ •] \-•I- •"- ;{{;.; ;JV. '•}. •' -']•!"'\ • •/' '/:/ '//' 7/:^ ^ ^ I'MOI tvkf: rrLU 7*a — io CD SOIL CLASS (USCS) SM-SC SP-SM SC SM BORING B 4 ELEV. (MSL.) 102 DATE COMPLETED 4/3/00 EQUIPMENT CME55 MATERIAL DESCRIPTION Medium dense, saturated, yellowish-brown, Silty, fine to medium SAND, interbedded with light olive, clayey silt Medium dense, saturated, yellowish-brown, Silty, fine to coarse SAND with trace quartz gravel Medium dense, saturated, yellowish-brown, Silty, fine to coarse SAND Medium dense, saturated, tan, Clayey, fine to medium SAND with trace gravel SANTIAGO FORMATION ~\ Very dense, saturated, white to light grayish-brown, r \ Silty, fine to medium SANDSTONE / BORING TERMINATED AT 50.3 FEET GROUND WATER ENCOUNTERED AT 21 FEET MEASURED AFTER BORING COMPLETED ^Ul^S Ot_*! ' ^ i Q.0^ 22 — 24 ~~ - 18- - 29" - ^50/4" > CO * MI * o • Q^Q 107.6 /^. LLJo: &* H^ E§ CJ 20.6 Figure A-ll, Log of Boring-B 4 PACCC SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I PROJECT NO. 06480-32-01 DEPTH IN FEET — 7 — - 4 - - 6 - — - 8 - - 10 - ~ - 12 - - 14 - SAMPLE NO. B5-1 B5-2 B5-3 B5-4 B5-5 _ 1 ' !iii• • >-COo 0 H— 1 \*'/ vu/ -•]• l-l-]•- 1 - -L ."•'• '1 -' f^ '•/•Y- // !:]:yt:n> fX't; If t&[: life rrLlJ1—<T z o CD SOIL CLASS (USCS) SM CL-SC SM BORING B 5 ELEV. (MSL.) 101 DATE COMPLETED 4/3/00 EQUIPMENT CME 55 MATERIAL DESCRIPTION rlLL ', Surface covered with grass and plants, observed ,' i chunks of AC and concrete at surface, upper 4" to 6" r I. drv ,' Medium dense, moist, light olive-brown, Silty, fine to medium SAND with trace dark brown, sandy clay Stiff, moist, dark brown, Sandy CLAY with some light olive-brown, silty sand SANTIAGO FORMATION Very dense, moist, white to light yellowish-brown, Silty, fine to medium SANDSTONE Very dense, moist, light yellowish-brown, Silty, fine \ to medium SANDSTONE with thin lenses of siltstone / BORING TERMINATED AT 15.5 FEET NO GROUNDWATER ENCOUNTERED Z, I/-N OQ • ! ^ ! gi^co iliHo Eu^idQ- ^ — 17 - - 16 — " 50/6" ~~ - -50/6" >_j— ^^ 'tn *™U- gd ^^Q 116.5 117.0 ^ LU^QL »z 0^z:§u 14.9 15.4 Figure A-12, Log of Boring B 5 PACCC SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) i§ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I COo mi: Ld Oo 2= ib" CM O C iD U Q <EO U <E Q. U 0 _l o o CJ. men JflifS o- •H Q. 13 o LD o o co S^ bfr*. £• "Ill en en to CDCO U "9 I •I .1 & :3<8 £00 (V LD H-, o COr:LU oo (N CD (bC . ,_! O1 C If)o rtl LJ O CM O ..<ra co CO o o COCO tt- IS) D. TD W (4- M LD. C-J o- I IV (NY .. U CO HH OmnLJ oo 5= LO CM QJ C C 0)u a L. U O .. <Ea co i 3 •M 0 CO _l o o o CDCO WQ. M C/JLJ_ H a CXI. §§II I s sM! IBdm^S C ^ ^ &i>I IS - -&1 CO CO OJ <Da IV ID U 03 M O COx;u oo ^ in OJ if) s- O (b .. 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Ca co O o o CO CO Ln.c\j - •H M Q. M I I I I I I I I I I I I I I I I I I I APPENDIX B LABORATORY TESTING Laboratory tests were performed in general accordance with the test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected, relatively undisturbed drive samples were tested for their in-place dry density, moisture content, and consolidation characteristics. Gradation tests were performed on several bulk samples. The results of our laboratory tests are presented in graphical forms hereinafter. The in-place dry density and moisture characteristics are presented on the exploratory boring logs. Consolidation and gradation test results are presented on Figures B-l through B-16. Project No. 06480-32-01 February 7, 2001 PROJECT NO. 06480-32-01 SAMPLE NO. Bl-5 oH <naH ou UJo E 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) Initial Water Content (%) 108.2 21.2 Initial Saturation (%) Sample Saturated at (ksf) 100+ .125 CONSOLIDATION CURVE PACIFICA CARLSBAD CARLSBAD, CALIFORNIA PACCC Figure B-l PROJECT NO. 06480-32-01 PERCENT CONSOLIDATIONi-» i-> i iPro ocoo>-f=.ri)oro*'SAMPLE NO. Bl-7 k. ^V,s.1 1 s >-* s *»•»**• N ** S ^ \N \ \ -~— \ "» •» \ X55 \ «** \ ^ | 1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) Initial Water Content (%) 108.0 23.3 Initial Saturation (%) Sample Saturated at (ksf) 100 + .125 CONSOLIDATION CURVE PACIFTCA CARLSBAD CARLSBAD, CALIFORNIA PACCC Figure B-2 PROJECT NO. 06480-32-01 -4 -2 0 0 2H c- <EaH of> § 4 u 1- UJu ffi 60. 8 10 120. SAMPLE NO. Bl-9 — •"••"•^ N i s •— s I-. \ •^ \ **** i \ "-—--. N •" ~. \ »~~ \ -** ^ i 1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) Initial Water Content (%) 100.9 27.8 Initial Saturation (%) Sample Saturated at (ksf) 100 + .125 CONSOLIDATION CURVE PACIFICA CARLSBAD CARLSBAD, CALIFORNIA PACCC Figure B-3 PROJECT NO. 06480-32-01 o H£ §OU) O LUO<X.UJ0- SAMPLENO. Bl-12 -4 -2 10 _0.1 \ 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) Initial Water Content (%) 101.5 25.6 Initial Saturation (%) Sample Saturated at (ksf) 100 + .125 CONSOLIDATION CURVE PACIFICA CARLSBAD CARLSBAD, CALIFORNIA PACCC Figure B-4 PROJECT NO. 06480-32-01 -4 -2 0 o •?H C 1—<EQH_1OCOi 4 o 1- LU0 f* oLU 6Q. 8 10 120. SAMPLE NO. B3-8 8 „ ' — ---^, ^ 1 ^> >-. •N -«. x **• s •a \ ta ^E \, •^ ' \ , \ — ^ \ •~>. , ^ i 1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) Initial Water Content (%) 100.6 23.3 Initial Saturation (%) Sample Saturated at (ksf) 95.3 .125 CONSOLIDATION CURVE PACfflCA CARLSBAD CARLSBAD, CALIFORNIA PACCC Figure B-5 PROJECT NO. 06480-32-01 QH OCO OU LU Oo:LUQ. SAMPLE NO. B3-10 -4 -2 10 _0.1 \ \ \ 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) Initial Water Content (%) 102.8 25.1 Initial Saturation (%)100 + Sample Saturated at (ksf).125 CONSOLIDATION CURVE PACIFICA CARLSBAD CARLSBAD, CALIFORNIA PACCC Figure B-6 PROJECT NO. 06480-32-01 SAMPLE NO. B3-12 <EnH oCJ LUua:LUa. 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) Initial Water Content (%) 104.6 22.7 Initial Saturation (%)100 + Sample Saturated at (ksf).125 CONSOLIDATION CURVE PACIFICA CARLSBAD CARLSBAD, CALIFORNIA PACCC Figure B-7 IIIII I I I I I I I I I I I I I I T™ j—m eo0) '& |-S RJ O(/> w •^o(0 U •° "Sin O"^ a* 0 «° oc S «= E " i- Q. 1c 3•) 1 — cC£ac\ 3 3 5 J ^ j • 0 CaC£o — 333J 1C\ f 4 3 I I > 369a if »_ co1^o 3J 1 t > C•<; hO 4> 3• J Sr-c\ 3> * 4 * -*- § c\ oo r § o ' 8 O 0o oo - 8 0p ° a c E"~ o E° P0 ^ o 0 0 3 ° ! opCQ2=3O5 COQ. OOO coo IIIII I I I I I I I I I I I I I I T— _m eo0) '•? |-S TO O (0 « ^0re u •o ow ° 3-| S o.y cM— C " 1- Q. 1r 33 J —=; — -F~ —— cu o 3 1 J - , • ^ Cc0 0 D \ , -- EIL )E Cuao '9 313d d 1B!a - §0\J <> A • L C 3 3 4 4 • t 4 — , ^ ^ k- k c 0 8 cir so0 0o - 8 0 0ooo 8 - d •—»o g 3c o E-§ p oo o o ^ 3 ° o>CD2Z!O5 W Q. OOo IIIIII I I I I I I I I I I I I I O 5 SOJ o 0) S|-S CO O W w "So •° "nW ° 0 «° CC n m_0 | I— ._ ra "~Q. cL C ~ 3 J -- E -H - - -i - i-i — 4 LT C\ 1 1 J - —l> » k , Cirifc\ 3))j - ~ EIU U- !PE <N 3d |l » ] —— " A - CL C 3 J 4 oo C\l 4 > >— 4 — i — i J< \<- \> <• r h- — 5 £ oo 8o o 8 o- o o oo o8 oo - 0 -r~O w " S ^d> o E- d F '*~ oo o o o J DO Oooco" T3CCO IIIII I I § I 1 i i i• I 1 I CM T- C CQ O O +s_ (C Q. ~O 1=5TO inci o u >— ' (0 n- » 0 1. 4= (D (G O OC (C (1) £.i o I-nn caLt0 331J — i 0 — 3 J — — Cru0 3J30 — « C C0 4 I 0 — —*— cu(.o — 333 J = f g(ir >U 333J !P ^~ saU ^o IB » 3 J a —— c0hO 3J J * C O f J * ^ sh 0 3 J —— — Cah0 * V 33 J ic 8 8o o oqo• o oT- Oo §' oq § 8 3 O o E. P t- ^8 0 3 ° J COO) wQ. Ooo 00 I I I I I I I • APPENDIX C | RECOMMENDED GRADING SPECIFICATIONS | for I PACIFICA CARLSBAD CARLSBAD, CALIFORNIA | PROJECT NO. 06480-32-01 I I I I I I I I I I I I I I I I I I I I I I I I I I RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1. These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recom- mendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2. Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. It will be necessary that the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep him apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, and so forth, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1. Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2. Contractor shall refer to the Contractor performing the site grading work. 2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. GI rev. 8/98 I I I I I I I I I I I I I I I I I I I 2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6. Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7. Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1. Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. GI rev. 8/98 I I I I I I I I I I I I I I I I I I I 3.2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3. Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4. The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontalivertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized, provided it is acceptable to the governing agency, Owner and Consultant. 3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6. During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1. Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. GI rev. 8/98 I I I I I I I I I I I I I I I I I I I 4.2. Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. 4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction shall be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4. Where the slope ratio of the original ground is steeper than 6:1 (horizontahvertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade Original Ground Finish Slope Surface Remove All Unsuitable Material As Recommended By Soil Engineer Slope To Be Such That Sloughing Or Sliding Does Not Occur Varies "B" See Note 1 See Note 2 - No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the bottom key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. GI rev. 8/98 I I I I I I I I I I I I I I I I I I I 4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Contractor until it is uniform and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. 5. COMPACTION EQUIPMENT 5.1. Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2. Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1. Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D1557-91. 6.1.3. When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4. When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the so/7 fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. GI rev. 8/98 I I I I I I I I I I I I I I I I I I I 6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM Dl 557-91. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. 6.1.6. Soils having an Expansion Index of greater than 50 may be used in fills if placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8. As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2. Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. GI rev. 8/98 I I I I I I I I I I I I I I I I I I I 6.2.3. For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4. For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. 6.2.5. Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6. All rock placement, fill placement and flooding of approved granular soil in the windrows must be continuously observed by the Consultant or his representative. 6.3. Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with the following recommendations: 6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, maximum slope of 5 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the GI rev. 8/98 1 1 1 1 1 1 1 • 1 • 1 • 1 • 1 required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made will be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3. Plate bearing tests, in accordance with ASTM Dl 196-64, may be performed in both the compacted soil fill and in the rock fill to aid in determining the number of passes of the compaction equipment to be performed. If performed, a minimum of three plate bearing tests shall be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4. A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approximately 5,000 to 10,000 cubic yards of rod: fill placed. 6.3.5. Test pits shall be excavated by the Contractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. GI rev. 8/98 I I I I I I I I I I I I I I I I I I I 6.3.7. All rock fill placement shall be continuously observed during placement by representatives of the Consultant. 7. OBSERVATION AND TESTING 7.1. The Consultant shall be the Owners representative to observe and perform tests during clearing, grubbing, filling and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill shall be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test shall be performed for every 2,000 cubic yards of -soil or soil-rock fill placed and compacted. 7.2. The Consultant shall perform random field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion as to whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 7.3. During placement of rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. If performed, plate bearing tests will be performed randomly on the surface of the most-recently placed lift. Plate bearing tests will be performed to provide a basis for expressing an opinion as to whether the rock fill is adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the maximum deflection of the properly compacted soil fill. When any of the above criteria indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 7.4. A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. GI rev. 8/98 I I I I I I I I I I I I I I I I I I I 7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6. Testing procedures shall conform to the following Standards as appropriate: 7.6.1. Soil and Soil-Rock Fills: 7.6.1.1. Field Density Test, ASTM Dl556-82, Density of Soil In-Place By the Sand-Cone Method. 7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-81, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 7.6.1.3. Laboratory Compaction Test, ASTM D1557-91, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 7.6.1.4. Expansion Index Test, Uniform Building Code Standard 29-2, Expansion Index Test. 7.6.2. Rock Fills 7.6.2.1. Field Plate Bearing Test, ASTM Dl 196-64 (Reapproved 1977) Standard Method for Nonrepresentative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. 8. PROTECTION OF WORK 8.1. During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 8.2. After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. GI rev. 8/98 COMMUNITY FACILITIES DISTRICT No. 1 NON-RESIDENTIAL CERTIFICATE: .NON-RESIDENTIAL 'LAND OWNER, PLEASE READ THIS OPTION CAREFULLY AND BE SURE YOU THOROUGHLY UNDERSTAND BEFORE SIGNING. THE OPTION YO(U CHOSE WILL AFFECT YOUR PAYMENT OF THE DEVELOPED SPECIAL TAX ASSESSED ON YOUR PROPERTY. THIS OPTION IS AVAILABLE ONLY AT THE TIME OF THE FIRST BUILDING PERMIT ISSUANCE. PROPERTY OWNER SIGNATURE is REQUIRED BEFORE SIGNING. YOUR SIGNATURE is CONFIRMING THE ACCURACY OF ALL INFORMATION SHOWN. NAME OF OWNER /// AA /7<Th TEIJEPHONE \ 265 LAUREL TREE LANE ADDRESS CITY, STATE 212-O4O y , A ?^ I -25-OO PROJECT ADDRESS rt 5$ (3 3 CARLSBAD, C A ZIP CITY, STATE 92OO9 ZIP ASSESSOR PARCEL NUMBER(S) OR APN(s) AND LOT NUMBERS(S) IF NOT YET SUBDIVIDED BY COUNTY ASSESSOR CBO5-31O9 ' BUILDING PERMIT NUMBER(S) As CITED BY ORDINANCE No. NS-1 55 AND ADOPTED BY THE CITY OF CARLSBAD, CALIFORNIA, THE CITY IS AUTHORIZED TO LEVY A SPECIAL TAX IN COMMUNITY FACILITIES DISTRICT NO. 1 . ALL NON-RESIDENTIAL PROPERTY, UPON THE ISSUANCE OF A BUILDING PERMIT, SHALL HAVE THE OPTION TO (1) PAY THE SPECIAL DEVELOPMENT TAX ONE TIME OR (2) ASSUME THE ANNUAL SPECIAL TAX — DEVELOPED PROPERTY FOR A PERIOD NOT TO EXCEED TWENTY- FIVE (25) YEARS. PLEASE INDICATE YOUR CHOICE BY INITIALIZING THE APPROPRIATE LINE BELOW: OPTION (1): I ELECT TO PAY THE SPECIAL TAX - ONE TIME NOW, AS A ONE-TIME PAYMENT. AMOUNT OF ONE-TIME SPECIAL TAX: $ 80,767 OWNER'S INITIALS . OPTION (2): I ELECT TO PAY THE SPECIAL DEVELOPMENT TAX ANNUALLY FOR A PERIOD NOT TO EXCEED TWENTY-FIVE (25) YEARS. MAXIMUM ANNUAL SPECIAL TAX: OWNER'S INITIALS. 11,1 53 1 DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. SIGNATURE OF PROPERTY OWNER TITLE PRINT NAME DATE THE CITY OF CARLSBAD HAS NOT INDEPENDENTLY VERIFIED THE INFORMATION SHOWN ABOVE. THEREFORE, WE ACCEPT NO RESPONSIBILITY AS TO THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. LAND USE, FY, FACTOR OFF/ COM 91 0.9O75 x SQUARE FT. 89.OOO 80,767 SEP-20-2006 WED 09:31 AN CITY OF CARSLBAD FAX NO. 760 602 8558 P. 03 City of Carlsbad Building Department CERTIFICATE OF COMPLUNCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by tha 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 Name): Project Description; Building Type: Residential: Second Dwelling Unit: Residential Additions: Commercial/Industrial: City Certification of Applicant Information: Biltmore Pacific CB 05-3109 1265 Laurel Tree Lane 212-040-25-00 Shell Building Type V 1 hour New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area 89,000 Square Feet Floor Area Date: DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Cammo Real Carlibad CA 92009 (331-5000) Vista Unified School District 1234 Arcadia Drive ViStoCA 92083 (726-2170) San Marcos Unified School District 215MataWay San Marcos, CA 92Q69 (290-2649) Conuct: Nancy Dolce (By Appt. Only) Enclnltas Union School District 101 South Ranctio Santa Ft Rd Encinitas, CA 92024 (944-4300 ex( 166) San Diegutto Union High School District 7lOEntiniiusBlv(J. Encinicas. CA 92024 (753-6491) Certification ol Applicant/Owners. The person executing this declaration ("Ownsr") certifies under penally of perjury that (1) the Information provided above is correct and true to the best of the Owner's knowledge, and lhat 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 that (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: Revised 3/30/2006 Daw; SEP-20-2006 WED 09:31 Ah CITY OF CARSLBAD FAX NO. 760 602 8558 P, 04 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 issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DiSTRici CARLSBAD UNIFIED SCHOOL DISTRICTNAME OF SCHOOL DISTRICT 6225 ELCAMINO REAL (;ARLSBAD^£92Q09 DATE PHONE NUMBER Revised 3/.10/2006 a^-^to^^^feA!^^ *-•*->• •^«^^^^^ . I i ,jf , , i %.••]>,;ji'«;",i, A ,n*^f^>'wiiU'--*'r^^£fe-;rtiCS3ffi!!'j.,-1;v .^*IMmisHS»aS%8|KsUBft-Vv''iv'i ;.'. • V • • •:' I r\CARLSBAD UNIFIED SCHOOL DISTRICT [__] JEFFERSON ELEMENTARY^ [j^*^*^P^^^^fl^^Mi;^^i^^';.--i.- I'^-':[\ • \' '.,' I—.—I , t i | ] CARLSBAD VILLAGE ACADEMY \ \ CALAVERA HILLS SCHOOL | J VALLEY MIDDLE SCHOOL \ \KELLeYSCHOOL \ ] CALAVEPA.HJLLS MIDDLE fg^)OL -K!',: ;'i BUENA VISTA SCHOOL . r—, . , . . ,.. ^ "^'• V^SiS^. ' •, •<>:*!*, RFCFIVPh FROM- .. (if Applicable) a | a - &Mo - 'as -65 AYMENT R3R: ;'3fiK;-='?-T^i'twr-i"':/'-fi . ACCOUNT NUMJER '.'3ft;|r .'.., ,>, AMOUNT , RECEIVED BY:__ CASH ..CHECK 03-23-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR07049 Building Inspection Request Line (760) 602-2725 Job Address: 1265 LAUREL TREE LN CBAD Permit Type: PQR Parcel No: 2120402500 Lot#: Valuation: $0.00 Construction Type: Reference #: CB053109 Project Title: BILTMORE PACFICA- DEFFERED CURTAIN WALLS SUBMITTAL 0 NEW Applicant: FRANK WELCH 1570 LINDA VISTA DR SAN MARCOS 92078 760 744 3133 Status: ISSUED Applied: 03/06/2007 LSM 03/23/2007 03/23/2007 Entered By: Plan Approved: Issued: Inspect Area: Owner: ASCENT BILTMORE CARLSBAD L L C 111 W MONROE ST#1111 PHOENIX AZ 85003 Plan Check Revision Fee Additional Fees $480.00 $0.00 Total Fees:$480.00 Total Payments To Date:$480.00 Balance Due:$0.00 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 this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other.similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which 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 USEJDNLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By Date 3>/f>, Address (include Bldg/Suite #)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 V- ,OQ»TACT(,PiBSON ttf different from applicant) SQ. FT.#of Stories # of Bedrooms # of Bathrooms tS~}Q Urm/i D/i Name Address City Contractor Q Agerjt for Contractor Q Owner Q Agent for Owner Co /S"74 .< State/Zip Telephone tt Name Address City A State/Zip Telephone tt a. Name Address City State/Zip Telephone # 6, 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 # 2. 6>7f?^ ^>H 4^ C*>*~: Designer Name State License tt 6.. WORKERS' COMPENSA Address i / License Class /[ ~ tj fW-r'-t? /2 2 Z<s £/ c*a**/** Address P0N j, , . ^ City City Business 'tf-CAsf ££> ^ City State/Zip License # " ? 0 /«?/ State/Zip Telephone # ' 6-^tf "7'Telephone" , J-V777 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 theyyork for which this permit is issued. Cil 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 A//4 Tig ^^( U*.--^- /1. Vt e_ Policy No. U> ( 1^5 ^ 76 7^Cx») Expiration Date I///Z) ^ (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 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, damages as provided for in Section 3706 of the Labor code. Interest and attorney's fees. SIGNATURE \ DATE "It:: OWNER-BUILDER DECLARATION , l " - . ; 1. - ?' ' ~ . I hereby affirm that I am exempt from the Contractor's License Law for the following reason: l~l I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). l~1 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). CD 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. [~| YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE NO 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 Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. .. .. . . , , „ ... 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 &. ^APPWCANtCEBTIftOA-nON „ ( --k -.',.'.'>"-. , -! • --•- . ," '-.,-. ' „ ' „>. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comrnejiced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE • jj/l*^^^ DATE <!?~ fe " 0 "7 WHITE: File YELLOW: Applicant PINK: Finance '/• Es.Gil. Corporation In (Partnership with government for (BuMing Safety DATE: MARCH 13, 2OO7 . a APPLICANT VQ-dURIS. JURISDICTION: CARLSBAD a PLAN REVIEWER Q FILE PLAN CHECK NO.: 05-3109 (REV. # 2) - PCR O7-049 SET: I PROJECT ADDRESS: LAUREL TREE LANE PROJECT NAME: BILTMORE PACIFICA (3-STORY BUILDING) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. X3 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: ANDREW TARANCO C/O/ SMITH CONSULTING AIA, 12220 EL CAM I NO REAL # 200, S.D., CA 92130 X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ANDREW Telephone #: 858-793-4777 Date contacted: , (by: ) Fax #: 832-1147 Mail Telephone Fax .In Person . XI REMARKS: The submitted package needs to be signed by the project engineer indicating no exceptions are taken. *Curtain wall plans & calc's. (deferred package) under this submittal. By: All Sadre . Enclosures: Esgil Corporation Q GA D MB Q EJ D PC 3/8 '"Vtmsmtf.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 V Fax (858)560-1576 CARLSBAD O5-3109 (REV. # 2) - PCR O7-O49 MARCH 13, 2007 VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 05-31O9 (REV. #JURISDICTION: CARLSBAD 2) - PCR 07-049 PREPARED BY: All Sadre DATE: MARCH 13, 2007 BUILDING ADDRESS: LAUREL TREE LANE BUILDING OCCUPANCY: B/A2.1 TYPE OF CONSTRUCTION: V1HR./SPR. BUILDING PORTION curtain walls Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb RIHn Pprmir FPP hv Orrlinanrp i XT Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance $480.00 Type of Review: I Repetitive Fee Repeats D Complete Review D Other m Hourly Structural Only Hours Esgil Plan Review Fee $384.00 * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc Carlsbad Fire Department BUILDING COPY Plan Review Requirements Category: PCR , Date of Report: 04-04-2007 Name: Address: Reviewed by: Permit #: PCR07049 Job Name: BILTMORE PACIFICA- DEFFERED Job Address: 1265 LAUREL TREE LN CBAD item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0001969 [MET] THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 04/04/2007 By: GR Action: AP ***************; * PROJECT: * Biltmore Pacifica . '-.". * <. 1265 Laurel Tree Lane * Carlsbad CA 92009 * REFERENCES: * r********************** *'* ****************** * JOB NO. 713- 1- * BY: J.A. SADLER * CHK: D.A. BAUM * DATE ".- 7 r ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * 1.-2001 California Building Code (Title 24 Part 2 Volume 2) 2. SPECIFICATION FOR ALUMINUM STRUCTURES THE ALUMINUM ASSOCIATION (second edition January 2000) * DESIGN CRITERIA: * 1. MATERIAL:ALUMINUM EXTRUSIONS 6063-T5 STEEL STIFFENERS ASTM A-569 2. WIND LOADING: (see sht. 4) LUSARDJ CONSTRUCTION CO. SUBMITTAL Lusardi Job # : Sub : Submittal # : Date : Signed 3. ALLOW DEFLECTION: L/175 (PER B M R Drafting Service 4. ALLOW. STRESSES: Minimum Mechanical Properties per Table 20-II-A Ref. Allowable Stresses per Table 20-I-C 1. 'OTE:A. Factors of safety per Table 20-I-D Ref. 1 B. Working stresses per Table 20-I-C of Ref. 1 C. 1/3 stress increase used per Sec. 1612.3.2 Ref APPROVED:DATE *************************************** *•* ****** * * *************** * PREPARED FOR: * PREPARED BY: * B M R Drafting Service * JASCO PACIFIC INC. 23846 Sunnymead Blvd. Suite 6 * 550 D Industrial Way * Moreno Valley, CA. 92553-7731 * FALLBROOK CA. 92028 (951) 243-7614 * (760) 723-8135 SHT.OF * * * * : * * * * * * * * * * * * * * * * * * * * * * * * )** * * * * * * * * * * * * * * r * * * *********************:************************* * * „ *-* *****: ":.* PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB NO. 713- 1-7 * BY: J.A. SADLER * CHK: D.A. BAUM * DATE jZ-~ f ~<>7 • * * * * * * * * * GENERAL NOTES: THE FOLLOWING CALCULATIONS ARE FOR THE SPECIFIC ELEMENTS CALCULATED ON THESE SHEETS. UNLESS SPECIFICALLY CALCULATED THE FOLLOWING WERE NOT REVIEWED: A. GLASS AND GLAZING DESIGN B. THERMAL FORCES, STRESSES AND MOVEMENT C. SEALANT AND SEALANT JOINT DESIGN D. AIR AND WATER PENETRATION E. CAPACITY OF BUILDING STRUCTURE TO SUPPORT GLAZING SYSTEM F. ANY DETAILS NOT SPECIFICALLY SHOWN ON SHOP DRAWINGS CONNECTION AND STIFFENING ELEMENTS SHOWN ON THESE CALCULATIONS HAVE BEEN EVALUATED TO BE STRUCTURALLY SOUND AND IN COMPLIANCE WITH REFERENCES LISTED ON SHEET 1. BEFORE THESE ELEMENTS ARE FABRICATED IT IS THE RESPONSIBILITY OF THE GLAZING SYSTEM DESIGNER TO DETERMINE IF THE ELEMENTS WILL FIT TOGETHER OR CAN BE ASSEMBLED PROPERLY. SPLICE LOCATIONS ARE ASSUMED AS SHOWN ON THE REFERENCE SHOP DRAWINGS. IF NO SPLICE IS SHOWN IT IS ASSUMED NOT TO BE THERE IF CONNECTION CONFIGURATION OR MATERIALS DIFFER FROM THOSE USED IN THIS SET OF CALCULATIONS IT SHALL BE BROUGHT TO THE ATTENTION OF JASCO PACIFIC, INC. PRIOR TO FABRICATION OR INSTALLATION. ALL SHEAR BLOCKS SHALL BE ALUMINUM WITH A DRILLED HOLE OF MAX. DIAMETER EQUAL TO BOLT DIAMETER PLUS 1/32". ALL BOLTS, LAG SCREWS, AND CONCRETE ANCHORS SHALL BE INSTALLED WITH AMERICAN STANDARD PLAIN WASHERS UNLESS NOTED OTHERWISE. ALL BOLTS SHALL BE ASTM A3 07 UNLESS NOTED OTHERWISE. * * * * * * * * * * * * * * * * ALL APPROVALS OF THESE CALCULATIONS BY CONSULTANT, PUBLIC AGENCY * ARCHITECT ETC. MUST BE OBTAINED BEFORE DIES ARE CUT, MATERIAL * FABRICATED OR SHIPPED. JASCO PACIFIC, INC. IS NOT RESPONSIBLE * FOR MATERIAL FABRICATED, SHIPPED OR ERECTED PRIOR TO ALL * APPROVALS . * * THE CAPACITY OF THE BUILDING STRUCTURE TO SUPPORT THE DEAD AND WIND LOADINGS HAS NOT BEEN EVALUATED., A COPY OF THESE CALCU- LATIONS SHOULD BE SUBMITTED TO THE PROJECT STRUCTURAL ENGINEER SO THAT THE ADEQUACY OF THE BUILDING STRUCTURE CAN BE EVALUATED. * * * * * * * * * * ** * * * * * * * ***************************************************************************** * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * * PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 * ?*******************: * * * * * ************: * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 * JOB NO. 713- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE £~!-£>7 * :************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 10 11. ALL DRILLED-IN CONCRETE ANCHORS SHALL BE INSTALLED A MINIMUM OF * 12 DIAMETERS ON CENTER AND A MINIMUM EDGE DISTANCE OF 6 DIAMETERS* UNLESS NOTED OTHERWISE IN THE CALCULATIONS. * IF "SPECIAL INSPECTION" IS NOTED IN THE CALCULATIONS ANCHORS * SHALL BE INSTALLED WITH A SPECIAL INSPECTOR AS SET FORTH IN * SECTION 1701A OF THE CBC. * * ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE* WITH THE AWS WELDING CODE AS FOLLOWS: * CERTIFICATION ALUMINUM STRUCT. STEEL LIGHT GUAGE (LESS THEN 3/16 IN.) REINFORCING STEEL CODE AWS D1.2/D1.2M:2003 AWS D1.1/D1.1M:2004 AWS Dl.3-98 AWS Dl.4-98 * * * * * UNLESS NOTED OTHERWISE ON CALCULATIONS WELDING SHALL BE PERFORMED* WITH SPECIAL INSPECTION AS SET FORTH IN SECTION 1701 OF THE UBC. * INTERNAL STEEL STIFFENERS WHERE SPECIFIED SHALL BE FABRICATED * USING ASTM A-36 FOR STRUCTURAL SHAPES AND ASTM A-653, Gr33 FOR * COLD FORMED SECTIONS. DIMENSIONS SHOWN IN THESE CALCULATIONS ARE APPROXIMATE; ACTUAL FABRICATED SIZE SHALL PROVIDE FOR A TIGHT FIT WITH A MAXIMUM OF 1/8" CLEARANCE. * * 12. 13 14 * * * ALL WELDING OF ALUMINUM SHALL BE IN ACCORDANCE WITH UBC SECTION 2012A. WELDING OF ALUMINUM TO OCCUR ONLY AT LOCATIONS SPECIFICALLY SHOWN ON PLANS. WHERE ALUIMINUM PARTS ARE IN CONTACT WITH OR FASTENED TO STEEL MEMBERS OR OTHER DISSIMILAR MATERIALS THE ALUMINUM SHALL BE * KEPT FROM DIRECT CONTACT AS SPECIFICED IN SECTION 2004.3 Ref.1 * * ALL GLASS AND GLAZING SHALL MEET THE REQUIREMENTS FOR THE CURRENT* UNIFORM BUILDING CODE CHAPTER 24. SAFETY GLAZING SHALL BE USED IN* ALL AREAS WHERE REQUIRED. * 15. ALL GLAZING AT A SLOPE OF 15 DEGREES OR GREATER WITH THE VERTICAL* SHALL MEET THE REQUIREMENTS OF CHAPTER 24 OF THE UNIFORM BUILDING* CODE. *******! * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 :*********: * PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 SHT. * * * r* * * * * * OF :************ Wind Loading k Wind Load Calculations per 2001 California Building Code V := 70 mph H := Table 16-AG (15 1.39 1.06 .62 ^ 20 1.45 1.13 .67 25 1.5 1.19 .72 30 1.54 1.23 .76 40 1.62 1.31 .84 60 1.73 1.43 .95 Ce:= 80 1.81 1.53 1.04 100 1.88 1.61 1.13 120 1.93 1.67 1.2 160 2.02 1.79 1.31 200 2.1 1.87 1.42 300 2.23 2.05 1.63 UoO 2.34 2.19 1.8 , 50 ft. 1 V= Y l " *:= lints X:= linterpl Ce ,Ce ° ,max(H, 15)) Wind Loading TA TYP 0 20.71 10 20.71 20 20.33 30 19.95 40 19.56 50 19.18 60 18.80 70 18.41 80 18.03 90 17.65 100 17.26 % 1.00 1.00 0.98 0.96 0.94 0.93 0.91 0.89 0.87 0.85 0.83 := 1 Exposure := "C" 1 Table 16A-F ' 70 12.6^ 80 164 Col:= 1 if Exposure = "D"' 90 20 8 ^ if Exposure = "C"' 100 25.6 3 if Exposure = "B" HO 31 i:=1..20 x.:=i-10 120 36.9 P0 43-3 Table 16A-H nterpolation of Cq ( (o) (i) A 3Y footnote (2) with *J\qs >qs 'vj Cq=1.2Typ Cq=1.5Cor 7 0 }(<>} 1 X-1.37 Dr, 10 0Rj^lmterp , ,x1 00 .2 COR Lv1000/ \3) J 25.89 1.00 25.89 1.00 25.51 0.99 25.13 0.97 24.74 0.96 24.36 0.94 23.98 0.93 23.59 0.91 23.21 0.90 22.82 0.88 22.44 0.87 zcsze vo 'anona -s 109ssv~io *fe : £! f alt 1-1 ll 1 *i H 6 ! "L ( 3 ^®6 _= s ,« ja/«* s ^ 6$ ^ -r-i" •*" ^ HawMoaKiVJ^M l- - I < h- r *«_yj ^«««u '•" 3 <]<<]<]zceze vo 'anona -sssvno eNinreNO-5 RIIWSVPldlOVd SSOWIIIS ^ ^ <(X ^ V I~* ^> —. fr *•^r ^a ^ x X S* *• j °^so t.V *J ^1-^ 7 J2S_~^i Mflggxa XVM j i» 3. «E = *r^ ri rii j i r r i j r »»»»;;;^^^ *^ »-ft •ow.e"-, m zesze vo 'anona -s I <r zesze vo 'anona s zosssvio Z&8Z6 vo 'anona sssvio HJ.IWS t - /^AN\ HALL .SECTION Cfl j—j" D CO° s n S. s 2F § <-, <" en8- a HALL SECTION SILTMORB PACIFI^A SMITH CONSU|-TIN$_ :T CXSCRPTlOlt WALL SECTIONS FULLERTON GLASS 607 S. EUCLID FULLERTON. CA 92832 / / a F BILTMORE PACII=ICA yi s SMITH CONSULTING WALL SEC-TIONS FUUUERTON GLASS 607 S. EUCLID FULLERTON, CA 92832 ****************************************************++*********************** '* PROJECT: * JOB NO. 713-1-7 * * Biltmore Pacifica * BY: J.A. SADLER * * 1265 Laurel Tree Lane * CHK: D.A. BAUM * * Carlsbad CA 92009 * DATE '• %-)-(/? * T**************************** A ***************************************: * PREPARED FOR: * PREPARED BY: * * B M R Drafting Service * JASCO PACIFIC INC. * * 23846 Sunnymead Blvd. Suite 6 * 550 D Industrial Way * * Moreno Valley, CA. 92553-7731 * FALLBROOK CA. 92028 * * (951) 243-7614 * (760) 723-8135 , „ ^__ * ******************************************************* A z'^'x -.4 .- » -1.5, ' g -.6 , ' i -.6 • •* i -.8. » I -1.7, -••" -.5. -»" -•6 ' S -.6 *" »*/0 Results for LC 2, Wind , A — - — --<» Reaction units are k and k-ft / *\ t) i~ ^ r~~ Jasco Pacific, Inc. Jim Sadler Biltmore Pacifica ^-f-tf7 2713-01-07 ] SectionAA/13andBB/13 27i3-oi-o75.r3d Beam: M1 Shape: l=4 Material. gen_Alum Length: 12 ft I Joint: N1 J Joint: N2 LC 2: Wind Code Check: 0.000 (bending) Report Based On 97 Sections k-ft Dy Vy Mz m k-ft 1.114 at6ft .608 at 12 ft Vz -.608 at 0 ft -1.823 at 6 ft top - Beam; M3 Shape: 1=4 Material: gen_Alum Length: 23 ft I Joint; N3 J Joint: N5 LC 2: Wind Code Check: 0.000 (bending) Report Based On 97 Sections Dy —in .717 at 5.75 ft -.025 at 13.656 ft .776 at 12.698 ft Vy Vz -.669 at 12.938 ft 1.69 at 12.698 ft k-ft Mz k-ft My k-ft -1.283 at 5.031 ft fa 5.07 at 12.698 ft ksi fc ft ksi ksi -5.07 at 12.698 ft MO - Beam: M4 Shape: 1=4 Material: gen Alum Length: 29 ft I Joint: N8 J Joint: N11 LC 2: Wind Code Check: 0.000 (bending) Report Based On 97 Sections fa k-ft ksi in Vy Mz 6.663 at 12.688 ft .958 at 20.844 ft -.469 at 29 ft .817 at 12.688 ft Vz V -.842 at 12.99 ft 2.221 at 12.688 ft -1.436 at 21. 448 ft i*- k-ft ft ksi -6.663 at 12.688 ft >/»G~60o~ irr Member M4, LC 2: Wind 2.221 11.6 /14.5 17.4 20.3 23.2 26.1 £<±>lPTN^<i>v.Z X{ . r-1 ., • ' CM -.6, ^ ,6, * i T-.8 ,6 ."^ >v ,6 ^ Results for LC 2, Wind Reaction unite are k and k-ft Jasco Pacific, Inc. Jim Sadler 2713-01-07 -.3 •» ^-1 .r -.9 .-• T -.8.--' -.3.. ^ ,6 .- r I ,6 ^ ?^,/ Biltmore Pacifica Section AA/1 3.1, BB/13.1, CC/13.1 £-t~6? 2713-01-076.r3d Beam: M1 Shape: l=4 Material: gen_Alum Length: 12ft I Joint: N1 J Joint: N2 LC 2: Wind Code Check: 0.000 (bending) Report Based On 97 Sections Dy —in 1.114at6ft .608 at 12 ft Vy Vz -.608 at 0 ft k-ft Mz k-ft -1.823 at 6 ft 5.468 at 6 ft -5.468 at 6 ft Beam: M2 Shape: 1=4 Material: gen Alum Length: 16.2ft I Joint: N3 J Joint: N5 LC 2: Wind Code Check: 0.000 (bending) Report Based On 97 Sections fa k-ft ksi Dy in vy Mz k-ft 5.184 at 5.906 ft 1.128 at 6.075 ft -.769 at 16.2 ft .69 at 12.656 ft Vz -.592 at 0 ft .621 at 12.656 ft /iwMu -, feSS*-- i. «.•viy vr^j-i^iivs^j^wtfii^^ii'.'-^^ iv I i -1.728 at 5.906 ft -5.184 at 5.906 ft Beam: M3 Shape: 1=4 Material: gen_Afum Length: 14ft I Joint. N6 J Joint: N8 LC 2: Wind Code Check: 0.000 (bending) Report Based On 97 Sections Dy m 1.04 at 5.979 ft -.519 at 14 ft .62 at 11.958 ft Vy Vz -.591 at 0 ft .182 at 12.104 ft iViy tew-wSIC^J^^'oWfii^Vs^ft'wiwS*/ K^IT k-ft Mz k-ft -1.722 at 5.833 ft fa 5.167 at 5.833 ft ksi -5.167 at 5.833 ft Beam: M4 Shape: 1=4 Material: gen Alum Length: 12 ft" I Joint: N9 J Joint: N10 LC 2: Wind Code Check: 0.000 (bending) Report Based On 97 Sections Dy in 1.114 at6ft .608 at 12 ft Vy Vz -.608 at 0 ft k-ft Mz k-ft -1.823 at 6 ft 5.468 at 6 ft fa ksi -5.468 at 6 ft Jf* Beam: MS Shape: 1=4 Material: gen_Alum Length: 23 ft IJoint: N11 J Joint: N14 LC 2: Wind Code Check: 0.000 (bending) Report Based On 97 Sections Dy in .138 at 19.167 ft Dz A in -.009 at 13.656 ft Vy .421 at 6.948 ft Vz V -.486 at 14.854 ft k-ft Mz .669 at 14.615 ft k-ft My k-ft -.566 at 19.646 ft fa ksi fc 2.008 at 14.615 ft ft ksi ksi -2.008 at 14.615 ft MO V - r*********** * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 **************** r**********: * JOB NO. 713- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE J$U/-67 * 7T7C*********** *************************•************** Service ^ * * **********.********************************** * (951) 243-7614 ** ** : * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 ******************************************************************************* * JOB NO. 713- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE 3. • —•" * ************************************************************** * PREPARED FOR: * PREPARED BY: * * B M R Drafting Service * JASCO PACIFIC INC. * 23846 Sunnymead Blvd. Suite 6 * 550 D Industrial Way * Moreno Valley, CA. 92553-7731 * FALLBROOK CA. * (951) 243-7614 * (760) .723-8135 92028 SHT .OF * * * * * ** *********** * * * * * ******:********************************* Detail 3/16 Hilti Steel Kwik Bolt 3 Anchor (Hardrock Concrete) Calculations per ICBO ESR-1385 speciaHnspection := "n" wind_seismic_increase := "y" f c = 2000 (design concrete strength) DSA := "n" spacing := 8 edgedistl := 4 edgedist2 := 4 V := 780 shears |selected_anchor = "3/8 x 2 l/2emb" Vt = 1255 (allowable loading per ICBO ESR-1385 Table 3) anchor spacing reduction (shear) smin = scr= 5.625 ( spacing - smin > shr_spc_reduction := if spacing > s_r, 1,0.1 1- .9 shr_spc_reduction = 1 ^ scr"s" edge dist reduction shear (edge 1) cmin_shr=2-5 < edgedistl = 4 ccr_shr = 4-875 (per ICBO ESR-1385 Table 2) ./ A. edgedistl - cmjn shr ^ fRVl := lf ccr shr £ edgedistl, 1 ,.5-- + .5 V, ~ ccr_shr ~ cmin_shr ) fRV] = 0.816 of- Detail 3/16 edge dist reduction shear (edge 2) cmin_shr=2-5 < edgedist2 = 4 (per ICBO ESR-1 385 Table 2) ccr_shr ~ ( edgedist2 - cmin shr ^ fRV2 == if ccr_shr * edSedist2' 1 • -5" c „ . c " + '5 fRV2 = 0.816V ccr shr °mm shr ) KV2 adjustment factors C | = 1.333 (wind-seismic increase per findings 4.6 ICBO ESR-1385) C2 = 1 (DSA factor) Unitity Equation U,,, |selected_anchor = "3/8x2 l/2emb~ Min_edge_distance = 4 inch Anchor_Spacing = "OK" Edge_distance = "OK" unity_equation = "OK" ; ********** * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 *************************, ******* * JOB NO. 713- 1- 7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE P--|-£>7 * i************************ CONCRETE KALL * 4S7* 0) % *********************„.***. t *R;P»RnD I?*'' * PREPARED BY:* B M R Drafting Service * JASCo PACIFIC INC * 23846 Sunnymead Blvd. Suite 6 * 550 D Industrial WavRJT _-T»IT **,•+ ' "**' "• w I-* -1- J-lv-LLLo L. JL J_ O._L »VS y. CA. 92553-7731 * FALLB~ 243"7614 * (760) 723-8135* *********** :*********************************************: * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 ********* * JOB NO. 713- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE ^-/-zJ'V * *********** PEWMET6R SEAL/S.BACKER R SWIM AS REOO. DETAIL l--r "jt" ' ***************************************************************************** * PREPARED FOR: * PREPARED BY: * * B M R Drafting Service * JASCO PACIFIC INC. * * 23846 Sunnymead Blvd. Suite 6 * 550 D Industrial Way * * Moreno Valley, CA. * (951) 243-7614 92553-7731 FALLBROOK CA. 92028 (760) 723-8135 ********* *.* * * : OF :*************************************** ,************************ * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 ********* *********** jr. * JOB NO. 713-1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE ^'l-&7 * ******************** 0) * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614* * PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 * ****************************** * * * * * •*****************************************: * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 ***** * JOB NO. 713- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE ^^i-o ? * 7T* ********** **********: * PREPARED FOR: * B M R Drafting Service * 23846 Sunnytnead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * ********** * PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 SHT .j??-O * * * * r****** ,***************************************************************************** * PROJECT: * JOB NO. 713- 1-7 * * Biltmore Pacifica * BY: J.A. SADLER * * 1265 Laurel Tree Lane * CHK: D.A. BAUM * * Carlsbad CA 92009 * DATE ^--| -^7 * ******************************************************************************* 4 \5ILL PETAIL J NONE VERIFY CAPACITY SEE NOTE 4, SHT2 ************************************ * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 SHT. * * * * * ********* *.* ****************************************************************** ******************************************************************* PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 **************** * JOB NO. 713- 1-7 * BY: J.A. SADLER * CHK: D.A. BAUM * DATE ****************** A. o ... METAL 5tW>rRAMIN6 • VERIFY CAPACITY SEE NOTE 4, SHT2 * * * * ********** * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * :******************: r***************** * PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 ************************ , ************** * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 :***********!* JOB NO. 713- 1- 7 * BY: J.A. SADLER * CHK: D.A. BAUM * DATE frr\ -£>'? r * ** * * * * * 1TX*********** fe\SILL PETfAL R/AC>I ... DEC 2 8 201 Jasco Pacific, It ************** * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * ******** *•* *****; r******************** * PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 :******* ***** 1 * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009*********** * * **********? r********** * JOB NO. 713- 1- * BY: J.A. SADLER * CHK: D.A. BAUM * DATE '-^ * * * * **********************••* *********** STOtTURAI. 5TTEL BEAM MACHINE BOLTS THRCU6H DOTTED K3LES NTH Jt/TS MO MARKERS KHON SHIMS REST? ntTWBN DISSWILMt KATERIM.3 (4-BEHI4TtH.I«LATE- VERIFY CAPACITY SEE NOTE 4, SHT 2 * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 (951) 243-7614 ********* *.* **************; * * * * ! * PREPARED BY; * JASCO PACIFIC INC. * 550 D Industrial"Way * FALLBROOK CA. 92028 * (760) 723-8135 * SHT :**************** ************************************************: * PROJECT: * JOB NO. 713- 1-7 * * Biltmore Pacifica * BY: J.A. SADLER * * 1265 Laurel Tree Lane * CHK: D.A. BAUM * * Carlsbad CA 92009 * DATE ^ j ~c J * ****************************************************************irx-*********** v 0) 7,9 I AHEAP PETAI I/ADI * PREPARED FOR: *.B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614* * PREPARED BY: * JASCO PACIFIC INC. . * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135* * * * xjfl *Tv) *SHI. 7 /OF " ^*-* ***************************************************************************** ***************: * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 ***************** ;*************************************** * JOB NO. 713- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE ^.-/'-O'? * *******************WTT*********** 3 A SILL DETAIL 10/ADI ****************************; * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * **********.****************************: •* PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 *(760) 723-8135 * * * * ******************* * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009***** * JOB NO. 713- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE 2L-|_07 * ************** ***************** * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614* ; *.* ************: r*****************! * PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135' t *********** • * * * * * * Detail 4/21 Hilti Steel Kwik Bolt 3 Anchor (Hardrock Concrete) Calculations per ICBO ESR-1385 special_inspection := "n" wind_seismic_increase := "y" f c = 2000 (design concrete strength) DSA := "n" spacing := 8 edgedistl := 4 edgedist2 := 4 V. := 548 shearJ |selected_anchor = "3/8 x 2 l/2emb" Vt = 1255 (allowable loading per ICBO ESR-1385 Table 3) anchor spacing reduction (shear) smin = 2-5 scr= 5.625 = 8 - sminshr_spc_reduction := if spacing > scr, 1,0.1 V scr ~ smin edge dist reduction shear (edge 1) edgedistl = 4 (per ICBO ESR-1 385 Table 2) edgedistl - cmjn shr > istl , 1 ,.5 -- - - =— + .5 ccr shr cmin shr } .9 shr_spc_reduction = 1 ccr_shr = 4-875 fRVl := if ccrshr fRvl =0.816 Detail 4/21 edge dist reduction shear (edge 2) cmin_shr =2-5 A 0ccr_shr = 4'875 edgedist2 = 4 (per ICBO ESR-1 385 Table 2) fRV2 := if ccr_shr * edgedist2, 1 ,.5 edgedist2 - .5 ccrshr ~ cminshr V2 ~ adjustment factors C = 1 .333 (wind-seismic increase per findings 4.6 ICBO ESR-1 385) C2= Unitity Equation (DSA factor) Vt-Ci • €2-shr_spc_reduction-mi = 0.401 selected anchor = "3/8 x 2 l/2emb" Min_edge_distance = 4 Anchor_Spacing = "OK" Edge_distance = "OK" unity_equation = "OK" inch 4\ o **********************************************************; * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 ***************************************************************************** * JOB NO. 713- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE o_i_/s-"7 * CONCRETE FfHEL- °:<"«- ^ : '.•«.' ^"ft*.'' > ***************************************************************************** * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * ********* *.* *****; * PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 * * * * * * SHT, r *************************************** •Anchor @ Detail 5/21 Hilti Steel Kwik Bolt 3 Anchor (Hardrock Concrete) Calculations per ICBO ESR-1385 . . .special_inspection := "n" wind_seismic_mcrease := "y f c = 2000 (design concrete strength) DSA := "n" spacing := 6 edgedistl := 3.75 edgedist2 := 3.75 Ps := tension 2 (applied loading) VS:=412.5 shear |selected_anchor = "3/8 x 2 l/2emb" Pt = 590 Vt= 1255 (allowable loading per ICBO ESR-1385 Table 3) anchor spacing reduction (tension and shear) Tension smin = 2.5 < spacing = 6 scr = 5.625 (per ICBO ESR-1385 Table 2) ( spacing - smin "] ten_spc_reduction := if spacing > scr, 1,0.4 h .6 V Scr ~ ten_spc_reduction = 1 shear ( ( «P"*W-»min 11shr_spc_reduction := if V = 0,1 ,if spacing > scr, 1,0.1 + .9 I ^ I " c c IIV V scr smm )) shr_spc_reduction = 1 Anchor @ Detail 5/21 edge dist reduction tension (edge 1) - 25— *"^mm ten cr ten %N1 := if < edgedistl = 3.75 (per ICBO ESR-1385 Table 2) * ccrten> 1 ,0.2- edgedistl - cmin ten — + .8 ccr_ten cmin_ten edge dist reduction tension (edge 2) cmin ten ~ 2>^ rr tmcr icn < edgedist2 = 3.75 4.375 (per ICBO ESR-1385 Table 2) fRN2 := if edgedist2 > ccrjen, 1,0.: edge dist reduction shear (edge 1) edgedist2 - c { t ccr ten cmin ten cmin_shr = 2-5 < edgedistl = 3.75 ccr_shr = 4-875 (per ICBO ESR-1 385 Table 2) fRVl '•= if Vs«0,l,if ccr shr< edgedistl,!,. 5- l I " edge dist reduction shear (edge 2) cmin_shr = 2-5 < edgedist2 = 3.75 fRN, = 0.933 fRN2 = °-933 edgedistl - cmin shr :cr_shr " cmin_shr = 0.763 ccr shr (per ICBO ESR-1385 Table 2) ~ 4-875 fRV2 := if vs = °> 1 ' if ccr_shr - edgedist2 - cmj c L - c - u kv? = °-763ccr_shr cmm_shr )) RV2 Anchor @ Detail 5/21 adjustment factors C | = 1.333 (wind-seismic increase per findings 4.6 ICBO ESR-1385) C2 = 1 (DSA factor) Combined Loading exp = 1.667 f P \exP f v •fjyvj2-ten_spc_reductioii [selected_anchor = "3/8 x 2 l/2emb" Anchor_Spacing = "OK" Edge_distance = "OK" unity_equation = "OK" = 0.648 ********************************: * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 ***********: : *** * * * * :**************************'************ * JOB NO. 713- 1- 7 * BY: J.A. SADLER * CHK: D.A. BAUM * DATE 9~'/'-47 VERIFY CAPACITY SEE NOTE 4, SHT 2 *********************************************************************** * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * :PREPARED BY: * JASCO PACIFIC INC. * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 :******************************* **************** '* PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009t* ***** :*******************' * JOB NO. 713- 1- 7 * BY: J.A. SADLER * CHK: D.A. BAUM * DATE £ '-J "tf 7 * * * * *** TVK 6LAZIN* SETT1HS BLOCK VbRIFY CAPACITY SEE MOTE 4, SHT2 t********** RF,D poR. * PREPARED BY: * B M fD?af?ing Service * JASCO PACIFIC INC * 23846 Sunnymead Blvd. Suite 6 * 550 D Industrial * Moreno Valley, CA. 92553-7731 * FALLBROOK CA_ (951) 243-7614 * (76°) 723-81Jb ****************** * * * * *mr*> OF * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 ******************************************************* *********X7T*********** * JOB NO. 713- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE .^ * •«• THK OLA2II 0") \22/ARtHl, ***************************************************************************** * PREPARED FOR: * PREPARED BY: * * B M R Drafting Service * JASCO PACIFIC INC. * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * ********* *.* ********************* * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 SHT.************************** ************************************* * PROJECT: * Biltmore Pacifica * 1265 Laurel Tree Lane * Carlsbad CA 92009 ************** * JOB NO. T13- 1-7 * * BY: J.A. SADLER * * CHK: D.A. BAUM * * DATE &*-)'-6r7 * TTTT*********** ***************************' * PREPARED FOR: * B M R Drafting Service * 23846 Sunnymead Blvd. Suite 6 * Moreno Valley, CA. 92553-7731 * (951) 243-7614 * ********* *,** * • PREPARED BY: JASCO PACIFIC INC. 550 D Industrial Way FALLBROOK CA. 92028 (760) 723-8135 r *** * * * * SHT .41OFt ***** * ****************************** SUGGESTED CAPACITY FOR SCREW CONNECTORS (POUNDS) Steel Thickness Gage (33 KSI min. Yield) 12 14 16 18 20 No.1/4-14 D = .188" T = .205" Shear or Bearing 585 511 426 301 154 Pullout 352 242 159 101 71 No. 12-14 D = .160" T = .177" Shear or Bearing 450 412 377 276 143 Pullout 324 215 153 101 70 No. 10-16 D = .138" T = .153" Shear or Bearing 327 286 261 263 141 Pullout 314 205 151 98 69 No. 8-1 8 D = .120" T = .125" Shear or Bearing NA NA 236 248 140 Pullout 303 200 142 94 68 No. 6 D = .100" T = .106" Shear or Bearing NA NA NA 188 133 Pullout NA 183 132 83 53 NOTES: 1. N.A.: not applicable - two thicknesses of this metal gage cannot be connected by this size of screw. 2. Screw capacities are based on a minimum connected material strength of FY 33,000 PSI. The ratio of the material ultimate tensile strength to yield strength should be equal to or greater than 1.15. 3. Screw spacing and edge distance shall not be less than 1.5x0 or P/O.6 Fyt, where D is the screw shank diameter and P is the shear load. 4. Screw capacities are based on averaged test results divided by a safety factor of 3.0. Test data is available from Buildex Division of ITW, Inc., Itasca, Illinois; test #845. 5. For steels having yields other than 33 KSI, use the following formula: Table Value x Actual KSI =New Value 33 KSI Table from: "Lightweight Steel Framing Systems Manual", (3rd Edition, 1987) Published by: Metal Lath/Steel Framing Association 600 South Federal Street Chicago, IL 60605 1-312-922-6222 ARCADIA,® INC,AF600 AND AFS600 SERIES 2" X 6" OFFSET GLAZED SYSTEM FOR 1/4" GLASS Windload 17 16 fc 15 UJ U- 14 Z i" CD 12 UJr 11 o 10 i9 7 6 5 *• N 18 17 16 ui 15 UJU. 14 Z i"CD 12 UJI 11 o 10 _l 7 8 * K X, \ \ \ s, V N, s s \ s S V x ^ \ *v ^ |s^ \ *\ \, \ V ^ v S ^> S . ^ S ^ X . [x, v.^ ^ \ v _ s ^ •v. s. K^ *- N ^ ^ v, Xx ^ **" 1 = 6.8 S = 2.1 A B C D I 4 5 6 7 8 9 10 BULLION SPACING IN FEET ™ \ ^S s . S \ ^, •^ V, \ s \ v \ s ' \S *s ^ s S, X x ^ s^k, S X. X V. x x x X ^ X ^ ^, •~« ^ -. " I = 4.4J S = 1.6( A B C 0 I 4 5 6 7 8 9 10 /IULL10N SPACING IN FEET 37 IN 4 22 35 IN'21 20 n~" s19 r I .. U. 18 "Z. H 17 CD 16 UJ•I 15 gl4 1 -n " ' D 13 MO-600 "* 12 11 10 9 a K * \ \ t\ \ \ y.\ \ s . V, S s \ S ^ s, V \ \ \ s . ^ \ 111 s "•• t s S s, s \ s \ s " s *x, "v •x, kv S. "^ "^ ^ •^, ••v •« X *• " *x 1 = 15.426 IN ' A B ezczz^: c n MO-600 WITHu STEEL REINFORCEMENT 15/8"X41/2"X10GA. 4 5 6 7 8 9 10 1ULLION SPACING IN FEET CURVE REPRESENTATION A = 15 P.S.F. B = 20 P.S.F. C =.25 P.S.F. D = 30 P.S.F. 54 IN 4 22 35 IN '21 20 t 19 UJU_ 18 Z 1 .11 «. XU CD 16 UJI 15 O 14 -13 ^ 12 11 SM-655 10 9 » K \\ \ ^ ^^V, \y \ \ ^ *v \ ^ \ s s ^ s N, s, ^ s>, \ s ^s s, S S V ^x, 's S, ^ s ^ ^ ^ \ '•N, s N ^ ^ ••> "~ ^ ^ ^ ^ ^_ "* •** I = 11.898 IN 4 C D SM-655 WITH STEEL REINFORCEMENT IS/S'XAIM'XIOGA. S 4 5 6 7 8 9 10 BULLION SPACING IN FEET _ f\ Of. ARCADIA,® INC.AF450 AND AFS450 SERIES 2" X 4 1/2" OFFSET GLAZED SYSTEM FOR 1/4" GLASS Full Scale 18 17 16 fc 15 Ul 1L 14 Z i"O 12 LU1.11 O 10 39 58 7 6 5 • r* 18 17 16 t 15 UlLL 14 Z H " O 12 LU I 11 O 10 f!9 S8 7 6 5 3 N \^ \ s^v s, \ ^ s \ *s s ^ s ^N s s X, sj "v 's, N S, v •-, <. s^. ^ X, ** ^ X ^N X^, - •^ "*-x *x *H^ — **H, V,, ^; **%. ' I = 3.C S=1.2 A B D 4 5 6 7 8 9 10 /IULLION SPACING !N FEET 1 = 5.3 s \ \ 's s hs L \ \ \ *N S \ V \ X •s s X k- X ' V *s, X ^s X "•- -., ^ Xi ^ •*»«, X. '*' ^ s "*^ X, ^, "*^ "^ •^ *^- S^ *^, •" ^ * S = 2.1 I A B C D 4 5 6 7 8 9 10 /IULUON SPACING IN FEET 90 IN4 18 36 IN 3 17 16 ""T n tj is 1 HI Z 1- 13 O 12 LU X 11 o 10 H q MO-355 8 7 6 5 • N \ \ s \ \ s \ \ \ s^ \ \ \ 's ^ \ v s \ s, [S, ,. x, s V s " ^ S k. ^ ^ N •X, V •>, L "•» ,. •^K ^s. ^ -- v ^, ^ I = 6.695 IN ' ' n i n A ; B ; C- 'Yf U ff ft I/ f MO-355 WITH STEEL REINFORCEMENT 15/8"X31/8"X10GA. 4 5 6 7 8 9 10 /IULLION SPACING IN FEET CURVE REPRESENTATION A = 15 P.S!F. B = 20 P.S.F. C = 25 P.S.F. D = 30 P.S.F. 20 IN ' 16 89 IN ' 16 H— " S'6 1 U- 14 I- 13 C3 12 UJ I 11 g 10 4 9 — ' i.MO-358 6 5 • l\ ss ^\ \ s s \ \ s \ ^ S' \ \ ^ s "• s. \ s ^ S ^"S ^y ^-I"* ^ ^ *s "** s 'x ,- •x X s -* "* . *^ s -x. ^ ^ } ^ S S^ k- ~x •^ ^x ^ ^^ ~. ^, I = 8.597 IN * T"1 Ui~JiiwJ A • i B c : D MO-358 WIT STEEL REINFORC 15/8"X3"X10 1 H EMENT GA. > 4 5 6 7 6 9 10 BULLION SPACING IN FEET 34 II LUtil 5. 0£ CQ oo os