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HomeMy WebLinkAbout1910 PALOMAR POINT WAY; ; PC040144; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-04-2006 Plan Check Permit No: PC040144 Building Inspection Request Line-(760) 602-2725 Job Address: Permit Type: PLANCK Status: PENDING Parcel No: 2121203300 Lot #: 0 Applied: 12/27/2004 Valuation: $0.00 Construction Type: Entered By: RMA., Reference #: CT04-06 Plan Approved: Issued: Project Title: PALOMAR POINTE-3 BLDGS & SITE Inspect Area: IMPROVEMENTS Applicant: , - Owner: , CRAIG HORWAT JETT T LAWRENCE P0 BOX 455 12220 EL CAMINO REAL 92130 SANTA YNEZ CA 93460 619 793-4777 Plan Check Fee $0.00 Additional Fees 0 $0.00 - Total Fees: $0.00 Total Payments To Date: $0.00 Balance Due: $0.00 BUJH'DTNG PLANS - IN STORAGE ATTACHED FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued.to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure 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 fcIxactions of which you have oreviouslv been owen a NOTICE similar to this or as to which the statute of limitations has oreviousivotherwise exoired U7 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 . C FOR OFFICE USE OLY PLAN CHECK NO. 1') EST..VAL.' 1: Plan Ck. Deposit _________ Validated By .i / •4-.- WA 19Z-3. Legal Description Lot No. I Subdivision Name/Number Unit N . Phase No. Total # of units 212 -P-° -3 Assessor's Parcel EAstino. Use I n nnd I i 5iLri.s i.~/rg/frff?EDLIF. .24OL -2/I// -- '1T' Descd pt on ofWork . S. FT. . - , I/of Stories . J of Bedrooms # of Bathrooms c idy eq F5 , 702 .I-117 2 CONTAVT PERSON (if different from applicant)________ ______ * _,., AI( - ,zzzo CiiAIo '-M Name • Address • : . . City . ''. State/Zip Telephone # Fax # - Name Address City - Telephone # Vi..'. IVF'. i%) 4 41"tlTt YN (A f %O /c/7' City State/Zip - Telephone # 5._CONTRACTOR,COMPANYNAME . .. (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 Codel or that he is exempt therefrom, and the basis for the alleged xemption. Any violation of Section 7031.5 by any applicant for a permit subects the applicant to a Civil penalty of not more than five hundred dollars 1S50j1). Lt,s,gb/ ô19e. e1p4/ I7o LiiID4 LhfJ79 7, 1Jf A44S rA f29. - 719'-.?133 Name ,, ,, ,, dd!ess , - City tate/Zip Telephone # State License I o(- License Class ' City Business License # 4.d 'c"Oii,i - ueuyl1er I'drlle nuoress Lity 'State/Zip ' Telephone State License # C /17 0 / WORKERSÔOMPENSA1ION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I ha nd 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 ark for which this permit is issued.- I have and will maintain workers' compensation, as required by Setiàn 3700 of the Labor Code, for the performance of the work for which thi7erml t is issued. My worker's compensation insurance carrier and policy number are: - _ / Insurance ComPany34.7?4.4L -4'S Policy Expiration Date , 1 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) C] 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' Comnsation Laws of California. --. - -. - ' - - WARNING: Failure to splejworke compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred - thousand dollars ($1 0IO0l(intri to the cost of aompensetion. damages as provided for in Section 3706 of the Labqfcodejinterest and attorney's fees. SIGNATURE - ,#" /-.--- - DATE - . / 9// I hereby affirm*hat I am exipt from the Contractor's License Law f or the following reason: - - - . •. - 0 I, as owner of the property or my employees with wages as their sole compensation, will do the-work and the structure is not'interded 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). - 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves .thereon, and contracts for such projects with contractor(s) licensed - pursuant to the Contractor's License Law). . -. 0 I am exempt under Section* ' - Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES DNO - - - 2., - I (have / have not) signed an application for a building ermit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone'number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major- -work (include ñam / address / phone number / contractors license number): 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 bMPLETE,THIS SECTIO AAiÔN1.9!DENTL4L BUILDINGPERMITS ONLY '1 Is the applicantor future building occupant required to submit a business plan,-acuteI hazardous materials registration forms or risk management and prevention - program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? 0 YES 0 NO — Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is thifacility to be constructed within 1,000 feet of the outer boundary of a school kite? 0 YES 0 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. 1ONSTRUCTI6NLENflNGAGENCY_ - 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__________________________________________________________ 9T'A00LicANTcERTIFIcATIoN I certify that I have read the application and state that the above information is correct and ,that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit,of 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 t provisions of this Code shall expire by limitation and become null and void ((the building or work 'authorized by such permit is not commenced within 180 days from e date of s h permit or if the building or Work authorized by such permit is suspended or abandoned at any time after the work is commenced a ruod of 180 (Section 1 44 Uniform Building Code) r / APPLICANT'S SIGNATURE :YELLOW:• • : • - '• DATE - O/ - WHITE File Applicant PINK Finance EsGil Corporation In Partnership with government for(Bui&(ing Safety DATE: May 9, 2005 O APPLICANT O JURIS. JURISDICTION: Carlsbad O PLAN REVIEWER U FILE PLAN CHECK NO.: PC04-0144 SET: III PROJECT ADDRESS: College Blvd. Lots 4, 5 & 6 PROJECT NAME: Palomar Pointe- (3 Buildings) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person.. The applicant's copy of the .check list has been sent to: Esgil Corporation staff did not advise .the applicant that the plan check has been completed. 1111 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail . Telephone Fax In Person LI REMARKS: By: Eric Jensen Esgil Corporation ZGA [:1 MB EEJ [_1 PC Telephone #: Enclosures: Fax #: 4/19 trnsmti.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I / EsGil, Corporation In (Partnership with çovernmentforBui&fing Safety DATE: April 26, 2005 IJ APPLICANT JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PC040144 SET: III PROJECT ADDRESS: College Blvd. Lots 4, 5 & 6 PROJECT NAME: Palomar Pointe - Lankai Management Corporation (3 Bldgs) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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: Smih Consulting Architects, Attn: Craig Horwat 12220 El Camino Real, Suite 200, San Diego, CA 92130 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: Craig Horwat Telephone #: (858) 793-4777 Date contacted: -(by:*') Fax #: (858) 793-4787 Mail .._—TIphone. Fax—'in Person LI REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation GA MB LIEJ UPC 4/19 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PC04-0 144 April 26, 2005 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: PC04-0144 PROJECT ADDRESS: College Blvd. Lots 4, 5 & 6 SET: III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 4/19 April 26, 2005 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 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. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. 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? LJYes UNo 'Carlsbad PC04-0144 April 26, 2005 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the Cityof Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review byEsGil Corporation is complete. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 39. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued. Business and Professions Code. PLUMBING (2000 UNIFORM PLUMBING CODE) 42. Correct and complete the Site Plumbing drawings for the Private Site Building Sewer Lines and the Private Site Water Lines from the water meters to the buildings so they can be plan checked and inspected (The City of Carlsbad Engineering Department does not review, permit or inspect the Private Site Building Sewer Lines and the Private Site Water Lines: A) Clearly show the limits of the private sewer system and the public sewer systems: 2) Sheet 6 of 7 of the Improvement Plans for Palomar Point, drawings No. 422-9 shows an "8 inch Sewer Lateral (PVT) S=4.0% (Per DWG 422-9A). Please provide the signed and sealed plans for the private site building sewer systems. t arlsbad.PC04-0144 April 26, 2005 3) Correct the 8 inch private building sewer lines to show compliance with UPC, Table 7-8. The Improvement Plans for Palomar Point, drawings No. 4229 do not comply. C) The drawings provided do not show the water main routes from each of the water meter locations on the Improvement Plans for Palomar Point, drawings No; 422-9 to the points'of connections shown on sheets P-A.2, P-13.2 and P-C.2. Please correct. Sheets P-A.2, P-13.2 and P-C.2 are not Site Plumbing drawings and do not show the private site water lines routes and sizes from the three 11/2 inch water meters to each of the three buildings. 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. EsGil Corporation In tPartnersfiip with çoernmentforBui(ding Safety DATE: March 17, 2005 U APPLICANT JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PC04-0144 SET: II PROJECT ADDRESS: College Blvd. Lots 4, 5 & 6 PROJECT NAME: Palomar Pointe - Lankai Management Corporation (3 Bldgs) El 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. El 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: Smith Consulting Architects, Attn: Craig Horwat 12220 El Camino Real, Suite 200, San Diego, CA 92130 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: Craig Horwat Date contacted: 3)Ir/0 bYdh Mail V'Telephone " Fax VIn Person LI REMARKS: Telephone.#: (858) 793-4777 Fax #: (858) 793-4787 By: Sergio Azuela Enclosures: Esgil Corporation ZGA 0 M LEJ F-1 PC 3/10 trr,smtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PC04-0 144 March 17, 2005 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad - PLAN CHECK NO.: PC04-0144 PROJECT ADDRESS: College Blvd. Lots 4,5 &.6 SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 3/10 March 17, 2005 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 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. The following items have not been resolved from the previPus plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. 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? UYes LlNo Carlsbad PC04-0 144 March 17, 2005 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 27. Guardrails (Section 509.1): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. Clearly show on plans the adequacy of the guardrail. Provide a complete construction detail for the connection between the supporting posts and the floor framing, indicating the size and spacing of the fasteners'and the size and spacing of the supporting posts. Additional corrections may follow. Provide notes and details on the plans to show compliance with the enclosed Disabled Aócess Review List. Disabled access requirements may be more restrictive than the UBC. Show, or note that at every primary public entrance, and atevery major function area alonq, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility. Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 111713.5.7 and 112713.3. a) The required note was not provided on plans. Original correction is still applicable. From the soils report provided: Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report - page 13). Carlsbad PC04-0144 March 17, 2005 The soils engineer recommended that he/she review the foundation excavations. 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: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti . ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) The mechanical yard structure should have a ground electrode at the structure disconneàting means. NEC 250-32 GROUND ROD IS NOT AN ACCEPTABLE GROUND ELECTRODE FOR COMMERCIAL APPLICATIONS IN THE CITY OF CARLSBAD. PLEASE SPECIFY CONCRETE ENCASED ELECTRODE WITH COPPER CONDUCTOR "UFER" GROUND AS PER NEC 250-50(c). Please match the equipment shown on floor plans with equipment shown on single line(s). I.e., building "A" single line and mechanical yard floor plan detail on E-6.1. MECHANICAL YARD HAS TWO FEEDS FROM BUILDING "A". BOTH FEEDERS DISCONNECTS SHOULD BE GROUPED AND LABELED FOR EASE OF IDENTIFICATION. ALSO, BOND BOTH GROUND ELECTRODE CONDUCTORS TO THE GROUND ELECTRODE TO BE SPECIFIED. NEC 225-34 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 39. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued. Business and Professions Code. Carlsbad PC04-0 144 March 17, 2005 No response provided and no calculations for the required minimum plumbing fixtures found? Provide calculations to show compliance with UBC, Appendix 29, (Minimum Plumbing Facilities) as per the City of Carlsbad. More lavatories seem to be required for Building A. PLUMBING (2000 UNIFORM PLUMBING CODE) Correct and complete the Site Plumbing drawings: A) Clearly show the limits of the private sewer system and the public sewer systems: 1) Sheet 6 of 7 of the Improvement Plans for Palomar Point, drawings No. 422-9 calls-out "8 inch PVC Sewer Private" for the Sewer Pipe section #1 oh sheet 7 of 7 of the Improvement Plans for Palomar Point, but sheet 7 of 7 does not callout this section to be Private, in fact it looks on sheet 7 of 7 to be public? Please address. Sheet 6 of 7 of the Improvement Plans for Palomar Point, drawings No. 422-9 shows an "8 inch Sewer Lateral (PVT) S=4.0% (Per DWG 422-9A). Please provide the signed and sealed plans for the private site building sewer systems. Correct the 8 inch private building sewer lines to show compliance with UPC, Table 7-8. Clearly show the routes and sizes of the water lines from the three 11/2 inch water meters to each of the three buildings. The drawings provided do notshow the water main routes from each of the water meter locations on the Improvement Plans for Palomar Point, drawings No. 422-9 to the points of connections shown on sheets P-A.2, P-B.2 and P-C.2. Please correct. Sheet P-A.1 shows water heater WH-1 is a gas fired water heater for building A. BUt, the gas line plans and calculations do not show the gas serving the water heater. Please correct. Provide gas line plans and calculations, showing gas pressures, pipe lengths and gas demands for each gas system.'UPC Section 1217.0 Sheet P-A.1 shows water heater WH-1 is a gas fired water heater for building A. Detail the water heater flue (vent) terminations as per UPC, Section 517.0. Minimum 8 feet from a vertical wall or similar obstruction (parapet wall, screen wall building wall): or extend vent termination to above the top of the wall. 'Carlsbad PC04-0144 March 17, 2005 Sheet P-A.1 shows water heater WH-1 is a gas fired water heater for building A. Detail the water heater flue (vent) offsets, length, pitch and clearances as per UPC, Section 516.0. Sheet P-A.1 shows water heater WH-1 is a gas fired water heater for building A. Detail how combustion air for fuel burning water heaters will be provided in accordance with the Uniform Plumbing Code, Section 507.0 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 50. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Then address the following: (Or if all HVAC systems are ducted supply and return system, clearly note so on the drawings.) 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." 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. A combustion products vent, vent connector, chimney, or chimney connector shall not extend into or through an air duct or plenum. UMC Section 804.0. Like the water heater B-vent. Note: as per the 2000 UMC, Section 504.1 (Code Change) the Environmental exhaust duct systems shall not extend into or through ducts or plenums. (UMC, Section'602.1 does not allow negative pressure ducts in the plenum. UMC, Section 602.1, states: "See Chapter 5 for limitations on environmental air systems exhaust ducts extending into or through ducts or plenums." And: "Exhaust ducts under positive pressure and venting systems shall not extend into or pass through ducts or plenums.") 51. The fire rated corridors are not to be used to convey air to or from rooms. UMC Section 602.1 Sheet M-2.2 shows a supply air connection for the future T.I. into the fire rated corridor at the stairway, with no exhaust or return air system? Please correct. 52. Return air shall not be obtained from the restroom as per UMC Section 906.6. Plans seem to show return air ducts to the ceiling plenum space from each restroom in the Building A. Sheet M-2.1 shows a return air duct from the restrooms to the ceiling space of the T.I. area. Please correct. 'Carlsbad PC04-0144 March 17, .2005 No response and no main condensate drainage systems shown? Detail disposal sites of main condensate drainage from air conditioning units. UMC Section 310.1 & UPC.807.2. Please provide cut-sheets for the proposed "factory installed condensate overflow switch" called-out in the heat pump schedule. Detail the overflow (secondary) condensate discharge from air conditioning units that are ma ceiling space to readily observed locations: UMC. Section 310.2. 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. EsGil Corporation In (Partnership with Government for Bui(&ng Safety I DATE: January 11, 2005 U APP ICANT JURIS JURISDICTION: Carlsbad U-PTXN REVIEWER U FILE PLAN CHECK NO.: PC04-0144 SET:I PROJECT ADDRESS: College Blvd Lots 4, 5 & 6 PROJECT NAME: Palomar Pointe - Lankai Managemente Corporation (3 Bldgs.) 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. F1 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Lnj The applicant's copy of the check list has been sent to: Smith Consulting Architects, Attn: Craig Horwat 12220 El Camino Real, Suite 200, San Diego, CA 92130 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: Craig Horwat Telephone #: (858) 793-4777 Date contacted: 1(zjoS (by:111\)c) Fax #: (858) 793-4787 Maih1eIephone Fax —"in Person LII REMARKS: By: Sergio Azuelá Enclosures: Esgil Corporation 0 G 0 MB DEJ El PC 12/30 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PC04-0 144 January 11, 2005 PLAN !REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: PC04-0144 JURISDICTION: Carlsbad OCCUPANCY: B, S- 1. & F-i USE: Office R&D Warehouse TYPE OF CONSTRUCTION: V-N ACTUAL AREA: 32,800 SF/Bldg. A 17,000 SF/Bldg. B 34,440 SF/Bldg. C ALLOWABLE FLOOR AREA: 64k/48k STORIES: 2/Bldg. A& i/Bldgs. B & C (8k X 2 X 2 X 2)/Bldg. A (8k X 2 X 3)/Bldgs. B & C HEIGHT: SPRINKLERS?: YES OCCUPANT LOAD: 294/Bldg.A, 170/Bldg. B 344/Bldg. C REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: January 11, '2005 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/30 PLAN REVIEWER: Sergio Azuela This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PC04-0 144 January 11, 2005 . GENERAI..J Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports'to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: 'Occupancy Group. It appears that an occupancy group 'of F-1 classification is missing. Please clarify 3. 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. . SITE PLAN 4: Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Clearly designate any side yards used to justify increases in allowable area, based on Section 505. a) Provide hatching over the covered area around each building. . FIRE-RESISTIVE CONSTRUCTION . Corrections 8 to 10 are applicable for building A. 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. S Carlsbad PC04-0144 January 11, 2005 7. Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents. Also detail recessed light fixtures. Sections 709, 710. 8. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710." . INTERIOR WALL AND CEILING FINISHES 9. Foam plastics shall not be used as interior finish except as provided in Section 2602. . EXITS 10. Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 1004.2.4. a) Exits for the area of Open Offices 109 and 110 of Building A. 11. The maximum number of required exits and their required separation must be maintained until egress is provided from the structure. Section 1004.2.3.1. a) Exits for the area of Open Offices 109 and 110 of Building A. . STAIRWAYS 12. Stairway handrails should not project more than 3-1/2 inches into the required width. Trim and stringers may not project more than 1-1/2 inches. Section 1003.3.3.2. 13. Handrails (Section 1003.3.3.6): The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. CORRIDORS 14. Corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes. Doors shali be maintained self-closinci or be automatic closina bvaction of a smoke detector j3er Section 713.2. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 1004.3.4.3.2.1. a) Please include the underlined part of the correction above for all applicable doors on sheet A8.3. Carlsbad PC04-0144 January 11, 2005 15. Corridors shall have ceilings of one-hour construction. Show compliance on plans for corridor 108 at Building A. 16. Provide a complete architectural section of the corridor, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 1004.3.4. . EXIT SIGNS 17. If exit signs are required, provide the following notes on the plans, per Section 1003.2.8.2: 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. Exit signs shall be readily visible from any direction of approach. 18. Show two sources of power for the lamps at exit signs. Section 1003.2.8.5. 19. Show that exits are lighted with at least one foot candle at floor level. Section 1003.2.9.2. 20. Show separate sources of power for exit illumination. (Occupant load exceeds. 99). Section 1003.2.9.2. . ELEVATORS . . 21. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one-hour shafts and one and one-half hours in two hour shafts. Section 711.4. 22. Provide clear inside elevator car dimensions as required by Title 24: In high-rise buildings, NE/I occupancies, State-owned buildings, residential care homes, hotels, motels, apartments and condominiums: 80" by 54," with a 42-inch side slide door. Elevator in buildings more than two stories or buildings where disabled access is required to upper level(s): 68" by 54", with a minimum clear door width of 36." • • . c) Elevators other than in (b) above serving less than 50 occupants shall have a minimum inside platform of 4 feet 6 inches by 4 feet 6 inches and a minimum clear door width of 36 inches. 23. Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24. Carlsbad PC04-0144 January 11, 2005 ROOFS 24. Specify on .the plans the following information for the roof materials, per Section 106.3.3: a) ICBO approval number, or equal. 25. Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 106.3.3: Manufacturer's name. Model name/number. ICBO approval number, or equal. . FIRE EXTINGUISHING 26. 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. MISCELLANEOUS LIFE/SAFETY 27. Guardrails (Section 509.1): a). Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. b) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". . TITLE 24 DISABLED ACCESS 28. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. • FOUNDATION Provide a copy of the project soil report prepared by a California licensed architect or civil engineer: The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC • Section 1804. * a) Please provide a complete copy of the soils report. Specify size, ICBO number and manufacturer of power driven pins, expansion anchors or epoxy anchors. Show edge, end distance and spacing. Section 106.3.3. Carlsbad PC04-0 144 January 11, 2005 I MASONRY AND CONCRETE 31. Show floor and roof connections to masonry or concrete walls, per Section 1605.2.3: Where wood diaphragms laterally support concreteor masonry walls, the aspect ratio of subdiaphragms are limited to 21/2 1 Section 1633.2.9.4. In Seismic Zone 4, the value of Fp used in Section 1632.2 shall not be * less than 420 plf, per Section 1633.2.8.1. Please provide design calculations for the wall ties to roof diaphragm for Building B and C. STRUCTURAL 32. Show on the plans all structural requirements developed in the structural calculations. Floor beam 127 shall be W12X14, instead W10X33 (Building A). Floor beam 134 shall be W16X26, instead W10X45 (Building A). . CARLSBAD SPECIAL CODE REQUIREMENTS If special inspection is required, the designer shall complete the attached Special Inspection Notice. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calöulation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: UYes 0 N 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 Sergio Azuela at Esgil Corporation. 'Thank you. Carlsbad PC04-0 144 January 11, 2005 ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti . ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) Provide the required access and entrance to working space for equipment rated 1200 amps or more and over 6 feet wide. Building "C" the nearest edge of the equipment must be at least 3' away from the nearest edge of the door opening.. NEC 110-26(c). The mechanical yard structure should have a ground electrode at the structure disconnecting means. NEC 250-32 Please match the equipment shown on floor plans with equipment shown on single line(s). I.e., building "A" single line and mechanical yard floor plan detail on E-6.1. . ENERGY CONSERVATION The Documentation Author and the Principal Lighting Designer must sign the LTG-1 form. The Documentation Author and the Principal Mechanical Designer must sign the imprinted MECH-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. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek The final set of corrected drawings to be reviewed for signing and sealing just before the permits are issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued. Business and Professions Code. The following note is required on the drawings as per the City of Carlsbad: "The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35)." Carlsbad PC04-0 144 January 11, 2005 41. Provide calculations to show compliance with UBC, Appendix 29, (Minimum Plumbing Facilities) as per the City of Carlsbad. More lavatories seem to be required for Building A. PLUMBING (2000 UNIFORM PLUMBING CODE) 42. Provide the site plumbing plans showing the sizes and loctions•of the gas meters and water meter; and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. 43. Please show the upstream sewer manhole rim 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. 44. Correct the water line sizing calculations on sheets P-Al, P-BI and P-Cl: Show the water meter sizes and locations on the plans. Check the developed pipe length from the water meters to the most distant fixtures used. Correct the pressure loss across the water meters. Show the minimum and. maximum water pressures at the water meters. Show compliance with UPC, Section 610.12:1: Maximum velocities in copper and copper alloy tube and fitting systems shall be limited to maximum of eight (8) feet per second in cold water and five (5) feet per second in hot water. 45. Provide gas line plans and calculations, showing gas pressures, pipe lengths and gas-demands for each gas system. UPC Section 1217.0 46. Detail the water heater flue (vent) terminations as per UPC, Section 517.0. Minimum 8 feet from a vertical wall or similar obstruction (parapet wall, screen wall building wall): or extend vent termination to above the top of the wall. 47. Detail the water heater flue (vent) offsets, length, pitch and clearances as per upc; Section 516.0. 48. Detail how combustion air for fuel burningwater heaters will be provided in accordance with the Uniform Plumbing Code, Section 507.0 49. Provide notes or details noting the backflow protection of water connection to fire protection systems will be provided as per UPC, Section 603.4.18 Carlsbad PC04-0144 January 11, 2005 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 50. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Then address the following: 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." 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. A combustion products vent, vent connector, chimney, or chimney connector shall not extend into or through an air duct or plenum. UMC Section 804.0. Like the water heater B-vent. Note: as per the 2000 UMC, Section 504.1 (Code Change) the Environmental exhaust duct systems shall not extend into or through ducts or plenums. (UMC, Section 602.1 does not allow negative pressure ducts in the plenum. UMC, Section 602.1, states: "See Chapter 5 for limitations on environmental air systems exhaust ducts extending into or through ducts or plenums." And: "Exhaust ducts under positive pressure and venting systems shall not extend into or pass through ducts or plenums.") 51. The fire rated corridors are not to be used to convey air to or from rooms. UMC Section 602.1 52. Return air shall not be obtained from the restroom as per UMC Section 906.6. Plans seem to show return air ducts to the ceiling plenum space from each restroom in the Building A. 53. Detail disposal sites of main condensate drainage from air conditioning units. UMC Section 310.1 & UPC 807.2. 54. Detail the overflow (secondary) condensate discharge from air conditioning units that are in a ceiling space to readily observed locations. UMC Section 310.2. 55. Provide the required independent ventilation for the elevator equipment room to prevent the overheating of the electrical equipment. UBC Section 3005.1. Correct the elevator equipment room exhaust and/or cooling systems to serve only the elevator equipment room. 56. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.2. 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. Carlsbad PC04-0144 January 11, 2005 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. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24. Per. Section 101.17.11, all publicly and privately funded public accommodations and commercial facilities shall beaccessible to persons with disabilities. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. SITE PLAN REQUIREMENTS Please clearlyshow the slope for all accessible routes of travel shown on the plans. Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility. Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 1117B.5.7 and 1127B.3. ACCESSIBLE PARKING - 2. Show that accessible parking spaces comply with Section 112913.4.1 as follows: Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area on the passenger side of the vehicle. When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can béprovided within a 23' area with a 5' loading zone between each 9'0" wide spaôe. Each space is to be a minimum of 18' in depth. 3. At least one in every 8 accessible parking spaces shall be served by an access .aisle >-96" in width and designated as VAN ACCESSIBLE, per Section 1129B.4.2. 4. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 11 29B.4;2. Carlsbad PC04-0 144 January 11, 2005 Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Section 112913.4.3. a) Clearly show on plans where are located the curb ramps and cross- reference the construction details to plans. Show that a bumper or curb is to be provided,: and located at each space, to prevent encroachment of cars into the required width .of walkways, per Section 1129B.4.3. CURB RAMPS Show on plans where the curb ramps located and cross-reference the construction details to plans are. . PEDESTRIAN RAMPS Show on plans where the curb ramps located and cross-reference the construction details to plans are. STAIRWAYS AND HANDRAILS 7. Per Section 1133B.4.2.6.1, provide details, sections or notes to show that handgrip portions of handrails are: >I 1/4" and 1/2I in cross sectional dimension. The shape may provide an equivalent gripping surface. The handgrip portion shall have a smooth surface, without any sharp corners. 8. Note that all tread surfaces comply with Section II3313.4.5, as follows: Have smooth, rounded or chamfered exposed edges. Have no abrupt edges at the nosing. Nosing shall not project ~1 '/" past the face of the riser above • ELEVATORS AND WHEELCHAIR LIFTS 9. Show that a handrail is provided on one wall of the car, preferably the rear, per Section 111613.11. The rails shall be smooth and the inside surface ~Ih/2I clear of the walls at a height of 32"±I" from the floor. , 10. Show, or note, that call operation buttons are to be .2" above the floor, per Section 111613.1.10. Carlsbad PC04-0 144 January 11, 2005 11. Show on the plans to show that the inside of the elevator car complies with the following, per Section 1116B.1.8. The clear distances between walls, or between the walls and the door, excluding return panels, is: ~!80" by 54" (at center opening doors). ~!68" by 54" (at side-slide opening doors). The distance from walls to return panel is ~_>51". SANITARY FACILITIES 12. Note that the doorways leading to sanitary facilities shall be identified, per Section 1115B.5, as follows: An equilateral triangle 1/4I thick with edges 12" long and a vortex pointing upward at men's rest rooms. A circle 1/4'1 thick, 12" in diameter at women's rest rooms. A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest rooms. The required symbols shall be centered on the door at a height of 60". Braille signage shall also be located on the wall adiacent to the latch outside of the doorways leading to the sanitary facilities, per Section 1117B.5.7. • MULTIPLE ACCOMMODATION SANITARY FACILITIES 13. Note that if standard compartment doors are used, that the following will be provided, per Section 1115B.7.1.4: ~!9" clearance for footrests underneath. A self closing device. If non-standard compartment doors are used, clearance at the strike edge as specified in Section 11 33B.2.4.3 is required. ' SIGNAGE 14. Tactile stair level identification signs (complying with Section 1117B.5.1) shall be located at each floor level landing in all enclosed stairways in buildings two or more stories in height to identify the floor level. At the exit discharge level, the sign shall 'include a raised five-pointed star located to the left of the identifying floor level. Section 1003.3..3.13.1. Carlsbad PC04-0144 January 11, 2005 15 Per Section 1003.2.8.6.1, tactile exit signs shall be required at the following locations: a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or. hallway. The tactile exit sign shall have the words, "EXIT ROUTE." b) Each grade-level exit door. The tactile exit sign shall have the word, "EXIT" C) Each exit door that leads directly to a grade-level exterior exit by means of a stairway or ramp. The tactile exit sign shall have the following words as appropriate: • I) • "EXIT STAIR DOWN." 16 Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille Section 111713.5. 17. Provide a note on the plans stating that the signagerequirements of Section 111713.5 will be satisfied. • END OF DOCUMENT Carlsbad PC04-0144 January 11, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC04-0144 PREPARED BY: Sergio Azuela DATE: January 11, 2005 BUILDING A BUILDING ADDRESS; College Blvd. Lots 4, 5 & 6 Palomar Pointe BUILDING OCCUPANCY: B, S-i & F-i TYPE OF CONSTRUCTION: V-N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Office Bldg. 32800 60.00 1,968,000 Air Conditioning 31404 3.60 113,054 Fire Sprinklers, TOTAL VALUE 2,081,054 Jurisdiction Code Icb IBY Ordinance Bldg. Permit Fee by Ordinance I $5,259.63J Plan check Fee by Ordinance iJ . I $3,418.76j Type of Review: P1 Complete Review Ij Structural Only Li Other El Repetitive Fee Repeats Hourly I : Hour * Esgil Plan Review Fee I $2,945.391 Comments: Sheet 1 of 3 macvalue.doc Carlsbad PC04-0144 January 11, 2005 VALUATION AND PLAN CHECK FEE. JURISDICTION: Carlsbad PLAN CHECK NO.: PC04-0 144 PREPARED BY: Sergio Azuela DATE: January 11, 2005 BUILDING B BUILDING ADDRESS: College Blvd. Lots 4, 5 & 6. Palomar Pointe BUILDING OCCUPANCY: B, S-i & F-i TYPE OF CONSTRUCTION: V-N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Bdlg B 17000 442,000 Air Conditioning Fire Sprinklers TOTAL VALUE 442,000 Jurisdiction Code 1cb IY Ordinance Bldg. Permit Fee by Ordinance I $1,599.921 Plan check Fee by Ordinance I $1 ,039.951 Type of Review: Complete Review fl Structural Only El Other fl Repetitive Fee Hourly I - Hour * Repeats Esgil Plan Review Fee $895.961 Comments: Sheet 1 of 3 macvalue.doc Carlsbad PC04-0144 January 11, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC04-0144 PREPARED BY: Sergio Azuela DATE: January 11, 2005 BUILDING C BUILDING ADDRESS: College Blvd. Lots 4, 5 & 6 Palomar Pointe BUILDING OCCUPANCY: B, S-i & F-i TYPE OF CONSTRUCTION: V-N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Bldg C 34400 2600 894,400 Air Conditioning Fire Sprinklers TOTAL VALUE 894,400 Jurisdiction Code ICb IBY Ordinance I Bldg. Permit Fee by Ordinance *1 Plan Check Fee by Ordinance Type of Review: El Complete Review . E Structural Only LI L] Repetitive Fee Other Repeats ou y H rl Hour * l Esgil Plan Review Fee I $2,809.51 I $1,826.181 I $1,573.331 Comments:. Sheet I of 3 macvalue.doc Citv of Carlsbai -Public Works - Engineering BUILDING PLANCHECK CHECKLIST DATE: PLANCHECK NO.: 14 CY-(YV BUILDINGADDRESS: s.2z PROJECT DESCRIPTION: S 3 ASSESSOR'S PARCEL PARCEL NUMBER: cIL / -33 EST. VALUE: ENGINEERING 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. DEPARTMENT DENIAL Please se t e report of deficiencies marked wi 0. I ttached e necessary corrections to plans or specific ions for compliance with applicable codes and St ndards. Submit corrected plans and/or. specifications to th-efftt for review. Date: U A Right-of-Way permit is required prior to construction of the following improvements: By: Date: By: Date: FOR OFFICIAL USE ONLY By: - TO ISSUE BUILDING PERMIT ATTACH LI Dedication Application Dedication Checklist El Improvement Application UI Improvement Checklist U Neighborhood Improvement Agreement LI Grading Permit Application El Grading Submittal Checklist El Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602.2741 CFD INFORMATION Parcel Map No: Lots: Recordation: rj Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet CA 92009-7314 • (760) 602-2720 • FAX (760) 602R BUILDING PLANCHECK CHECKLIST SITE PLAN 3RD / 3 E 1.. Provide a fully dimensioned site plan drawn to scale. Show:,- / A. North Arrow F. Right-of-Way Width & Adjacent Streets Existing & Proposed Structures G. Driveway widths Existing Street Improvements H. Existing or proposed sewer lateral Property Lines (show all dimensions) I. Existing or proposed water service Easements J. Existing or proposed irrigation service 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing. & Proposed Slopes and Topography C. 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. D. Sewer and water laterals should not be located within proposed driveways, per standards. LI 3. Include on title sheet: Site address Assessor's Parcel Number 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:\FanneXathMASTERS\BuHdng Plantheck Cldst Fonn (Geneslc).doc 2 • Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following Engineering Conditions of approval for Project No.._______________________________________________ All conditions are in compliance. Date: DEDICATION REQUIREMENTS / E 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 $_15,000 , 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 ½" 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 $_75,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. Public impovements 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:\FarmerXaIhyMASTERS\BoIding Plancheck Cklsl Form (Generic) Am 3 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 2ND 3RD .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 $_360.00 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. Future public improvements required as follows: U U 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: U U 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS. The conditions that invoke the need for a grading permit are found in Section 11 .06.030 of the Municipal Code. U 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. /U 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. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 5Zy (1dt' 4tJÔ F:\FanneAXathyMASTERS8uiIdThg PIarheck GkIst Form (Generlc).doc 4 . Arm. 7114100 1ST El U BUILDING PLANCHECK CHECKLIST. 1ST 2ND 3RD El 0 0 7d. No Grading Permit required. 0 0 0 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS El 0 El . 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: El El LI 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: . 0 0 El 10. NPDES PERMIT . . . Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by hCity Engineer prior to 'issuance of grading or building permit, whihever occurs first. Cob 11. equired fees are attached— No fees required w WATER METER REVIEW El El 0 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:Farme?,XalhyMASTERS\8uilding PIrn.check Cidsi Fo,m (Geeric).doc 5 . Res. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2N0 3RD 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 in 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). F-1 F1 0 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: If the project is 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: 0 STA 1+00 Install 2" service and 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) IncIudea 10% residual pressure at point of connection 3. 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 projectis located within the City recycled water F:armeñXathyMASTERS\BiIding Plancheck Mist Foan (Generic).doc 6 . Rev. 7/14/00 D 1ST 219 3RD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on1 switching these irrigation services/meters to anew recycled:watér line in the future. Fj 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. I F:\FameXathy\MASTERSBuiIding Pancheck cidat Form (Generic).doc 7 Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. 0. Calcula n based on buildi/rq plancheck plan submittal. Address: Bldg. Permit No. Prepared _________ Date: .7_,7.y/o.j Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft./Units: i t1!O EDU's: Types of of Use: • Sq. Ft./Units: EDU's: ADTCALCULATIONS: List types and square footages for all uses. Types of Use: _____________ Sq. Ft./Units: _)1) ADTs: - I 0 0 Types of Use: Sq. Ft./Units: ADT's: FEESREQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District#1. reduced Traffic Impact Fee) 0 NO 1. PARK-IN-LIEU FEE PARK AREA & #: FEE/UNIT: X NO. UNITS: . =$ 2. TRAFFiC IMPACT FEE ADT's/UNITS: . X FEE/ADT: =$ V'l_L00 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ____ DIST. #2 DIST. #3 ADT's/UNITS: . X FEEj. =$ 4. FACILITIES MANAGEMENT FEE ZONE:_________ UNIT/SQ.FT.: X FEE/SQ.FT./UNIT: .F =$__ 5. SEWER FEE EDU's: Lu X FEE/EDU: 2.:? . T t f31 ct51 BENEFIT AREA: - - EDU's: X FEE/EDU: . = $ 6. SEWER LATERAL ($2,500) . = $ .- 7. DRAINAGE FEES PLDA : HIGH /LOW_______ ACRES: X FEE/AC: =$____________ 8. POTABLE WATER FEES UNITS CODE CONNECT MN FEE MET FEE• SDCWA FEE IRRIGATION .4uL,4 tthr___ /iia. /fr .lof2 r.A—Winn . Rev. 7/14/00 3 2, Ljo - 11y• ,q W Is ____ 7LV Ma t1, o 05 0:10p - CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR- iLLc1k) '5Okat) DATE: 5- 505 PROJECT lD?(cI'1a%, r4.0i, GRADING PERMIT NO. O'LIOq LOTS REQUESTED FOR RELEASET Uto, N/A = NOT APPLICABLE -J = COMPLETE ir unacceptable Site access to requested lots adequate an d l o g i c a l l y g r o u p e d Site erosion control measures adequate. Overall site adequate for health, safety an d w e l f a r e o f p u b l i c . Letter from Owner/Dev. requesting partia l r e l e a s e o f s p e c i f i c l o t s , p a d s or bldg. 8W x 11" site plan (attachment) showing r e q u e s t e d l o t s s u b m i t t e d . Compaction report from soils engineer sub m i t t e d . ( I f s o i l s r e p o r t h a s been submitted with a previous partial rele a s e , a l e t t e r f r o m s o i l s engineer referencing the soils report and i d e n t i f y i n g s p e c i f i c l o t s f o r release shaft accompany subsequent pa r t i a l r e l e a s e s ) . 7.' EOW certification of work done with finish p a d e l e v a t i o n s o f s p e c i f i c l o t s to be released. Letter must state lot (s) is g r a d e d t o w i t h i n ' a t e n t h (.1) of the approved grading plan. Geologic engineer's letter if unusual geo l o g i c o r s u b s u r f a c e c o n d i t i o n s exist. Fully functional fire hydrants within 500 fee t o f b u i l d i n g c o m b u s t i b l e s and an all weather roads access to site i s r e q u i r e d . Partial release of gading for the above sta t e d l o t s i s a p p r o v e d f o r t h e p u r p o s e o f b u i l d i n g ii permit issuance Issuance of building perm i t s i s s t i l l s u b j e c t t o a l l n o r m a l C i t y requirements requued pursuant to the bu i l d i n g p e r m i t p r o c e s s Partial release of the site is denied for the f o l l o w i n g r e a s o n s -- —ffö. `Pr'oje~t inspector Date Construction Manager ./ Dare J:. LEMAST ER CAg:jTSiTRM PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST • Plan Check, No.,e( PC.. C) 4 0 I '4'( Address PcWo,r o4e ia '1 J•-t- Planner Barbara Kennedy Phone(760) 602-4626 APN: - 1 2t) - I Type of Project & Use: &f1c / \ysW..Net Project Density:- DU/AC Zoning:f1$?L5 General Plan: Facilities Management Zone: CFD do t) #_Date of participation: Remaining net dev acres:- 0 . . (For non-residential development: Type of land used created by this. Circle One permit: ) Legend: Item Complete 0 Item Incomplete - Needs your action . 0 Environmental Review Required: YES \' NO• TYPE kt ti P * DATE OF COMPLETION: at/i /o •i k Compliance with conditions of apptoval? If not, state conditions which require action. uonaitions OT Approval: Discretionary Action Required: YES >K NO ____TYPE o4 - o /2 C. 0 LfO3 / l_CPPr o4—O7/c_t O'.!-O(o / " APPROVALIRESO.NO.S1O°I- 51t1 DATE •pp O/to?-ô'L/ PROJECT NO. . ) tyD 03-oe OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: e e- , I ;V\ ' Coastal Zone Assessment/Compliance ".- Project site located inCqasta! on'i'YES_'' NO____ CA Coastal Commission Authority? YES____ NO____ If Càlifdrnia Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103i. San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or. Exempt): Coastal Permit Determination Form already completed? YES 'Z- NOC-'tf o -c(,' If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). • Complete Coastal Permit Determination Log as needed. 0 0 • Inclusionary Housing Fee required: YES NO X (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 YIN, Enter Fee, UPDATE!) H:\ADMlNACOUNTERBIdgPlnchkRevChklst Rev 9/01 Site Plan: V E1 EJ 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 sloes).' V - MQ E 2. Provide legal description of property and assessor's parcel 1 2- 2..- ('-O -20 Policy 44- Neighborhood Architectural DéslgnGuidelines Applicability: YES NO V, Project complies YES NO X • Zoning: V D 0 1. Setbacks: Front:,, -1 Required ?' Shown &V or j Interior Side: Required & Shown 10_-i-t Street Side./ ILi/& Required ________ Shown aut.&.cA 4'10(L3. Rear: V Required Shown o V Top of slope: Required V Shown V 0 -2.-,Accessory structure setbacks - Front: Required V• -r ' Shown V V lnteiiorVSide: Required V Shown Street Side: Required V Shown V Rear: ReqUired Shown Structure separation: - Required Shown t~E] 0 3. Lot Coverage: Required tSDYo t c'-C Shown V V V • ,2.' /3 4 0 f - V •\ Vt: 4 Height 'V V Required _ 1((Af)+ Shown / -• -7 - j -fu V 5 Parking: Spaces Required V V Shown _ *u (breakdown by uses for commercial and industrial projects required) 2,2'1 V Residential Guest Spaces Required Shown • 0 0 0 Additional Comments V OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER., _ H:\ADMIN\COUNTER\BIdgPInChkReVChklSt Rev 9/01 2 Ck ctl 15 PLAN CHECK REVIEW Q i-k -j-W.t- -!I PALOMAR POINTE (ADDITIONAL COMMENTS CONTINUED) Two parking spaces have been eliminated which were in the location of the new HVAC cooling tower. Please add two parking spaces elsewhere on the site or adjust the parking summary on the front sheet to show a reduction in the allowable uses within building 3 so that the parking requirements are reduced by two spaces. Please provide details for the HVAC cooling tower. The exterior of the enclosure should be designed to match the buildings. Please demonstrate that the enclosure is adequate in height to screen the HVAC equipment. A minimum of 568 square feet of indoor employee eating area must be shown I building A. The employee eating area must be constructed with the shell building. St (PC resolution 5713, Condition 'Please include the approving resolutions in a 30" x 42" format stapled to the building plan check documents. gThe exterior building materials appear to have been upgraded on Buildings A and B. Please include the same level of upgrades for building C. Ce-'c n '- +-de c44.ed. 1;:, /Bici l e, 4 13 . J SK OW" o or;j. =kv6s . dd.- E(&% +-6L1j. C. Please submit a plan for outdoor lighting and indicate that shielding will be used 'on fixtures to reduce/prevent indirect lighting effects on the open space. - heef k Landscape Plans should not be included in the building plan check submittal t t' package. Landscape Plans require separate submittal and must be approved prior to issuance of a building permit. j o-kor 4-Wt 5 (,2 The mitigation measures recommended in the Acoustical Site Analysis prepared by Investigative Science and Engineering (dated August 14, 2003) shall be incorporated into the design of the buildings. Please submit a letter from the acoustical consultant indicating that the building design complies with the recommended mitigation measures to achieve the 50 dBA CNEL interior' noise standard with a closed-window condition. I.I1ZIA. '/r c( '# 1k, U-(S+4V-- tIC44- Lit- /'4'/1)S Building permits may not be issued until final approval of the LCPA by the California Coastal Commission. ,Azpp-rv.t'd7 £1/i 3/o c Please submit a letter from the restoration specialist which outlines the status of the restoration efforts for the southern maritime chaparral and vernal pools. (4 06IZ' Please submit a recorded copy of the CC&R's and joint use parking agreement. OY150 Please submit a copy of the revised restoration plan and storm water management plan as approved by the Wildlife Agencies. PLAN CHECK REVIEW PALOMAR POINTE (ADDITIONAL COMMENTS CONTINUED) Pléase revise the Long-term Management Plan to incorporate comments from the ' Wildlife Agencies (e-mail dated February 2, 2005). A dedicated open space conservation easement must be recorded over the hardline preserve areas shown as OS lots 4 and 6. The title to the open space lots shall be transferred to the selected open space conservation entity concurrent with recordation of the Final Map. Please submit evidence that an endowment or other financial guarantee has been established to ensure the long-term maintenance and management of the open space - preserve area, in conformance with the terms of the PAR prepared for this project. 1 Please submit a copy of the Paleontologist's follow-up report. I, Corporate Office 16486 8crnrdo.Cëniér Drive, #278 'S8n Diego, CA92128 Phone/Fax (858)451-3505 / (858) 4870096 'www.ise.us May 4, 2005 Mr. Craig Horwat Smith Cqpsulting'Architects 12220 El Camino Real; Suite 200 San Diego, CA 92130 RE ACOUSTICAL MITIGATION MEASURES VERIFICATION PC04 0144 COMMERICAL DEVELOPMENT - CARLSBAD CA Dear Craig: At your request, .Investigative Sciencé..an'd Engineering (ISE) have examined the proposed structural assemblies for the subject property for compliance with CCR Title 24 noise insulation standards A copy of the supporting information provided to ISE is attached to this letter. ISE finds the referenced materials suitable for providing the requisite noise insulation necessary to 'comply 'with City standárds. •These meterial are consistent with the intent of the ISE aoustical:ass'èssment. It has been recommended by lSEtb Smith CosuIti'ng Architects that the finished structures be tested by an acoustical engineer to verify: the proper performance of the as-built buildings and certify the findings to the City. It is our understanding that SCA and the project applicant have agreed to this measure Given this no additional recommendations can be made by ISE at this time. Should you have any questions regarding the above conclusions, please-,do not hesitate to contact me at (B58) 451-3505. Sincerely, Rick Taváres, Ph.D., Project Principal Investigative Science and Engineering,' Inc. Cc: Ryan Taylor, ISE ' Attachments: Support I i I ng Documentation from SCA Scientific, Environmental, and Forensic Engineers Barbara Kennedy City.OfCar1sbãd, Planning Department 1635 Faraday Avenue Carlsbad, CA Re: Plan Check PC04-0144 Acoustical Mitigation Measures Verifibation SCA Project Number: 01280.S . . Dear Barbara: . This letter is to acknowledge that the construction components scheduled to be used throughout this project are sufficient to meet the mitigation levels as outlined in the following report by Investigative Science and Engineering, Inc. Please find attached supporting documentation for the various construction materials and components. Find below an Outlineof the various., 'Mitigation measures: Measure Minimum Level Means of Supporting Document Required Achieved Achieving Measure' Roof Assembly: Bldg. A STC 46. . At least 6' thk-R-30 xxx STC 56 'Rigid.Roof. ___ Insulation ' . Wall Assembly Bldg A STC 46 At least 3 1/2 R-1 1 Batt Double Layered Wall STC 56 Insulation & 1 Assembly on Steel Stud 1/2 E I F S Owens Corning Sheet System . 07210/OWE, pg. 9,.(STC 56)& CALPLYDryvit" report. of TestRAL-TL91-1 1 (STC 46) Glass Assembly Bldg A STC 25 STC 35 1 Insulated Phone Conversation WI Glass Assembly Kick Asolas (Guardian Glass) Roof Assembly: Bldg. B STC 46 At least R40 Batt. Equivalenttô a Single STC 50 Insulation Layered Wall Assembly on Steel Stud Owens Corning Sheet 07210/OWE, pg. 9 (STC 50), Test RAL-TL89- ____________________ 157 Wall Assembly Bldg B STC 55 6.5" 6.5" Concrete California Office of Noise Concrete Tilt up Control ,.& Phone Tilt-Up . . CoatiOnW/ Ryan ;•.;' - -. M ~1 h Co u't ngArch i tects . Taylor (Investigative Science & Engineering, _______________________ __________ ___________ ________________ Inc.) 6" concrete = STC 55) Glass Assembly: Bldg. B STC 26 STC 31 '/4' Single Pane Phone Conversation WI Glass . Nick Asolas (Guardian Glass) ROof Assembly: Bldg. C STC 46. At least R-30 Batt Equivalent to a Single STC 50 Insulation Layered Wall Assembly on Steel Stud- Owens Corning Sheet07210/OWE, pg. 9, (STC 50),. Test RAL-TL89- ___________________ 157 Wall Assembly: Bldg.0 SIC 55. At least 6.5" Concrete California Office of Noise STC 55 Tilt-up ContrOl, &.Phone Converation W/ Ryan Taylor (Investigative Science & Engineering, Inc.) 6" concrete= SIC 55) Glass Assembly: Bldg. C STC 28 STC 31 'A" Single Pane -Phone Conversation WI .. ., Glass . Nick Asolás (Gua(dian Glass) The attached supporting documentation outlines each material conponent, or closest equivalent, however accurate STC ratings can only be measured, through ictual testing of the full assemblies either sampled in a lab situation or after fjéld construction of the actiialroject. We believe that by using these material components .in this project we have achieved at least the minimum mitigation requirements as outlined by the field investigation and Title 24 requirements. Sincerely, . SMITH CONSULTING. ARCHIT CTS 9L77 Senior Projec anager - Enclosure: Material 'but sheets izzo El Camino Real Suite 200 San Diego, CA 92130 858.793.4777 858.7934787 Fax Carlsbad Fire Department 40144 63 Faraday Ave. pirn Dr,+rti-t Carlsbad, CA 92008 Plan Review Requirements Category: II I U %J" (760) 602-4660 Building Plan Date of Report: 04/13/2005 Reviewed by: Name: SMITH CONSULT ARCH Address: 12220 EL CAMINO REAL STE 200 City, State: SAN DIEGO CA 92130 Plan Checker: Job #: 40144 Job Name: Lanikai Prop. Mgmt.'ETIdg #—PC040144--' Job Address: College Ave Ste. or Bldg. No. Approved 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 and standards. Please review carefully all comments attached as fai!ure to comply with instructions in this report can result in suspension of permit to construct or install improvements. U Approved. The item you have submitted for review has been approved subject to the. Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments - attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. U Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. . Review 1st 2nd __________ 3rd Other Agency ID FD Job # 40144 FD File # Carlsbad Fire De artment 40144 7377ardy Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category Building Plan Date of Report: 01/11/2005 Reviewed by Name: SMITH CONSULT ARCH Address: 12220 EL CAMINO REAL STE 200 City, State: SAN DIEGO CA 92130 Plan Checker: Job #: 40144 Job Name: Lanikai Prop. Mgmt. Bid#:PC040144 Job Address College Ave Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and I 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 and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. E Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and for specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1st _________ 2nd _________ 3rd _________ Other Agency ID FD Job # 40144 FD File # Requirements Category: Building Plan 'Reqifire'ment: Pending 05.11 Knox Box Knox Box required when access to or within a structure or an area is unduly difficult because of secured openirgs or where immediate access is necessary for life saving or fire-fighting purposes. The Fire Department will determine the location for the key box and provide an authorized order form. PLANS INDICATE THAT THE KNOX KEY BOXES ARE TO BE LOCATED AT OR NEAR THE MAIN ENTRANCE, AN ADDITIONAL BOX SHALL BE INSTALLED AT THE ELECT./TEL.COMM. ROOMS, Requirement: Pending 05.16 NS Design Sprinkler system design shall be in accordance with standards set forth by the National Fire Protection Association and UBC Standards 38-1 and 38-2. Permits are required prior to installation. Plans, specifications and calculations shall be certified by a licensed fire protection engineer or other person deemed competent by the Chief, and submitted in the name of a licensed sprinkler contractor. Warehouse buildings for which no specific use, occupant, product, activity or storage array has been identified, shall be protected by sprinkler system.designed to deliver water at the rate of .45 gallons per square foot, throughout a 3000 square foot design area: THE PLAN FOR BUILDING 'A'DOES NOT INDICATE THE LOCATION OF THE FIRE SPRINKLER RISER, BUILDINGS 'B' AND 'C' INDICATE MULTIPLE RISERS, WHEN IN ALL PROBABILITY ONE WOULD SUFFICE. CARLSBAD FIRE DEPARTMENT BY POLICY, REQUIRE THAT FIRE SPRINKLER RISERS BE ENCLOSED IN A SPACE ACCESSABLE FROM THE EXTERIOR BY MEANS OF A FULL HEIGHT DOOR. (SEE ATTACHED DETAIL). THE FIRE SPRINKLER RISER FOR BUILDING'B' IS INDICATED TO BE PLACED ALONG THE EAST FACING WALL NEAR THE NORTHEAST CORNER, WITH THE BACKFLOW DEVICE REMOTELY LOCATED TO THE SOUTH AND WEST OF THIS BUILDING. THIS FACT MAY PRESENT. CHALLENGES TO THE 'A/S' SYSTEM DESIGNER WHEN CALCULATING FLOW DEMANDS. LASTLY, CARLSBAD FIRE DEPARTMENT BY POLICY DOES NOT PERMIT THE PASSING OF FIRE SERVICE SUPPLY PIPING THROUGHOR UNDER THE FOOTINGS OR GRADE BEAMS OF BUILDINGS. INSTEAD IT IS REQUIRED THAT THE POINT OF ENTRY BE THROUGH AN EXTERIOR WALL OFF SET ABOVE GRADE. (SEE ATTACHED DETAIL) Page 1 01/11/05 Vi..Vv.V:1 'V : l c Ural E i6976 .' V_V.::V VV VV •• Calculations for 4107A •. u • •• - Palomar Pointe :1 • ,• •: Buildings A, & C V V Vt - Carlsbad,'CA. •. 'V ca No,..2529 3~31- - :- r -, - U SMITH CONSULTING ARCHITECTS - •.• 12220 El Camino Real, Suite 200 San Diego, CA 92130 -; U' Phone 858-793-4777. Fax 858-793-4787 • V V - • •V - V -i' . •. V V V • V' ' V ?', - V V VV_V# - • • -.. V - VV • V is V ,' V rn2 LLOWABLE UNIFORM LOADS (psf, N/ SPAN (ft-in., mm) - 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 101-6" 11'-0" 11'-6" 12'-0" SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 178 '114 94 79 67 58 51 44 39 35 31 28 STRESS 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 1,341 22 92 69 53 42 34 27 22 19 16 13 11 L/240 4,405 3,304 2,538 2,011 1,628 1,293 93_94.0 766 622 527 223 143 118 99 85 73 64" 56 49 40 36 32 30 27 25 STRESS 10,677 6,847 5,650 4,740 4,070 3,495 3,c(64 2,681 2,346 107 ,2, 1,915 1,724 1,532 1,436 1,293 1,197 W20 222 113 85 66 52 41 3 28 23 19 17 14 12 11 9 8 L/240 10,69 5,410 4,070 3,160 2,490 1,963 910 814 670 575 527 431 383 Z 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 STRESS 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 C/)18 159 119 92 72 58 47 39 32 27 23 20 17 15 13 11 L/240 7,613 5,698 4,405 3,447 2:777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 300 250 STRESS 207 174 148 127 111 98 86 77 69 62 57 52 47 43 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 16 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 L/240 - 9,480 7,134 5,506 4,309 3,447 2,825 2,298 1,915 1,628 1,389 1,197 1,005 910 766 670 188 STRESS 120 99 84 71 61' 54 47 42 37 33 30 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 AL L/240 #4+ ++# +4+ +++ +4+ 4+4 +4+ '4+4 +++t4+-32 STRESS 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2, 236 151 125 105 89 77 67 2,490 2,250 2,01 52 47 42 28 1,341 38 34 31 29 26 1,819 1,628 1,484 1,389 1,245 7- 0 34 29 26 22 20 ca L/240 +4+ 4+4 +++ +4+ 4+4 +4+ +44 + 1,915 1,628 1,389 1,245 1,053 958 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 Q STRESS 14,364 9,768 8,044 6,751 5,794 4,980 4,357 3,830 3,352 3,016 2,681 2,442 2,202 2,011 1,867 1,676 18 L/240 +4+ 4+4 #4+ +4+ +4+ +4+ +4+ +4+ +4+ 4+4 56 2,681 48 2,298 41 1,963 36 1,724 31 1,484 28 1,341 300 254 210 STRESS 14,364 12,162 10,055 176 8,427 150 7,182 129 6,177 113 5,410 ' 99 4,740 88 78 4,213 3,735 70 3,352 63 3,016 57 2,729 52 2,490 48 2,298 44 2,107 16 L1240 4+4 +4+ +4+ +4+ +4+ #4+ 4+4 +4+ +4+ 444 70 3,352 60 2,873 51 2,442 45 2,155 39 1,867 34 1,628 STRESS 235 150 124 105 89 77 67 59 52 46 42 38 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 I AA 100 79 63 51 42 35 30 25 22 L/240 +4+ +4+ 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1,053 295 188 STRESS 14,125 156 131 112 96 84 74 65 58 52 47 43 39 36 33 W2O 9,00.1 7,469 6,272 5,363 4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,580 L/240 '4+'4 #+ 124 97 78 63 52 44 37 31 27 23 20 18 15 CL 5 , 937 4,644 3,735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 STRESS 300 255 210 177 151 130 113 99 88 79 71 64 58 53 48 44 - 18 14,364 12,209 10,055 8,475 7,230 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2,107 L/240+++ +4+ 173 136 109 89 73 61 51 44 37 32 28 25 22 8,283 6,512 5,219 4,2613,495 2,921 2,442 2,107 1,772 1,532 1,341 1,197 1,053 300 300 262220 188 162 141 124 110 98 88 79 72 65 60 55 16 - STRESS 14,364 14,364 12,545 10,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873 2,633 - --_______ 216 170 136 111 91 76 64 54 47 40 35 31 27 L/240 +4+ +4+ +4+ 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2,250 1,915 1,676 1,484 1,293 Catalog VRI VERCO MANUFACTUkJNG CO. 27 Wil RAM Steel v8.1 RAM DataBase: pointeA Building Code: UBC1 Floor Type: roof Floor Map 12/16/04 08:57:39 16:- 14,'- 29 111 AR U) I N- N- CDI1 N 150:co 70 149 26 - --------------132-i- 148 131 147 66 146 130 22:1------ -------- 129-----IIU) 145 128 144: l43 127,, - iL —n--------------12 142 - 125 141: LO N : 58 140!! 57H c- 14:: N- N-DCD CD0)IC) - H 'H 54- : 1110 : CDI ol 53 ---j10! 00 13 50 135 -49 __-_i_' 134 - 48 103 c---- -: —H47 45 '102 00 44,_CD 99 3::: 43'------------98 30 32 ...... : 42 40 _____ --- ------------------"ji_bI _Ii _I r4 I 122 '11.J. ; 11- - — - - - - - - - - - - - - - - - - - - Floor Man RAM Steel v8.1 DataBase: pointeA 12/16/04 08:57:39 Building Code: UBC1 Floor Type: roof id4 __ LrLJ 24K4 28K6 24K4 -261(7---------------------------- 24K4 co 26K7 24K4, x 26K7 24K4 26K7 -------24K4 (i3: -------------261(7------------------------------ 24K4 261(7 co 241<4 ' 12) 26K7 - 261(6 24K4 ( -----241<4 - 241<4 -------------26K6------------------------------ 26K6 - 10"_1 • 04 241<4 26K6- ZUr\U 24K4, :4 xrxxrxxC V • 241<4 _ : ~21 VI 24K4: cc H 28K7 c9W8x - xj I-4----------------241(4------------------------------------- 24K4 -. — v ------ • 241<4 - 26K7 x 241<4:CV 26K7. x 241<4: CO 261(7:: - 241<5 LL :? - jK1 A BCDI FG) — — — — 14K1' —H 26K7 ;; 18K3 cli 26K7 18K3 26K71 18K3 28K7H • 18K3 -- x'r'OK3 1LLL04 /Z, ,-•-. ---- TiHK))1 Llr1N-----IP1 I — — — — - • 261<7:: — — — — — — — — Floor Map FM RAM Steel v8.1 RAM DataBase: pointeA 12/16/04 09:27:33 Building Code: UBC1 - Floor Type: roof -------- U --------------- W12x14 .W12d4 -.-t-9----'--. ,odsL ,oJST222/99 16' ,oJST24O/1O7 odST2/99 oJST21696 ( 15-------oJST219/98 H- -'----JST21&9&------- oJST216f96 - cJST216/96 oJST216/96 ' co — ,odST216/96 oJST216/96 oiST216I96 )odST2196 H- oJST216/96 oJST216/96 co ,oJST216/96 ------ -------k---- 12 odST216/96 JST214I95 oJST216I96 ,oJST212/94 ( 11.-----,oJST216I96 - --oJST212M4----------------------- oJST216/96 ,oJT212/94 7 '!\ I 1O ,odST216/96 --------- ' 4UIIU )O(JST216/96 ,oJST216I96 ; odST216I96 ST261/116 to W8x 4f (8----- W8X • --ST216&--.--L oJ ST21&96 cli W8, xxJST214I95 oJST211/94 - oJST232/103 odST211/94 )oJST232I103 -• ,odST211/94 - odST232I1O3 oJST257I 5\ ,oJST25O/111 j ,ocJST231I1O3 ,oJST257/12 ,cdST289I12 %JST231/103 - ,oJST257/129 • • - o •• •• x :1: ,oJST231/1O3 Co C'J x XXJST257/12 x / ocJ ,ST25&114 I 4 43/122 ,oJST231/1O3----- oJST257/12 ,oJST242/12, oJST247/11O oJST274/137 I .-ç x+T*7 1 tJV3O2/14 --------------- A ii B (TCD,T FGI 1HK1 L IN P - \ — — — — — — — — — \_ — ..____./ \ •- - / — — — — — — — — — — — Fi RAM Steel v8.1 I RAM DataBase: pointeA IINTET)NI Building Code: UBC1 Beam Summary 12/16/04 08:40:42 Steel Code: AISC LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: roof Bm # Length +Mu -Mu Mn Fy ft kip-ft kip-ft kip-ft ksi 1 16.03 42.5 0.0 72.5 50.0 2 17.08 33.5 0.0 72.5 50.0 5 23.37 82.5 0.0 102.9 50.0 21 24.00 87.3 0.0 138.3 50.0 25 24.57 91.5 0.0 138.3 50.0 29 21.23 28.0 0.0 72.5 50.0 31 16.95 24.6 0.0 72.5 50.0 153 6.14 0.0 0.0 37.0 50.0 36 6.00 0.0 0.0 72.5 50.0 37 15.59 31.6 0.0 72.5 50.0 154 6.14 0.0 0.0 37.0 .50.0 39 14.56 40.6 0.0 72.5 50.0 41 25.63 133.5 0.0 184.2 50.0 46 23.37 115.3 0.0 184.2 50.0 51 24.00 129.4 0.0 184.2 50.0 55 24.00 121.2 0.0 184.2 50.0 60 24.00 122.0 0.0 184.2 50.0 64 24.00 122.2 0.0 184.2 50.0 68 24.57 125.4 0.0 184.2 50.0 72 7.28 0.1 0.0 72.5 50.0 74 5.25 0.0 0.0 72.5 50.0 75 7.28 0.1 0.0 72.5 50.0 77 7.28 0.1 0.0 72.5 50.0 78 5.25 0.0 0.0 72.5 50.0 79 7.28 0.1 0.0 72.5 50.0 80 7.28 0.1 0.0 72.5 50.0 81 5.25 0:0 0.0 72.5 50.0 82 7.22 12.6 0.0 72.5 50.0 83 7.28 0.1 0.0 72.5 50.0 84 7.28 0.1 0.0 72.5 50.0 85 5.25 0.0 0.0 72.5 50.0 87 7.28 0.1 0.0 72.5 50.0 88 14.57 14.0 0.0 72.5 50.0 89 7.28 0.1 0.0 72.5 50.0 91 5.25 0.0 0.0 72.5 50.0 92 7.28 0.1 0.0 72.5 50.0 93 5.25 0.0 0.0 72.5 50.0 94 14.56 45.5 0.0 72.5 50.0 96 25.63 121.7 0.0 184.2 50.0 101 25.70 112.6 0.0 184.2 50.0 Beam Size Studs W12X14 W12X14 W12X19 W14X22 W14X22 W12X14 W12X14 W8X1O W12X14 W12X14 W8X1O W12X14 W16X26 W16X26 u W16X26 W16X26 u W16X26 u W16X26 u W16X26 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W12X14 W16X26 W16X26 Beam Summary RAM Steel v8.1 Page 2/7 DataBase: pointeA 12/16/04 08:40:42 Building Code: UBC1 Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 106 21.67 . 77.9 0.0 184.2 50.0 W16X26 u 107 36.35 106.7 0.0 397.5 50.0 W21X44 108 10.70 4.5 0.0 37.0 50.0 W8X10 109 10.70 5.6 0.0 31.0 50.0 W8X1O 110 10.70 5.6 0.0 37.0 50.0 W8X1O 111 10.70 4.7 :0.0 37.0 50.0 W8X1O 112 10.50 18.8 0.0 72.5 50.0 W12X14 155 4.95 0.7 0.0 37.0 50.0 W8X1O 113 15.13 12.9 0.0 72.5 50.0 W12X14 117. 14.57 39.8 0.0 72.5 50.0 W12X14 118 8.27 3.2 0.0 37.0 50.0 W8X1O .119 7.28 0:1 0.0 72.5 50.0 W12X14 120 20.17 30.5 0.0. 72.5 50.0. W12X14 121 7.28 0.1 0.0 72.5 . 50.0 W12X14 122 14.56 14.0 0.0 72.5 50.0 W12X14 123 14.56 27.8 0.0 .72.5 50.0 W12X14 124 25.63 79.3 0.0 138.3 50.0 W14X22 Floor Type: floor Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 1 16.03 120.6 0.0 184.2 50.0 W16X26 2 17.08 99.9 1 0.0 . . 184.2 50.0 W16X26 u 6 23.37 268.8 0.0 397.5 50.0 W21X44 u 26 24.00 281.9 0.0 326.7 50.0 . W18 X-40 31 24.57 . 294.5 0.0 397.5 50.0 W21X44 36 21.23 63.9 0.0 83.8 50.0 W12X16 38 16.95 66.5 0.0 184.2 50.0 W16X26u 41 6.14 0.0 0.0 72.5 :so.o W12X14 43 6.00 0.0 0.0 72.5 50.0 W12X14 44 15.59 112.5 0.0 184;2 50.0 W16X26 U 45 14.56 145.9 0.0 184.2 . 50.0 . W16X26 48 25.63 505.2 0.0 562.5 50.0 W24X55 53 23.37 430.7 0.0. 562.5 50.0 . W24X55 57 41.49, 295.2 0.0 562.5 50.0 W24X55 58 24.00 439.0 0.0 562.5 50.0 W24X55 59 30.49 124.8 0.0 267.5 50.0 W12X45 u 60 41.49 324.6 00 679.0 50.0 W24X55 u 17 62 24.00 446.7 0.0 . 562.5 50.0 W24X55 68 24.00 450.6 0.0 562.5 50.0 . W24X55 73 24.00, 451.3 0.0 562.5 50.0 W24X55 78 24.57 401.5 0.0 458.3 50.0 W21X50 79 41.49 365.8 0.0 663.7 .50.0 W24X55 u 15 80 6.49 8.5 0.0 72.5 50.0 W12X14 81' 41.49 432.0 0.0 648.4 50.0 W24X55 u 14 Fi RAM Steel v8.1 I RAM DataBase: pointeA ItNTERNATfl'I Building Code: UBC1 Beam Summary Page 3/7 12/16/04 08:40:42 Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 82 4.85 0.0 0.0 72.5 50.0 W12X14 84 5.25 0.0 0.0 72.5 50.0 W12X14 85 5.50 0.0 0.0 72.5 50.0 W12X14 87 15.07 29.4 0.0 72.5 50.0 W12X14 88 6.00 15.0 0.0 72.5 50.0 W12X14 89 4.85 0.0 0.0 72.5 50.0 W12X14 90 5.25 0.0 0.0 72.5 50.0 W12X14 91 5.50 0.0 0.0 72.5 50.0 W12X14 92 7.50 0.9 0.0 72.5 50.0 W12X14 93 15.07 83.2 0.0 102.9 50.0 W12X19 96 5.25 0.0 0.0 72.5 50.0 W12X14 97 5.50 0.0 0.0 72.5 50.0 W12X14 98 4.85 0.0 0.0 72.5 50.0 W12X14 99 7.50 0.9 0.0 72.5 50.0 W12X14 100 5.25 0.0 0.0 72.5 50.0 W12X14 102 5.50 0.0 0.0 72.5 50.0 W12X14 103 14.57 28.2 0.0 72.5 50.0 W12X14 104 4.85 0.0 0.0 72.5 50.0 W12X14 106 5.25 0.0 0.0 72.5 50.0 W12X14 107 13.50 68.6 0.0 155.0 50.0 W12X26 u 108 11.00 21.9 0.0 72.5 50.0 W12X14 109 4.85 0.0 0.0 72.5 50.0 W12X14 110 5.25 0.0 0.0 72.5 50.0 W12X14 111 14.56 154.7 0.0 184.2 50.0 W16X26 114 25.63 450.2 0.0 562.5 50.0 W24X55 119 25.70 404.4 0.0 458.3 50.0 W21X50 123 6.42 5.3 0.0 37.0 50.0 W8X1O 124 21.67 264.3 0.0 326.7 50.0 W18X40 125 36.35 258.6 0.0 397.5 50.0 W21X44 126 10.50 68.5 0.0 138.3 50.0 W14X22 u 127 15.13 19.8 0.0 72.5 50.0 W12X14 131 14.57 141.1 0.0 184.2 50.0 W16X26 132 8.27 5.9 0.0 37.0 50.0 W8X1O 133 4.85 0.0 0.0 72.5 50.0 W12X14 134 20.17 36.0 0.0 184.2 50.0 W16X26 135 4.85 0.0 0.0 72.5 50.0 W12X14 136 14.56 26.4 0.0 72.5 50.0 W12X14 137 14.56 77.4 0.0 184.2 50.0 W16X26 u 138 25.63 251.9 0.0 397.5 50.0 W21X44 u * after Size denotes beam failed stress/capacity criteria. I # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Fii . RAM Steel v8.1 I RAM DataBase: pointeA Building Code: UBC1 Beam Summary Page 4/7 12/16/04 08:40:42 Steel Code: AISC LRFD JOIST SELECTION SUMMARY: Floor Type: roof Standard Joists: Joist # Length WDL WLL WTL Joist 3 35.64 141.7 113.4 255.1 XXJST256/114 4 35.64 160.3 128.2 288.5 XXJST289/129 6 35.64 138.6 110.9 249.4 XXJST250/111 134 35.64 116.8 93.5 210.3 XXJST211/94 135 35.64 116.8 93.5 210.3 XXJST211/94 136 35.64 116.8 93.5 210.3 XXJST211/94 10 35.64 118.4 94.7 213.2 XXJ5T214195 137 35.64 120.0 96.0 216.0 XXJST216/96 138 35.64 120.0 96.0 216.0 XXJST216/96 139 35.64 120.0 96.0 216.0 XXJST216/96 14 35.64 120.0 96.0 216.0 XXJST216/96 140 35.64 120.0 96.0 216.0 XXJST216/96 141 35.64 120.0 96.0 216.0 XXJST216/96 142 35.64 120.0 96.0 216.0 XXJST216/96 18 35.64 120.0 96.0 216.0 XXJST216/96 143 35.64 120.0 96.0 216.0 XXJST216/96 144 35.64 120.0 96.0 216.0 .XXJST216/96. 145 35.64 120.0 96.0 216.0 XXJST216/96 22 35.64 120.0 96.0 216.0 XXJST216/96 146 35.64 120.0 96.0 216.0 XXJST216/96 147 35.64 120.0 96.0 216.0 XXJST216/96 148 35.64 120.0. 96.0 216.0 XXJST216/96 26 35.64 121.4 97.1 218.5 XXJST219/98 149 35.64 122:8 98.3 221.1 XXJST222/99 150 35.64 122.8 98.3 221.1 XXJST222/99 152 35.64 125.0 98.3 225.3 XXJST226/99 30 29.65 121.3 121.3 242.6 XXJST243/122 32 23.61 120.7 120.7 241.5 XXJST242/121 40 41.49 153.9 116.5 274.3 XXJST275/117 42 41.49 136.9 109.5 246.4 XXJST247/110 43 41.49 128.2 102.5 230.7 XXJST231/103 44 41.49 128.2 102.5 . 230.7 XXJST231/103 45 41.49 128.2 102.5 230.7 XXJST231/103 47 41.49 128.3 102.7 231.0 XXJST231/103 48 41.49 128.5 102.8 231.3 XXJST232/103 49 41.49 128.5 102.8 231.3 XXJST232/103 50 41.49 128.5 102.8 231.3 XXJST232/103 54 41.49 144.5 115.6 260.0 XXJST261/116 57 41.49 111.1 84.0 197.5 XXJST198/84 58 41.49 111.3 89.0 200.3 XXJST201/89 Beam Summary IN I III RAM Steel v81 JRAM~ DataBase: pointeA Building Code: UBC1' Page 5/7 12/16/04 08:40:42 Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 125 41.49 117.5 94.0 211.5 XXJST212/94 126 41.49 117.5 94.0 211.5 XXJST212/94 127 41.49 117.5 94.0 211.5 XXJST212/94 62 41.49 118.7 95.0 213.7 XXJST214/95 128 41.49 120.0 96.0 216.0 XXJST216/96 129 41.49 120.0 96.0 216.0 XXJST216/96 130 41.49 120.0 96.0 216.0 XXJST216/96 66 41.49 120.0 96.0 216.0 XXJST216/96 131 41.49 120.0 96.0 216.0 XXJST216/96 132 41.49 120.0 96.0 216.0 XXJST216/96 133 41.49 120.0 96.0 216.0 XXJST216/96 70 41.49 132.8 106.3 239.1 XXJST240/107 71 41.49 151.9 . 116.5 275.6 XXJST276/117 95 25.70 1505 145.6 301.4 XXJST302/146 97 25.70 136.9 136.9 273.8 XXJST274/137 98 25.70 128.2 128.2 256.3 XXJST257/129 99 25.70 128.2 128.2 256.3 XXJST257/129 100 25.70 128.2 128.2 256.3 XXJST257/129 102 25.70 128.3 128.3 256.6 XXJST257/129 103 19.27 128.5 128.5 257.0 XXJST257/129 Special Joists: Joist # Length +M -M Joist Size 33 17.63 9.1 0.0 XXGSP 52 41.49 76.3 0.0 XXGSP 53 41.49 84.9 0.0 XXGSP 104 12.85 4.9 0.0 XXGSP 105 6.42 1.0 0.0 XXGSP Floor Type: floor Standard Joists: Joist # Length WDL WLL WTL Joist 3 35.64 169.1 435.6 860.3 XXJST861/436 4 35.64 374.0 413.6 787.7 XXJST788/414 5 35.64 374.0 413.6 787.7 XXJST788/414 7 35.64 391.5 429.8 821.3 XXJST822/430 8 35.64 409.0 445.6 854.6 XXJST855/446 9 35.64 409.0 445.6 854.6 XXJST855/446 10 35.64 409.0 445.6 854.6 X)(JST855/446 12 35.64 414.5 450.6 865.1 XXJST866/451 13 35.64 420.0 455.5 875.5 XXJST876/456 14 35.64 420.0 455.5 875.5 XXJST876/456 15 35.64 420.0 455.5 875.5 XXJST876/456 17 35.64 420.0 455.5 875.5 XXJST876/456 Beam Summary RAM Steel v8.1 I RAM DataBase: pointeA ITEtI Building Code: UBC1 Page 6/7 12/16/04 08:40:42 Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 18 35.64 420.0 455.5 875.5 XXJST876/456 19 35.64 420.0 455.5 875.5 XXJST876/456 20 35.64 420.0 455.5 875.5 XXJST876/456 22 35.64 420.0 455.5 875.5 XXJST876/456 23 35.64 420.0 455.5 875.5 XXJST876/456 24 35.64 420.0 455.5 875.5 XXJST876/456 25 35.64 420.0 455.5 875.5 XXJST876/456 27 35.64 420.0 455.5 875.5 XXJST876/456 28 35.64 420.0 455.5 875.5 XXJST876/456 29 35.64 420.0 455.5 875.5 XXJST876/456 30 35.64 420.0 455.5 875.5 XXJST876/456 32 35.64 424.9 459.9 884.8 XXJST885/460 33 35.64 429.9 464.2 894.1 XXJST895/465 34 35.64 429.9 464.2 894.1 XXJST895/465 35 35.64 431.7 464.2 899.9 XXJST900/465 37 29.65 178.9 469.3 926.8 XXJST927/470 46 41.49 344.2 372.3 718.4 XXJST719/373 47 41.49 339.7 372.3 712.0 XXJST713/373 49 41.49 394.1 420.3 814.4 XXJST815/421 50 41.49 448.5 465.1 913.6 XXJST914/466 51 41.49 448.5 465.1 913.6 XXJST914/466 52 41.49 448.5 465.1 913.6 X)(JST914/466 54 41.49 457.7 472.3 930.1 XXJST931/473 55 41.49 466.5 479.2 945.8 XXJST946/480 56 41.49 456.1 471.0 927.1 XXJST928/472 61 41.49 495.9 501.5 997.5 XXJST998/502 64 41.49 155.3 397.2 773.2 XXJST774/398 65 41.49 389.4 416.2 805.6 XXJST806/417 66 41.49 411.3 434.8 846.0 XXJST846/435 67 41.49 411.3 434.8 846.0 XXJST846/435 69 41.49 411.3 434.8 846.0 XXJST846/435 70 41.49 415.6 438.4 854.0 XXJST855/439 71 41.49 420.0 442.0 862.0 XXJST863/443 72 41.49 420.0 442.0 862.0 XXJST863/443 74 41.49 420.0 442.0 862.0 XXJST863/443 75 41.49 420.0 442.0 862.0 XXJST863/443 76 41.49 420.0 442.0 862.0 XXJST863/443 77 41.49 420.0 442.0 862.0 XXJST863/443 94 26.00 385.0 440.0 825.0 XXJST825/440 95 26.00 317.3 362.6 679.9 XXJST680/363 112 25.70 343.0 388.3 734.8 XXJST735/389 113 25.70 339.7 388.3 728.0 XXJST728/389 115 25.70 394.1 450.4 844.6 XXJST845/451 116 25.70 448.5 506.6 955.1 XXJST956/507 117 25.70 448.5 506.6 955.1 XXJST956/507 Beam Summary I % RAM Steel v8.1 S Page 7/7 RAM DataBase: pointeA 12/16/04 08:40:42 IN1EJLA& Building Code: UBC1 Steel Code: AISC LRFD I Joist # Length WDL WLL WTL Joist 118 25.70 448.5 506.6 955.1 XXJST956/507 I Special Joists: Joist # Length +M -M Joist Size 39 23.61 61.6 0.0 XXGSP U 40 17.63 33.8 0.0 XXGSP 139 25.70 77.7 0.0 XXGSP I 121 19.27 43.1 0.0 XXGSP 122 12.85 18.3 0.0 XXGSP * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User. I I I I I I 5 I I I I 5 • 555 S S Gravity Beam Design L RAM Steel v8.1 DataBase:pointeA 12/16/04 09:27:33 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: roof Beam Number =41 SPAN INFORMATION (ft): I-End (35.64,14.56) J-End (35.64,40.19) Minimum Depth specified = 11.70 in Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 25.63 Mp(kip-ft) = 184.17 POINT LOADS (kips): Dist : DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.442 1.79 0.00 00 0.00 0.00 0.0 1.79 40.0 6.408 2.66 0.00 0.0 0.00 0.00 0.0 2.66 40.0 9.600 2.51 0.00 0.0 0.00 0.00 0.0 2.51 40.0 12.815 2.66 0.00 0.0 0.00 0.00 0.0 2.66 40.0 17.615 2.86 0.00 0.0 0.00 0.00 0.0 2.86 40.0 19.223 2.66 0.00 0.0 0.00 0.00 0.0 2.66 40.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.026 0.000 --- NonR 25.630 0.026 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 17.67 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate):. Span Cond LoadCombo Mu @ Lb Cb Phi kip-ft ft ft Center Max+ 1.2DL+1.6LL 133.5 12.8 4.8 1.05 0.90 Controlling 1.2DL+1.6LL 133.5 12.8 4.8 1.05 090 REACTIONS (kips): Left Right DL reaction 8.33 7.46 Max +LL reaction 4.80 4.28 Max +total reaction (factored) 17.67 15.80 DEFLECTIONS: (Camber = 3/4) Dead load (in) at 12.81 ft = -0.837 LID = 367 Live load (in) at 12.81 ft = -0.485 L/D = 634 Net Total load (in) at 12.81 ft = -0.572 L/D = 538 Phi*Mn kip-ft 165.75 165.75 Gravity Beam Design RAM Steel v8.1 - - - - RAM DataBase:pointeA 12/16/04 09:27:33 NTEAJONA Building Code: UBC1 Steel Code: AISC LRFD Floor Type: roof Beam Number = 96 SPAN INFORMATION (ft): I-End (77.13,14.56) J-End (77.13,40.19) Minimum Depth specified = 11.70 in Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 25.63 I Mp(kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL' Red% NonRLL StorLL Red% RoofLL Red% 6.408 1.65 0.00 0.0 0.00 0.00 0.0 1.65 40.0 6.408 2.66 0.00 0.0 0.00 0.00 0.0 2.66 40.0 1.65 0.00. 0.0 0.00 0.00 0.0 ' 1.65 40.0 I 12.815 12.815 2.66 0.00 0.0 0.00 0.00 0.0 2.66 40.0 19.223 1.65 0.00 0.0 0.00 0.00 0.0 1.65, 40.0 I 19.223 2.66 0.00 0.0 0.00 0.00 0.0 2.66 40.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.026 I 0.000 --- NonR 25.630 . 0.026 0.000 I SHEAR (Ultimate) Max Vu (1 2DL+1 6LL) =1435 kips '0.9 OVn = 104 15 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi I kip-ft' ft ft Center Max+ 1.2DL+1.6LL 121.7 12.8 6.4 1.11 0.90 I Controlling 1.2DL+1.6LL 121.7 12.8 6.4 1.11 0.90 REACTIONS (kips):' - . Left Right I DL reaction 6.79 6.79 Max +LL reaction 3.87. ' 3.87 I . Max +total reaction (factored) .14.35'. 14.35 DEFLECTIONS: Dead load (in) at 12.81 ft = -0.739 L/D = . 416 I Live load (in) at 12.81 ft = -0.426 L/D = 722 Net Total load (in) ' ' ' I I at 12.81 ft = ' -1.165 L/D = 264 Phi*Mn kip-ft 162.54 162.54 FiI RAM Steel v8.1 Gravity Beam Design - KMIVI DataBase: pointeA 12/16/04 09:27:33 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: roof Beam Number =5 SPAN INFORMATION (ft): I-End (0.00,40.19) J-End (0.00,63.56) Minimum Depth specified = 11.70 in Beam Size (Optimum) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 23.37 Mp(kip-ft) = 102.92 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL •Red% RoofLL Red% 5.842 2.08 0.00 0.0 0.00 0.00 0.0 2.08 20.0 11.685 2.08 0.00 0.0 0.00 0.00. 0.0 2.08 20.0 17.527 2.08 0.00 0.0 0.00 0.00 0.0 2.08 20.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.210 0.000 0.0% Red 23.370 0.210 0.000 2 0.000 0.020 0.020 20.0% Roof 23.370 0.020 0.020 3 0.000 0.019 0.000 --- NonR 23.370 0.019 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 11.54 kips 0.90Vn = 77.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb hp-ft ft ft Center Max+ 1.2DL+1.6LL 82.5 11.7 5.8 1.10 Controlling 1.2DL+1.6LL 82.5 11.7 5.8 1.10 REACTIONS (kips): Phi Phi*Mn hp-ft 0.90 83.27 0.90 83.27 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber =1) Dead load (in) Live load (in) Net Total load (in) Left Right 6.03 6.03 2.69 2.69 11.54 11.54 at 11.69 ft = -1.046 L/D 268 at 11.69 ft = -0.511 L/D = 549 at 11.69 ft = -0.557 L/D = 504 Gravity Beam Design 11 t' RAM Steel v8.1 RAM DataBase:pointeA 12/16/04 09:27:33 NE\IATCLA Building Code: UBC1 Steel Code: AISC LRFD Floor Type: roof Beam Number =25 SPAN INFORMATION (ft): I-End (0.00,159.56) J-End (0.00,184.13) Minimum Depth specified = 11.70 in Beam Size (Optimum) W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 24.57 Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.141 2.19 0.00 0.0 0.00 0.00 0.0 2.19 20.0 12.283 2.19 0.00 0.0 0.00 0.00 0.0 2.19 20.0 18.424 2.21 0.00 0.0 0.00 0.00 0.0 2.19 20.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.210 0.000 0.0% Red 24.565 0.210 0.000 2 0.000 0.020 0.020 20.0% Roof 24.565 0.020 0.020 3 0.000 0.022 0.000 --- NonR 24.565 0.022 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) =,12.19 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb hp-fl ft ft Center Max+ 1.2DL+1.6LL 91.5 12.3 6.1 1.10 Controlling 1.2DL+1.6LL 91.5 12.3 6.1 1.10 REACTIONS (kips): Phi Phi*Mn hp-ft 0.90 119.57 0.90 119.57 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Liveload (in) at Net Total load (in) at Left Right 6.38 6.39 2.82 2.82 12.18 12.19 12.28 ft = -0.840 L/D = 351 12.28 ft = -0.407 L/D = 724 12.28 ft = -0.497 L/D = 593 I Standard Joist Selection IV RAM Steel v8.1 I RAM DataBase:pointeA .: . 12/16/0409:27:33 Building Code: UBC1 Floor Type: roof Beam Number = 137 SPAN INFORMATION (ft):. I-End (0.00,69.56) J-End (35.64,69.56) . Joist Size (Optimum) XXJST2 16/96 I Total Beam Length (ft) 35.64 . V LINE LOADS (k/ft): V V V I . Load Dist DL LL Red% Type. V V 1 0.000 0.120 0.120 20.0% Roof. . 35.640 0.120 0.120 V V I 2 0.000 0.000 . 0.000 --- NonR V 35.640 0.000 0.000 V V Design Loads (lbs/fl) . I Dead: 120.00 V Total: 216.00 V I MOMENTS: .. . V Span Cond Moment V . @ - V kip-ft . ft Center .. Max+ 34.3 17.8 V REACTIONS (kips): I V Left Right • DL reaction 2.14 2.14 Max +LL reaction V 1.71 1.71 Max +total reaction V . V 3.85 3.85 . I V. I I I I I I Standard Joist Selection IV RAM Steel v8.l RAM DataBase: pointeA Building C6de:.UBC1 Floor Type: roof Beam Number =48 SPAN INFORMATION (ft): I-End (35.64,46.62) J-End (77.13,46.62) .. Joist Size (Qptimiim) = XXJST232/103 I Total Beam Length (ft) =, 41.49 LINE LOADS (k/ft) 1 Load Dist DL LL Red% . Type 1 0.000 0.128 0.128 20.06/o Roof 41.490 0.128 0.128 2 0.000 0.000 0.000 --- NonR - .41.490 OMOO 0.000 Design Loads (lbs/fl) I ead 128.50 Dead:- Total: . 231.30 I MOMENTS: . S Span Cond Moment kip-ft ft Center Max - 49.8 20;7 REACTIONS (kips) • Left Right • DL reaction 2.67 2.67 Max +LL reaction - 2.13 .2.13 I Max +total reaction 5 4.80 4.80 I. . I •. S.:. I I . 5.. 5 . . 12/16/04 09:27:33 Standard Joist Selection I V RAM Steel v8.1 RAM DataBase: pointeA IWENmaw Building Code: UBC1 Floor Type: roof Beam Number = 100 SPAN INFORMATION (ft: I-End (77.13,33.78) J-End (102.83,33.78) Joist Size (Optimum) = XXJST257/1 29 I Total Beam. Length (ft) = 25.70 LINE LOADS (k/ft): Load Dist DL LL Red%: Type 1 0.000 0.128 0.128 0.0% Roof 25.700 0.128 6.128 I 2 0.000 0.000 0.000 --- NonR 25.700 0.000, 0.000 Design LOads (lbs/fl) I Dead: . 128.15 Total: 256.30 MOMENTS: + Span . Cond Moment • hp-ft ft Center. Max+ 21.2 12.9 REACTIONS (kips): Left Right DL reaction 1.65 1.65 Max +LL reaction 1.65 1.65 Max +total reaction I I I I I I I ++ 3.29 + 3.29 12/16/04 09:27:33 SHEET__________ OGSSI PROJECT GSSI NO.__________ Structural Engineers ENGR. B. Schell DATE___________ - I - • - - . ,..,; - Sb : - - k..- I c L (& - LA IN Lj I! I t rtiicf It*1H 4 c5c ; H 'ii j f]F 1..: 11 71 I111 u7 HLH e I J. 1 : u I;i i i 1 1 -I L . Wr? ouvo im.41/2 in; (114 Mm) TOTAL SLABDEPTH I Hour Fire Flating Deck Weight and Section Properties Z180 • . mm' - N Weight (psf, N/rn2) Properties per ft (m) of Width Allowable Reactions per ft (m) of Width (lb N) j Gage Galv Phos/ I -S End Bearing Interior Bearing G60 Painted in.4 in.3 ", 311 411 411 5" ifl.3' 2"._f, mm3 mm3 l 51 mm 76 mm 102mm 102 mm 127mm . 1.8 1.7 0.340 0.283 0.287. .219 263 . 306 684 797• 22 86.2 81.4 464,300 15,215 15,430 3,196 3,838 . 4,466 •9982 ' 11,631 .-2.0 1.9. 0.382 0.321 0.323' ' 259. 307 • 356 .824w '956. 21 95.8 .91.0 -521,655 ,17,258 17,634 3,780 4,480 .' 5,195.: 12,025 . 13,952 2.1 2.0 0.423 0.361. 0.370 3071 • 355 409 972 •1123 2O 100.5 95.8 577,644 - 19,408 • 19;892 4,393 .5,181 5,969 14,185 16,389 Allowable Superimposed Loads (psf, kNJm2 . . . . •' . Span (ft-in., mm) 7'-0' . 7I_ll . - 80" 81.611 9,_oil g'6" 10'O" 10'6" ,11'O" 116' 'i2';O O 2,130 2,290 . 2,440 2,590 2,740 2,900 3,050 • .3,200 . 3,350 3,510 3,660. 288 138 jiO89'5 7,5 68' 6 1 4 9445j 4! 22 2 288 257 231 208 138 * 288 257 231 208 190 13.8 I 1 322 287 JK' Y 21 2 322 287 258 154 13.7 124 233 11.2 212 102 322 . 287 258 233 212 194 154 137 124 11 2 102 93 i • 357 318 286 - 258 171 152 137 124 $9 8) 2O 2 357 318 286 258 235 215 171 152,. 13.7' 124 '113 103 \6 5* 9f5 357 318 286 17.1 ' 152 13.7 258 124 - 235 215 197 180 11.3' 103 94 86 - . ' .• - - • - ,•, ... . . I Diaphragm Shear Values, q (plf, kNim) Span (ft in mm) a) - 5 ,- 7-0" . 7-6" • 8-0" 8-6' .- 9-0"' 9'-6" . 10'4" 10-6" • 11'O";. 11-6" • 12-0" " 2,130 2,290 2440 2,590 2,740 2900 3,050.3,200 3,350 3510 3,660 1500 . 1480 1465. q 1455 1440 ••, 1430 '. 1420 ..1410 . 1405 1395 1390 • 21.89 - 21.60 21.38 22 21.23 21.02 • 20.87 20.72 • 20.58.' 20.50 20.36. • 2Q29,. - -- - • 1610 1580-- .1550 1530 '.1490' 1510 1480 1460' 1450 1430 1420 • - • •q, • 23.50 23.06- 22.62 22.33 22.04 -.. 21.74 21.60 . 21.31 21.16' 20.87 20.72, 1505 ',1485 1470 1455 1440- 1430 1420 1410 140 '1390 -1385- - 21.96 21.67 ' -21.45 21.23 21.02 20.87 20.72. . 20.58 20.43 2029 2021...21, -. q 4 1640 " 1610 . 1580 - 1550, - 1530 1510. 1490 1470 1460 • 1440 1430 23.93 ., '23.50 .. 23.06: 1515 1495 1475 22.62 '1460 • 22.33 22.04, 2 1. 74 .21.45 .21.31 21.02 20.87 1445 1430 -' 1420 .1400 .1390 .1380 ®R .1410. • 2O q - 22.11 21.82 • 21.53. 21.31 21.09 . 20.87 • 20.72 20.58. -20.43 - 20.29 204 - 1670 1630 - 1600 1570 1550 1530 . 1510 1490 .1470 1450.' .140 24.37 23.79 L 23.35 22.91 - ' .22.62 22.33- 22.04 .21.74 . 21.45 21.16' .21.02, W2 FORMLOK decks with structural concrete fill may be considered rigid diaphragms with F,< 1 (5.7). ' . . C ,.• . -. . .- . .•. (••. - . . . ,,-.,11.e'11', I1.,9, :-i r'-t'i *&.a r,- - • • - -. (tiina VF1 I _ - .- OI 6I. 9L 9ZI. iZ T 6 L 17i.i. - : VV :::: :::: ::: :----- ---'- zo oi —C6 -___ 9 Z6 J9L9 - ---i9 ----- -•••._ ç 9L CL 99 04 == ===------------ - 7 ° I (I--D I . I. I. I. i. I. 191 00 00 N12: 4: 11 W24x55 W12x14J12 4-- . . . . i2x1i 10 00 W12x 4 00 cn W12; 4-- - UOiO)j III 1 W16x26 - \ 7 \/ \ / - \ 7 \ / / f C \ 1. \ / W71x44 II . . - - - - - - / '. I --I OD -1 -1 0 c OD OD 00 00 1'$& 'Tu_uu u 16x2 W24x551 4x55 Vv24x55 W24x55 W24x55 V -71 J -------- --- W12x14---- ---4 ------ W12x14 -- ---- ---- ' V12x14 x14W12 W12X14 V12xI4 1"3 wt1' (0 10 10 u I (0 ( I) W12x14 2x14 (0 t3 12x14 (0 (0 I n /• W12x14 1.J WI x26 V24X551W21x5O1W18x4o /14x21 I V 12X14 : 46 I V 2x14 x 2kW16x26 - IUM- 00 CD 0 (:--- W16x26 V21X4 14 4f -- -j-----------------------------I------------------------------------------------------------------------------------------------ C C 00 C - - - - - - - - - -S - - - - - - - - - VIi Floor Map I I t" RAM Steel v8. 1 RAM DataBase: pointeA Building Code: UBC1 Floor Type: floor < W17d 1-7, • N12,c1 • 28L±1 ±I CD H 16 1— 28Liii1: wi.' LH06CD 4 'I LIA7 - 28LH11 15-------28LH11: ------------32LH12--------------------- 28LH11: 32LH121 -....... 14 28LH11 28LH11: - 32LH12, 32LH12 - 13 ( ---- ------ 32LH12 ------------------------- 28LHi1 LO - 32LH12 / I 12H 28LH11: x -- I 32LH12. . I : 32LH12 -28LH11 28LHi1 32LI-I12 - LO 101 --. 28LH11 cNi -- 32LH12----------------------- _________ V ( -----28LH11 28LH1t u-ii -xFxl r \ 32LH14 o Co. 04 8 ' 28LH11 • .tW2 5 28LH11 co 'sr x4L'w12x1 28LH1t--------- • 1--• :I W24x55t : OLfl I I — 1 28LHi1 - 32LH13_'i3 28LH1 1: _ - 32LH13 18Lf)J6S 5 28LH10 32LH13, 20L1-U9SP CcIc 28LH10 32LH13:, - to 20LH09 4 28LH10. u, x I') 32LH13 x - 28LH11: 20LH09. - I 24LH09 - 32LH13 20LH09 P ' 0LH06SPCD 1:Co CC LH06 ---32LH1 A B (1CD " .......... FG H K L IN 12/16/04 08:57:39 Gravity Beam Design I I 11 RAM Steel v8.1 RAM DataBase: pointeA 12/16/04 08:40:42 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: floor Beam Number = 59 SPAN INFORMATION ff0: I-End (35.64,65.89) J-End (66.13,65.89) - Minimum Depth specified= 11.70 in Beam Size (User Selected) = W12X45 Fy = 50.0 ksi Total Beam Length (ft) = 30.49 Mp (kip-ft). = 267.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.490 2.15 0.12 0.0 3.00 0.00 0.0 0.00 0.0 14.490 0.18 0.15 0.0 0.00 0.00 0.0 '0.00 0.0 24.510 0.18 0.15 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.262 0.300 0.0% Red 14.490 0.262 0.300 2 24.510 0.262 0.300 0.00/0 Red 30.490 0.262 0.300 3 0.000 0.210 0.240 0.0% Red 8.490 0.210 0.240 4 8.490 0.035 0.040 0.0% Red 14.490 0.035 0.040 5 24.510 0.035 0.040 0.0% Red 30.490 0.035 0.040 6 0.000 0.045 0.000 --- NonR 30.490 0.045 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.96 kips 0.90Vn = 109.44 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @Lb Cb Phi kip-ft ft ft Center Max + 1.2DL+1.6LL 124.8 9.3 0.0 1.00 0.90 Controlling 1.2DL+1.6LL 124.8 9.3 0.0 1.00 9.90 REACTIONS (kips): Phi*Mn kip-ft 240.75 240.75 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS Dead load (in) Live load (in) Net Total load (in) Left Right 7.10 4.35 7.78 4.30 20.96 12.10 at 14.33 ft = -0.656 at 14.18 ft = -0.693 at 14.18 ft = -1.349 LID = 558 L/D = 528 L/D= 271 Gravity Beam Design L RAM Steel v8.1 DataBase: pointeA . 12/16/04 08:40:42 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: floor Beam Number = 107' SPAN INFORMATION (ft): I-End (66.13,59.89) J-End (66.13,73.39) Minimum Depth specified = 11.70 in Beam Size (User Selected) = W12X26. Fy = 50.0 ksi Total Beam Length (ft) = 13.50 . Mp(kip-ft) = 155.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 2.68 2.97 0.0 0.00 0.00 0.0 0.00 0.0 6.000 4.35 3.47 0.0 0.84 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.035 0.040 0.0% Red 6.000 0.035 0.040 2 0.000 0.026 0.000 --- NonR 13.500 0.026 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 11.85 kips 0.90Vn = 75.76 kips MOMENTS (Ultimate): Span Cond. LoadCombo Mi Lb Cb Phi kip-ft ft ft Center Max+ 1.2DL+1.6LL 68.6 6.0 7.5 1.66 0.90 Controlling 1.2DL+1.6LL 68.6 6.0 •. 7.5 1.66 0.90 REACTIONS (kips): Left Right DL reaction - - • 4.24 3.34 Max +LL reaction 4.23 3.28 - Max +total reaction (factored) 11.85 9.27 DEFLECTIONS: Dead load (in) at 6.55 ft = -0.109 LID = 1492 Live load (in) . at 6.55 ft = -0.109 L/D = 1484 Net Total load (in) at 6.55 ft = -0.218 L/D = 744 Phi*Mn kip-ft 139.50 139.50 I RAM Steel v8.1 IRAM DataBase: pointeA IINTERNATA1I Building Code: UBC1 Gravity Beam Design 12/16/04 08:40:42 Steel Code: AISC LRFD Floor Type: floor Beam Number = 57 SPAN INFORMATION (ft): I-End (35.64,59.89) J-End (77.13,59.89) Minimum Depth specified = 11.70 in Beam Size (Optimum) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 41.49 Mp(kip-ft) = 562.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.490 2.15 0.12 8.0 3.00 0.00 0.0 0.00 0.0 30.490 4.24 3.76 8.0 0.46 0.00 0.0 0.00, 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.210 0.240 8.0% Red 8.490 0.210 0.240 2 8.490 0.035 0.040 8.0% Red. 30.490 0.035 0.040 3 30.490 0.210 0.240 8.0% Red 41.490 0.210 0.240, 4 0.000 0.223 0.255 8.0% Red 41.490 0.223 0.255 . 5 0.000 0.055 0.000 --- NonR 41.490 0.055 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 31.95 kips 0.90Vn = 251.69 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi kip-ft ft ft Center Max + 1.2DL+1 .6LL 295.2 22.9 0.0 ,1.00 Controlling 1.2DL+1 .6LL 295.2 22.9 0.0 1.00 REACTIONS (kips): Phi*Mn kip-ft 506.25 506.25 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left Right 10.92 11.88 10.81 11.06 30.40 31.95 21.16 ft = -0.887 L/D = 561 20.95 ft = -0.841 L/D = 592 20.95 ft = -0.978 L/D = 509 Gravity Beam Design FiI RAM Steel v8.1 KMm UataJ3ase:pointeA 12/16/04 08:40:42 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: floor. Beam Number =53 SPAN INFORMATION (ft): I-End (35.64,40.19) J-End (35.64,63.56) Minimum Depth specified = 11.70 in Beam Size (Optimum) = W24X55 . Fy = 50.0 ksi Total Beam Length (ft) 23.37 Mp (kip-ft) = 562.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.842 7.29 833 40.0 0.00 . 0.00 0.0 . 0.00 0.0 6.670 9.68 11.06 40.0 0.00 0.00 0.0 0.00 0.0 11.685 7.29 8.33 40.0 0.00 0.00 0.0 0.00 0.0 13.330 9.46 10.81 40.0 0.00 0.1 00 0.0 0.00 0.0 17.527 7.29 8.33 40.0 0.00 0.00 0.0 0.00 0.0 19.700 10.92 9.02 40.0 2.51 0.00 0.0 ' 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.055 0.000 --- NonR 23.370 0.055 0.000 . SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)= 66.37 kips 0.90Vn = 251.69 kips MOMENTS (Ultimate): .. Span Cond LoadCombo - Mu @ Lb Cb Phi . Phi*Mn kip-ft ft ft hp-fl Center Max+ 1.2DL+1.6LL 430.7 11.7 5.0. 1.08 0.90 506.25 Controlling . 1.2DL+1.6LL 430.7- 11.7 5.0 1.08 0.90 506.25 REACTIONS (kips): Left Right DL reaction 24.28 28.95 Max +LL reaction 16.27 19.77 Max +total reaction (factored) 55.16 66.37 DEFLECTIONS: Dead load (in) at 11.80 ft = -0.462 L/D = 607 Live load (in) at 11.80 ft = -0.313 L/D = 897 Net Total load (in) at 11.80 ft = -0.775. L/D 362 Gravity Beam Design lit' RAM Steel v8.1 RAM DataBase: pointeA 12/16/04 08:40:42 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: floor Beam Number = 78 SPAN INFORMATION (ft): I-End (35.64,159.56) J-End (35.64,184.13) Minimum Depth specified = 11.70 in Beam Size (Optimum) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 24.57 Mp (kip-ft) = 458.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.000 13.10 12.99 40.0 0.59 0.00 0.0 0.00 0.0 6.141 7.66 8.75 40.0 0.00 0.00 0.0 0.00 0.0 11.533 1.76 1.96 40.0 0.00 0.00 0.0 0.00 0.0 12.283 7.66 8.75 40.0 0.00 0.00 0.0 0.00 0.0, 18.424 7.69 8.75 40.0 0.00 0.00 0.0 0.00 0.0 19.065 14.99 12.57 40.0 3.83 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.050 - 0.000 --- NonR 24.565 0.050 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 61.85 kips 0.90Vn = 213.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi hp-ft ft ft Center Max + 1.2DL+1.6LL 401.5 12.3 6.1 1.05 0.90 Controlling 1.2DL+1.6LL 401.5 12.3 6.1 1.05 0.90 REACTIONS (kips): Left Right DL reaction 27.37 . 26.72 Max +LLreaction 18.06 18.62 Max +total reaction (factored) 61.74 61.85 DEFLECTIONS: Dead load (in) at 12.41 ft = -0.679 L/D = 434 Live load (in): at 12.41 ft = -0.462 L/D = 638 Net Total, load (in) at , 12.41 ft = -1.141 L/D = 258 Phi*Mn hp-ft 405.75 405.75 Fii RAM Steel v8.1 I RAM I DataBase: pointeA IErA!i Building Code: UBC1 Gravity Beam Design 12/16/04 08:40:42 Steel Code: AISC LRFD Floor Type: floor Beam Number =60 SPAN INFORMATION (ft): I-End (35.64,73.39) Minimum Depth specified = 11.70 in Beam Size (User Selected) = W24X55 Total Beam Length (ft) = 41.49 COMPOSITE PROPERTIES (Not Shored): J-End (77.13,73.39) Fy = 50.0 ksi Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff(in) = 49.02 Y bár(in) = 17.31 Mnf(kip-ft) 853.83 Mn (kip-ft) = 679.05 C (kips) = 92.83 PNA (in) = 14.15 Jeff (in4) 2099.66 Itr (in4) = 2717.08 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 13.3 # of studs: Full = 53 Partial = 17 Actual = 17 Number of Stud Rows = 1 Percent of Full Composite Action = 26.89 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 14.490 0.18 0.13 0.15 13.0 0.00 0.00 0.0 0.00 0.0 0.04 24.510 0.18 0.13 0.15 13.0 0.00 0.00 0.0 0.00 0.0 0.04 30.490 3.34 2.00 2.91 13.0 0.37 0.00 0.0 0.00 0.0 0.73 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.251 0.143 0.287 13.0% Red 0.072 41.490 0.251 0.143 0.287 0.072 2 0.000 0.262 0.150 0.300 13.0% Red 0.075 14.490 0.262 0.150 0.300 0.075 3 14.490 0.035 0.020 0.040 13.0% Red 0.010 24.510 0.035 0.020 0.040 0.010 4 24.510 0.262 0.150 0.300 • 13.0% Red 0.075 41.490 0.262 0.150 0.300 0.075 5 0.000 0.055 0.055 0.000 --- NonR 0.000 411.490 0.055 0.055 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 34.90 kips 0.90Vn = 251.69 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn • • kip-ft ft ft kip-ft Center Pre Comp 1.2DL+1.6LL 141.9 23.8 --- --- 0.90 506.25 InitDL 1.4DL 108.3 23.8 Max+ 1.2DL+1.6LL 324.6 24.1 --- --- 0.85 577.19 .1 Gravity Beam Design I V RAM Steel v8.1 Page 2/2 I RAM DataBase: pointeA 12/16/04 08:40:42 Building Code: UBC1 Steel Code: AISC LRFD I Controlling 1.2DL+1.6LL 324.6 24.1 --- --- 0.85 577.19 REACTIONS (kips): Left Right I Initial reaction 10.14 11.53 DL reaction 11:68 13.36 .Max +LL reaction 10.30 11.79 I Max,+total reaction (factored) 30.50 34.90 DEFLECTIONS: I Initial load (in) at 21.16 ft = -0.617 L/D = 807 Liveload (in) . at 21.16 ft = -0.565 L/D = 880 Post Comp load (in) . at 21.16 ft = -G.812 L/D = 613 I Net Total load (in) I . . .1 . .. ,. I . I . .. I I . ,.. I .. I . I . I. I at 21.16 ft .. . . . . = -1.429 .. . LID = 348 Gravity Beam Design 12/16/04 08:40:42 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: floor Beam Number = 114 SPAN INFORMATION (ft): I-End (77.13,14.56) J-End (77.13,40.19) Minimum Depth specified = 11.70 in Beam Size (Optimum) = W24X55 Fy = 50.0 ksi Total Beam Length (11) = 25.63 Mp(kip-ft) = 562.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.408 5.76 6.59 39.7 0.00 0.00 0.0 0.00 0.0 6.408 9.30 10.63 39.7 0.00 0.00 0.0 0.00 0.0 12.815 5.76 6.59 39.7 0.00 0.00 0.0 0.00 0.0 12.815 9.30 10.63 39.7 0.00 0.00 0.0 0.00 0.0 19.223 5.76 6.59 39.7 0.00 0.00 0.0 0.00 0.0 19.223 9.30 10.63 39.7 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.055 0.000 --- NOnR 25.630 0.055 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 52.91 kips 0.90Vn = 251.69 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn hp-ft ft ft hp-ft Center Max+ 1.2DL+1.6LL 450.2 12.8 6.4 1.11 0.90 506.25 Controlling 1.2DL+1.6LL 450.2 12.8 6.4 1.11 0.90 506.25 REACTIONS (kips): Left Right DL reaction 23.31 23.31 Max +LL reaction 15.59 15.59 Max +total reaction (factored) 52.91 52.91 DEFLECTIONS: Dead load (in) at 12.81 ft = -0.564 L/D = 546 Live load (in) at 12.81 ft = -0.379 L/D = 811 Net Total load (in) at 12.81 ft = -0.943 L/D = 326 I 11 RAM Steel v8.1 ram- - - HAM DataBase:pointeA Gravity Beam Design I RAM Steelv8.1 - KRIVI DataBase: pointeA 12/16/04 08:40:42 Building Code: UBC1 • Steel Code: AISC LRFD Floor Type: floor Beam Number = 119 SPAN INFORMATION (ft): I-End (77.13,40.19) J-End (77.13,65.89) Minimum Depth specified = 11.70 in Beam Size (Optimum) = W21X50 Fy 50.0 ksi Total Beam Length (ft) = 25.70 Mp(kip-ft) = 458.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.425 4.25 4.86 30.3 0.00 0.00 0.0 0.00 0.0 6.670 9.68 11.06 30.3 0.00 0.00 0.0 0.00 0.0 12.850 2.77 3.16 30.3 0.00 0.00 0.0 0.00 0.0 13.330 9.46 10.81 30.3 0.00 0.00 0.0 0.00 0.0 19.275 1.24 1.38 30.3 0.00 0.00 0.0 0.00 0.0 19.700 11.88 10.99 30.3 0.95 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.050 0.000 --- NonR 25.700 0.050 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 48.95 kips 0.90Vn = 213.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi kip-ft ft ft Center Max+ 1.2DL+1.6LL 404.4 13.3 5.9 1.11 0.90 Controlling 1.2DL+1.6LL 404.4, 13.3 5.9 1.11 0.90 REACTIONS (kips): Left Right DL reaction 20.02 20.54 Max +LL reaction 15.24 15.19 Max +total reaction (factored) 48.41 48.95 DEFLECTIONS: Dead load (in) at 12.85 ft = -0.672 L/D = 459 Live load (in) at 12.85 ft = -0.509 L/D = 605 Net Total load (in) at 12.85 ft = -1.181 L/D = 261 Phi*Mn hp-ft 412.50 412.50 I Standard Joist Selection I V RAM Steel v8 1 I RAM DataBase pointeA 12/16/04 08:40:42 Building Code: UBC1 Floor Type floor Beam Number =20 SPAN INFORMATION (ft) I-End (0.00,105.-56) J-End (35 64,105 56) I Joist Size (Optimum) = XXJST876/456 Total Beam Length (ft) = 35.64 LINE LOADS (k/ft): I Load Dist DL LL Red% Type 1 0.000 0.420 0.480 5.1% Red 35.640 0A20 0.480 I 2 0.000 0.000 0.000 --- NonR 35.640 0.000 0.000 I ' Design Loads (lbs/fl) S Dead: 420.00 Total: 875.49 I MOMENTS: Span Cond Moment i kip-ft ft:' I Center Max+ 139.0 17.8 REACTIONS (kips): I S Left Right DL reaction ' 7.48 7.48 I Max Max +LL reaction +total reaction - 8.12 8.12 ' 15.60 15.60 1 I I I I I I I . .. Standard Joist Selection & V RAM Steel v8.1 I RAM NTrKAi Building Code: UBC1 . Floor Type: floor - Beam Number =55 . SPAN INFORMATION (ft): I-End (35.64,46.86) J-End (77.13,46.86) I . Joist Size (Optimum) = XXJST946/480 Total Beam Length (ft) = 41-49 LINE LOADS (k/ft): Load . Dist DL LL Red% Type .1. . 0.000 0.467 0.533 10.1% Red 41.490 0.467 0.533 . 2 0.000 0.000 . 0.000 NonR 41.490 0.000 0.000 . I Design Loads (lbs/ft) . Dead: 466.55 . Total: 945.78 I MOMENTS: . Span Cond. Moment , • kip-ft .ft . I . Center Max+ . 203.5 20.7 REACTIONS (kips) I .. . Left Right DL reaction 9.68 968 Max +LL reaction 9.94 9.94 I Max +total reaction I I I • . . I I I I I ..••,. . 19.62. 19.62 . . . ..•: 12/16/04 08:40:42 F11 RAM Steel v8.1 I RAM DataBase: pointeA Building Code: UBC1 Gravity Beam Design 12/16/04 08:40:42 Steel Code: AISC LRFD Floor Type: floor Beam Number = 79 SPAN INFORMATION (ft): I-End (35.64,163.56) J-End (77.13,163.56) Minimum Depth specified = 11.70 in Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 41.49 COMPOSITE PROPERTIES (Not Shored):. Left Right Concrete thickness (in) .. 2.50 2.50 Unit weight concrete (pcf) 115.00 115.00 ft (ksi) . 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formiok beff(in) = . 40.00 Ybar(in) = 16.62 Mnf(kip-fi) = 816.13 Mn (kip-ft) = 663.73 C (kips) = 79.57 PNA (in) = 13.81 Jeff (in4) = 2023.12 Itr(in4) = 2547.10 Stud length (in) = 3.50 Stud diam (in) . = 0.75 Stud Capacity (kips) Qn = 13.3 # of studs: Full = 49 Partial = 15 Actual = 15 Number of Stud Rows = 1 Percent of Full Composite Action = 27.01 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL 6.490 . 1.43 0.72 1.18 12.5 0.40 0.00 0.0 0.00 15.490 4.71 2.60 4.91 12.5 0.40 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.264 0.151 0.301 12.5% Red 0.075 6.490 0.264 0.151 0.301 . 0.075 2 6.490 0.023 0.013 0.027 12.5% . Red 0.007 15.490 0.023 0.013 0.027 0.007 3 15.490 0.210 0.120 0.240 12.5% Red 0.060 41.490 0.210 0.120 0.240 . 0.060 4 0.000 0.210 0.120 0.240 12.5% Red 0.060 41.490 0.210 0.120 0.240 0.060 5 0.000 0.055 0.055 0.000 --- NonR 0.000 41.490 0.055 0.055 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 34.84 kips 0.90Vn = 251.69 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu Lb Cb kip-ft ft ft Center Pre Comp 1.2DL+1.6LL 153.8 17.8 InitDL 1.4DL 115.2 17.9 Max+ 1.2DL+1.6LL 365.8 17.2 Controlling 1.2DL+1.6LL 365.8 17.2 Red% CLL 0.0 0.29 0.0 1.23 Phi Phi*Mn kip-ft 0.90 506.25 0.85 564.17 0.85 564.17 I Gravity Beam Design I V RAM Steel v8.1 Page 2/2 I RAM DataBase: pointeA 12/16/04 08:40:42 INTEIA1 Building Code: UBC1 Steel Code: AISC LRFD REACTIONS (kips): Left Right Initial reaction 11.09 9.85 0 DL reaction I 13.10 11.43 Max +LL reaction 11.95 10.27 Max +total reaction (factored) 34.84 30.15 I DEFLECTIONS: Initial load (in) at 20.33 ft = -0.634 LID = 785 I Live load (iii) at 20.33 ft -0.645 L/D = 772 Post Comp load (in) at 20.33 ft = -0.928 L/D = 537 Net Total load (in) I I I at 20.33 ft = -1.562 LID = 319 I I I 0 0 0 I I I 10 I I Gravity Beam Design Steel v8.1 L RAM DataBase:pointeA 12/16/04 08:40:42 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: floor Beam Number =73 SPAN INFORMATION (ft): I-End (35.64,135.56) J-End (35.64,159.56) Minimum Depth specified = 11.70 in Beam Size (Optimum) W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 24.00. Mp (kip-ft) = 562.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StOrLL Red% RbofLL Red% 4.000 8.71 9.96 40.0 0.00 0.00 0.0 0.00 0.0 6.000 7.48 8.55 40.0 0.00 0.00 0.0 0.00 0.0 10.000 8.71 9.96 40.0 0.00 0.00 0.0 0.00 0.0 12.000 7.48 8.55 40.0 . 0.00 0.00 0.0 0.00 0.0 16.000 8.71 9.96 40.0 0.00 0.00 0.0 0.00 0.0 18.000 7.48 8.55 40.0 0.00 0.00 0.0 0.00 0.0 22.000 8.71 9.96 40.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.055 0.000 --- NonR 24.000 0.055 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 69.95 kips 0.90Vn = 251.69 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn hp-ft ft ft hp-ft Center Max± 1.2DL+1.6LL 451.3 12.0 4.0 1.04 0.90 506.25 Controlling 1.2DL+1.6LL 451.3 12.0 4.0 1.04 0.90 506.25 REACTIONS (kips): Left Right DL reaction 27.87 30.77 Max +LL reaction 18.65 20.64 Max +total reaction (factored) 63.28 69.95 DEFLECTIONS: Dead load (in) at 12.00 ft = -0.514 L/D = 560 Live load (in) at 12.00 ft = -0.345 LID = 834 Net Total load (in) at 12.00 ft = -0.860 L/D = 335 Standard Joist Selection I VI RAM Steel v8.1 I RAMI DataBase:pointeA 12/16/04 08:40:42 INTERNAPcwI Building Code: UBC1 .. Floor Type floor Beam Number = 117 • SPAN INFORMATION (ft): .1-End (77.13,27.38) J-End (102.83,27.38) I Joist Size (Optimum) = XXJST956/507 Total Beam Length (ft) = 25.70 ,. . LINE LOADS (k/ft): U Load Dist DL LL Red% Type 1 0.000 0.449 0.513 1.2%. Red' * 25.700 0.449 0.513 . I 2 * 0.000 0.000 0.000 -- NonR 25.700 0.000 0.000 I Design Loads (lbs/fl) Dead: 448.53 Total: 955.11 I MOMENTS: Span Cond . Moment . . • hp-ft ft • Center Max+ 78.9 12.9 REACTIONS (kips): . I - Left Right DL reaction 5.76 5.76 Max +LL reaction Max +total reaction 6.51 6.51 12.27. 12.27 • 1*. I I 4 I I •Th •, .••*. OPP GSSI PROJECT Structural Engineers SHEET OSSINO. ENGR. B. Schell DATE Gravity Column Design Summary 11 I' RAM Steel v8.1 .KAMI DataBase: pointeA Building Code: UBC1 Column Line A-4 Level Pu roof 13.0 second 69.1 Column-Line A -5 Level roof second 12/16/04 09:53:01 Steel Code: AISC LRFD Mux Muy LC Interaction Eq. Angle Fy Size 5.2 6.0 2 0.31 Eq Hi-lb 90.0 50 W8X24 4.6 6.6 1 0.74EqH1-la 90.0 50 W8X24 Mux Muy LC Interaction Eq. Angle Fy Size 7.1 5.3 2 0.21 Eq Hi-lb 90.0 50 W8X31 .3.9 5.5 1 0.53 Eq Hl-la 90.0 50 W8X31 Pu 17.8 94.4 Pu 22.0 112.4 Column Line A -15 Level roof second Mux Muy LC Interaction Eq. Angle Fy Size 5.8 5.8 2 0.22 Eq HI-lb 90.0 50 W8X31 0.3. 5.6 1 1 0.58 EqH1-ia 90.0 50 W8X31 Column Line A -17 Level roof second Column Line B -2 Level roof second Column Line D -1 Level roof second Column Line E -3 Level roof second Column Line E -5 Level roof second Pu Mux Muy LC Interaction Eq. Angle Fy Size 13.8 .3.0 9.2 1 0.39EqHI-lb 0.0 50 W8X24 65.8 3.4 10.2 1 0.81 Eq Hi-la 0.0 50 W8X24 Pu Mux Muy LC Interaction Eq. Angle Fy Size 14.1 0.3 0.9 1 0.13 Eq Hi-lb 135.0 50 W8X24 49.7 0.6 1.7 1 0.42 Eq Hl-la 135.0 50 W8X24 Pu Mux • Muy LC Interaction Eq. Angle Fy Size 8.5 3.4 1.3 5 0.12EqHI-lb 0.0 50 W8X24 36.6 3.1 1.5 1 0.34 EqHi-la . 0.0 50 W8X24 Pu Mux Muy LC Interaction Eq. Angle Fy Size 22.0 17.6 . 5.6 2 0.55 Eq Hi-la 0.0 50 W8X24 135.7 10.4 5.4 1 0.75 Eq Hi-la 90.0 50 W8X31 Pu Mux Muy LC Interaction Eq. Angle Fy Size 42.4 5.4 2.1 3 0.28EqHI-la 0.0 50 W10X33 177.8 2.2 4.5 6 0.84EqHl-la 90.0 50 W10X33 Column Line E -6 Level roof Pu Mux Muy LC Interaction Eq. Angle Fy Size 30.7 12.9 5.0 4 0.56EqHI-la 0.0 50 W8X24 V1iI Gravity Column Design Summary V i I RAM DataBase: RAM Steel v8.1 pointeA INTEvAnw Building Code: UBC1 Page 2/3 12/16/04 09:53:01 Steel Code: AISC LRFD second 178.8 0.6 5.6 1 0.87EqH1-la 90.0 50 W8X31 Column Line E -11 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 41.3 6.0 3.3 4 0.30 Eq Hl-la 0.0 50 W10X33 second 179.7 2.4 5.8 1 0.87EqH1-la 90.0 50 W10X33 Column Line E - 13 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 29.0 14.7 5.1 4 0.57 Eq HI-la 0.0 50 W8X24 second 179.9 1.9 5.7 1 0.88 Eq Hi-la 90.0 50 W8X31 Column Line E -15 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 41.8 6.1 3.4 4 0.30EqHI-la 0.0 50 W10X33 second 179.1 2.7 5.8 1 0.87EqHl-la 90.0 50 W10X33 Column Line L -3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 21.5 4.7 14.0 4 0.36EqHl-lb 0.0 50 W8X31 second 119.2 2.1 11.2 10 0.72 Eq Hi-la 0.0 50 W8X31 Column Line L-5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 25.7 6.3 11.4 3 0.33 Eq Hi-lb 0.0. 50 W10X33 second 137.9 2.8 8.3 6 0.74 Eq Hl-la 0.0 50 W10X33 Column Line L-7 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 37.6 6.4 2.1 11 0.40 Eq H 1-la 90.0 50 W8X28 second 136.2 7.4 3.0 6 0.99 Eq Hl-la 90.0 50 W8X28 Column Line L -17 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 8.4 1.9 6.2 1 0.26EqH1-lb 0.0 50 W8X24 second 44.1 2.2 7.0 1 0.55 Eq HF-la 0.0 50 W8X24 Column Line 87.83ft - 66.89ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 8.8 1.2 2.6 10 0.08 Eq Hl-lb 0.0 50. W8X31 second 17.7 0.4 1.6 1 008 Eq Hi-lb 0.0 50 W8X31 I Gravity Column Design Summary I' RAM Steel v8.1 . Page 3/3 I RAM DataBase:pointeA 12/16/04 09:53:01 NTE'tATAL Building Code: UBC1 . . Steel Code: AISC LRFD I . Column Line 87.83ft - 87.06ft • Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof . 10.1 1.7 2.0 60.13 Eq Hi-lb 0.0 50 W8X24 second 21.2 . 0.8 1.2 1 0.16 Eq Hi-lb 0.0 50 W8X24 I . Column Line P-1 Level • Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 7.4 1.8 . 3.8 1 0.17EqHl-lb 0.0 50 W8X24 I second 31.9 2.1 4.3 1 0.38Eq Hi-la 0.0 50 W8X24 Column Line P-3 I Level Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 15.0 6.3 3.9 5 0.17 Eq Hi-lb 90.0 50 W8X31 second 76.9 4.4 4.2 1 0.43 Eq Hl-la 90.0 50 W8X31 I . Column Line P-5 . Level . Pu Mux Muy LC Interaction Eq. Angle Fy Size roof 19.6 6.5 7.3 4 0.25 Eq Hl-lb 90.0 50 W8X31 second . 90.0 5.2 7.7 1 0.56 Eq Hi-la 90.0 50 W8X31 I I . I I . I I I . I . I FiIRAM Base Plate Design Summary Steel v8'.1 I RAM DataBase: pointeA 1 12/16/04 09:53:10 IN1ETK)NA1 Building Code: UBC1 Steel Code: AISC LRFD Column Line . Column Size Fy N B tp I (ksi) (in) (in) (in) A-4 W8X24 36 14.00 12.50 0.625 - 5 W8X31 36 14.00 14.00 0.750 I A .A-15 W8X31 . 36 14.00 14.00 0.750 A -17 W8X24 36 14.00 12.50 0.625 I B -2 W8X24 36 14.00 12.50 0.500 D - 1. . W8X24 36 14.00 12.50 0.500 E - 3 .W8X31: 36 14.00 14.00 0.875 E-5 W10X33 36 15.75 14.00 0.875 -E -6 W8X31 36 14.00 14.00 1.000 E-11 W10X33 36 15.75 14.00 0.875 E - 13 W8X31 36 14.00 14.00 E-15 W10X33 36 15.75 14.00 0.875 - 3 W8X31 36 14.00 14.00 0.875 I L L -5 W10X33 36 15.75. 14.00 0.875 L-7 W8X28. 36 14.25 12.75 0.875 L - 17 ,W8X24 . 36 14.00 12.50 0.500 87.83ft-66.89fl W8X31 36 14.00 14.00 0.375 87.83ft - 87.06ft W8X24 36 14.00 12.50 .0.375 -1 W8X24 36 1400 1250 0.500 U P P-3 W8X31 36.: 14.00 14.00 0.625 p - 5 . W8X31 36 14.00 14.00 0.750 I I I I I I I I I Soil Capacity * = 2875 psf Concrete, f = 3000 psi Reinforcement, fy = 60,000 psi * Increase 0 psf for each in width from 2 feet, with 2000 max. VAJA'L QO,.AS. Square Spread Footing Design (1997 UBC) F8 F7 F6 F5 F4 F3 Size, WxB 11.0 10.0 9.0 8.0 7.0 6.0 Area, fl'2 121.0 100.0 81.0 . 64.0 49.0 36.0 Footing Thickness, in. 27 24 21 18 18 15 Soil Bearing Capacity 2875 2875 2875 J.25 2.&7.5 allowable, .kips , 307 ;V_5 P, 258 Tii (170 )( 130 97 Pu, allowable, P* 1.55 476 399 32 ~63 201 Column Size, in. 10 10 10 10 10 10 Effective Ftg, d, in. 23 20 17 14 14 11 Soils Pressure, ksf 3.9 4.0 4.0 4.1 4.1 4.2 Shear: Punching shear, kips 446 374 307 246 185 137 Vu, allowable, kips 565 447 342 250 250 172 Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Beam shear, kips 12.5 11.6 10.8 9.9 7.9 6.9 Vu, allowable, kips 25.7 22.3 19.0 15.6 15.6 12.3 Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Bending: - Mu, ft-kips 50.8 41.9 33.8 26.4 19.5 13.9 Ku, psi 107 116 130 149 111 128 p 0.0018 0.0020 0.0022 0.0026 0.0019 0.0022 As, inA2 7.34 6.34 5.42 4.59 2.95 2.30 Number of Rebars 13 . 11 10 8 6 8 Rebar size #7 #7 #7 #7 #7 #5 As, actual, in/'2 7.80 6.60 6.00 4.80 3.60 2.48 As OK As OK As OK As OK As OK As OK Increase width from = 0 ft. Increase = 0 Maximun Increase = 2875 psf F2.5 F3 F3.5 F4 F4.5 F5' Size, WxB Area, ftA2 Footing Thickness, in. Soil Bearing Capacity P, allowable, kips 5.5 30.3 15 2875 81 5.0 2 67 4.5 20.3 12 2875 ) 55 4.0 16.0 12 2875 44 3.5 12.3 12 33 3.0 9.0 12 25 Pu, allowable, P*1.55 126 104 86 68 52 38 Column Size, in. 10 10 10 10 10 10 Effective Ftg, d, in. 11 11 8 8 8 8 Soils Pressure, ksf 4.2 4.2 4.2 4.2 4.2 4.2 Shear: Punching shear, kips 113 91 76 58 42 29 Vu, allowable, kips 172 172 107 107 107 107 Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Beam shear, kips 5.9 4.9 4.9 3.9 2.8 1.8 Vu, allowable, kips 12.3 12.3 8.9 8.9 8.9 8.9 Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Bending: Mu, ft-kips 11.3 9.0 7.1 5.3 3.8 2.5 Ku, psi 104 83 123 92 65 43 p 0.0018 0.0014 0.0021 0.0016 0.0011 0.0007 As, inA2 1.71 1.23 1.21 0.80 0.49 0.28 Number of Rebars 6 5 4 . 4 • 4 3 Rebar size #5 #5 #5 #5 #5 #5 As, actual, in."2 1.86 1.55 1.24 1.24 1.24 0.93 As OK As OK As OK As OK As OK As OK 11/18/2004 Spread 2500.xls — — — — — — — — — — — — — — — — — — — Fin Floor Map RAM Steel v8.1 DataBase: pointeA Building Code: UBC1 Floor Type: floor .7 '\ t- 10 ______ ( 16 -------. 15H------ 18 11 14 13 17 (12--------- ___ / H 1 2127 :44 8............. - _I 1-----------_____________ I 4........___ - H::::.-----:1:',--- 11 19 :23 (,'h1. •h\-71-\ \\( 7:AJ( cD(Fcfl-------((H').)1 /;r.\ . L)iN ------rT 11/18/04 15:45:08 Frame Reactions ill t' RAM Frame v8.1 RAM DataBase: pointeA Building Code: UBC1 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Rfp PosRoofLiveLoad E9 seisxfnd E10 seisxfhd Ell seisyfnd E12 seisyfnd Frame #1: Node LdC Rx kips 41 D 0.75 Lp 0.48 Rfp -0.05 E9 -17.53 E10 -22.47 Eli -2.23 E12 0.55 45 D 1.32 Lp 1.58 Rfp -0.10 E9 -22.65 E10 -28.98 Ell -2.96 E12 0.61 51 D -2.30 Lp -2.37 Rfp 0.19 E9 -17.53 E10 -22.47 Eli, -2.23 E12 0.55 Frame #2: Node LdC Rx kips Include Effects: 50.00% Reduction At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER RAMUSER EQUBC97X+EFdtn EQUBC97X-EFdtn EQUBC97Y+EFdtn EQUBC97Y-EFdtn Ry Rz Mxx Myy Tzz kips hips hip-ft hip-ft hip-ft 0.01 29.34 -0.08 3.90 0.00 0.00 13.49 -0.05 2.74 0.00 -0.00 3.45 0.00 -0.22 -0.00 -0.00 -16.72 0.02 -157.76 0.00 0.02 -0.1.9 -201.78 -' -0.01 -4.14 -2.53 49.85 -20.78 -0.00 -4.16 -0.02 49.97 4.01 0.00 0.01 -0.09 6.37 0.00 0.01 (32.99 13.2 -0.08 7.58 0.00 -0.00 .57 0.01 -0.44 -0.00 0.02 -0.01 -0.34 -180.14 0.00 -0.22 -0.02 2.53 -230.26 ?--' -0.01 -4.25 -0.00 51.28 -23.96 -0.00 -4.12 -0.00 49.66 4.27 0.00 0.01 -0.11 -9.44 0.00 0.01 C12. -0.12 -9.71 0.00 -0.00 0.02 0.83 -0.00 0.04 16.73 -0.70 -157.77 0.00 -0.45 21.20 . 5.24 -201.79 -0.01 -4.36 2.53 52.70 -20.78 -0.00 -4.08 0.02 49.36 4.01 0.00 Ry Rz Mxx Myy Tzz hips hips hip-ft hip-ft hip-ft 11/18/04 15:45:08 Mxx Myy kip-ft kip-ft -0.06 10.45 -0.03 10.84 -0.01 -0.73 0.28 -171.32 -2.24 -129.26 48.78 19.94 50.20 -3.74 -0.08 . -9.99 -0.05 -10.70 0.00 0.87 -0.02 -196.82 0.07 -148.66 49.99 23.14 49.94 -3.98 -0.09 -0.44 -0.08 0.71 FiI RAM Frame v8.1 RAM DataBase: pointeA Building Code: UBC1 Node •LdC Rx 40 D 0.90 Lp 0.62 Rfp -0.06 - E9 -16.09 E1O -16.44 Eli -0.16 E12 0.04 43 D -0.28 Lp -0.31 Rfp 0.03 E9 -22.02 E1O -22.49 Eli -0.22 E12 0.05 46 D -0.16 Lp -0.16 Rfp 0.02 E9 -17.73 EIO -18.12 Eli -0.18 E12 0.04 Frame Reactions Ry Rz Mxx Myy 0.00 86.37 -0.06 4.40 0.00 41.88 -0.03 - 3.00 -0.00 10.49 -0.00 -0.24 -0.01 -15.78 0.06 -143.35 0.05 -16.06 -0.55 -146.39 -3.60 - .16 43.30 -1.42 -3.63 -0.00 -43.64 0.30 0.01 19.05 -0.08 -0.76 0.01 1L46 -0.07 -0.91 -0.00 2.99 0.01' 0.19 0.02 -13.18 -0.25 -169.21 -0.16 -13.41 1.84 . -172.74 -3.70. -0.13 44.55 -1.67 -3.60 0.00 43.37 0.32 0.01 34.76 -0.09 -0.24 0.01 19.28 -0.08 -0.29 -0.00 5.10 0.01 0.13 0.03 28.97 -0.47 -150.50 -0.30 29.47 3.49 -153.68 -3.76 0.29 45.42 -1.49 -3.58 0.00 43.19 0.30 Page 2/4 11/18/04 15:45:08 Tzz 0.00 0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 000 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 -0.00 0.00 Frame #3: Node LdC Rx Ry Ri kips kips kips 39 D 2.29 0.00 29.31 Lp 2.40 0.00 1326 Rfp -0.19 0.00 3.34 E9 -19.30 -0.02 -23.57 E1O -14.52 0.20 -18.05 Eli 2.18 -4.06 3.13 E12 -0.52 -4.19 0.03 42 D -2.39 0.01 50.60 Lp -2.52 0.00 26.52 Rfp 0.18 -0.00 6.02 E9 -25.14 0.00 -0.02 Ei0 -18.96 0.00 -0.01 - Eli 2.91 -4.15 0.00 E12 -0.57 -4.15 0.00 44 D -0.20 0.01 16.83 Lp 0.08 . 0.01 3.87 Tzz kip-ft 0.00 0.00 -0.00 0.00 -0.01 -0.00 0.00 0.00 0.00 -0.00 0.00 -0.01 -0.00 0.00 Frame Reactions I RAM Frame v8.1 I Mi DataBase: pointeA iJ Building Code: UBC1 Node LdC Rx Ry Rz Mxx Myy Tzz Rfp -0.02 -0.00 1.28 . 0.01 0.04 -0.00 E9 -19.31 0.02 23.59 ' -0.32 -171.33 0.00 E10 -14.52 -0.20 18.07 2.37 -129.27 -0.01 Eli 2.18 -4.25 -3.14 51.20 19.94 -0.00 E12 -0.52 -4.12 -0.03 49.68 -3.74 0.00 Frame #4: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 35 D 0.01 2.52 53.90\ -11.08 0.22 0.00 LP 0.01 2.08 26.53 1 -9.10 0.19 0.00 Rfp -0.00 -0.18 6.93 0.76 0.00 -0.00 E9 -3.20 -0.21 -0.33 2.02 -38.17 0.00 E1O -3.50 1.73 1.51 -14.85 -41.64 -0.00 Eli -0.13 -17.61 -18.55 \ 155.80 -1.61 -0.00 E12 0.04 -18.70 -19.58 1 165.30 0.35 0.00 4. (j-P 36 D 0.01 -0.28 58.03 1.12 0.21 0.00 Lp 0.01 -0.29 28.12 1.22 0.17 0.00 Rfp -0.00 0.06 7.43 -0.26 0.01 -0.00 E9 -3.22 -0.29 0.06 2.35 -38.47 0.00 ElO -3.29 2.14 -0.26 -16.65 -39.30 -0.00 Eli -0.03 -22.34 3.26 176.45 -0.38 -0.00 E12 0.01 -23.71 3.44 187.14 0.09 0.00 37 D 0.01 0.32 58.04 -1.51 0.19 0.00 LP 0.01 0.29 28.13 -1.32 0.15 0.00 Rfp -0.00 -0.04 7.43 0.17 0.01 -0.00 E9 -3.24 -0.29 -0.06 2.35 -38.78 0.00 E10 -3.09 2.14 0.26 -16.65 -36.97 -0.00 'Eli. 0.06 -22.34 -3.26 176.45 0.85 -0.00 E12 -0.02 -23.71 -3.44 187.14 -0.17 0.00 38 D 0.01 -2.49 54.55 1035 0.17 0.00 LP 0.01 -2.06 26.68 8.97 0.13 0.00 Rfp 0.00 0.19. 7.02 -0.84 0.02 -0.00 E9 -3.26 -0.21 0.33 2.02 -39.08 0.00 ElO -2.88 1.73 -1.51 -14.85 -34.63 -0.00 Eli 0.16 -17.61 18.55 155.80 2.07 -0.00 E12 -0.05 -18.70 19.58 165.30 -0.44 0.00 Frame #5: Node LdC Rx Ry itt Mxx Myy Tzz kips kips kips kip-ft kip-ft • kip-ft 47 D 0.01 2.75 47.40 -12.15 0.20 0.00 Page 3/4 11/18/04 15:45:08 I Frame Reactions I V RAM Frame v8.1 . Page 4/4 I RAM DataBase: pointeA 11/18/04 15:45:08 Building Code: UBC1: Node LdC Rx Ry Rz Mxx Myy Tzz I . Lp 0.01 2.,46-.24.13 -10.86 0.17 0.00 Rfp -0.00 - -0.20 6.02 0.90 0.01 -0.00 I E9 -3.23 0..19. 0.33 -1.84 -38.60 0.00 E1O -3.20 -1.50 -1.49 13.04 -38.28 -0.00. Eli 0.01 -19.36 -21.30 171.28 . 0.16 -0.00. E12 -000 -1841 -2028 16290 -003 000 48 D 001 -019 6377 0.69,018 000 I Lp 001 -020 2990 0.,77 013 000 Rfp -000 005 848 -018 002 -000 I E1O E9 -3.24 -300 0.26 -188 -0.07 031 -2.14- 1468 -38.90 -3599 0.00 -000 Eli 0.10 -24.55 .4.38 193.92 1.36 -0.00 I E12 -003 T2335 4.17 184.44 -0.28 0.00 49 D 001 051 615.08,-237 017 000 Lp 0.01 0.39 30.19 -1.80 0.12 0.00: I Rfp 0.00 -0.06 8.58 0.29 0.02 -0.00 E9 -3.27 0.26 0.06 -2.14 -39.21 0.00 I ' E1O -2.80 -1.87 -0.26 . 14.66 -33.66 -0.00 1. Eli 020 -2447 -366 19359 258 -000 E12 -007 -2327 -349 18413 -055 000 I 50 D 001 -319 4828 1376 0.15,000 Lp 0.00 -2.75 24.64 11.89, 0.11. 0.00 I . Rfp 0.00 0.20 6.49 -0.88 0.03 -0.00 E9 -3.29 0.19 . . -0.32.: -1.83 -39.52 0.00 I E10 Eli -2.59 . 0.29 -1.49 -19.25 1.44 . 20.59 13.01 170.82 -31.32 3.81 0.00 -0.00 E12 -010 -1831 1960 16246 -081 000 I I I I I I Column Load Summary W 1 11 RAM Steel v8.1 RAM DataBase: pointeA Building Code: UBC1 UNFACTORED COLUMN LOADS: 11/1 8/04 15:40:14 Steel Code: AISC LRFD Units: kips Column Line A -4 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 1 16.00 8.8 0.4 4.1 0.0 9.2 13.2 second 1 14.00 30.4 0.7 22.6 0.0 31.1 53.8 Column Line A-5 Level Co1# Height Dead Self +Live -Live MinTot MaxTot roof 2 16.00 11.9 0.4 5.9 0.0 12.3 second 2 14.00 42.7 0.7 30.4 0.0 43.4 73.7 Column Line A-6 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 3 16.00 14.7 1.7 7.1 00 16.4 23.5 second 3 14.00 52.1 3.2 34.4 0.0 55.3 89.6 Column Line A- 9 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 4 16.00 15.3 1.7 7.2 0.0 17.0 24.2 second 4 14.00 53.4 3.2 34.6 0.0 56.6 91.3 Column LineA - il Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 5 16.00 15.3 1.7 7.2 0.0 17.0 24.2 second 5 14.00 53.4 3.2 34.6 0.0 56.6 91.3 Column Line A -13 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 6 16.00 14.9 1.7 7.2 0.0 16.6 23.9 second 6 14.00 52.8 3.2 34.6 0.0 56.0. 90.6 Column Line A - 15 I I \'' RAM Steel v8.1 IRAM DataBase:pointeA Building Code UBC1 Column Load Summ ary Page 2/6 11/18/0415:40:14 Steel Code AISC LRFD Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 7 16.00 14.8 0.4 7.3 0.0 15.2 22.5 second 7 14.00 52.9 0.8 34.9 0.0 53.7 88.6 Column Line A -17 Level Col# Height Dead Self +Live -Live 'MinTot MaxTot roof 8 16.00 ' 9.6 0.4 3.5 0.0 10.0 13.5 second 8 14.00 30.5 0.7 20.1 0.0 31.3 51.4 Column Line B-2 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 9 16.00 7.0 0.4 3.2 0.0 7.4 10.7 second 9 14.00 22:2 0.7 16.0 0.0 210 38.9 = Column Line C -17 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 10 16.00 9.1 1.9 3.8 0.0 11.0 148 second 10 14.00 28.4 :3.6 : 19.0 ' 0.0 32.0 51.0 Column LineD - i Level Col# Height Dead " Self +Live : Live : MinTot MaxTot roof 11 16.00 5.8 " 0.4 2.1 0.0 6.2 8.2 second 11 14.00 17.2 0.7 10.7 0.0 18.0 28.7 Column Line E -3 Level , Col# Height Dead Self +Live -Live MinTot MaxTot roof 12 16.00 14.5 0.4 8.4 0.0 14.8 . 23.2 second 12 14.00 64.2 0.8 41.8 0.01 65.0 Column Line E -5 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 13 16.00 19;6 0.4 11.4 0.0 20.0 31.4 second 13 14.00 87.7 0.8 57.2 0.0 88.5 145.7 Column Line E -6 S COW •Height 14 16.00 14 14.00 COW Height 15 16.00 15 14.00 Level CoI# Height roof 16 16.00 second 16 14.00 Column Line E -13 Level Co1# Height roof 17 16.00 second 17 14.00 '1 1 11 RAM Steel v8.1 RAM- Column Line E -11 I(A IVI DataBase: pointeA Building Code: UBC1 Level roof second Column Line E -9 Level roof second Column Load Summary Page 3/6 11/18/04 15:40:14 Steel Code: AISC LRFD Dead Self +Live -Live MinTot MaxTot 20.7 0.4 10.9 0.0 21.1 31.9 85.2 0.8 54.7 0.0 86.0 140.7 Dead Self +Live -Live MinTot MaxTot 19.6 1.7 10.6 0.0 21.3 31.9 83.7 3.2 52.6 0.0 86.8. 139.5 Dead Self +Live -Live MinTot MaxTot 19.0 0.5 11.1 0.0 19.5 30.6 85.0 1.0 55.4 0.0 85.9 141.3 Dead Self +Live -Live MinTot MaxTot 19.0 0.4 11.1 0.0 19.4 30.5 85.1 0.8 55.5 0.0 85.9 141.5 Column Line E -15 Level . Col# Height Dead Self ±Live -Live MinTot MaxTot roof 18 16.00 19.3 0.4 11.2 0.0 19.7 30.9 second 18 14.00 85.0 0.8 55.1 0.0 85.8 140.9 Column Line F-1 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 19 16.00 8.8 1.9 3.6 0.0 10.7 14.2 second 19 14.00 26.6 3.6 17.5 0.0 30.2 47.7 Column Line G -17 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 20 16.00 12.5 1.9 5.4 0.0 14.4 19.8 second 20 14.00 42.4 3.6 28.9 0.0 46.0 74.8 Column Line H -9 I RAM INTERNAl RAM Steel v8.1 DataBase: pointeA Building Code: UBC1 Column Load Summary S Page 4/6 11/18/04 15:40:14 Steel Code: AISC LRFD Level CoI# Height Dead Self +Live -Live MinTot MaxTot roof - 21 16.00 3.8 1.7 2.6 0.0 5.5 8.0 second 21 14.00 14.1 3.2 12.8 0.0 17.3 30.0 Column Line J - 17 Level Co1# Height Dead Self +Live -Live MinTot MaxTot roof 22 16.00 6.1 1.9 1.6 0.0 8.0 9.6 second 22 14.00 15.2 3.6 6.9 0.0 18.8 25.7 Column Line K-1 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 23 16.00 10.0 1.9 3.4 0.0 11.9 15.3 second 23 14.00 27.9 3.6 15.9 0.0 31.5 47.5 ColumnLineL-3 Level CoI# Height Dead Self +Live -Live MinTot MaxTot roof 24 16.00 14.0 0.5 8.1 0.0 14.5 22.6 second 24 14.00 62.2 0.9 40.5 0.0 63.2 103.7 Column Line L-5 Level Co1# Height. Dead Self +Live -Live MinTot MaxTot roof 25 16.00 16.8 0.5 9.7 0.0 . 17.3 27.0 second 25 ., 14.00 75.7 0.9 48.8 0.0 76.6 125.4 Column Line L-7 Level Col# Height Dead Self .+Live -Live MinTot MaxTot roof 26 16.00 20.5 0.4 . 8.3 0.0 20.9 29.2 second . 26 14.00 70.7 0.8 39.1 0.0 - 71.6 110.7 Column Line L-9 Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 27 16.00. 8.1 . 1.7 5.3 0.0 9.8 15.1 second 27 14.00 - 32.9 3.2 . 25.5 . 0.0 36.1 61.6 Column Line L -10 I Dead Self +Live 12.7 1.7 6.2 45.8 3.2 31.2 Dead Self +Live 16.5 1.7 8.3 59.1 3.2 37.5 Page 5/6 11/18/04 15:40:14 Steel Code: AISC LRFD -Live MinTot MaxTot 0.0 14.4 20.7 0.0 48.9 80.2 -Live MinTot MaxTot 0.0 18.2 26.5 0.0 62.3 99.8 Dead Self +Live 16.7 1.7 8.3 60.4 3.2 37.8 Dead Self +Live 13.2 1.7 6.7 46.5 3.2 32.1 -Live MinTot MaxTot 0.0 18.4 26.7 0.0 63.6 101.4 -Live MinTot MaxTot 0.0 14.9 21.6 0.0 49.7 81.8 Dead Self +Live 5.9 0.4 1.8 12.4 0.7 4.6 -Live MinTot MaxTot 0.0 6.3 . 8.1 0.0 13.2 17.8 Column Load Summary RAM Steel v8.1 I RAM DataBase: pointeA INTEATh1 Building Code: UBC1 U Level CoI# Height roof 28 16.00 second 28 14.00 Column Line L -12 I Level Co1# Height roof 29 16.00 second 29 14.00 I .Column Line L-14 Level Col# Height roof 30 16.00 I second 30 14.00 Column Line L.- 16 Level Col# Height I roof 31 16.00 second 31 14.00 I Column Line L - 17 I Level Col# . Height roof 32 16.00. I second 32 14.00 Column Line 87.83ft - 66.89ft I Level Col# Height roof 33 16.00 second 33 14.00 I Column Line 87.83ft - 87.06ft Level Col# Height I roof 34 16.00 second 34 14.00 I I Dead Self +Live -Live. MinTot MaxTot 5.6 0.4 2.3 0.0 6.0 8.4 19.7 0.7 13.8 0.0 20.4 34.3 Dead Self +Live . -Live MinTot MaxTot 4.9 0.4 1.6 0.01, 5.2 6.8 10.1 0.7 3.9 . 0.0 10.9 14.7 I Column Load Summary I RAM Steel v8:1 . Page 6/6 I RAM DataBase:pointeA 11/18/04 15:40:14 Building Code: UBC1 . . Steel Code: AISC LRFD Level Col# Height. Dead .. Self '+Live -Live MinTot MaxTot I roof 35 16.00, 8.1 1.9 3.1 0.0 10.1 13.2 second 35 14.00 24.2 3.6 15.5 0.0 27.8 43.3 ColumnLineP-1 . . ., . . I . Level CoI# - Height Dead . Self +Live -Live . MmTot MaxTot roof 36 16.00 5.0 0.4' . 1.8 0.0 . 5.4 7.2 second 36 14.00 15.0 0.7 9.3 0.0 15.7 25.0 Line F- 3 I Column . . . . Level Col# Height Dead Self +Live : -Live MmTot MaxTot roof 37 16.00 10.2 0.4 4.5 0.0 10.6 15.0 I second . 37 14.00 34.5 0.7 24.4 0.0 35.3 59.7 I Column Line P -5 Level Col# Height Dead Self -+Live -Live MmTot MaxTot I roof 38 . 16.00 . 13.8 0.4 4.9 0.0 14.2 19.1 second . 38 14.00 .' 43.6 0.7 264 0.0 . 44.4 70.8 4 4 I 4 1 I I I I I I * :-. :c I PROJECT SHEET GSSI NO. Structural Engineers ENGR.B. Schell DATE______________ _ _ — _ . - . I - — • • — • . — - _ — ; _ — - I • a . — . N — • a — • — • — _ 4 3 - ............................................................................... 4 r Y4 [4 - OIL H I I I 11 t I LH - L I:I*I1 H I 4J 11 4 I -- 4 - - I I I [I I -- - - I: I-I - I I 1 j 1 4 4 - 4- - -. .. I 3 4 4 I 4 1 1 1 I I R.N Frame V8.1 - Analysis Mode S DataBase: pointeA 12/16/04 09:53:40 S O/LA6 7- I 4N I • • k I I I I S I S S'S I I Criteria. Mass and Exposure Data RAM MFmmev8.1 TEAT DataBase: pointeA . 12/16/04 10:05:06 I CRITERIA: . . . . Rigid End Zones: Include. Effects: 50.00% Reduction Member Force Output: At Face of Joint I P -Delta: Yes . Scale Factor: 1.00 Diaphragm:. Rigid . Ground Level: Base I DIAPHRAGM DATA: . . roof . Rigid second . Rigid Disconnect Internal Nodes of Beams: Yes' ' Disconnect Nodes outside Slab Boundary: Yes STORY MASS DATA: • . . .. Calculated Values: . Level Mass MM! Xm Ym EccX . EccY Lump k-s2/ft ft-k-s2 ft . ft ft ft I roof 15.43 62067 44.88 88.07 5.24 9.31 None second 32.45 123630 44.27 87.86 5.24 9.31 None WIND EXPOSURE DATA: I Calculated Values: Level ' Building Extents (ft) Expose Parapet ' 'MiuX Max X. Min Max ft I roof . -1.00 103.83 -1.00 185.13 Full 0.00 I - second . ' -1.00 103.83 -1.00 , ..,. .-• 185.13 Full 0.00 I.. . .-• I I .. - . •e.•' .• •, • • '. .• I I - . .. • 1 , - . . • Periods and Modes " I RAM RAM. .Frame v8.l . DataBase: pointeA ... 12/16/04 10:05:06 I .CRITERIA: Rigid End Zones: Include Effects: '50.00% Reduction P-Delta: 'Yes . Scale Factor: 1.00 . . . Diaphragm: Rigid . .,. . Ground Level: . Base I FREQUENCIES AND PERIODS: . . '. Mode . Period Frequency .' Frequency . ' Hi . rad/sec I . 1 2 . (L-72 1.2916 8.1154 2 '. ' : : 1373 , .8.6300 3 0.5482 . 1.8242 11.4617 I 4. 0.2907 .3.4401 , 1.6149 5' 0.2753 36328 22.8253 I . 6 ' 0.2091 4.7826 . 30.0499 MODAL PARTICIPATION FACTORS: Mode .' X-Dir Y-Dir Rotation I ' .1 1.4626 .., 21.8013 . 9.6454 2 . 21.7427' ' . -1.7070 14.8194 3 . -2.8433 ' -1.8208 , 113.2444 . . -0.5293 . -9.6174 ' ''. -4.4697 5 ' 9.4173 ' ...05994 6.3800 6 1.6090 . -0.3762 47.7193 1 MODAL DIRECTION FACTORS:' Mode . ' 'X-Dir . Y-Dir . Rotation 0.44 98.82.' 0.74 2 " 97.77 . 0.60 3 . . 1.80 . 0.61 I . 0.32 99.31 ' ' 0.36 5 . 97.08 0.43 ' ' 2.49 6 . 2.58 0.24 '' 97.18 I MODAL EFFECTIVE MASS FACTORS: Mode X-Dir . Y-Dir ' Rotation • . %Mass . %SumM %Mass %SumM %Mass %SumM I " 1 0.37 ' . 0.37 .7' 82.73 ' 82.73 0.60 0.60 82.28' 82.66 0.51: .83.24 '. . 1.42 2.02 I 3 ' ' 1.41 84.06 ' 0.58. 83.81; ' 82.87 .99.91 -' 0.13 84.89 4 0.05: 84.11 ' 16.10' ' 85.02 5 15.44 , 99.55 ' . 0.06 99.98 • ' 0.26 85.28 I 6 0.45 . "100.00 '. .0.02 100.00 . ' 14.72 ' 100.00 MODE SHAPES: I Story Dir, , Mode 1 Mode '2 . Mode 3 Mode 4 Mode 5 Mode 6 2, X 0.04971 0.73985 '. 0.10463 0.02697 , -0.45934 0.07244 Y 0.74658 -0.05723 -0.05050 0.46142 0.03127 . 0.02575 R 0.00009 '' . 0.00012: :000097 0:00002 ' , -0.00011 -0.00060 I Periods and Modes I RAM RAM Frarney8.1 - Page 2/2 NTEMKA1 DataBase pointeA 12/16/04 10:05:06 X 002144 031828 403787 4-002914 050864 -008403 I i Y 031689 -002539 -003210 1051580 -003334 -002384 R 000003 000006 000043 -000005 000011 000069 I — I I d i I I I 4 I I I I !, I I - I I,. V Loads and Applied Forces RAM RAM Frame v8. 1. . !NffE'tAT)NAL DataBase: pointeA . . V V .12/16/04 10:05:06 ' LOAD CASE: seisx V V V Seismic UBC 97 Static Force Procedure. V V V Zone: 4 V Importance Factor: 1.000 Soil Type: SD Na: 1.000 Nv: 1.000 V Provisions for: Force Ground Level: Base V V Dir Eccent R . Ta Equation . Building Period-T X + And - 8.5 Std,Ct=0.035 Method B Calculated V Dir Ta V -used . Cv Ca .11CaI .8ZNvI!R 2.5CaIJR CvIIRT Ft X 0.449 (0.728 .583 0.64 0.44 0.048 0.038 0.129 0.129 0.00 Total Building Weight (kips) = 1541.63 V V V APPLIED STORY FORCES: V Type: EQUBC97_X_±E.J V Level Ht . Fx V Fy V y ft kips kips ft ft roof . 30.00 100.44 0.00 44.88 97.38 second 14.00 98.58 0.00 44.27 97.16 199.02 0.00 Type: EQUBC97X_-E_F Level Ht . Fx Fy X y ft V kips kips ft ft roof 30.00 100.44 . 0.00 44.88 78.77 second V 14.00 . 98.58 -. 0.00' 44.27 78.55 V 199.02 V Q•oo V Loads and Applied Forces I RAM RAM Frame v8.1 Page 2/2 NTEAIOIAI DataBase: pointeA 12/16/04 10:05:06 I LOAD CASE: seisy Seismic UBC 97 Static Force Procedure Zone: 4 Importance Factor: 1.000 Soil Type: SD I Na: 1.000 Nv: 1.000 Provisions for: Force Ground Level: Base . Dir Eccent R Ta Equation Building Period-T Y + And- 8.5 Std,Ct=0.035 Method B Calculated Dir Ta T T-used Cv Ca 1 iCal 8ZNvI1R 2 5CaIJR CvIIRT Ft Y 0.449 0.774 0.583 064 044 0.048 0.038 0.129 0.129 000 Total Building Weight (kips) 1541.63 I APPLIED STORY-FORCES: Type: EQUBC97_Y_+EF I Level Ht Fx Fy X. y ft kips kips ft ft roof 3000 000 10044 5012 8807 I second 1400 000 9858 4951 8786 0.00 199.02 I Type Level Ht Fx Fy X Y I roof ft kips 30.0 0 . 0.00 kips 100.44 ft 39.64 . ft 88.07 second 14.00 0.00 98.58 39.02 87.86 I 000 199.02. I I I I I I Building Story Shears RAM RAM Frame v8.1 INTERNATfl'JAI DataBase: pointeA 12/16/04 10:05:06 CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Load Case: D DeadLoad RAMUSER Level Shear-X Change-X Shear-Y Change-Y kips kips kips Ups roof -0.01 -0.01 0.00 0.00 second -0.03 -0.01 -0.01 -0.01 Load Case Lp PosLiveLoad RAMUSER Level Shear-X Change-X Shear-Y Change-Y Ups Ups Ups Ups roof -0.01 -0.01 0.00 0.00 second 0.14 0.16 0.02 0.02 Load Case: Rip PosRoofLiveLoad RAMUSER Level Shear-X Change-X Shear-Y Change-Y Ups Ups Ups Ups roof -0.06 -0.06 0.00 0.00 second 0.01 0.06 0.00 0.00 Load Case: El seisx EQ_UBC97_X_+E_F Level Shear-X Change-X Shear-Y Change-Y Ups Ups Ups Ups roof 101.99 101.99 0.00 0.00 second 203.22 101.23 -0.01 -0.01 Load Case: E2 seisx EQ_UBC97_X_-E_F Level Shear-X Change-;X Shear-.Y Change-Y Ups Ups Ups Ups roof 102.01 102.01 0.02 0.02 second 203.30 101.29 0.04 0.02 Load Case: E3 seisy EQ_UBC97_Y_+E_F Level Shear-X ChangeX Shear-Y Change-Y Ups Ups Ups Ups roof 0.01 0.01 102.23 102.23 second 0.04 0.03 203.81 101.58 Building Story Shears U RAM RAM Frame v8.1 Page 2/2 TEAI'IAi DataBase: pointeA 12/16/04 10:05:06 Load Case: E4 seisy EQ_UBC97_Y-E_F Level Shear-X Change-X Shear-Y Change-Y I kips kips kips kips roof 000 000 10221 10221 I second -0.01 -0.01 203.78 101.57 I I I I I II I I I I Frame Story Shears KAM RAM Frame v8.1 INEPIKJMAI DataBase: pointeA CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 50.00% Reduction At Face of Joint Scale Factor: 1.00 12/16/04 10:05:06 Frame #1 Load Case: D DeadLoad RAMUSER Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 0.19 0.19 0.00 0.00 second 0.23 0.03 -0.03 -0.03 Load Case: Lp PosLiveLoad RAMTJSER Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 0.10 0.10 0.01 0;O1 second 0.32 0.22 -0.02 -0.03 Load Case: Rfp PosRoofLiveLoad RAMUSER Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 0.08 0.08 0.00 0.00 second -0.04 -0.12 0.00 0.00 Load Case: El seisx EQ_UBC97_X_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 31.40 31.40 -0.01 401 second 57.71 26.31 -0.06 -0.06 Load Case: E2 seisx EQ_UBC97_X_-E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 39.45 39.45 -0.09 -0.09 second 73.92 34.47 0.65 0.74 Load Case: E3 seisy EQ_UBC97_Y_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 5.32 5.32 -1.55 -1.55 Frame Story Shears IMi RAM Framev8.1 DataBase: pointeA second 7.42 . 2.10 12.76 14.32 Page 2/6 12/16/04 10:05:06 Load Case: E4 seisy EQ_UBC97_Y_-E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 0.78 0.78 -1.51 -1.51 second -1.71 -2.49 12.36 13.87 Frame #2 Load Case: D DeadLoad RAMUSER Level . Shear-X Change-X ShearY Change-Y - kips kips kips kips roof -0.48 -0.48 0.00 0.00 second -0.47 0.01 -0.02 -0.02 Load Case: Lp PosLiveLoad RAMUSER Level 'Shear-X' ChangeX Shear-Y Change-Y kips kips . kips kips roof -0.28 -0.28 0.00 0.00 second -0.15 0.14 -0.02 -0.02 Load Case: Rip PosRoofLiveLoad RAMUSER Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof -0.04 -0.04 0.00 0.00 second 0.01 0.05 0.00 0.00 Load Case: El seisx EQ_UBC97_X_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 35.00 35.00 -0.01 -0.01 second 55.84 20.84 -0.04 -0.03 Load Case: E2 seisx EQ_UBC97_X_-E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips roof 35.52 35.52 -0.05 -0.05 second . 5 0.40 0.46 Load Case: E3 seisy EQ_UBC97_Y_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Frame Story Shears RAM RAM Frame v8.1 INTEA1A DataBase: pointeA roof 0.35 0.35 -1.35 -1.35 second 0.55 0.21 11.06 12.41 Load Case: E4 seisy EQ_UBC97_Y_-E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 0.05 0.05 -1.32 -1.32 second -0.13 -0.18 10.81 12.14 Frame #3 Load Case: D DeadLoad RAMUSER Level Shear-X Change-X Shear-Y Change-Y kips ' kips kips kips roof 0.29 0.29 0.00 0.00 second 0.29 0.00 -0.02 -0.02 Load Case: Lp PosLiveLoad RAMUSER Level Shear-X 'Change-X Shear-Y Change-Y kips ' kips kips kips 'roof 0.18 0.18 0.00 0.00 second ' 0.05 -0.14 -0.01 -0.01 Load Case: Rfp PosRoofLiveLoad RAMUSER Level ' Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof -0.09 -0.09 0.00 0.00 second 0.03 0.13 0.00 0.00 Load Case: El seisx EQ_UBC97_X_+E_F' Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 38.85 38.85 0.00 0.00 second '63.74 24.89 ' 0.00 0.00 Load Case: E2 seisx EQUBC97X -E F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 30.11 30.11 0.01 0.01 second 47.99 17.89 ' 0.00 -0.01 Load Case: E3 seisy, EQ_UBC97_Y_+E_F Level Shear-X Change-X Shear-Y Change-Y Page 3/6 12/16/04 10:05:06 Frame Story Shears RAM RAM Frame v8.1 rNrErDA1 DataBase: pointeA kips kips kips kips roof -5.68 -5.68 -1.53 -1.53 second -7.27 -1.59 12.46 14.00 Load Case: E4 seisy EQ_UBC97_Y_-E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof -0.75 -0.75 -1.54 second 1.61 2.36 12.46 14.01 Frame #4 Load Case: D DeadLoad RAMUSER Level Shear-X Change-X Shear-Y. Change-Y kips kips kips kips roof -0.01 -001 -0.14 -0.14 second -0.05 -0.04 -0.08 0.06 Load Case: Lp PosLiveLoad RAMUSER Level Shear-X Change-.X Shear-Y Change-Y kips kips kips kips roof 0.00 0.00 -0.11 -0.11 second -0.04 -0.04 -0.02 0.09 Load Case: Rip PosRoofLiveLoad RAMUSER Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof -0.01 -0.01 0.00 0.00 second 0.00 0.01 -0.02 -0.02 Load Case: El seisx EQ_UBC97_X_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof -1.64 -1.64 1.07 1.07 second 12.91 14.54 0.99 -0.08 Load Case: E2 seisx EQ_UBC97X-EF Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof -1.63 -1.63 -3.54 -3.54 second 12.76 14.38 -7.75 -4.21 Page 4/6 12/16/04 10:05:06 Frame Story Shears RAM RAM Frame v8.1 Page 5/6 INTE'4ATCNA1 DataBase: pointeA 12/16/04 10:05:06 • Load Case: E3 seisy EQ_UBC97_Y_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 0.00 0.00 50.19 50.19 second -0.06 -0.06 79.89 29.70 Load Case: E4 seisy EQ_UBC97_Y_-E_F Shear-X Change-X Shear-Y Change-Y . Level kips kips kips kips roof -0.01 -0.01 52.79 52.79 second 0.02 0.03 84.81 32.02 #5 u Frame Load Case: D DeadLoad RAMUSER Level •• Shear-X Change-X Shear-Y Change-.Y kips kips kips kips roof -0.01 -0.01 0.13 0.13 second -0.04 -0.02 0.13 0.01 Load Case: Lp PosLiveLoad RAMUSER Level Shear-X Change-.X Shear-Y Change-Y' kips kips kips kips roof -0.01 -0.01 0.10 0.10 second -0.03 -0.02 0.10 0.00 Load Case: Rfp PosRoofLiveLoad RAMUSER Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof 0.00 0.00 0.06 0.00 second 0.00 0.00 0.01 0.01 Load Case: El seisx EQUBC97_X_+EF • Level Shear-X kips Change-X kips Shear-Y kips Change-Y kips roof -1.63 -1.63 -1.06 -1.06 second 13.02 14.65 -0.89 0.16 Load Case: E2 seisx EQ_UBC97X_-EF Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips roof -1.44 -1.44 3.69 3.69 second 11.59 13.02 6.74 3.05 I Frame Story Shears U U RAM RAM Frame v8.1. IflEAIfl'A DataBase: pointeA I Load Case: E3 seisy EQUBC97_Y_+E_F Level Shear-X Change-X Shear-Y Change-Y I kips kips kips kips roof 0.03 0.03 56.47 56.47 second -0.60 -0.64 87.63 31.16 Load Case E4 seisy EQ_UBC97_Y_-E_F Level Shear-X çhangeX Shear-Y Change-Y I kips kips kips kips roof -0.08 -0.08 53.80 53.80 second 0.20 : 0.28 83.33 29.54 I I I I U I I I I I I I Page 6/6 12/16/04 10:05:06 Redundancy Factors Summary KAMI RAM Frame v8.1 INrEATJ DataBase: pointeA CODE: UBC 97 CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base ( 74k Level for Ab: second Ab (ft2) = 16135.2 Maximum Angle from Parallel between adjacent bays for which Column is considered 'common to two bays': 10.0 deg 12/16/04 10:05:06 Load Case: El Level roof second rmax = Rho Load Case: E2 Level roof second rmax = Rho = Load Case: E3 Level roof second rmax = Rho = Load Case: E4 Level roof second seisx EQ_UBC97_X_+E_F Story V ElementV kips kips 101.99 23.14. 203.22 36.90 0.227 1.306 seisx EQ_UBC97_X_-E_F Story V ElementV kips kips 102.01 23.58 203.30 42.76 0.231 1.319 seisy EQ_UBC97_Y_+E_F Story V ElementV kips kips 102.23 . 25.09 203.81 36.54 0.245 1.358 seisy EQ_UBC97_Y_-E_F Story V ElementV kips kips 102.21 23.90 203.78 35.29 ri Rhoi Element 0.227 1.306 Cols 20,22 0.182 Cols 20,22 ri Rhoi Element 0.231 1.319 Cols 23,35 O.2 2~ :1. 51Cols 23,35 ri Rhoi Element 0.245 1.358 Cols 29,30 0.179 1Cols 28,29 ri Rhoi Element 0.234 1.327 Cols 29,30 0.173 1.091 Cols 3,4 rmax = 0.234 Rho = 1.327 1 Story Displacements I \ RAM Frame v8. 1 . I .JM DataBase:pointeA 12/16/04 10:02:42 Building Code: UBC1 I CRITERIA:, Rigid End Zones: Include Effects: 50.00% Reduction I Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid I Ground Level: Base LOAD CASE DEFINITIONS: D . DeadLoad RAMUSER I . LP PosLiveLoad RAMUSER Rfp PosRóofLiveLoad RAMUSER " ES seisxdrft 'EQUBC97X+EDrfI I E6 seisxdrft EQUBC97X_-E_Drft E7 seisydrft EQUBC97_Y_+E_DrfI I E8 seisydrft Level: roof ' I Center of Mass (ft): (44.88, 88.07) '. LdC Disp X Disp Y . Theta Z in in rad I , D , -0.00849 -0.00203 0.00000 LP -0.00775 -0.00133 - ' 0.00000 ' Ru, ' , -0.00168 .. -0.00006 :.'o.00000 I ES ' 0.86502 -0.00221' -0.00003 E6 0.87937 0.01020 . 0.00016 I 'E7 " 0.00741 0.93787 ' 0.00010 E8 ' . ' . -0:00019 0.93128 -0.00000 I Level: second ' Center ofMass (ft): (44.27, 87.86). . I , LdC Disp X Disp Y ' ', Theta Z in. in rad D -0.00285' -0.00084 , .-0.00000 I LP -0.00288 -0.00061 '-0.00000 Ru, ' -0.00031 ' 0.00001 ' 0.00000 E5 . - 0.37005 -0.00058 ,' -0.00001 I E6 0.37728 0.00316 , 0.00008 E7 0.00330 0.39742 0.00004 I E8 ' -0.00053 0.39544 . . .-0.00001 Frame #1 Level: roof Node LdC Disp X in 7 D -0.00830 Lp -0.00772 Rfp -0.00144 E5 0.82924 E6 . 1.05203 E7 0.11647 E8 -0.00170 11 D -0.00830 LP -0.00772 Rfp -0.00144 E5 0.82924 E6 1.05203 E7 0.11647 E8 . -0.00170 17 D -0.00830 .'Lp -000772 Rfp -0.00144 ES 0.82924 E6 1.05203 E7 0.11647 E8 -0.00170 Nodal Displacements RAM Frame v8.1 RAM INTERN'iA1 DataBase: pointeA CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD CASES: D DeadLoad RAJWSER LP PosLiveLoad RAIvIUSER Rfp PosRoofLiveLoàd RA1vI1JSER E5 seisxdrfI EQUBC97X+EDrfi E6 seisxdrfi EQUBC97_X_-E_Drft E7 seisydrft EQUBC97_Y_+E_Drft E8 seisydrft EQUBC97_Y_-E_Drft Note: Nodal Displacements for Live Load Cases are based on Unreduced Live Loads. 12/16/04 10:02:42 Disp Y Disp Z Theta X Theta Y Theta Z in in (rad) (rad) (rad) -0.00204 -0.00665 0.00001 0.00015 0.00000 -0.00133 -0.00226 0.00000. -0.00002 0.00000 -0.00007 -0.00118 0.00000 0.00004 0.00000 -0.00005 0.00306 0.00000 0.00164 . -0.00003 -0.00022 .0.00387 -0.00001 0.00206 0.00016 0.93128 0.00045 -0.00258 0.00025 0.00010 0.93138 000002 -0.00257 0.00003 -0.00000 -0.00199 -0.00760 0.00000 0.00001 0.00000 -0.00132 -0.00210 0.00000 -0.00008 0.00000 -0.00000 -0.00125 0.00000 0.00007 0.00000 -0.00995 0.00000 . 0.00004 0.00114 -0.00003 0.04753 0.00000 -0.00012 0.00144 0.00016 0.96145 0.00000 -000267 0.00017 0.00010 0.93096 0.00000 -0.00259 0.00001 -0.00000 -0.00194 -0.00619 0.00000 -0.00020 0.00000 -0.00131 -0.00199 -0.00000 0.00013 0.00000 0.00007 -0.00105 0.00000 -0.00018 0.00000 -0.01984 -0.00306 0.00007 0.00164 -000003 0.09527 -0.00388 -0.00024 0.00206 0.00016 0.99160 -0.00045 70.00276 0.00025 0.00010 0.93054 -0.00002 -0.00260 0.00003 -0.00000 Nodal Displacements RAM Frame v8.1 Page 2/7 DataBase: pointeA 12/16/04 10:02:42. Level: second Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 24 D -0.00330 -0.00082 -0.00474 0.00001 0.00008 -0.00000 Lp -0.00366 -0.00056 -0.00223 0.00000 0.00003 -0.00000 Rfp -0.00002 -0.00000 -0.00056 0.00000 -0.00001 0.00000 E5 0.35776 0.00008 0.00222 -0.00000 0.00200 -0.00001 E6 0.45659 -0.00109 0.00282 0.00000 0.00254 0.00008 E7 0.04596 0.39514 0.00032 -0.00323 0.00027 0.00004 E8 -0.00641 0.39575 0.00000 -0.00323 -0.00001 -0.00001 28 D -0.00330 -0.00094 -0.00533 0.00001 0.00016 -0.00000 Lp -0.00366 -0.00078 -0.00215 0.00001 0.00020 -0.00000 Rfp -0.00002 0.00008 -0.00058 -0.00000 -0.00002 0.00000 E5 0.35776 -0.00333 0.00000 0.00003 0.00137 -0.00001 E6 0.45659 0.02090 0.00000 -0.00017 0.00174 0.00008 E7 0.04596 0.40697 0.00000 -0.00333 0.00019 0.00004 E8 -0.00641 0.39412 0.00000 -0.00322 -0.00001 -0.00001 34 D -0.00330 -0.00107 -0.00439 0.00001 -0.00039 -0.00000 Lp -0.00366 -0.00100 -0.00198 0.00001 -0.00040 -0.00000 Rfp -0.00002 0.00016 -0.00049 -0.00000 0.00003 0.00000 E5 0.35776 -0.00674 -0.00222 0.00006 0.00200 -0.00001 E6 0.45659 0.04288 -0.00282 -0.00034 0.00254 0.00008 E7 0.04596 0.41879 -0.00032 -0.00343 0.00027 0.00004 E8 -0.00641 0.39249 -0.00000 -0.00322 -0.00001 -0.00001 Frame #2 Level: roof Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 6 D -0.00849 -0.00205 -0.02019 0.00001 0.00003 0.00000 Lp -0.00775 -0.00133 -0.01273 0.00000 -0.00009 0.00000 Rfp -0.00168 -0.00008 -0.00681 0.00000 0.00008 0.00000 ES 0.86481 0.00154 0.00328 -0.00000 0.00167 -0.00003 E6 0.88037 -0.00791 0.00333 0.00001 .0-00170 0.00016 E7 0.00805 0.92643 0.00003 -0.00256 0.00002 0.00010 E8 -0.00020 0.93144 0.00000 -0.00257 0.00000 -0.00000 9 D -0.00849 -0.00200 -0.00472 0.00000 -0.00005 0.00000 Lp -0.00775 -0.00132 -0.00210 0.00000 0.00000 0.00000 Rfp -0.00168 -0.00001 -0.00116 0.00000 -0.00004 0.00000 ES 0.86481 -0.00842 0.00274 0.00003 0.00099 -0.00003 E6 0.88037 0.04014 0.00279 -0.00011 0.00101 0.00016 E7 0.00805 0.95678 0.00003 -0.00266 0.00001 0.00010 E8 -0.00020 0.93102 0.00000 -0.00258 0.00000 -0.00000 12 D -0.00849 -0.00196 -0.00832 0.00000 -0.00003 0.00000 Lp -0.00775 -0.00131 -0.00392 0.00000 0.00000 0.00000 Nodal Displacements RAM Frame v8.1 Page 3/7 DataBase: pointeA 12/16/04 1.0:02:42 Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z Rfp -0.00168 0.00004 -0.00249 0.00000 -0.00003 0.00000 E5 0.86481 -0.01531 -0.00602 0.00005 0.00149 -0.00003 E6 0.88037 0.07343 -0.00612 -0.00019 0.00151 0.00016 E7 0.00805 0.97780 -0.00006 -0.00272 0.00001 0.00010 E8 -0.00020 0.93073 -0.00000 -0.00259 0.00000 -0.00000 Level: second Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 23 D -0.00286 -0.00080 -0.01579 0.00001 0.00012 -0.00000 Lp -0.00288 -0.00053 -0.01273 0.00000 0.00015 -0.00000 Rfp -0.00031 -0.00002 -0.00319 0.00000 -0.00002 0.00000 E5 0.37001 0.00062 0.00237 -0.00001 0.00202 -0.00001 E6 0.37755 -0.00463 0.00242 0.00003 0.00206 0.00008 E7 0.00345 0.39324 0.00002 -0.00321 0.00002 0.00004 E8 -0.00055 0.39602 0.00000 -0.00323 -0.00000 -0.00001 26 D -0.00286 -0.00092 -0.00348 0.00001 -0.00008 -0.00000 Lp -0.00288 -0.00075 -0.00210 0.00001 -0.00009 -0.00000 Rfp -0.00031 0.00007 -0.00055 -0.00000 0.00000 0.00000 ES 0.37001 -0.00280 0.00198 0.00003 0.00118 -0.00001 E6 0.37755 0.01750 0.00202 -0.00014 0.00120 0.00008 E7 0.00345 0.40514 0.00002 -0.00331 0.00001 0.00004 E8 -0.00055 0.39438 0.00000 -0.00322 -0.00000 -0.00001 29 D -0.00286 -0.00101 -0.00636 0.00001 -0.00006 -0.00000 Lp -0.00288 -0.00090 -0.00393 . 0.00001 -0.00006 -0.00000 Rfp -0.00031 0.00012 -0.00116 -0.00000 0.00000 0.00000 E5 0.37001 -0.00518 -0.00436 0.00005 0.00179 -0.00001 E6 0.37755 0.03283 -0.00443 -0.00026 0.00182 0.00008 E7 0.00345 0.41338 -0.00004 -0.00338 0.00002 0.00004 E8 -0.00055 0.39324 -0.00000 -0.00322 -0.00000 -0.00001 Frame #3 Level: roof Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 5 D -0.00869 -0.00208 -0.00663 0.00001 0.00013 0.00000 Lp -0.00779 -0.00134 -0.00222 0.00001 -0.00016 0.00000 Rfp -0.00195 -0.00012 -0.00114 0.00000 0.00017 0.00000 ES 0.90404 0.00740 0.00434 -0.00003 0.00174 -0.00003 E6 0.69107 -0.03616 0.00333 0.00008 0.00135 0.00016 E7 -0.11152 0.90859 -0.00055 -0.00251 -0.00023 0.00010 E8 0.00145 0.93169 -0.00002 -0.00256 -0.00002 -0.00000 8 D -0.00869 -0.00204 -0.01101 0.00001 -0.00011 0.00000 Lp -0.00779 -0.00133 -0.00477 0.00000 0.00011 0.00000 Nodal Displacements I RAM RAM Frame v81 DataBase: pointeA Page 4/7 12/16/04 10:02:42 Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z Rfp -0.00195 -0.00006 -0.00262 0.00000 -0.00020 0.00000 E5 0.90404 -0.00100 0.00000 0.00000 0.00115 -0.00003 E6 0.69107 0.00436 0.00000 -0.00002 0.00089 0.00016 E7 -0.11152 0.93418 -0.00000 -0.00259 -0.00015 0.00010 E8 0.00145 0.93134 -0.00000 -0.00257 -0.00001 -0.00000 10 D -0.00869 -0.00199 -0.00409 0.00000 -0.00015 0.00000 Lp -0.00779 -0.00132 -0.00066 0.00000 -0.00005 0.00000 Rfp -0.00195 -0.00001 -0.00043 0.00000 -0.00001 0.00000 E5 0.90404 -0.00939 -0.00434 0.00003 0.00174 -0.00003 E6 0.69107 0.04487 -0.00333 -0.00012 0.00135 0.00016 E7 -0.11152 0.95976 0.00055 -0.00267 -0.00023 0.00010 E8 0.00145 0.93098 0.00002 -0.00258 -0.00002 -0.00000 Level: second Node LdC , Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 22 D -0.00236 -0.00072 -0.00473 0.00001 0.00032 -0.00000 Lp -0.00202 -0.00040 -0.00220 0.00000 0.00035 -0.00000 Rfp -0.00064 -0.00006 -0.00054 0.00000 -0.00004 0.00000 E5 0.38352 0.00264 0.00313 -0.00002 0.00208 -0.00001 E6 0.29038 -0.01763 0.00240 0.00013 0.00159 0.00008 E7 -0.04344 0.38624 -0.00039 -0.00315 -0.00025 0.00004 E8 0.00592 0.39698 -0.00000 -0.00323 0.00001 -0.00001 25 D -0.00236 -0.00083 -0.00817 0.00001 -0.00039 -0.00000 Lp -0.00202 -0.00059 . -0.00483 0.00000 -0.00045 -0.00000 Rfp -0.00064 0.00001 -0.00122 0.00000 0.00003 0.00000 ES 0.38352 -0.00025 0.00000 0.00000 0.00136 -0.00001 E6 0.29038 0.00102 0.00000 -0.00001 0.00104 0.00008 E7 -0.04344 0.39627 -0.00000 -0.00324 -0.00017 0.00004 E8 0.00592 0.39560 -0.00000 -0.00323 0.00000 -0.00001 27 D -000236 -0.00094 -0.00272 0.00001 -0.00006 -0.00000 Lp -0.00202 -0.00077 -0.00062 0.00001, -0.00001 -0.00000 Rfp -0.00064 0.00007 -0.00021 -0.00000 -0.00001 0.00000 E5 0.38352 -0.00314 -0.00314 '0.00003 0.00208 -0.00001 E6 0.29038 0.01968 -0.00240 -0.00016 0.00159 0.00008 E7 -0.04344 0.40631 0.00039 -0.00332 -0.00025 0.00004 E8 0.00592 0.39421 0.00000 -0.00322 0.00001 -0.00001 Frame #4 Level: roof Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 1 D -0.00844 -0.00213 -0.01318 -0.00023 -0.00003 0.00000 Lp -0.00774 -0.00134 -0.00640 0.00016 -0.00002 0.00000 'II RAM I RAM Frame v8.1 IINTE1Aflt'IAIl DataBase: pointeA Nodal Displacements Page 5/7 12/16/04 10:02:42 Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z Rfp -0.00161 -0.00018 -0.00336 -0.00024 -0.00001 0.00000 E5 0.85506 0.01602 0.00007 -0.00004 0.00233 -0.00003 E6 0.92742 -0.07778 -0.00030 0.00013 0.00251 0.00016 E7 0.03777 0.88230 0.00363 -0.00169 0.00011 0.00010 E8 -0.00061 0.93205 0.00383 -0.00178 0.00002 -0.00000 2 D -0.00849 -0.00213 -0.01419 0.00002 -0.00003 0.00000 Lp -0.00775 -0.00134 -0.00673 -0.00004 -0.00003 0.00000 RI -0.00168 -0.00018 -0.00363 0.00004 -0.00001 0.00000 ES 0.86481 0.01602 -0.00001 -0.00002 0.00236 -0.00003 E6 0.88037 -0.07778 0.00005 0.00009 0.00240 0.00016 E7 0.00805 0.88230 -0.00063 -0.00117 0.00002 0.00010 E8 -0.00020 0.93205 -0.00067 -0.00123 0.00000 -0.00000 3 D -0.00854 -0.00213 -0.01419 -0.00002 -0.00003 0.00000 Lp -0.00776 -0.00134 -0.00673 0.00005 -0.00003 0.00000 Rfp -0.00175 -0.00018 -0.00363 -0.00004 -0.00001 0.00000 ES 0.87456 0.01602 0.00001 -0.00002 0.00240 -0.00003 E6 0.83332 -0.07778 -0.00005 0.00009 0.00228 0.00016 E7 -0.02167 0.88230 0.00063 -0.00117 -0.00007 0.00010 E8 0.00021 0.93205 0.00067 -0.00123 -0.00001 -0.00000 4 D -0.00859 -0.00213 -0.01333 0.00024 -0.00003 0.00000 Lp -0.00.777 -0.00134 -0.00647 -0.00016 -0.00003 0.00000 Rfp -0.00182 -0.00018 -0.00340 0.00024 -0.00001 0.00000 E5 0.88431. 0.01602 -0.00007 -0.00004 0.00243 -0.00003 E6 0.78627 -0.07778 0.00030 0.00013 0.00217 0.00016 E7 -0.05138 0.88230 -0.00363 . -0.00169 -0.00016 0.00010 E8 0.00062 0.93205 -0.00383 -0.00178 -0.00002 -0.00000 Level: second Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 18 D -0.00298 -0.00062 -0.00986 -0.00043 -0.00003 -0.00000 Lp -0.00309 -0.00021 -0.00635 -0.00047 -0.00003 -0.00000 Rfp -0.00023 -0.00014 -0.00158 0.00004 -0.00000 0.00000 ES 0.36665 0.00561 0.00005 0.00004 0.00297 -0.00001 E6 0.39922 -0.03680 -0.00023 0.00018 0.00323 0.00008 E7 0.01510 0.37593 0.00263 -0.00202 0.00013 0.00004 E8 -0.00215 0.39840 0.00277 -0.00214 -0.00001 -0.00001 19 D -0.00286 -0.00062 -0.01061 0.00006 -0.00003 -0.00000 Lp -0.00288 -0.00021 -0.00677 0.00007 -0.00003 -0.00000 Rfp -0.00031 -0.00014 -0.00170 -0.00001 -0.00000 0.00000 E5 0.37001 0.00561 -0.00001 -0.00002 0.00301 -0.00001 E6 0.37755 -0.03680 0.00004 0.00012 0.00306 0.00008 E7 0.00345 0.37593 -0.00046 -0.00139 0.00003 0.00004 E8 -0.00055 0.39840 -0.00049 -0.00147 -0.00000 -0.00001 20 D -0.00273 -0.00062 -0.01061 -0.00005 -0.00003 -0.00000 Nodal Displacements IIRAMI RA ' M Frarne v8.1 DataBase: pointeA Page 6/7 12/16/04 10:02:42 I Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z Lp -0.00267 -0.00021 -0.00678 -0.00007 -0.00002 -0.00000 Rfp -0.00039 -0.00014 -0.00170 0.00001 -0.00000 0.00000 I ES 0.37337 0.00561 0.00001 -0.00002 0.00304 -0.00001 E6 0.35589 -0.03680 -0.00004 0.00012 0.00289 0.00008 E7 -0.00821 0.37593 0.00046 -0.00139 -0.00007 0.00004 I E8 0.00106 0.39840 0.00049 -0.00147 0.00000 -0.00001 21 D -0.00261 -0.00062 -0.00997 0.00044 -0.00003 -0.00000 Lp -0.00245 -0.00021 -0.00643 0.00048 -0.00002 -0.00000 Rfp I -0.00047 -0.00014 -0.00160 -0.00004 -0.00001 0.00000 E5 0.37673 0.00561 -0.00005 -0.00004 0.00307 -0.00001 E6 0.33422 -0.03680 0.00023 0.00018 0.00273 0.00008 I E7 -0.01986 0.37593 -0.00263 -0.00202 -0.00017 0.00004 E8 0.00267 0.39840 -0.00277 -0.00214 0.00001 -0.00001 Frame #5 Level: roof Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 13 D -0.00851 -0.00196 -0.01157 -0.00024 -0.00003 0.00000 Lp -0.00776 -0.00131 -0.00548 0.00017 -0.00003 0.00000 Rfp -0.00171 0.00004 -0.00291 -0.00026 -0.00001 0.00000 ES 0.86908 -0.01531 -0.00007 0.00004 0.00238 -0.00003 E6 0.85979 0.07343 0.00031 -0.00013 0.00235 0.00016 E7 -0.00495 0.97780 0.00418 -0.00188 -0.00002 0.00010 E8 -0.00002 0.93073 0.00398 -0.00179 -0.00000 -0.00000 14 D -0.00856 -0.00196 -0.01550 0.00001 -0.00003 0.00000 Lp -0.00777 -0.00131 -0.00768 -0.00005 -0.00003 0.00000 Rfp -0.00178 0.00004 -0.00415 0.00003 -0.00001 0.00000 E5 0.87862 -0.01531 0.00001 0.00002 0.00241 -0.00003 E6 0.81372 0.07343 -0.00006 -0.00009 0.00224 0.00016 E7 -0.03405 0.97780 -0.00085 -0.00130 -0.00011 0.00010 E8 0.00038 0.93073 -0.00081 -0.00124 -0.00001 -0.00000 15 D -0.00861 -0.00196 -0.01577 -0.00000 -0.00003 0.00000 Lp -0.00777 -0.00131 -0.00783 0.00006 -0.00003 0.00000 Rfp -0.00184 0.00004 -0.00420 -0.00004 -0.00001 0.00000 E5 0.88837 -0.01531 -0.00001 0.00002 0.00245 -0.00003 E6 0.76667 0.07343 0.00005 -0.00009 0.00212 0.00016 E7 -0.06377 0.97780 0.00071 -0.00131 -0.00020 0.00010 E8 0.00079 0.93073 0.00068 -0.00125 -0.00003 -0.00000 16 D -0.00866 -0.00196 -0.01183 0.00023 -0.00004 0.00000 Lp -0.00778 -0.00131 -0.00554 -0.00020 -0.00003 0.00000 Rfp -0.00191 0.00004 -0.00314 0.00027 -0.00001 0.00000 E5 0.89812 -0.01531 0.00007 0.00004 0.00248 -0.00003 E6 0.71962 0.07343 -0.00030 -0.00013 0.00201 0.00016 Fii RAM RAM Frame v8.1 IEAIAI DataBase: pointeA Nodal Displacements Page 7/7 12/16/04 10:02:42 Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z E7 -0.09348 0.97780 -0.00404 -0.00189 -0.00029 0.00010 E8 0.00120 0.93073 -0.00384 -0.00180 -0.00004 -0.00000 Level: second Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 30 D -0.00280 -0.00101 -0.00866 -0.00047 -0.00003 -0.00000 Lp -0.00279 -0.00090 -0.00543 -0.00052 -0.00003 -0.00000 Rfp -0.00035 0.00012 -0.00138 0.00004 -0.00000 0.00000 E5 0.37148 -0.00518 -0.00005 0.00003 0.00302 -0.00001 E6 0.36807 0.03283 0.00022 -0.00017 0.00299 0.00008 E7 -0.00165 0.41338 0.00302 -0.00222 -0.00002 0.00004 E8 0.00016 0.39324 0.00287 -0.00212 0.00000 -0.00001 31 D 1 -0.00268 -0.00101 -0.01166 0.00005 -0.00003 -0.00000 Lp -0.00258 -0.00090 -0.00773 0M0006 -0.00002 -0.00000 Rfp -0.00043 0.00012 -0.00194 -0.00001 -0.00001 0.00000 E5 0.37477 -0.00518 0.00001 0.00002 0.00305 -0.00001 E6 0.34686 0.03283 -0.00005 -0.00012 , 0.00282 0.00008 E7 -0.01306 0.41338 -0.00062 -0.00153 -0.00011 0.00004 E8 0.00173 0.39324 -0.00059 -0.00145 0.00001 -0.00001 32 D '-0.00256 -0.00101 -0.01189 -0.00008 -0.00003 -0.00000 Lp -0.00236 -0.00090 -0.00789 -0.00009 -0.00002 -0.00000 R1 -0.00051 0.00012 -0.00196 0.00001 -0.00001 0.00000 E5 0.37813 -0.00518 -0.00001 0.00002 0.00308 -0.00001 E6 0.32519 0.03283 0.00004 -0.00012 0.00266 0.00008 E7 -0.02472 0.41338 0.00052 -0.00154 -0.00021 0.00004 E8 0.00334 0.39324 0.00049 -0.00146 0.00001 400001 33 D -0.00244 -0.00101 -0.00883 0.00057 -0.00003 -0.00000 Lp -0.00215 -0.00090 -0.00548 0.00060 -0.00002 -0.00000 Rfp -0.00059 0.00012 -0.00148 -0.00005 -0.00001 0.00000 E5 0.38149 -0.00518 0.00005 0.00003 0.00311 -0.00001 E6 , 0.30353 0.03283 -0.00022 -0.00017 0.00249 0.00008 E7 -0.03637 0.41338 -0.00292 -0.00224 -0.00031 0.00004 E8 0.00494 0.39324 -0.00278 -0.00213 ' 0:00002 ' -0.00001 12/16/04 10:02:42 Steel Code: UBC1 1.00 Yk .r¼t-4 - LOAD CASE DEFINITIONS: D DeadLoad LP PosLiveLoad Rfp PosRoofLiveLoad E5 seisxdrfi E6 seisxdrft E7 seisydrft E8 seisydrft RESULTS: Location (ft): (77.667, 183.455) RAMUSER RAMUSER RAMUSER EQUBC97X+EDrft EQUBC97X-EDrft EQUBC97Y+EDrft EQUBC97Y-EDrft > 5ctf \-Th tL Story LdC Displacement x_ y in in P -0.0087 -0.0020 LP -0.0078 -0.0013 Rfj -0.001 0.0000 ES 0.9038 -0.0155 E6 . 0.0745 E7 -0.1107 0.9785 E8 0.0014 0.9307 D -0.0024 -0.0010 Lp -0.0020 -0.0009 RfD -0 0.0001 ES r 0.3834 -0.0053 E6 -Ø9 0.0333 E7 -0.0431 0.4136 E8 0.0059 0.3932 Story Drift Drift Ratio x y x y in ,in -0.0063 -0.0010 0.0000 0.0000 -0.0058 -0.0004 0.0000 0.0000 -0.0013 -0.0001 0.0000 0.0000 0.5203 -0.0103 0.0027 0.0001 0.4014 0.0412 0.0021 0.0002 -0.0676 0.5648 0.0004 0.0029 -0.0044 0.5375 0.0000 0.0028 -0.0024 -0.0010 0.0000 0.0000 -0.0020 40009 0.0000 0.0000 -0.0006 0.0001 0.0000 0.0000 0.3834 -0.0053 0.0023 0.0000 0.2910 0.0333 0.0017 0.0002 -0.0431 0.4136 0.0003 0.0025 0.0059 0.3932 0.0000 0.0023 roof second Drift I I t' RAM Frame v8.1 RAM DataBase: pointeA Building Code: UBC1 CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: Diaphragm: Rigid Ground Level: Base Drift RAM Frame v8.1 DataBase: pointeA Building Code: UBC1 CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base 12/16/04 10:02:42 Steel Code: UBC1 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER LP PosLiveLoad RAMUSER Rfp PosRoofLiveLoad RAMUSER E5 seisxdrft EQUBC97X_+EDrft E6 seisxdrft EQUBC97_X_-E_Drft E7 seisydrfi EQUBC97_Y_+E_Drfi E8 seisydrft EQUBC97_Y_-E_Drft RESULTS: Location (ft): (24.438, -0.000) Story LdC Displacement Story Drift Drift Ratio x y x y x y in in in in roof D -0.0083 -0.0021 -0.0050 -0.0013 0.0000 0.0000 LP -0.0077 -0.0013 -0.0041 -0.0009 0.0000 0.0000 Rfp -0.0014 -0.0001 -0.0014 -0.0001 0.0000 0.0000 ES 0.82 ~65 0.0061 . 0.0039 0.0025 0.0000 E6 .05 -0.0299 0.5954 -0.0151 0.0031 0.0001 E7 . 0.9126 . 705 0.5248 0.0004 0.0027 E8 -0.0017 0.9316 0.0047 0.5349 0.0000 0.0028 second D -0.0033 -0.0007 -0.0033 -0.0007 0.0000 0.0000 LP -0.0037 -0.0004 -0.0037 -0.0004 0.0000 0.0000 Rfp -0.0000 -0.0001 -0.0000 -0.0001 0.0000 0.0000 ES 0.0022 0.3578 0.0022 0.0021 0.0000 E6 !P60 -0.0147 0.4566 -0.0147 0.0027 0.0001 E7 0.3878 0.0460 0.3878 0.0003 0.0023 E8 -0.0064 0.3968 -0.0064 0.3968 0.0000 0.0024 Load Combinations KIM RAM Frame v8.1 NTEPIKNAi DataBase: pointeA LOAD COMBINATION CRITERIA: Roof Live Load: Reducible Omega 2.800 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAIVIUSER El seisx EQUBC97X+EF E2 seisx EQUBC97_X_-EF E3 seisy EQUBC97Y+EF E4 seisy EQUBC97_Y_-E_F LOAD COMBINATIONS: UBC 97 LRFD 1 * 1.200D+2.800E1 2 * 1.200 D + 2.800 E2 3 * 1.200 D + 2.800 E3 4 * 1.200 D + 2.800 E4 5 * 1.200D-2.800E1 6 * 1.200D-2.800E2 7 * 1.200D-2.800E3 8 * 1.200D-2.800E4 9 * 1.200D+0.500Lp±2.800E1 10 * 1.200 D + 0.500 Lp + 2.800 E2 11 * 1.200 D + 0.500 Lp + 2.800 E3 12 * 1.200 D + 0.500 Lp + 2.800 E4 13 * 1.200D ± 0.500 Lp - 2.800 El 14 * 1.200D+0.500Lp-2.800E2 15 * 1.200D+0.500Lp-2.800E3 16 *• 1.200 D + 0.500 Lp - 2.800 E4 17 * 0.900D+2.800El. 18 * 0.900D+2.800E2 19 * 0900D+2.800E3 20 * 0.900D+2.800E4 21 * 0.900D-2.800E1 22 * 0.900D-2.800E2 23 * 0.900D-2.800E3 24 *. 0.900 D - 2.800 E4 12/16/04 10:10:09 * = Load combination currently selected to use Seismic Provisions Member Code Check I RAM Frame v8.1 * I RAM I DataBase: pointeA . 12/16/04 10:10:09 INTEA1riAd Building Code: UBC1 Steel Code: UBC 1997 -LRFD Column Parameters • Story: roof Frame No: 1A Member No: 19 Fy (ksi): 50.00 'Size: W12X120 . Frame Type: Special Moment Resisting Frame . Criteria I Perform FEMA 350 Seismic Zone N ,. Importance factor = 1.00 6.1 Column Strength,--- OK Compression: Max Pu/4Pn = 0.02 <0.5 No Check Req'd I - Tension: Max Pu/4Pn = 0.00 <0.5 No Check Req'd 6.2 Column Splices, • . - I . Load Combination ' - Compression: 1.200D + 0.500Lp - 2.800 E2 Force(kip) 32.02 Tension: 0.900 D + 2.800 E2 - 10.05 I 8.4 Beam and Column Limitations --- OK Flange b/tf= 5.54 Limit = 7.35 OK - - Webh/tw=: 13.66 Limit= 71.95 OK 8.7b Unrestrained Joint --- OK , Joint Above Column is Restrained - Joint Below Column is Restrained • . 1 • • • .• I I I r I Seismic Provisions Member Code Check I I 1 RAM Frame v8.1 Page 2/24 RAM DataBase:pointeA . . . .. ., 12/16/0410:10:09 Building I Code: UBC1 Steel Code: UBC 1997 - LRFD Column Parameters Story: roof Frame No: 'I Member No: 23 I .Fy (ksi): 50.00 Size: W12X120 Frame Type Special Moment Resisting Frame Criteria . .. . . I . PerfórmFEMA350 . . ...... ., ., Seismic Zone IV I Importance factor = 1.00 1 6 Coiumn Strength ' Compression Max PuJPn = 002 <05 No Check Req'd Tension No tension on column 6.2 Column Splices . . . .. . . . . . I Load Combination Force(kip) Compression 1.200 D + 1.600 Rfp 20.77 Tension No tension on column 84 Beam and Column Limitations --- OK Flange b/tf= 5.54. Limit = 7.35 OK I Web h/tw = 13.66 Limit = 72.06 OK 8.7b Unrestrained Joint --- OK . . . . .. . . Joint Above Column is Restrained I Joint Below Column is Restrained I I I I Seismic Provisions Member Code Check I RAM Frame v8.1 Page 3/24 I RAM DataBase: pointeA 12/16/04 10:10:09 Building Code: UBC1 Steel Code: UBC 1997 - LRFD I Column Parameters Story: roof Frame No: 1 Member No: 35 I Fy (ksi): 50.00 Size: W12X120 Frame Type: Special Moment Resisting Frame Criteria I Perform FEMA 350 Seismic Zone N I Importance factor = 1.00 . 6.1 Column Strength OK Compression: Max Pu/Pn = 0.02 <0.5 No Check Req'd I Tension. Max PuJ4Pn = 0.00 <0.5 No -Check Req'd 6.2 Column Splices I . Load Combination . Force(kip) Compression: . 1.200D+0.500Lp+2.800E2 31.27 Tension. 0.900 D - 2.800 E2 . 10.61 8.4 Beam and Column Limitations --- OK Flange b/tf= 5.54 Limit = . .. . 7.35 OK I Webhltw= 13.66 Limit = 72.01 OK 8.7b Unrestrained Joint --- OK Joint Above Column is Restrained I Joint Below Column is Restrained . I. I, 1 I I ,.. I . . .. , I, . . Seismic Provisions Member Code Check I \' RAM Frame v8.1 Page 4/24 RAM DataBase: pointeA 12/16/04 10:10:09 Building Code: UBC1 Steel Code: UBC 1997 - LRFD Beam Parameters Story: roof Frame No: 1 Member No: 73 Fy (ksi): 50.00 Size: W18X50 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 Reduced Beam Section (RBS) Bending Check --- OK. End! End Distance column Flange to middle RBS (in) 10.50 10.50 Max Moment at RBS (kip-ft) -116.53 -109.57 Load Combination Number 11 15 Reduced plasticmodulus -Zrbs (in 3 ) 71.19 71.19 Mu / 0.9 Zrbs Fy 0.44 0.41 OK OK 8.4 Beam and Column Limitations --- OK' FEMA 350 - 2.9.4. For calculation of web limit: Pu (kip) = 0.00 4Py (kip) = 661.50 Flange b/tf= 5.08 Limit= 7.35 OK Web h/tw = 45.23 Limit = 73.54 OK 8.8 Lateral Support of Beams --- OK FEMA 350 - 2.9.5. Max Lu (in) = 73.08 Lu Limit = 82.58 OK p Seismic Provisions Member Code Check I RAM Frame v8. \ 1 : Page 5/24 RAM DataBase:pointeA ;.. 12/16/04 10:10:09 INr€B)NAt Building Code: UBC1 Steel Code: UBC 1997- LRFD Beam Parameters. Story: roof Frame No: 1 Member No: 90 Fy(ksi): 50.00 Size:W18X50 Frame Type: Special Moment Resisting Frame Criteria . Perform FEMA350 Seismic Zone W Importance factor ='1.00 - Reduced Beam Section (RBS) Bending Check -- OK End! End Distance column Flange to middle RBS(in) 10.50 10.50 Max Moment at RBS (kip-ft) -117.18 -124.06 Load Combination Number .11 7 Reduced plastic modulus -Zrbs (in 3 ) - 71.19 71.19 - Mu / 0.9 Zrbs Fy 0.44 0.46 OK OK 8.4 Beam and Column Limitations -- OK FEMA 350 - 2.9.4. - For calculation of web limit: Pu (kip) = 0.00 Flange b/tf= 5.08 Limit = Web h/tw = 45.23 Limit = 8.8 Lateral Support of Beams NG - FEMA 350 -.2.9.5. Max Lu (in) = 86.52 Lu Limit = 4Py(kip)= 661.50 7.35 OK 73.54 OK . 82.58 NG I Jun11 Seismic Provisions Member Code Check RAM Frame v8.1 Page 6/24 I . PAM DataBase:pointèA . . . 12/16/04 10:10:09 INWTE Building Code: UBC1 0 Steel Code: UBC 1997 - LRFD I Column Parameters •0 Story: second Frame No: 1 Member No: 19 I Fy(ksi): 50.00 Size: W12X120 Frame Type: Special Moment Resisting Frame I . Criteria . Perform FEMA 350 Seismic Zone IV I . Importance factor = .1.00 6.1 Column Strength --- OK Compression: : Max Pu/4Pn = 0.06 <0.5 No Check Req'd . I Tension: Max Pu/4Pn = 0.00 <0.5 No Check Req'd 6.2 Column Splices . . I . Load Combination . Force(kip) Compression: 1.200 D + 0.500 Lp - 2.800 E2 101.30 Tension: 0.900D + 2.800 E2 . . . . 32.88 1 8.4 Beam and Column Limitations --- OK Flange b/tf= 5.54 Limit = 7.35 OK I Web h/tw 13.66 Limit = 68.45 OK 8.7b Unrestrained Joint -- OK . 0 Joint Above Column is Restrained 1 Joint Below Column is Restrained 0 I . I .. ..:.. 0 '0 ... 1 0 0 0 0 .0 , 0• , 1 0 '" 0 •0 0 S 0 I. 0• 0 Seismic Provisions Member Code Check FiI RAM Frame v8.1 Page 7/24 RAM DataBase: pointeA 12/16/04 10:10:09 NTEA]ONA& Building Code: UBC1 Steel Code: UBC 1997 - LRFD Code: - Column Parameters Story: second Frame No: 1 Member No: 23 Fy (ksi): 50.00 Size: W12X120 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 6.1 Column Strength --- OK Compression: Max Pu/4Pn = 0.05 <0.5 No Check Req'd Tension: No tension on column 6.2 Column Splices Load Combination Force(kip) Compression: 1.200 D + 1.600 Lp + 0.500 Rfp 62.51 Tension: No tension on column 8.4 Beam and Column Limitations --- OK Flange b/tf= 5.54 Limit = 7.35 OK Web hltw= 13.66 Limit= 69.08 OK 8.7b Unrestrained Joint --- OK Joint Above Column is Restrained Joint Below Column is Restrained I Seismic Provisions Member Code Check I RAM Frame v8.1 Page 8/24 I RAM DataBase: pointeA 12/16/04 10:10:09 Building Code: UBC1 Steel Code: UBC 1997 - LRFD I Column Parameters Story: second Frame No: 1 Member No: 35 Fy (ksi): 50.00 Size: W12X120 I Frame Type: Special Moment Resisting Frame Criteria I Perform FEMA 350 Seismic Zone W Importance factor = 1.00 6.1 Column Strength --- OK Compression: Max 0.06 <0.5 No Check Req'd I Tension: Max Pu 4Pn = 0.00 <0.5No Check Req'd 6.2 Column Splices. Load Combination Force(kip) Compression: 1.200 D.± 0.500 Lp + 2.800 E2 I 98.07 Tension: 0.900D - 2.800 E2 34.88 I. 8.4 Beam and Column Limitations --- OK Flange b/tf= 5.54 Limit 7.35 OK Web h/tw = 13.66 Limit = 68.69 OK 8.7b Unrestrained Joint --- OK Joint Above Column is Restrained Joint Below Column is Restrained I I I I 1 I I I Seismic Provisions Member Code Check Fi1 RAM Frame v8.1 Page 9/24 RAM DataBase:pointeA 12/16/04 10:10:09 INTEAT3JA Building Code: UBC1 Steel Code: UBC 1997 - LRFD Beam Parameters Story: second. Frame No: 1 Member No: 83 Fy (ksi): 50.00 Size: W21X62 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone N Importance factor = 1.00 Reduced Beam Section (RBS) Bending Check--- OK End 11 End Distance column Flange to middle RBS (in) 12.00 12.00 Max Moment at RBS (kip-ft) ' -230.46 -224.88 Load Combination Number ' 11 7 Reduced plastic modulus - Zrbs (in 3) 101.37 101.37 Mu / 0.9 Zrbs Fy ' 0.61 0.59 OK OK 8.4 Beam and Column Limitations --- OK FEMA 350 - 2.9.4. For calculation of web limit: Pu (kip) = 0.00 4Py (kip) 823.50 Flange b/tf= 5.12 Limit = 7.35 OK. Web h/tw = 46.90 'Limit = 73.54 OK 8.8 Lateral Support of Beams --- NG FEMA 350 - 2.9.5. Max Lu (in) = 97.44 Lu Limit = 88.63 ' NG U I Seismic Provisions Member Code Check RAM Frame v8.1 Page 10/24 I RAMI DataBase: pointeA . 12/16/04 10:10:09 .4TE'wr,d Building Code: UBC1 Steel Code UBç 1997 - LRFD I Beam Parameters 0 Story: second Frame No: 1 Member No: 105 (ksi): 50.00 Size: W21X62 I Fy Frame Type: Special Moment Resisting Frame Criteria ' Perform FEMA 350 Seismic Zone IV I Importance factor = 1.00 Reduced Beam Section (RBS) Bending Check --- OK End End I Distance column Flange to middle RBS (in) 12.00 12.00 Max Moment at RBS (kip-ft) , 254.50 -269.67 Load Combination Number 11 7 I . Reduced plastic modulus - Zrbs (in 3) 101.37 101.37 Mu! 0.9.Zrbs Fy 0.67 0.71 * I . OK OK - 8.4 Beam and Column Limitations --- OK FEMA 350 - 2.9.4. I For calculation, of web limit: Pu (kip) = 0.00 4Py (kip) 823.50 Flange b/tf= 3.12 Limit = 7.35 OK Web h/tw= 46.90 Limit 73.54 OK I 8.8 Lateral Support of Beams --- OK FEMA 350 - 2.9.5. 0 0 Max Lu (in) = 86.52 Lu Limit = I •0 • I I -. I I 0. 88.63 OK - . 0 0 0 . I Seismic Provisions Member Code Check I \ RAM Frame v8.1 Page 11/24 I . RAM DataBase.: pointeA . 12/16/04 10:10:09 INTEAI0NA1 Building Code: UBC1 Steel Code: UBC 1997- LRFD I Column Parameters Story: roof - Frame.No: 4 Member No: 3 Fy (ksi): 50.00 Size: W12X106 .. .I Frame Type: Special Moment Resisting Frame . Criteria . I Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 I 6.1 Column Strength OK Compression. Max PuJ4Pn = 0.03 <0.5 No Check Req'd I Tension No tension on column 6.2 Column Splices Load Combination Force(lup) I Compression: 1.200 D + 0.500 Lp - 2.800 E4 37.58 Tension: 0.900 D + 2.800 E4 3.73 8.4 Beam and Column Limitations --- OR Flange b/tf= 6.16 Limit .. 7.35 OK Web hltw 15.93 Limit = 71.09. OK 8.7b Unrestrained Joint -- OK . Joint Above Column is Restrained I Joint Below Column is Restrained I I I I I I I I Seismic Provisions Member Code Check I RAM Frame v8.1 Page 12/24 RAM DataBase: pointeA 12/16/0410:10:.09 INTEATfl'I Building code: UBC1 Steel Code: UBC 1997 - LRFD Column Parameters Story: roof Frame No: 4 Member No: 4 Fy (ksi): 50.00 Size: W12X106 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 6.1 Column Strength --- OK Compression. Max Pu/4Pn = 0.03 <0.5 No Check Req'd Tension: No tension on column 6.2 Column Splices Load Combination Force(kip) Compression: 1.200D+1.600Rfp 32.78 Tension: No tension on column 8.4 Beam and Column Limitations --- OK Flange b/tf= 6.16 Limit = 7.35' OK Web httw= 15.93 Limit = 70.89 OK 8.7b Unrestrained Joint --- OK Joint Above Column is Restrained Joint Below Column is Restrained Seismic Provisions Member Code Check FiI RAM Frame v8.1 : • Page 13/24 I RAM DataBase:pointeA 12/16/0410:10:09 Building Code UBC1 Steel Code UBC 1997 - LRFD Column Parameters Story: roof Frame No: 4 Member No: 5 Fy (ksi): 50.00 Size: W12X106 * I Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV U Importance factor = 1.00 6.1 Column Strength --- OK Compression: Max PuJ4Pn =. 0.03 <0.5 No Check Req'd I Tension: No tension on column . 6.2 Column Splices I . Load Combination . Force(kip) Compression: 1.200 D + 1.600 Rfp . 32.79 Tension: No tension on column. . I 8.4 Beam and Column Limitations -- OK Flange b/tf= 6.16 Limit = • 7.35 OK Web h/tw= 15.93 Limit= 70.89. OK 8.7b Unrestrained Joint --- OK Joint Above Column is Restrained . Joint Below Column is Restrained I I I I i I I I Seismic Provisions Member Code Check I RAM Frame v8.1 Page 14/24 I RAM DataBase: poinleA ' ' 12/16/04 10:10:09 nEATEI Building Code: UBC1 Steel code: UBC 1997 - LRFD I Column Parameters Story: roof Frame No: 4 Member NO: 6 I Fy(ksi): 50.00 Size: W12X106' Frame Type: Special Moment Resisting Frame I Criteria Perform FEMA 350 Seismic Zone IV I Importance factor = 1.00 6.1 Column Strength ---'OK Compression: Max Pu/Pn = 0.03 <'0.5 No Check Reqd Tension: No' tension on column 6.2 Column Splices I Load Combination Force(kip) compression: 1.200 D + 0.500 Lp + 2.800 E4 ' ' 37.80 Tension. 0.900 D - 2.800 E4 3.55 I 8.4 Beam and Column Limitations --- OK Flange b/tf= 6.16 ' Limit = 7.35 OK I ' Web hltw= 15.93 Limit= 71.06 : OK 8.7b Unrestrained Joint --- OK Joint Above Column is Restrained I Joint Below Column is Restrained 1 Seismic Provisions Member Code Check I RAM Frame Al Page 15/24 RAM DataBase: pointeA 12/16/04 10:10:09 INTEAT& Building Code: UBC1 Steel Code: UBC 1997- LRFD Beam Parameters Story: roof Frame No: 4 Member No: 9 Fy(ksi): 50.00 Size: W18X50 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 Reduced Beam Section (RBS) Bending Check --- OK End 1, End Distance column Flange to middle RBS (in) 10.50 10.50 Max Moment atRBS(kip-fi) -119.11 -113.75 Load Combination Number 13 17 Reduced plastic modulus - Zrbs (in 3) 71.19 71.19 Mu / 0.9 Zrbs Fy 0.45 0.43 • o a fl 1 • OK OK --- --- o.'. neam and t..oiumn iniirauons uis. FEMA 350 - 2.9.4. For calculation of web limit: Pu (kip) = 0.00 Flange b/tf= 5.08 Limit = Web h/tw = 45.23 Limit = 8.8 Lateral Support of Beams --- NG FEMA 350 - 2.9.5. 4Py(kip)= 661.50 7.35 OK 73.54 OK Max Lu(in)= 288.00 LuLimit= 82.58,. NG Seismic Provisions Member Code Check RAM Frame v8.1 Page 16/24 DataBase: pointeA 12/16/04 10:10:09 Building Code: UBC1 Steel Code: UBC 1997 - LRFD Beam Parameters Story: roof Frame No: 4 Member No: 13 Fy (ksi): 50.00 Size: W18X50 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone W Importance factor 1.00 Reduced Beam Section (RBS) Bending Check --- OK • End End Distance column Flange to middle RBS (in) 10.50 10.50 Max Moment at RBS (kip-ft) -102.87 -102.55 Load Combination Number 21 17 Reduced plastic modulus - Zrbs (in 3) 71.19 71.19 Mu/0.9ZrbsFy 0.39 0.38 OK OK 8.4 Beam and Column Limitations --- OK FEMA 350 - 2.9.4. For calculation of web limit: Pu (kip) = 0.00 Flange b/tf= 5.08 Limit = Web h/tw = 45.23 Limit = 8.8 Lateral Support of Beams --- NG FEMA 350 - 2.9.5. Max Lu (in) = 288.00 • Lu Limit = Py(kip) 661.50 7.35 OK 73.54 • OK 82.58 NG I I Seismic Provisions Member Code Check I RAM Frame v8.1 Page 17/24 RAM DataBase pointeA 12/16/04 10:10:09 Building Code UBC1 Steel Code UBC 1997 - LRFD Beam Parameters Story: roof Frame No: 4 Member No: 17 Fy(ksi): 50.00 . Size:W18X50. , Frame Type Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone W Importance factor = 1.00 Reduced Beam Section (RBS) Bending Check --- OK End! End Distance column Flange to middle RBS (in) 10.50 10.50. Max Moment atRBSkip-ft) -114.15 -118.51 Load Combination Number 21 9 Reducedplasticmodulus - Zrbs(iii) - 71.19 71.19 Mu / 0.9 ZrbsFy 0.43 0.44 OK OK 8.4 Beam and Column Limitations --- OK • FEMA 35O-294 For calculation of web limit: Pu (kip) = 0.00 Py.(kip) = 661.50 Flange b/tf= 5.08 Limit = . 7.35 OK Web h/tw = 45.23 Limit = 73.54 OK 8.8 Lateral Support of Beams -- NG . FEMA 350 - 2.9.5. Max Lu (in) = 288.00 Lu Limit = 82.58 NG MY] I Seismic Provisions Member Code Check I RAM Frame v8. 1 Page 18/24 DataBase: pointeA 12/16/04 10:10:09 ,Building Code: UBC1 Steel Code: UBC 1997 - LRFD Column Parameters Story: second Frame No: 4 Member No: 3 Fy(ksi): 50.00 Size: W12X106 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 6.1 Column Strength -OK Compression: Max PuJ4Pn = 0.10 <0.5 No Check Req'd Tension: No tension on column 6.2 Column Splices Load Combination Force(kip) Compression: 1.200 D + 0.500 Lp - 2.800 E4 132.83 Tension: 0.900 D + 2.800 E4 6.27 8.4 Beam and Column Limitations --- OK Flange b/tf= 6.16 Limit 7.1 35 OK Web h/tw = 15.93 Limit = 64.61 OK 8.7b Unrestrained Joint --- OK Joint Above Column is Restrained Joint Below Column is Restrained ' i Seismic Provisions Member Code Check RAM Frame v8.1 Page 19/24 RAM DataBase:pointeA . 12/16/04 10:10:09 Building Code: UBC1 Steel Code: UBC 1997 - LRFD Column Parameters Story: second Frame No: 4 Member No: 4 Fy(ksi): 50.00 Size:. W12X106 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 6.1 Column Strength --- OK Compression: Max Pu/Pn = 0.11 <0.5 No Check Req'd Tension: No tension on column 6.2 Column Splices Load Combination Force(kip) Compression: 1.200 D + 1.600 Lp + 0.500 Rfp 118.33 Tension: No tension on column 8.4 Beam and Column Limitations --- OK Flange b/tf= 6.16 Limit = 7.35 OK Web h/tw 15.93 Limit = 63.99 OK 8.7b Unrestrained Joint --- OK . Joint Above Column is Restrained Joint Below Column is Restrained ii Seismic Provisions Member Code Check I . I RAM Frame• v8.1 Page 20/24 RAM DataBase: pointeA 12/16/04 10:10:09 U Building Code: UBC1 Steel Code: UBC 1997 - LRFD Column Parameters Story: second Frame No: 4 Member No: 5 I Fy (ksi): 50.00 Size: W12X106 Frame Type: Special Moment. Resisting Frame U Criteria Perform FEMA 350. Seismic Zone P1 U Importance factor = 1.00 6.1 Column Strength --- OK U Compression: Max PuhtPn = 0.11 <0.5 No Check Req'd Tension: No tension on column 62 Column Splices - . .. U . Load Combination . Force(kip) Compression: •1.200D+1.600 Li) +0.500Rfj 118.37, Tension: No tension on column I 8.4 Beam and Column Limitations --- OK Flange b/tf= 6.16 Limit = 7.35 OK U Web hltw = 15.93 Limit = 63.99 OK 8.7b Unrestrained Joint --- OK Joint Above Column is Restrained Joint Below Column is Restrained U I.. I U -• I .. I-. I . Seismic Provisions Member Code Check I V RAM Frame v8.1 .. 0 Page 21/24 I RAM DataBase pointeA 12/16/04 10:10:09 Building Code: UBC1 SteelCode: UBC 1997 - LRFD I Column Parameters Story: second Frame No: 4 Member No: 6 I Fy(ksi): 50.00 ' Size: W12X106 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 0 - Seismic Zone IV I Importance factor = 1.00 6.1 Column Strength --- OK Compression: Max Pu/4Pn = 0.10 <0.5 No Check Req'd Tension: No tension on column 0 62 Column Splices I : Load Combination Force(kip) Compression. 1.200 D 0.500 Lp + 2.800 E4 : 133.62 Tension: 0.900 D- 2.800 E4 5.73 8.4 Beam and Column Limitations -- OK : Flange b/tf= 6.16 : Limit = 0 7.35 OK Web h/tw = 15.93 Limit = 64.53 OK 8.7b Unrestrained Joint --- OK - 0 Joint Above Column is Restrained Joint Below Column is Restrained 0 I 0'• I I 0 •0 I 0 0 0 I. I H 0 I •00 0. Seismic Provisions Member Code Check FiI RAM Frame v8.1 Page 22/24 RAM DataBase: pointeA 12/16/04 10:10:09 Building Code: UBC1 Steel Code: UBC 1997 - LRFD Beam Parameters Story: second Frame No: 4 Member No: 11 Fy(ksi): 50.00 Size: W21X62 Frame Type; Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 Reduced Beam Section (RBS) Bending Check --- OK End! End Distance column' Flange to middle RBS (in) 12.00 12.00 Max Moment atRBS (kip-ft) -250.78 -261.57 Load Combination Number 13 9 Reduced plastic modulus - Zrbs (in 3) 101.37 101.37 Mu / 0.9 Zrbs Fy 0.66 0.69 OK OK. 8.4 Beam and Column Limitations --- OK FEMA 350 - 2.9.4. For calculation of web limit: Pu (kip) 0.00 OPy (kip) = 823.50 Flange b/tf= 5.12 Limit = 7.35 OK Web h/tw = 46.90. Limit = 73.54 OK 8.8 Lateral Support of Beams --- NG FEMA 350 - 2.9.5. . Max Lu(in)= 288.00 LuLimit= 88.63 NG -.1 Seismic Provisions Member Code Check Nil UM RAM Frame v8.1 Page 23/24 DataBase:pointeA 12/16/04 10:10:09 INTE'WrtI1 Building Code: UBC1 Steel Code: UBC 1997 - LRFD Beam Parameters Story: second Frame No: 4 Member No: 16 Fy (ksi) 50.00 Size: W21X62 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 Reduced Beam Section (RBS) Bending Check --- OK End! End Distance column Flange to middle RBS (in) 12.00 12.00 Max Moment at RBS (kip-ft) -235.54 -234.97 Load Combination Number 13 9 Reduced plastic modulus - Zrbs (in 3) 101.37 '101.37 Mu / 0.9 Zrbs Fy 0.62 0.62 OK OK 8.4 Beam and Column Limitations -- OK FEMA 350 - 2.9.4. For calculation of web limit: Pu (kip) = 0.00 4Py (kip) = 823.50 Flange b/tf= 5.12 Limit = 7.35 OK 'Web h/tw = 46.90 Limit = 73.54 OK 8.8 Lateral Support of Beams --- NG FEMA 350 - 2.9.5. Max Lu(in)= 288.00 LuLimit= 88.63 NG F Seismic Provisions Member Code Check I \ RAM Frame v8.1 Page 24/24 RAM DataBase:pointeA 12/16/04 10:10:09 Building Code: UBC 1 Steel Code: UBC 1997 - LRFD Beam Parameters Story: second Frame No: 4 Member No: 21 Fy (ksi): 50.00 Size: W21X62 Frame Type: Special Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV Importance factor = 1.00 Reduced Beam Section (RBS) Bending Check --- OK End! End Distance column Flange to middle RBS (in) 12.00 12.00 Max Moment at RBS (kip-ft) -262.23 -250.03 Load Combination Number 13 9 Reduced plastic modulus - Zrbs (in 3) 101.37 101.37 Mu / 0.9 Zrbs Fy 0.69 0.66 OK OK 8.4 Beam and Column Limitations --- OK FEMA 350 - 2.9.4. For calculation of web limit: Pu'(kip) = 000 4Py (kip) = 823.50 Flange b/tf= 5.12 Limit = 7.35 OK Web h/tw= 46.90 Limit= 73.54 OK 8.8 Lateral Support of Beams --- NG FEMA 350 -.2.9.5. Max Lu(m)= 288.00 LuLimit= 88.63 NG 0011 Seismic Provisions Joint Code Check Summary I I t' RAM Frame v8.1 I RAM DataBase: pointeA IN1EA]XNA1 Building Code: UBC1 12/16/04 10:10:09 Steel Code: UBC 1997 - LRFD I Frame #1: Story:roof Joint: 7 Type: Special Moment Resisting Frame Size:W12X120 Fy (ksi): 50.00 I 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK I 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK I 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- OK I Story:roof Joint: 11 Type: Special Moment Resisting Frame Size:W12X120 Fy (ksi): 50.00 8.2. Beam-to-Column Joints I 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK With Web Plate / Stiffeners 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners I 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- OK Story:roof Joint: 17 Type: Special Moment Resisting Frame Size:W12X120 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBSDesignProcedure --- OK 8.7a Restrained Connection --- OK Story:second Joint: 24 Type: Special Moment Resisting Frame Size:W12X120 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness •--- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- OK Story:second Joint: 28 Type: Special Moment Resisting Frame Size:W12X120 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK With Web Plate / Stiffeners 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- 01K Seismic Provisions Joint Code Check Summary I \ RAM Frame v8.1 Page 2/4 RAM DataBase: pointeA .12/16/04 10:10:09 Building Code: UBC1 Steel Code: UBC 1997 - LRFD 8.5 Continuity Plates OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- OK Story:second Joint: 34 Type: Special Moment Resisting Frame Size:W12X120 Fy(ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Colunm Connections - Strength --- OK 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- OK I IVlriJ Seismic Provisions Joint Code Check Summary 11 I' RAM Frame v8.1 I RAM DataBase: pointeA Building Code: UBC1 Page 3/4 12/16/04 10:10:09 Steel Code: UBC 1997 - LRFD Frame #4: Story:roof Joint: 1 Type: Special Moment Resisting Frame Size:W12X106 Fy (ksi): 50.00 8.2; Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- NG Story:roof Joint: 2 Type: Special Moment Resisting Frame Size:W12X106 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK With Web Plate / Stiffeners 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK 8.5 Continuity Plates -- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- NG Story:roof Joint: 3 Type: Special Moment Resisting Frame Size:W12X106 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK With Web Plate / Stiffeners 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio ---OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- NG Story:roof Joint: 4 Type: Special Moment Resisting Frame Size:W12X106 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- NG Story:second Joint: 18 Type: Special Moment Resisting Frame Size:W12X106 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK With Web Plate / Stiffeners 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK I Seismic Provisions Joint Code Check Summary I V RAM Frame v8.1 Page 4/4 I RAM DataBase: pointeA 12/16/04 10:10:09 Building Code: UBC1 Steel Code: UBC 1997 - LRFD I 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- OK Story:second Joint: 19 Type: Special Moment Resisting Frame Size:W12X106 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Colunm Connections - Strength --- OK With Web Plate / Stiffeners 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection -- NG Story:second Joint: 20 Type: Special Moment Resisting Frame Size:W12X106 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK With Web Plate / Stiffeners 8.3.b. Panel Zone of Beamto-Column Connections - Thickness --- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure --- OK 8.7a Restrained Connection --- NG Story:second Joint: 21 Type: Special Moment Resisting Frame Size:W12X106 Fy (ksi): 50.00 8.2. Beam-to-Column Joints 8.3.a. Panel Zone of Beam-to-Column Connections - Strength --- OK With Web Plate / Stiffeners 8.3.b. Panel Zone of Beam-to-Column Connections - Thickness --- OK 8.5 Continuity Plates --- OK With Web Plate / Stiffeners 8.6 Strength Ratio --- OK 3.5.5.1 RBS Design Procedure--- OK 8.7a Restrained Connection --- OK I NorCal Engineering Soils and Geotechnical Consultants I 10641 Flumbolt Street Los Alamitos, CA 90720 (562) 79979469 Fax (562) 799-9459 I November 5, 2001 Project Number 9623-01 I Lanikai Management Corporation 1815 Aston, Suite 106 Carlsbad, California 92008 I Attn.: Mr. Larry Jett I RE Geotechnical Engineering Investigation - Proposed Office Development (±14 Acre Parcel) - Located East of 1815 Aston Avenue, in the City of I Carlsbad, California I Dear Mr. Jell: . I Pursuant to your request, this firm has performed a Geotechnical Engineering Investigation for the proposed commercial development at the above referenced project. I The purpose of this investigation is to evaluate the subsurface conditions of the subject site and to provide recommendations for the proposed self storage development ' ' The scope of work included the following: 1) site reconnaissance; 2) subsurface I .geotechnical exploration and sampling; 3) laboratory testing; 4) engineering analysis of field and laboratory data; and 5) preparation of a geotechnical engineering report. It is I. . the opinion of this firm' that the proposed development is feasible from a geotechnical standpoint provided that the recommendations presented in this report are,, followed in the design and konstruction of the project I N 4 I November 5, 2001 Project Number 9623-01 Page 1.0 Project Description It is proposed to construct an office development as shown on the site plan Other improvements will consist of property line; screen walls, concrete and asphaltic pavement and landscaping The buildings will be supported by a conventional slab-on- grade foundation system with perimeter-spread footings and isolated interior footings It is assumed that the proposed grading for the development will include minor cut and fill procedures. Final building plans shall be reviewed by this firm prior to submittal for city approval to determine the need for any additional study and revised recommendations pertinent to the proposed development if necessary. 9.0 Site Description The approximately 14 acre subject site consists of an irregular shaped parcel located easterly of College Avenue and southerly of Aston Avenue, in the city of Carlsbad The parcel is elongated in a east to west direction with topography of the property descending from West to east. The property is currently undeveloped land which contains minor scattered debris and small stockpiles of fill, concrete and debris in the southeasterly portion Outcroppings of bedrock are located throughout the site Moderate to heavy vegetation was noted throughout the parcel. I 3.0 Site Exploration The investigation consisted of the placement of seven (7) subsurface exploratory I trenches by a backhoe to a maximum depth of 9 feet below current ground elevations The explorations were visually classified and logged by a field engineer and geologist I with locations of the subsurface explorations shown on the attached Site Plan. The depth of the excavation was limited due to the hardness of the bedrock. I The exploratory trenches revealed the existing earth materials to consist of a disturbed I top soil/fill and natural soil/bedrock. A detailed description of the subsurface conditions are listed on the excavation logs in Appendix A; November 5, 2001 Project Number 9623-01 Page - Disturbed Top/Fill Soils: A disturbed/fill soil classifying as a brow-h, silty CLAY to clayey SAND was encountered across the site to a depth of 6 inches. These soils were noted to be firm to medium dense and dry due to past weathering. Natural: An undisturbed native soil classifying as a brown, silty CLAY bedrock material was encountered beneath the upper surface soils. These native soils were. observed to be stiff to very hard and dry to moist. The high density of these soils limited the depths of our excavations. The overall engineering characteristics of the earth material were relatively Uniform with each excavation. No groundwater was encountered to the depth of our trenches and no caving occurred; however, the soils in portions of the site have contained water in the upper +2 feet during the rainy season. 4.0 Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, consolidation tests, and to determine in- place moisture/densities. These relatively undisturbed ring samples were obtained by. driving a thin-walled steel sampler lined with one inch long, brass rings with an inside diameter of 2.42 inches into the undisturbed soils. Bulk bag samples were obtained in the upper soils for expansion index tests and maximum density tests. Wall loadings on the order of 4,000 lbs./lin.ft. and maximum compression loads on the order of 100 kips were utilized for testing and design purposes. All test results are included in Appendix B, unless otherwise noted. 4.1 Field moisture content (ASTM:D' 2216) and the dry density of the ring samples were determined in the laboratory. This data is listed on the logs of explorations. 4.2 Maximum density tests (ASTM: 0-1557-00) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. / NorCal Engineering November 5, 2001 Project Number 9623-01 Page4 4.3 Expansion index tests in accordance with the Uniform Building Code Standard No. 29- 2 were performed on remolded samples of the upper soils. Results of these tests are provided on Table II. 4.4 Atterberg Limits (ASTM: 0 4318-84) consisting of liquid limit, plastic limit and plasticity index were performed on representative soil samples. Results are shown on Table Ill. 4.5 Sulfate tests to determine the potential corrosive effects of soils on concrete were performed in the laboratory. Test results are provided on Table IV. 4.6 Direct shear tests (ASTM: 0-3080) were performed on undisturbed and disturbed samples of the subsurface soils. The test is performed under saturated conditions at loads of 500 lbs.Isq.ft., 1,000 lbs.Isq.ft., and 2,000 lbs./sq.ft. with results shown on Plate A. 4.7 Consolidation tests (ASTM: D-2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plate B. 5.0 Seismiciti Evaluation There are no known active or potentially active faults trending toward or through the site. The proposed development lies outside of any Alquist Priolo Special Studies Zone and the potential for damage due to direct fault rupture is considered very remote. The site is located in an area. of high regional seismicity and a maximum credible horizontal ground acceleration of 0.43g may occur from a Magnitude 6.9 earthquake along the Rose Canyon fault zone, which is located approximately 6 miles away... : Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or greater distances to other faults. NorCal Engineering Distance to Fault Seismic Source Type Seismic. Coefficient = Ca Seismic Coefficient = Cv Near-Source Factor Na Near-Source Factor Nv 10 km B (0.44) Na (0.64) Nv 1.0. 1.0 November 5, 2001 Project Number 9623-01 Page The following earthquake design parameters are based upon the 1997 Uniform Building Code (UBC) for a Seismic Zone 4 with a Z factor of 0.40 and a Soil Profile Type of SD, a stiff soil profile. Rose Canyon 6.0 LiqUefaction Evaluation The site is expected to experience ground shaking and earthquake activity that is typical of Southern California area. It is during severe ground shaking that loose, granular soils below the groundwater table can liquefy. Our analysis indicates the potential for liquefaction at this site is considered .to be very low due to the near surface bedrock conditions at the subject site. Thus, the design of the proposed construction in conformance with the latest Building Code provisions for earthquake design is expected to provide mitigation of ground shaking hazards that are typical to Southern 'California. 7.0 Conclusions and Recommendations Based upon our evaluations, the proposed development is acceptable from a geotechnical engineering standpoint. By following the recommendations and guidelines set forth in our report, the structures will be safe from excessive settlements under the 'anticipated design loadings and conditions. The proposed development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent structures. . . .. . ... .. NorCal Engineering November 5, 2001 Project Number 9623-01 Páge6 The following recommendations are based upon geotechnical conditions encountered in our field investigation and laboratory data. Therefore, these surface and subsurface conditions could vary across the site. Variations in these conditions may not become evident until the commencement of grading operations and any unusual conditions which may be encountered in the course of the project development may require the need for additional study and revised recommendations. It is recommended that site inspections be performed by a representative of this firm during all grading and construction of the development to verify the findings and recommendations documented• in this report. The following sections present a discussion of geotechnical related requirements for specific design recommendations of different aspects of the project 7.1 Site Grading Recommendations Any vegetation shall be removed and hauled from proposed grading areas prior to the start of grading operations. Existing vegetation shall not be mixed or .disced into the soils. Any removed soils may be reutilized as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed. Grading operations shall be performed in accordance with the attached "Specifications for Placement of Compacted Fill". 7.1.1 Removal and Recompaction Recommendations All disturbed/low density soils (6 inches) shall be removed to competent native material, the exposed surface scarified to a depth of 12 inches, brought to within 2% of optimum moisture content and compacted to a minimum of 90% of the laboratory standard (ASTM: 0-1557.00) prior to placement of any additional compacted fill soils, foundations, slabs-on-grade and pavement. Grading shall extend a minimum of five horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater. Wet soil conditions may be encountered of the grading operations commerce during or immediately after the rainy season. Stabilization of wet areas may be necessary which may include the use of gravel, filter fabrics and track mounted equipment. NorCal Engineering I November 5, 2901 Project Number 9623-01 Pae7 It is possible that isolated areas of undiscovered full not described in this report are I present on site. If found, these areas should be treated as discussed earlier. A diligent search shall also be conducted during grading operations in an effort to uncover any I underground structures, irrigation or utility lines. If encountered, these structures and lines shall be either removed or properly abandoned prior to the proposed construction. Any imported fill material should be preferably soil similar to the upper soils encountered at the subject site. All soils shall be approved by this firm prior to importing at the site and will be subjected to additional laboratory testing to assure concurrence with the recommendations stated in this report. Care should be taken, to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. Adequate drainage away from the structures, pavement and slopes should be provided at all times. If placement of slabs-on-grade and pavement is not completed immediately upon completion. of. grading operations, additional testing and grading of the areas may be necessary prior to continuation of construction operations. Likewise, if adverse weather conditions occur which may damage the subgrade soils, additional assessment by the geotechnical engineer as to the suitability of the supporting soils may be needed. 7.1.2 Fill Blanket Recommendations . Due to the potential for 'differential settlement of foundations placed on compacted fill and the underlying bedrock, it is recommended that all foundations be underlain by a uniform compacted fill blanket at least three feet in thickness. This fill blanket shall extend à"minimum of five horizontal feet outside the edges of foundations or equidistant. to the depth of fill placed, whichever is greater. Some difficulty in the excavations of the bedrock may occur and ripping maybe, required prior, to the use of scrapers for transporting these soils. A seismic refraction study may be necessary to be performed by others to determine these conditions. 7 (L.a NorCal Engineering - 1 17.2 I I I I 1 November 5, 2001 Project Number 9623-01 Page 8 Shrinkage and Subsidence Results of our in-place density tests reveal that the soil shrinkage will be on the order of 5 to 10% due to excavation and recompaction, based upon the assumption that the fill is compacted to 92% of the maximum dry density per ASTM standards. Subsidence should be less than 0.1 feet due to earthwork operations. The volume change does not include any allowance• for vegetation or organic stripping, removal of subsurface improvements or topographic approximations. Although these values are only approximate, they represent our best estimate of lost yardage which. will likely occur during grading. If more accurate shrinkage and subsidence factors are needed, it is recommended that field testing using the actual equipment and grading techniques should be conducted. 7.3 Temporary Excavations Temporary unsurcharged excavations in the existing site materials less than 4 feet high may be made at a vertical gradient unless cohesionless soils are encountered. Temporary unsurcharged excavations from 4 to 6 feet high may be trimmed at a 1 to 1 (horizontal to vertical) gradient. In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot-cutting, or flatter excavations may be required. The temporary cut slope gradients given do not preclude local raveling and sloughing. All excavations shall be made in accordance with the requirements of CAL- OSHA and other public agencies having jurisdiction. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. 1 7.4 Foundation Design.. . . . . . All foundations may be designed utilizing the following safe bearing capacities for an 1 embedded depth of 24 inches, into approved fill materials with the corresponding widths: I. I . NorCal Engineering 1 November 5, 2001 Project Number 9623-01 Pagè9 Allowable Safe Bearing Capacity (psf) Continuous Isolated Width (ft) Foundation Foundation 1.5 2000 2500 2.0 2075 2575 4.0 2375 2875 The bearing value may be increased by 500 psI for each additional foot of depth_ in excess of the 24 inch minimum depth, up to a maximum of 4,000 pf. A one third increase may be used when considering short term loading and seismic forces. Any foundations located along the property lines or where lateral overexcavation is not possible may utilize a safe bearing capacity of 1,500 psf. A representative of this firm shall inspect all foUndation excavations prior to pouring concrete. All foundations shall be reinforced with a minimum of one No. 5 bar, top and bottom. These recommendations may change after the grading operations due to the amount of grading to be performed. Additional laboratory testing will be performed at that time. 7.5 Settlement Analysis Resultant pressure curves for the consolidation tests are-. shown on Plate B. Computations utilizing these, curves and the recommended safe • bearing capacities reveal that the foundations will experience settlements on the order of 3/4 inch and differential settlements of less than 1/4 inch. 7.6 Lateral Resistance S The following values may be utilized in resisting lateral loads imposed on the structure. Requirements of the Uniform Building Code should be adhered to when the coefficient of friction and passive pressures are combined. Coefficient of Friction - 0.35 Equivalent Passive Fluid Pressure = 200 lbs./cu.ft. Maximum Passive Pressure = 2,000 lbs./cu.ft. The passive pressure recommendations are valid only for approved compacted fill soils. NorCal Engineering I November 5, 2001 Project Number 9623-01 Page 10 Active earth pressures against retaining wall will be equal to the pressures developed by the following fluid densities. These values are for granular backfill material placed behind the walls at various ground slopes above the walls. Surface Slope' of Retained Materials (Horizontal to Vertical) Level 5 to I 4 to 1 3 to I 2 to 1 Equivalent Fluid Density (lb./cu.ft.) 30 35 38 40 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values. A backfill zone of non-expansive material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination no less than 1/4 to I (horizontal to vertical). All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdrain system. . 7.8 Slab Design All concrete slabs-on-grade shall be at least five ,inches in thickness, and placed, on approved subgrade soils compacted to a minimum of 95% relative compaction in the upper one foot. Reinforcement requirements and. an increase in thickness of the slabs- on-grade may be necessary based upon proposed loading conditions in the structures. A vapor barrier overlain by a two inch thick sand layer should be utilized in areas which would be sensitive to the infiltration of moisture. All concrete slab areas to receive floor I . coverings should be moisture tested to meet all manufacturer requirements prior to placement. All slabs-on-grade shall be reinforced with a. minimum of No.3 bars at 18 I 1 inches on-center in both directions positioned in the center of the slab. The upper 18 inches of the subgrade sQils shall be moistured to 130% ofthe optimum moisture I content prior to pouring concrete. . . JC A I r .IF / /2"5' /c.4ff 410,'1P'/CE __ / NorCal Engineering. ,• . - SFETc2_/ GS S I PROJECT Palomar Pointe GSSI NO.41 07A Structural Engineers ENGR. 0. Gonzalez DATE ,2004 • • • SHEET GSS PROJECT Palomar Pointe GSSI NO. 4IO7A Structural Enginrs ENGR 0 Gonzalez DATE ,2004 • . . -, 1 S oz-,40 194 1 ____________I_• - .. • 4 14 AS/f) e •. S U3 .0 ED- • : • - ___ _ 4 '..sN/3;r/c' c 3).j S - S S•• S S 3041W eanw--c S • S • 'Ji&1iZL S S •5 S I I I I I I I I I I H1 I I I I I I I I SHEET SHEET____________ Po-/GS S PROJECT Palomar Pointe - 8cr>c,- c. Gss!No41(7A GSSI PROJECT Palomar Pointe GSSINO_4107A Structural Engineers ENGR.0. Gonzalez DATE -2004 tructural Engineers ENGR. 0.Gonzalez DATE 2004 Ij i . 9 G".'vc C - A H 'S'/G SHEET ø GSS PROJECT Palomar Pointe - GSSINO 4107A I Structural Engineers ENGR 0. Gonzalez DATE. 2004 - (i6 ,- 29J ¶ -'i (a t/c1/z(7 I- ___ r .1 2 1 • I C) '/ /3 9 I ---- I.. •1' I [ I S I SFETL__- GSSI PROJECT Palomar Pointe -3 OSSI NO.41 07A Structural Engineers ENGR 0 Gonzalez DATE ,2004 SHEET (2 CP GSS!NO. 4107A DATE ;2004 ¶ 21 c/3-. I 4912 7';- 5O p to S4c' 4,w4i a1 (4/f Y f-Z c.u,a 2 SHEET 7 GS S PROJECT Palomar Pointe 13 GSSINO.4107A Structural Engineers ENGR.0. Gonzalez DATE ,2004 CD /C ji. . . 772'r ,ç -e'4j.5 •j, I / ;_ ,•. SHEET O GSSI PROJECT Palomar Pointe -il> GSSI NO. 4107A Structural Engineers ENGR.0. Gonzalez DATE 2004 v7PQJ __c/G-J - a) t/•' T j Ii .'c / tf . 1// - Z7 y2/ 4,/f f?F7L. . 1/ A $,.i) • • 2;?4 —.- : ")($r .. . f . . 4.4 -1 4 - 2 ,",ij:7?. • ,,,e,t • • , 5ye'3 7' /J4'ZS* 00,rY 7-5 . evIC-( f-3 ('6)/' 1. UI • • . I • . . . . . i'r( ,' - ''(1 .•.... •./• • A . I • 1/ I GSS PROJECT _Palomar Pointe I Structural Engineers ENGR 0. Gonzalez SHEET— - GSSINO._4107A - DATE . .2004 A %I * SHEET GSS PROJECT Palomar Pointe GSSI NO. 4107A ___________________ I StructuraIEngineers EIGR O__Gonzalez DATE _________, _2004 I 'A '- 'A C/LJd 3 4.1/3 cosi £fJ( 21-" ,, 4 - L - ' - ,;- , I i H 41 I ' - I: 4o i3/ '-v1 4'251flS' - -. - A A . / 12.T , ix ;, AZ Ti-A " A. -' ,L. •• T\--r ff 381 V:t2eñ A - _______ •1 L A -4'A. 1 2/ AAA 16 MW c- I-A*, . ¶ -I 4 •C * j ' ' .AAA l tA 51114 1AA7 WL IS Vf- Y. - - A IA ' 00ool GSS i Project: Palomar Pointe Project No.: 4107A Structural Engineers Engr.: 0. Gonzalez Date: 12/5/2004 Square Spread Footing Design (1997 UBC) F10 F9 F8 F7 F6 F5 Soil Capacity * = 2500 psf Concrete, f = 3000 psi Reinforcement, fy = 60,000 psi * Increase 0 psf for each in width from 2 feet, with 2000 max. Increase width from = 2 ft. Increase = 150 Maximun Increase = 2875 psf Size, WxB - 10.0 9.0 8.0 7.0 6.0 5.0 Area, ft-2 100.0 81.0 64.0 49.0 36.0 25.0 Footing Thickness, in. 26 22 21 18 18 14 Soil Bearing Capacity 2875 2875 2875 2875 2875 2875 P, allowable, kips 255 211 167 130 95 68 Pu, allowable, P*1.55 395 326 259 201 148 105 Column Size, in. 10 10 10 10 6 6 Effective Ftg, d, in. 22 18 17 14 14 10 Soils Pressure, ksf 4.0 4.0 4.0 4.1 4.1 4.2 Shear: Punching shear, kips 367 304 239 185 136 97 Vu, allowable, kips 524 375 342 250 209 119 Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Beam shear, kips 10.9 10.4 8.8 . 7.9 6.5 5.9 Vu, allowable, kips 24.6 20.1 1.9.0 15.6 15.6 11.2 Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Bending: Mu, ft-kips 41.5 33.6 26.0 19.5 15.5 10.6 Ku, psi 95 115 100 111 88 118 P 0.0016 0.0020 0.0017 0.0019 0.0015 0.0020 As,in"2 5.69 5.08 3.69 2.95 . 2.00 1.60 Number of Rebars 11 10 8 7 6 6 Rebar size #7 #7 #7 #7 #6 #5 As, actual, in."2 6.60 6.00 4.80 4.20 2.64 1.86 As OK As OK As OK As OK As 'OK As OK F4 F3 F2.5 F2 Size, WxB 4.0 3.0 2.5 2.0 Area, ft-2 16.0 9.0 6.3 4.0 Footing Thickness, in. 12. 15 15 15 Soil Bearing Capacity 2875 2725 2650 2575 P, allowable, kips 44 . 23.. 15 10 Pu, allowable, P*1.55 68 35 24 . 15 Column Size, in. 10 6 6 6 Effective Ftg, d, in. 8 11 11 11 Soils Pressure, ksf 4.2 3.9 3.8 3.7 Shear: Punching shear, kips 58 28 16 7 Vu, allowable, kips 107 139 139 139 Vu OK Vu OK Vu OK Vu OK Beam shear, kips 3.9 1.3 0.3 . -0.6 Vu, allowable, kips 8.9 12.3 12.3 12.3 Vu OK Vu OK Vu OK Vu OK Bending: Mu, ft-kips 5.3 3.1 1.9 ' 1.0 Ku, psi 92 28 . 18 10 p 0.0016 0.0005 0.0003 0.0002 As, in"2 0.80 0.25 0.13 0.06 Number of Rebars 5 . 4 3 3 Rebar size #4 #4 #4 #4 As, actual, in/'2 1.00 0.80 0.60 0.60 As OK As OK As OK As OK 12/5/2004 Spread Fooitng 2500.xls Sheet:. 1-3 GSSI Project: Palomar Pointe Project No.: 4107A Structural Engineers CONCRETE WALL DESIGN (Slender Wall Design, 2001 UBC, 1914.8) Typical Wall wi joists parallel to wall Panel ht. = 24.0 ft. - Seismic Source Type = B Parapet ht. = 3.0 ft. - Dist. to Seicmic Source = 10 km Wall ht., h = 21.0 ft. . Na = 1.0 Panel, t 6.5 in. - Wall width = 12 in. wu - h Soil Profile Type = SD Reveal = 3/4 in. - Seismic Zone = Zone-4 t eff = 5.75 in. - Seismic Coeff, Ca 0.44 eff. depth, d = 2.88 in. - Importance Factor, 1p = 1.00 Wall eff. Width = 12 in. -_____ a - 1.0 Wall wt. = 81 psf R = Fp = apCaIp4Wp/Rp = 0.587 *Wp Fp,min=.7*Ca*Ip*W = 0.308 *Wp Wall anchorage force = Fp,avg. = 0.447 *Wp =1 5*Ca*lp*4*WpIRp/1 .4 wu = 36.3 psf Pu, total = 1:2 kips Check Deflection Limitation: eccen., e = 5.0 in. o = 0.80 1st Iteration Vert. reinf. = #5 o.c. Ase = 0.23 inA2 def. s(allow.) = Rebar spacing = 18 in. a = 0.45 in. fr, 7.5*sqrt(f c) = As, rebar = 0.31- inA2 c = 0.56 in. Ig = As, per foot = 0.21 inA2 OMn = 28.9 in-k Mcr = Steel ratio, p = 0.0060 Icr = 12.0 inA4 defi. cracked Pb - = 0.0214 deflection 0.0 in. 0.6*Pb = 0.0128 Mu, bending = 24.0 in-k M; bending = pb<0.6Pb Steel ratio OK! Mu, P-delta = 0.4 in-k M P-delta = fc = 3.0 ksi Mu, P-defl. = 0.0 in-k M, P-defl. = fy - = 60.0 ksi . Mu, total 24.4 in-k Ms, total - = Roof DL = 15.0 psf Therefore, use equation 14-5 Roof LL - = 20.0 psf - - Roof Trib. Widif = 4.0 ft. Iterations Iterations Pu, roof, DL - = 0.06 kips deflection, s Mu, total deflection, s Pu, roof, LL = 0.1 kips 2 0.27 24.8 in-k 2 0.19 Pu, wall 1.2 kips 3 0.28 24.8 in-k 3 0.19 Es, steel = 29000 k/inA2 4 0.28 24.8 in-k 4 0.19 Ec, concrete = 3122 k/in"2 5 0.28 24.8 in-k 5 0.19 n = E/Ec = 9.3 28.9> 24.8 in-k deflection s = oMn > Mu,- Wall O.K. Deflection limitation is OX. ab - = 1.20 in. - - Pb = 24.4 kips Wall thickness 6.5 inches = 1.1 kips Vert. reinf. #5 @ 18 in. o/c = 0.1 kips Horiz. reinf. = #5 © 18"o.c. - rW -rvf = 1.2 kips - .04*flc*A9 = 8.28 kips Pw +Pf < .04*fc*Ag. Axial load-OK! - Typical concrete wall parallel to joists.xls 3.0 0.629 *Wp 51 psf 1.68 in. (h 411 psi 190 in.A4 27.2 in.-k 0.00- in. 16.8 in-k 0.4 in-k 0.0 in-k 17.2 in-k Ms, total 17.4 in-k 17.4 in-k 17.4 in-k 17.4 in-k 0.19 <all. '..OGSSI I Structural Engineers Project: Palomar Pointe Sheet:. 6 - Project No.: 4107A I CONCRETE WALL DESIGN (Slender Wall Design, 2001 UBC, 1914.8) Panel ht. 24.0 ft. Parapet ht. = 3.0 ft. Wall ht., h = 21.0 ft. Panel,t = 6.5 in. Wall width = 12 in. I Reveal = 3/4 in. teff = 5.75 in. eff. depth, d = 2.88 in. I Wall eff. Width = 12 in. Wall wt. 81 psf • Fp = apCaIp'4'Wp/Rp 0.587 *Wp I Fp,min=.7*Ca*lp*W = 0.308 *Wp Fp,avg. = 0.447 *Wp WU 36.3 psf I eccen., e = 5.0 in. Vert. reinf. = # 5 o.c. Rebar spacing = 16 in: As, rebar = 0.31 inA2 As, per foot = 0.23 inA2 I Steel ratio, p = 0.0067 Pb = 0.0214 O.6*Pb = 0.0128 I pb<0.6Pb Steel ratio OK! f'c 3.0,ksi fy = 60.0 ksi I Roof DL = 15.0 psf Roof LL = 20.0 psf Roof Trib. WidtIr 31.0 ft. I Pu, roof, DL 0.49 kips Pu, roof, LL 0.7 kips Pu, wall = 1.2 kips I Es, steel = 29000 k/inA2 Ec, concrete = 3122 klin"2 I n=E/Ec = 9.3 ab 1.20 in. b = 22.8 kips !P - Pw = 1.1 kips Pf = 1.1 kips • PW + Pf 2.2 kips • .04*f c*A9 = 8.28 kips Typical Wall w/ joists perpendicular to wall - Seismic Source Type = Dist. to Seicmic Source - Na = wu - h Soil Profile Type - Seismic Zone - Seismic Coeff, Ca = - Importance Factor, 1p = ____ • a = R = Pu, total = 1.7 kips o = 0.80 Ase = 0.26 iflA2 a = 0.51 in. C = 0.64 in. OMn = 32.7 in-k icr ,. = 13.1 in"4. deflection = 0.0 in. Mu, bending = 24.0 in-k Mu, P-delta = 2.9 in-k Mu, P-defl. = 0.0 in-k Mu, total = 27.0 in-k Therefore, use equation 14-5 Iterations Iterations deflection, s Mu, total deflection, s . 2 0.30 27.5 in-k 2 0.22 3 0.35 27.6 in-k 3 . 0.22 4 0.37 27.6 in-k 4 0.22 5 0.37 27.6 in-k 5 ' 0.22 32.7> 27.6 in-k deflection s = oMn > Mu, Wall O.K. Deflection limitation is O.K.' Wall thickness 6.5 inches Vert. reinf. = #5 © 16 in. o/c Horiz. reinf. = #5 @ 18"o.c. Pw +Pf < .04*fc*Ag. Axial load OK! Typical concrete wall perpendicular to joists.xls Wall anchorage force = =1 .5*Ca*lp*4*Wp/Rp/1 .4 Check Deflection Limitation: 1St Iteration def. s(allow.) fr, 7.5*sqrt(fc) Ig Mcr defi. cracked B 10 km 1.0 SD Zone-4 0.44 1.00 1.0 3.0 0.629 *Wp 51 psf 1.68 in. (h 411 psi 190 in. A4 27.2 in.-k 0.00 in. Ms, total 20.1 in-k 20.1 in-k 20.1 in-k 20.1° in-k 0.22 <all. M, bending = 16.8 in-k M, P-delta = 2.8 in-k M, P-defl. = 0.0 in-k Ms, total = 19.6 in-k Wall anchorage force 0.629 *Wp wu3, lintel = 427 plf =1.5*Ca*lp*4*Wp/Rp/1.4 51 psf wu2 window = 145 plf wul, sill = 427 plf Wall thickness = 6.5 'inches Ru, top = 2602 lbs Vert. reinf. 4 # 5 @ 12 X, top = 8 ft. Horiz. reinf. = #5 @ 18 Ru, top/ft. 651 lbs Pu, total = 20.7 kips Check Deflection Limitation.- 6 = 0.80 1st Iteration Ase = 0.65 'iñA2 def. s(allow.) = 1.52 in. (h*12/150) a = 1.28 in. fr, 7.5*sqrt(fc) = .Ig ' = 411 psi C = 1.60 in. , 190 in.A4 OMn = 70.1 in-k Mcr = 27.2 in.-k Icr = 26.3 inA4 defi. cracked '= 0.00 in. deflection = 0.0 in. S Mu, bending = 25.3 in-k M, bending ' = 17.7 in-k Mu, P-delta = 9.6 in-k M, P-delta = 9.2 in-k Mu, P-defl. = 0.0 in-k M, P-defl. = 0.0 in-k Mu, total = 34.9 in-k Ms, total = 26.9 in-k <Mcr Therefore, use equation 14-5 Iterations Iterations deflection, s Mu, total deflection, s Ms, total 2 0.76 38.8 in-k 2 0.25 33.8 in-k 3 1.02 40.2 in-k 3 0.69 46.5 in-k 4 1.11 40.6 in-k 4 1.52 70.2 in-k 5 1.14 40.8 in-k 5 3.09 114.9 in-k 70.1 > 40.8 in-k', deflection s = 3.09 > all. def., No I oMn > Mu, Wall O.K. Deflection limtiation is exceeded, No Good! GSS! Structural Engineers Sheet No.-/.,( Project: S Project No. Date I Panel ht. = Parapet ht. = Wall ht., h = I Panel,t = Wall width = Reveal = I teff = eff. depth, d = Wall eff. Width = I Wall wt. = Lintel ht., h3 = Window ht., h2 = I I Sill ht., hi = Window width = Pier width = Trib. width, trib = Fp = apCa*Ip*41Np/Rp = . Cpmin_7*Ca*Ip*W - Fp,avg. = wu = eccen.,e = I No. of Rebars = I Vert. reinf. = Rebar spacing = As, rebar = As, total/pier = - As, per foot CONCRETE WALL DESIGN - (Slender Wall Design, 2001 UBC, 1914.8) Typical Wall with a rollu door and man door 24.0 ft. Seismic Source Type 5.0 ft. - . Dist. to Seicmic Source 19.0 ft. wu3 - h3 lintel Na 6.5 in. 12 in. wu2 - h2 window Soil Profile Type 3/4 in. - Seismic Zone 5.75 in. wul hi sill Seismic Coeff, Ca 2.88 in. - Importance Factor, Ip 12 in. - a 81 psf R 5 ft. 14 ft. 0 ft. 16 ft. 4.0 ft. 12 ft. 0.587 *Wp 0.308 *Wp 0.447 *Wp 36.3 psf 5.0 in. 4 #5 12 in. 0.31 inA2 1.24 inA3 0.31 ind2 Steel ratio, p = 0.0090 Pb = 0.0214 I = 0.0128 pb<0.6Pb Steel ratio OK! 3.0 ksi I fc fy = 60.0 ksi Roof DL = 16.0 psf LL = 20.0 psf I Roof Roof Trib. Widff= 31.0 ft Pu, roof, DL = 6.1 kips roof, LL = 9.3 kips !Pu, -'u, wall = 14.5 kips Es, steel = 29000 k/inA2 I Ec, concrete = 3122 klin"2 n = EIEc = 9.3 B 10 km 1.0 SID Zone-4 0.44 1.00 1.0 3.0 Typical Wall with 12 foot rollup door and 4 foot pier.xls Sheet N6/. iG.SSI Project: Palomar Pointe Project No.: 4107A. I Structural Engineers Engr: O.Gonzalez . Date: 2/14/2005 I . CONCRETE WALL FENCE DESIGN (2001 CBC) I .Typical Mechanical Yard Concrete Wall Panel - Seismic Source Type B Wall Design . - Dist. to Seicmic Source = 10 km I UBCorDSA? = UBC - Na = 1.0 Wall ht., h = 9.0 ft. - Wall, t = 8 in. wu - h . Soil Profile Type = SD tell (reveal) = 7.25 in. . - Seismic Zone . = Zone-4 Wall wt. = 100 psf - Seismic Coeff, Ca = 0.44 w = 27.1 psf - Importance Factor, Ip = 1.00 I Mwall = 1097 ft-lbs - Mu—wall = 2381 ft-lbs [ 1 RR = 2.9 I d = Ku, Mu*12/(phi*L = 3.6 inches 201 V = 2.5*Ca*lp*W/R/1 .4 = 0.27 W p, pWall 0.0035 . . Foundation Design min 0.203 I As, Vert. Reinf. = # 5 Soil Bearing Cap 2000 psf Rebar spacing = 16 inches o/c ft . = 3000 psi As, actual = 0.233 Okay . Footing Thickness, FT = 12 inche Footing Width, B = 3.75 feet No. of Horiz Reir = I . OTM, w*h*(h12+FT) . = 1341 ft-lbs Horiz. Reinf. = # 5 . OTM * 1.5 = 2012 ft-lbs Horiz. Spacing = 15 inches o/c Resisting Moment, RM = Wall, wt*ht. 900 lbs. Ratios I Steel . . Footing, 150*FT*B = 563 lbs. p_v = 0.0024 > .0015, Okay Total Fence Wt,Wall+Ftg. = 1463 lbs. p_h = 0.0029 >.002, Okay RM, TFWt*B/2 = 2742 ft-lbs 1 0.0053 > .0025, Okay a=(RM-OTM)/Total Wt = 0.96 ft I . . 3*a = 2.9 fm 1500 psi e = B/2 - a = 0.9 ft. I . = 60,000 psi q,if3*a < B = 1018 psf Es, steel = 29,000 klinA2 Em, mas. = 1,125 k/inA2 fl = Es/Em = 25.8 . qi, Soil Pressure qi . . = 354 psi q2, Soil Pressure q2 664 psi Moment Footing, Mfootinç 1136 ft-lbs I Wall thickness = . 8 in. MuFooting, Mfooting*1.4 = 1591 ft-lbs Vert. Reinf. . = ... # 5 @ 16 in. So/c Effective depth, Footing = 8.5 inche ! Horiz. einf. = 1 #5 © 15 in. o/c Ku, Mu*12/(phi*bd2) = 17 psi p, pFooting . = 0.00029 As, min @ wall,AsFooting = 0.040 inA2 Footing Thickni = 12 inches Rebar size, Footing Reinf = # 5 I Footing Width = 3.8 feet As,FootingSteel 0.116 inA2 i Vertical reinforement = .35.2 inche Mechanical Yard concrete Wall w.cL reinforcing.xls ;~O/ Sheet L- o0l I G S S I Project: Palomar Pointe GSSI No. 4107A. Structural Engineers - Engr 0. Gonzalez Date 12/19/2004. North South Direction: Building B Seismic Source Type = B , Loads: Dist. to Seicmic Source =.. 10 km Roof 17 psf Na = 1.0 Conc. Wall 85 psf V . Interior Wall . 8 psf Soil Profile Type SD V Seismic Zone V V = Zdne_4 Seismic Coeff, Ca = 0.44 V V Importance Factor, 1p = 1 V V V R factor . 4.5 Seismic Load: V,base/1 .4*weiclht V Roof 3.0 psf V . = 0.24 Conc. Wall 14.8 psf V, base/1.4 = 0.175 *W Interior Wall 1.4 psf wi V Roof 356 Conc. Walls 297 Dia. Depth 120 ft. Interior Wall 28 2 Wall Height 20 ft. Parapet Walls 119 2 Parapet Height 4 .681 V V psf V North South Direction: Building B V Roof V From Dia. depth ft. Dia. width ft. w,plf Shear . lbs. Dia. v Shear plf Wall Length ft. Wall Shear plf Wall Type Wall v,allow. plf Cant. 0 0 681 A 120 145 681 49,369 411 V V Conc. Total V 49,369 38 1299 Wall 4589 E 120 145 681 49,369 411 Cant. 0 0 681 Conc. Total V V 49,369 38 V 1299 . Wall. 4589 Conc. Wall 4589 Seismic Bldg B North South.xls - Sheet L 1. ;00~ SQI 41 %.) I Project: Palomar Pointe GSSI No. Structural Engineers Engr 0. Gonzalez Date 12/19/2004. North South Direction diaphragm: Building B Seismic Source Type = B Loads: Dist. to Seicmic Source =. 10 km Roof 17 psf Na = 1.0 Conc. Wall 85 psf Interior Wall 8 psf Soil Profile Type =SID Seismic Zone = Zone-4 Seismic Coeff, Ca = 0.44 Importance Factor, Ip = 1 R factor = 4.0 Seismic Load: V,base/1 .4*weight Roof 3.3 psf V . = 0.28 Conc. Wall 16.7 psf V, base/1.4 a 0.196 *\A/ Interior Wall 1.6 psf wi Roof 401 Conc. Walls 334 Dia. Depth 120 ft. Interior Wall .31 2 Wall Height 20 ft. Parapet Walls 134 2 Parapet Height 4 766 psf North South Direction diaphragm: Building B Roof From Dia. depth ft. Dia. width ft. w,plf Shear lbs. Dia. v Shear plf Wall Length .ft. Wall Shear plf Wall Type Wall v,allow. plf Cant. 0 0 766 - A 120 145 766 55,540 463 Conc. Total 55,540 38 1462 Wall 4589 E 120 145 766 55,540 463 Cant. 0 0 766 - Conc. Total 55,540 38 1462 Wall 4589 Conc. Wall 4589 Seismic Bldg B North-South diaphragm.xls Sheet L- O GSSI- Project: Palomar Pointe GSSI No. Structural Engineers-. Engr 0. Gonzalez Date 12/19/2004. East-West Direction: -Building B - Seismic Source Type = B Loads: 'Dist. to Seicmic Source = 10 km Roof 17 psf Na = 1.0 Conc. Wall 85 psf Interior Wall 8 .psf Soil Profile Type SD - Seismic Zone = Zone-4 Seismic Coeff, Ca = 0.44 Importance Factor, Ip = 1 R factor = 4.5 Seismic Load: V,base/1 .4*weiqht Roof 3.0 psf V = 0.24 Conc. Wall - - 14.8 psf V, base/1.4 = 0.175 *W Interior Wall 1.4 psf wi - Roof 430 - Conc. Walls 297 Dia. Depth 145 ft. Interior Wall 28 2 Wall Height 20 ft. Parapet Walls 119 2 Parapet Height . 4 * 755 . - - psf - East-West Direction: Building B. Roof - From Dia. depth ft. Dia. width ft. w,plf Shear lbs. Dia. v Shear plf Wall Length ft. Wall Shear plf Wall Type Wall v,allow. plf Cant. 0 0 755 - - A 145 120 755 45,310 312 • - Conc. Total - 45,310 38 1192 Wall 4589 E 145 120 755 45,310 312 Cant. 0 0 755 - - Conc. - Total 45,310 38 1192 Wall 4589 Conc Wall - 4589 Seismic Bldg B East-West.xls Sheet L- v GS& Project: Palomar Pointe GSSI No. 4107A. A Structural Engineers Engr 0. Gonzalez Date 12/19/2004. East-West Direction diaphragm: Building B Seismic Source Type = B Loads: Dist. to Seicmic Source = 10 km Roof 17 psf Na = 1.0 Conc. Wall 85 psf Interior Wall 8 psf Soil Profile Type = SD Seismic Zone = Zone-4 Seismic Coeff, Ca 0.44 Importance Factor, Ip 1 R factor = 4.0 Seismic Load: V,base/i .4*weiqht Roof 3.3 psf V = 0.28 Conc. Wall 16.7 psf V, base/1.4 = 0.196 'W Interior Wall 1.6 psf wi, Roof 484 Conc. Walls 334 Dia. Depth 145 ft. Interior Wall 31 2 Wall Height . 20 ft. Parapet Walls 134 2 Parapet Height 4 850 psf East-West Direction diaphragm: Building B Roof From Dia. depth ft. Dia. width ft. w,plf Shear lbs. Dia. v Shear plf Wall Length ft. Wall Shear plf Wall Type Wall v,allow. plf Cant. 0 0 850 - A 145 120 850 50,973 352 Conc. Total 50,973 38 1341 Wall 4589 E 145 120 850 50,973 352 Cant. 0 0 850 - Conc. Total 50,973 38 1341 Wall 4589 Conc. Wall 4589 Seismic Bldg B East-West diaphragm.xls SHEET______________ OGSSI PROJECT Palomar Pointe S GSSINO. 4107A Structural Engineers ENGR. 0.Gonzalez DATE __2004 N- 3 .47 PROJECT 'Palomar Pointe U . . . . . . I Structura' Engineers ENGR 0 Gonzalez ..- . . .... . ......'.' ....... .. •. ,.-,.,..,''.. ...........• ............ C I ç . - SHEET_____________ GSSINO. 4107A DATE _,2004 . i.": ......:. - : '- /' JCZ2 t 44 • . S ......... . I AJ d I / p,4/vc1. /c2q,3 /241 74)€ , - 17 ... . :. .:. . &.O-' I 0 I - L,. . . . ...; :J7I.Z . . .••. • .. .... - ! . PC - - I - - - , ,..7*1 S.3 3 I ..................................... . . - . . .. . . .. ..• i I SHEET t- 7 ssi PROJECT Palomar Pointe GSSI NO. 4107A I Structural EngIneers ENGR 0 Gonzalez DATE 2004 4. AIL I JI2- er4t ,4r~-r ,Oo /7 ZIIC.I7J 4c - I ? 7 /47 I . . X141 /L óO2 46 ,4 I ', do I 1 Aft r - /)C //)24 L /J21fl /V2lC/2 f" - :. .• . Alp T J2 7 /74 - 1 / - 4 -• . ::.' : j-.. . :.: . ,:. . 4 I I Sheet L-S. LØ'' '.1\.)%.) I Project: Palomar Pointe GSSI No. 4107A. Structural Engineers Engr: 0. Gonzalez Date: 12/19/2004. Building 'B Footing at line 3.6 OTM 1020 Footing Ftg, Wt. 53.55 kips width 3.5 ft. Depth ' 3 ft. Length ' 34 ft. RM Wt. RM Wall 52 884 Floor '0 0' Footing , 54' 910 Sum ' 106 1794 ft.-kips a= 7.3 ft. ' 3a= 22.0ft. q = 2*wt./3a 9.6 klf ftg width 35 ft q, actual 3.2 ksf Okay SBC,min ' 2000 ' SBC, allow 3.4ksf (includes 1/3 increase) SBC max allow = 4000 5320 psf (includes 1/3 increase) Footing overturning Building B at Line 1.xls , Sheet L- 9" OGSS1 Project: Palomar Pointe GSSI No. 4107A. Structural Engineers Engr 0. Gonzalez Date 12/20/2004. North South Direction diaphragm: Building C Seismic Source Type = . B Loads: Dist. to Seicmic Source = 10 km Roof 17 psf Na = 1.0 Conc. Wall 85 psf Interior Wall 8 psf Soil Profile Type = S3 Seismic Zone = Zone-4 - Seismic Coeff, Ca. = 0.44 Importance Factor, Ip = 1 R factor = 4.0 Seismic Load: V,base/1 .4*wekiht Roof 3.3 psf V = 0.28 Conc. Wall 16.7 psf V, base/1.4 = 0.196 *W Interior Wall 1.6 psf w_i w_2 Roof 374 374 Dia. Depth 112 ft. Conc. Walls 334 250 2 Wall Height 20 ft. Interior Wall . 16 12 2 Parapet Height 4 ft. Parapet Walls 134 67 1 Interior Wall Ht. 20 ft. 724 636 psf psf 2 Wall Height 15 ft. 2 Parapet Height 2 ft. 1 Interior Wall Ht. 15 ft. North South Direction diaphragm: Building C Roof From Dia. depth ft. Dia. width ft. w,plf Shear lbs. Dia. v Shear plf- Wall Length ft. Wall Shear pif Wall Type Wall v,allow. plf Cant. 0 0 724 A 112 . 224 724 81,048 724 Conc. Total 81,048 24 3377 Wall 4589 FL 112 224 724 81,048 724 FR 112 112 636 35,629 318 Conc. Total . '- 116,677 40 2917 Wall 4589 J 112 112 636 35,629 318 Cant. 0 0 636 - Conc. Total 35,629 36 990 Wall 4589 Conc. Wall 4589 a Seismic Bldg C North South diaphragm.xls Sheet L- k I"GSS I Project: Palomar Pointe GSSI No. 4107A. Structural Engineers Engr 0. Gonzalez Date 12/20/2004. East West Direction: Building C Seismic Source Type = B Loads: Dist. to Seiämic Source = 10 km Roof 17 psf Na = 1.0 Conc. Wall 85 psf Interior Wall 8 psf Soil Profile Type = SD Seismic Zone = Zone-4 Seismic Coeff, Ca = 0.44 - Importance Factor, Ip. = I R factor = 4.5 Seismic Load: V,base/1 4*weight Roof 3.0 psf V 0.24 Conc. Wall 14.8 psf V, base/1.4 = 0.175 Interior Wall 1.4 psf Wi Roof 997 . Dia. Depth 336 ft. Conc. Walls 297 2 Wall Height 20 ft. Interior Wall 84 2 Parapet Height 4 ft. Parapet Walls 119 6 Interior Wall Ht. 20 ft. 1378 psf East West Direction: Building C Roof From Dia. depth ft Dia. width ft. w,plf Shear lbs. Dia. v Shear plf Wall Length ft. Wall Shear plf Wall Type Wall v,allow. plf Cant. 0 0 1378 - 3 336 112 1378 77,166 230 Conc. Total 77,166 . 200 386 Wall 4589 1 336 112 1378 77,166 230 Cant. 0 0 1378 - Conc. Total 77,166 72 1072 Mall 4589 Conc. Wall 4589 Seismic Bldg c East West.xls Sheet L- ,j: OGSSI Project: Palomar Poiñte GSSI No. 4107A. Structural Engineers Engr 0. Gonzalez Date 12/20/2004. East West Direction diaphragm: Building C Seismic Source Type = B Loads: Dist. to Seicmic Source 10 km Roof 17 psf Na = 1.0 Conc. Wall 85 psf Interior Wall 8 psf Soil Profile Type = SD Seismic Zone = Zone —4 Seismic Coeff, Ca = 0.44 Importance Factor, Ip = I R factor = 4.0 Seismic Load: V,base/i .4*weight Roof 3.3 psf V = 0.28 Cone, Wall 16.7 psf V, base/1.4 = 0.196 *W Interior Wall 1.6 psf Wi Roof 1122 Dia. Depth 336 ft. Conc. Walls 334 2 Wall Height 20 ft. Interior Wall 94 2 Parapet Height 4 ft. Parapet Walls 134 6 Interior Wall Ht. 20 ft. 1550 psf East West Direction diaphragm: Building C Roof V From Dia. depth ft. Dia. width ft. w,plf Shear lbs. Dia. v Shear p11 Wall Length ft. Wall Shear p11 Wall Type Wall v,allow. p11 Cant. 0 V 1550 - 3 336 112 1550 86,812 258 V V Conc. Total 86,812 200 434 Wall V 4589 1 336 112 1550 86,812 258 Cant. 0 0 1550 - Conc. Total ' 86,812 72' ' 1206 Wall 4589 Conc. Wall 4589 Seismic Bldg C East West diaphragm.xls Sheet L- O GSSI Project: Palomar Pointe GSSI No. 4107A. Structural Engineers Engr 0. Gonzalez Date 12/20/2004. North South Direction: Building C Seismic Source Type = B Loads: Dist. to Seicmic Source = 10 km Roof 17 psf Na = 1.0 Conc. Wall . 85 psf Interior Wall 8 psf Soil Profile Type = S0 Seismic Zone . = Zone-4 Seismic Coeff, Ca = 0.44 Importance Factor, Ip = . 1 R factor = 4.5 Seismic Load: V,base/i .4*weight Roof 3.0 psf V = 0.24 Conc. Wall 14.8 psf V, base/1.4 = 0.175 *W Interior Wall 1.4 psf W-1 w_2 Roof 332 332 Dia. Depth 112 ft. Conc. Walls 297 223 2 Wall Height 20 ft. Interior Wall 14 10 2 Parapet Height 4 ft. Parapet Walls 119 59 1 Interior Wall Ht. 20 ft. 643 566 psf psf 2 Wall Height 15 ft. 2 Parapet Height 2 ft. 1 Interior Wall Ht. 15 ft. North South Direction: Building C Roof From Dia. Dia. w,plf Shear Dia. v Wall Wall Wall Wall depth width Shear Length Shear Type v,allow. ft. ft. lbs. plf ft. p11 plf Cant. 0 0. 643 - A 112 224 643 72.043 643 Total 72,043 FL 112 224 643 72,043 643 FR 112 112 566 31,670 283 Total 103,713 J 112 112 566 31,670 283 Cant. 0 0 566 - Total 31,670 Conc. 24 3002 Wall 4589 Conc. 40 2593 Wall 4589 Conc. 36 880 Wall 4589 Conc. Wall 4589 Seismic Bldg C North South.xls '-1Z D 4i • 2 17 -Z1 e4/ø SHEET____________ GSSNO. 4107A DATE _,2004 I A '4— I... '.. r •.,;i. 0•• c .e - iYi I I.• ..••.. ,.. . .. ••. : _ 40 :. / • .- I . . '/2 7z' sb 421'- I'. LF i I Sheet L-/*-. i0" '.4.1%.)%4.) I Project: Palomar Pointe GSSI No. 4107A. Structural Engineers Engr: 0. Gonzalez Date: 12/20/2004. Building B Footing at line 3.6 OTM 2080 I . Footing Ftg. Wt. 65.625 kips width 3.5 ft. I Depth 2.5 ft. I Length 50 ft. RM wt. RM I Wall 82 2050 Roof 5 125 I : Footing 66 1641 Sum 153 3816 ft.-kips I . . a= 11.4 ft. 3a= 34.1 ft. I q =2*wt./3a 8.9 klf .ftgwidth 3.5 ft. I. q, actual 3.0. ksf . Okay I .• SBC,min 2000 SBC, allow 3.1 ksf (includes 1/3 increase) I SBC, max allow = 4000 5326 psf (includes 1/3 increase) I I . .: I p.- I Footing overturning Building C at Line F.xls I SHEET__________ VGSSIPROJECTPalomar Pointe GSSI NO. 4107A Structural Engineers ENGR. 0.Gonzalez DATE . , 2004 Project Palomar Prepared By: MLG Date 3/1/2005 Pointe Subject Wall Checked By: Anchorage Job No. 4107A - Sheet No. L , Rev. No. WALL ANCHORAGE TO FLEXIBLE DIAPHRAGM (SEC. 16051.3; 1611.4; 1633.2.8 & 1633.2.9) 32-2 Fp(ap*Ca *lp/Rp)*(1±3*hx lhr)* Wp 32-3 0.7*Ca*Ip*Wp < Fp < 4*Ca *Ip*Wp ap = 1.5 Component Amplification Factor (UBC 1633.2.8.1, Item 1) Ca 0.44 Seismic Coefficient ( Table 16-Q) Ip = 1 Importance factor (Table 16-K) Rp = 3 Response Modification Factor (UBC 1633.2.8.1 Item 1) hx = 21.00 ft Component attachment elevation above grade hr =. 21.00 ft Roof elevation above grade at lowest point hw = 24.00 ft Wall height above grade Wp = 82.00 psf Weight of wall Canopy Wc = 0 psf Weight of canopy roof Bc = 0.00 ft Width of canopy roof Wcw = 0 psf Weight of canopy front wall hcw = 0.00 ft Canopy wall height hxc = 0.00 ft Component attachment elevation above grade 32-2 Fp=ap*Ca*IpIRp*(1+3*hx /hr)* Wp= 0.88 Wp 32-3 Fp min--0.7 * Ca * 1p * Wp = 0.308 Wp 32-3 Fp max=4.O*Ca *Ip*Wp= 1.76 Wp 32-3 0.31 * Wp < 0.88 * Wp < 1.76* Wp OK Fp = 0.88 * ( Wp* hw"2 I (2*hx)) = =0.88*[82.00*24.00I21(2*21.00)] 990 plf >420p1f OK (1633.2.8.1(1)) Anchorage @ 4' - 0' o. c. Fp = 990 *4 395à lb c1,,;//77Z 2. Conc Fp = 3958 lb (Strength Design) /')L.( 52,o (Conc elements include anchors & other embeded items). *"'A3o7 'rnt/ Steel Fp = 1.4 * 3958 = 5542 lb (Strength Design) or Fp = 3958 lb (Allowable Stress Design) (Steel elements include straps, anchor bolts, welds, crossties) $'/fl../7 "5'i t'e7h-- Wood Fp = 0.85 * 3958 = 3365 lb (Strength Design) or Fp = 2403 lb (Allowable Stress Design) (Wood elements include nails, bolts in wood, subdiaphragms) Li 1iH I 2 lI2- AID Z FL SHEET GSS PROJECT Palomar Pointe OSSI No. 41 07A .Striictur al- Engineers ENGR.0. Gonzalez DATE ;2004 111;r LJU, c çf?p4r c 24k' Lvo 4C1 H-7T2-1 z co" - 1A'b. o7 -' )r Se'frtAJ rSS 75 . ca 4 C ' -•------- - . F ' I75 2. 01/is 17 7 0. oc-t NZ ft' 6 I 4:c fCItccr SHEET /'() GSS PROJECT Palomar Pointe GSSI NO. 4107A I .Structural Engineers ENGR. 0.Gonzalez DATE_____________ I Project Palomar Prepared By: MLG Date 3/1/2005 I Pointe Subject Wall Checked By: Anchorage ..Job No. 4107A Sheet No. Rev. No. I WAIL ANCHORAGE TO FLEXIBLE DIAPHRAGM (SEC. 1605.2.3; 1611.4; 1633.2.8 & 1633.2.9) 1 32-2' Fp=(ap*Ca *lp/Rp)*(1+3*hx / hr) * Wp 32-3 0.7*Ca*lp*Wp < Fp < 4*Ca *lp*Wp I ap = 1.5 Component Amplification Factor (UBC 1633.2.8.1, Item 1) Ca = 0.44 Seismic Coefficient ( Table 16-Q) .Ip = 1 Importance factor (Table 16-K) I Rp = 3 Response Modification Factor (UBC 1633.2.8.1, Item 1) hx = 19.00 ft Component attachment elevation above grade hr = 19.00 ft ' Roof elevation above grade at lowest point I hw = , , 24.00 ft Wall height above grade Wp = 82.00 psI Weight of wall Canopy Wc = 0 psI . Weight of canopy roof I Bc = 0.00 ft Width of canopy roof Wcw = 0 psf Weight of canopy front wall hcw =' 0.00 ft Canopy wall height I ' hxc = 0.00 ft Component attachment elevation above grade 32-2 Fp ap*Ca *lp/Rp*(1 +3*hx lhr)* Wp= 0.88 WP 32-3 Fp min 0.7*Ca *Ip* Wp = 0.308 Wp I 32 -3 Fp max 4.0 * Ca * Ip * Wp '= 1.76 Wp 32 -3 0.31 * Wp < ' 0.88 * Wp < 1.76 * Wp • OK I Fp = 0.88 * ( Wp * h2 j (2*)) = = 0.88 *[82.00 * 24.00A2/(2 * 19.00)] = 1094 plf > 420p1f OK (1633.2.8.1(1)) I Anchorage @ 8-0"o.c. Fp 1094 8 8750 lb Conc Fp = 8750 lb (Strength Design) I (Conc elements include anchors & other embeded items) Steel Fp = 1.4 * 8750 = .12250 lb (Strength Design) or Fp = 8750 lb (Allowable Stress Design), I .(Steel elements include straps, anchor bolts, welds, crossties) Wood Fp = 0.85 * 8750 = 7438 lb (Strength Design) or Fp = 5313 lb (Allowable Stress Design) I I (Wood elements include nails, bolts in wood, subdiaphragms) .• . • SHEET L GSS PROJECT Palomar Pointe GSS!NO. 4107A Structural Engineers ENGR. 0.Gonzalez DATE Cd 4Lc ' o <Sq 4:7 'LL U6 v .. 4 . & 4 4>4 • <It 1Lv . . • L r (7o)77() • No S'.D'4, /7 AI(Z -111S 4' 1 N • • c/2 5 71- 2- • • • " X • O .. / Approx. Wt Depth SAFELOAD* Joist in Lbs. Per in . in Lbs. . ' CLEARSPANINFEET Designation - Linear Ft. inches Between ________ (Joists only). 28-32 33 34 35 36 37 38 39 40 .41 42 43 44 45 46 47 . 48 -24L H03 11 11500 T 235 W 226 336j 218 23 £204 '307. 188 293t& 175 62b12 '26. 141132J,124 224 116 1109 10296490' 199 19 24LH04 12 24 ., 14100 419 288 398 265 79 246 76U 227 343 210 327 195 312 982 298 169'158 28527 24LH05 13 4 15100 4 5• 4 363 p280 1.,269, 5248 __ 297 285 264 244 226 210 Th6 184i71 160 .150 1'11327 124 1'17' 24LH___06 16 24 20300 4 '379 T BT 417 399 381 364R 348 33 w320 ,307 _____ __ 411 382 356 331 306 284 263' 245 228 211 Ji 24LH07-' 17____ 724,22300 665 638 WIT 588 565-4T 516 'AT, 468 4 446 426 407 1 389 •s 357 343, 452 421 393 367 343 320 297 '276 257 239 223 208 1 195 182 171 161 24LH08 18 - 23800 17 677 649 622 597 572 545 520 497 475 455 435 417 400 384 369 _______ 480 447 416 388 362 . 338 314 292 272 254 238 222 208 196 184 173 24LH09 . 21 24 28000 832 808 785- 764 731 696 663 632 602 574- 548 524 T 480 460 T 562 530 501 460 '424 393 363' '337 313 292 272 254 238 223 209 196 24LH10 - 23 - 29600 .832' -809 788 ,768 737 702 668 637 '608 582' 556 533 WIT 490 __________ 596. 559 528 500 474 439 406 378 351 326 304 285 266 249 234 220 24LH11 25 .31200 7 875 851 829. 807 787 768 734 701 T 642 616 590 567 544 .24 JZ.. .za 388 .J... ..L 24. 33-39 40 41 42 .43 44 45 46 47 . 48 'W -.50 51 ' 52 53 . 54 55 56 28LH05 _____ 13 TU T 219 r205 Yl92' 77 86 M69 ' 159 j,Q_ 442 j -237 126 '228. 1i9 ,-220. ,213s ,206 -19 1 28LH06 16 18 W 289 4 270 T 253 395 238 379 223 20 )350'-'T 497 -R7037-4r J 324 21 f'48" 281? 140 i21 133 262. 26!4120 28LH07 17 io 4 45 47 41' 4' 379 365 352 339 327 316 1429551 _________ 326. 305 285 267 251 236 222 209 197 '186 . 176 166 158 150t42.i35t 28LH08 18 ______348 WIT 325 -496 305" 47 285' 456 268 .438 252. 420 236 403 222 7 209 371 196 357 185 175 331 165 *319- 28LH09 - 21 6T 77 77 T WIY 563 540 , 5191 499 T. 463 430 15 401 387 '7 - ' - 428 '400 375 309 291 274 258' 243 228 216 204 193 183 173 28LH10 23' 33 11 679 651 , .625 600 576 , '4 533 -513 495 477 460 -429 415 466 439 414 388 4 322 303 285 269 255 241 228 215 204 193 28LH11 25', 780 711 682 655 629 605 561 540 521 502 485 468 453 - 498 475 448 .423 397 373 351 331 312 294 278 263 249 236 '223 212 28LH12 27' - T - T WI '80 782 766 737 709, 656 632 609- 587 566 546 527 520 496 476' 454 435. 408 383 361 340 -321 303 285 270 256 243 28LH13 30 .28 - 37200 37200 854 835 816' 799 782 766 7T 722 694 '668 643 620 598 577 - " - - 569 - 518 'za 415 3. 352 332-t ZQL li 266 38-46 47-48 -'49 50 51 52 .53 ' 54 55 56 -, -57 '58 59 E0 'Il 62 '' 64 32LH06 14 —5r T735 T 15' 211 235 199 '223''211 T 189 '179 '4T 200'- 469 329 189" p161 t1'79 l53 170 l45' 298 162i Z i38 15.4''z4146 131 -279 1254 271t 4 23,3 32LH07 _____ 16 ________ 32LH08 17 254 4iT 7 242 229 216 T '205 255 M'9293 194 884 11-75i Wi 167 159 15) IM2841 &7 32LH09 21 • •• - 'Wi 319 ' 302 4 285 270 44T 256 243 W 230 219 f 208 379 198 T 189 -.xu _________ j3; 32LH10 21 7T T Wf 495 47 '4 445 416 402 389 376 364 353342d 352 332 315 297 282 267 254 -240 228 217 206 196 186 178 169 4162s 32LH11 ________ 24 ________ ,T - WIo 31000 '385 ••602 363 .0 343 560 325 541 - 308 522 '292 505 277 488 263 473 251 239 443. 227 2-16 29-43".. 390378 32LH12 27 ?ö 74 450 7i 428 406 ' 384 641 364 W 345 W -327 578 311 295 f 281 524 267 ,5O8 255 492 24'3 232 4774634b449 1i 32LH13 30 430 WIT 500 T 480 7 461 171 .444' 142 420 71 397 '0 376 r 354 336 T 319 600 304 t288 581562544\ i?275 262'249?238 527' 511 32LH14 33' 32 41800 41800 843 826 810 795 -780 766 738 713 688 665 643 515 495 476 458 440 417 395 374 355 337 321 )304,'290Y276 264 251 32LH15 35 17 7 '1 805 71 77 763 '7 725 701 678 656635' 616J 597 11 -•492 4 & 422 QL 393 Zi 355 "3'8 322' 306 22' '7' - , - - -42-46 47-56 57 58 59 60 61 62 63 64 65 66 - 67 e t iu li IZ 360707 16 - ________ 18 36 t. 77168' 160'-153'I146 .,.,• ., 140 -.4 , 134 7-• 128k ...,', 122 -,- 117,J112 . '1074( 4103 199 95''91' 36LH08 _______ 6BOO 411C 4t 1941 'WIT i85 302 176 168f*160i 153 "146 140 25324 134 p128 239 .123 ,23E 1118, N227 2212154. 104*. 100 36LH09 21 37o 23700 41'T 6 Q3S-224'2l4 386 374 ' j363 204 1N195 352 ' 342i 333 323 \314'- -306 297 150-i ,289 144-,"138' 4282t 275-' 133V 267 J27 36LH10 21 36 Wi0 9'ö '44 273 260 426 248 4131 236 4011 '225' 389i378 15'j206197 367 357 34i- 338328ki32O '159 '311 152 3034.295 w146,,. 36LH11 23 28500 495 297 283 465 269 451' '257'246' ,438 425 '234 4J2- 224''214 401" t,389- 205 378 "196188ic180" 368 35& e348 -339,, 330, '322' t153 36LH12 25 _______ '9 -' 354 338 557 322 p540 ' 307 ',523 '292' '508' 279- 493 ''267' 255 46; 243 45p '232 -t3t 2221' '42 '213' 204- 400J 195i 'i87 '37,8 '179J 36LH13 30 7 415 395 654 376 '634 359 615 342 ,596 327 "579 .312,t ,562 29& l'285- 273 551,61 262 502" 251. - 488 240i ,475 t'231- 463i 4222 451 , 213 36L1-114 36 44200 7 456 755 434 729 412 £,706 '392k ç'683 373, )- 661' 356339V'323 c641 1 621' 602 e '309"295s283 )584 567) f'S51' ')270,. r259 520', 247F23Th 505 492 ''228l 36LH15 36 - .. - '36 4()) 46600 7 781 V13 698 ,677i656,637l'1618, 600 583 567-'551 4536' - 480 4 448 434.J/4138 59. 35 DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS 4 - U. S. CUSTOMARY: .; Based on anallowable tensile stress of 30ksi p ftY 1K 0 10' 5K 16 th1 ! 6K K8K ! 9 112141 -t i6 81 20 K1O0K S3Wö16 gO 2o16 5iJ0 N 16 OO416 6 51 [2'4 16 '28 16 16 16 16 16 16 23 21 16 16 16 16 16 16 1618 16 16 18 16' 16 33 29- 25 .16 16 16 16 16 17 16 16 19 17 17 39 31 28 16 16 16 16 16 17 17 16 24 .19 19 47 37 32 2022 16 16 16 16 17 20 17 26 21 20 54 43 39 1616 16' 16 16 18 17 20 19 29 26 22 62 43 2628 49-56 16 16 17 20 17 17 21 20 33 28 24 72 46 17 16 17 22 19 18 23 21 37 29 28 78 61 55 293238 1821 16 17 24 21 19 26 22 39 32 28 83 64 54 17 17 27 23 23 30 25 47 37 31 .101 -77 66 23 19 17 31 26-28 25 4250 34 28 54- 41 35-39 109 86 80 26 22 19 35 26 39 32 59. 49 .31 04 84 30 24 20 38 31 31 54 43 38 66- 53 45 141 89 108.145179 35 31 26 48 38 34 6b 52 44 .83 :65 1 119 55..',67 41 35 29 54 .47 38 83 60 54 101 -80 226 141 47- 39 34 69 56 45 100 76 61 113 95 78 247 203 171 54 44 37 79 -64 51 85 75 140 88 358 236317 - 108140 104134 69 56 48 101 78 67 105 89 172 109 197 83 64 57 114 95 80 100 76 66 141 109 97 108 73 152 851 ,104 140 88 TT 1156 209 169 '1 183 - - 1091112Z, 314 238 189 296 244 124 107 212 j 128 - 250 -.... 145 126 247 198_221 152 - 313 - 5M 3N. N'@ 118 00 20 a 149" Q't16 24 18 .18 19- 15 16 __ 16 16 18 19 15. 16 16' 17 16 16 18 19 15 16 16 18 17 16 18-18 18 19 '16 16 16 21. 18 17 18 19 17 16 16 20 19 18.18 2428 18 19 19 17 16 22 20 19 18 19 23 .19 .17 30 25 20 3 00 20 19 19 24 20 18 33 27 21 20 .19 19 25 23 19 36. .28 26 23 20, 19. 29 24 24 33 27 4046 26 '21 .20 33 27' 24 37 31-34 29 23' .21 37 30 27 53 42 32 27 '24 40' 34 28 48 40 58.77 39 -33 29 421 36 60 47 .53.61 46 37 '33 48' 43 981 71 61 53 46 '36 73 55 48 84 69 61 48 '42 90 -67 57 102 76 119159179 77 62 49 103 '80 '70 115 104 98 70 63 129 102 82 113 143165 107 83 72 149 115 97 145 206 235 11 101 81 175 132 111 187 148 158 121 103 7 165 1T 244 206 O'17' 11~6 17 16 32 26 21 19 17 39 31 .28 - 26 21 19 49 37 32 , : 129 26', 21 -57 43 .38 35 ?28 .25 64 52 43 39, 31 27 77 59 50- 42 1,34. 30, 1 82 64 54 49 38 32 99 76 '.62 50 42 .34 100 80 65 58 51 '40 113 94 78 73 59 47. 140 103 90 1 82 60 54 50 .99 68 61 1162 107 85 '75 222 168 138 139 103 87 256 203 182 160 122 106 235 205 180 143 113 - 289 238 237 175 148 222 178 301 252 202 322 240 ' - 330 116 08 133 110 2N j18 18 19 18 18 19' 18 18 19' 18' 18 19 .18 18 19 18 18 19 '18. 18 '19 .19, 18 119 19 19 19 21 20 191201 24 21 27'. 22 21-23 30 26 36 32 28 44 34 32 47 40 35 54 46 41 55 48 '6878' 67 57 '99 79 69 10 93 '72 106 95 0sF28 16 16 16 iW 16 16 T 16 16 1 16 16 T 16 17 ' 16 17 5 17 17 19 18 '23 21 18 26 24 24 1 29 27 26 33 29 26 .36 31 30 45 38 35 105 54 47 40 62 55 48 741 64 551 92 78 67 94 86 T 108 97 TT .17 156 117 108 122 - 2o - 4' 16 17 16 j16 16 17 16 17 16 17'19 .18 16 21 19 17 25 22 20' 27.28 24 20> 25 21 28- 125 31-36 32 27 39-47 35 '30 38 36 50 43 38 63 54 44 78 '65 .53 lOOjOl 76 62: .85 74 130 107 '88 Li. i 192 168 1491187- 246 225 124 108 147 126 5216 2816''16" 17 16 20 18 1719 22 20 25 21 20 26 22""25 28 29 27 36 32 29"32 36 41 36 49 42 53 46 7ä 65 T 80 58668297 i 94 Ti 104134 i 115 i 1 138 225 186 282 218 180 285 17 16' 17 20 17 17 23 20 20 27 23 22 30 "?6 25 33 29 28 38 '32 29 41 34. 31 44 38 33 51 .43 39 59 53 69 '601. 44,49 5576 74 61 101 .76103 109 141 84'106.12.129177 106 9 r124,1172 92245 1232 202 267 240289 2929 25 38' 31 29 45 38 33 51,1 45 40 59 53 .45'54 -6 70 - 61 75 62- 84 72 69 -, 101 77 7,1 103 87 79 122 1:05113 .91 143' 113 16 196 i.Z 14 24, 265 199 183,215 320 234305 288 126 114 > ôb)2$23 22 2222 23 2323. 23 23, 23 23 23 23 23 23 23 23 -- 23 24. 23 :25.25 24 25 27 26 222222 112 29 27 .32 31 38, 34 44 39 51 45 61 52 70 62 83 71 -101 81 115, 103 -7,2 !JjW20 4J 3N@i'2 38t17 917. 416 420"2024 15 16 16 16 16 16 42 35 32 15 >16 16-. 16 16 16 18:21' 16 16 20 20 50 43 40- 16 16 16 17 1 16-1 -17 19 IL 28 26 22 58 50 48 1&'-212427 16 16 18 25 21 19 33 28 27 70 62 55 -116.1-17 16 '.16 20 28 24 31 .29 86 66 64 19(Na 3642 19 17 '17.11 23 31" 27 23 35 32 91 76 68 22 19 17 28 25 1_27 12G- 35 28 27 47 40 35 103 88 74 21 19 30 39' 31 28 54 -44 38 09 93 90 22_26-294 25 23 20' 33 28 40 34 29 58 49 42' 110 97 90 25 25 39 33 48 38 34 65 56 50 131 112'i27 100 -115' 28 25: 42 37 32T35 54 43 39 78 64 58 1..52 31 -28 50 40 62 51 43 91100 71 62 173 54 34 29 54 48 69 55 50 '80 202 166 70.86106 ö 40 38 69 60 1.1, 71 61 103 252 225 177 91100 119140 57 - 51 45 71 60 84 80 116 - 248 2 32 82100 ä 58 48 79 114;' 103 '.86-1104 143 114 283' 69",476 67 56 101 140 108 - 192238308 80 '691 110 104 172 143 118 198 - 107140161186T .137178212253 11,13 102 81 143 112 200 166 147 242 - 15 113 97 166 TT 196 1_ 75 110 188 136' 223 204 - 310 249 - 145 201 178 293 - . - 149 225 200 1292- - 30 148 ' - 7-1/2 in. - I : - -: . lOin. Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths 'Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vuicraft for, material availablity.> 81 V4 LI Ca M, VULCRAFT - GROUP '43 I DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS U. S. CUSTOMARY Based on an allowable tensile stress of 30ksi GirderJGirder Joist Girder.Weiqht'-'Pounds Per. Linear, FOot spar t'epth ± L L QD ON E-xpi~ij~~'t,~-"F E I Point L 4K 5K 6Ks 710 "I§Ki 19K 10 11 12 .141K 116 18 20 125 30 335 40K 501 60 70K 80K lOOK 1 14 2N@ 11 4O0 3N@j 9.332 28 32- 28 29 30 W 16 16 29 30 16 16 16 30 30 16 16 16 30 30 16 '16 166 30 30 16 17 30 30 T 16 17 30 30 T 18 17 30 30 22 19 18 3iL4 91 30 30 23 21 19 31 31 26 23 24 32 32 29 26 24 34 33 33 29 27 34 34 36 31 29 38 37 -44 39 36 40 39 54 47 42 43 40 61 52 47 46 44 61 54 58 52 i 77 70 66 60 i5 94 80 78 68 14 107 97 103 93 76 1•5 115 129 106 95 110 4k 85N@" -4 N@28 6N@ 467 '4.0O ,4N@f,28. 24 32 28 8 2 28j 2 4 2 .W W 17 16 6 16 16 IT 16 17 17 17 30 28 16 17 16''16 16 1617 19 17 20 20 38 33 17 17 17 r 21 20 24 23 45 140 19 18 18 20 19 22 22 26 25 53 47 21 19 21 26 '24 _5 29 27 61 54 "TI 2023 20.22 24 20 26 29 27 T 32 30 70 63 24 21 28 2627 32 30, 36 33 75 172 25 22 29 34 31 41 37 82 76 28 24 32 29. 37 34 45 40 88 79 32 27 35 44 38 53 47 iT 106 100 Q 7.001 .11417 3238 36 31 40 52 45 61 55 143 114 113 3944 37 55 47 42 57 51 'W 65 60 55 39 52 46 7i 60 54 74 67 173 57 46 64 58 76 71 95 83 221 198 172 64 54 80 6682 103 87 09 06 281 P35 06 76 62 94 105 05 25 115 274 244 74 104134 97111 11i 123 108 166 147 127 332 1284 149 148 184 169 85109124151 88108 176 156186 r 94 77 61 224 202 P206 260 232 301 149 36162 126 215 2ST 223 201 - 272 240 244 213 190 253 230 312 277 37 118 49 132 P4 44 ' 3O 2N@ 1'5.O0, r 3BE` N@ 00j N@j 0O r.d N@ 75L32 *+ 5N@ 2.00k N@i2816 it t'c2,417 28 2' 4 2B 32 36 28j 32r16 36 32 3616 2816 32,16 361417 4.21 128 36t 834 327tt 6 4466 24W17 4L450 29 29 30 30 W 16 16 16 16 16 16. 20 19 19 30 29 29 29 30 30 T 16 16 17 16 16 16 16 16 17 19 19 17 18 25 23 22 21 41 39 1 35 29 30 30 16 16 17 Tr 17 16 17 19 17 17 24 20 20 19 31 29 26 24 58 52 47 142 29 30 30 16 16 17 20 18 18 17 21 19 19 28 26 22 21 36 32 30 28 66 60 54 49 29 30 16 16 17 24 21 19 18 24 21 21 31 28 26 24 37 32 30 68 62 1 561 30,30 30 30 17 17 17 23 20 19 27 25 22 34 31 28 28 40 36 35 76 73 66 26_7_30 30 30. 30 20 18 17 25 21 21 28 26 25 39 34 31 28 44 41 38 85 77 1 72 W 30 30 30 21 19 18 27 23 22 31, 28 27 42 37 32 30 49 45 39 03 83 79 30 30 30 24 21 20 32 28 27 24 34 31 29 47 40' 35 33 53 50 43 115 05 91 1 82 32 31 31 25 25 24 37 33 29 27 38 36 31 54 46 41 38 61 57 53 142 113 111 1103 32 32 32 28 26 26 4r 37 32 30 46 39 38 62 52 47 44 72 65 59 1 34 33 32 31 29 27 47_ 42 36 35 49' 44 40 69 60 53 49 81 75 69 52 1-3-3-1159 127'1421183 36 34 33 33 30 30 54_ 46 41 38 56 50 44 67 60 55 86 82 74 76 41 78100 38 37 36 43 38 34 66 56 50 45 71 64 58 84 74 67 111 105 1 89 216 195 41 40 38 5T 50 45 42 78 71 60 54 79 73 66 09 02 87 79 44 41 41 58 51 46 79 69 62 8 02 85 76 140 111 06 90 8 6T26---- 9¶4 49 45 42 74 67 60 55 93 76 71 107 104 88 143 108 175 159 152 325 1290 65 55 51 T 79 ' 69 70 i 143 118 108 iZ 129 224 204 185 1 74 66 60 f 89 80 94108 I 86 75 68 l 96 92 i 156 f 92 89 76 iI 115 106 95 T7 156 126 110 99 2TU 179 136 122 2 223 202 184 285 248 220 304 275 161190237288 113148175200 110 104146 87 r1443 166 147 127 195 154 281 242 218 115 195 177 151 222 180 308 256 149 147 224 198 179 289 237 206 343 314 144 114 111 65 42 47 147 118 29 75 60 37 117 117 j.tgjW! O26.43216 3N lO.67 p 4N@ 5N@ rñk 5.33 11@ .00k r._36tf I9@ 1281,117 4T 28 1321M'16 .116 4j" 28)\ 32t 36t16 28 24 2 6 242T 8 2 6 f 16 16 W 16 17 16 16 iF 16 17 21 20 19 i 16 16 16 T 16 17 16 T 17 16 17 19 19 17 28 26 23 22 ir 16 16 17 IF 17 17 18 2 19, 18 17 21 20 20 1 28 27 26 17 16' 16 17 19 18 18 22, '20" '1' 26 24 21 33 30 29 -19 17 16 17 22 20 19 ••29 24 22 28 26 1 25 37 34 32 20.23 2 .1- 19 17 17 24 24 20 T 27 26' 31 28 27 3 42 38 36 -23 21 19 18 -29 26' 25 22 29 27 25 '36 32 30 132 T 48 42 39 25 22 21 19 T 27 25 23 W 32 30 28 39 34 51 46 43 26- '- '24 22 21 4 30 28 26 4T 35 33 29 43 37 35 59 52 46 .1- 27 25 25, ' 135 ' '.'336 "28 47 41 36 35 _7_ 50 44 39 77 67 61 54,62 : 29 27 25 .38 34 3 47 42 37 59 52 46 75 69 37 32 30 28 46 39 37 54 47 43 62 57 51 85 76 74 42 35 32 130 48 46 39 62 55 48 70 60 57 01 86 76 44 39 1 37 62 56 50 T 71 64 58 fiW 92 76 74 111 109 97 5 '7 51 45 44 70 65 57 03 92 80 72 02 03 87 64 52 51 83 73 66 13 02 94 82 T 21 05 05 67 67 60 54 Tt7 101 85 75 i 114 103 96 142 123 108 192 176 152 1 87 T7 69 T 115 109 f72 143 133 111 171 i 148 241 207 195 316 n. 88 .1071125 T27 f2 105 93 79 1T 143 124 175 156 137 219 194 176 - 292 258 241 i5 114 107 97 17 165 151 i 132 115 110 W 173 156 131 243 203 1184 - 305 258 230 321 187 172 ~57 209 187 162 249 223 200 - 304 277 149 27 233 203 189 290 253 1229 ,299 25 116 49 29 Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths, Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vuicraft for material availablity. 82 . NL.JDR VOL CRAFT -' GROUP DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS :, U. S. CUSTOMARY Based on an allowable tensile stress of 30ksi . * hMMM&Mdidtit (_)_(I_) l 0I l 3i 1 501 0 0K4 23 23 23, 23 3' 23 23 23 23 4 '23 23 4 24 23 25 25 24 26 25* 25 27 27 27 30 27 27 32 28 3 34 32 0 39 '35. T. 46 43 5 '54 .49 61 55 70 62 '84 87104 TUi 93107 f4 111 1u T26, .125 TB 164 156 3t3.4fi23 23 23 24 24 24 24 26 26 28 28 32 33 42 47 55 63 73 89 99 115 24 24 24 24 24; 24 26 26 29 29 29 32 38 44 '51 57 70 80. 92 102 .131 416 17 19 18 2 21 2.16 2 0 25 25 .25* 26 29 31 34.40 44 A8 05 62 77 71 5 79 1D T2i 152 17ri 202 179 252 230 93115143166 17 17 19 23 25 29 32 38 41 46 56 68 77 93 109 119 150 172 212 p4NO17 16 18 18 20 21' 26 23 27 24 28 30 .34 37 '40 51 57 66 .76 104 111 126 150 189; 117 17 18 18 19.'20. 23 25 26 28 *32 3437 .49..58 66 74 87,108 116 139 1178* 1 '16 ' .,?1616 9W 17., 22 20 25 .23 28 .25 31 .27, 34 , 31 37 .34 45 35 46 .41. 54 46 58 54 65' 59 71 100 91 105 102 Tt .107 of 143167 186, 1, 196 255, 230 298 16 16 18' 21 23 '27 *28 '36 33 /3. 42 47' 53 '64 80 .93 .104 128 159182 210 262 17 17 17 20 23' 24 28 129 31 . 35' 39 46 49" 60 73 81 . 96,116 138161 186 245 417 1 17,117, :19 .23 '25 25 '28 29' 33.'37 41 47 57:67 80 93.111 122152 178 217 317' 20 20 18 24 23 21 28, 26 25 ' 32 28 28 5: 31 29 M 35 32 42 38 36f.38" 47 41 T54 481, 44 52 55 49 62 56 77 .70. 64 83 79 99105 102 94 15 115 105 111 1 2.167197232 118.147 18- 148 220 185215 177 25 199 - 275 245 227 313 294 ,j17 18 18 21 20 '.22 .24 .27 25.. 29 28 30 29 33, 31 36 33 .42.49 40 44 53 52 58 '55 74 72 86' 79 105 98 108,130 156 180 204 271 24 2 -34 5 5 7_ 54_ 75 7T 01 105 10 f5' TTh 2TB 255 - 143 118 7N@ .'4ll18 '4f18' 21 20 26 '25 28' '28 32 31 35 33-36 40 43 41 4.8 45 '56 51 63 '57 71 65 72 79102.115 94 108 .145 .155197232276 184214255 300 18 2i-227 29, 31 34 , 37 *41 50 58 63 67' 82 106 113 127 167 .199 237 272 _18 22 24 27 30 33 37 39 '42 48 57' 63 71 '81 99 114 125 169 195234 267 21 21 20 27 25 23.27,30 .T .29 '5 :32 37 3538 77 40 70 48' 41 'SW 51 46 62 56 51, 75 .64 61 'SW 72 69 100 84 76 101 93. 1211152 111' -12al 175 156 86105119148.171203257294 17 182 241 222 - 277 _17 20 "24' 29 '30 34' 38 41 45 50 58 66 75 78 '98 113 129 .153193240278 320 ' 19 24 26 29 '32 35 40 43 46' 55 60 72 76 90 111 118 144183 218261 295 'a 27 'W 01 1'SW 0 75 78 92 103, 110 i'22 100 100 ,6 27 30 35 41 148 55 62 64 72 79 94 107 116 145 181 199 240 306 a . ' , 1, 25 28 33 39 .43 50 56 '57 65 74 86. '95 109 134 160 186 212 '277 M., ": , ' .23 28 '31 '37 :40 48 51' '57 59 74 81 88 98 120 50 175 190 255 302 22 26 .29 34"38 4250 54 59 67 76.83 98 157 182230277324.'' 114140 29 29 30 25 29' .30 2W' 30 '30 ..0 30 3030 T 30 3T• 31', 2. 32 W 34 4 33 SW 35 34 'SW. 36 45 381 35.37 S 40 39 TS3 '47 4653 "00 57 05 64 61 TB'l '70 71 "9 87 ,109122 1T8 8597.112126 RU 150 141 T85 173 156' ' 30 30 30' 30 30 30 '30' 31 32 34 32 34 33 35 '35. '36' 37' 43 '48 56 63 73 89 99 .115 146'S 8_30 30 .30 .30 31. '31. 32 32 33 35 35. 36 39 '43 .48 53 61 74 '88 99 110 132 '25 25 28 30 33 Zib 4Z 43 'S0 '46 'S7 5 05 11)4 101 140 115 i'6'T , 175 FBB2'R 191 27 '240 L 16 17 16 17 18 18 21 21 23, 22 '25 24' 28 '26 30' 28 33 '30 37 3438 44 45 52 '47 66 '75 5968 91 '79 .94109 134159 177 214'' .:..k.. 110.0417 '17 18 19 ':21 '25 25 '27' 29 32 36 '42 46' 54 65 74 82106 120 138 164 202 _48i8 18 18 18 '20.25 27;'25 28.1 31 35 139 43 "50 63 71 :81 98114139 153 192 ..*_ 16 17 21' 23 26 28 32 34 37 44 48 54 62 T''SWTg0105'iT5 74 i.ios ' JU 115152177207233 172157,225255 -4p16 18 20 :22 "24 27.. 29 32 34 40 45 52 55 .67 '79 93 .107 104 133 119 156 148 186 171 210 200 266 238 44'fl16. .18' 19 '21 25 28 30 32. 38 41' 47 53 '64 77 "93 ' 96 111 137 162 187 220 .,17 '18 2TN 18' 20 25 24 "24' 27 29 30 .WT47"S7. '36 39 'SS 43 7W 49 57 70 '81 JjT6OT902352Bg 2 ?6II " 36 _3218 '20 17 '19 '24 21 27 26 30 28 34 32 36 34 39" 36 43 40 .51 '47 58 55 62 59 70. 64 .91 79 106' 103 109 121142 1 123 177 167 209 192 240 222 293 253 09' ME i17 18 21 24 26,29 32 34 36 43 50 57 60 76 95105 '113 148 176202 227 303 18 .21 24 26 29 '30 33 35 1 41. 46 52 1 58 70 83 106 108 139 163 188 208 270 20 20 18 23 22 24W 27 25. 34 30 37 35 32 72-7 38 35 41 39 '46 '42 'SW54"00 51' 47 :59 56 7790 70 63 78 71 79 W11140 83,102 95 122 109 142 134 147 L166205248292 182 1B722U289" 222272,303 - 18 .21 24 28, '2730 32 36 40 43 51 57 '65 73 *87 106 119 137 176 202 122164191220255 246 283 " 18 20 24 '26 29 32 34''37 41 '47 52 59 67 83 98113 ç"4ó'20 3222 W 26 24 W 29 28' SW 34 33 43 40 36' 7 43 41 3' 49 45 SW 55 50 05 59 53 77 '67 61 79 69' 05 '84 81 i'0510 101 86 116 107 143 126 SW 167 '21b '175 190,231 215 Z00 - '290 264 326 - 4j21 23 28 31 34 37 .43 47 52 58' 66 .79 83 107 116 141 :157 '201 239 291 333 4821 25 28 29 '32 35: 39 44, 48 56 64 '69' 78 100 111 130 156.182 214278 315 L. '3627 31 27 37 35 32 5 41 37 3W 48 142 55 49 SW 62 .56' 77 70 64 02 '65 173 72 1:16'92 91- 104 '84 114 106 103 135 115 108 132 117,1149 105 Iffi 215 197 182. 207 232 209 - 270'. 243 - 310' - . - - ?1425 4824 31 29 35 34 40 38 '48 45,50 51 58 54 65"1,66 60 1,67 81 76 95 84.98 106 111 108 139 167 122154180.205259318 190 218 281 _7112 in.'Win,. I Joist Girder weights between the heavy black and blue lines have 7`1/2 inch bearing depths a. a. Joist Girder weights to the right of the heavy blue line have 10 inch beanng depths Check with Vulcraft for material availabhty. t.) • 84 ' NIIJI=MFQ - * , ' .VULcRAFT GROUP V DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS - U.S. CUSTOMARY V Based onan allowable tensile stressof3oksi V •. cWdè cni JL1 a& dèr 4fwwmww ikiiic 2K k16Idi8K Kh, ok 50K 6ÔK töK soI ooi ,.36 4 30 "19 30 30 30. 19 30 30 30 30 30 W 19' 19 30 30 30 30 30 ö 20 20- 30 30 31 31. 32 214' 21' 31 31 31 .31 32 24 23 31 31 31 32 25 26 32 32 32 32 32 28 26 34 33 33 32 32 30 28 35 35 34 33 33 32 30' 36. 35 34 36 36' 37 34 38 37 36 36 36 43. 40 39 38 37 38 37- 46- 44 44 39 38 37 39 51" 47 52 51 46 41 41 65 5968 60 59 53 48 48 75 -87 69 V 62 59 58 53 76 81 70 67 :63 .60 Tt5 101 .95 88 85 82. 71' i 115 109 120 110 98 .90 89 f 143 134 134 122 113 101 .97 f7 165 1'17811 151 141 117 104 f 178 1261157 87 66 48 .' 32 30. 4819 20 20 20 20 20 21 21- 22 22 25 24 25 25 26 26 29 27 32 30 35 33 40 381 42 41 54 50 64 58 73 66 81 .74 104 97 114 108 136 116 151 1401176 198 14b16 N91- 817 16 1823 18 17 18 21 20. 19 18 ,25 23' 23 24 21 28 26 24 .25 24 3033 28 1,27.1-29 26 26 31 28 26 36 34 32 30 29 39 37 34 - 32 31 46 44 39 .37 33 54.- 46 45 4146 40 58.65 54 48 43 38 18 58 56 53 47 78. 75"- .67 64 58 99' 91 .79' 78 -89 70 10 05 94 79 112 206 .131N 1331 107 182 96 16? 92 153 228254 231'295 209 186 166 65 17' 456N4 17 17 - 17 17, 22 20 19 19 18 24' 24 23- 22'. 21 27 26 24- 24 29.32 30 28 '27 25 35 33 31, 29 28 35 '33 31 30. 38-- :36. 34 33 39.4347.54 42 39 37 35- 49 47 .43' 38 62 55 52 50. 45 69 56 57,' 52 78 6480 61 55 99 '92 744 68 09; 02 03 - 87 83 40' 16 09 - 05 98- 151 142 113 1231159, 1081281155 189 168 11175 '17 196 192 261 246 222 199 227 178202 281 250 95' '66 N- 0 '.4'418 @7 fl5424. 19 18. 24. 22 22 .21' 24 28 27 L 25 24, 26 32 30 28 27. 30 36 34 31 29 32 62.....71 NZ 40 38 36 33 35. -46 41 39 37- 39, 47 46 42' 40 41 54 49 47 43' .45 62 56 56 50 49 70 - 63 63 '57 57' 77 71 65 65 63 91 79 72 73 72 105 102 94 82- 83 30 16 09 05. 00' 52 175217 155 147 136175 .125 196 1,K;.213 165 255 231.290 195 01-238 257 231 299 278 263' 43 23 19.' 14' ? 436' NZ40 .22 j.bk5421_- -23 22. 25 30, 28 28 26 24' 32' 31 29 28- 37 .36 34 31 42 39 37 '35 54 48- 45, 41 39 - 58 52- 50 46 43 63 56 53' .51 46 64. 57' 54 51, 72: 66 63 60' 84, 76, 74' 69 93 86 81 76 103123 30 84 88,109 11346 108 J 79 52' 75-187 197 177 159 50 44' 226 193' 95 '!69 ".43 ' " 313 280 321, 29 '16 44 Is M6 AF2 35 30 28 39 33 48 42 40 32 I 55 49 48 62 -56 53 70 64' 57 78 71, 65 79 74 öö 84-103 81 i 95 f 08 05 23 - 111 i'r 46:171' 98 96 46 16 - 294 264 - - - - - - 125,11163 27,1 31 30 37 36 43 40 '52 -47. 58 52 63 58 - 68 62- -75 73 83 79 97 86 08 Ot 16 112 153 79 58 01 184 240 2181274, 301 333 11331 ' . 4- , -- ' NJ -od4,8 " "s 8OO , j'4,30,'A J17 93t4i25 16,r17. 618 -17 :417 Ji17 18 19 19 19:-2o' 17- 17 18 17,]20 24 21 23 24 19 19 19' 20 T 19 18 '17 18 22 20 20 28- 27 27,29 24.29 26. 29 28 T 137 21 20 20 20 21 24'25 23 22 21 24 -'27 24 24 22. 33 31 28 35 33 24 22.' 21 2024 21 25 '24 22 27 25 24' 39 35 33 '32 33 38 36 26- 24 25: 24 27 2629 24 24 32- 30,33 28 27 43' 40 37 36 37- Ti7 43 42 29' 27" 27 27 25 3133 27 26 35 31 29." 50 46 41' -39, 40, 49 48 31, 29 29 27 26 31 30" 28 38 36 34 32 54. 49- 47 43 .43 55-63. 52 34 32', 30, 30 26 37:39 34,36 32 30 41 39 36 -35-38 61 55 50 - -49' 57 49 .,,?'.61 37 35 32 - 31"'33 29 35 32 46- 42.- 'ft -65- 59 56:.64 51 7 67 64 78 .21 i7 43 36 .44 43 39 37 54 '48 47 40 77, .71 59' T 78 73 41-44 -49 32,,'37-141 48 43 .40 '51 47 '45 41. 62 55 50 49- 91 79, 72 67 61 92 80 56' 5 44 57 52 47 46 69 63.71' 57 52 00' 92 81 76 75 01 94 57, 57, 50 46 143 65 5971 53 77. 64 58 05 01 94-109 82107. 81-. -.98 1T1T 07'142 04 49,61' 73 65 63' '6068 49 67 .92 ' 84 80 74 140 116 7791 89 77 -91 75 61 '7 78' 70 106 103 94 83 6388 W0'T 102.109 87 77 70 9 06 90 81 301 111 08 06 67... 50.175 01:107133 104-130 93 79 i 108 96 143 1321 168 118 111139 216 191 174 154191 219.66 199 89109 39 113 97 iii 128. 176 TTfl 46 23 03 - 35 125153177206234 116 11371163185 1229 71 152 134 i291157 112 156 157 218.250 1195 182 249 - '84 163195216 300 280 12681314 195 174 155 128 195,222 184207 2T 231 213 301 - 221 200 177 172 149 292 265 251 - 73 253 231 212 88" 278- 66 229 - .: 313 79 43 35., 20 14 Th 1 91 75 118 47 4 1-2 !,,4'00Ø829 d.5,427 634 23 30 '28 8.,, 26' 41 38 35-42 34 32 31 29,. 50 46 40 38 35 58 55 50' 46 '42 40 -37 68 62 56 51 51 43 4i 70 64. 57 54 49 45, 82 74 71 66 61 53, 50 91 79 73 72 68 57 52" 100109 92 81 75. 66 60 1 68 102 103 86 84. 74 130 11.6- 108 105 98 1108 I114.I141 82 76. 1421164 32, 1117 111 96 84 111 108 192 173 38 22 243 219' 198 187 67 61 53-165 94 39 15 01 186 - 276 248318 22788 35 04 - 58301 284 254301 - 288 - - 144.1180 34 120 1151 On e.- .. ,1/21n. ,. " '-. lOIn. - Joist Girder weights between the heavy black and blue lines have 7.112 inch bearing depths. Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths Check with Vuicraft for matenal availablity 85 - . - N Li_D__., ' -. - •,, ,VULCRAFT - GROUP, ,,,/ NorCal Engineering Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562) 799-9469 Fax (562) 799-9459 November 5, 2001 Project Number 9623-01 Lanikai Management Corporation 1815 Aston, Suite 106 Carlsbad, California 92008 Attn.: Mr. Larry Jell RE: Geotechnical Engineering Investigation 7 Proposed Office Development (±14 Acre Parcel) Located East of 1815 Aston Avenue, in the City of Carlsbad, California Dear Mr. Jell: Pursuant to your request, this firm has performed a Geotechnical Engineering Investigation for the proposed commercial development at the above referenced project. The purpose of this. investigation is to evaluate the subsurface conditions of the 'subject site and to provide recommendations for the proposed self storage development The scope of work included the following: 1) site. reconnaissance; 2) subsurface geotechnical exploration and sampling; 3) laboratory testing; 4) engineering analysis of field and laboratory data; and 5) preparation of a geotechnical engineering report. It is the opinion of this firm that the proposed development is feasible from a geotechnical standpoint provided that the recommendations presented in this report are followed in the design and construction of the project. November 5, 2001 Project Number 9623-01 I Page 2 1.0 Project Description It is proposed to construct an office development as shown on the site plan. Other improvements will consist of property line screen walls, concrete and asphaltic pavement and landscaping. The buildings will be supported by a conventional slab-on- grade foundation system with perimeter-spread footings and isolated interior footings. It is assumed that the proposed grading for the development will include minor cut and fill procedures.. Final building plans shall be reviewed by this firm prior to submittal for city approval to determine the need for any additional study and revised recommendations pertinent to the proposed development, if necessary. 2.0 Site Description The approximately 14 acre subject site consists of an iiregular shaped parcel located easterly of College Avenue and southerly of Aston Avenue, in the city of Carlsbad. The parcel is elongated in a east to west direction with topography of the property descending from west to east. The property is currently undeveloped land which contains minor scattered debris and small stockpiles of fill, concrete and debris in the southeasterly portion. Outcroppings of bedrock are located throughout the site. Moderate to heavy vegetation was noted throughout the parcel. The investigation consisted of the placement of seven (7) subsurface exploratory trenches by a backhoe to a maximum depth of '9 feet below current ground elevations. The explorations were visually classified and logged by a field engineer and geologist with locations of the subsurface explorations shown on the attached Site Plan. The depth of the excavation was limited due to the hardness of the bedrock. The exploratory trenches revealed the existing earth materials to consist of a disturbed top soil/fill and natural soil/bedrock. A detailed description of the subsurface conditions are listed on the excavation logs in Appendix A. NorCal Engineering November 5, 2001 Project Number 9623-01 I Page I Disturbed Top/Fill Soils: A disturbed/fill soil classifying as a brown, silty CLAY to clayey SAND was encountered across the site to a depth of 6 inches. These soils were noted to be firm to medium dense and dry due to past weathering. I Natural: An undisturbed native soil classifying as a brown, silty CLAY bedrock material was encountered beneath the upper surface soils. These native soils were. I observed to be stiff to very hard and dry to moist. The high density of these soils limited the depths of our excavations. I The overall engineering characteristics of the earth material were relatively uniform with each excavation. No groundwater was encountered to the depth of our trenches and no I caving occurred; however, the soils in portions of the site have contained water in the upper +2 feet during the rainy season. I 4.0 Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform. / laboratory testing and analysis for direct shear, consolidation tests, and to determine in- place moisture/densities. These relatively undisturbed ring samples were obtained by driving a thin-walled steel sampler lined with one inch long brass rings with an inside diameter of 2.42 inches into the undisturbed soils. Bulk bag samples were obtained in the upper soils for expansion index tests and maximum density tests. Wall loadings on the order of 4,000 lbs 1. ./lin.ft. and maximum compression loads on the order of 100 kips were utilized for testing and design - purposes. All test results are included in Appendix B, unless otherwise noted. - 4.1 Field moisture content (ASTM:D 2216) and the dry density of the ring samples were I determined in the laboratory. This data is listed on the logs of explorations. 4.2 Maximum density tests (ASTM: 0-1557-00) were performed on typical samples of the upper soils. Results of these tests are shown on Table .1. I.- I NorCal Engineering 43 November 5, 2001 Project Number 9623-01 Page 4 4.3 Expansion index tests in accordance with the Uniform Building Code Standard No. 29- 2 were performed on remolded samples of the upper soils. Results of these tests are provided on Table II. 1 4.4 Atterberg Limits (ASTM: 0 4318-84) consisting of liquid limit, plastic limit and plasticity index were performed on representative soil samples. Results are shown on Table Ill. I 4.5 Sulfate tests to determine the potential corrosive effects of soils on concrete were I performed in the laboratory. Test results are provided on Table IV. 4.6 Direct shear tests (ASTM: 0-3080) were performed on undisturbed and disturbed samples of' the subsurface soils. The test is performed under saturated conditions at loads of 500 lbs.Isq.ft., 1,000 lbs./sq.ft., and 2,000 lbsisq.ft. with results shown on Plate A. 4.7 Consolidation tests (ASTM: D-2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was. added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plate B. 5.0 Seismicity Evaluation There are no known active or potentially active faults trending toward or through the site. The proposed development lies outside of any Aiquist Priolo Special Studies Zone and the potential for damage due to' direct fault rupture is considered very remote. The site is located in an area of high regional seismicity and a maximum credible horizontal ground acceleration of 0.43g may occur from a Magnitude 6.9 earthquake along the Rose Canyon fault zone, which is located approximately 6 rnHes away.... Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or greater distances to other faults. NorCal Engineering 49 November 5, 2001 Project Number 9623-01 Page 5 Al 0 The following earthquake design parameters are based upon the 1997 Uniform Building Code (IJBC) for a Seismic Zone 4 with a Z factor of 0.40 and a Soil Profile Type of SD, a stiff soil profile. Rose Canyon Distance to Fault 10 km Seismic Source Type B Seismic Coefficient = Ca (0.44) Na Seismic Coefficient = Cv ' '(0.64) Nv .Near-Source Factor Na 1.0 Near-Source Factor Nv 1.0 6.0 Liquefaction Evaluation The site is expected to experience ground shaking and earthquake activity that is typical of 'Southern California area. It is during severe ground shaking that loose, granular soils below the groundwater table can liquefy. Our analysis indicates the potential for liquefaction at this site is considered to be very low due to the near surface bedrock conditions at the subject site. Thus, the design of the proposed construction in conformance with the latest Building Code provisions for earthquake design is expected to provide mitigation of ground shaking hazards that are typical to Southern California 7.0 Conclusions and Recommendations Based upon our evaluations, the proposed development is acceptable from a geotechnical engineering standpoint. By following the recommendations and guidelines set forth in our report, the structures will be safe from excessive settlements under the anticipated design loadings and conditions. The proposed development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent structures. NorCal Engineering November 5, 2001 Project Number 9623-01 I Page 6 The following recommendations are based upon geotechnical conditions encountered in our field investigation and laboratory data. Therefore, these surface and subsurface I conditions could vary across the site. Variations in these conditions may not become evident until the commencement of grading operations and any unusual conditions which may be encountered in the course of the project development may require the need for additional study and revised recommendations. It is recommended that site inspections be performed by a representative of this firm during all grading and construction of the development to verify the findings and recommendations documented in this report. The following sections present a ' discussion of geotechnical related requirements for specific design recommendations of different aspects of the project. I I 7.1 Site Grading Recommendations Any vegetation shall be removed and hauled from proposed grading areas prior to the start of grading operations. Existing vegetation shall not be mixed or .disced into the soils. Any removed soils may be reutilized as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed. Grading I operations shall be performed in accordance with the attached "Specifications for Placement of Compacted Fill". 7.1.1 Removal and Recompaction Recommendations All disturbed/low density soils (6 inches) shall be removed to competent native material, the exposed surface scarified to a depth of 12 inches, brought to within 2% of optimum moisture content and compacted to a minimum of 90% of the laboratory standard (ASTM: 0-1557-00) prior to placement of any additional compacted fill soils, foundations, slabs-on-grade and pavement. Grading shall extend a minirnum.of five horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater. Wet soil conditions may be encountered of the grading operations commerce during or immediately after the rainy season. Stabilization of wet areas may be necessary which may include the use of gravel, filter fabrics and track mounted equipment. '4,, NorCal Engineering November 5, 2001 Project Number 9623-01 I Pae7 It is possible that isolated areas of undiscovered fill not described in this report are present on site. If found, these areas should be treated as discussed earlier. A diligent search shall also be conducted during grading operations in an effort to uncover any underground structures, irrigation or utility 1ines. If encountered, these structures and lines shall be either removed or properly abandoned prior to the proposed construction. Any imported fill material should be preferably soil similar to the upper soils encountered at the subject site. All soils shall be approved by this firm prior to importing at the site and will be subjected to additional laboratory testing to assure concurrence with the recommendations stated in this report. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. Adequate drainage away from the structures, pavement and slopes should be provided at all times. If placement of slabs-on-grade and pavement is not completed immediately upon completion. of grading operations, additional testing and grading of the areas may be necessary prior to continuation of construction operations. Likewise, if adverse weather conditions occur which may damage the subgrade soils, additional assessment by the geotechnical engineer as to the suitability of the supporting soils maybe needed. 7.1.2 Fill Blanket Recommendations Due to the potential for differential settlement of foundations placed on compacted fill / and the underlying bedrock, it is recommended that all foundations be underlain by a uniform compacted fill blanket at least three feet in 'thickness. Thjs fill blanket shall extend a minimum of five horizontal feet outsidethé. edges of foundations or equidistant. to the depth of fill placed, whichever is greater.' Some difficulty in the excavations of the bedrock may occur and ripping maybe required prior. to the use of scrapers for transporting these soils. A seismic refraction study may be necessary to be performed by others to determine these conditions. . . ," L '- - r NorCal Engineering t I I 411 November 5, 2001 Project Number 9623-01 Page 7.2 Shrinkage and Subsidence Results of our in-place density tests reveal that the soil shrinkage will be on the order of 5 to 10% due to excavation and recompaction, based upon the assumption that the fill is compacted to 92% of the maximum dry density per ASTM standards. Subsidence I should be less than 0.1 feet due to earthwork operations. The volume change does not include any allowance for vegetation or organic stripping, removal of subsurface I improvements or. topographic approximations. Although these values are only approximate, they represent our best estimate of lost yardage which will likely occur I during grading. If more accurate shrinkage and subsidence factors are needed, it is recommended that field testing using the actual equipment and grading techniques I should be conducted. 1 7.3 Temporary Excavations Temporary unsurcharged excavations in the existing site materials less than 4 feet high may be made at a vertical gradient unless cohesionless soils are encountered. Temporary unsurcharged excavations from 4 to 6 feet high may be trimmed at a 1 t0 1 1 (horizontal to vertical) gradient. In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot-cutting, or flatter excavations may be required. The temporary cut slope gradients given do not preclude local raveling and I sloughing. All excavations shall be made in accordance with the requirements of CAL- OSHA and other public agencies having jurisdiction. Care should be taken to provide or I maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. I 7.4 Foundation Design I All foundations may be designed utilizing the following safe bearing capacities for an embedded depth of 24 inches, into approved fill materials with the corresponding widths: I I NorCal Engineering 413 November 5, 2001 Project Number 9623-01 Pagè9' Allowable Safe Bearing Capacity (psf) Continuous Isolated Width (ft) - Foundation Foundation >-.- 1.5 2000. - 2500- 2.0 2075 w' 2575 S) / 40.. 2375 2875 - - The bearing value may be increasecby 500 psf for each additional foot of dqp in excess of the 24 inch minimum depth, up 16'a maximum of 4,000 psf. A one third increase may be used when considering short term loading and 'seismic forces. Any foundations located along the property lines or where lateral overexcavation is not possible may utilize a safe bearing capacity of 1,500 psf. A representative of this firm shall inspect all foundation excavations prior to pouring concrete. All foundations shall be reinforced with a minimum of one No. 5 bar, top and bottom. These recommendations may change after the grading operations due to the amount of grading to be performed. Additional laboratory testing will be performed at that time. 7.5 Settlement Analysis I Resultant. pressure curves for the consolidation -tests are :'shown on Plate B. Computations utilizing these, curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of 3/4 inch and differential settlements of less than 1/4 in 17.6 Lateral Resistance I The following values may be utilized in resisting lateral 'loads imposed on the structure. Requirements of the Uniform Building Code should be adhered to when the coefficient of I friction and passive pressures are combined.: .... .. Coefficient of Friction - 0.35 I ' Equivalent Passive Fluid Pressure = 200 lbs./cu.ft. Maximum Passive Pressure = 2,000 lbs./cu.ft. The passive pressure recommendations are valid only for approved compacted fill soils. NorCal Engineering November 5, 2001 Project Number 9623-01 Page 10 ,41r 7.7 Retaining Wall Design Parameters Active earth pressures against retaining wall will be equal to the pressures developed by the following fluid densities. These values are for granular backfill material placed behind the walls at various ground slopes above the walls. Surface Slope of Retained Materials Equivalent Fluid (Horizontal to Vertical) Density (lb./cu.ft.) Level 30 5tol 35 4tol 38 3tol 40. 2tol 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values. A backfill zone of non-expansive material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination no less than 1/4 to I (horizontal to vertical). All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdrain system. 7.8 Slab Design All concrete slabs-on-grade shall be at least five itiches in thickness and placed on approved subgrade soils compacted to a minimum of 95% relative compaction in the. upper one foot. Reinforcement requirements and an increase in thickness of the slabs- on-grade may be necessary based upon proposed loading conditions in the structures. A vapor barrier overlain by a two inch thick, sand layer should be utilized in areas which would be sensitive to the infiltration of moisture All concrete slab areas to receive floor coverings should be moisture tested to meet all manufacturer requirements prior to placement All slabs-on-grade shall be reinforced with a minimum of No. 3, bars at 18 inches on-center in both directions positioned in the center of the slab The upper. 18 inches of the subgrade sQils shall be moistured to 130% of the optimum moisture :I content prior to pouring concrete. 'I CoC. yCA 13 r %I C ) 2" $A" 01 SAM CE /3,4ii# c I NorCal Engineering I II CHAP. 23, DIV. II 2001 CALIFORNIA BUILDING CODE TABLE 23-I1-H TABLE 23-I1-H—ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL WOOD STRUCTU R A L P A N E L DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE' BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Nail spacing (in.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 and 4) and at all panel edges (Cases 5 and 6) Nails spaced 6" (152 mm) max. at supported edges x 25.4 for mm MINIMUM 6 4 1 21/,2 22 PANEL GRADE COMMON NAIL SIZE MINIMUM NAIL PENETRATION IN FRAMING (Inches) MINIMUM NOMINAL PANEL THICKNESS (Inches) NOMINAL WIDTH OF FRAMING MEMBER (Inches) Case I (No unblocked edges or continuous joints parallel to load) All other configurations (Caaea2,3,4, 5 and 6) Nail spacing (In.) at other panel edges x 25.4 for mm 6 6 4 3 X 25.4 for mm x 0.0146 for tWmm 6d 11/4 5 /16 2 3 185 210 250 280 375 420 420 475 165 185 125 140 Structural 1 8d 1'/2 /8 2 3 270 300 360 400 530 600 600 675 240 265 180 200 10d3 1/8 '5/32 2 • 3 320 360 425 480 640 720 730 820 285 320 215 240 6d 11/4 /16 2 3 170 190 225 250 335 380 380 430 150 170 110 125 2 3 185 210 250 280 375 420 420 475 165 185 125 140 C-D,C-C, Sheathing, 3, 2 3 240 270 320 360 480 540 545 610 215 240 160 180 2 3 255 285 340 380 505 570 575 645 230 255 170 190 and other grades covered in UBC 8d 11/2 Standard 23-2 or 23-3 '/32 2 3 270 300 360 400 530 600 600 675 240 265 180 200 10d3 1 /8 15/32 2 3 290 325 385 430 575 650 655 735 255 290 190 215 2 3 320 360 425 480 640 720 730 820 285 320 215 240 'These values are forshort-time loads due to wind orearthquake and must be reduced 25 percent for normal loading. Space nails 12 inches (305 mm)on center along intermediate framing members. - - Allowable shear values for nails in framing members of otherspecies set forth in Division Ill, Part Ill, shall be calculated forall o t h e r g r a d e s b y m u l t i p l y i n g t h e s h e a r ( capacities for nails in Structural Iby thefollowing factors: 0.82 for species with specific gravity greater than orequal t00.42 but less than 0.49, and 0.65 fors p e c i e s with a specific gravity less than 0.42. 2Framing at adjoining panel edges shall be 3-inch (76 mm) nominal or wider and nails shall be staggered where n a i l s a r e s p a c e d 2 i n c h e s ( 5 1 m m ) o r 21/2 inches (64 mm) on center. 3Framinat adjoining panel edges shall be 3-inch (76 mm) nominal or wider and nails shall be staggered where lOd nails having penetration into framing of more than 1 /g inches (41 mm) are spaced 3 inches (76 mm) or lesson center. LOAD FRAMING / BLOCKING IF USED CASE1 CASE2 CASE3 LO 4, CASE DIAPHRAGM BOUNDARY CONTINUOUS PANEL JOINTS 1 n I I I i; LOAD CASE /FRAMING LOA[ RAM ING CONTINUOUS PANEL JOINTS BLOCKING BLOCKING CONTINUOUS PANEL JOINTS ( NOTE: Framing may be oriented in either direction for diaphragms, provided sheathing is properly • designed for vertical loading. I F] 2-287 MI MI - - -, - - - - - EXPANSION TANK SCHEDULE. TAG MAKE PART NO. SERV. VOL. GALS. DRY WEIGHT REMARKS TACO C AX&4 - CONDENSER HATER I 22 150 VERTICAL BLADDER TYPE I /-ET)) COOLING TOWER SCHEDULE TAG MAKE/MODEL ] CFM GPM EWTLWT _[RANGE [_W.B. APPROACH FAN PUMP VOLTAGE WEIGHT REMARKS RC0LD JH-35C 111500 5 155 10. 12 15 10 HP I HP 40-5 500oc'I PROVIDE \/, FOR FAN M0 BOILER SCHEDULE TAG MAKE f MODEL INPUT MBH OUTPUT MBH WATER TEMP AFUE GPM PRESSURE1 DROP (FT.H20) I VOLTAGE J DRY WEIGHT REMARKS ENT LVG RAYFAK- PH-4 2i.0 514.0 - - bo 54 14 120-I . f455 - PUMP SCHEDULE TAG MAKE MODEL SERVICE [ GPM FT.HD. RPM HP VOLTAGE WEIGHT REMARKS Ep_ TACO CE SOlO C0NENSER HATER 260 &5 150 10 4 0-5 50 - HuH PREMIUM EFFICIENCY TEFC INVERTER UT MOTOR 4 VF TACO CE SOlO CONENSER q2 S5 1750 tO 410-5 ISO HATER V.11TH PREMIUM EFFICIENCY TEFC INVERTER DUTY MOTOR * VF FEB-1-2006 09:44 From:NORCRL ENGINEERING 562 799 9459 To:760 602 8560 P.2'10 NorCal Engineering Soils and Geotechnical Consultants 10641 Hunbolt Street Los Alamitos, CA 90720 (562) 799-9469 Fax (562) 799-9459 February 8, 2006 Project Number 9623-01 Lanikai Management Corporation P.O. Box 455 - - Santa Yne, California 93460 Attn: Larry Jett RE; Geotechnical Report - Obseniation and Testing of Crib Wall Backfill Operations - Proposed Palomar Point Development (Buildings A,,13 and C) - Located at 1930 Palomar Point Way, in the City of Carlsbad, California Dear Mr.. Jett - Pursuant to your request, this firm has provided this geotechnical report tosummarize the observation and testing performed during backfill operations for three (3) crib walls at the above referenced project. The geotechnicài aspects of the backfill were conducted in accordance with our report titled "Geotechnical Engineering Investigation". dated November 5, 2001, Project Number 9623-01. Our geotechnical services pertaining to the backfill are summarized in the subsequent sections of this report. Wall Backfill Prior to construction of the crib walls all vegetation and demolition debris was stripped and removed to competent material. The exposed surfaces were scarified, moisture conditioned and then recompacted to a minimum of 90% relative compaction. A drain system consisting of 4-inch perforated PVC pipe and % inch diameter gravel wrapped in filter fabric was placed behind the base of each wall. Fill soils were then placed as the walls were constructed and compacted to a minimum 90% of the laboratory standard in lifts not in excess of eight inches in thickness. The maximum depth of fill soils placed was approximately 9 feet. Hand operated compaction equipment was utilized for compaction control. A water hose provided moisture control. FEB-10-2006 09:44 From:NORCRL ENGINEERING 562 799 9459 To:760 602 8560 P.3'lO February 8, 2006 Project Number 9623-01 Page Laboratory/Field Testing The relative compaction was determined by Sand Cone Method (ASTM 01556-00) and by the Drive Tube Method (ASTM: D2937-00). The maximum density of the fill soils was obtained by the laboratory standard (ASTM: 01557-00) and results are shown on Table I. Tests were performed a minimum of every 500 cubic yards placed and every two feet in-.depth of fill placed. A summary of the compaction tests of the backfill operations are described in Appendix B with locations shown on the accompanying plan. Limitations It should be noted that our work. does not warrant or guarantee that the contractor responsible for each phase of the project has performed his work in accordance with the project specifications. We appreciate this opportunity to be of service to you. If you have any further questions, please do not hesitate to contact the undersigned. Respectfully submitted, ocEss,o NORCAL ENGINEERIN ExP-12131 Keith D. Tucker * I Walter K. Mott Project Engineer Project Manager c. NorC al Engineering FEB-1O-26 e9:44 From:NORCPL ENGINEERING 562 799 9459 To:760 62 856 P.4'1 February 8, 2006 ( Projict Number 9623-01 Pap 3 * . . TABLE MAXIMUM DENSITY TESTS. (ASTM: D1557-00) Optimum Maximum Dry Sampi classlfication Moisture . Density (Pbs.IcuJt.) I Silty SAND . ito 120.5 Ii Silty SAND . 1.5 . 123.0 ill Silty SAND 11.0. 128.0. IV Silty SAND 1ô.0 130.0 V Silty SAND 12.5 122.0 / NorCai Engineering FEB-10-2006 09:44 From:NORCRL ENGINEERING 562 799 9459 To:760 602 8560 P.,5'10 February 8, 2006 Project Number 9623-01 Page 4 SUMMARY OF COMPACTION TEST RESULTS Data of Test Percent Unit Wt. Relative $oIl Test Test No, Location Elevation Moisture 'lbs Jcu.ft. Compaction L S/D 4/25/05 101 Wall Backfill 307.0 8.5 105.1 87 1 0 4/25/05 101A Wall Backfill 307.0 10.1 108.9 90 I 0 4/25/05 102 Wall Backfill 308.0 10.0 111:8 93 I D 4/25105 103 Wall Backfill 307.0 10.5 112.6 94 I S 4/25/05 104 Wall Backfill 304.0 10.7 109.3 91 I 0 4/26/05 105 Wall Backfill 309.0 10.1 1111.7' 93 . I 0 4126/05 106 Wall Backfill 308.0 10.4 112.3 91 , II 0 4/26/05 107 Wall Backfill 305.0 10.2 114.2 93 Il S 4/26/05 108 Wall Backfill 313.0 9.8 117.4 95 II D 4/27/05 109 Wall Backfill 309.5 10.8 11,4.4 95 I S 4127/05 110 Wall Backfill ' 310.0 11.2. 113,3 92' II 0 '4/27/05 111 Wall Backfill 313.0 9.4 116.0, 94 'Il 0 4/27/05 112 Wall Backfill 312.5 10.8 112.8 ' 94 , I 0 5/2/05 .113 Wall Backfill 314.0 11.2 111.1 90 ' II S 5/2/05 114 Wail Backfill 316.0 10.9 ' 116:3 91 III 0 5/2/05 115 ' Wall Backfill 310.5 9.8 116,6 . 91 . ' Ill D 5/2/05 116 Wall Backfill 316.0 10.7 107.5 87 . II D 5/2/05 116A' Wall Backfill 316.0 10.5 112.2 91 , II D 5/2/05 117 Wall Backfill 315.0 10:7 111,4 . 91 II S 5/2/05 118 Wall Backfill 317.0 ' 11.2 ' 113.3 92 II 0 5/3105 119 Wall Backfill ' 318.0 10.4 112.3 91 II 0 513/05 120 Wall Backfill 319.0 11.2 ' 115.2 90 Ill ' 0 5/3/05 121 Wall Backfill 3170 10.8 108,8 ' 90 " I . S 5/4/05 122 Wall Backfill 319.0 9.9 112.8. 94 I 0 5/4/05 123 Wall Backfill . 320.0 10.8 110.1 9.1 ' I ' 0 5/4/05 124 Wall Backfill 320.5 10.4 111.4 91 II D 5/4/05 125 Wall Backfill' 310.0 9.5 115.5 94 . . II S 5/4105 126 Wall Backfill . 307.5 19.6 111.2 90 II 0 5/5/05 127 ' Wall Backfill 316.0 7.2 104.6 85 II 0 5/5/05 127A" Wall Backfill ' 316.0 10.5 1.12.2 91 . II D 5/5/05 128 Wall Backfill '322.0 10.8 1,11.0 . 90 ' II 0 5/5/05 129 Wall Backfill' 321.5 11,2 , 109.2 ' ' 91' .. I S 'Retest of failing tests after area reworked 5= Sand Cone Method 0= Drive Tube Method NOrC al Engineering FEB-1E6 e9:44 From:NORCAL ENGINEERING 562 799 9459 To:76e 692 8560 P.6'10 February 8, 2006 Project Number 9623-01 Page.5 . * SUMMARY OF COMPACTION TEST RESULTS Date of Test . Percent Unit Wt. Relative Soil Test I1 No, Location Elevations Moisture lbs .lcu.ft. Comoaction I LQ 5/6/05 130 Wall Backfill 323.5 9.9 111.0 90 II D 516/05 131 Wall Backfill 324.0 10.2 • 112.5 91 II D 516/05 132 Wall Backfill 325.0 9.6 122.1 94 IV S 5/6/05 133 Wall Backfill 325.0 10.2 111.6 91 II 0 5/9/05 134 Wall Backfill 326.0 10.5 119.2 92 IV S 5/9105 135 Wall Backfill 321.0 . 10.0 107:2 87 ii D 5/9/05 135A** Wall Backfill 321.0 10,3 112.4 91 II D 5/9105 136 Wall BCkfill 327.0 9.8 112.0 91 II 0 5/9/05 137 Wall Backfill 326.0 10.9 118.5 91 IV S 5/9/05 138 Wall Backfill 323.0 1018 111.9 91 II D 5/9/05 139 Wall Backfill 326.0 10.1 121.6 94 IV S 5/9/05 140 Wall Backfill 325.5 9.5 114.2 93 II, D 5/10/05 141 Wall Backfill 328.0 13.9 108.4 88 Il D 5/10/05 141A Wall Backfill 328.0 10.9 112.7 92 Il D 5/10/05 142 Wall Backfill 329.0 10.6 112.1 91 II D 5/10/05 143 Wall Backfill 328.0 11.1 108.2 88 II S 5/10/05 143Af*. Will Backfill 328.0 10.8 117.4 95 II $ 5/10/05 144 Wail Backfill 330.0 10,7 112.9 92 II D 5/10/05 145 Wall Backfill 329.0 ,. 10.3 110.8 90 II D 511/05 146 Wall Backfill 331.0 10.8 114.5 93 II S 5/11/05 147 Wall Backfill 329.0 10.5 108.5 90 I 0 5/11/05 148 Wall Backfill 328.0 11.1 110.7 90 il C 5/11/05 149 Wall Backfill 331.0 10.7 112.9 92 II S 5/12105 150 Wall Backfill 328.0 10.3 114.2 93 0 D 5/12/05 151 Wall Backfill 268.0 12.6 110.1 90 V D 5/12/05 152 Will Backfill 274.0 12.9 111.7 92 V S 5/12/05 153 Wall Backfill 271.0 12.4 110.3 . 90 V D 5/13/05 154. Wall Backfill 275.0 10.0 113.6 92 Il D 5/13/05 155 Wall Backfill 276.0 10.6 120.1 " 92 IV S 5/16/05 156 WalI.Backfill 310.0 10.9 111.0 90 II D 5/16/05 157 Wall Backfill 320.0 10.3 112.3 91 II D **Retest of failing tests after area reworked S= Sand Cone Method D= Drive Tube Method NorCál Engineering E / NorCal Engineering SOILS AND GEOTECUNICAL CONSULTANTS LAfKM PRGJECI 9823-01 [DATE FES1UJAIIY 2098 SITE PLAN FEB-1-20e6 9:45 From:NORCL ENGINEERING 562 799 9459 To:760 62 8560 4 - 02/08/2006 13:22 7607390343 VINJE &MIDDLETON PAGE 02 AUL) PAGE 02 f . ANTHONY-TAYLOR CONSULTANTS Cuj S L PfA 240 V' Abc. ill) . Jncl, M. 0449 0171 X P,jon ?. ON )-7S M bCk92 Ms Vegvi1 CONCRETE DATA SHEET ,1015 NO.: JOB NAME-._V . ARESB • - 0 - CONTRACTOR:, S • - ENGêEIR: - PLACEMENT LOCA'flON: - W ;mrpe S .. PERMIT NO.; -: -. _PLAN PILE NO.: OATECA$T: ilzanlgk ..: REQUIRED P51,- -. M4X .DE$tN; c?Zi5 . ... , SLUMP____________________ SUPPUEZ _BATC 1A14T: TICKET NO,; _. TRUCK NO Tt: - CUBIC. IDS.:__•_ ____ QONICHETF TMFJSATURE -. F AlP CONTENT, NUMBER O SPECIMENS- 4 . S LLO!IS'OF WATER ADDED--. - AGE TO DE TESTEb 28 (HOLD): F1.D DATA ON; cmcnrE, MORTAR: LIMTWGHT .. OTHER._ -' TEST RESULTS- (FOR DrFICE USP. o&vi DATE REC'D: CYLlR NO. 0 AT 0 T E r,TT n & (DAYM rIN.Nj IA& IM &A 5A Lfl.I kip J.ETEQN Th BMW O SPEQIMEI4S?MQEBY: 1 - ' (LjCOM"AtIY:/ .•. 4 I . * - Geotechnacal Engineering Investigation Office Deielopment 1815 Aston Avenue' Carlsbad, California ,.- U - .; . V -. - 4 •-' V - ..V. I 4 4 $ Prepared For Lanikai Management Corporation 1815 Aston, Suite 106 Carlsbad, California 92008 - - . •- .. Attn.:. Mr. LarryJett , .. I .. V., - .. . -. .1 - - Project Number 9623-01 November 5, 2001 ¶4 •, Z) I'1!1' : I 1, TABLE OF CONTENTS I Section Page I 1.0 Project Description ........................... .................................... 2 2.0 Site Description ........................................................... ........ 2 3.0 Site Exploration ......... ........................... . ..................... ......... 2 I 4.0 Laboratory Tests 4.1 Field Moisture Content ..................... ......................................... 3 4.2 Maximum Density Tests........................ - .................................3 I 4.3 Expansion Index Tests........................................... ................. 4 4.4 Atterberg Limits. ..................................................................... .4 I 4.5 Sulfate Tests ................. . ......... .................... ............................ 4 4.6 Direct Shear Tests .................................................................. 4 4.7 Consolidation Tests ..... ....................................... .. . ....... . ... ........ 4 1 5.0 Seismicity Evaluation .............................................. . ............. 4 6.0 Liquefaction Evaluation ........... ........................ ... ................... 5 1 7.0 Conclusions and Recommendations Site Grading Recommendations ..................... ..........................6 7.1 7.1.1 Removal and Recompaction Recommendations .......... ............... .6 I 7.1.2 Fill Blanket Recommendations .......... . .......... . ............... ............ .7 7.2 Shrinkage and Subsidence ................................................... 8 7.3 Temporary Excavations ............................ ............................. 8 1 7.4 Foundation Design ................................................................. 8 7.5 Settlement Analysis..... ........................................................ ....9 7.6 Lateral Resistance ................................................................... 9 7.7 Retaining Wall Design Parameters ........................................... 10 7.8 Slab Design .......................................................................... 10 7.9 Pavement Section Design .............................. ................ . ......... 11 7.10 Utility Trench and Excavation Backfill ........................................ 12 I 7.11 Corrosion Design Criteria......................................................12 8.0 Closure... .............................................................................. 12 I I I I U I NorCal Engineering Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562) 799-9469 Fax (562) 799-9459 November 5, 2001 Project Number 9623-01 Lanikai Management Corporation 1815 Aston, Suite 106 Carlsbad, California 92008 Attn.: Mr. Larry Jett RE: Geotechnical Engineering Investigation- Proposed Office Development (±14 Acre Parcel) - Located East of 1815 Aston Avenue, in the City of Carlsbad, California Dear Mr. Jett: Pursuant to your request, this firm has performed a Geotechnical Engineering Investigation for the proposed commercial development at the above referenced project., The purpose of this investigation is to evaluate the subsurface conditions of the subject site and to provide recommendations for the proposed self storage development. The scope of work included the following: 1) site reconnaissance; 2) subsurface geotechnical exploration and sampling; 3) laboratory testing; 4) engineering analysis of field and laboratory data; and 5) preparation of a geotechnical engineering report. It is the opinion of this firm that the proposed development is feasible from a geotechnicat standpoint provided that the recommendations presented in this report are followed in the design and construction of the project. November 5, 2001 Project Number 9623-01 I Page 2 1.0 Project Description It is proposed to construct an office development as shown on the site plan. Other improvements will consist of property line screen walls, concrete and asphaltic pavement and landscaping. The buildings will be supported by a conventional slab-on- grade foundation system with perimeter-spread footings and isolated interior footings. It is assumed that the proposed grading for the development will include minor cut and till procedures. Final building plans shall be reviewed by this firm prior to submittal for city approval to determine the need for any additional study and revised recommendations pertinent to the proposed development, if necessary. 2.0 Site Description The approximately 14 acre subject site consists of an irregular shaped parcel located easterly of College Avenue and southerly of Aston Avenue, in the city of Carlsbad. The parcel is elongated in a east to west direction with topography of the property descending from west to east. The property is currently undeveloped land which contains minor scattered debris and small stockpiles of fill, concrete and debris in the southeasterly portion. Outcroppings of bedrock are located throughout the site. Moderate to heavy vegetation was noted throughout the parcel. 3.0 Site Exploration The investigation consisted of the placement of seven (7) subsurface exploratory trenches by a backhoe to a maximum depth of 9 feet below current ground elevations. The explorations were visually classified and logged by a field engineer and geologist With locations of the subsurface explorations shown on the attached Site Plan. The depth of the excavation was limited due to the hardness of the bedrock. I The exploratory trenches revealed the existing earth materials to consist of a disturbed top soil/fill and natural soil/bedrock. A detailed description of the subsurface conditions I are listed on the excavation logs in Appendix A. I I NorCal Engineering November 5, 2001 I Page Project Number 9623-01 Disturbed Top/Fill Soils: A disturbed/fill soil classifying as a brown, silty CLAY to clayey SAND was encountered across the site to a depth of 6 inches. These soils were noted to be firm to medium dense and dry due to past weathering. Natural: An undisturbed native soil classifying as a brown, silty CLAY bedrock material was encountered beneath the upper surface soils. These native soils were. observed to be stiff to very hard and dry to moist. The high density of these soils limited the depths of our excavations. The overall engineering characteristics of the earth material were relatively uniform with each excavation. No groundwater was encountered to the depth of our trenches and no caving occurred; however, the soils in portions of the site have contained water in the upper +2 feet during the rainy season. 4.0 Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform 1 laboratory testing and analysis for direct shear, consolidation tests, and to determine in- place moisture/densities. These relatively undisturbed ring samples were obtained by I driving a thin-walled steel sampler lined with one inch long brass rings with an inside diameter of 2.42 inches into the undisturbed soils. Bulk bag samples were obtained in the upper soils for expansion index tests and I maximum density tests. Wall loadings, on the order of 4,000 lbs./lin.ft. and maximum compression loads on the order of 100 kips were utilized for testing and design I purposes. All test results are included in Appendix B, unless otherwise noted. 4.1 Field moisture 'content ASTM:D 2216) and the dry density of the ring samples were determined in the laboratory. This data is listed on the logs of explorations., I 4.2 Maximum density tests (ASTM: D1557-00) were performed on typical samples of the upper soils. Results of these tests are shown on Table I I NorCal Engineering I November 5, 2001 I Page Project Number 9623-01 4.3 Expansion index tests in accordance with the Uniform Building Code Standard No 29- 2 were performed on remolded samples of the upper soils. Results of these tests are provided on Table II. 4.4 Atterberg Limits (ASTM: D 4318-84) consisting of liquid limit, plastic limit and plasticity, index were performed on representative soil samples. Results are shown on Table Ill. 4.5 Sulfate tests to determine the potential corrosive effects of soils on concrete were performed in the laboratory. Test results are provided on Table IV. 4.6 Direct shear tests (ASTM: .0-3080) were performed on undisturbed and disturbed samples of the subsurface soils. The test is performed under saturated conditions at loads of 500 lbs /sq ft, 1,000 lbs /sq ft, and 2,000 lbs /sq ft with results shown on Plate A. 4.7 Consolidation tests (ASTM: 0-2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plate B. 5.0 Seismicity Evaluation There are no known active or potentially active faults trending toward or through the site. The proposed development lies outside of any Aiquist Priolo Special Studies Zone and the potential for damage due to direct fault rupture is considered very remote. The site is located in an area of high regional seismicity and a maximum credible horizontal ground acceleration of 0.43g may occur from a Magnitude 6.9 earthquake along the Rose Canyon fault'zone, which is located approximately 6 miles away. Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated. earthquakes and/or greater distances to other faults. NorCal Engineering November 5, 2001 Project Number 9623-01 Page The following earthquake design parameters are based upon the 1997 Uniform Building Code (UBC) for a Seismic Zone 4 with a Z factor of 0.40 and a Soil Profile Type of So, a stiff soil profile. 'Earth quake Fault Rose Canyon Distance to Fault 10 km Seismic Source Type B Seismic Coefficient = Ca (0.44) Na Seismic Coefficient = Cv . (0.64) Nv Near-Source Factor Na 1.0 Near-Source Factor Nv 1.0 6.0 Liquefaction Evaluation The site is expected to experience ground shaking and earthquake activity that is typical of Southern California area, It is during severe ground shaking that loose, granular soils below the groundwater table can liquefy. Our analysis indicates the potential for liquefaction at this site is considered to be very low due to the near surface bedrock conditions at the subject site. Thus, the design of the proposed construction in conformance with the latest Building Code provisions for earthquake design isexpected to provide mitigation Of ground shaking hazards that are typical to Southern California. 1.0 Conclusions and Recommendations Based upon our evaluations, the proposed development is acceptable from a geotechnical engineering standpoint. By following the recommendations and guidelines set forth in our report, the structures will be safe from excessive settlements under the anticipated design loadings and conditions. The proposed development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent structures. NorCal Engineering November 5, 2001 Project Number 9623-01 Page I The following recommendations are based upon geotechnical conditions encountered in our field investigation and laboratory data. Therefore, these surface and subsurface I conditions could vary across the site. Variations in these conditions may not become I evident until the commencement of grading operations and any unusual conditions which may be encountered in the course of the project development may require the need for additional study and revised recommendations. IIt is recommended that site inspections be performed by a representative of this firm during all grading and construction of the development to verify the findings and I recommendations documented in this report The following sections present a discussion of geotechnical related requirements for specific design recommendations of I different aspects of the project. 7.1 Site Grading Recommendations I Any vegetation shall be removed and hauled from proposed grading areas prior to the start of grading operations. Existing vegetation shall not be mixed 'or .disced into the I soils. Any removed soils may be reuthized as compacted fill once any deleterious "material or oversized materials (in excess of eight inches) is removed. Grading I operations shall be performed in accordance with the attached for Placement of Compacted Fill". 7.1.1 Removal and Recompaction Recommendations All disturbed/low density soils (6 inches) shall be removed to competent native material, I the exposed surface scarified to a depth of 12 inches, brought to within 2% of optimum moisture content and compacted to a minimum of 90% of' the laboratory standard I (ASTM: 0-1557-00) prior to placement of any additional compacted fill soils, foundations, slabs-on-grade and pavement. Grading shall extend a minimum of five horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater. Wet soil conditions may be encountered of the grading operations commerce I during or immediately after the rainy season. Stabilization of wet areas may be necessary which may include the use of gravel, filter fabrics and track mounted I equipment. ' I NorCal Engineering I lei November 5, 2001 Project Number 9623-01 Page I It is possible that isolated areas of undiscovered fill not described in this report are present on site. If found, these areas should be treated as discussed earlier. A diligent search shall also be conducted during grading operations in an effort to uncover any I underground structures, irrigation or utility lines. If encountered, these structures and lines shalt be either removed or properly abandoned prior to the proposed construction. I Any imported fill material should be preferably soil similar to the upper soils encountered i at the subject site. All soils shall be approved by this firm prior to importing at the site and will be subjected to additional laboratory testing to assure concurrence with the I recommendations stated in this report. Care should be taken to provide or maintain adequate lateral support for all adjacent' improvements and structures at all times during the grading operations and construction phase. Adequate drainage away from the structures, pavement and slopes should be provided at all times. I If placement of slabs-on-grade and pavement is not completed immediately upon I completion of grading operations, additional testing and grading. of the areas may be necessary prior to continuation of construction operations. Likewise, if adverse weather I conditions occur which may damage the subgrade soils, additional assessment by the geotechnical engineer as to the suitability of the supporting soils may be needed. 7.1.2 Fill Blanket Recommendations Due to the potential for differential settlement of foundations, placed 'on' compacted fill and the underlying bedrock, it is recommended that all foundations be underlain by a I uniform compacted fill blanket at least three feet in thickness. This fill blanket shall extend a minimum of five,honzontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater. Some difficulty in the excavations of the bedrock may occur and ripping maybe required prior to the use of scrapers for I transporting these soils. A seismic refraction study may be necessary to be performed by others to determine these conditions. I NorCal Engineering I H November 5, 2001 Project Number 9623-01 Page 17.2 Shrinkage and Subsidence .I Results of our in-place density tests reveal that the soil shrinkage will be on the order of 5 to 10% due to excavation and recompaction, based upon the assumption that the fill is I compacted to 92% of the maximum dry density per ASTM standards. Subsidence should be less than 0.11 feet due to earthwork operations. The volume change does not include any allowance for vegethtion or organic stripping, removal, of subsurface improvements or topographic approximations. Although these values are only approximate, they represent our best estimate of lost yardage which will likely occur during .grading. If more accurate shrinkage and subsidence factors are needed, it is I recommended that field testing using the actual equipment and grading techniques should be conducted: 17.3 Temporary Excavations Temporary unsurcharged excavations in the existing site materials less than 4 feet high I may be made at a vertical gradient unless cohesionless soils are encountered. Temporary unsurcharged excavations from 4 to 6 feet high may be trimmed at a I to I I (horizontal to vertical) gradient. In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot-cutting, or flatter excavations may be I required. The temporary cut slope gradients given do not preclude local raveling 'and sloughing. All excavations shall be made in accordance with the requirements of CAL- OSHA and other public agencies having jurisdiction. Care should be taken to provide or maintain adequate lateral support for, all adjacent improvements and structures 'at all times during the grading operations and construction phase. I , 7.4 Foundation Design I All foundations may be designed utilizing the following safe bearing capacities for an embedded depth of 24 inches, into approved fill materials with the corresponding widths: I 1 1 NorCal Engineering I' Ti November 5,'20'01 Project Number 9623-01 $ Page 1 Allowable Safe Bearing Capacity {psf) Continuous Isolated I Width (fi) Foundation Foundation 1.5 2000 2500 I 2.0 2075 2575 4.0 : 2375 2875 The bearing value may be increased by 500 psf for each additional foot of depth in excess of the 24 inch minimum depth, up to a maximum of 4,000 psf. A one third increase may be used when considering short term loading and seismic forces. Any I, foundations located along the property lines or where lateral overexcavation is not possible may utilize a safe bearing capacity of 1,500 psf. A representative of this firm shall inspect all foundation excavations prior to pouring concrete, All foundations shall be reinforced with a minimum of one No. 5 bar, top and bottom. These recommendations may change after the grading operations due to the amount of I grading to be performed Additional laboratory testing will be performed at that time I 7•5 Settlement Analysis S I Resultant pressure curves for the consolidation tests are shown on Plate B. I Computations utilizing these curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of 3/4 inch and differential settlements of less than 1/4 inch. 16 Lateral Resistance / The following values may be utilized in resisting lateral loads imposed on the structure $ Requirements of the Uniform Building Code should be adhered to when the coefficient of friction andpassive pressures are combined. Coefficient of Friction - 0.35 Equivalent Passive Fluid Pressure = 200 lbs./cu.ft. Maximum Passive Pressure = 2,000 lbsJcu.ft. The passive pressure recommendations are valid only for approved compacted fill soils. I I NorCal Engineering I, I I November 5, 2001 Project Number 9623-01 Page 10 7.7 Retaining Wall Design Parameters Active earth pressures against retaining wall will be equal to the pressures developed by the following fluid densities These values are for granular backfill material placed behind the walls at various ground slopes above the walls. Surface Slope of Retained Materials Equivalent Fluid (Horizontal to Vertical) Density (lb Icu ft) Level 30 5tol 35 4tol 38 3tol 40 2tol 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values A backfill zone of non-expansive material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination no less than 1/4 to 1 (horizontal to vertical) All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdrain system. 7.8 Slab Design All concrete slabs-on-grade shall be at least five inches in thickness and placed on approved subgrade soils compacted to a minimum of 95% relative compaction in the upper one foot. Reinforcement requirements and an increase in thickness of the slabs- on-grade may be necessary based upon proposed loading conditions in the structures A vapor barrier overlain by a two inch thick sand layer should be utilized in areas which would be sensitive to the infiltration of moisture All concrete slab areas to receive floor coverings should be moisture tested to meet all manufacturer requirements prior to placement All slabs-on-grade shall be reinforced with a minimum of No 3 bars at 18 inches ton-center in both directions positioned in the center of the slab The upper 18 inches of the subgrade soils shall be moistured to 130% of the optimum moisture content prior to pouring concrete. S NorCal Engineering I I November 5, 2001 Project Number 9623-01 Page 11 I 7.9 Pavement Section Design The table below provides a preliminary pavement design based upon an R-Value of 17 I for the proposed pavement areas. Final pavement design may need to be based on R- I Value testing of the subgrade soils near the conclusion of rough grading to assure that these soils are consistent with those assumed in this preliminary design. I Traffic Asphaltic Base Type of Traffic Index Concrete (in) Material (in) I Automobile Parking Stalls 4.0 3.0 5.0 I Automobile 5.0 3.0 8.0 Circulation Areas I Medium Truck Access Areas 6.0 3.5 10.5 (GVW <42,000 Ibs; 3 axle) I All concrete slabs to be utilized for pavement shall be a minimum of six inches in I thickness and placed on approved subgrade soils. Final pavement section designs for pavement areas may need to be determined by additional testing of the subgrade near I the conclusion of grading operations. In addition, the above recommendations are based upon estimated traffic loads. Client should submit anticipated traffic loadings, I when available, so that pavement sections may be reviewed to determine adequacy to support these loads'. Any approved base material shall consist of a Class II aggregate or equivalent and should be compacted to a minimum of 95% relative compaction. All pavement materials shall conform to the requirements set forth by the City of Carlsbad. The base material and asphaltic concrete should be tested prior to delivery to the site and during placement to determine conformance with the project specifications. A pavement engineer shall designate the specific asphalt mix design to meet the required project specifications. 1 II NorCal Engineering II • ,J November 5, 2001 Project Number 9623-01 Page 12 1.10 Utility Trench and Excavation Backfill Trenches from installation of utility lines and other excavations may be backfihled with I on-site soils or approved imported soils compacted to a minimum of 90% relative compaction. All utility lines shall be property bedded with clean sand having a sand I equivalency rating of 30 (SE > 30) or more. This bedding material shall be thoroughly water jetted around the pipe structure prior to placement of compacted backfill soils. _ I Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations and underground utilities were tested for corrosion potential. The minimum resistivity value obtained for the samples tested is representative of an environment that may be corrosive to metals. The soil pH value was considered mildly alkaline and shall not have a significant effect on soil corrosivity. Consideration should be given to corrosion protection systems for buried metal such as protective coatings, wrappings or the use of PVC where permitted by local building codes. I According to the latest 'Uniform Building Code (UBC) Table 19-A-3 - Requirements for I Concrete Exposed to Sulfate-Containing Solutions', these contents revealed negligible levels of sulfate exposure. Therefore, a Type II cement according to latest UBC I specifications may be utilized for building foundations at this time. Additional sulfate I tests shall be performed at the completion of site grading to assure that these soils are consistent with the recommendations stated in this design. Sulfate test results may be found on the attached Table IV. IClosure The recommendations and conclusions contained in this report are based upon the soil I conditions uncovered in our test excavations. No warranty of the soil condition between our excavations is implied. NorCal Engineering should be notified for possible further I recommendations if unexpected to unfavorable conditions are encountered during construction phase. I I NorCal Engineering I 'I November 5, 2001 Project Number 9623-01 Page 13 It is the responsibility of the owner to ensure that all information within this report is submitted to the Architect and appropriate Engineers for the project. This firm should have the opportunity to review the final plans to verify that all our recommendations are incorporated. This report and all conclusions are subject to the review of the controlling authorities for the project. A preconstruction conference should be held between the developer, general contractor, grading contractor, city inspector, architect, and soil engineer to clarify any questions relating to the grading operations and subsequent construction. Our representative should be present during the grading operations and construction phase to certify that such recommendations are complied within the field. This geotechnical investigation has been conducted in a manner consistent with the level of care and skill exercised by members of our profession currently practicing under similar conditions in the Southern California area. No other warranty, expressed or implied is made. We appreciate this opportunity to be of service to you If you have any further questions, please do not hesitate to contact the undersigned. Respectfully submitted, NORCAL ENGINEERING Keith D. Tucker Project Engineer R.G.E. 841 Troy D. Norrell President Gail S. Hunt Project Geologist C.E.G. 384 NorCal Engineering November 5, 2001 Project Number 9623-01 Page 14 SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Excavation Any existing low density soils and/or saturated soils shall be removed to competent natural soil under the inspection .of the Soils Engineering Firm. After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM; 0-1557-00). In any area where a transition between fill and native soil or between bedrock and soil are encountered, additional excavation beneath foundations and slabs will be necessary in order to provide uniform support and avoid differential settlement of the. structure. Material For Fill The on-site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic. concrete, concrete or other hard materials greater than eight inches in maximum dimensions. Any import soil must be approved by the Soils Engineering firm a minimum of 24 hours prior to importation of site. Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not excess of six inches in thickness. Each lift shall be uniform in thickness and thoroughly blended. The fill soils shall, be brought to within 15% of the optimum moisture content, unless otherwise specified by the Soils Engineering firm. Each lift shall be compacted to a minimum of 90% relative compaction (in accordance with ASTM: D-1 557-00) and approved prior to the placement of the next layer of soil. Compaction tests shall be obtained at the discretion of the Soils Engineering firm but to a minimum of one test for every 500 cubic yards placed and/or for every 2 feet of compacted fill placed. NorCal Engineering ri November 5, 2001 Project Number 9623-01 .1 Page 15 The minimum relative compaction shall be obtained in accordance with accepted I methods in the construction industry. The final grade of the structural areas shall be in a dense and smooth condition prior to placement of slabs-on-grade or pavement areas I No fill soils shall be placed, spread or compacted during unfavorable weather conditions When the grading is interrupted by heavy rains, compaction operations shall not be resumed until approved by the Soils Engineering firm. I Grading Observations The controlling governmental agencies should be notified pnor to commencement of any grading operations. This firm recommends that the grading operations be conducted under the observation of a Soils Engineering firm as deemed necessary. A 24 hour notice must be provided to this firm prior to the time of our initial inspection I Observation shall include the clearing and grubbing operations to assure that all I unsuitable materials have been properly removed, approve the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished I grade and designate areas of overexcavation, and perform field compaction tests to determine relative compaction achieved during fill placement In addition, all foundation excavations shall be observed by the Soils Engineering firm to confirm that appropriate i beanng materials are present at the design grades and recommend any modifications to construct footings I I 'I I NorCal Engineering p I ... - - __ a - a a - a a•• ma / NorCal Engineering SOILS AND GEO'IECHNICAL CONSULTANTS LOCATION OF FIELD EXPLORATIONS PROJECT 9623-01 1 DATE November 5, 2001 Project Number 9623-01 I Page 16. I I-. List of Appendices. I (in order of appearance) I Appendix A - Log of Excavations I . Log of Test Excavations TE-1 to TE-7 - I . Appendix B - Laboratory Tests . Table I - Maximum Dry Density I . TbIe II.— Expansion Index Tests I . 's Table III —Sulfate Tests Table IV - pH Tests I • Table V - Resistivity Tests . Table VI - Chloride Tests I Plate A - Direct Shear I • Plate B - Consolidation Appendix r,- Report by Gail S Hunt I. I- 74 I NorCal Engineermg I MAJOR DIVISION GRAPHIC LETTER TYPICAL DESCRIPTIONS RVMRAI SYMMOI 1 0 ' WELL-GRADED 0 0 c GW GRAVELS, GRAVEL. SAND MIXTURES, LITTLE OR NO FINES GRAVEL CLEAN GRAVELS I AND (LITTLE OR NO o ft I GRAVELLY FINES) SOILS •, GP POORLY-GRADED GRAVELS. GRAVEL-SAND MIXTURES, LITTLE OR NO FINES 4 0 0ARSE RAINED GRAVELS GM SILTY GRAVELS, GRAVEL-SAND- ILS MORE THAN I 50% OF WITH FINES COARSE SILT MIXTURES FRACTION (APPRECIABLE RETAINED ON AMOUNT OF GC CLAYEY GRAVELS, GRAVEL-SAND- NO.4 SIEVE FINES CLAY MIXTURES a SW WELL-GRADED SANDS, GRAVELLY I SAND CLEAN SAND p . SANDS, LITTLE OR NO FINES AND (LITTLE OR NO ORE THAN SANDY SOILS FINES) POORLY-GRADED SANDS. GRAVEL- a% OF SP LV SANDS, LITTLE OR NO FINES AATERIAL S LARGER AN NO. MORE THAN SM SILTY SANDS, SAND-SILT 0 SIEVE 50% OF SANDS WITH }jj•J MIXTURES 1ZE COARSE FINE FRACTION (APPRECIABLE I PASSING ON AMOUNT OF ScCLAYEY SANDS, SAND-CLAY NO.4 SIEVE FINES) MIXTURES I ML INORGANIC SILTS AND VERY FINE SANDS. ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO I FINE SILTS LIQUID LIMIT III CL MEDIUM PLASTIC, GRAVELLY GRAINED AND I S ThAN CLAYS, SANDY CLAYS, SILTY SOILS CLAYS CLAYS. LEAN CLAYS SILTS AND ORGANIC I ORGANIC OL SILTY CLAYS OF LOW PLASTICITY I INORGANIC SILTS, MICACEOUS OR IJll MH DIATOMACEOUS FINE SAND OR ORE THAN SILTY SOILS % OF ATERIAL SILTS LIQUID LIMIT CH INORGANIC CLAYS OF HIGH 'S SMALLER HAN NO. AND GREATER THAN PLASTICITY. FAT CLAYS W SIEVE CLAYS 50 SIZE "' OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS I- PEAT, HUMUS, SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS I UNIFIED SOIL CLASSIFICATION SYSTEM I al Engineering I 'KEY: 'I U Indicates 2.5-inch Inside Diameter. Ring Sample. Indicates 2-inch 00 Split Spoon Sample (SPT). Indicates Shelby Tube Sample. I iii Indicates No Recovery. Indicates SPT with 140# Hammer 30 in. Drop. Indicates Bulk Sample.. Indicates Small Bag Sample. Indicates Non-Standard Indicates Core Run. COMPONENT DEFINITIONS ENT SIZE RANGE ulders Larger than 12 in bbles 31nto12in Rwavel 3intoNo4(4.5mm) Coarse gravel 3into3/4in e gravel 3/4 in to No 4 (4.5mm) No. 4 (4.5mm ) to No. 200 ( 0.074mm) rnd arse sand No.4 (4.5 mm) to No. 10(2.0 mm) Medium sand No. 10(2.0mm ) to No. 40(0.42mm) sand Ie No. 40 (0.42 mm ) to No. 200 ( 0.074 mm) and Clay Smaller than No. 200 ( 0.074 mm) COMPONENT PROPORTIONS DESCRIPTIVE TERMS RANGE OF PROPORTION Trace ' 1-5% Few 5-10% Little '10-20% Some 20-35% And 35-50% MOISTURE CONTENT DRY Absence of moisture, dusty, dry to the touch. DAMP Some perceptible moisture: below optimum MOIST No visible water near optimum moisture content WET Visible free water, usually soil is below water table. I RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE CÔHESIONLESS SOILS ' COHESIVE SOILS Density N (blows/ft) Consistency N (blowslft) Approximate Undrained Shear Strength (psi) Very Loose 0 to 4 Very Soft 0 to 2 <250 Loose 4 to 10 Soft 2 to 4 250-500 Medium Dense 10 to 30 Medium Stiff 4 to 8 500-1000 30 to 50 stiff 8 to 15 1000-2000 I Dense Very Dense over 50 Very Stiff 15 to 30 2000-4000 Hard over 30 > 4000 :-al Engineering I Log of Test Excavation TE-1 :t. Lanikai/Carlsbad If Drilling: 1019/01 I Groundwater Depth: None Encountered 11 ig Method: Extension Backhoe flier Weight: 1 Drop: - - Samples Laboratory Geotechnical Description -R 11th. ology c & . >, D >'U o Surface Elevation: Not Measured 6 DISTURBED TOPSOILS I \ Silty CLAY / __ M 3.6 \Firrn,dry / 216 1047 I NATURAL SOILS \ SiltyCLAY \\rown, stiff to very stiff, st 21.7 105.9 I \ Weathered Shal~Bedro~7 ~~~~~ \Light brown, dry - Boring completed at depth of 4' I I .1. I I I ... .1' . I H I I. I Project No. i"rCal Engineering 96231 Ll Log of Test Excavation TE-2 I Lanikai/Carlsbad lIIng: 10/9/01 Groundwater Depth: None Encountered thod: Extension Backhoe eight: I Drop: Geotechnical Description LIth- .- , • ology > .2 Surface Elevation: Not Measured 6" DISTURBED TOP SOILS ~Silty CLAY Firm,diy / .. 18.1 104.6 NATURAL SOILS Silty CLAY - Brown, stiff with occasional shale fragments, moist Weathered Shale Bedrock Light brown. hard, damp 14.1 101.6 Shale Bedrock with large cobbles Light brown, very hard • 16.8 108.1 Boring completed at depth of 9' I I I I I I I I. I #rCal Engineering I Project No. 9623-01 Log of Test Excavation TE-3 project: Lanikal/Carlsbad Date of Drilling 10/9101 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight: I Drop: ., — — Samples I Laboratory IlDep h (feet) Geotechñical Description Uth- CL - ology >. 0 c a Surface Elevation Not Measured c j I , 6' DISTURBED TOP SOILS \ Silty CLAY - 7 \Firm, dry * • •. -/ .,, NATURAL SOILS I \ Silty CLAY Brown., stiff, damp / 14.6 108.7. ------- Claystone Bedrock — - Grey, very hard, damp to moist - Boring completed at depth of 7 10 I . . . 1 I15 --20 25 *3O - '35 S - Project No. NorCal Engineering - 9623-01 - U Log of Test Excavation TE-4 'roject Lan ikai/Carlsbad Kgate=of DrIlling: 10/9/01 . Groundwater Depth: None Encountered )rilling Method: Extension Backhoe Drop: L borato Samples Lath- ] Vt) ammer Weight: Geotechnical Description Surface Elevation: Not Measured jL 6" DISTURBED TOP SOILS .. U \\ Clayey SAND with large amounts of gravel, rock and cobbles - I- \ \Dense, damp • . \ Conglomerate I \ Extremely dense \Could not penetrate Boring completed at depth of 1' . •. Ib0 I -15- 20 . '25 . I.. r I -30 I .-. I -• . -35 NorCal E S Project No. ngineering . 9623-01 - 4 Log of Test Excavation TE-5 project: Lanikal/Carisbad ate of Drilling: 10/9101 .. Groundwater Depth: None Encountered Drilling Method: Extension Backhoe r Weight: I Drop: Vpth Samples ' u E. Laborato Geotechnical Description Lfth. Ology - > Surface Elevation: Not Measured 6" DISTURBED TOP SOILS I N,clayey SAND with gravel, rock and cobbles , * Conglomerate \Could not penetrate / Boring completed at depth of 2' II 4,0 II -* 15 020 25 I r 'b —130 . • I .. .35 jorCa1 Engineering Project No. - 96231 •. . • Log pf Test Excavation TE-6 -••. project Lanikai/Carlsbad _________________ Date of Drilling: 10/9/01. Groundwater Depth: None Encountered Drilling Method: Extension Backhoe .. --T IHammer Weight: - .Drop: Depth - - samples Laboratory I(feet) Geotechnical Déscriptiân LIth-CL - ology. . > .2 Surfaèe Elevation: Not Measured 6" DISTURBED TOPSOILS -Clayey SAND with large amounts of gravel, rock and cobbles k, Conglomerate " Very dense .-• - \pould not penetrate - - - Boring completed at depth of 7 -10 ,. - -15 -20 • 4. -. - - • .-..• 4 25 -- - -' - -30 • .- - -35 .. .--. NorCal ,Engineering 6 - .,...- * • . • -- .... -. -. . Log of Test Excavation TE-7 project: Lanikai/Carlsbad I Date of Drilling: 10/9101 .- Groundwater Depth: None Encountered Drilling Method: Extension Backhoe I Hammer Weight: ____ ________________ Drop: Depth - Samples Laboratorvj i (feet) Geotechnical Description Ljh- CL ll ology m g a u I Surface Elevation: Not Measured —o 1 6 DISTURBED TOP SOILS Silty CLAY with occasionalgravel, firm, dry Silty CLAY Brown, stiff, damp / • 74 105.9, U Claystone Bedrock \e Vrystiff / • 5 - \,Could not penetrate I Boring completed at depth of 4' 1 1_b j 4 I. . -15' *... !125 "0 • ..1 • !30 I • '0 35 . Project No. NorCal Engineering, '9623-01 ' i November 5, 2001 Project Number 9623701 Page 20 1 TABLE MAXIMUM DENSITY TESTS , (ASTM 0-1557-00) Optimum Maximum Dry ! Samole Classification Moisture Density (lbs /cu ft) TE1©1-3 Silty CLAY 140 1160 I TABLE U EXPANSION INDEX TESTS I (U.B.C. STO. Expansion I Soil Type Classification Index TEl © 1-3' Silty CLAY 83 I I ' TABLE Ill SULFATE TESTS Sample Sulfate (%) TE1@ 1-3' 0.040 ! ND denotes not detected % by weight I I ' TABLE IV pH TESTS Samle TEl @ 1-3' 7.2 " 11IIII11F1t111 - 11111 1111ii;11111•11-11 --------- - lSSUSUII IIURUd ISUWUI Us_ ...-w S -I - u•ue•uu uam*a UR UURRS •— ••_.. _____________________ ia • uaP -ON MEMO I io~—doo- LJ — '*wi1;ii •__i, I1±I2 ¶I1JJ!11W 0 500 1000 1500 2000 2500 3000 N0UL STSS (PSF) SVN1BOL BORING NANBER (FEET) -I KDEGREES DEP Th I (PSF)_j c 1DRY osrn DENSITY MIS7UNE CIRIL%1 (%) X 2 2.5 19 500 104.6 18.1 o 3 4.0 24 625 108.7 14.6 7 2.0 14 575 105.9 7.4 NOTE: TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW. (FM) FIELD MOISTURE TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW. (R) SAMPLES REMOLDED AT 90% OF MAXIMUM DRY DENSITY NorCal Engineering I SOILS AND GEOTECHNICAL CONSULTANTS] DiRECT S$AR TEST RESULTS I Plate A PROJECT DATE II Gail Hunt Consultant Geologist P. 0. Box 684 Santa Margarita, CA 93453 Tel: 805 438 4889 October 22, 2001 Subject: Carlsbad Airport, Summit Project PURPOSE AND DESCRIPTION The site is being developed as an industrial complex off College Drive and adjacent to Palomar Airport. The plans call for three buildings; two, two story buildings and one single story building. The buildings range between 26 thousand and 31 thousand square feet. Development will require grading of the higher elevations and some filled areas on the east side of the property. Grading will also require cutting a new access road to College Blvd. GEOLOGIC SETTING The site is located on a Pleistocene age, marine cut terrace surface with a thin veneer of older colluvium in the lower areas on the east side of the property. The underlying bedrock was massive white to gray claystone in Test Pits 3 and 7. The bedding was indistinct but there were some red veins that had a slight dip to the east. The apparent bedding is shown on Figure 1. Bedding in the five other test pits was a very hard sandstone and conglomerate with a softer; weathered zone that varied in depth to several feet or more. The hardest materials were in the center of the site at Test Pits 4 and 5 and along the access road at TP 7. The claystone bedrock is believed to be part of the Point Loma formation of Cretaceous age. Clay pit excavations are shown in the area. The harder sandstone and conglomerate are believed to be part of the Santiago formation of Eocene age. The Tertiary rocks appear to overlay the claystone at elevations of about 315 to 320 feet. The contact between the clay and sandstone/conglomerate was not mapped and Figure 1 shows the entire site as being underlain by the hard, Tertiary sandstone and conglomerate sediments. Further mapping may be required. The elevation of the property varies between about 250 feet in the Northwest corner to slightly over 330 feet near the center of the property. The pad will vary between elevation 336 to 322. This grading will remove the upper most terrace surface and fill the lower areas that are covered with a veneer of colluvium. The sandstone and conglomerate bedrock was difficult to excavate with a backhoe and could be difficult to excavate even by ripping with heavy equipment. Published references indicate no significant faults projecting towards the site. The site is not within a Fault Rupture Hazard Zone as defined by the California Division of Mines and Geology. FIELD INVESTIGATIONS Seven backhoe pits were excavated on the property as shown on the geology map Figure 1. The pits were logged by me and sampled by you. The pits ranged in depth to about 9 feet below the ground surface. The location of the pits are shown on Figure 1. Test pits 4 and 5 were terminated at 1 foot depth because the cemented sandstone and conglomerate was difficult to excavate with the backhoe. The bedrock, underlying the disturb&1 surface materials, is mostly massive sandstone, however claystone was found in Test pits 3 and 7. As discussed above, two geologic formations are exposed on the site. GROUNDWATER There was no evidence of groundwater on the site and future naturally occurring groundwater is not expected. EARTHQUAKES AND SEISMICITY No mapped active faults cross or project towards the site and the potential for active faulting across the site, within the lifetime of the structure is considered remote. Following are nearby faults with estimated magnitude and peak accelerations which could be expected to cause strong shaking at the site within the lifetime of the structure. These accelerations are computed from EQFAULT using attenuation relationships from Boore et al. (1997). Fault Distance (miles) Rose Canyon 6 Newport-Inglewood 9 (Ofshore) Coronado Bank 22 Elsinore-Julian 24 Richter Magnitude Peak Acceleration 69 0.32 6.9 0.24 7.4 1 0.16 7.1 0.13 Other faults at greater distances my cause strong shaking but should not exceed the accelerations values listed above. The seismic risk here is similar to many sites in Southern California. The location of the site on competent bedrock is considered to be a favorable condition for building response to earthquake shaking at the site. Severe damage is possible but collapse and structural failure of the wood frame structure is unlikely. I I I CONCLUSIONS AND RECOMMENDATIONS The site is considered feasible from a geologic standpoint and the dip Of the bedding does not appear to be an adverse geologic condition. The sandstone is massive and major slope failures are unlikely. The claystone may be expansive and may have unfavorable strength characteristics. Separate footing types may be necessary based upon the results of the soils tests. Ripping or even blasting may be required on the hard surface of the Santiago formation sandstone and conglomerate. If the two bedrock types require different treatment, additional exploration may be required. For preliminary, design assume everything above elevation 315 is in the hard sandstone/conglomerate. The footings for the buildings and walls should be in competent bedrock or as directed by the soils engineer. Footings in bedrock should be inspected and approved by an engineering geologist. Project Name cASAP Logged By GH J,) 1) . Eevac.ion Equipment Location \TILFUL)ES DATE jo(q /oJ DESCRIPTION Co/levi: VE1.y P6WE S/47Y 1,vi TN y TEST ENGINEERING PROPERTIES PIT NO. I xl ,, 0 1 o n - . . .,' I — e) I -.'I • ID I • re I i I UNITS I, 7c.' •/-1/7/iY 4-r SCALE - WALL SHOWN _________ SURFACE SLOPE ______ TREND '1 u1 —I -f z I 0 ( I I I I r - N - N —•N— .--— N— . Community Facilities' District No. I NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you thoroughly understand the options before signing. The option you 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 a building permit will be issued. Your signature is confirming the accuracy of all information shown. LANIKAI MANAGMENT CORP. Name of Owner 3640 SAGUNTO ST. Address SANTA YNEZ CA 93460 City, State . Zip Code 805-693-1314 Telephone 1910 PALOMAR POINT WY BLDG A Project Address Carlsbad, California 92008 City, StAte . Zip Code 212-120-33-00— Assessor's Parcel Number or APN and Lot Number if not yet subdivided by County Assessor. CB'050079 Building Permit Number(s) As cited by Ordinance No. NS-155 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 initialing the apropriate 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: $ 32, 163. 68 ' . 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 1Anual Special Tax: $4,441 .80 , " ' . Owner's Initials I DO HEREBY CERTIFY UNDER PENALTYOF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. • of Prop Owner Title .7 (JLJRw 2Th Print Name Dat' 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 ,_ AREA_1 5M 91 ._9806 X Square Ft. 32._800 = 32.163.68 Community Facilities District No. I NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you thoroughly understand the options before. signing. The option you chase 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 a building permit will be issued. Your signature is confirming the accuracy of all information shown. LANIKAI MANAGFMFNT CORP. Name of Owner Lp SAG(JNTO ST Address SANTA YNEZ CA gzup City, State Zip Code Rog-693-1119 Telephone 1920PALOMAR POINT WY BLDG B k'rOJect Address Carlsbad, California . 92008 City, State Zip Code 717-17n——nn Assessor's Parcel Number or APN and Lot Number if not yet subdivided by County Assessor. CB050080 . . Building Permit Number(s) . As cited by Ordinatice No. NS- 155 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 initialing the apjropriate line below: OPTION (1): '. I elect to pay the SPECIAL TAX - ONE-TIME now, as a dne-time payment. Amount of One-Time Special Tax: $16,670.20 . 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: $7 O? - . Owner's Initials "4! I 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 PROVISIONS AS STATED ABOVE. Title Print Name . ' D te / 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 AREA 1 5/7/91 •9806X Square Ft.17'000 = 16,670.20 Community Facilities District No. I NON—RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you thoroughly understand the options before. signing. The option you 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 a building permit will be issued. Your signature is confirming the accuracy of all information shown. 805-693-1314 Telephone. 3640 SAGUNTO ST _1930 PALOMAR POINT WY BLDG C Address Project Address SANTA YNEZ CA 93460 Carlsbad, California . 9200 City, State Zip Code City, State Zip Code 212-120-3—flfl Assessor's Parcel Number or APN and Lot Number if not yet subdivided by County Assessor. ..CRfl5flflR1 Building Permit Number(s) As cited by Ordinance No. NS-155 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 initialing the apjropriate 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: $33, 771 .86 m. . 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 Aual Special Tax: $4, 663. 89 . Owner's Initials ________________ I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE 1UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. !~i-gKituYe of Vroperty Owner Tille 4Z-Y/4 Print Name D'te 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 AREA 1 5/7/91 9806X Square Ft. 34,440 =33,771.86 City of Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address A.P.N.: Project Applicant (Owner Name): Project Description: PALOMAR POINTE CB050079 1910 PALOMAR POINT WY BLDG A 212-120-33-00 LANIKAI MANAGEMENT CORP. OFFICE BUILDING V Building Type: INDUSTRIAL Residential: Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial Square Feet Floor Area 32,800 City Certification of Applicant Information: Date:-) Carlsbad Unified School District San Marcos Unified School District 6225 El Camino Real 215 Mata Way Carlsbad CA 92009 (331-5000) San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Anot. Or San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to si96)b,half of Owner. I_-I -.--- Signature: Jh' Date: V -1"5.Faday Avenue • Carlsbad, CA 92008-7314 • (760') 6d'2-2700 Revised 4/20/00 Building Counter • (760) 602-2719 • FAX (760) 602-8558 19 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 allamounts 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 DISTRICT @QLk6 1MkIV 0 -- 4EPUTY AYLJ F EEMAr%, SUPERINTENbENt CARLSBAD UNIFIED SCHOOL TICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 • DATE 5 1 PHONE NUMBER 7(o(- 33H6O-3( Revised 4/20/00 CitV of Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Building Permit Plan Check Number: Project Address A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: PALOMAR POINTE CB050080 1920 PALOMAR POINT WY BLDG B LANIKAI MANAGEMENT CORP. hull INDUSTRIAL V//V Square Feet of Living Area in New Dwelling Second Dwelling Unit: Residential Additions Commercial/Industrial City Certification of Applicant Information: Square Feet of Living Area in SDU Net Square Feet New Area Square Feet Floor Area 17,000 Date: I Carlsbad Unified School District San Marcos Unified School District 6225 El Camino Real 215 Mata Way Carlsbad CA 92009 (331-5000). San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Aont. Or Encinitas- Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. ,Encinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that -the person executing this declaration is authorized to signn...balf of the Qwner. Signature: _:zz: Date: V V 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 Revised 4/20/00 Building Counter • (760) 602-2719 • FAX (760) 602-8558 -- 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 /13AYLEN EEMAN LbEPUTY SUPERINTENDENT' CATILSUAD UNIFIED SCHOOL DISTRICT NAME OF SCHOOL DISTRICT : 6225 EL CAMINO REAL CARLSBAD, CA 92009 DATE (Y\a 1E3 oo PHONE NUMBER Revised 4/20/00 Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: PAOMAR POINTE CB050081 1930 PALOMAR POINT WY BLDG C 212-120-33-00 Lanikai Management CORP. SHELL INDUSTRIAL Square Feet of Living Area in New Dwelling Second Dwelling Unit: Residential Additions: Commercial/Industrial: City Certification of Applicant Information: Square Feet of Living Area in SDU Net Square Feet New Area Square Feet Floor Area •34,40 Date: 2.2-675— Carlsbad Unified School District San Marcos Unified School District 6225 El Camino Real 215 Mata Way Carlsbad CA 92009 (331-5000) San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sigjen.half of the Owner. Signature: (T_( 944/ ,?ui ,-i JZ' Date: 1635 Farady Avenue . Carlsbad, CA 92008-7314 • (760) 602-2700 Revised 4/20/00 Building Counter • (760) 602-2719 • FAX.(760) 602-8558 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 bythe School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER [I ((uJv oiVt&&iV) 4LEN FREEMAN DEPUTY SUPERINTENDENT CARLSBAD UNIFIED SChOOL DISTRIOT 6225 EL CAMINO REAL CARLSBAD, CA 92009 YV\jw 1 9oi Revised 4/20/00 ICERTIFICATE OF COMPLIANCE Part I of 2 ENV-1 PROJECT NAME DATE Palomar Pointe 3/7/05 PROJECT ADDRESS College Avenue Carlsbad PRINCIPAL DESIGNER - ENVELOPE TELEPHONE Building Permit # Smith Consulting Architects 858-793-4777 DOCUMENTATION AUTHOR Brian Cox Mechanical, Inc. TELEPHONE (858) 679-5757 Checked by/Date Enforcement AencyUse GENERAL INFORMATION DATE OF PLANS BUILDING CONDITIONED FLOOR AREA CLIMATE ZONE 31,54OSq.Ft. 7 BUILDING TYPE [j NONRESIDENTIAL HIGH RISE RESIDENTIAL [] HOTEL/MOTEL GUEST ROOM PHASE OF CONSTRUCTION NEW CONSTRUCTION Li ADDITION Li ALTERATION [] EXISTING + ADDITION METHOD OF ENVELOPE Li COMPONENT OVERALL ENVELOPE Li PERFORMANCE COMPLIANCE STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts I and 6 of the California Code of Regulations. This certificate applies only to building envelope requirements. The documentation preparer hereby certifies that the document is accurate and complete. DOCUMENTATION AUTHOR SIGNATURE • __________ DATE Lee Sautereau 3 -T OS The Principal Envelope Designer hereby certifies that the proposed build Vg design represen e in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the envelope requirements contained in Sections 110, 116 through 118, and 140, 142, 143 or 149 of Title 24, Part 6. Please check one: Li I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the state of California as a civil engineer or mechanical engineer, or I am a licensed architect. Li I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. Li I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pursuant to Business and Professions Code Sections 5537, 5538, and 6737.1. PRINCIPAL ENVELOPE DESIGNER - NAME SIG ATURE D LIC. # Smith Consulting Architects ENVELOPE MANDATORY MEASURES Indicate location on plans of Note Block for Mandatory Measures 1 INSTRUCTIONS TO APPLICANT For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commission. ENV-1: Required on plans for all submittals. Part 2 may be incorporated in schedules on plans. ENV-2: Used for all submittals; choose appropriate version depending on method of envelope compliance. ENV-3: Optional. Use if default U-values are not used. Choose appropriate version for assembly U-value to be calculated. EnergyPro 3.1 By EnergySoft User Number. 3051 Job Number. Page:1 of 10 ec 0 Y01 Ll~ PROJECT DATA COLLEGE AVE., CARLSBAD, CA 152006 ZONING DATA EXISTING ZONING: PROPOSED ZONING: EXISTING LAND USE: PROPOSED GEN. PLAN: PROPOSED LAND USE: PM (PLANNED INDUSTRIAL ZONE) PTI4OC INDUSTRIAL P1 4 05 INDUSTRIAL - OFFICE LOT SUMMARY ff LOT 1: /9/0 .44 LOT "2: .45 ACQOOO /3O .8c5 ACCe0OO8, LOT 34 ; 4.34 AC LOT "5": 5.01 AC LOT 2.01 AC LOT (4 .21 AC GROSS 5IT' AREX: r 13.41 AC BUILDING COVERAGE: BUILDING AREA: MAXIMUM COVERAGE: COVERAGE: F.A.R.: qg 1$.4 S.F. 6 l,602.0 S.F. C- 38,18.4 S.F. 18'050.4 S.F. 220,54.2 S.F. S.F. 9,141. S.F. 5S3& S.F.± 66,200 S.F. 84,200 S.F. .51 ING B (OFFICE) EASE: .100% .PGS B 4 C 8,000 UILING SUMMARY BUILDING "A": (2) STOREY, STEEL FRAMED I 10 )4 32.800 S.F. BUILDING "B": (1) STOREY, CONCRETE TILT-UP I q 10 11,000 S.F. BUILDING "C": (1) STOREY, CONCRETE TILT-UP iq 3o (1 34,440 S.F. TOTAL BUILDING AREA: 84,240 S.F. WILDING CONSTRUCTION TYPE: TYPE V - NON-RATED, FULLY SPRNKLEE BUILDING OCCUPANCY TYPES- 51 (WAWOUSE), B (RESEA4), B (OIC1 PARKING SUMMARY PARKING REQUIRED: BLDG. A (OFFICE): (4.0 / 1000 S.F. 4 32,800 S.F.) 132 SPACES BLDG. 8 (OFFICE /R40): (4.0 / 1000 S.F. 4 11,000 S.F.) = S SPACES BLDG. C (OFFICE / R40 / WAREHOUSE) (4.0/1000 S.F. 2800 S.F. MAX. OFFICE / R40) = 114 SPACES (10 /1000 S.F. * 5,940 S.F. T'1fl& AEWOUSE) = SPACES TOTAL PARKING REQUIRED: . 320 SPACES PARKING PROVIDED: STANDARD STALLS (8.5'X 20); 234 STD. ADA STALLS (9' X IS' k/ 5' AISLE): 11 VAN ADA STALLS(')( 18'W/ 5' AISLE): . 4 COMPACT STALLS (,S' ,X 159; 11(22%) TOTAL PARKING PROVIDED: . 320 \Lor LOT 68 MAP No'. 1211 \' VQ LOT 4 B LLD POR. LOI — MAP NO. 828 / - . ----- V/V / 7 LOT / q. 7 0 q. Jo , .. \ \\\ OARLDDAD Tp,c1 NO. 8e-24 urirr NO. 4 CARLSBAD seSARcH LOT 34 \ LOIOB I MAP NO. 11811 \ MAP NO. 11811 LOT 67 / LOT 68 \ - MAP NO. 11811 / MAP NO. 11St1 CARL.e4AD TRACT No. 81-46 Ur t). 8 LOT 64 LOT 63 MAP NO. 11289 MAP NO. 11289 LOT 62 MAP No. 112.89 KEY MAP SCALE: 1"-'100' GENERAL NOTES SII6ET _ __J OW.LYMID. CN1WOAD. CA Asousirs PAR00.. 0051116 lll$IL_______.. PH ANO..........._._ _P-4$ AND 05 00311710 0DM. PUll CESATION................._...........................P$ PRtPOSTh 00611*1. FUJI 01IA1NAL..... ................P.-V AND OS 11IC LAND U.......... mWom LAND 101*1. A._........._... ....._...._lL47 NUMSO1 OF 1WJFIIC 0OUR...._............._... .._.__.....SAM.O sawa A09NOES *28*1. PHOTO SIINVEOS P1.01111-05-00 504001. cismCT_.____ _,......CAAs UIORED 504001. CISTIOCT WA109 otsww_ CAMS806 $$UN31PAI. WA109 CISIRICT SHEET NO. DESCRIPTION 1. PQOP0D DRNMAZ wm AND UI)JTY PUN 3. PROD tO1 (AWD$15 AM WIXF110N WIN FM BII.W4C IWONT alffiff. MNSED ONNAX PLAN (OF OMAN *L1IA1fl CML ENGINEER1IIND SURVEYOR: K&S 098NNC 7901 MI094 N1Bt WX 100 SAN 00. CA 92109 LEGAL DESCRIPTION: Pfll OF WV F OF RN40(0 *WA IDA. IN lIt OTT OF CAND, aXqM OF SAN MM STAlE OF CaAff09A. AIW 10 MAP RM M FILTh 0$ INC OFFICE OF lilt 00JN1Y fZWFM OF SAN 01090 001JMIY ON N0W1881 lN 189& csiy or OCEANSIDE ,fl .rI.i.: Mt •. :•.- O1CflSr.J! BLDG '_cij. .iiEJ TO Fqom APPLICANT AP PLAN : . PE 7.ETE LqJos BUILDING _4(ENGINEERING PLANNING 'fJ I /IYs FIRE APPR/FORM. HEAASHDEPT HAZMAT /AIR QUAI rn: s OTHER SEWER DIS 1 R I ' SITE PC040144 PALOMAR POINfE-3'1DGS& IMPROVEMENTS PLANK ,1 A?t. CRAIG HORWAT I1 , co — Fir cI/JOS ± m6g4v 3 —(1 "1 J CFO )1° ____________ Thi1T FMCORR CORR - — Yq • J•.• •.-, .; . ;-.: t .• - :