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Home My WebLink About1915 ASTON AVE; ; CB053098; Permit08-30-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: Building Inspection Request Line (760) 602-2725 CB053098 Job Address: Permit Type: Parcel No; Valuation: Occupancy Group: Project Title: 1915ASTONAVCBAD COMMIND Sub Type: COMM 2121201900 Lot#: 0 $624,804.00 Construction Type: VN Reference #: VISION INFOSOFT 8.353 SF ADDITION TO EXISTING SHELL Applicant: BRUCE STEINGRABER RAMONA CA 92065 760-789-3269 Status Applied Entered By Plan Approved: Issued: Inspect Area: Plan Check#: Owner: VISION REAL ESTATE L L C 1915 ASTON AV CARLSBAD CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $2,104.81 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,368.13 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $131.21 PFF (3105540) $3,341.20 PFF J4305540) $0.00 License Tax (3104193) $924.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Master Drainage Fee Sewer Fee $0.00 Redev Parking Fee $0.00 Additional Fees HMP Fee TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $11,371.43 $10,496.71 $0.00 $0.00 $939.12 $866.88 $48.00 $0.00 $0.00 $0.00 $6,108.86 $0.00 $0.00 ?? $37,700.35 Total Fees:$37,700.35 Total Payments To Date:$667.58 Balance Due:$37,032.77 BUILDING PLANS Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute ot limitations has previously otherwise expired. RMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE PLAN CHFCK NO. Plan Ck. Deposit Validated By Date Address OnclucJe Bldg/Suite #)Business Name (at this address) . eA/iuz&Ljh Tf^^"" gS2«4 ffff t*6' Legal Description "2 I Z — IZ-d-^*^~. i *.» i <—^-f Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Name Address -APPLICANT Q Contractor;5 ;Q Agerjt for Contractor^ L E3 Owner em TOF wwmer; -« ( ^kW,*, x- City -^Name State/Zip Telephone # Name Address City State/Zip Telephone # ;SB':--C0NIRACf OR -COMPANYNAME - =•:•:•;;-:i=- -::l ' • '-^-'•'••-• " :. •'•"•'•"• '•'••";• ' • •/;'•': •"':::":,-\:::'-*-, .?,^i^l::;.:;. =.;;"=;:;^',:rv;!;,:nK'-Vi• ^ .;\i;•>. (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]}. Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone 6. WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: n I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. [~] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company _ Policy No. _ Expiration Date _ {THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 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' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100.000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE _ I hereby affirm that I am exempt from the Contractor's License Law for 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 intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). n I. as owner of the property, am exclusively contracting with licensed contractors to construct the project {Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Q I am exempt under Section _ Business and Professions Code for this reason: 1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. L~] YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide trie work indicated (include name / address / phone number / type of work): ___________ __ __________ __ ________ __ PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley- Tanner Hazardous Substance Account Act? Q YES fj NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES n NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. LENraNG AGENCY ; : : . '. ; = ; ; " : ™:' '.: v; : / :5 =--...: ./.••'; /•-';..;.•=• ='. »r ': . --. =; ,: > ' " ,: **i ', , '. , -.' ' • . 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 1 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. 1 hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0° deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued bjLtfie building Official undar the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not corfimenced within 160 days fjwn the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is corarnierjoexl for a period of ISO^rys (Section 106.4.4 Uniform Building Code). 'LICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Building Department May 25, 2006 BRUCE STEINGRABER FAX 760-789-2915 RE: APPLICATION DATE: 08/29/2005 PLAN CHECK #: CB053098 ADDRESS: 1915 ASTON AV EXPIRATION DATE: 08/29/2006 PERMIT TYPE: COMMIND DESCRIPTION: VISION INFOSOFT 8353SF ADDITION TO EXISTING SHELL You applied to have your plans checked on the date noted above. To date, the related building permit has not been obtained. The original plan review application will expire as no building permit has been issued. Plans submitted and not retrieved from the building department prior to the plan check expiration date noted above will be destroyed. The provisions of sections 304 (d) of the Uniform Building Code state: "Section 304 9d) Expiration of Plan Review Applications for which no permit is issued within one year following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the Building Official. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee." In order to provide better service, please indicate your handling choice for the plans originally submitted and return this letter to the Building Department. Project Abandoned -1 will pick up the plans within 10 days Project Abandoned - Plans may be destroyed If you have any questions, please contact the Building Department at (760) 602-2719. Building Department 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (76O) 602-27OO • FAX (76O) 6O2-856O EsGil Corporation In Partnership -with government for (Bui fifing Safety DATE: APRIL 24, 2005 a APPLICANT a JURIS. JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: 05-3098 SET: III PROJECT ADDRESS: 1915 ASTON AVENUE PROJECT NAME: OFFICE ADDITION FOR VISION INFOSOFT CORPORATION XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: BRUCE STEINGRABER AIA 24665 RANCHO SANTA TERESA, RAMONA, CA 92065 X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: BRUCE Telephone #: 760-789-3269 Date contacted: (by: ) Fax #: -2915 Mail Telephone Fax In Person REMARKS: By: All Sadre Enclosures: Esgil Corporation n GA D MB D EJ D PC 4/18 tmsmU.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (PartrursKip witd government for (Sui&fing Safety DATE: OCT. 21, 2005 Q APPLICANT JURISDICTION: CARLSBAD Q PLAN REVIEWER a FILE PLAN CHECK NO.: 05-3098 SET: II PROJECT ADDRESS: 1915 ASTON AVENUE PROJECT NAME: OFFICE ADDITION FOR VISION INFOSOFT CORPORATION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. .; : X] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW'. -- The applicant's copy of the check list is enclosed for the jurisdiction to forward to the:applicant contact person. •. . - X] The applicant's copy of the check list has been sent to: 'T>I, BRUCE STEINGRABER A1A 24665 RANCHO SANTA TERESA, RAMONA, CA 92065 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: BRUCE Telephone #: 760-789-3269 Date contacted: i&w^ (by; f&P) Fax #: -2915 Mail Telephone Fax In Person A] REMARKS: Submit complete relevant P/M/E plans & Energy Calculations for the addition. By: All Sadre Enclosures: Esgil Corporation D GA D MB g] EJ D PC 10/17 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 CARLSBAD O5-3098 OCT. 21, 2005 • Please make all corrections on the originals and submit three stamped & signed complete sets of revised prints to: The Building Department. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 1. On the cover sheet of plans that this project complies with the 2001 CBC which adopts the 1997 UBC, 2000 UPC, 2000 UMC, 1999 NEC & T-24. 2. Please justify the unlimited areas on the cover sheet of plans. I.e., fully sprinklers with 60' yards all around the property. 3. Show fully dimensioned braced frame elevations on plans with references on Sheets S2 & S3 (three on each side - total of 6-BF's, as per architectural plans. 4. Please show how the braced frames fit into the solid walls, windows and doors on grid line G. I.e., demonstrate they do not conflict with the openings. 5. The Joist designations, as per schedule on S3, do not match those on the framing plans. E.g., see P-1 through P-3 versus PJ-1 through PJ-4. 6. Specify staggered nailing on roof plans for nail spacing less than 3" o.c.cTable 23-II- H, F.N.2. -i, . 7. Note on detail 6/SD3 & schematically show on 1/SD2, the ties in the piers will extent above & below the openings for the development length of the longitudinal rebars. Section 1921.6.13. 8. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact All Sadre at Esgil Corporation. Thank you. EsGil Corporation In Partners/lip with government for <Bui£<fing Safety DATE: SEPT. 10, 20O5 a AEBUCANT JURISDICTION: CARLSBAD Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 05-3098 SET: I PROJECT ADDRESS: 1915 ASTON AVENUE PROJECT NAME: OFFICE ADDITION FOR VISION INFOSOFT CORPORATION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: BRUCE STEINGRABER AIA 24665 RANCHO SANTA TERESA, RAMONA, CA 92065 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X| Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: BRUCE Telephone #: 760-789-3269 Date contacted: ^h l°5 (by: fc- ) Fax #: -2915 Mail Telephone-^ Fax-/ In Person ><J REMARKS: Submit complete relevant P/M/E & Energy Calculations for the addition. By: All Sadre Enclosures: Esgil Corporation D GA D MB IE] EJ D PC 9/1 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 CARLSBAD 05-3098 SEPT. 10, 2005 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 05-3098 PROJECT ADDRESS: 1915 ASTON AVENUE STORIES = ONE; HEIGHT = 18'; CONSTRUCTION = V-N/SPR.; USE = B (Office); AREA = 8,353 Add. + 11,034 (Existing) DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 9/1 SEPT. 10, 2005 REVIEWED BY: All Sadre FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections on the originals and submit three stamped & signed complete sets of revised prints to: The Building Department. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? fJ Yes fJ No 1. On the cover sheet of plans that this project complies with the 2001 CBC which adopts the 1997 UBC, 2000 UPC, 2000 UMC, 1999 NEC & T-24. 2. Please justify the unlimited areas on the cover sheet of plans. I.e., fully sprinklers with 60' yards all around the property. CARLSBAD 05-3098 SEPT. 1O, 2005 3. Please submit a letter from the soils engineer indicating he has reviewed the foundation plans and they comply with his recommendations. 4. Please note the R factor for the tilt-up walls and Braced Frames on Sheet S-1. 5. Please show drags and collectors are designed as per Section 1633.2.6. 6. Please note where pad footing Type C, per schedule, is referenced on foundation plans. 7. Show fully dimensioned braced frame elevations on plans with references on Sheets S2 & S3 (three on each side - total of 6-BF's, as per architectural plans. 8. Please show how the braced frames fit into the solid walls, windows and doors on grid line G. I.e., demonstrate they do not conflict with the openings. 9. The Joist designations, as per schedule on S3, do not match those on the framing plans. E.g., see P-1 through P-3 versus PJ-1 through PJ-4. 10. Please complete, sign and return the attached Special Inspection List to EsGil for review & approval. 11. Specify 3x farming with staggered nailing on roof plans for nail spacing less than 3"o.c. Table 23-ll-H, F.N.2. 12. Please specify the size & thickness for the base plate on 1/SD1. 13. Clarify 3-bolts as noted on detail 9/SD3, into concrete. 14. Revise the notes on detail 6/SD3 to show 6" o.c. tie spacing for piers with less than 6:1 (width-to-thickness) aspect ratio. E.g., 6x 6.5" = 39" wide panels, for this project, with 6.5" net thickness, require 6" o.c. tie spacing. Sec. 1921.6.13. 15. Please note where detail 12/SD4 is referenced on plans. 16. Please specify where details 4 & 10/SD6 are referenced on plans. 17. Please specify where detail 7/SD7 is referenced on plans. 18. Please specify the designation of the cross-ties on S3 for all areas as required. 19. Where are the 24K5(272/136) joists on S3, as per calc's? 20. Please show how 4' parapets as per wall elevation plans are accounted for in the tilt-up panel design. 21. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact All Sadre at Esgil Corporation. Thank you. CARLSBAD O5-3098 SEPT. 10, 2005 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 05-3O98 Job Address or Legal Description 1915 ASTON AVENUE Owner - Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) CARLSBAD 05-3098 SEPT. 10, 2005 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Engln**r't/ArchiMct'* s«al & Signature Hira Signed 1. List of work requiring special inspection: [X] Soils Compliance Prior to Foundation Inspection [3 Structural Concrete Over 2500 PSI O Prestressed Concrete G Structural Masonry H] Designer Specified [X] Field Welding H High Strength Bolting S Expansion/Epoxy Anchors CD Sprayed-On Fireproofing . D Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. CARLSBAD 05-3098 SEPT. 10, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: Ali Sadre BUILDING ADDRESS: 1915 ASTON AVENUE PLAN CHECK NO.: 05-3098 DATE: SEPT. 10, 2005 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: VN/SPR. BUILDING PORTION OFFICE ADD. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 8353 8353 8353 CB Valuation Multiplier 68.00 - 4.20 2.60 By Ordinance Reg. Mod. VALUE ($) 568,004 35,083 21,718 1 624,804 $2,104.81 1994 UBC Plan Check Fee Type of Review: Repetitive FeeRepeats Complete Review D Other •—, Hourly Structural Only Hour Esgil Plan Review Fee $1,368.13 $1,178,69 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad Public Works - Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDINGXDDf^ESS: __ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: PLANCHECK NO.: ENGINEERING DEPARTMENT APPROVAL EST VALUE: DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: Please seotthx'attached report of deficiencies marked with,H^ Make necessary corrections to plans or speciflcatiohs for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: Date: Date:By: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: NTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application G Grading Submittal Checklist D Right-of-Way Permit Application [J Right-of-Way Permit Submittal Checklist and Information Sheet LJ Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue. Carlsbad. CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: ___ Lots: Recordation: Carlsbad Tract: Carlsbad, CA 92OO817314 • (760) 602-2720 • FAX (76O) 602-' BUILDING PLANCHECK CHECKLIST SITE PLAN y S*>t3t( A 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines /cl) Easements n 2. Show on site plan: Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service rainage Patterns - 1. Building pad surface drainage must maintain a minimum slope of percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum poswe drainage of 2% to swale 5' away from building." aExisting & 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. Sewer and water laterals should not be located within proposed driveways, per standards. D. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION F:\BUILDING PLANCHECK CKLET FORM.doc BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS D KffX D 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 requiredjor all new buildings and for remodels with a value at or exceeding $ 15,376 . pursuant to Carlsbad Municipal Code Section 18.40.030. ^fe Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS CH \Qr CI 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 $ ZfrgJEJO . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:\BUILDING PLANCHECK CKLET FORU.OOC BUILDING PLANCHECK CHECKLIST iST ,ND ,RD n n 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 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: D D 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. D n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. D D 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.) F:\BUJLDING PLANCHECK CKLET FORM.doc BUILDING PLANCHECK CHECKLIST ST1 D ND2 D »RD D D D D 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. 9. Right-of-Way permit required for: /) />(\&L.t~\ 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: 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 the City Engineer prior to issuance of grading or building permit, whichever occurs first. 11. [^Required fees are attached Q No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. F:\BLriLTDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST iST ,ND ,RD D D • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F.-1BUILD1NG PLANCHECK CXJ-ET FORM.dOC BUILDING PLANCHECK CHECKLIST MD oRD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. ] d 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. D D 13. Additional Comments: F:\BUILDING PLANCHECK CKIST FORM.doC o ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D ^£atfrnate based on unconfirmed information from applicant. \3r Calculation based on building plancheck plan submitted. Address: (3 /.S Prepared by: Bldg. Permit No. Checked by:Date: EDU CALCULATIONS: List types and square footages for all usps. Types of Use: S^JJ^ i-Jtht/p Sq. Ft/Units: _ Types of Use: Sq. Ft./Units:_ APT CALCULATIONS: List types and square footages for all uses. Types of Use: &4&f {-J&~t$ Sq. Ft./Units: Types of Use: Sq. FtAlnits: EDU's: EDU's: ADT's:. ADT's: /, b 7 FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1 , reduced Traffic Impact Fee)of^O 1.PARK-IN-LIEUFEE FEE/UNIT: PARK AREA & #: X NO. UNITS: '2. TRAFFIC IMPACT FEE ADTs/UNITS:: T£ 5 =$ X FEE/APT: 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 S DIST. #2 ADTs/UNITS: =$ 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.:. 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: X FEE/APT: ZONE: S X FEE/SQ.FT./UNIT: DIST. #3 =$ =$ 6. SEWER LATERAL ($2,500) . DRAINAGE FEES PLDA : ACRES: X O 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE =$ HIGH FEE/AC: /LOW =$ METER FEE SDCWAFEE IRRIGATION F:\FEE CALCUUT(ON WOfWSHEET.doc of2 , 7/14/00 ] City of Carlsbad Interactive G1S Map - Microsoft Internet Explorer provided by City of Refresh Map Street names Stieets Facilities Drainage Basins SO Outfalls Storm Df-3Jn Structure Storm Drain Pipe Sewer Manhole Sewer Pipe Piiicel Boundaries Slope Water Bodies Major Roads Contour Lines - 2001 f'T U-.rj/-, ,. City of Carlsbad Interactive G1S Map - Microsoft Internet Explorer provided by City of Refresh Map | Stieet names ' . Streets •'' .• Facilities '' Drainage Basins •'.': SD Outfalls ,... Storm Drain "•' Structure •;>';• Storm Dtam Pipe ",'/ Sewer Manhole ••'";. Seiner Pipe P.ircel Boutul.iries D D D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner Greg Fisher Address / 7/ <T Phone (760) 602-4629 Jhbu (\J3Ti (.Type of Project & Use: APN_£ Zoning: fs1*\ General Plan:. CFD (in/out) #_Date of participation:^ 4 - _Net Project Density:.DU/AC Facilities Management Zone: f? Remaining net dev acres:. Circle One (For non-residential development: Type of land used created by this permit: ) Legend: ^ Item Complete D Item Incomplete - Needs your action Environmental Review Required: YES NO ^C TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAURESO. NO. PROJECT NO. YES NO TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES. CA Coastal Commission Authority? YES. NO NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES. If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: NO D Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES NO jO (Effective date of Inclusionary Housing Ordinance - May 2/1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 SihjPlan:1 m n n 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. DD Policy44-Neighborhood Architectural Design Guidelines 1. Applicability: YESNO ^*' r\!~1 [~~l 2. Project complies YES c^ Zoning: HDD 1. Setbacks- Front: Interior Side: Street Side: Rear: Top of slope: rffi"~l G 2. Accessory structure setbac / Front: ^^^" Interior Sia^^"**""^ Stree>6Tc5e: .^Structure separation: H El D 3. Lot Coverage: ftTn D 4. Height: OD D 5. Parking: Spaces -^ (breakdown by i Residential Guest Spaces Rec rtl/Fl PI Additional Comments [ U \^ Required ^O Required JfJ Required *3^P Required Required — ' " ;ks: Required Required Required Required Required Required ^T"o^/C Required -^ ^^ " ?at/trt/ f\Qipv/'V1 '\r\ Required '*-' jses for commercial and luired * ...- Shown Shown ^-""^9 Shown ?xz> Shown Shown — -*« Shown Shown Shown Shown Shown AS&T /y <dl "> Shown ' J 10 Shown **-2-~> no Wim-KLShown /C/ ' '"*^ ' ' industrial projects required) X^IT * ™ Qhown — *• (QjeHykQ- \ ' , H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department Plan Review Requirements Category: COMMIND , COMM Date of Report: 08-30-2005 Reviewed by: Name: BRUCE STEINGRABER Address: RAMONA CA 92065 Permit #: CB053098 Job Name: VISION INFOSOFT 8.353 SF Job Address: 1915 ASTON AV CHAD 'INCOMPLETE—The item you have aubmittod for roviow io incomplete! At thic time, this office cannot. 'adequately oonduot a review to determine oomplionoo with tho applicable oodoa and/or atondarda. Please review 'eai-crully oil commonta attaohcd. Ploaoo rooubmit tho nooeooaiy plane and/or opocificationG, i,vith changoo "clouded"; •to thio offioo for roviow and approi,ral. Conditions: Cond: CON0000689 No corrections. Entry: 08/30/2005 By: pp Action: AP ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2525 Pio Pico Dr. Suite 102 Carlsbad, CA. 92008 Tel/Fax: 760-434-7928 Structural Calculations Vision InfoSoft Addition 11 VisionInfosoftSUN Structural Engineering, Inc. Date; 05/2005 Consulting Structural Engineers gy. j^ Alula Sht-2 LOADING: ROOF BUILT-UP ROOFING + REROOFING ----------------------------------- 5.0 PSF 1/2" PLYWOOD ------------------------------------------------------------- 1.5 PSF 2x4 @ 24" O.C. ------------------------------------------------------------- 1.5 PSF 24" DEEP JOISTS @ 8'-0" O.C. ------------------------- - --------------- 2.0 PSF INSULATION ----------------------------------------------------------------- 1.0 PSF SPRINKLER SYSTEM ----------------------------------------------------- 3.0 PSF MECHANICAL & MISC. --------------------------------------------------- 2.0 PSF D.L.= 16.0 PSF L,L.= 20.0 PSF 7 W TILT-UP PANEL 91 PSF Title: Vision Infosoft Dsgnr: M. Alula Description: Date: Job# 9:41 AM, 11 MAY 05 Scope: 3/-/r~^? Rev: 580003 User; KW-060641C, Ver 5.8.0. 1-Dec-2003(C)1963-20Q3 ENERCALC Engineering Software General Timber Beam vert leal, ecw: Roof | Description Roof rafter-1 Query Values M, V, & D@ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft O.OOk-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 0.23k 0.00k 0.00k Deflection 0.0000 in 0.0000 In 0.0000 in Sketch & Diagram «** Rmax = 0,2k Vmex m Ian • 0.2k Rmax = 0.2k Vmax Jt rt = 0.2k T>L Title: Vision Infosoft Dsgnr: M. Alula Description: Job# Date: 9:41 AM, 11 MAY 05 Scope Rev: 580003User. KW-0606410. Ver 5.B.O, 1-Dec-2003(c)1963-2003 ENERCALC Engineering Software General Timber Beam vertical.ecw:Rocf Description Roof rafter-1 General Information Section Name 2x6 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 1.500 in 5. 500 in Sawn 1.250 Pin-Pin Code Ref: 2001 NDS Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E , 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 1 9.00ft . . ft .. ft .. No.1 1, 000.0 psl 95.0 psl 625.0 psl 1 ,700.0 ksi . . .Lu 0.00 ft , . .Lu 0.00 ft . . .Lu 0.00 ft Repetitive Member Full Length Uniform Loads f Center DL Left Cantilever DL Right Cantilever DL H.OOWft LL #/ft LL #/ft LL 40.00 #ffi #/ft #/ft 1 Summary | Span= 9.00ft, Beam Width ' 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 819.37 psi Fb 1,868.75 psi Deflections SOOInx Depth = 5.5in, 0.438 ; 1 0.5 k-ft 1.2 k-ft 0.52 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 1.18 fv 41 .73 psi Fv 11 8. 75 psi Ends are Pin-Pin Maximum Shear * 1 Allowable 4.500 ft 0.000 ft Reactions... LeftDL Right DL Shear: Camber: 0.05 k 0.05k 5 ©Left@ Right ©Left @ Center @ Right Max Max Beam Design OK 0.3 k 1.0 k 0.23k 0.23k 0.000 In 0.069 in O.OOOin 0.23k 0.23k k Center Span- Deflection ...Location ...Length/Oefl Camber { using 1,5 * D.L. @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 29.908 Le Cf 1.300 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max, Right Reaction Dead Load Total Load Left Cantilever... -0.046 in 4.500 ft 2,351.5 Defl ) ... 0.069 in 0.000 in 0.000 in 0.000 ft 0.000 Maxjvloment 0.52 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.34 k 2.899 In2 118.75 psi 0.23 k 0.23k -0.213 in Deflection 4.500ft ...Length/Defl S07-18 Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0,000 in 0.000 in 0.0 0.0 \ Sxx 7.563 in3 Area 8.250 in2 Cl 0.000 SxxRea'd 3.32 In3 0.00 in3 0.00 In3 @ Right Support 0,34k 2.899 In2 11 8.75 psl Bearing Length Req'd Bearing Length Req'd Allowable fb 1,868.75 psi 1,868.75 psl 1,868.75 psi 0.245 in 0.245 in Title: Vision Infosoft Dsgnr: M. Alula Description: Job* Date: 9:42AM, 11 MAY 05 Scope Rev: 5BC003User: KW-0606410, VerS.S.O, 1-Dec-2003(0)1983-2003 ENERCALC Engineering Sotlvuare General Timber Beam vertical.ecw:Roo' Description Roof Rafter-2 Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 0.20k 0.00 k 0.00k Deflection 0.0000 in 0.0000 In 0.0000 in Sketch & Diagram 0.4k-ft ~Bniax»"0.5Wlti" Vmax ® leA = 0.2k Vmax ffl rt-= 0.2k T?I A O C 57 2.39 3 1B 3 ,BS t.70 iXO 9.30 7 JO D Title: Vision Infosoft Dsgnr: M. Alula Description : Job# Date: 9:42AM, 11 MAY 05 Scope: Rev: 580003 Usw: KW-06Q641Q,Ver 5.6.0. 1-Dec-2003 (C) 1^3-2003 ENERCALC.Engineering Software General Timber Beam vertlcal.ecw:Roof Description Roof Rafter-2 General Information Section Name 2x4 Beam Width Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 1,500 in 3.500 in Sawn 1.250 Pin-Pin Code Ref: 2001 NDS Center Span Left Cantilever Douglas Fir- Larch, Fb Base Allow Fv Allow Fc Allow E 11.00#ffi LL#m LL #ffi LL 2003 IBC, 2003 NFPA 5000 8.00ft Lu ft Lu ft Lu N0.1 1 ,000.0 psl 95.0 psi 625.0 psi 1, 700.0 ksi 40.00 #/tt#m #/ft Base allowables are user defined 0.00ft 0.00 ft 0.00 ft Repetitive Member I \ S Summary I Span= 8,00ft, Beam Width = 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,598.69 psl Fb 2, 156.25 psi Deflections SOOin x Depth a 3.5in. 0.741 ; 1 0.4 k-ft 0.6 k-ft 0.41 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 0.55 fv 58.29 psi Fv 11 8.75 ps! Ends are Pin-Pin Maximum Shear * 1 4.000ft 0.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.04 k 0.04k 5 ©Lett @ Right @Left @ Center @ Right Max Max Beam Design OK 0.3 k 0.6 k 0.20k 0.20k 0.000 in 0.1 67 in 0,000 in 0.20k 0.20k 1 Center Span... Deflection ...Location ... Length/Deft Camber ( using 1.5 * D.L. @ Center ©Left @ Right | Stress Calcs Bending Analysis Ck 29.908 Le Cf 1.500 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load Total Load Left Cantilever... -0.111 in 4.000 ft 862.8 Defl } ... 0.167 in 0.000 in 0.000 in 0.000ft 0.000 Max Moment 0.41 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.31 k 2.577 in2 11 8.75 psi 0.20 k 0.20k -0.516 in Deflection 4.000ft ...Lengtn/Defl 186.09 Right Cantilever... Deflection ...Length/Defl Sxx 3.063 in3 Area Cl 0.000 Sxxjteq'd 2.27 In3 0.00 m3 0.00 in3 @ Right Support 0.31 k 2.577 in2 11 8.75 psi Bearing Length Req'd Bearing Length Req'd Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 in 0.0 0.0 1 5.250 in2 Allowablelb 2,156.25 psi 2,156.25 psl 2,1 56.25 psi 0.21 8 in 0.218 In Ill ENGINEERJN6 SUN Structural Engineering, Inc. Consulting Structural Engineers of Vision Infosoft Date: 05/2005 By: M.Alula Sht- L - U/ ^L "T .|f .I L = U" j"o/5r V/UCCMFT 11ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Totvr-3 Vision Infos oft Date: 05/2005 By: M.Alula Sht-% L -T *_W . i I J. FT >l 1. } Of Jr. ,' * "2, in ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 05/2005 By: M.AluIa Sht- C* f LIENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 05/2005 By: MAlula Sht- P - (tI , - -^•< 35.5 -a.? 5 'f 35 (a.i s'- A! & fit Of (r I L = 14 $ ^ /fr5><f t/J mENGINEERING <1 /V p SUN Structural Engineering, Inc. Consulting Structural Engineers DP Lg. Vision Infosoft Date: 05/2005 By: M.Alula Sht- '7 /y . ~TL Title: Vision Infosoft Dsgnr: M. Alula Description : Scope: Job# Date: 3:5QPM, 11 MAY 05 Rev: 580007User: KW-0606410. Ver 5.8.0, 1-Dec-2003 (c)19G3-2003 ENERCALC Engineering Software Steel Column vertical .ecw:Roof Description Steel Column-1 ^ General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section Column Height End Fixity Live & Short Term Loads P6STD 16.000ft Pin-Pin Loads Combined Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced 46,00 ksl 1.000 29,000.00 ksi 16,000ft 16.000ft X-X Sidesway : Y-Y Sidesway : Kxx Kyy Restrained Sway Allowed 1.000 1.000 I Axial Load- Dead Load Live Load Short Term Load 20.10k 13.40 k k Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments 0.573 In 0.000 In I Summary |~Column Design OK Section : P6STD, Helght= 16.00ft, Axial Loads: DL = 20.10, LL= 13.40, ST = 0.00k, Ecc, = 0.573in Unbraced Lengths: X-X = 16.00ft, Y-Y = 16.00ft Combined Stress Ratios Dead Live PL + LL DL + ST + (LL If Chosen) AISC Formula H1 -1 0.2431 0.4142 0.4142 AISCFormula H1-2 0.1751 0.2919 0.2919 AISC Formula H1-3 0.1701 XX Axis: Fa calc'd per Eg. E2-1, K'Ur < Cc YY Axis: Fa calc'd per Eg. E2-1. K'Ur < Cc Stresses | Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx:Allow[F1-6] Fb:xx: Allow [F1-7] & [F1-8] fb : xx Actual Fb:yy:Allow[F1-6] Fb:yy: Allow [F1-7] & [F1-8] fb : yy Actual _D_ead 17.11 ksi 3.60 ksi 30.36 ksl 30.36 ksi 1.35 ksi 30.36 ksi 30.36 ksi 0.00 ksi Live DL + LL 17.11 ksi 2,40 ksi 30.36 ksl 30.36 ksi 0.90 ksi 30.36 ksl 30.36 ksi 0.00 ksl 17.11 ksi 6.00 ksi 30.36 ksi 30.36 ksi 2.26 ksi 30.36 ksi 30,36 ksi 0.00 ksi DL + Short 17.11 ksi 6.00 ksi 30.36 ksi 30.36 ksi 2.26 ksi 30.36 ksl 30.36 ksi 0.00 ksi | Analysis Values | F'ex : DL+LL 20,400 psi F'ey : DL+LL 20,400 psi F'ex : DL+LL+ST 20,400 psi Fey : DL+LL+ST 20,400 psi Max X-X Axis Deflection -0.056 in Cm:x Cm:y Cm:x Cm:y at 9.280 ft DL+LL 0.60 DL+LL 0.85 DL+LL+ST 0.60 DL+LL+ST 0.85 Max Y-Y Axis Deflection Cb:x Cb:y Cb:x Cb:y DL+LL 1.00 DL+LL 1.75 DL+LL+ST 1.00 DL+LL+ST 1.75 0.000 in at 0.000ft Title : Vision Infosoft Dsgnr: M. Alula Description: Job #25015 Date: 11:10AM. 26JUL05 Scope: Rev S80000 User: KW-0606410, Ver 5,8.0, l-OflC-2003 <c)l983-2Q03_ENERCALC Engineering Software Square Footing Design vertlcal.ecw:FOOTING Description Pad Footing-1 General Information Code Ref: AC) 318-02.1997 UBC. 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 20.100k 1 3.400 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 6-00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 4.000 ft 24.00 in 5 5 3.250 2,500.0 psi 60,000.0 psi 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Win. Reinl % to Req'd 20.438 in 0.0033 0.0002 in2 0.0014 % As to USE per foot of Width Total As Req'd Mln Allow % Reinf 0.343 In2 1.373ln2 0.0014 1 Summary I Footing OK 4.00ft square x 24.0in thick with 5- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 2,383.75 psf 3,000.00 psf 2,333.75 psf 3,000.00 psf 5.49 k-ft / ft 34.84 k-ft / ft Vu : Actual One-Way Vn*Phl : Allow One-Way Vu : Actual Two-Way Vn'Phl : Allow Two-Way Alternate Rebar Selections... 7 #4's 5 #5's 3 #T$ 2 #8's 0.69 psi 85.00 psi 18.51 psi 170.00 psi 4 #6's 2 #9's 2 #10's LI O*-.. * , »- . , . Vision InfosoftStructural Engineering, Inc. 3-D r D-31 "> f r . Consulting Structural Engineers ' o / , -x— y / j 43xJaj, A V K h / fol2CCO/€R THE Htl&Hr of SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 05/2005 g. MAluJa Sht- Title: Vision Infosoft Dsgnr: M. Alula Description: Job #25015 Date: 11:22AM. 26JUL05 Scope Rev; 580000User; KW-06C6410, Ver 5.8.0, 1-Dec-2003 (C)1993-2003 ENERCALC Engineering Software Tilt-Up Wall Panel Design vertical .ecw: PANELS Description 1' STRIP AT PANEL 10 (TYPICAL PANEL WITH NO OPENINGS) General Information Clear Height 17.000ft Parapet Height 1,000ft Thickness 7.250 in Bar Size ' 5 Bar Spacing 16.000 in Bar Depth 3.250 in Min Defl, Ratio 150.0 Concrete Weight 145.00 pcf Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 | fc 3,000.0 psi Seismic Zone Fy 60,000.0 psi Min Vert Steel % Phi 0.900 Min Horiz Steel % Width 12.000 in Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method.. .Deflections are Iterated Parapet Does Not Reduce Moments 4 0.0020 0.0012 0.3200 0.0000 Loads 1 Lateral Loads Vertical Loads Wind Load 18.500 psf Uniform DL 48.00 #/ft Point Load lh« Uniform LL *°M #fflheight ft ...eccentricity 6.000 in ...load type Seismic Concentric DL Ibs Lateral Load m Concentric LL Ibs ...distance to top ft...distance to bot ft Seismic "1" Magnifier 1.000 ...toad type Seismic Wind "I" Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 31 8-02 C.2 Wall Analysis | Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses For Service_Lo3d. Deftectjorts Seismic Wind Seismic Wind 0.063 0.038 In 0,045 0.030 in 17,215.0 10,376.4 )n-# 12,296.4 8,163.7 in-» 0.0 0.0 in-# 0.0 0.0 In-* 0.063 17,292.8 18.000 in 18.000 in 0.038 In 0.045 10,411.5 In-* 12,336.1 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 0.030 In 8,190.1 In-* 18.000 in 18.000 in Summary | 17.00ft clear height, 1 .00ft parapet Using: UBC Sec. 1914.8 method.. , 7.25in thick with #5 bars Deflections are Iterated at 16.00in on center, Wall Design OK d= 3.25in, fc = 3,000-Opsi, Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu 17,292.81 in-# Maximum Iterated Deflection 0,045 in Moment Capacity 41,018.58 !n-# Deflection Limit 1.360 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing PercentageUBC Allow, As % = 0.6 * RhoBal Actual Axial Stress : (Pw+ Po ) / Ag Allowable Axial Stress = 0.04 * fc Seismic 41,018.58 lri-# 17,292.81 In-* 907.20 In-* 0.05 in 4,531 : 1 0.0060 0.0128 10.12 psi 120.00 psi Wind 39,941.67 in-# 10,411.52 in-# 302.40 in-# 0.03 in 6,816 : 1 0.0060 0.0128 10.12 psi 120.00 psi -1.x 2*3 ' Title : Vision Infosoft Dsgnr: M. Alula Description: Job #25015 Date: 11:22AM, 26JUL05 Scope: Rev: 5BODOO User: KW-0606410, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engmeefing Software Tilt-Up Wall Panel Design vertical.ecw:PANELS Description 1' STRIP AT PANEL 10 (TYPICAL PANEL WITH NO OPENINGS) Analysis Data j E 3,122,018.6 psi n = Es / EC 9.29 Fr Multiplier for sqrt(f c) 5.000 Ht/Thk Ratio 28.14 Values for Mn Calculation... As:eff= jPu.tot +• AsFyJ/Fy a : (AsFy + Pu)/(.85 f c b) c = a / .85 I gross I cracked l-eff (ACl methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WallThk/2-Bar Depth) Sgross 105.1 25 in3 Mcr = S * Fr 28,789.7 in-# Fr - 273.86 psi Rho: Bar Reinf Pet 0.0214 Seismi? Wind 0.253 in 0.248 in 0.496 in 0.486 in 0.584 in 0.572 in 381 .078 in* 381.08ln4 17.51 in4 17.26 in4 0.00 in* 0.00 In4 0.900 0.900 45,576.20 in-# 44,379.64 In* Additional Values \ Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 87.604 psf 28.033 psf 0.000 psf 48.00 #/ft 832.24 #ffi 880.24 #/ft Factored Loads Seismic Wind Applied Axial Load 67.20 50.40 #/ft Lateral Wall Weight 1,165.14 873.85 m Total Lateral Loads 1,232.34 924.25 #/ft I AC I Factors (per ACl 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACl C-1 & C-2 LL ACl C-1 & C-2 ST ....seismic = ST 1.400 1.700 1.700 1.100 ACl C-2 Group Factor 0.750 ACl C-3 Dead Load Factor 0.900 ACl C-3 Short Term Factor 1.300 Aden "1 .^Factor for Seismic Add"! "0.9" Factor for Seismic 1,400 0.900 Sketch & Diagram -1B.5psf -28.03ptf Eft Width = 12 Oln Setemlc Factor-0.320 Seismic Zone * 4 Fy = aO.OOOpl! re = 3,ooopBi Using: MS 91 ».00ln Thick = r.2Sin Design Method : 1B97 UBC 1814.0 wf »er -£6,03p«f Seismic Load Title : Vision Infosoft Dsgnr: M. Alula Description : Job #25015 Date: 11:23AM, 26JUL05 Scope Rev: 580000 User: KW-0606410, Ver 5.8.0, 1-Dec-2003(c)1_9B3-ZOgg_ENERCAlC Engineering Software Tilt-Up Wall Panel Design vertical, ecw; PAN ELS Description 3' STRIP AT PANEL 16 ( CRITICAL PANEL WITH OPENINGS.) | General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight | Loads Lateral Loads Wind Load Point Load ...height...load type Lateral Load ...distance to top...distance tobot ...load type Code Ref: ACI 318-02, 1997 UBC. 2003 IBC, 2003 NFPA 5000 I 15.000 ft 3.000 ft 7.250 in 5 16.000 in 3.250 in 150,0 145.00 pcf 18.500 psf Ibsft Seismic 131.00#/ft 18.000 ft 9.000 ft Seismic fc 3,000.0 psi Seismic Zone 4 Fy 60,000.0 psi Min Vert Steel % 0.0020 Phi 0.900 Min Horiz Steel % 0.0012 Width 36.000 in Wall Seismic Factor 0.3200 Parapet Seismic Factor 0.0000 LL&ST Not Combined Using: UBC Sec. 1914.8 method... Deflections are Iterated Parapet Does Not Reduce Moments 1 Vertical Loads Uniform DL 1, 260.00 #/ft Uniform LL 1, 260.00 #ffl ...eccentricity 6.000 in Concentric DL Ibs Concentric LL Ibs Seismic "I" Magnifier 1 .000 Wind "I" Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 Wall Analysis I For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic 0.076 81,900,2 0.0 0.077 82,546.1 18.000 in 18.000 In Wind Seismic 0.036 In 0.054 37,271.4 in-# 58,500.1 0.0 in-# 0.0 0.036 in 0.055 37,507.1 ln-# 58,829.0 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Wind 0.031 In 31,782.0 in-# 0.0 ln-# 0.031 in 31,963.9 ln-# 18.000 in 18.000 in S Summary 1 15.00ft clear height, 3.00ft parapet Using: UBC Sec. 1914.8 method- , 7.25in thick with #5 bars Deflections are Iterated at 16.00in on center, Factored Load Bending : Seismic Load Governs Service Load Deflection Maximum Iterated Moment : Mu Moment Capacity Mn * Phi ; Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing PercentageUBC Allow. As % = 0.6 " RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * f c 82,546.15 in-# 1 36,437.95 in-# Wall Design OK d= 3.25in, fc = 3,000.0psi, : Seismic Load Governs Maximum Iterated Deflection 0.055 in Deflection Limit Seismic 136,437.95 in-# 82,546.15 ln-# 63,503.97 in-# 0.05 In 3,299 : 1 0.0060 0.0128 25.06 psi 120.00 psi 1.200 in Wind 128,544.52 ln-# 37,507.07 in-# 23,813.99 in-# 0.03 in 5,832 : 1 0.0060 0.0128 25.06 psi 120.00 psi Title: Vision Infosoft Osgnr: M. Alula Description: Job #25015 Date: 11:23AM, 26JUL05 Scope: Rev: 560000 User: KW-06Q6410,Ver 5.8.0, 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software Tilt-Up Walt Panel Design 3HT- vertical.ecw:PANELS Description 3' STRIP AT PANEL 16 ( CRITICAL PANEL WITH OPENINGS.) Analysis Data E n = Es / EC Fr Multiplier for sqrt(rc) Ht/Thk Ratio 3.122,018.6 psi 9.29 5.000 24.83 Sgross Mcr = S * Fr Fr = Rho: Bar Reinf Pet 31 5.375 in3 86,369.0 ln-# 273.86 psi 0,0214 | Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.B5 fc b) c = a / .85 Igross Icracked l-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WallThk/2-Bar Depth) Seismic 0.850 in 0.556 in 0.654 in 1,143.234 in4 56.58 in4 0.00 in4 0.900 151,597.73 ln-# Wind 0.812 in 0.531 in 0.624 in 1, 143.23 in4 54.92 in4 0.00 in4 0.900 142,827.25 !n-# I Additional Values Loads used for analysis Wall Weight 87.604 psf Wall Wt * Wall Seismic Factor 28.033 psf Wall Wt * Parapet Seismic Factor 0.000 psf Service Applied Axial Load 1,260,00 #tft Service Wt @ Max Mom 919.84 #ffi Total Service Axial Loads 2,179.84 #fft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 1,764.00 1,287.78 3,051.78 Wind 1 ,323.00 #/ft 965,84 fl/ft 2,288.84 #/ft ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST 1.400 1.700 1.700 1.100 ACI C-2 Group Factor 0.750 ACI C-3 Dead Load Factor 0.900 ACI C-3 Short Term Factor 1.300 Add'1 "1.4" Factor for Seismic Add'T "0.9" Factor for Seismic 1.400 0.900 Sketch & Diagram -IB.Ipif -28.03psf -1H.3pi Eff Width* 38 «n Seismic Factor = 0.3ZD Seismic Zone <= 4 Fy = a0,000ps»h Using: 06 ffl 1 6.001 n TWch = 7.251n Detlgn Method : 19B7 UBC t ei 4.0 w/ iteratad Detledlom Added Seismic U) Title : Vision Infosoft Dsgnr: M. Alula Description : Job #25015 Date: 11:41 AM, 26JUL05 Scope: Rev: 580000 User KW-060B410, Ver 5.8.0. l-Dec-2003 Jc)19B3-2003ENERCALC Engineering Software Tilt-Up Wall Panel Design verlica I. ecw: PAN E LS Description 7' STRIP AT PANEL 12 (PANEL SUPPORTING GIRDER LOAD) General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 500tf| Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Mln Defl. Ratio Concrete Weight 16.000 ft 2.000 ft 7.250 in 5 16.000 in 3.250 in 150.0 145.00 pcf fc Fy Phi Width Using: 3,000.0 psl 60,000.0 psi 0.900 84.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined 4 0.0020 0.0012 0.3200 0.0000 UBC Sec. 1914.8 method. ..Deflections are Iterated Parapet Does Not Reduce Moments Loads | Lateral Loads Wind Load Point Load ...height...load type Lateral Load ...distance to top ...distance tobot ...load type 1 8.500 psf Ibsft Seismic mft ft Seismic Vertical LoadsUniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "1" Maa 48.00 m 60.00 *ft 6.000 in 8,126.00 Ibs5,417.00 Ibs nifier 1 ,000 Wind "I" Magnifier 1,000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delia Basic M w/o P-Delta Moment Excess of Mcr Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic 0.049 106,906.2 0.0 0.050 107,924.9 18.000 in 18.000 in Wind 0.030 in 64,461.6 in-# 0.0 in-# 0.030 In 64,921,5 1n-# Seismic 0.035 76,361.6 0.0 0.036 76,880.0 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Wind 0.023 in 50,736.0 in-# 0.0 ln-# 0.024 in 51,080.8 ln-# 18.000 in 18.000 in I Summary I 16.00ft clear height, 2.00ft parapet Using: UBC Sec. 1914.8 method.. , 7.25in thick with #5 bars at 16.00in on center, d= Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 107,924.95 In-* Moment Capacity 316,097.09 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing PercentageUBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po } / Ag Allowable Axial Stress = 0.04 * fc Wall Design OK 3.25in, Fc = S.OOO.Opsi, Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.036 In Deflection Limit 1.280 in Seismic 316,097.09 in-# 107,924.95 in-# 6,350.40 in-# 0.04 in 5.405 : 1 0.0060 0.0128 23.96 psl 120.00 psl Wind 298,463.82 in-# 64,921.47 in-# 2,116,80 in-# 0.02 in 8,125 : 1 0.0060 0.0128 23.96 psi 120.00 psi p* Title: Vision Infosoft Dsgnr: M. Alula Description: Job #25015 Date: 11:41 AM, 26 JUL05 Scope: f Rev: 5BOOOO User; KW-0605410. Ver 5.8.0,1-Dec-20D3 | (c)1983-2003 ENERCALC Engineering Software Tilt-Up Wall Panel Design Description T STRIP AT PANEL 12 (PANEL SUPPORTING GIRDER LOAD) Analysis Data E n = Es / EC Fr Multiplier for sqrt(fc) Ht / Thk Ratio 3,122,018.6 psi 9.29 5.000 26.48 Sgross Mcr = S * Fr Fr = Rho: Bar Reinf Pet 735.875 in3 201,527.7 ln-# 273.86 psi 0.0214 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a:(AsFy + Pu)/(.85fcb) c = a/.85 Igross (cracked l-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WallThk/2-Bar Depth) Additional Values Seismic 1 .968 fn 0.551 in 0.649 in 2,667.547 in4 131.35in4 0.00 in4 0.900 351, 218.99 hv# Wind 1.883 in 0.527 in 0.620 in 2,667.55 !n4 127.62 in4 0.00 in4 0.900 331,628.46 in-# | Loads used for analysis Factored Loads WindWall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 87.604 psf 28.033 psf 0.000 psf 1,208.86 #/ft 876.04 #m 2,084.90 (DM Applied Axial Load Lateral Wall Weight Total Lateral Loads 1 ,692.40 1 ,226.46 2,918.86 1,269.30 #/ft 919.84#ffi 2,189.14 #/ft ACI Factors (per ACI 318-02, applied internally to entered loads) ACIC-1 &C-2 DL 1.400 ACIC-1 &C-2 LL 1.700 ACtC-1 &C-2 ST 1.700 ....seismic = ST*: 1.100 ACI C-2 Group Factor 0.750* ACI C-3 Dead Load Factor 0.900 ACI C-3 Short Term Factor 1.300 Add I 1.4 Factor for Seismic Add"l "0.9" Factor for Seismic 1.400 0.900 RoofDL-48.0,LL = Sketch & Diagram -2B.03psf T -16.5p EH. Width «B4,Oir Seismic Factor = 0.320 Salamlc Sane » 4 Fy » B0,000psl Tc = 3,000psl F- Thick = 7.25ln Design MMhod : 1907 UBC 1914.0 vH IHrated Oeflectloni 11 *...*.«* . ,.- » , . Vision InfosoftSUN Structural Engineering, Inc. Date: 05/2005 ENGINEERING Consulting Structural Engineers o fAUiT - - Q , . a-5V= g M ^^ g^ _ ^ o 5 >£ S 1 6- A/ U/ inENGINlEBMG vy- \/r SUN Structural Engineering, Inc. Consulting Structural Engineers V 2 Vision Infosoft Date: 05/2005 By: M.Alula Sht- 2} \/ GvJ") -iv \/-= o 6' It • j: 11 SUN Structural Engineering, Inc. Consulting Structural Engineers tf fi,*S6 o ^ 7. Vision Infosoft Date: 05/2005 By: MAlula Sht- inENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 05/2005 By: M.Alula Sht-2S f- _3 1 3 -Z, /V/^Y f'^o^) UA.'f "3 inUl *mi«* * . - s . . Vision Infosoft«• • SUN Structural Engineering, Inc. Date. 05/2005 ENGINEERING Consulting Structural Engineers By. MAlula s *UB 8y UlENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 05/2005 By: M.Alula Sht-2-?- vf\i /?7 ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 05/2005 By: MAIula S in SUN Structural Engineering, Inc. Consulting Structural Engineers R Vision Infosoft Date: 05/2005 By: M-Alula Sht-Z.? 3 fl* 2-; in 0...u«* * . r- . . . Vision Infosoft_ — SUN Structural Engineering, Inc. Date: 05/2005 ENQiNEEBNS Consulting Structural Engineers D M Alula Sht 3O L goo £0/000 in ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 05/2005 By: MAlula Sht-3/ /s T rn / v LI Vision InfosoftSUN Structural Engineering, Inc. Date: 07/2005 Consulting Structural Engineers By: \f.Alula S = / 4,8 ,ry t i_ . A - 2-o<) - o-l-H- -h 3-3^ * M- m ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 07/2005 By: M.Alula Sht- 33 V k A/eL ap K 6P-, it oi ivi •>* i , r. - . . Vision InfosoftSUN Structural Engineering, Inc. Date. 07/2oo5 Consulting Structural Engineers fi M ^^ g. of -5 X f, 'VFT LI UpLlpT fofe, P^/sjgL 3 Of Srt€dfl SUN Structural Engineering, ,nc. Consulting Structural Engineers B M AM \.t * u •f ^ =• 60 f<-S <' /H. * 0-4 >y |.Q o (J LI 01 it. r.* * . - . , . Vision InfosoftSUN Structural Engineering, Inc. Date. 07/2005 Consulting Structural Engineers B ^ Aluia Sht- 36 Vs* /^^ L& S ) C*TsV+ 3-64 v f (-^ y -f a- fc H- ^ f ) f '- - ' ' — 2 Ifl SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 07/2005 By: MAlula Sht-3? JJWfL ' •2- R 6^ oa/V- psse<T/ice ^•f-7. s«f-67t V S-5K .o^/< WF'SHT* \y ,V 5 t K \i. in *.,«..>* . . - - - , Vision InfosoftSUN Structural Engineering, Inc. Date. 97/2005 ENQNjjSirjG Consulting Structural Engineers g ^ A iuja ou* u/Mf-(D \ X ' 2 \/ LI SUN Structural Engineering, Inc. Consulting Structural Engineers „5 By: M.Alula Sht- /Vu = O'| ^ ^'^ ^^- *3 ^ 2 f/ /< > oR f/j/v^f L. K/PT EKJGINEERIN6 SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 07/2005 By: MAlula S \f r / !i V."•' 0-06^ \/ .6 K K MA (•cf-.yf IS-7 ^ is'- 20-5* LI Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date; 07/2005 gy. ^ Alula < /)3 - ty>\o,y q = JL2± A*,//.. ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: 07/2005 By: M.Alula Sht- 3 O> PQQ 2-0. OF C LI SUN Structural Engineering, Inc. Consulting Structural Engineers , , m , ,By: M.Alula Sht-V3 op * O A *V^i « * '/33 = 3-9sr- hi f « R- —r = 0-*%% LI ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers UAJfZ Vision Infosoft Date: 07/2005 By: M.Alula ShM>f f A,( ('/V CRS _!_ j._J_ i. _ -, ' f?- -S " V 5-5-6%K k \/ poft. inENGINEERING; «i»i M M. , r- . . .SUN Structural Engineering, Inc. Consulting Structural Engineers V Vision Infosoft Date: 07/2005 By: M.Alula Sht-^£ t- in ENGMERJNG SUN Structural Engineering, Inc. Consulting Structure -f- ^x f%'S' V "2.0 Vision Infosoft Date: 07/2005 By: M-Alula S K Lw Of Vu = ^-_ K c f,o K 11 ENGTNEERINS SUN Structural Engineering, Inc. Consulting Structural Engineers of Vision Infosoft Date: 07/2005 By: MAlula S P it-' Untitled Project Engineer; Changhua Sun visualAnalysis 5.10 Report Company: SUN STructural Engineering, Inc. Project File: Shearline G Folder: C:\projects\commercial\Vision infosoft\08-12-05\ Nodes Node Nl N2 N3 N4 N5 0 0 9 19 19 X ft .000 .000 .750 .500 .500 0, 14, 14, 14, 0. Y ft .000 ,000 .000 .000 .000 Fix Yes No No No Yes DX Fix Yes No No NO Yes DY Fix RZ NO NO NO NO NO Spring Elements This item is empty. Check the selection state, or report properties Member Elements Member Section Ml M2 M3 M4 M5 M6 HSS6X6X HSS6X6X HSS6X6X HSS6X6X W18X35 W18X35 Material ASTM ASTM ASTM ASTM ASTM ASTM A50 A50 A50 A50 A3 6 A3 6 Length ft 14. 17, 17, 14. 9, 9. .000 .061 .061 .000 .750 .750 Weight K 0 0, 0 0. 0. 0, .36 .44 .44 .36 .34 .34 Theta cleg 0 0. 0 0. o, 0, .0000 .0000 .0000 .0000 .0000 .0000 Section Properties Category Section Ax * 2 Iz Sy* in* 3 Sy- AISC Sha HSS6X6X.375 AISC Sha W18X35 7.58000 39.5000 13.2000 13.2000 10.3QQO 510.000 57.6000 57.6000 Material Properties Material Strength Elasticity Poisson Density Therm. Kai Ka± K/£t*3 in/in/d ASTM ASTM A3 6 A50 -NA- -NA- 29000. 29000, ,00 .00 0, 0, .2900 .2900 0 0 .49 .49 o. 0. .000 .000 Plate Elements This item is empty. Check the selection state, or report properties. -1-FriAug 12 14:41:52 2005 Untitled Project VisualAnalysis 5.10 Report Company: SUM STructural Engineering, Inc. Engineer; Changhua Sun Project File: Shearline G Folder; C;\projects\commercial\Vision infosoft\08-12-05\ Nodal Reactions Node Nl KB Result Cage Name Dead Dead loads loads First First Order Order 1. -1. FX K 27 27 4. 3. FY K 10 68 MS JST-ffc -NA- -NA- Nodal Displacements Node Nl N2 N3 N4 N5 Result Case Name Dead Dead Dead Dead Dead loads loads loads loads loads First First First First First Order Order Order Order Order 0. 0. -0. -0. 0. DX in 00 00 - 00 - 00 - 00 0. 0. 0. 0. 0. DY in 00 - 00 - 00 00 00 RZ 0. 0. 0. 0. 0. deg 00442 00298 00009 00437 00401 Member Internal Forces Member Ml Ml Ml Ml Ml Ml Ml Ml Ml Ml M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M3 M3 M3 M3 M3 M3 M3 M3 M3 M3 M4 M4 M4 Result Case Name Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Offset 01 3 4 6 7 9 10 12 14 0 1 3 5 7 9 11 13 15 17 0 1 3 5 7 9 11 13 15 17 0 1 3 ft .00 .56 .11 .67 .22 .78 .33 .89 .44 .00 .00 .90 .79 .69 .58 .48 .37 .27 .16 .06 .00 .90 .79 .69 .58 .48 .37 .27 .16 .06 ,00 .56 .11 -2 ~ 2 -2 -2 -1 -1 -1 - 1 ™ 1 -1 -2 -2 -2 ~ 2 - 2 ~ t. -2 -O -2 -1 -1 -2 -2 -2 -2 -2 -2 -2 -2 -2 -1 -1 -1 Fx K .12 .08 .04 .00 .96 .92 .88 .84 .80 .76 .33 .29 .25 .21 .17 .13 .09 .05 .01 .97 .97 .01 .05 .09 .13 .17 ,21 .25 .29 .33 .34 .38 .42 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 0 0 0 0 0 -0 -0 -0 -0 -0 0 0 0 0 0 -0 -0 -0 -0 -0 0 0 0 Vy K .03 .03 .03 .03 .03 .03 - .03 - .03 - .03 - .03 - .12 - .09 - .06 .03 .00 .02 .05 .08 .11 - .14 - .14 - .11 - .08 - .05 .02 .00 .03 .06 ,09 - .12 - .04 - .04 - .04 - Hz K-ft 0-23 0.19 0.14 0.09 0.04 0.01 0.06 0.11 0-16 0.21 0.23 0.04 0.10 0.19 0.22 0.20 0.13 0.00 0.18 0.41 0.41 0.18 0.00 0.12 0.19 0.21 0.18 0.09 0.05 0.25 0.25 0.20 0.14 -1-Fri Aug 12 14:45:34 2005 Member Result Case Name M4 M4 M4 M4 M4 M4 M4 M5 M5 MS M5 MS MS MS M5 MS M5 M6 we M6 M6 M6 M6 M6 M6 M6 M6 Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead Dead loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads First First First First First First First First First First First First First First First First First First First First First First First First First First First Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Offset ft 4 5 7 9 10 12 14 0 1 2 3 4 5 S 7 8 9 0 1 2 3 4 5 6 7 8 9 .67 .22 .78 .33 .89 .44 .00 .00 .08 .17 .25 .33 .42 .50 .58 .67 .75 .00 .08 .17 .25 .33 .42 .50 .58 .67 .75 -1 -1 - 1 -1 -1 - 1 -1 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 Fx K .46 .50 .54 .58 .62 .66 .70 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 0 0 0 0 0 0 0 1 -0 -0 -0 -0 -0 -0 -0 -0 -2 0 0 0 0 0 0 0 -1 -1 -1 Vy K .04 .04 .04 .04 .04 .04 .04 .76 .11 .15 .19 .23 .26 .30 .34 .38 .25 .83 .79 .76 .72 .68 .64 .60 .26 .30 .34 Mz K~£t -0 -0 0 0 0 0 0 -0 1 1 1 0 0 0 0 -0 -2 -2 -1 -0 0 1 1 2 2 1 -0 .09 .03 .02 .08 .13 .19 .25 .21 .52 .38 .20 .98 .71 .41 .06 .33 .13 .13 .25 .41 .39 .15 .87 .54 .57 .18 .25 -2-FriAug 12 14:45:34 2005 Untitled Project VisualAnalysis 5.10 Report Company: SUN STructural Engineering, Inc. Engineer: Changhua Sun Project File: Shearline G Folder: C:\projects\coraraercial\Vision infosoft\08-12-05\ Nodal Reactions Node Nl N5 Result Case Live Live loads loads Name First First Order Order 0- -0. FX X 95 95 FI X 2,96 2.53 MZ X-ft -NA- -NA- Nodal Displacements Node Nl N2 N3 N4 N5 Result Case Live Live Live Live Live loads loads loads loads loads Name Firsb First First First First Order Order Order Order Order 0. -0. -o. -o. 0. DX in 00 00 - 00 - 00 - 00 DY in 0.00 0.00 0.00 0.00 0.00 0. -0. 0. 0. -0. RZ deg 00047 00253 00009 00392 00089 Member Internal Forces Member Ml Ml Ml Ml Ml Ml Ml Ml Ml Ml M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M3 M3 M3 M3 M3 M3 M3 M3 M3 M3 M4 K4 M4 Result Case Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live Live loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads Name First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First Offset Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order Order 0 1 3 4 6 7 9 10 12 14 0 1 3 5 7 9 11 13 15 17 0 1 3 5 1 9 11 13 15 17 0 1 3 ft .00 .56 .11 .67 .22 .78 .33 .89 .44 .00 .00 .90 .79 .69 .58 .48 .37 .27 .16 .06 .00 .90 .79 ,69 ,58 .48 .37 .27 .16 .06 .00 .56 .11 Fx K -1.60 -1.60 -1.60 -1.60 -1.60 -1.60 -1.60 -1.60 -1.60 -1.60 -1.65 -1.65 -1.65 -1.65 -1.65 -1.65 -1.65 -1.65 -1.65 -1.65 -1.64 -1.64 -1.64 -1.64 -1.64 -1.64 -1.64 -1.64 -1.64 -1.64 -1.18 -1.18 -1.18 -1-Fri Aug vy Hz K K-ft -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 0 0 0 0 0 0 0 0 0 0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 0 0 0 .01 .01 .01 .01 - .01 - .01 - .01 - .01 - .01 - .01 - .00 - .00 - ,00 - .00 - .00 - .00 - .00 .00 .00 .00 .00 .00 .00 .00 .00 - .00 - .00 - .00 - .00 - .00 - .01 - .01 - .01 - 0. 0. 0. 0. 0. o. 0. 0. 0. 0. 0- 0- 0. 0. o. 0. 0-o. 0. 0, 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 12 14:46:34 03 02 00 01 02 04 05 06 08 09 03 03 02 01 01 00 01 01 02 03 03 02 01 00 00 01 02 03 03 04 14 12 10 2005 Member Result Case Name Offset Fx vy Ma ft K K K-ft M4 Live loads First Order M4 Live loads First Order M4 Live loads First Order M4 Live loads First Order M4 Live loads First Order M4 Live loads First Order M4 Live loads First Order M5 Live loads First Order K5 Live loads First Order MS Live loads First Order M5 Live loads First Order M5 Live loads First Order M5 Live loads First Order M5 Live loads First Order M5 Live loads First Order M5 Live loads First Order M5 Live loads First Order M6 Live loads First Order M6 Live loads First Order M6 Live loads First Order M6 Live loads First Order M6 Live loads First Order M6 Live loads First Order M6 Live loads First Order M6 Live loads First Order M6 Live loads First Order M6 Live loads First Order 4.67 -1.18 6.22 -1.18 7.78 -1.18 9.33 -1.18 10,89 -1.18 12.44 -1.18 14.00 -1,18 0.00 -0,01 1.08 -0,01 0.01 0.01 0-01 1.60 -0.23 2.17 -0.01 -0.23 3 .25 -0.01 -0,23 4.33 -0.01 -0.23 5.42 -0.01 -0.23 6.50 -0.01 -0.23 7.58 -0.01 -0.23 8.67 -0.01 -0.23 0.01 -0.08 0.01 -0.06 0.01 -0.04 0.01 -0.02 0.00 0.02 0.04 -0.09 1.49 1.25 1 00 0.75 0.50 0.26 0.01 -0.24 9.75 -0.01 -2.06 -1.86 0.00 -0.01 0.65 -1.86 08 -0.01 0.65 -1.161 2.17 -0.01 3.25 -0.01 4.33 -0.01 5.42 -0.01 0.65 -0.46 0.65 0.24 0.94 1.64 2.34 0.65 0.65 0.656.50 -0.01 7.58 -0.01 -1.18 2,43 8.67 -0.01 -1.18 1.15 9.75 -0.01 -1.18 -0,14 -2-FriAug1214-.46:342005 Untitled Project VisualAnalysis 5.10 Report Company: SUN Structural Engineering, Inc. Engineer: Changhua Sun Project File: Shearline G Folder: C:\projects\commercial\Vision infoaoft\08-12-Q5\ Nodal Reactions Node Nl N5 Result Case Name Seismic Seismic +X -t-X loads loads First First Or Or FX JC -8.85 -12 -8.85 12. FY MZ JC K-ft . 7 -NA- 71 -NA- Nodal Displacements Node Nl N2 N3 N4 N5 Result Case Name Seismic Seismic Seismic Seismic Seismic +X +X +X loads loads loads loads loads First First First First First Or Or Or Or Or DX in 0.00 0.03 0.03 0.03 - 0.00 DY in 0. 0. 0. -0. 0. 00 -0 00 -0 00 0 00 -0 00 -0 RZ de& .01135 .00047 -OQOOS .00047 .01135 Member Internal Stresses Member Result Case Name Ml Ml Ml Ml Ml Ml Ml Ml Ml Ml M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M3 M3 M3 M3 M3 M3 M3 M3 M3 M3 M4 M4 M4 Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic *x +x +x +x +x +X -t-X +x +x +x +x +x +x +x +x +x +x +x +x +x +x +x +x +x +x+x +x t-X +x +x +x +x 4-X loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First First Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or offset 0. 1, 3, 4, 6, 7. 9, 10. 12, 14. 0, 1, 3. 5, 7. 9, 11 13. 15. 17. 0, 1. 3 5, 7, 9, 11. 13, 15, 17 0. 1. 3 ft .00 .56 .11 .67 .22 .78 .33 .89 .44 .00 .00 .90 ,79 .69 .58 .48 .37 .27 ,16 .06 ,00 ,90 .79 .69 .58 .48 .37 .27 .16 .06 .00 ,5S .11 fa fby(+z) £by(-i) fbz (+y> fbz(-y) Kal 0 0 0 0 0 0 0 0 0 0 2 2 2 2 2 2 2 2 2 2 -2 -2 -2 -2 -2 -2 -2 -2 -2 -2 -0 -0 -0 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .01 .01 .01 Kai 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 Kal 0. 0. 0, 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Kai 0 0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 0 0 0 0 0 0 0 0 0 0 0 0 0 .08 .04 .00 .04 .08 .12 .16 .20 .24 .27 .08 .08 .08 .08 .08 .09 .09 .09 .09 .09 .09 -09 .09 .09 .09 .08 .08 .08 .08 .08 .27 .24 .20 Kai -0 -0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 .08 .04 .00 .04 .08 .12 .16 .20 .24 .27 .08 .08 .08 .08 .08 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 .08 .08 .08 .08 .08 .27 .24 .20 -1-FriAug 12 14:47:33 2005 Member Result Case Name M4 M4 M4 M4 M4 M4 M4 M5 M5 M5 MS M5 M5 M5 M5 M5 M5 M6 M6 MG M6 M6 M6 M6 M6 M6 MS Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic +X +X +x •fX +x +x+x +x +x +X +x +x -fX -fX +x 4-X +x -fX +x +x +x -t-x +x +x +x +x +x loads loada loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads loads First First First First First First First First First Firat First First First First First First First First First First First First First First First First First Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Or Offset ft 4 6 7 9 10 12 14 0 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 .67 .22 .78 .33 .89 .44 .00 .00 .08 .17 .25 .33 .42 .50 .58 .67 .75 .00 .08 .17 .25 .33 .42 .50 .58 .67 .75 fa fby(-t-z) fby(-z) fbz (+y) fbs(-y) Ksi Kai Ksi Ksi Ksi -0. -0, -0 -0, -0. -0. -0 0. -0, -0. -0, -0 -o. -0, -0. -0. -0. 0. 0, 0 0. 0. 0, 0, 0 0. -0, .01 .01 .01 .01 .01 .01 .01 .00 .09 .19 .28 .38 ,47 ,57 ,67 .76 ,86 .86 .76 .67 .57 .47 ,38 .28 .19 .09 .00 0, 0. 0, 0, 0. 0, 0, 0, 0, 0. 0. 0, 0, 0, 0. 0, 0. 0. 0. 0, 0. 0. 0. 0, 0, 0. 0, ,00 .00 ,00 ,00 ,00 .00 .00 .00 ,00 ,00 .00 .00 .00 ,00 ,00 ,00 ,00 .00 ,00 .00 .00 .00 ,00 ,00 ,00 ,00 ,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 -0 -0 -0 -0 -0 -0 -0 -0 -0 0 0 0 -0 -0 -0 0 0 0 0 0 0 0 .16 .12 .08 .04 .00 .04 .06 .06 .05 .04 .03 .03 .02 .01 .00 .01 .02 .02 .01 .00 .01 .02 .03 .03 .04 .05 .06 -0 -0 -0 -0 -0 0 0 0 0 0 0 0 0 0 -0 -0 -0 0 0 0 -0 -0 -0 -0 -0 -0 -0 .16 .12 .08 .04 .00 .04 .08 .06 .05 .04 .03 .03 .02 .01 .00 .01 .02 .02 .01 .00 .01 .02 .03 .03 .04 .05 .06 -2-FriAug 12 14:47:33 2005 LI out. «* * . r- , , . Vision InfosoftSUN Structural Engineering, Inc. Date 07/2005 Consulting Structural Engineers fiy. M Alula Sht^ k 13 ^— — iTiTT" -1 I -f JjLt if 2G- r = /3/kf^o-K Op ZoLUnrJ ^gAlfStf^ AO- f 0 -it LI SUN Structural Engineering, Inc. 1^^* Consulting Stractnra. Engineers By; MM^ ^ ' — -5£~^ J .•*- - f5- Title: Vision Infosoft Dsgnr: M. Alula Description: Job #25015 Date: 11:34AM, 17AUG05 f Rev: 580006 User: KW-0606410. Vesf 5.6.0, 1-Dec-2003 L(c)19B3J003 EMERCALC Engineering Software Scope: Steel Beam Design ]i.ecw;Raof I Description Roof beam-1 Sketch & Diagram J.BBh MTiax = 2<.2K-ft Dnax = -0 QSBIn € W Title: Vision Infosoft Dsgnr: M. Alula Description; Job #25015 Date: 11:34AM, 17AUG05 Rev: 580006User; KW-0600450, Ver 5.8.0, l-DeC-20CQ (c)1S83-2Q03 ENERCALC Engineering Software Scope: Steel Beam Design vertical .ecw:Roo' Description Roof beam-1 ( General Information Steel Section : W18X35 Center Span Left Cant. Right Cant Lu : Unbraced Length | Point Loads # 1Dead Load 1.830 Live Load 1.830 Short Term Location 1 ,000 Coda Ref: AISC 9th ASD, 1997 UBC. 2003 !8C, 2003 NFPA 5000 19.00 ft 0.00ft 0.00ft 0.00ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36, 00 ksi 1.25 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #21.830 1.830 9.000 #3 #4 1.830 1.830 17.000 #5 #6 #7 k k k ft k i In Summary | H^^^^^^^HH^BI^HI^HVHHH Using: W18X35 section, Span = 19.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.250 Actual Moment fb : Bending Stress fta/Fb Shear fv -. Shear Stress fv/Fv 24.238 k-ft 5.050 ksi 0.213 : 1 6.111 k 1.151 ksi 0,080 : 1 Allowable 114.048 k-ft 23.760 ksi 76.464 k 14.400 ksi Beam OK Static Load Case Governs Stress Max, Deflection Length/DL Defl Length/(DL+LL Defl) -0.096 In 4,412.3 : 1 2,364.8 : 1 Force & Stress Summary «- These columns are Dead + Uve Load placed as noted -» Max, M + Max, M - Max, M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defi @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq. E2-1 Maximum 24.24 k-ft 6.11 k 5.53k -0.096 in 0.000 in 0.000 In Q.OOQ ft 6.11 5.53 ,K*L/r<Cc ! Beam Passes Table B5.1, Fb per Eq. F1-1 , I Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design,.,. J Cw W18X35 17.700 in 0.300 in 6.000 in 0,425 in 10.30 In2 1.490 In Q.5101H4 1,140.00 InB DL Qnte 12,91 3.22 2.93 -0.052 0.000 0.000 0,000 3.22 2.93 Fb = 0,66Fy Weight Ixx iyy Sxx Syy R-xx R-yy Zx zy K LL LL+ST @ Center @ Center 24.24 6.11 5.53 -0.096 -0.096 0.000 0.000 0.000 Q.OQO 0,000 Q.OOO 6.11 6.11 5.53 5.53 34.99 #/ft 510.000 in4 15.300 In4 57.600 in3 5.120 in3 7.040 in 1.220 in 66.500 in3 6.060 in3 0,827 in LL LL+ST jgLCants^ @Cante. k-ft k-ft k-ft k-ft k k 0.000 0.000 in 0.000 0.000 in 0.000 O.QOO in 0.000 O.OQO in k k k 11 SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date: OS/2005 By: M.Alula Sht-£*jf in SUN Structural Engineering, Inc. Consulting Structural Engineers Vision Infosoft Date. 08/2005 Bv M Alula Sht-^o try *f fig ^ 3D - ° yvf r z.v LI Vision Infosoft SUN Structural Engineering, Inc. Date: 08/2005 Consulting Structural Engineers ey: M.Alula Sht- £> \ /5 V s HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY August 10, 2005 Project No. 5171.1 Log No. 9435 Mr. John Evans 1915 Aston Avenue Carlsbad, California 92009 Subject: REVISED FOUNDATION RECCOMENDATIONS Proposed Building Additions 1915 Aston Avenue Carlsbad, California References: Attached Dear Mr. Evans: Provided all near surface expansive fill soils in the area of the proposed southwest building addition are removed and replaced with fill soils having an expansion index of less than 20, design of slab-on-ground foundation in accordance with Section 1815 of the 2001 California Building Code is not necessary and the geotechnical minimums (Reference 4) may be utilized. All other geotechnical conclusions and recommendations presented in the "Geotechnical Update..." (Reference 4) remain applicable. This opportunity to be of service is appreciated. If you have any questions, please contact the Carlsbad office. Sincerely, HETH£RINGTON ENGINEERING, INC. rason S. Geldert Civil Engineer 63912 (expires 9/30/06) JSG/dkw Distribution :1 -Address 2-Bruce Steingraver 1-Changhua Sun (fax copy) 5205 Avenida Encinas, Suite A • Carlsbad, CA 920*4369 32242 Paseo Adelanto, Suite C • San Juan Capistrano, www.hetheringtonengineering.com REFERENCES 1) California Building Standards Commission, "2001 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2," dated November 1, 2002. 2) Hetherington Engineering, Inc., "Foundation Investigation, Lot 53, Carlsbad Research Center, SE Corner of Aston Avenue and Darwin Court, Carlsbad, California," dated March 28, 1989 (Project No. 317.1). 3) Hetherington Engineering, Inc., "As Graded Geotechnical Report, Precise Grading, Carlsbad Research Center, Lot 53, SE Corner of Aston Avenue and Darwin Court, Carlsbad, California," dated July 13, 1989 (Project No. 317.1) 4) Hetherington Engineering, Inc., "Geotechnical Update, Proposed Building Additions, 1915 Aston Avenue, Carlsbad, California," dated July 25, 2005. 5) Radford & Lum Architecture, "Site Plan, Covell Hugins Cairns, Office Building, Carlsbad Resarch Center," Sheet A2, dated June 6, 1989. 6) Western Land Surveying, Inc., "Grading Plan, Carlsbad Research Center, Lot 53, Unit No. 4," Sheets 1 and 2, dated May 10, 1989. Project 5171.1 Log No. 9435 HETHERINGTON ENGINEERING, INC. HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY July 25, 2005 Project No. 5171.1 Log No. 9277 Mr. John Evans 1915 Aston Avenue Carlsbad, California 92009 Subject: GEOTECHNICAL UPDATE Proposed Building Additions 1915 Aston Avenue Carlsbad, California References: Attached Dear Mr. Evans: In accordance with your request, we have performed a geotechnical update for the proposed building additions at the subject site. Our services have included review of the referenced reports and plans; a site reconnaissance and near surface soil sampling by a geologist and engineer from this office on July 7, 2005; engineering and geologic analysis; laboratory testing and the preparation of this update report. Our recent site reconnaissance indicates that the property is in a generally similar condition as at the completion of our previous work. SITE DESCRIPTION The site is located at 1915 Aston Avenue in Carlsbad, California and is also identified as Lot 53 of Carlsbad Tract No. 8524, Map 11811 (see Location Map, Figure 1). The lot presently supports an approximate 11,000-square-foot concrete tilt-up type commercial building on a relatively level building pad with two relatively level lawn areas on the southern side of the building and associated parking areas along the southern and eastern portions of the site. The site is bounded by Aston Avenue to the northwest, Darwin Court to the southwest, and developed commercial lots to the northeast and southeast. PROPOSED DEVELOPMENT We understand that proposed development consists of two concrete tilt-up type building additions, approximately 4,412 and 3,987-square-feet, to the southern side of the existing 5205 Avenida Encinas, Suite A • Carlsbad, CA 92 32242 Paseo Adelanto, Suite C • Sari Juan Capistrano, www.hetheringto ADAPTED FROM: The Thomas Guide, San Diego County, 2004 Edition N I SCALE: 1"-2000' (1 Grid = 0.5 x 0.5 miles) LOCATION MAP HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS 2015 Aston Avenue Carlsbad. California PROJECT NO. 5171.1 FIGURE NO.1 GEOTECHNICAL UPDATE Project No. 5171.1 Log No. 9277 July 25, 2005 Page 2 building where the lawn areas presently exist. The approximate locations of the building additions are shown on the attached Plot Plan, Figure 2. SITE GRADING Previous site grading is discussed in detail in References 7 and 8. Previous site grading has resulted in the area of the proposed southwest building addition being underlain by a minor amount of compacted fill over shallow metavolcanic rock while the area of the proposed southeast building addition is underlain entirely by compacted fill to an estimated maximum depth of approximately 15 to 20-feet. LABORATORY TESTING Laboratory testing was performed on the near surface samples obtained from the site. Tests performed consisted of the following: • Expansion (ASTM: D 4829) • Sulfate Content (EPA 9038) • Atterberg Limits (ASTM: D 4318) The laboratory test results are presented on the Laboratory Test Results, Figure 3. CONCLUSIONS AND RECOMMENDATIONS 1. General The proposed building additions to the existing structure are considered feasible from a geotechnical standpoint. Grading and foundation plans should take into account the appropriate geotechnical features of the site. Assuming that the conclusions and recommendations provided in this report are implemented during design and construction, the proposed construction is not expected to adversely impact adjacent properties from a geotechnical standpoint. 2. Seismic Design Considerations The following site seismic characteristics and design considerations are for use in the design of structural elements for the building additions. The site is not within an earthquake fault hazard zone and no known active or potentially active faults are located on the site, therefore, surface ground rupture is not likely. The fault that has the potential for generating the highest ground HETHERINGTON ENGINEERING, INC. GEOTECHNICAL UPDATE Project No. 5171.1 Log No. 9277 July 25, 2005 Page 3 accelerations at the property is the Rose Canyon, situated 10 kilometers (6.2 miles) to the southwest. The most significant probable earthquake to affect the property would be a 7.2 magnitude earthquake on the Rose Canyon fault zone. Depiction of probabilistic seismic hazard analysis utilizing a consensus of historical seismic data and the respective regional geologic conditions that are shown on "The Revised 2002 California Probabilistic Seismic-Hazard Maps" (Reference 6) indicates that ground accelerations of about 0.20 to 0.30g are possible with a 10% probability of being exceeded in 50-years. The proposed additions should be designed and constructed to resist the effects of seismic ground motions as provided in Chapter 16, Division IV-Earthquake Design of the 2001 California Building Code. The basis for the design is dependent on and considers seismic zoning, site characteristics, occupancy, configuration, structural system and building height. The following seismic design coefficients are based on the 2001 California Building Code criteria using the Rose Canyon fault zone at a distance of 10 kilometers (6,2 miles). The Rose Canyon fault zone has been assigned a maximum probable earthquake of Moment Magnitude 7.2, a slip rate of 1.5mm/year and is a Type B fault. Soil Profile Type - SD Seismic Zone Factor 2 - 0.40 Seismic Source Type - B Near Source Factor Na - 1.0 Near Source Factor Nv - 1.0 Seismic Coefficient Ca - 0.44 Seismic Coefficient Cv - 0.64 3. Precise Grading Prior to construction, the areas of the proposed additions should be cleared of existing vegetation and debris. Within the limits of the proposed building additions and to 3-foot beyond, the existing near surface fill soils should be removed down to approved fill soils and replaced with compacted fill in order to achieve design finish grades. Removal depths are anticipated to extend to approximately 1-foot below existing grades. The Geotechnical Consultant should determine final removal depths during site grading. Following removals the exposed subgrade should be scarified, moisture conditioned, and compacted to at least 90-percent relative compaction. HETHERINGTON ENGINEERING, INC. GEOTECHNIC AL UPDATE Project No. 5171.1 Log No. 9277 July 25, 2005 Page 4 4. Foundation and Slab Recommendations The Structural Engineer should design the foundations to resist the effects of expansive soil in accordance with Section 1815 of the 2001 California Building Code. Design in accordance with Section 1815 should utilize an effective plasticity index of 30. The following recommendations are geotechnical minimums and may be exceeded by structural requirements. Footings should be founded entirely in compacted fill or entirely in bedrock. Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1 to 1 plane projected upward from the bottom edge of the adjacent utility trench. Footings founded as recommended may be designed for a dead-plus-live-load of 3000-pounds-per-square-foot. This value may be increased by one-third for wind or seismic loads. A lateral bearing value of 300-pounds-per-square-foot per foot of depth and a coefficient of friction between concrete and soil of 0.4 may be assumed. These values assume that footings will be poured neat. Footings should have a minimum width of 12-inches and extend to a minimum depth of 18-inches below lowest adjacent finished grade. An 18-inch deep continuous footing or grade beam should be placed around the perimeter of structures as a moisture barrier. Reinforcing steel consisting of a minimum of two No. 4 bars, one placed near the top and one near the bottom, is recommended in continuous footings/grade beams. All footing excavations should be observed by the Geotechnical Engineer prior to the placement of reinforcing steel to verify that the footings are founded in competent bearing material. Floor slabs may be supported directly on compacted fill or bedrock and should be designed for the anticipated use and loading of the slab. As a minimum, floor slabs should be at least 4-inches thick (actual) with minimum reinforcing consisting of No. 3 bars placed at 18-inches on center (two directions) and placed on chairs in the center of the slab. Slabs should be underlain by a 4-inch layer of clean sand and a 10-mil visqueen membrane with at least 2-inches of sand placed between the visqueen and the slab. Slab subgrade soils should be thoroughly moistened prior to pouring concrete. Due to the hard to very hard nature of the bedrock underlying the proposed southwest building addition, excavation in this area will likely be difficult. 5. Sulfate Content Results of sulfate content testing on soil samples obtained during our recent site reconnaissance indicate that the onsite soils have negligible to severe sulfate HETHERINGTON ENGINEERING, INC. GEOTECHNICAL UPDATE Project No. 5171.1 Log No. 9277 July 25, 2005 Page 5 content. Concrete design should be in accordance with Table 19-A-4 Requirements For Concrete Exposed to Sulfate Containing Solutions in the 2001 California Building Code and should assume severe sulfate exposure. 6. Grading and Foundation Plan Review Final grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions, as they existed at the time of our investigation, and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations, the Geotechnical Consultant should be promptly notified for review and reconsideration of recommendations. This opportunity to be of service is appreciated, contact the Carlsbad office. Sincerely, HETHERINGTON ENGINEERING, INC. If you have any questions, please fasonS. Geldert Civil Engineer 63912 (expires 9/30/06) JSG; MV/dkw Attachements : Mike Vasconcellos Professional Geologist 7934 (expires 1/31/07) Distribution : Location Map Plot Plan Laboratory Test Results 1-Address 2-Bruce Steingraver 1 -Changhua Sun (fax copy) Figure 1 Figure 2 Figure 3 HETHERINGTON ENGINEERING, INC. REFERENCES 1) California Building Standards Commission, "2001 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2," dated November 1, 2002. 2) California Division of Mines and Geology, "Probabilistic Seismic Hazard Assessment for the State of California", Open-File Report 96-08 and USGS Open-File Report 96-706, dated 1996. 3) California Division of Mines and Geology, "Maps of Known Active Fault Near Source Zones in California and Adjacent Portions of Nevada to be used with the 1997 Uniform Building Code", ICBO, dated February 1998. 4) California Division of Mines and Geology, "Seismic Shaking Hazard Maps of California", Map Sheet 48, dated 1999. 5) California Division of Mines and Geology, "Guidelines for Evaluating and Mitigating Seismic Hazards in California", Special Publication 117, dated 1997. 6) Cao, Tianqing, and Bryant, William A., et al., "The Revised 2002 California Probabilistic Seismic Hazard Maps," dated June 2003. 7) Hetherington Engineering, Inc., "Foundation Investigation, Lot 53, Carlsbad Research Center, SE Comer of Aston Avenue and Darwin Court, Carslbad, California," dated March 28, 1989 (Project No. 317.1). 8) Hetherington Engineering, Inc., "As Graded Geotechnical Report, Precise Grading, Carlsbad Research Center, Lot 53, SE Corner of Aston Avenue and Darwin Court, Carlsbad, California," dated July 13, 1989 (Project No. 317.1) 9) Radford & Lum Architecture, "Site Plan, Covell Hugins Cairns, Office Building, Carlsbad Resarch Center," Sheet A2, dated June 6, 1989. 10) Western Land Surveying, Inc., "Grading Plan, Carlsbad Research Center, Lot 53, Unit No. 4," Sheets 1 and 2, dated May 10, 1989. Project 5171.1 Log No. 9277 HETHERINGTON ENGINEERING, INC. 1o3'5 Faraday Avenue Carlsbad CA 92008 Phone:(760)602-2719 Fax: (760) 602-8558 lmoore@ci.carlsbad.ca.us City of Carlsbad Building Department To- Fax; -78*3 - ,39 I S" Phone: >= dfe O g From! Pages: 5" |U»dlUj^ Pate CC: D Urgent D For Review D Please Comment D Please Reply D Please Recycle • Comments; Your permit is ready to issue when the checked items are completed: School fee form to be taken to the indicated district office, fee's paid and original form returned to the City. C.F.D. form completed with original signature of property owner. Special inspection form completed with original stamp & signature of Architect or Engineer of record and owner oL Owner builder section on application completed and signed. Contractors information, copy of workmans compensation, City Of Carlsbad business license and copy of State contractors license. See attached copy of Esgils final comments. See Balance due. City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.; Project Applicant (Owner Name): Project Description: Building Type: Residential: OFFICE: \7-ki Number of New Dwelling Units 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 Date: JSCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real .Carlsbad CA 92009 (33I-} Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) San Dieguito Union High School Encinitas Union School District 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 sign on behalf of the Owner. Signature:Date: 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (76O) 602-27OO Revised3/30/2006 Building Counter • (76O) 6O2-2719 • 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 NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Revised 3/30/2006 09/22/2035 16:49 7634347928 SUNSTRUCTURAL PAGE FROM :.PROGRESSIUE IMflGES FflX NO. : Sep. 21 2005 05:3JPM P3 CAKLMAP 4BPT. 1O, 2000 8^ ClALINfPECnON PROGRAM i'M'S* ftsnrpjj PLAN CHICK NUMBER; Gf>Qg3.0% OWHER'8 NAURU I,«tht ownor, or ipm or m« owner (contnaor* ney not employ the iptcfel tofipioor), eertff/ that I, or th* archftodMne^cer of record, will be responsibte for wnptoying fli« «ptctal in«p*aorte) as rvouirad by Uniform luttdlng Cotfe (UBC) Section 1701.1 for the construction project locateti at tn« cm r»qui»d by UBC Section 106J5 for the construction project lowwec!«:tfce site listed at DVB, 1. UA«fvwk requital twill tntpftction; idM CompliMW* Prior to foutulitlon itwpMtion flftrudurit Concrrti over 2UO P'S ttnwfainri Mvonry Docfgner SpocMotf 2. Nm»(») of lndtv»duai{fi) air nrm{s j responsible for the apMltf incjMetfon* Hotad atoov* c. Ptftfo Pttto DIMM «r th* vpMMii intpofltofB lortlw work Iwtedl above: •E 7o X c. ri S&T owlBnfafefcrappnM LABORATORY TEST RESULTS EXPANSION INDEX (ASTMD:4829) Sample Location s-i@o-rs-2@o-r Initial Moisture (%) 8.9 10.3 Compacted Dry Density (pcf) 112.6 105.3 Final Moisture (%) 15.6 24.8 Expansion Index 6.5 88 Expansion Potential Very Low Medium ATTERBERG LIMITS (ASTM:D4318) Sample Location S-2@0-T Liquid Limit (%) 47.0 ^Plastic Limit (%) 19.0 Plasticity Index (%) 28.0 U.S.C.S. Class CL SULFATE TEST RESULTS (EPA 903 8) Sample S-l(a Location jo-r s-2@o-i' Soluble Sulfate in Soil (%) 0.0284 0.5070 Figure 3 Projectsni.l Lx)g No. 9277