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1991 LANCEWOOD LN; ; PC040105; Permit
PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 '<?/ /M0La, Costa Glen FOR OFFICtc USE ON PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By Date Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No. Subdivision Name/NumberLots 8 & 9 Tract No. 92-08 Green Valley Unit No.Phase No.Total # of units Assessor's Parcel #Existing Use Proposed Use Carlsbad CA 9200 Description of Work Central Plant Gary E. Kutz . 1940 Levante Street ft of Bedrooms # of Bathrooms Name Address City State/Zip Telaphone #Fax ff Name State/Zip Telephone ff Name Address City State/Zip Telephone # {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 ff Telephone # Designer Name State License ff Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: O 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 trie performance of the work for which this permit is issued. n ' have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and 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 hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, wilt 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).LfPC I, as owner of the property, am exclusively contracting with licensed contractors to construct the project: (Sec. 704-4, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law), CD I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES DNO 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 contra9/97 (J/red) the^ffbjplng persons to provide the work Indicated (include name / address / phone number / type of wotk): _ PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to /ubmit 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? I""} YES C] NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? C] YES Q 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 REQUIBEMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097|i) Civil Code). LENDER'S NAME LENDER'S ADDRESS \ certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'Q" deep and demolition or construction of structures over 3 stories in height. EXPIRATION; Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 160 days from the date of, such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance ^^^^^^"^^ EsGil Corporation In Partnership witfi. government for Quitting Safety DATE: April 25, 2005 JURISDICTION: CARLSBAD a FILE PLAN CHECK NO.: PC04-0105 SET: IV PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: GARY KUTZ 1940 LEVANTE STREET, CARLSBAD, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Eric Jensen Enclosures: Esgil Corporation D GA D MB D EJ D PC 12/30 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 <* San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership witd government for <Buitding Safety DATE: February 3, 2005 a AEEIJCANT JURISDICTION: CARLSBAD a PLAN REVIEWER Q FILE PLAN CHECK NO.: PCO4-0105 SET: IV PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: GARY KUTZ 1940 LEVANTE STREET, CARLSBAD, CA 92009 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: GARY KUTZ ( v- M) Telephone #: 760-704-6252 Datecontacted:3/3/o5 (by:<c__ ) Fax #: Mail^^Telephone ^ Fax In Person XI REMARKS: Please see attached for remaining items from previous list. By: Eric Jensen Enclosures: Esgil Corporation D GA E| MB E| EJ D PC 12/30 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4> (858)560-1468 4 Fax (858) 560-1576 CARLSBAD PCO4-0105 February 3, 20O5 • Please make all corrections on the originals and submit three revised, stamped & signed sets of plans 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. • MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen 1. Provide the manufacturers installation instructions for the cooling towers detailing the necessary installation clearances. Include the distance from a vertical wall if the wall is higher than the cooling tower. For example: The building wall to the west on CCC3 is substantially taller than the overall height of the cooling tower, thereby promoting recirculation of air. Include the manufacturer's installation instructions for the coolers specified. The response was not adequate. Sheet 12A3.0 shows adjacent walls as much as 9' higher than the cooling tower discharge and the cooling tower discharge surrounded by as many as three sides. This does not meet the manufacturer's installation criteria. Only a sheet showing sidewall distances was submitted. (Which does not address the discharge elevation requirements.) Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In Partnership witR government for Quitting Safety DATE: JAN. OS, 20O5 (^APPLICANT JURISDICTION: CARLSBAD CTpTAFTREVIEWER Q FILE PLAN CHECK NO.: PC04-O105 SET: III PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW {__] The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: GARY KUTZ 1940 LEVANTE STREET, CARLSBAD, CA 92009 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: GARY KUTZ Telephone #: 760-704-6252 Date contacted: //^A5(by^^ Fax #: Mail r Telephone j^T. Fax In Person REMARKS: Please see attached for remaining items from previous list. By: All Sadre Enclosures: Esgil Corporation D GA D MB ^ EJ Q PC 12/30 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 CARLSBAD PC04-0105 JAN. 05, 2005 • Please make all corrections on the originals and submit three revised, stamped & signed sets of plans 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. ARCHITECTURAL 1. Remove the shading as shown on 1/12SP-1 adjacent to Suncup Way. This is not necessary as explained on the previous list. 2. Clearly label the elevator shaft on details 1 & 2/12A-6.0 as 1-hr, rated with 1-hr, rated doors. Section 711. • STRUCTURAL 3. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 4. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 5. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Sec. 106.3.4.1. Also see below for M & HC items. • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact All Sadre at Esgil Corporation. Thank you. • MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen 1. Provide the manufacturers installation instructions for the cooling towers detailing the necessary installation clearances. Include the distance from a vertical wall if the wall is higher than the cooling tower. For example: The building wall to the west on CCC3 is substantially taller than the overall height of the cooling tower, thereby promoting recirculation of air. Include the manufacturer's installation instructions for the coolers specified. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD PC04-0105 JAN. 05, 2005 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24. Per Section 101.17.11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. Please reflect the following items on plans; I.e., they may be rephrased and imprint on plans: • SIGNAGE 1. Per Section 1003.2.8.6.1, tactile exit signs shall be required at the following locations: a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or hallway. The tactile exit sign shall have the words, "EXIT ROUTE." b) Each grade-level exit door. The tactile exit sign shall have the word, "EXIT." c) Each exit door that leads directly to a grade-level exterior exit by means of a stairway or ramp. The tactile exit sign shall have the following words as appropriate: i) "EXIT STAIR DOWN." ii) "EXIT STAIR UP." d) Each exit door that leads directly to a grade-level exterior exit by means of an exit enclosure or an exit passageway. The tactile exit sign shall have the words, "EXIT ROUTE." e) The tactile exit sign shall have the words, "TO EXIT." 2. Tactile stair level identification signs (complying with Section 1117B.5.1) shall be located at each floor level landing in all enclosed stairways in buildings two or more stories in height to identify the floor level. At the exit discharge level, the sign shall include a raised five-pointed star located to the left of the identifying floor level. Section 1003.3.3.13.1. EsGil Corporation In Partnership wt'tfi government for <£uiC£ing Safety DATE: NOV. 01, 20O4 JURISDICTION: CARLSBAD OPLAN REVIEWER Q FILE PLAN CHECK NO.: PC04-0105 SET: II PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: GARY KUTZ 1940 LEVANTE STREET, CARLSBAD, CA 92009 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 cpntapteo1: £ARY KUTZ 6*^J Telephone #: 760-704-6252 (by: j£x) Fax #: Mail ^"Telephonet^ Fax In Person REMARKS: Please see attached for remaining items from previous list. By: All Sadre Enclosures: Esgil Corporation n GA H MB E| EJ D PC 10/25 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 CARLSBAD PC04-0105 NOV. Ol, 20O4 • Please make all corrections on the originals and submit three revised, stamped & signed sets of plans 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. ARCHITECTURAL 1. Include (or modify) the following code information for the proposed building on the Title Sheet: • Occupancy Group: S1 (Storage). Revise S2 as noted on 12T-1 at all locations under Code Analysis. • Height Accordingly, i.e., 23' 2. Revise the shading as shown on 1/12SP-1 adjacent to Suncup Way. The assumed PL adjacent to public streets measures to the center line of the street, which is over 20' in this case. E.g., no rating required. Table 5-A. 3. Clearly label the elevator shaft on details 1 & 2/12A-6.0 as one-hour rated with one-hour rated doors. Also fill in the blank bubbles. Section 711. 4. Provide one-hour fire-resistive door assemblies in the one-hour occupancy separation. Section 302.3. 5. Label door 112B on door schedule as one hour rated as well. See 12A-7.0. 6. Revise building area calculations on cover sheet of plans to indicate no allowable area increases are used for 2-side yards as noted, which is not accurate. 7. See attached for remaining HC items to be addressed. Previously no responses were provided. • STRUCTURAL 8. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 9. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 10. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 11. Please see attached for P/M/E & HC items. CARLSBAD PCO4-0105 NOV. 01, 2004 • 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. • MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen • MECHANICAL (2000 UNIFORM MECHANICAL CODE) 1. If the piping shown on the site plan 12MCP-1.0 is part of this permit include complete installation details: trench cross section and piping material types. If the piping is not a part of this permit, Note so on this mechanical sheet. Please provide trench details. 2. Provide the manufacturers installation instructions for the cooling towers detailing the necessary installation clearances. Include the distance from a vertical wall if the wall is higher than the cooling tower. For example: The building wall to the west on CCC3 is substantially taller than the overall height of the cooling tower, thereby promoting recirculation of air. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. • ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 1. All electrical sheets of the plans are required to be signed by the California licensed engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) SOME PARTS OF THE SINGLE LINE HAVE NOT BEEN PRINTED. PLEASE CORRECT. 2. Please specify ground fault interrupter for the main 1600 amp. 480 volt/277 main service size. NEC 230-95. CARLSBAD PCO4-O1O5 NOV. 01, 2O04 3. Note that the main service will not be energized prior to the Building Inspectors' receipt of a third party NRTL testing laboratory performance test certification for the service ground fault protection. NEC 230-95. 4. Include the following specifications on the single line diagram when utilizing a four pole ATS: The grounding electrode, conductor size, and the neutral bond at the generator (NEC 250-26), and both required signs installed at the service. NEC 700-8 (a & b). 5. "Wiring from emergency source shall be kept entirely independent of all other wiring and equipment and shall not enter the same raceway, cable, box, or cabinet with other wiring." NEC 700-9. ALL LOADS FED BY THE EMERGENCY GENERATOR ARE FED VIA ONE BREAKER. HENCE EMERGENCY AND NON EMERGENCY LOADS ARE INTERMIXED. 6. Provide GFI protected receptacle(s) within 25 feet of HVAC equipment. NEC 210-8(b)2&210-63. 7. All 125-volt, single phase, 15- and 20-ampere receptacles installed in areas where electrical diagnostic equipment, electrical hand tools, or portable lighting equipment are to be used shall have GFI protection for personnel. NEC 511-10. • ENERGY CONSERVATION 8. The energy forms are ok. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD PC04-0105 NOV. 01, 20O4 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24. Per Section 101.17.11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. Please reflect the following items on plans; I.e., they may be rephrased and imprint on plans: SITE PLAN REQUIREMENTS 1. Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B.1. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, etc. 2. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public wav. per Section 1114B.1.2. 3. Please show HC accessible blow up details on plans, for the entry, per site plans. • ACCESSIBLE PARKING 4. Please justify the number of HC parking spaces versus total parking spaces provided on plans, 5. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 1129B.4.2. 6. Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Section 1129B.4.3. • SIGNAGE 7. Per Section 1003.2.8.6.1, tactile exit signs shall be required at the following locations: a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or hallway. The tactile exit sign shall have the words, "EXIT ROUTE." b) Each grade-level exit door. The tactile exit sign shall have the word, "EXIT." c) Each exit door that leads directly to a grade-level exterior exit by means of a stairway or ramp. The tactile exit sign shall have the following words as appropriate: i) "EXIT STAIR DOWN." ii) "EXIT STAIR UP." d) Each exit door that leads directly to a grade-level exterior exit by means of an exit enclosure or an exit passageway. The tactile exit sign shall have the words, "EXIT ROUTE." e) The tactile exit sign shall have the words, "TO EXIT." 8. Tactile stair level identification signs (complying with Section 1117B.5.1) shall be located at each floor level landing in al! enclosed stairways in buildings two or more stories in height to identify the floor lovel. At the exit discharge level, the sign shall include a raised five-pointed star located to the left of the identifying floor level. Section 1003.3.3.13.1. EsGil Corporation In Partnership vnth government for Quitting Safety DATE: SEPT. O9, 2004 JURISDICTION: CARLSBAD a PLAN REVIEWER Q FILE PLAN CHECK NO.: PC04-0105 SET: I PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT 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: GARY KUTZ 1940 LEVANTE STREET, CARLSBAD, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X| Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: GARY KUTZ Telephone #: 760-704-6252 Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: All Sadre Enclosures: Esgil Corporation D GA M MB M EJ D PC 8/31 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 CARLSBAD PC04-O1O5 SEPT. 09, 2004 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: PC04-0105 PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY Type of Occupancy & Construction: CENTRAL PLANT/ MAINTENANCE (B/F1/S1/H4)/ V-NR.; Height = 23';Stories = 2;Sprinklers = Yes; Floor Areas Office/ Misc. = 1756; Laundry/Misc. = 1970; Mainrenance = 1190; Storage = 2607 Allowable Area = 8kx2(Spr.)x 2(Stories) = 32k > 7523 OK DATE PLAN RECEIVED BY ESGIL CORPORATION: 8/31 REVIEWED BY: All Sadre DATE REVIEW COMPLETED: SEPT. 09, 2004 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 revised, stamped & signed sets of plans to: The Building Department. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Q Yes Q No CARLSBAD PC04-0105 SEPT. 09, 2004 ARCHITECTURAL 1. Please note this project complies with the 2001 CBC which adopts the 1997 UBC, 2000 UMC, 2000 UPC, 1999 NEC & T-24. 2. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please complete the attached form. Section 106.3.5. 3. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, elevators, skylight, etc.). Also note on the plans, per Section 106.3.4.2: "Submittal documents for deferred items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred items shall NOT be installed until their design and submittal documents have been approved by the building official." Revise the items on title sheet accordingly. 4. Include (or modify) the following code information for the proposed building on the Title Sheet: • Occupancy Group: 31 (Storage)/ S2 as noted is not justifiable. » Description of Use: Accordingly » Type of Construction: V-N (Ok as noted) • Sprinklers: Yes (Ok as noted) • Stories: Two (Ok as noted) • Height Accordingly, i.e., 23' • Floor Area: Ok as noted; however, reconfigure the areas based on the H4 allowable areas as well as others and show that the occupancy ratio of 1.0 is not exceeded. 5. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Sec. 106.3.3. 6. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 7. Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. 8. Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. 9. Show dimensioned parking layout, including any required disabled access spaces as well as van accessible spaces on plans. CARLSBAD PC04-01O5 SEPT. 09, 2004 10. Please provide a fully dimensioned site plan indicate the distance to property lines and street center lines as well as any adjacent buildings. 11. The exterior walls of B/S/etc. occupancies (Type V Construction) less than twenty feet to a property line or an assumed property line, shall be one-hour fire-rated construction. The wall shall have a thirty inch parapet if less than 10' (see exceptions, Section 709.4) Table 5-A. 12. Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 705. 13. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 503.2.1. (Note N/A for those items not applicable due to distance to PL's). This can be done once the distance to adjacent buildings is noted to all portions of this building. 14. Openings for scuppers, mechanical equipment vents and similar openings have to be protected where openings are required to be protected. Table 5-A. 15. Provide details of the one-hour fire-resistive construction. Include walls, column and beam assemblies, etc. 16. Specify UL, ICBO, or equal, approval # on plans for all rated assemblies on plans. 17. Fire-resistive exterior wall construction shall be maintained through attic areas or other areas containing concealed spaces. Section 709.3.1. 18. Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 709.7. 19. Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at fans and vents. Also detail recessed light fixtures. Sections 709, 710. 20. Smoke dampers shall be installed per Section 713.10 at all ducted or unducted air openings at penetrations of: a) Occupancy separation walls; Shaft enclosures. 21. Fire dampers shall be installed per Section 713.11 at all ducted or unducted air openings at penetrations of: a) Building exteriors required to have protected openings by Section 503. b) Occupancy separation walls; Shaft enclosures. 22. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in UBC Sec. 709 & 710." CARLSBAD PC04-01O5 SEPT. 09, 2004 23. If smoke dampers are required, the plans shall show the locations of the smoke detectors (installed in accordance with the Fire Code) listed in the options of Section 713.1 Oof the UBC. 24. Structural members such as beams supporting more than one floor or roof must be individually fire protected. (Section 704.2.6); Detail the required protections. 25. Clearly identify location and hourly fire-resistive rating of vertical shafts on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 711. 26. Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies. Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant): THROUGH-PENETRATIONS (through the entire assembly): Fire-resistive bearing walls shall have penetrations protected with through-penetration fire stops having an F-rating, T-rating or complying with UBC Standard 7-1, depending on their locations, sizes and combustibility. Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-rating, T-rating or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above. MEMBRANE-PENETRATIONS (through only one side of an assembly): Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-rating or complying with UBC Standard 7-1, depending on their size and combustibility. Limited steel electrical outlet boxes (not exceeding 16 sq. in., nor more than 100 sq. in. for any 100 sq. ft. of wall) require no protection. Fire-resistive floors or ceilings having penetrations shall comply with Section 710. NOTE: The plans should indicate the various fire-stop ratings required for all penetrations. 27. Clarify the classification of the trash & electrical rooms, maintenance shop, etc. as noted on floor plans as S2, F2, H4, etc. B or S1 is an appropriate classification for Misc. & storage areas, respectively. Revise designations on plans accordingly. 28. Clearly label and identify on the plans the fire-resistive shafts, occupancy separation walls and floors along with their hourly ratings. Section 106.3.3. I.e., this can be on a key-plan solely provided for this purpose. Show B, F1, S1 & H4 locations and the required rated separations as well as rated openings on this key plan. Also show that the occupancy separation floors are supported by one- hour rated supporting walls. Provide details & references on plans. 29. Steel electrical outlet boxes at occupancy separation walls shall not exceed sixteen square inches, shall not exceed one hundred square inches per one hundred square feet of wall, and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 709.7. 30. Provide one-hour fire-resistive door assemblies in the one-hour occupancy separation. Section 302.3. CARLSBAD PC04-0105 SEPT. 09, 2004 31. Ducts penetrating occupancy separations must have smoke and fire dampers. Sections 713.10 and 713.11. 32. Please show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 1505.3. 33. Specify on plans the following information for the roof tiles, per Section 106.3.3: a) Manufacturer's name; Product name/number. b) ICBO approval number, or equal. 34. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. 35. Show or note that elevators comply with Chapter 30, UBC. 36. Elevators shall be enclosed in a one-hour shaft. Section 711. 37. Every opening into an elevator shaft enclosure shall be protected by a self- closing fire assembly having a 1-hour fire rating in 1-hr, shafts. Section 711.4. 38. Complete all blank bubbles, details and references to ??/??, xx/xx, etc. on plans. 39. If yards are not required for the allowable area increases, they should not be counted on or designated on the cover sheet of plans as such. 40. Add door 112B to the door schedule as per floor plans 12A-1.0. 41. Show location of the door signage adjacent to the door on interior elevation plans for the bathroom door(s). See 12A-7.0. • FOUNDATION/ FRAMING 42. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 43. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. CARLSBAD PC04-0105 SEPT. 09, 2004 44. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 45. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 46. Per UBC Section 2321.4, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2' of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. b) The design load. c) The spacing of the trusses." 47. Complete any blank bubbles, as well as keynotes, details and references to ??/??, xx/xx, --/—, etc. on structural plans. 48. Show the width of all the diaphragm zones on 12S-CP.2, for the right building portion. 49. Please add CW5.5 on schedule as per the foundation plans 12S-CP.1A. 50. Please show details and references for the site wall pilasters, as per detail 12S- CP.1A. 51. Note on plans that the wall ties (straps will be tied to or hooked around) reinforcing steel bars (i.e., chord bars) for effective force transfer. I.e., detail 9/12SD-4. 52. Please provide a side view of detail 11/12SD-4 to show the wall anchor embedment outline and length. Alternatively, reference to another detail with this information. 53. Please show R = 4 is use for the roof diaphragm design. Section 1633.2.9.3. 54. Please show ap = 1.5 is used for the wall ties calculations. Section 1633.2.8.1.1. 55. Please show chord and drag forces are designed for the amplified force level based on Section 1633.2.6. 56. Please see attached for P/M/E & HC items. • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. • If you have any questions regarding these plan review items, please contact All Sadre at Esgil Corporation. Thank you. CARLSBAD PC04-O105 SEPT. 09, 2O04 * PLUMBING and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen 1. The licensed designer must sign the approved set of the plans. 2. Detail the one hour occupancy separation between the boiler room and the electrical service room. UBC 302.5 • PLUMBING (2000 UNIFORM PLUMBING CODE) 3. Correct the fixture connection schedule for the flush valve water closets, Vz is too small. 4. Include complete site details for the site piping (HSW & HSWR): Trench details and piping material types. 5. Certainly not a Code item, however, the building sewer is shown routed (Not too deeply) below the generator pad, which could be problematic, overtime. • MECHANICAL (2000 UNIFORM MECHANICAL CODE) 6. If the piping shown on the site plan 12MCP-1.0 is part of this permit include complete installation details: trench cross section and piping material types. If the piping is not a part of this permit, Note so on this mechanical sheet. 7. Provide the manufacturers installation instructions for the cooling towers detailing the necessary installation clearances. 8. For the cooling towers demonstrate compliance with UMC Article 11: <* Show the clearances mandated in 1131.0 for the outside air louver in the maintenance building room 109 (and) from the ventilation panels in the boiler building. •> Describe the medium used for the cooling towers: If chemical, include the eyewash, shower, chemical waste disposal, and pressure relief discharge clearances, as required. 9. Describe the combustion air source for the boiler room. Include the minimum air opening calculation (Include the hot water boilers as well as the space heating boilers). Note: If the exhaust air fan is providing any of the combustion air, include a description of the exhaust fan control, complete with an interlock between the exhaust fan and boiler operations ensuring that the fan is providing airflow during the boiler operation. CARLSBAD PCO4-0105 SEPT. O9, 2O04 10. The main electrical room will require opening protection for the exhaust duct (Occupancy separation). 11. Detail the distance from the generator exhaust to the outside air intake for the second floor. Revise location as required. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD PC04-01O5 SEPT. 09, 2004 • ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 1. All electrical sheets of the plans are required to be signed by the California licensed engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 2. Show the available fault current (Isc) from the serving utility co. and at the equipment where Isc exceeds 10,000 amps. 3. Show the ampere interrupting capacity (AIC) ratings of the service and sub- service equipment. NEC 110-9. 4. Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits. NEC 230-208. 5. Please specify ground fault interrupter for the main 1600 amp. 480 volt/277 main service size. NEC 230-95. 6. Note that the main service will not be energized prior to the Building Inspectors' receipt of a third party NRTL testing laboratory performance test certification for the service ground fault protection. NEC 230-95. 7. Include the following specifications on the single line diagram when utilizing a four pole ATS: The grounding electrode, conductor size, and the neutral bond at the generator (NEC 250-26), and both required signs installed at the service. NEC 700-8 (a & b). 8. Please provide a detail and specify the clearances around the emergency generator shown. NEC 110-26. 9. "Wiring from emergency source shall be kept entirely independent of all other wiring and equipment and shall not enter the same raceway, cable, box, or cabinet with other wiring." NEC 700-9. 10. Provide GFI protected receptacle(s) within 25 feet of HVAC equipment. NEC 210-8(b)2& 210-63. 11. Please specify the required room power disconnecting means for the "information technology equipment room". If there is a raised floor and it is used as a return air plenum then, specify plenum rated cable in "the main communications room". NEC 645-2. CARLSBAD PCO4-01O5 SEPT. 09, 2004 12. All 125-volt, single phase, 15- and 20-ampere receptacles installed in areas where electrical diagnostic equipment, electrical hand tools, or portable lighting equipment are to be used shall have GFI protection for personnel. NEC 511-10. 13. Show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second source of power (battery or generator). This is required when two exits are required per the UBC. UBC 1013.4 and NEC 700-16. 14. If utilizing a series-rated system, note on plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and "The overcurrent devices shall be AIC rated per manufacturers, labeling of the electrical equipment". 15. Rebar OR ground rods are not acceptable grounding electrodes for commercial applications in the City of Carlsbad. Please describe what the "UFER" ground will be. (footage, conductor material and size, depth in footing.). • ENERGY CONSERVATION 16. The energy forms are ok. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD PC04-0105 SEPT. 09, 2004 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24. Per Section 101.17.11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. Please reflect the following items on plans; I.e., they may be rephrased and imprint on plans: • SITE PLAN REQUIREMENTS 1. Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B.1. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, etc. 2. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 1114B.1.2. 3. Please show HC accessible blow up details on plans, for the entry, per site plans. • ACCESSIBLE PARKING 4. Please justify the number of HC parking spaces versus total parking spaces provided on plans, 5. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 1129B.4.2. 6. Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Section 1129B.4.3. • SIGNAGE 7. Per Section 1003.2.8.6.1, tactile exit signs shall be required at the following locations: a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or hallway. The tactile exit sign shall have the words, "EXIT ROUTE." b) Each grade-level exit door. The tactile exit sign shall have the word, "EXIT." c) Each exit door that leads directly to a grade-level exterior exit by means of a stairway or ramp. The tactile exit sign shall have the following words as appropriate: i) "EXIT STAIR DOWN." ii) "EXIT STAIR UP." d) Each exit door that leads directly to a grade-level exterior exit by means of an exit enclosure or an exit passageway. The tactile exit sign shall have the words, "EXIT ROUTE." e) The tactile exit sign shall have the words, "TO EXIT." 8. Tactile stair level identification signs (complying with Section 1117B.5.1) shall be located at each floor level landing in all enclosed stairways in buildings two or more stories in height to identify the floor level. At the exit discharge level, the sign shall include a raised five-pointed star located to the left of the identifying floor level. Section 1003.3.3.13.1. CARLSBAD FCO$»Oi05 , 2004 {BUZLBING DEPARTMENT NOTICE 03? REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans ?kn CfceckNo, PCO4-O1OS Mb Addresser Legal Describes UttTS S & 9, TR&CT * 92-Q3, Co^iwoufe /iFtf Owner aWlltAUlOit-fe Address You are hereby notified ifliaJ in addition to Utf itispectioii of construction provided Ivy the Bmldiag Ds^jaitosentj an approved K^sJered Spewsl Ingsector is required to provide continuous isspectioa duiii^ fise perfossaaiffie of file f&ases of «sistaic$ictn indiratsd on the reveise ad$ of this sheet. tfee Registered Special Inspector sb^l be approved by 1he Cl^y of Cailsbaci Building Dspatnaent pnor to ftte issuaice (^fiie Mlding petanit. Special Jnspeetors having a (sirred csriificaJion fen fiae Cjfy cif Sao JDiego, Los Angeles, or ICBO are approved as Specie! Inspectors &r l&s t}^>e of construcSon &r wliich they are certified, Hb» kffipeotiojjs by a Spcdal iispcctor do not change fa reqiterients &ff inspections by personnel of &e City of Carlsbad building dcpacteHat The inspections by a Special fc^ector are in addition to the inspections normally required fey the County Building Code. The Special iagsector is not authorized to inspect find approve any work other ihsn that for whicfe. he/she Is specifically assigned to inspect. The %»ewal "Mspector Is not au&orized to acscept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to She City of Carload building department of all work that he/sne inspected and approved. The Snal inspection approval will not fee given until all Special jBsjwcikHi reports have been received and approved by the City of Carlsbad building department, Please submit fee names of the inspectors who will per&nn the special inspections on each of the items indicated on the reverse side of this sheet, (over) PROGRAM ADDRESS OR tEGAt DTCRffiTIONi LA ^** s\ ^~GHSCK NUMBER:* C S NAME: I, as th$ owner,- or agent of the owaer {contractors may not employ the special Inspected eeriify that I, cr the srchitectfenslneer of record, wffl be responsible tor gmploylns *?3s speelsi lnapscSor{s} 05 F€qair«d S^ Unfiiorm Building Code {UBC} 1781.1 for the ccms3ru#ifcn proii located at the site Il^ed above. USC Section 103,3.5, Signed 1, as the englneer/^fchitect of recor^ certify that 1 have prepared the following inspection program as required by UBC Section 106.3,5 for the construction located a! the site listed above. Signed 1- Usf of worfc requiring specaal infection: a Prior to Foundation inspection Structural Concrete Over 2500 PS1 3 StrucluralMasonry Designer Specified High Strength BoRing 13 Expanslon/tpoxy Anchors Q Sprayed-On Fireprooilng Q Other Nsmefsl-pf iadividualfe) or firm(s) responsible for the speda! inspections listed above: c. 3, Dixies of foe special inspectors for the work fisted above: A. B. C. Special Inspectors shafi check in wtth the Crry and present thsir crwieotiais for SRprovai nriorio bacfnninc wortt en the CARLSBAD PCO4-0105 SEPT. 09, 2OO4 JURISDICTION: CARLSBAD VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: PC04-0105 PREPARED BY: All Sadre DATE: SEPT. O9, 2004 BUILDING ADDRESS: LOTS 8 8s 9, TRACT # 92-08, GREEN VALLEY BUILDING OCCUPANCY: B/S1/F1/H4 TYPE OF CONSTRUCTION: V-NR/SPR. BUILDING PORTION OFFICE LAUNDRY MAINTENANCE STORAGE Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) 1756 1970 1190 2607 7323 7523 CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 692,116 $2,282.29 1994 UBC Plan Check Fee Type of Review:Complete Review P~ Repetitive Fee -, ^ Repeats r Other P~ Hourly ' [~ Structural Only Hour Esgil Plan Review Fee Comments: $1,483.49 $1,278.08 Sheet 1 of 1 macvalue.doc BUILDING PLANCHECK CHECKLIST DATE:PLANCHECK NO.: BUILDING AD&RE^S: £ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER:EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see* th>**a"fiached report of deficiencies marked witbrWT Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: Date: Date: - .' FOR OFFICIAL USE ONLY g$<a*f|^^ Date; Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet 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: A-4 H:\WORD\DOCSVCHKLSraufcftv Ptoncheck Ckttt Form (Gsfwfc).doc BUILDING PLANCHECK CHECKLIST SITEP Provide a fully dimensioned site plan drawn to scale. Show:pzT*^-* T~ F. G. H. North Arrow/ Existing ^Proposed Structures Existin Street Improvements Property Lines Easements Show on site plan: I. J. Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service B. C. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that^erves the project. Each unit requires a separate service, however, dwelling units and apartment complexes are an exception, and water laterals should not be located within proposed driveways, per dards. B nclude on title sheet: Site address 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 HAWOFWDOCSVCHKLSTOuftNng PhncMck Odd Form (GmrtcMtoc BUILDING PLANCHECK CHECKLIST ST 2ND 3rd xdlSCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. 4b. All conditions are in compliance. Date: DICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vf 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 . All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public 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 mWOftOtDOCSCHKLSTOuknng Ptancheck Cktot Form (RIDDLE - HARVEY 7-12-00).<tOC BUILDING PLANCHECK CHECKLIST ST ,RD D D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. D D D D D D Future public improvements required as follows: 6c. Enclosed please find your Future Improvement Agreement, agreement signed and notarized to the Engineering Department. Please return Future 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. n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 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. Date:Inspector sign off by: raded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WORDiOOC9iCHKLST\BuiMlnB Ptancheek Cklw Fom (Gwwrfc 7-14-OO).6oc BUILDING PLANCHECK CHECKLIST A ST 9ND 3RD D D CD 7d .No Grading Permit required. D D D 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS D D 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: __^ D 9- INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 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 fjfst. CD n 11- Or Required fees are attached Q No fees required WATER METER REVIEW D D 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 tne 'if® 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. mWORD\DOCS\CHKLSTOi*llno PtenchM* ChW Fttm (Genetic) Joe BUILDING PLANCHECK CHECKLIST 1ST >ND 3RD 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: STA 1+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. En 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 H:\WORD\DOCS\CHKLSmMMg PteKhM* CUM Form (Gmwlc)4oc Rm. 7/1*00 BUILDING PLANCHECK CHECKLIST )ND oRD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. n 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. [~~f 13. Additional Comments: HWVORCADOCSlCHKLS'nBuldlno PtaKtttCk CUM Form (G*n*te) Joe ENGINEERING DEPARTMENT FEE CALCULATION D Eettrfia D^iCalcul ate based on unconfirmed information from applicant. iCalculation based on building plancheck plan submitted. /Urv44 Bldg. Permit No.Address: Prepared by:.Date:Checked by:Date: EDU CALCULATIONS: List types and square footafles for all uses. Types of Use: ta Sq. Ft/Units: Types of Use: Sq. APT CALCULATIONS: List types and square footages for all uses. Types of Use/WaX. £ U^-So. Ft/Units: Types of Use: ADT's:TV S. Ft./Uruts:-,ADT s: FEES REQUIRED: WITHIN CFD: ZfYES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO . PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS:=$. 2. TRAFFIC IMPACT FEE ADTs/UNfTS:X FEE/ADT:=$. f. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 ADTs/UNITS: '. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: 5. SEWER FEE EDU's:« BENEFIT AREA: EDU's: X FEE/ADT: ZONE: X FEE/SQ.FT./UNIT:. X FEE/EDU: DIST. #3 =$_ FEBEDU: i. SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA : ACRES: X i. POTABLE WATER FEES UNITS CODE CONNECTION FEE ^V\\r^^v\o^v\ =S HIGH FEE/AC: /LOW =$ METER FEE SDCWA FEE IRRIGATION F:\FEE CALCULATION WORKSHEET.doc 1 of 2 Rev. 7/14/00 03 05 ll:03a PROJECT iMfiPFfvrnR- CITYOFCARUSBAD GRADING INSPECTION CHECKUST FOR PARTIAL SITE RELEASE DATE- PROJECT ID .GRADING PERMIT NO. LOTS REQUESTED FOR RELEAS N/A = NOT APPLICABLE V = COMPLETE Q = Incomplete or unacceptable 1st / S y y v/ / v/ /^ y 2nd. 1. 2. 3. 4. 5. 6. 7. 8. 9. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. OveraD site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads orbldg. 8W x 1 r site plan (attachment) showing requested lots submitted. Compaction report from softs engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state jot (s) is graded to within a tenth (. 1) of the approved grading plan. Geologic engineer's letter If unusual geologic or subsurface conditions exist Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site Is required. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to alt normal City requirements required pursuant to the building permit process. i Partial release of the site is denied for the following reasons: Project Inspector^/ Construction Manager Date Date J i ?ElBMST€Ri FCRMS/FARTSITE. FRIJ PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No.Address 1 A Planner Christer Westman APN: Phone (760) 602-4614 fdA *Net Project Density: hYA* DU/ACType of Project & Use: Zoning: ffi?VA General Plan: y^-HI-V Facilities Management Zone: -CFD/lin/jDUt) # One Date of participation:Remaining net dev acres: (For non-residential development: Type of land used created by this permit: Legend: X Item Complete Environmental Review Required: DATE OF COMPLETION: YES Item Incomplete - Needs your action TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. PROJECT NO. YES NO TYPE DATE o^f/z-i / OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: _ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES V^ NO CA Coastal Commission Authority? YES _ NO If California Coastal Commission Authority: Contact .them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: _ YES NO Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BtdgPlnchkRevChWst Inclusionary Housing Fee required: YES (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) NO Data Entry Completed? YES NO lA/P/Ds, Activity Maintenance, enter CBS, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATED Site Plan: 1. Provide a "fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: \/ 1 . Setbacks: Front: Interior Side: Street Side: / Rear: ^ 2. Accessory structure Front: •Interior Side: Street Side: Rear: Structure separation ^^ 3. Lot Coverage: Required Required Required Required setbacks: Required Required Required : Required : Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4. Height:Required IMP/*. Shown 5. Parking: Spaces Required Guest Spaces Required Additional Comments Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\COUNTER\BldgPlnchkRevChklst Carlsbad Fire Department 040105 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report: 02/28/2005 Fire Prevention (760) 602-4660 Building Plan Reviewed by: Name: Address: Gary Kutz 7707 El Camino Real City, State: Carlsbad CA 92009 Plan Checker: Job Name: LCG-Central Plant Job#: 040105 Job Address: 1970 Silverleaf Circle Bldg #: PC040105 Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submitted; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Approved Subject to The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. D Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review FD Job # 1st ?PH 3rd 040105 FDFile* Other Agency ID Carlsbad Fire Department 040105 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report: Q1/1Q/20Q5 Fire Prevention (760) 602-4660 Building Plan Reviewed by: Name: Address: Gary Kutz 7707 El Camino Real City, State: Carlsbad CA 92009 Plan Checker: Job Name: La Costa Glen Job#: 040105 Job Address: 1970 Silverleaf Circle Bldg #: PC040105 Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Approved Subject to The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. D Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Rpuipw 1st 2n-1 3rri FDJob# 040105 FD File # Oth^r Agency ID •Carlsbad Fire Department 040105 1635 Faraday Ave. , Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report: 11/12/2004 Fire Prevention (760) 602-4660 Building Plan Reviewed by: Gary KutzName: Address: City, State: Plan Checker: Job Name: La Costa Glen Job Address: 1970 Silverleaf Circle 7707 El Camino Real Carlsbad CA 92009 Job#: 040105 Bldg #: PC040105 Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submitted; therefore any changes to these items after this date, including field modifications/must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Approved Subject to The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review FD Job # 1 st ?nrl 3>"ri 040105 FDFile# Qthpr Agency ID Requirements Category:Building Plan 05.11 Knox BoxRequirement: Pending Knox Box required when access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life saving or fire-fighting purposes. The Fire Department will determine the location for the key box and provide an authorized order form. A KNOX Key box shall be required at the street side entrance, the door to the door nearest the fire sprinkler riser and at each gate to access enclosed yards. Requirement: Pending 05.12 Security Gate Systems All security gate systems controlling vehicular access shall be equipped with a "Knox", key operated emergency entry device. Applicant shall contact the Fire Prevention Bureau for specifications and approvals prior to installation. Any security gate that is operated electrically shall have a KNOX Key Switch installed. Requirement: Pending 05.25 Exit Signs Section 1013.1 Where Required. When two or more exits from a story are required by Section 1013.4, exit signs shall be installed at stair enclosure doors, horizontal exits and other required exits from the story. When two or more exits are required from a room or area, exit signs shall be installed at the required exits from the room or area and where otherwise necessary to clearly indicate the direction of egress. EXCEPTIONS: 1. Main exterior exit doors which obviously and clearly are identifiable as exits need not be signed when approved by the building official. 2. Group R, Division 3, and individual units of Group R, Division 1 Occupancies. 3. Exits from rooms or areas with an occupant load of less than 50 when located within a Group I, Division 1.1, 1.2 or 2 occupancy or a Group E, Division 3 Day-Care occupancy. Illumination: Signs shall be internally or externally illuminated by two electric lamps or shall be of an approved self-luminous type. Power Supply: Current supply to one of the lamps for exit signs shall be provided by the premises' wiring system. Power to the other lamp shall be from storage batteries or an on-site generator set. Exit signage is required to be installed each level in accordance with UFC and UBC. Requirement: Pending 05.32 Additional Requirements or Comments Fire Department standards require the installation of an exterior unit mounted emergency disconnect switch on alt auxiliary generators. Fire department standards require that fire sprinkler riser be enclosed and accessible from the exterior in a 'Riser Room'. See Attached. Pagel 11/12/04 DEC-09-2004 THU 10:03 AM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 03 Community'Facilities District No. 1 RESIDENTIAL CERTIFICATE: Developer of Residential Land, please read this agreement carefully and be sure you thoroughly understand before signing. Property owner signature is required before a building permit will be issued. Your signature is confirming the accuracy of all information shown. CONTINUING LIFE COMMUNITIES LA COSTA GLEN-MECHANICAL PLANT Name of Owner Name of Project LEVANTE ST SDP9BQ1A Address CarJsbad Tract Nmnbtr CARLSBAD CA 92009 Carlsbad, California 92QQ? City, State Zip Code City, State Zip Code C76Q) 704-6300 Telephone Number Total Number of Umta 255-012-17-00 _ . ' Assessor's Parcel Numbers) or AFNf $) and Lot Nunjbcr(s) if not yet subdivided by County Assessor, As cited by Ordinance No. NS-1S5 and adopted by fhe City of Carlsbad. California, Hie. City is authorized to levy a Special Tax m Community Facilities District No. t As cited in Policy 33 and Adopted by Uw City Council^ tfaip Special Tax wiH nnt be allowed to pass thrcmgh to Ac homeowner. At fte time a building perotit is issued the Special Development Tax - Oae-Time is due per dwelling unit. la addition, there may be Special Taxes outstanding on the current tax roll or if a pcmtit is issued after March i, taxes will be levied in the coming fiscal year. All of these special taxes tat the responsibility of tbe developer. Accordingly, 1 agree to pay aU of these current. outstanding and future Special Taxes. These taxes msyncrf be apportioned to the homeowner as part of escrow closing. (Note: Regular county taxes may fa* prorated".) I imdetfitand that by signing this I am agreeing to this provision. I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. Signature of fropcity Owner Title JET Priirt Name Date The City of Carlsbad has not independently verified the loformation shown above. Therefore, we accept no responsibility aa to the aAtiUine^' Of completeness of thu DEC-09-2004 THU 10!03 AM CITY OF CARSLBAD FAX NO. 760 602 8B58 P. 04 RESIDENTIAL CERTIFICATE CONTINUED: The reverse side of this form explains the obligation of the residential developer to take responsibility for the payment of all special taxes - the "One-Time Special Tax1* collected at building permit per dwelling unit and the "Annual Special Tax - Undeveloped Property" levied annually against undeveloped parcels per net developable acre\ (A parcel is classified as undeveloped if as of March 1 of the previous fiscal year a building permit has not b^en issued.) Further clarification of fee two types of special tax can be found in the information packet. By signing this certificate the developer is attesting to the fact that they have been made aware and fully understand this responsibility. To cany out this responsibility fee developer must perform three steps: • Inform the escrow company of the obligation of the developer to be certain tbat the Annual Special Tax - Undeveloped Property levied annually on the tax roll and shown on the property tax bill is not prorated to the homebuycr. • Obtain the Annual Special Tax - Undeveloped Property amount levied on the parcel. For escrows that close after approximately October IS*1, the escrow company can Obtain this ataoimt from the current tax bill. For escrows that close between July 1 and approximately October 10th, the information is available each July 1 .by contacting the Community Facilities District Administrator, Barbara Hale-Carter of Special District Financing & Administration at (760) 233-2633. (Please provide the parcel numbers) and fax number.) • Inform the homebuyer that the developer has fulfilled the obligation and that the special tax lien currently recorded against the properly will be released once the outstanding special tax is paid. The item will still appear on the property tax bill for the current tax roll year only. Ultimately it is the homeowners responsibility to make the property tax bill installments. Interest and penalty will accrue on the special tax in the same amount said manner as regular county property taxed, A lies release will be processed the following October. <c Please note, there can be several community facilities districts titled, Community Facilities District. No. K An example is the Carlsbad Unified School District, Community Facilities District No, 1. Please read the property tax bill carefully to avoid any concision. For fiscal year 2002-03 the County has determined that the City of Carlsbad, Community facilities District No. 1 line item will read, "CARLSBAD COMM FACDE5TNO1," ... Please refer to the information packet or call the District Administrator (Barbara Hale- Carter at (760) 233-2633) with any questions. KTGY GROUP, INC. Architecture Planning .WIff * Anniversary 17992 Mitchell South Irvine. California 92614 949/851-2133 FAX 949/851-5156 PLAN CHECK CORRECTION RESPONSES #3 DATE: February 7, 2004 PROJECT: La Costa Glen - Central Plant KTGY No. 2004032 PLAN CHECK NUMBER: PC04-0105 Set III A. Plan Changes- Certain plan revisions have been made to the plans subsequent to the plan review submittal. 1. Widths of tower, elevator shaft, and Stair 1 have increased. 2. Smoke Guard door system has been added to the elevator openings. B. Plan Check Responses- The following is in response to the plan review comments dated 01/05/2004, as prepared by Ali Sadre of EsGil Corp. Item numbers correspond to item numbers on the plan check listing. Architectural Responses: 1. We have removed the shading adjacent Suncup Way as shown on 1/12SP-1 2. We have added the 1-hr shaft wall and 1-hr rated elevator doors for the elevator shaft. Smoke control at the elevator doors is achieved by the Smoke Guard system (see attached). Also see sheets 12A-1.0, 12A-1.1, 12A-5.2, 12A-6.0, & 12A-7.0 Responses to Disables Access Review List 1. We have added detail 26/12A-HC1 2. See detail 12/12A-HC1 Structural Responses: 3. See attached letter from Testing Engineers-U.S. Laboratories dated 11.17.04 4. According to Mike Peterson of the City of Carlsbad, truss calculations and details are not required, and can therefore be deferred for approval. Mechanical Responses: See attached TKSC memorandum dated 02.07.05 By: Dan Jenkins REPORT™ESR-1136 Issued March 1, 2004 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. www.icc-es.org BustessKeglonal Office »5360 Workman Mil Road. WMfier, Cjflbmia 90601 • (562) 6990543 Regional Office • 900 Montdair Road. Suite A. Birmingham, Alabama 35213 •(205)599-9800 Regional Office • 4051 West Ftossmoor Road, Couitry dub Kite, Illinois 60478 • (708) 799-2305 DIVISION: 07—THERMAL AND MOISTURE PROTECTION Section: 07870—Smoke Containment Barriers DIVISION: 08—DOORS AND WINDOWS Section: 08300—Specialty Doors REPORT HOLDER: SMOKE GUARD* CORPORATION 11420 EXECUTIVE DRIVE BOISE, IDAHO 83713 (208) 383-3789 www.smokequard.com info@smokeguard.com EVALUATION SUBJECT: SMOKE GUARD* SYSTEM—MODELS 200, 400 AND 600 SMOKE CONTAINMENT SYSTEMS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2000 International Building Code* (IBC) • 2002 Accumulative Supplement to the International Codes™ m BOCA* National Building Code/1999 (BNBC) • 1999 Standard Building Code* (SBC) • 1997 Uniform Building Code™ (UBC) Properties evaluated: Smoke containment 2.0 USES The Smoke Guard® System is a rolling gasketing smoke containment system used in conjunction with a fire- resistance-rated elevator hoistway door and frame assembly to provide a smoke and draft control assembly. The system is installed over elevator openings that open into a fire- resistance-rated corridor, and is intended to be used as an alternative to the requirement for a separated elevator lobby in the applicable code. 3.0 DESCRIPTION 3.1 General: The Smoke Guard* System consists of a reinforced transparent film designed to unroll from a housing unit positioned above the elevator opening, down along the existing elevator frame or auxiliary rails to cover the elevator opening in the event of a fire. Auxiliary rails are used if the elevator frame is nonferrous, beveled, painted, irregular, or if the look of rails is desired. The film protects the elevator opening from vertical smoke migration by creating a tight-fitting smoke and draft control barrier. The system is connected to the smoke detection system located in the elevator lobby which initiates deployment within 10 seconds of the smoke detector's going into alarm. A cabling system allows the film to unwind. Flexible magnetic strips, on the vertical sides of the film, seal the film to the elevator door frame or the auxiliary rails. The system is capable of sensing an object in its path and will not fully unroll until the object is removed. Film-mounted rewind switches reset the system. For the Model 600 a separate wail switch will also rewind the system. In the event that an elevator occupant encounters a deployed Smoke Guard* System, a rewind switch located on both sides of the film can be activated to allow the occupant to exit from the elevator. The film will redeploy after egress. In the event of loss of power, a force of less than 15 foot-pounds (66 N) is required at the film boundary to push the magnets away from the hoistway frame. The systems have air leakage ratings that do not exceed 3.0 cfm per square foot of opening at 0.1 inch water pressure (25 Pa) difference at both ambient and elevated temperatures. See Figure 1 of this report for a typical installation. 3.2 Components: 3.2.1 Film: The film is a minimum 1.0-mil-thick [0.01 inch (0.025 mm)] polyimide plastic sheet with a transparent orange color. A minimum 100 denier filament yam is factory-adhered to the film as reinforcement. 3.2.2 Magnets: Strip magnets, a minimum of 21/2 inches wide by VB inch thick (65 mm by 3.2 mm), are attached to the vertical edges of the film with continuous beads of stlicone sealant. The strips utilize a multipole flexible magnet consisting of energized ferrite in a nitrile rubber binder which exerts a minimum force of 1.4 MGOe. 3.2.3 Motor: The motors are DC units rated at a minimum of 25 inch-pounds (2.8 N-m) at 100 rpm. The units are powered by 120-volt AC power. The Model 200 and 400 systems use a 90V-DC gear motor and a 90V-DC clutch, with a viscous governor connected to the drive system. The Model 600 unit uses a 12V-DC gear motor that is connected to the drive pulley. 3.2.4 Electro/Electronic Drive Control System: The drive control system, which controls the deployment and rewind functions of the system, is connected to an independent 120V-AC power source and the auxiliary contacts of the elevator lobby smoke detector. The Model 600 is equipped with a 12V-DC back-up battery and charger. The electrical control release mechanisms shall conform to UL Standard 864. 3.2.5 Sealant: The sealant shall be a low-modulus, silicone sealant, complying with ASTM C 920, Type S, Grade NS, Class 25, Use T, NT, M, G, A and O. j<5 REPORTS" are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2004 Page 1 of 3 Page 2 of 3 ESR-1136 4.0 INSTALLATION 4.1 General: Installation of the system shall comply with this report and published instructions. Smoke Guard Corporation's installation instructions shall be available at the jobsite at all times during installation. The system shall be surface-mounted or flush-mounted. The maximum elevator door opening width shall not exceed 48 inches (1219 mm) for the Model 200 system, 64 inches (1626 mm) for the Model 400, and 72 inches (1829 mm) for the Model 600. The frame surrounding the elevator door shall be a minimum of No. 14 gage [0.0747 inch (1.9 mm)] steel with a 2-inch-wide (51 mm) flat profile. Nonferrous or beveled frames require the installation of auxiliary steel rails. The basic installation consists of a sheet metal mounting plate attached to the wall above the elevator hoistway frame. The Smoke Guard System housing is attached to the mounting plate, except for the Model 200 and the Model 400, which can be attached directly to the wall. Joints between the housing and the head of the hoistway frame shall be sealed with the silicone sealant noted in Section 3.1.5. Installation of the Model 600 on hoistways that exceed 64 inches (1626 mm) in width requires the use of a coved base. At the floor level, two coved base clips shall be placed in the lobby-side floor in direct line and in contact with the existing hoistway frame. The joints between the clips and frame shall be sealed with the silicone sealant noted in Section 3.1.5. The drive control power leads are connected to a 120-volt electrical system. Alarm signal leads are connected to the elevator lobby smoke detector. The low-voltage power leads on the Model 600 are connected to a rewind switch. The film is unrolled to magnetically adhere to either the hoistway frame or auxiliary rails. The magnets are adjusted to align with the hoistway jambs and the film is stretched tightly across the hoistway opening. The film is adjusted vertically so the bottom threshold is in contact with the floor. Any slack is adjusted upward into the housing. After initial adjustment the film shall be unrolled again to check the seating in the cove bases (where used) and vertical alignment. Line slack shall be removed and adjusted to provide equal tension between cables. 4.2 Final Adjustment and Inspection: After the installation is complete, the installer shall perform a final adjustment and inspection of the system. The rewind motor shall be engaged and inspected for operation. Fall of the apparatus shall be inspected, with adjustments to the cable tension made as required. The process shall be repeated five times to verify functionality. The magnetic strips shall be attached and the area between the top of the film and the housing set with silicone sealant. After installation, the system shall be maintained as stated in Section 5.4 of this report. 5.0 CONDITIONS OF USE The Smoke Guard* System smoke containment systems described in this report comply with, or are suitable alternatives to what is specified in, those codes specifically listed in Section 1.0 of this report, subject to the following conditions: 5.1 Installation shall comply with this report, Smoke Guard Corporation's published installation instructions, and the applicable code. 5.2 Installation shall be by installers authorized by Smoke Guard* Corporation. 5.3 For areas adopting the SBC, the Smoke Guard* System is permitted to be used as an alternative to the enclosed elevator lobby required for Group B and R high-rise buildings. A separate protected lobby, in addition to a fire-resistance-rated corridor, is not required under the following conditions: 5.3.1 The elevator doors protected by the Smoke Guard* System shall open into a fire- resistance-rated corridor with one-hour construction and 20-minute opening protectives. 5.3.2 The protected elevators shall not be used as an accessible means of egress, and the fire- resistance-rated corridor serving the elevators shall not be used as an area of refuge. 5.3.3 One required exit shall be accessible without travel in front of elevators protected with the Smoke Guard* System. 5.4 The Smoke Guard* System shall be cycle-tested by the building owner of record or owner's representative on a semiannual basis. A permanent record of the cycle tests shall be retained by the building owner of record or the owner's representative. 5.5 A smoke detector complying with UL 268 shall be installed at the ceiling in front of the elevator doors. The smoke detector shall be equipped with an auxiliary contact and battery backup (not provided by the Smoke Guard* System control station) or an emergency electrical system. 5.6 5.7 The units shall be used with fire-resistance-rated elevator doors in order to comply with the "S" label requirements for tight-fitting smoke and draft control assemblies in accordance with Section 1004.3.4.3.2.1 of the UBC and the requirements of Section 714.2.3 of the IBC, allowing the elevator door to open directly into the fire-resistance-rated corridor, and eliminating the need for a fully enclosed lobby as described in Section 707.14.1 of the IBC, Section 1004.3.4.5 of the UBC, and Section 412.6 of the SBC. Units are manufactured at 11420 Executive Drive, Boise, Idaho, under a quality control program with inspections by Omega Point Laboratories (AA-657). 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, published installation instructions and engineering drawings. 6.2 Data in accordance with the ICC-ES Acceptance Criteria for Smoke Containment Systems Used with Fire-Resistive Elevator Hoistway Doors and Frames (AC77), dated October 2003. 6.3 A quality control manual. 7.0 IDENTIFICATION The Smoke Guard® System units described in this report shall bear a label indicating the manufacturer's name (Smoke Guard® Corporation) and/or trademark, manufacturer's address, product name, model number, leakage rating, the report number (ESR-1136), and the name of the inspection agency (Omega Point Laboratories, Inc.). Cage 3 of 3 ESR-1136 TWD-HOUR SHAFT ENCLOSURE \ ONE-ANDONE- HALF-WUR FKE-RATED ASSEMBLIES TWO-HOUR SHAFT ENCLOSURE SMOKE CONTAINMENT SYSTEM FIGURE 1—TYPICAL SMOKE GUARD SYSTEM INSTALLATION l! oOg•I-Hxa waOJ DJ bo OJ J O !i *. -,i-* ^ * S ^ * Vft) I^-SSJS » -SH8"•2 .5Sd£S a 11 Sfflo Sun & Carter Consulting Mechanical Engineers Principals Senior Associates Kenneth K. Kaino, P.E. Stanley S. Sato Roger Carter, P.E. Tjwan L Tang. P.E. Larry Sun, P.E.Associates Russell 0. GauU CindiLNQtl Robert J.ScuBy February 7, 2005 Axel Stoltz KTGY 17992 Mitchell South Irvine, CA 92614 Subject: La Costa Glen Independent Living - Central Plant Carlsbad, California Plan Check No. PC04-0105 Dear Axel: The following is in response to the above subject mechanical plan check comments, dated 01-05-05: Mechanical: 1. Closed Circuit Cooling Towers have been reviewed by manufacturer and are in compliance with required clearances. See attached for requested manufacturer's installation instruction. If you have any questions or require any additional information, please call. Sincerely, TSUCHIYAMA KAINO SUN & CARTER Gerardo Braganza cc: G:\proj04\04-034\CP PC Resp 02.07.05.doc 17911 Von Karman Avenue • Suite 250 • Irvine • California 92614 - 949.756.0565 • FAX 949.756.0927 ,TT ££ <?£UNIT LENGTHW3*«*a ""*3*=5*'-a £-3a * £s *•«n "i983 i!!111 * 1 s 1 <s a =1 £ s - « „ „ s - - - - s 5 s £ 1 •» s (jljlj I II*a 5 = -C il g* S I? I? Kl3 •2 c C O if I!1! FBA Engineering Consulting Engineers0 ° Founders Est 196S Frederick R. Brown (1931-2001) .._-.. . 0 .. _nn Melvin L. Harrier3420 Irvine Avenue, Suite 200 , „. XT . r. i. /-.!•*• • n-i^rn i-i on Leslie K. McCnmmonNewport Beach, California 92660-3189 TELEPHONE: 949 852 9995 FACSIMILE: 949 852 1657 Principals EMAIL: fba@fbaengineering.net Alan L. Bravo MEMORANDUM Darrel A Peacock James J. Proctor Jeffrey?. Wolf Date; February 9,2005 Stephen R. Zajicek William R. Zavrsnick To: Mr. Dan Jenkins Senior Associates The KTGY Group, Inc. Gustavo Caldera 17992 Mitchell South Robert J- R°eers Irvine, CA 92614 Associates James L. Dovey From: Joe Villegas June B-Urschel Reference: La Costa Glen FBA #270027 The following is a list of changes for the Central Plant that occur under Delta #B - Addendum B/3rd BKCHK dated February 7, 2005: 1. Sheet 12E-1.0 a. Added Detail 3. b. Added power for smoke guard. c. Added Plan Notes. 2. Sheet 12E-1.1 a. Added power for smoke guard. b. Added Plan Notes. 3. Sheet 12E-3.0 a. Added load to Panel "ECP". — End of Memorandum — Electrical • Lighting Design • Fire Life Safety *DataNetwork 'Telecommunication * Energy Audits • Studies & Reports GOUVIS consulting group, inc. STRUCTURAL CALCULATIONS POST TENSION SLAB ON GRADE DESIGN FOR ANSI UNIT APARTMENT COMPLEX "La Costa Glen "Hillside"" (Revised 10/14/04) Job No. Date Plan No. Tract No. Location Developer Architect 60647 3/8/2004 Maintance Buildig .Mechanical Building 92-08 Carlsbad, San Diego, CA N/A KTGY Group, Inc. DESIGN CRITERIA: A. Code: 2001 CBC, Wind: C, 70 mph, Seismic Zone: 4 B. Wood Species: Douglas Fir Larch with maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, 8X Beams and Headers: No. I or Better 2X Joists and Rafters: No. 2 or Better Plates and Blocking: Standard Grade or Better Studs: Standard Grade or Better Mud Sills: Pressure Treated Utility Grade or Better C. Ultimate strength concrete: 2500 psi (min) (U.N.O.) D. Ultimate compressive strength masonry: 1500 psi (min) (U.N.O.) E. Structural steel: A992 psi (min) (U.N.O.) F. Post Tension Slab on Grade Designed by Gouvis Engineering SOILS AND GEOLOGY: Soils report by: Leighton Associates 960134-005 11/26/2003 Allowable soil bearing pressure: 2000 PSF Note: This report to be considered as a part of these calculations on all of its requirements. V The attached calculations are valid only when bearing original or electronic signature of Mike Houshmand, Hereon. GOUVIS ENGINEERING CONSULTING GROUP, INC. 949.752.1612 fax 949.752.5321 •3, ,> f 4400 Campus Drive Mike Houshmand, Vi 213 Expfca Palm Springs, CA Pleasant on, CA Sacrai«nto^lR ^rall LikeT lily \ GOUVIS consulting group, inc. Table Of Contents Structural Calculations Page 2 GECG Job No.: 60647Client:: KTGY Group Date: 08/25/04 CONTENTS PAGE NUMBER Revisions Roof Rafter/Floor Joist Span Tables Shear Wall Schedule Anchor Bolt Chart MAINTENANCE BUILDING 3,4 5-8 10 Beams Maintenance Building Post Tension Bl MBI PTI Through Through Through Bll MBS5 PT8 MECHANICAL BUILDING Mechanical Building MBI Through MB2I Post Tension PTI Through PT8 TOTAL NUMBER OF PAGES Newport Beach, CA Palm Springs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam consulting group, inc. Revision Block Structural Calculations Page 3 GECG Job No.: 60M7Clienc: KTGY Group Date: 08/25/04 Maintenance | Date 1 Date XO.M-&4 | Date Date Revisions To Beam Sheets Revisions To Lateral SheetsA&E^ &!*&«; ($;vx ^ Revision To Post Tension Sheets Revision To Miscellaneous Sheets | Newport Beach, CA Palm Springs, CA Pieasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam consulting group, inc. Revision Block Structural Calculations Page 4 GECG Job No.: 60647Clienc: KTGY Group Date: 08/25/04 Mechanical | Date Date Date Date Revisions To Beam Sheets Revisions To Lateral Sheets Revision To Post Tension Sheets Revision To Miscellaneous Sheets j Newport Beach, CA Palm Springs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam GOUVIS consulting group, inc. Roof Rafter/Joist Span Table: DFL No. 2 Structural Calculations PageS GECG Job No.: 60647Client:: KTGY Group Date: 08/25/04 TLDFL LLDFL LUDL SIZE 2x4 2x6 2x8 SPC 12 16 24 12 16 24 12 16 SLOPE IOJ6.0 CLG JST 1 0'-6" 9'-7" 8'-4" 1 6'-7" I5'-I" 1 3'-2" 2I'-II" I9'-M" FLAT <4: 12 20 J 15.0 RFT 8'- 1 " r-s" 6'-5" 12'- 10" 11 '-7" 10'- 1" 16'- 10" 1 5'-4" L/240 L/360 TILE <4:I2 20 J 18.0 RFT 7'- II" 7'-2" 6'-2" 1 2'-6" II '-4" 9'- 10" I6'-S" 14'- II" SHAKE >4: 12 16JII.O RFT 8'- 11" 8'-0" 7'-0" I3'-M" 12'-8" II '-0" !8'-5" 1 6'-8" TILE >4: 12 I6JI8.0 RFT 8'-2" 7'-6" 6*-6" I2'-M" 1 1'-9" IO'-2" 17'-0" 1 5'-5" 24 1 7'-4" 1 3'-4" 1 3'-0" 1 4'-7" 1 3'-6" 2x10 2x12 2x14 NOTE: 12 16 24 12 16 24 12 16 24 A load 27*- II" 25'-5" 22'-2" 34'-0" 30'-ll" 27'-0" 40'- 1" 36'-5" 31 '-9" duration factor of Cd 21 '-6" !9'-7" 1 6'-9" 26'-2" 23'-9" !9'-5" 30'-9" 26'-8" 2l'-9" 20'- II " I9'-I" I6'-I" 25'-6" 22'- 10" 1 8'-8" 29'-6" 25'-6" 20'- 10" 23'-5" 21 '-4" 1 8'-7" 28'-6" 26'-0" 22'-2" 33'-7" 30'-2" 24'-8" = 1 .25 and repetitive factor of Cr = 1.15 considered. 21 '-9" !9'-9" \T-Y 26'-6" 24'-0" 1 9'-8" 3t'-0" 27'-!" 22'-0" have been Newport Beach, CA Palm Springs, CA Pleasantcm, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam GOUVIS consulting group, inc. Maximum Span Table for DFL No. 2 Floor joist Structural Calculations Page 6 GECG Job No.: 60647Client: KTGY Group Date: 08/25/04 TLDFL L/240 LLDFL U360 SIZE 2x4 " 2x6 ~ 2x8 " 2x 10 ' Residential Residential Residential reg. Floor Residential floor joist floor joist w/ loadw/olt. floor joist w/ w/ 1" 1 W wt. cone or W gypcrete gyprecte gypcrete gypcrete SPC 12 16 16* 24 12 16 16* 24 12 16 16* 24 12 16 40.0/12.0 FL.JST. 6'- 10" 6'-2" 5'- 1" 5'-5" IO'-8" 9'-9" 7'-ll" T'-ll" 14'-l" 1 2'-3" 10'-6" lO'-l" I7'-S" 1 5*-0" 40.0/17.0 FL.JST. 6'- 10" 6'-2" S'-l" S'~T IO'-8" 9'-3" 8'-0" 7'-7" 1 3'-6" ir-9" IO'-4" 9-7" !6'-7" !4'-5" 40.0/20.0 FL. JST. 6'-9" 6'-2" 5'-l" S'-O" 1 0'-S" 9'- 1 " 7--M" 7'-4" 1 3'-2" 1 1'-6" lO'-l" 9'-4" !6'-2" I4'-0" Commercial floor Deck Joist: load w/ 20 psf LL = 60 pfs. partition & 1 '/a It DL = 12 pfs. wt. cone, or gypcrete 40.0/24.0 60.0/12.0 FL. JST. 6'-8" 6'-0" S'-O" 4'- II" lO'-l" 8'-9" 7'-7" T-2" 12'- 10" ll'-l" 9'-9" 9'-0" IS'-8" 1 3'-7" FL. JST. 5*- II" S'-S" 4*-5" 4'-8" 9'-4" 8'-3" 7-2" 6'-8" 1 2'-0" 1 0'-6" 9'-2" 8'-6" |4'-8" 12'- 10" 50.0/44.0 FL. JST. 5'-8" 4'-l 1" 4'-l" 4'-0" 8'-4" T-2" 6'-4" 5'- 10" IO'-7" 9'-2" 8'-l" 7*-5" 12'-l 1" 1 1'-2" 16* I3'-M" l3'-9" !3'-4" 12'- II" I2'-I" IO'-8" 2x12 24 12 16 )2'-3" 20'-2" !7'-6" ll'-9" 1 9'-2" 1 6'-8" i r-5" 1 8'-8" 1 6'-3" ll'-l" 1 8'-2" 1 5'-9" 1 0'-S" ir-i" 14'- 10" 9'-l" I5'-0" 1 3'-0" 1 6* 1 6'-7" 1 6'-5" 1 6'-0" 1 5'-5" 1 4'-5" 1 2'-8" 2x 14 ~ 24 12 16 16* 24 This maximum 14'-3" 22'-6" 1 9'-6" !9'-4" I5'-M" span schedule is I3--7" 2I'-I" l8'-8" I9'-I" 15'-2" 1 3'-3" 20'- 10" I8'-I" !8'-8" !4'-9" proved for the control joist. 12'- 10" 20'-2" 17-6" 18'- 1" l4'-3" of "bounce" 12'- 1" !9'-2" 1 6'-7" 1 6'- 1 1 " !3'-6" IO'-7" !6'-9" 14'-6" 14'- II" ir-io" or trampoline effect of floor 1. The maximum span is based on the maximum allowable stresses or deflection (L/240 for total loads deflection or L/360 for live loads deflection). 2. A repetitive factor Cr = 1. 15 has been considered. Newport Beach, CA Palm Springs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam consulting group, inc. Standard Notes Structural Calculations Page 7 GECGJob No.: 60647Client:: KTGY Group Date: 08/25/04 When using flat concrete tile for roofing material, please be aware the span of roof rafters provided in attached table meets all structural code requirements. However, when used to maximum allowable span, rafters may show defection or sag due to the nature and appearance of such tile material. We suggest the use of Purlin beams to cut the span of the 2 x 10 roof rafters to 16'-0" and 2x12 rafters to 20'-0" maximum, when spaced at 16" on center. Also, use the detail below for construction to limit the deflection. 4 ® K TH\ B/R SEE PLANS 00NOT HJUL R/ft JO IMU *- OBt TOP IUIC 3- TS21 til EACH SQ£ AT EACH 60 OP Ml *• ROCTE.H. 8- fl/B MOT TQ BE NAILED TO j-nencw SHEAR TRANSFER/CONNECTION DETAIL Newport Beach, CA Palm Sprigs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam GOUVIS consulting group, inc. Structural Calculations PageS GECG Job No,: 60647Client: KTGY Group Date: 08/25/04 Maximum Span Table for DFL No. 2 Floor Joists The following table has been created as a guide in the control of die "bounce" or trampoline effect of residential floor joists of various sizes, and relating to their maximum spans to minimize the side effect SIZE 2x4 2x6 2x8 2x10 2x 12 2x 14 AT I2"O.C.AT I6"O.C.AT24"O.C. 5'-8"S'-r 8'-2"6'-11" 8'-10" 13'-10" 21'-6 Newport Beach, CA Palin Springs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam '&* ajs^^ ^^^^ ^T T V V M ^^* -$*$& $&$%, #$$$$ ^5 E®1^ $$& j-**^' ^"^'-^11 ^ vlV- '^i*'1 f m mm I % / I L. ifefeKlHf Ir^S-i w ^Hl- §;^6:^'^. w1^^!;^^1 • I • I I ^k f m ^^^ w,:^.? |H| ^ ^^.' :%• fc ^t- 54'v %|': ii' &:•$ ^>. Sy: ^" fp %'T *!-* 'VJV-/U consulting group, inc. Structural Calculations Pare 9 GECG Job No.: 60647Client:: KTGY Group Date: 08^5/04 Shear Wall Schedule 1 997 UNIFORM BUILDING CODE / 200 1 CALIFORNIA BUILDING CODE Mark Sheathing A 3/8" APA / \ rated A 3/8" APA / \ rated A */«\ 3I8"^/ \ rated A 15/32" APA / \ * structural 1 / \ rated A^ 15/32" APA structural 1 rated A Both / \sides 3/8" APA / 12 \ * rated Both Ades 15/32" APA * structural 1 rated A Both 15/32" APA / i4\ides structural 1 / \ * rated * Provide 3" nominal Edge Nailing (Common) 8d's@ 6" o.c. 8d's@ 4" o.c 8d's@ 3" o.c. I0d's@ 3" o.c. I0d's@ 2" o.c. 8d's@ 3" o.c. I0d's@ _ 3" o.c. I0d's@ 2" o.c. Field Nailing (Common) 8d's@ 12" o.c. 8d's@ 12" o.c. 8d's@ 12" o.c. I0d's@ 12" o.c. I0d's@ 12" o.c. 8d's@ 12" ox. I0d's@ 12" o.c. 10d's@l2" o.c. Shear Capacity (PLF) 260 350 490 600 870 980 1200 1740 or wider framing at adjoining panel edges Sill Plate Nailing (I6d sinker) @ 6" o.c. @ 4" o.c. @ 3" o.c. @ 3" o.c. @ 2" o.c. See shear transfer detail See shear transfer detail N/A Framing Clips A35's, LSSO's or LTP4's @I6" ox. @I2" o.c. @IO" ox. @ 8" ox. (U.N.O.) @ 6" o.c. (U.N.O.) See shear transfer detail See shear transfer detail See shear transfer detail Anchor Bolt Spacing 5/8"<|>x 12" @ 48" ox. 5/8"4>xl2" @ 32" o.c 5/8"4>x 12" @ 12" ox. 5/8"* x 12" @ 8" ox. 5/8"<|)X 12" @!6"o.c w/ 3x sill in contact w/ concrete 5/8"<frxl2" @!6"o.c w/ 3x6 sill 5/8"<l)x 12" @ 12" ox. w/ 3x6 sill 5/8"<|)xl2" @8"ox.w/ 3x6 sill with nails staggered. Use A35 @ 6" ox. on Simpson Strong Wall & Hardy Panel (UN.O). Revised 10/18/02 Newport Beach, CA Palm Springs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam GOUVIS consulting group, inc. Alternate to Anchor Bolt Spacing Structural Calculations Page 10 GECG Job No.: 60647Client:: KTGY Group Date: 08/25/04 Shear Force (PLF) W * ANCHOR BOLT (Zone 0-3) Zone 3 Zone 0,1,2 5/8" 4> ANCHOR BOLT (Zone 0-4) Zone 3,4 Zone 0,1,2 SIMPSON MAS ON 2x4/2x6PTDF Zone 3,4 Zone 0,1,2 SIMPSON MA4 ON 2x4/2x6P»TFUNO Zone 3,4 Zone 0,1,2 SIMPSON MA6 ON 2x6/3x6PTDF Zone 3,4 Zone 0,1,2 USP FAl, FA2 ON 2x4/2*6PTDF Zone 3,4 Zone 0,1,2 90 72" 100 72" 150 64" 175 56" 180 48" 260 32" 350 24" 490 8'"1 600 8'" 665 12"' 870 8'" 1330 N/A 1740 N/A 72" 72" 64" 56" 48" 32" 24" 16" 16" 12" 8" N/A N/A 72" 72" 72" 72" 72" 48" 40" 12"* 8"< 24"' 16"' 12"' 8"' 72" 72" 72" 72" 72" 48" 40" 24" 24" 16" 16" 12"' 8"' 72" 72" 56" 48" 48" 32" 24" 16" 12" N/A N/A N/A N/A 72" 72" 56" 48" 48" 32" 24" 16" 12" 12" 8" N/A N/A 64" 56" 32" 32" 32" 16" 16" 8" 8" 12"3 8"1 N/A N/A 64" 56" 32" 32" 32" 16" 16" 8" 8" 8" N/A N/A N/A 72" 72" 48" 40" 40" 24" 16" 16" 12" 12'" 8"' N/A N/A 72" 72" 48" 40" 40" 24" 16" 16" 12" 12" 8" N/A N/A 66" 66" 66" 66" 48" 32" 24" 16" 12" N/A N/A N/A N/A 66" 66" 66" 66" 48" 32" 24" 16" 12" 12" 8" N/A N/A 1 - 3x Sill plate. * - Based on 50% capacity per UBC table 23-IH-l footnote 3 for 2x sill plate in zone 3 & 4. 3 - 3x4 Sill plate. All mud sill anchors require monolithic slab or foundation. Anchor bolts capacity in concrete per 1997 UBC section 1923.1 and table 19-D. '/i" <J> A.B.: !250(l.5/3)(4/3) = 833# Minimum f-l/2" from edge of concrete & plate 5/8" $ A.B.: 2795( 1.875/3.75)(4/3) = 1863# Minimum I -7/8" from edge of concrete & I - 1/2" from edge of plate. Anchor bolts capacity in mud sill per 1997 NDS section 8.2.3 and table 8.2E. ya" <|> A.B.: 2x Sill - 620(4/3) = 827# 3x Sill - 730(4/3) = 973# 5/8" <fr A.B.: 2x Sill - 890(4/3) = 1187# 3x Sill-1140(4/3)= I520# Simpson MAS/MA4/MA6 allowable loads parallel to plate (ICBO NER-443): MAS/2x4, 2x6 Sill: 720# MA4/2x4 Sill: 480# MA4/3x4 Sill: 680# MA6/2x6, 3x6 Sill: 680# NOTE: Anchors shall be placed within 12" from the end of each sill. Manufacturer's installation recommendations shall be followed. USP FAI/FA2 allowable loads parallel to plate (ICBO ER-3613): FA I, FA2/2x4, 2x6 Sill: 790# NOTE: Anchors shall be placed within 12" from the end of each sill. The maximum spacing is 5 !/j feet Manufacturer's installation recommendations shall be followed. Revised 1/14/1999 Newport Beach, CA Palm Springs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam GOUVIS ENGINEERING CONSULTING GROUP (2001 CBC) SHEET JOB NO. PLAN NO. CLIENT ENGINEER DATE B- | 60647-202 PLANT KTGY Steve_S{VER6.30) 07/09/2004 PRIMARY ROOF LOADING Pitch K = Increase for Pitch TRUSS ( 24" OC) PLYWOOD {1/2" ) x K 1/2" GYP. BOARD Roofing x K Misc . ( Insul . , Elect . , ETC . ) Total Dead Load (psf) Snow Load (psf) Live Load (psf) 00.2:12 1.00 2.40 1.55 2.20 10.00 1.85 18.00 0.00 20.00 Total Load (psf)38.00 PRIMARY FLOOR LOADING 14" TJI/250 @ 12" O/C 2.60 PLYWOOD{3/4" ) 2.25 2-5/8" BOARD 4.40 CARPET 1.00 2" LIGHTWEIGHT CONCR 20.00 Misc.(Insul.,Elect.,ETC.) 4.75 Partition (psf) 32.00 Total Dead Load (psf) 67.00 Live Load (psf) 125.00 Total Load (psf)192.00 GOUVIS ENGINEERING CONSULTING GROUP (2001 CBC) SHEET JOB NO. PLAN NO. CLIENT ENGINEER DATE 60647-202 PLANT KTGY Steve_S(VER6.30) 07/09/2004 BEAM NUMBER: 1 HEAD OUT AT TOWER OVER-ALL LENGTH (FT): 11.50 LOADS (DOWNWARD +) REACTION AT: 0.00 11.50 BEAM WEIGHT POINT LOAD POINT LOAD SECONDARY ROOF SECONDARY ROOF SECONDARY ROOF 20.0 LB FROM 0.0' @ 5.0(G= 700 ) TO 11.5' @ 7 0 72 207 72 0 REACTIONS (LBS) DOWNWARD{DL+LL/MAX.} UPLIFT (DL+LL/MAX.) 0(G= 700 } PLF= 0.0*(20+16)/2 ® 0 PLF=4.0 * (20 + 16J/2 @ 5 PLF=11.5*(20+16)/2 FROM PLF= 4.0* (20 + 16)/2 @ 7 PLF=0.0 *(20+16)/2 ® 11.50' LEFT 1153/1153 0/0 00' TO 00' 5.00' TO 00' TO 7.00 RIGHT 1233/1233 0/0 CRIT MOMENT CRIT DEFLTN CRIT SHEAR *** USE DFL N01 6 x 10 DROP BM/HDR *** 5279 LB*FT @ 5.75' RATIO=0.454(Fb= 1688 S= 82.73) -0.186 INCH @ 5.83' BASED ON (L/ 240)= 0.575 1208 LB @ 10.58' 1.S*SHEAR/Fv*A=0.326(Fv=106 A= 52.25) BEAM NUMBER: 2 HEAD OUT BM @ TOWER OVER-ALL LENGTH (FT): 13.00 REACTION AT: 0.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 13.0' SECONDARY ROOF : 180 PLF=10.0*(20+16)/2 FROM 0.00' 72 PLF= 4.0* (20+16)/2 FROM 3.75' DOWN*=1233 ©3.75' (R. OF BM 1) 90 PLF = 6.0' * 15.0 FROM 3.75' SECONDARY ROOF POINTFROM EXTERIOR WALL 13.00 TO 13.00' TO 13.00' TO 13.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2776/2776 0/0 RIGHT 2686/2686 0/0 CRIT MOMENT CRIT DEFLTN CRIT SHEAR *** USE DFL NO1 6 x 12 DROP BM/HDR *** 9698 LB*FT @ 5.75' RATIO=0.569(Fb= 1688 S= 121.23) -0.264 INCH @ 6.42' BASED ON (L/ 240)= 0.650 2548 LB @ 1.08' 1.5*SHEAR/Fv*A=0.569(Fv=106 A= 63.25) GOUVIS ENGINEERING CONSULTING GROUP (2001 CBC) SHEET JOB NO. PLAN NO. CLIENT ENGINEER DATE 60647-202 PLANT KTGY Steve_S(VER6.30) 07/09/2004 BEAM NUMBER: 3 PL BM @ ROOF REACTION AT: 0.00OVER-ALL LENGTH (FT): 19.50 LOADS {DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 19.5' PRIMARY ROOF : 741 PLF=39.0*(18+20)/2 FROM 0.00' POINTFROM : DOWN=2776 @9.50'(L. OF BM 2} 19.50 TO 19.50' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 7965/7965 0/0 RIGHT 7900/7900 0/0 *** USE PARALLAM 5 1/4 x 18 *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 44853 LB*FT @ 9.50' RATIO=0.567(Fb= 3346 S= 283.50) CRIT DEFLTN = -0.569 INCH ® 9.75' BASED ON (L/ 240}= 0.975 CRIT SHEAR = 6855 LB ® 1.62' 1.5*SHEAR/Fv*A=0.305(Fv=356 A= 94.50 BEAM NUMBER: 4 FL BM @ ROOF OVER-ALL LENGTH (FT): 28.50 REACTION AT: 0.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 28.5' POINTFROM : DOWN=7965 ®26.50'{L. OF BM 3) 28.50 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1181/1181 0/0 RIGHT 8662/8662 0/0 1/4 x 18 ********* USE PARALLAM 5 W/ RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 17244 LB*FT @ 26.50' RATIO=0.218(Fb= 3346 S= 283.50) CRIT DEFLTN = -0.419 INCH @ 15.75' BASED ON (L/ 240)= 1.425 CRIT SHEAR = 8597 LB @ 26.88' 1.5*SHEAR/Fv*A=0.383(Fv=356 A= 94.50) GOUVIS ENGINEERING CONSULTING GROUP (2001 CBC)SHEET JOB NO. PLAN NO. CLIENT ENGINEER DATE B-*t 60647-202 PLANT KTGY Steve S(VER6 07/09/2004 .30} BEAM NUMBER: 5 FL BM @ OFFICE REACTION AT: 0.00OVER-ALL LENGTH (FT): 4.75 LOADS {DOWNWARD + ) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 4.8' PRIMARY FLOOR : 2016 PLF=21.0*(67+125)/2 FROM O.OO7 TO 4.75 4.75 REACTIONS {LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.} LEFT 4836/4836 0/0 RIGHT 4836/4836 0/0 *** USE PARALLAM 3 1/2 x 14 *** *** W/ LEFT: 2-2x4 TRIMMER/STUD RIGHT: 2-2x4 TRIMMER/STUD CRIT MOMENT = 5740 LB*FT @ 2.42' RATIO=0.219(Fb= 2752 S= 114.33) CRIT DEFLTN = -0.009 INCH @ 2.33' CRIT SHEAR = 2206 LB ® 1.29' 1.5*SHEAR/Fv*A=0.237(Fv=285 A= 49.00) BEAM NUMBER: 6 FL BM @ SHOP REACTION AT: 0.00 21.00OVER-ALL LENGTH (FT): 21.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 21.0' PRIMARY FLOOR : 1200 PLF=12.5*(67+125)/2 FROM 0.00' TO 21.00' POINTFROM : DOWN=4836 @16.00'(R. OF BM 5) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.} UPLIFT (DL+LL/MAX.) LEFT 14171/14171 0/0 RIGHT 16704/16704 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CONSULTING GROUP (2001 CBC) SHEET JOB NO. PLAN NO. CLIENT ENGINEER DATE B-5 60647-202 PLANT KTGY Steve_S(VER6.30) 07/09/2004 BEAM NUMBER: 7 FL BM @ SHOP OVER-ALL LENGTH (FT): 26.50 REACTION AT: 0.00 , 26.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 LB FROM 0.0' TO 26.5' PRIMARY FLOOR : 2304 PLF=24.0*(67+125)/2 FROM 0.00' TO 26.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 31058/31058 31058/31058 UPLIFT (DL+LL/MAX.} 0/0 0/0 *** USED BY OTHERS *** BEAM NUMBER: 8 FL BM @ SHOP OVER-ALL LENGTH (FT): 26.50 REACTION AT: 0.00 , 26.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 26.5' PRIMARY FLOOR : 2016 PLF=21.0*(67+125)/2 FROM 0.00' TO 18.00' PRIMARY FLOOR : 2304 PLF=24.0*(67+125)/2 FROM 18.00' TO 26.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 27635/27635 29297/29297 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USED BY OTHERS *** Gouvis Engineering 4400 Campus Drive Newport Beach, CA 92660 (949) 752-5321 Title: Dsgnr: Description Scope: Job* Date: V.29PM, 25AUG04 Rev: 560100 User: KW-06093. Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software Steel Beam Design Page 1 c:\ec55\60647 .ecw: PLANT Description Steel beam #6 General Information Calculations are designed to AISC 6th Edition ASD and 1997 UBC Requirements | Steel Section : W1 6X67 Pinned-Pinned Center Span 21 .00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 DL 0.418 LL 0.782 ST Start Location End Location 21 .000 Fy 36.00ksi Load Duration Factor 1 .00 Elastic Modulus 29,000.0 ksi #5 #6 #7 k/ft k/ft k/ft ft ft \ Point Loads | #1 #2 #3 #4 Dead Load 1.700 Live Load 3.150 Short Term Location 16,000 #5 #6 #7 k kk ft 1 Summary | Using: W16X67 section, Span = End Fixity = Pinned-Pinned, Lu Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv 21.00ft, Fy = 36.0ksi = 0.00ft, LDF= 1.000 Actual 82.490 k-ft 8.472 ksi 0.357 : 1 16.998 k 2,635 ksi 0,183 : 1 Allowable 231.343 k-ft 23.760 ksi 92.885 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection -0.239 in Length/DL Defl 2,792.1 :1 Length/(DL+LL Deft) 1,054.1 : 1 Force & Stress Summary «- These columns are Dead Max. M + Max. M- Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl .. .Query Defl @ Reaction @ Left Reaction @ Rt Maximum 82.49 k-ft 14.46k 17.00 k -0.239 in 0.000 in 0.000 in 0.000 ft 14.46 17.00 DL Only 31.15 5.50 6.39 -0.090 0.000 0.000 0.000 5.50 6.39 LL © Center 82.49 14.46 17.00 -0.239 0.000 0.000 0.000 14.46 17.00 LL+ST & Center -0.239 0.000 0.000 0.000 14.46 17.00 + Live Load placed as noted -» LL ®J Cants 0.000 0.000 0.000 0.000 LL+ST ©. Cants k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Fa calc'd per Eg. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0,66 Fy f^^^j Gouvis Engineering jf J, 1 4400 Campus Drive I ^Jy I Newport Beach, CA 92660 / i^j Phone (949) 752-1612 I I Fax (949) 752-5321 Rev: 560100 _.User: KW-06093, Ver 5.6.1, 25-Oct-2002 Steel(c)1983-2002 ENERCALC Engineering Software v w*,i Title: Job* tot»c*TT Dsgnr; Date: 1:29PM, 25AUG04 Description : Scope: Beam Design Page 2 I c:\ec55\60647.ecw; PLANT | Description Steel beam #6 Section Properties W16X67 | Depth 16.330 in Weight Width 10.235in f-xx Web Thick 0.395 in l-yy Flange Thickness 0.665 in S-xx Area 19.70 in2 S-yy 66.91 #ffi r-xx 954.00 in4 r-yy 119.00 in4 Rt 1 16.840 in3 23.254 in3 6.959 in 2.458 in 2.750 in Gouvis Engineering 4400 Campus Drive Newport Beach, CA 92660 Title: Dsgnr: Description Job# Date: 1:29PM, 25AUG04 L*=4 rnone Fax \9*9) (949) /Ol-lOll 752-5321 Rev: 560100 User: KW-06093, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Steel Beam Scope : Design Page 1 c:\ec55\60647 .ecw:PLANT | Description Steel beam #7 General Information Steel Section : W21X68 Center Span 26.50 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Fy 36.00ksi Pinned-Pinned Load Duration Factor 1 .00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together Distributed Loads | #1 #2 DL 0.805 LL 1 .500 ST Start Location End Location 26.500 #3 #4 #5 #6 #7 k/ft k/ftkm ft ft (Summary | Using: W21X68 section, Span = 26.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv 208.299 k-ft 17.843 ksi 0.751 : 1 31.441 k 3.460 Ksi 0.240 : 1 Allowable 277.369 k-ft 23.760 ksi 130.837 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection -0.613 In Length/DLDefl 1,409.1 : 1 Length/(DL+LL Defl) 518.4 : 1 Force & Stress Summary | «- These columns are Dead + Live Load placed as noted -» Max. M + Max. M- Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Deft. Left Cant Defl Right Cant Defl ...Query Deft @ Reaction @ Left Reaction @ Rt Maximum 208.30 k-ft 31.44k 31.44k -0.61 3 in 0.000 in 0.000 in 0.000ft 31.44 31.44 DL Only 76.63 11.57 11.57 -0.226 0.000 0.000 0.000 11.57 11.57 LL @ Center 208.30 31.44 31.44 -0.613 0.000 0.000 0.000 31.44 31.44 LL+ST (3> Center -0.613 0.000 0.000 0.000 31.44 31.44 LL (3). Cants 0.000 0.000 0.000 0.000 LL+ST (3) Cants k-ft k-ft k-ftk-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Facalc'dperEq.E2-1,K*L/r<Cc I Beam Passes Table B5.1, Fb per Eg. F1 -1, Fb = 0.66 Fy Section Properties Depth Width Web Thick Flange Thickness Area W21X68 21. 130 in 8.270in 0.430 in 0.685 in 20.00 in2 Weight t-xx i-yy S-xx S-yy 67.93 #ffi 1, 480.00 in4 64.70 in4 140.085 in3 15.647 in3 r-xx r-yy Rt k 8.602 in 1 .799 in 2.120 in Gouvis Engineering 4400 Campus Drive Newport Beach, CA 92660 Phone (949) 752-1612 Fax (949) 752-5321 Tide: Dsgnr: Description Scope: job* Date: 1:29PM, 25AUG04 Rev: 560100User KW-06093, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Steel Beam Design Page 1 c:\ec55\60647 .ecwLPLANT Description Steel beam #8 General Information Steel Section : W21X68 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads # 1 DL 0.805 LL 1.500 ST Start Location 18.000 End Location 26.500 Calculations are designed to A1SC 9th Edition ASD and 1997 UBC Requirements 26.50 ft 0.00ft 0.00 ft 0.00ft #2 0.705 1.315 18,000 Fy Pinned-Pinned Load Duration Factor Elastic Modulus LL & ST Act Together #3 #4 #5 #6 36. 00 ksi 1.00 29,000.0 ksi #7 km k/ftkmftft I 1 Start Location 18.000 End Location 26.500 1 Summary | Using: W21X68 section, Span = End Fixity = Pinned-Pinned, Lu Moment fb : Bending Stress fb/Fb Shear fv ; Shear Stress fv/Fv 18,000 26.50ft, Fy = 36.0ksi = 0.00ft, LDF = 1.000 Actual 182.503 k-ft 15.634 ksi 0.658 : 1 28.799 k 3.170 ksi 0.220 : 1 Allowable 277.369 k-ft 23.760 ksi 130.837 k 14.400 ksi ft ft Beam OK Static Load Case Governs Stress Max. Deflection -0.539 in Length/DL Defl 1,689.7 :1 Length/(DL+LL Defl) 589.8 : 1 Force & Stress Summary | «- These columns are Dead Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear ©Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Maximum 182. 50 k-ft 27.15k 26.80 k -0.539 in 0.000 in 0.000 in 0.000 ft 27.15 28.80 DL Onlv 63.71 -0.00 9.48 10.05 -0.188 0.000 0.000 0.000 9.48 10.05 LL <© Center 182.50 -0.00 27.15 28.80 -0,539 0.000 0.000 0.000 27.15 28.80 LL+ST <a> Center -0.539 0.000 0.000 0.000 27.15 28.80 + Live Load placed as noted -» LL (5) Cants 0.000 0.000 0.000 0.000 LL+ST <3> Cants k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Facalc'dperEq.E2-1,K*L/r<Cc I Beam Passes Table B5.1. Fb per Eg. F1-1, Fb = 0.66 Fy Section Properties Depth Width Web Thick Flange Thickness Area W21X68 21 .130 in 8.270in 0.430 in 0.685 in 20.00 in2 Weight l-xx i-yy S-xx s-yy 67.93 #m 1, 480.00 in4 64.70 in4 140.085 in3 1 5.647 in3 r-xx r-yyRt 1 8.602 in 1 .799 in 2.120 in GODVIS ENGINEERING CONSULTING GROUP (2001 CBC) SHEET JOB NO. PLAN NO. CLIENT ENGINEER DATE B- \O 60647-202 PLANT KTGY Steve_S{VER6.30 07/09/2004 BEAM NUMBER: 9 FL BM @ LOBBY REACTION AT: 0.00 7.00OVER-ALL LENGTH (FT): 7.00 LOADS (DOWNWARD +) . BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 7.0' PRIMARY FLOOR : 1536 PLF=16.0*(67+125)/2 FROM 0.00' TO 7.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 5446/5446 0/0 RIGHT 5446/5446 0/0 *** USE PARALLAM 3 1/2 X 14 *** *** W/ LEFT: 4x4 POST RIGHT: 4x4 POST CRIT MOMENT = 9530 LB*FT @ 3.50' RATIO=0.363(Fb= 2752 S= 114.33) CRIT DEFLTN = -0.034 INCH ® 3.50' CRIT SHEAR = 3436 LB @ 1.29' 1.5*SHEAR/Fv*A=0.369(Fv=285 A= 49.00) BEAM NUMBER: 10 HDR @ REACTION AT: 0.00 3.00OVER-ALL LENGTH (FT): 3.00 LOADS (DOWNWARD + ) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 3.0' PRIMARY FLOOR : 2304 PLF=24.0*(67+125)/2 FROM 0.00' TO 3.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3486/3486 0/0 RIGHT 3486/3486 0/0 *** USE DFL N02 4 X 10 DROP BM/HDR *** *** W/ LEFT: 2-2x4 TRIMMER/STUD RIGHT: 2-2x4 TRIMMER/STUD CRIT MOMENT = 2614 LB*FT @ 1.50' RATIO=0.582(Fb= 1080 S= 49.91) CRIT DEFLTN = -0.007 INCH @ 1.50' CRIT SHEAR = 1404 LB @ 0.90' 1.5*SHEAR/Fv*A=0.685(Fv= 95 A= 32.38) GOUVIS ENGINEERING CONSULTING GROUP (2001 CBC) SHEET JOB NO. PLAN NO. CLIENT ENGINEER DATE B-U 60647-202 PLANT KTGY Steve_S(VER6.30) 07/09/2004 BEAM NUMBER: 11 FL BM @ KEY REACTION AT: 0.00 10.50OVER-ALL LENGTH (FT): 10.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 10.5' EXTERIOR WALL : 90 PLF = 6.0' * 15.0 FROM 0.00' TO 10.50' POINTFROM : DOWN=8662 @7.50'(R. OF BM 4) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX. ) LEFT 3066/3066 0/0 RIGHT 6799/6799 0/0 **•**** USE PARALLAM 3 W/ RIGHT: 4x4 POST CRIT MOMENT = 19903 LB*FT @ GRIT DEFLTN = -0.318 INCH @ 1/2 x 11 7/8 DROP BM/HDR *** 7.50' RATIO=0.829(Fb= 3504 S= 5.75' BASED ON (L/ 240)= 0.525 82.26) CRIT SHEAR = 6677 LB @ 9.39' 1.5*SHEAR/Fv*A=0.676(Fv=356 A= 41.56) GOUVTS1 •cjftt&g*1 — "w^fconsulting group* inc. CMU SHEAR WALL DESIGN MAINTENANCE BUILDING LA COSTA GLEN CENTRAL PLANT ®a) 6°&x U / \^\ Woo> «•* "• "I Ai« i x^ l^u^y^: J L^I — ^_I^ ^s-™- '">: .' .„- 5t-c< ^V jjj R^it GOUVIS ENGINEERING CONSULTING GROUP {2001 CBC) SHEET JOB NO. PLAN NO. CLIENT ENGINEER DATE 60647-202 PLANT KTGY Steve_S(VER6.30) 07/09/2004 PRIMARY ROOF LOADING Pitch K ~ Increase for TRUSS (24" OC) PLYWOOD (I/ 2" ) 1/2" GYP. BOARD Roofing Pitch x K x K Misc. (Insul. /Elect. , ETC. ) Total Dead Load Snow Load Live Load (psf) (psf) (psf) 00.2:12 1.00 2.40 1.55 2.20 10.00 1.85 18.00 0.00 20.00 Total Load (psf)38.00 PRIMARY FLOOR LOADING 14" TJI/250 @ 12" 0/C PLYWOOD(3/4" } 2-5/8" BOARD CARPET 2" LIGHTWEIGHT CONCR Misc.(Insul./Elect.,ETC.) •^AiLJ-U'luj^^- • {psf) 2.60 2.25 4.40 1.00 20.00 4.75 32.00 Total Dead Load (psf) Live Load (psf)125.00 Total Load (psf)192.00 \ GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS 2001 CBC POURING MONO SHEET JOB NO. CLIENT PLAN NO. DATE S 60647 KTGY PLANT 7/12/2004 BASE HEIGHT (FT) : FLOOR HEIGHT (FT) WIND HEIGHT (FT): WIND FORCE (PSF): LEVEL: WIND LOAD(C/7D.O) Ry = 4.5 0.00 1-FLR: 15 17.36 ROOF 142.29 SOIL TYPE SECTION 1L LONGITUDINAL BLDG HEIGHT (FT): 24.00 11.50 2-FLR: 20.50 20 18.51 1-FLR 188.83 Sd 25 19.49 TOTAL 331.12 PLF Ca = 0.44Na = 0.44(1.00) = 0.44 V = 2.5 Ca I W / 1.4 Ry = 2.5(0.44)(1.00)W/(1.4 x 4.5. ROOF: DL INT WALL SHEAR = 1-FLR: DL FLOOR = DL EXT WALL DL INT WALL SHEAR = TOTAL SESMIC LOAD = REDISTRIB. SHEAR ROOF 0.1746 W 630.00 LBS 420.00 LBS 40.00 LBS 18.0x35.0 = :T WALL = 15.0[7{20.50-16.50)] =* 10.0[1{20.50-16.50)] = 0.1746(630.00+420.00+40.00) =0.1746(1090.00) = 67.0x35.0 *= 2345.00 LBS 15.0[7(16.50-12.50)+7(11.50-5.75)] = 1023.75 LBS 10.0[1(16.50-12.50}+1(11,50-5.75)] = 97.50 LBS 0.1746(2345.00+1023,75'+97.50) = 0.1746(3466.25) = 190.32+605,22 = 1090.0x20.5+3466.3x11.5 = 62206.9 = 795.54 x 1090.00 x 20.50 / 62206.88 = SHEAR 1-FLR = 795.54 x 3466.25 x 11.50 / 62206.88 = ROOF : 285. 76 PLF SEISMIC GOVERN 1-FLR: 795.54 PLF SEISMIC GOVERN ROOF DIAPHRAGM V = 285.76 = MAX SHEAR = 285.76 x 41.00 / (2 x 35.00) = USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 6", 6' 285.76 PLF 509.78 PLF 285.76 PLF 167.37 PLF 12" O.C. 190.32 PLF 605.22 PLF 795.54 PLF (285.76 PLF) (605.22 PLF) (DIAPH.ONLY) CHORD FORCE = 285.76 x 41.00 x 41.00 / (8 x 35.00) = USE 12 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS 1-FLR DIAPHRAGM V = MAX SHEAR = 605.22 x 41.00 / (2 x 35.00) - 1715.58 LBS 605.22 PLF 354.48 PLF ALIGN USE: 19/32" CDX RATED BLOCKED W/lOd COMMON NAILS AT 4", 6", 12". O.C. CHORD FORCE = 605.22 x 41.00 x 41.00 / (8 x 35.00) - 3633.47 LBS USE MST48 BETWEEN SPLICE POINTS CM--MOT BASE HEIGHT (FT): FLOOR HEIGHT (FT) WIND HEIGHT (FT): WIND FORCE (PSF) : LEVEL: WIND LOAD(C/70.0) GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS 2001 CBC POURING MONO SECTION 2L LONGITUDINAL 0.00 BLDG HEIGHT (FT): 24.00 1-FLR: 11.50 2-FLR: 20.50 15 20 25 17.36 18.51 19.49 ROOF 1-FLR 142.29 188.83 Ry = 4.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.00) = V = 2.5 Ca I W / 1.4 Ry = 2.5(0.44)(1.00)W/(1.4 x 4.5) = ROOF: DL ROOF » 18.0x46.0 = 15.0[7 (20.50-16.50)] = 0.1746(826.00+420.00) • 67.0x46.0 - 15.0[7(16.50-12.50)+7(11.50-5.75}] = 0.1746(3082.00+1023.75) = 0.1746(4105.75) 217.90+716.88 = 1248.0x20.5+4105.8x11.5 = 72800.1 SHEAR ROOF = 934.'78 x 1248.00 x 20.50 / 72800.13 = SHEAR 1-FLR = 934.78 x 4105.75 x 11.50 / 72800.13 = ROOF : 328.51 PLF SEISMIC GOVERN 1-FLR: 934. 78 PLF SEISMIC GOVERN ROOF DIAPHRAC34 V = 328.51 = MAX SHEAR = 328.51 x 39.00 / (2 x 46.00) - USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 6", 6' 1-FLR: DL EXT WALL SHEAR = DL FLOOR = DL EXT WALL SHEAR = TOTAL SESMIC LOAD • REDISTRIB.: 0.1746(1248.00} = SHEET JOB NO. CLIENT PLAN NO. DATE 6 60647 KTGY PLANT 7/12/2004 TOTAL 331.12 PLF 0.44 0.1746 W 828.00 LBS 420.00 LBS 3082.00 LBS 1023.75 LBS 328.51 PLF 606.27 PLF 328.51 PLF 139.26 PLF 12" O.C. 217.90 PLF 716.88 PLF 934. 78 PLF (328.51 PLF) (716.88 PLF) (DIAPK.ONLY) CHORD FORCE = 328.51 x 39.00 x 39.00 / (8 x 46.00) = USE 10 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS 1-FLR DIAPHRAGM V = MAX SHEAR = 716.88 x 39.00 / (2 x 46.00) = USE: 19/32" CDX RATED BLOCKED W/lOd COMMON NAILS AT 6' 1357.78 LBS 716.88 PLF 303.89 PLF 12" O.C. ALIGN CHORD FORCE - 716.88 x 39.00 x 39.00 / (8 x 46.00) = USE MST37 BETWEEN SPLICE POINTS 2962.96 LBS BASE HEIGHT (FT) : FLOOR HEIGHT (FT) WIND HEIGHT (FT): WIND FORCE (PSF): LEVEL: WIND LOAD(C/70.0) Rx « 4.5 GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS 2001 CBC POURING MONO SECTION IT TRANSVERSE 0.00 BLDG HEIGHT (FT): 24.00 1-FLR: 11.50 2-FLR: 20.50 15 20 25 17.36 18.51 19.49 ROOF 1-FLR 142.29 188.83 SOIL TYPE: Sd Ca SHEET JOB NO. CLIENT PLAN NO. DATE 60647 KTGY PLANT 7/12/2004 TOTAL 331.22 PLF 0.44Na = 0.44 (1.00) = 0.44 V ROOF: 1-FLR: 2.5 Ca I W / 1.4 Rx = 2.5(0.44)(1.00)W/(1.4 x 4.5) -0.1746 W DL ROOF » 18.0x41.0 = 738.00 LBS DL EXT WALL = 15.0[14 (20.50-16.50)] - 840.00 LBS DL INT WALL = 10.0[1 (20.50-16.50)] = 40.00 LBS SHEAR = 0.1746(738.00+840.00+40.00) =0.1746(1618.00) = DL FLOOR = 67.0x41.0 = 2747.00 LBS DL EXT WALL = 15.0[14(16.50-12.50)+14(11.50-5.75)] = 2047.50 LBS DL INT WALL = 10.0[1(16.50-12.50)+1(11.50-5.75)] = 97.50 LBS 0.1746(2747.00+2047.50+97.50) =0.1746(4892.00) = 282.51+854.16 = SHEAR = TOTAL SESMIC LOAD = REDISTRIB.: 1618.0x20.5+4892.0x11.5 = 89427.0 SHEAR ROOF = 1136.67 x 1618.00 x 20.50 / 89427.00 = SHEAR 1-FLR = 1136.67 x 4892.00 x 11.50 / 89427.00 = ROOF ; 421. 60 PLF SEISMIC GOVERN I-FLR; 1136.67 PLF SEISMIC GOVERN ROOF DIAPHRAGM V = 421.60 = MAX SHEAR = 421.60 x 35,00 / (2 x 41.00) = USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 6 421.60 PLF 715.07 PLF 421.60 PLF 179.95 PLF 12" O.C. 282.51 PLF 854.16 PLF 1136.67 PLF (421.60 PLF) (854.16 PLF) (DIAPH.ONLY) CHORD FORCE = 421.60 x 35.00 x 35.00 / (8 x 41,00) = 1574.56 LBS USE 12 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS 1-FLR DIAPHRAGM V = 854.16 PLF MAX SHEAR = 854.16 x 35.00 / (2 x 41.00} = 364.58 PLF USE: 19/32" CDX RATED BLOCKED W/lQd COMMON NAILS AT 4", 6", 12" O.C. CHORD FORCE = 854.16 x 35.00 x 35.00 / (8 x 41.00) = 3190.07 LBS USE MST37 BETWEEN SPLICE POINTS ALIGN GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS 2001 CBC POURING MONO SECTION 2T TRANSVERSE BASE HEIGHT (FT): FLOOR HEIGHT (FT) WIND HEIGHT (FT): WIND FORCE (PSF): LEVEL: WIND LOAD(C/70.0): Rx = 4.5 BLDG. HEIGHT (FT): 24.00 11.50 2-FLR: 20.50 20 25 18.51 19.49 1-FLR 0.00 1-FLR: 15 17.36 ROOF 142.29 188.83 SOIL TYPE; Sd Ca = 0.44Na = 0.44(1.00) = V = 2 ROOF: 5 Ca 1 W / 1.4 Rx - 2.5(0.44) (1.00)W/(1.4 x 4,5) = DL ROOF = DL EXT WALL SHEAR = DL FLOOR = DL EXT WALL SHEAR - TOTAL SESMIC LOAD = 1-FLR; 18.0x39.0 = 15.0[14 (20.50-16.50)] = 0.1746(702.00+840.00) = 0.1746(1542.00) = 67.0x39.0 - 15.0 [14 (16.50-12.50)+14(11,50-5.75)] = 0.1746(2613.00+2047.50) = 0.1746(4660.50) 269.24 + 813.74 *= REDISTRIB.: 1542.0x20.5+4660.5x11.5 = 85206,8 SHEAR ROOF = 1082.98 x 1542.00 x 20.50 / 85206.75 = SHEAR 1-FLR = 1082.98 x 4660.50 x 11.50 / 85206.75 «• ROOF .• 401.78 PLF SEISMIC GOVERN 1-FLR: 1062.98 PLF SEISMIC GOVERN ROOF DIAPHRAGM V - 401.78 = MAX SHEAR - 401.78 x 46.00 / (2 x 39.00) = USE: 15/32" CDX RATED BLOCKED 24/0 W/8d COMMON NAILS AT 6" 6 SHEET JOB NO. CLIENT PLAN NO. DATE 60647 KTGY PLANT 7/12/2004 TOTAL 331.12 PLF 0.44 0.1746 W 702.00 LBS 840.00 LBS 2613.00 LBS 2047.50 LBS 269.24 PLF 401.78 PLF 681.20 PLF 401.78 PLF 236.94 PLF 12" O.C. 813. 74 PLF 1082.98 PLF (401.78 PLF) (813.74 PLF} (DIAPH.ONLY) CHORD FORCE = 401.78 x 46.00 x 46.00 / (8 x 39.00) = 2724.86 LBS USE ST6236 BETWEEN SPLICE POINTS 1-FLR DIAPHRAGM V = 813.74 PLF MAX SHEAR = 813.74 x 46.00 / (2 x 39.00) = 479,90 PLF USE: 19/32" CDX RATED BLOCKED W/lOd COMMON NAILS AT 2 1/2", 4", 12" O.C. ALIGN CHORD FORCE = 813.74 x 46.00 x 46.00 / (8 x 39.00) = USE CMST14 BETWEEN SPLICE POINTS 5518.81 LBS GOUVIS ENGINEERING CALIFORNIA CALIFORNIA SHEET : JOB NO : CLIENT : PLAN NO: DATE : I—- : "FF GOWIS ENGINEERING CALIFORNIA CAUFORNIA SHEET : JOB NO : CLIENT : PLAN NO: DATE : GOUVIS ENGINEERING CALIFORNIA CALIFORNIA SHEET : JOB NO : CLIENT : PLAN NO: DATE : «/2S|o4 MIT • •10 cl CALIFORNIA GOUVIS ENGINEERING CALIFORNIA SHEET : JOB NO : CLIENT : PLAN NO: DATE : KA <v - : A'i. •T \ A i'^ irn , PBJ I I=± 4^-ffW^-i:—/, L111 i,—\v J t / La-fit* L. consulting group, Inc. tel 949.752.1612 :"•.' . '-• h>."-"•:.fy. .\C«w/J «•" f V P.K- 7 V F bU >*^V* tv f ^ jr J/Jki .ic.J<./f^4 L I I LL x I (1 ^j-•/ cons it! ting group, inc. tel 949.752.1612 ; <x -w o2.5y f K v -.4- vW * consulting group, ini 949.752.1612 i-v ' -^-.>'•=.;: GOUVIS consulting group, inc. tel 949.752.1612 &:: SNS.^1:.^ tel 949.752.1612 Uul^-2 consulting group, inc. tel 949.752,1612 :,:; S"b' 7<-2,i: LL C , Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 5:25PM, 4AUG04 Rev: 560100 User: KW-06093, Ver 5.6.1, 25-Oct-2002 Ma«(c)1983-2002 ENERCALC Engineering Software •••«• Description Line A General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L)A3 Rel. Defl Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl* 10A5 M / (VDepth) Em Ev (roof) ;onry Pier Analysis & Desiqn Pa9e 1 w c:\1project\60647-l8 costa\egfMacosta.ecw:Sh Calculations are designed to 1997 UBC Requirements Pier #1 7.33ft 19.00ft Sin 0.90 Fix-Fix 1 ,500 psi 24,000 psi Yes Sin Pier#1 0.3858 0.0574 0.1350 9,608.65 7,408.707 0.77 12.645k 0.00 in 0.193 1125,000.0 450,000.0 16.40 k 4 1.33 Pier #2 7.33ft 6.00ft 8 in 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #2 1.2217 1.8233 0.6098 1,639.852 0.17 2.799 k 0.00 in 0.611 1125,000.0 450,000.0 Pier #3 7.33ft 3.00ft Bin 0.90 Fix-Fix 1,500 ps! 24,000 psi Yes 32 in Pier #3 2.4433 14.5864 2.4352 410.651 0.04 0.701 k 0.00 in 1.222 1125,000.0 450,000.0 Moduli: Em = fm* 750.00 Moduli: Ev = Em* 0.40 Pier #4 7.33ft 2.00ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes 32 in Pier #4 3.6650 49.2291 6.6916 149.442 0.02 0.255 k 0.00 in 1.833 1125,000.0 psi 450,000.0 psi | i I I 1 Summary | Shear Reinforcing... fv=V/(12*est*jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 12.16 psi 65.37 psi 98.05 psi Not Req'd inA2/ft 46.34 k-ft 17.10ft 0.08 in2 Pier #2 8.52 psi 58.19 psi 87.29 psi Not Req'd inA2/ft 10.26 k-ft 5.40 ft 0.06 in2 Pier #3 6.62 psi 46.55 psi 77.27 psi Not Req'd inA2/ft 2.57 k-ft 2.70ft 0.03 in2 Pier #4 3.61 psi 46.55 psi 77.27 psi Not Req'd inA2/ft 0.93 k-ft 1.80ft 0.02 in2 -Tfr Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Job #60647 Date: 5:25PM, 4AUG04 Scope : Rev: 560100 __ —....«•»• Pa/io 1 kUser KW-06093.Ver 5.6.1, 25-Oct-2002 MflSOnrV Pifir AnalVSJS & DeSICin rdye i •(c)1 983-2002 ENERCALC Engineering Software iwicwwinjr • i»i f»i •«ij«i*» « i^w^iyi! c:\1project\60647-la costa\egrtlacosta.ecw:Sh | Description Line A General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness "j" : Depth Mutt. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L^S Rel. Defl Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl * 10A5 M / (VDepth) Em Ev 1 Summary | Shear Reinforcing... fv=V/(12*est*jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd (2nd) Calculations are designed to 1997 UBC Requirements | 36.10k Moduli: Em=fm* 750.00 4 Moduli: Ev = Em * 0.40 1.33 Pier #1 11.50ft 41.33ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #1 0.2782 0.0215 0.0951 10,510.49 10510.491 1.00 36.100k 0.00 in 0.139 1125,000.0 psi 450,000.0 psi Pier#1 15.96 psi 66.29 psi 99.44 ps! Not Req'd inA2/ft 207.57 k-ft 37.20 ft 0.17in2 / p / , I | Gouvls Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 5:25PM, 4AUG04 Rev: 560100User: KW-06093. Ver 5.6.1. 25-Oct-2002 MaSOr(c)1983-2002 ENERCALC Engineering Software iwicwwi Description Line B General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing (roof) iry Pier Analysis & Design c:UproJectw,a a^JSLi I Calculations are designed to 1997 UBC Requirements I Pier #1 7.33ft 12.00ft 8 in 0.90 Fix-Fix 1 ,500 psi 24,000 psi Yes 8 in 19.11 k Moduli: Em=fm' 750.00 4 Moduli: Ev = Em * 0.40 1.33 i Analysis Data | Height/Length {H/L)A3 Rel. Defi Sum Rigidity Rigidity = ,001/Defl % Force to Pier Shear to Pier Relative Defl * 10*5 M / (VDepth) Em Ev 1 Summary | Shear Reinforcing... fv=V/(12*est*jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 0.6108 0.2279 0.2289 4,368.06 4,368.057 1.00 19.110k 0.00 in 0.305 1 125,000.0 450,000.0 Pier #1 29.10 psi 63.44 psi 95. 16 psi Not Req'd inA2/ft 70.04 k-ft 10.80ft 0.20 in2 £ psi psi -fev Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description: New building Scope: Date: Job # 60647 5:25PM, 4AUG04 Rev: 560100User KW-06093, Ver 5.6.1 . 25-Oct-2002 M ag(0)1983-2002 ENERCALC Engineering Software «IM« Description Line B General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysts Data Height/Length (H/L)A3 Rel. Defl Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl * 10A5 M / (VDepth) Em Ev 1 Summary | Shear Reinforcing... fv=V/(12*est'jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd (2nd) onry Pier Analysis & Design ^,,^^647^^^^^ I Calculations are designed to 1997 UBC Requirements | Pier #1 7.33ft 4.00ft Sin 0.90 Fix-Fix 1 ,500 psi 24,000 psi Yes Sin Pier #1 1.8325 6.1536 1.2946 1,544.91 772.457 0.50 13.350k 0.00 in 0.916 1125,000.0 450,000.0 Pier #1 60.99 psi 51. 56 psi 79.42 psi 0.157 inA2/ft 48.93 k-ft 3.60ft 0.43 in2 26.70 k Moduli: Em * f m * 750.00 4 Moduli: Ev = Em * 0.40 1.33 Pier #2 7.33ft 4.00ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #2 1.8325 6.1536 1.2946 772.457 0.50 13.350 k 0.00 in 0.916 1125,000.0 psi 450,000.0 psi Pier #2 60.99 psi 51.56 psi 79.42 psi (aj 9 --£ 0.157 inA2/ft ^-\^$ A &/ t? 48.93 k-ft 3.60 ft 0.43 in2 £_ 0 sb<S \ \ Z Gouvls Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope : Job # 60647 Date: 5:25PM, 4AUG04 Rev: 560100User: KW-06093, Ver 5.6.1, 25-Oct-2002 Ma*(c)1983-2002 ENERCALC Engineering Software i"iw* Description Line D General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wail Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L)A3 Rel. Defi Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl ' 10*5 M / (VDepth) Em Ev (2nd) Pier #1 7.33ft 7.33ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #1 1.0000 1.0000 0.4444 5,115.66 2.250.000 0.44 18.165k 0.00 in 0.500 1125,000.0 450,000.0 ;onry Pier Analysis 41.30 k 4 1.33 Pier #2 7.33ft 8.67ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #2 0.8454 0.6043 0.3490 2,865.663 0.56 23.135 k 0.00 in 0.423 1125,000.0 450,000.0 & Desian Page 1 Iv» brw.01^11 c:\1project\6Q647 -la costategrtlacosta.ecwiSh | Calculations are designed to 1997 UBC Requirements | Moduli: Em=fm* 750.00 Moduli: Ev = Em * 0.40 * 1 psi psi 1 Summary | Shear Reinf orctng... fv=V/(12*est*jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 45.29 psi 60. 10 psi 90. 14 psi Not Req'd inA2/ft 66.57 k-ft 6.60ft 0.32 in2 Pier #2 48.76 psi 61.42 psi 92.13 psi •'Not Req'd inA2/ft / 84.79 k-ft 7.80 ft 0.34 in2 s Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope; Job #60647 Date: 5:25PM, 4AUG04 3,5. Rev: 560100User: KW-06093. Ver 5.6.1, 25-Oct-2002 Ma"(c)1983-2002 ENERCALC Engineering Software !••«*• Description Line 1 General Information Total Lateral Force Seismic Zone Load Duration Factor (Roof) jonry Pier Analysis & Design ^,^^7^.,^^^ \ Calculations are designed to 1997 UBC Requirements I 16.50 k Moduli: Em - fm * 750.00 4 Moduli: Ev = Em * 0.40 1.33 Shear Pier Data | Pier Height Pier Length Wall Thickness "j" : Depth Mult Pier Fixity fm Fs Sp Insp Grout Spacing Pier#1 7.33ft 30.00ft Sin 0.90 Fix-Fix 1,500 psi 24,000 pst Yes Sin Pier #2 7.33ft 3.00ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Analysis Data | Height/Length (H/L)A3 Rel. Defi Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl*10A5 M / (VDepth) Em Ev Pier#1 0.2443 0.0146 0.0831 12,449.39 12038.742 0.97 15.956k 0.00 in 0.122 1125,000.0 450,000.0 Pier #2 2.4433 14.5864 2.4352 410.651 0.03 0.544 k 0.00 in 1.222 1125,000.0 psi 450,000.0 psi 1 Summary | Shear Reinforcing... fv=V/(12*est*jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 9.72 psi 66.58 psi 99.87 psi Not Req'd inA2/ft 58.48 k-ft 27.00 ft 0.07 in2 Pier #2 3.32 psi 46.55 psi 77.27 psi Not Req'd inA2/ft / 1.99 k-ft 2.70 ft 0.02 in2 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 5:25PM, 4AUG04 »£>• *•": S60100 •. »• . . • « n • Pan* 1 Iuser:Kw-o6093,ver5.6.i.25-oct-2oo2 Masofirv Pier Analysis & D@sian 9 1(c)1983-2002 ENERCALC Engineering Software moowniy r ici miaiyoio w iscaiyii c:\lprc*ect\60647-la costa\egrtlacosta.ecw:Sh | Description Line 1 General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L)A3 Rel. Defl Sum Rigidity Rigidity = .001 /Defl % Force to Pier Shear to Pier Relative Defl * 10A5 M / (V*Deptn) Em Ev 1 Summary | Shear Reinforcing... fv=V/(12*est"jd) Fv: w/o Relnf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd (2nd) Calculations are designed to 1997 UBC Requirements | 37.60 k Moduli: Em = fm * 750.00 4 Moduli: Ev = Em* 0.40 1.33 Pier#1 7.33ft 46.67ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Bin Pier #1 0.1571 0.0039 0.0528 18,945.18 18945.176 1.00 37.600 k 0.00 in 0.079 1125.000.0 psi 450,000.0 psi Pier#1 14.72 psi 67.33 psi 101 .00 pal Not Req'd inA2/ft 137.80 k-ft 42.00 ft 0.10in2 \ \ Gouvls Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Date: Job # 60647 5:25PM, 4AUG04 Rev: 560100 User: KW-06093, Ver 5.6.1 . 25-Oct-2002 M a«(c)1963-2002 ENERCALC Engineering Software •••«•• Description Line 2 General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness T : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing (2nd) Pier #1 7.33ft 27.33ft 8 in 0.90 Fix-Fix 1,500 psi 24,000 psi Yes 8 in sonry Pier Analysis 30.80k 4 1.33 Pier #2 7.33ft 4.00ft 8 in 0.90 Fix-Fix 1,500 psi 24,000 psi Yes 8 in & Desian Page 1 1w» wdi^jii c:\1prtjecft60647-ia eosta\e9rtacosta.Bcw:Sh | Calculations are designed to 1997 UBC Requirements | Moduli: Em=fm* 750.00 Moduli: Ev = Em * 0.40 1 Analysis Data | Height/Length (H/L)*3 Rel. Defl Sum Rigidity Rigidity = .001/Defi % Force to Pier Shear to Pier Relative Defl* 10*5 M / (VDepth) Em Ev Pier #1 0.2682 0.0193 0.0915 11,696.07 10923.616 0.93 28.766 k 0.00 in 0.134 1125,000.0 450,000.0 Pier #2 1.8325 6.1536 1.2946 772.457 0.07 2.034 k 0.00 in 0.916 1125,000.0 450,000.0 psi psi (Summary | Shear Reinforcing... fv=V/(12"esfjd} Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier#1 19.23 psi 66.38 psi 99.57 psi Not Req'd inA2/ft 1 05.43 k-ft 24.60ft 0.13in2 Pier #2 9.29 psi 51.56 psi 79.42 psi Not Req'd inA2/ft 7.46 k-ft 3.60 ft 0.06 in2 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 5:25PM, 4AUG04 Rev: 560100 __ _. _ . . rt _ Panp 1 hiuser KW-06M3. v« s.6 .1. 25-oct-2oo2 Masonrv Pier Ana vsis & Desicin 9 1. 1(c)1983-2002 ENERCALC Engineering Software mawwillj riCl r-nimjfOlO <* l_/C=»iyil c:\1projecft60647-lB costa\egrtlacosia.ecw:Sh | Description Line 3 General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L)A3 Rel. Defl Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative DefT10A5 M / (VDepth) Em Ev (roof) Pierfrl 7.33ft 3.67ft Sin 0.90 Fix-Fix 1 ,500 psi 24,000 psi Yes Sin Pier #1 1.9973 7.9673 1.5510 4,115.84 644.737 0.16 1.927k 0.00 in 0.999 1125,000.0 450,000.0 12.30 k 4 1.33 Pier #2 7.33ft 10.00ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #2 0.7330 0.3938 0.2881 3.471.107 O.S4 10.373 k 0.00 in 0.367 1125,000.0 450,000.0 Calculations are designed to 1997 UBC Requirements | Moduli: Em = fm * 750.00 Moduli: Ev = Em* 0.40 1 1 psi psi 1 Summary | Shear Reinforcing... fv=V/(12*est*jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pler#1 9.59 psi 46.63 psi 77.30 psi Not Req'd inA2/ft 7.06 k-ft 3.30ft 0.07 in2 Pier #2 18.96 psi 62.39 psi 93.58 psi Not Req'd inA2/ft 38.02 k-ft 9.00ft 0.13 in2 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job #60647 Date: 5:25PM, 4AUG04 Rev; 560100 __ _....*—.. Dan*. 1 bUser KW-06093,Ver 5.6,1, 25-Oct-2002 MdSOniV PlPT Analv^l^ A DeSlfJIl raye i •(c)1 983-2002 ENERCALC Engineering Software IWI««WIIIJF • •»• J-«ieii j«i« w «*B^iyi • c:\1praject\60647-la costa\egrUacosta.ecw:Sli | Description Line 3 General Information Total Lateral Force Seismic Zone Load Duration Factor (2nd) Calculations are designed to 1997 UBC Requirements | 29.50 k Moduli: Em = fm * 750.00 4 Moduli: Ev = Em * 0.40 1.33 Shear Pier Data | Pier Height Pier Length Wall Thickness "J" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Pier #1 7.33ft 27.33ft 8 in 0.90 Fix-Fix 1 ,500 psi 24,000 psi Yes Sin Analysis Data | Height/Length {H/L)A3 Rel. Defl Sum Rigidity Rigidity = .001 /Defl % Force to Pier Shear to Pier Relative Defl * 10A5 M / (VDepth) Em Ev 1 Summary | Shear Reinforcing... fv=V/(12*est'jd) Fv: w/o Rernf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier#1 0.2682 0.0193 0.0915 10,923.62 10923.616 1.00 29.500 k 0.00 in 0.134 1125,000.0 psi 450,000.0 psi Pier #1 19.73 psi 66.38 psi 99.57 psi Not Req'd inA2/ft 108.1 2 k-ft 24.60ft 0.14in2 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job #60647 Date: 5:25PM, 4AUG04 30. Rev: 560100 _, User KW-06093, Ver 5.6.1, 25-Oct-2002 MaSOflCV PlfiT An(c)1983-2002 ENERCALC Engineering Software mw^wnij iwi *-»• Description Line 4 General Information Total Lateral Force Seismic Zone Load Duration Factor (2nd) 35.00 k 4 1.33 alv^fo & Dp^inn Page 1cai/^10 v* woi^n c:\1project\6Q647-la costa\egrtlacosta.ecw:Sh Calculations are designed to 1997 UBC Requirements Moduli: Em - fm * 750.00 Moduli: Ev - Em * 0.40 I \ Shear Pier Data | Pier Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L)A3 Rel. Defl Sum Rigidity Rigidity = .001/Defi % Force to Pier Shear to Pier Relative Defl * lO^ M / (NTDepth) Em Ev Pier#1 7.33ft 12.00ft 8 in 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #1 0.6108 0.2279 0.2289 11,820.93 4,368.057 0.37 12.933k 0.00 in 0.305 1125,000.0 450,000.0 Pier #2 7.33ft 12.67ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #2 0.5785 0.1936 0.2144 4,665.073 0.39 13.813 k 0.00 in 0.289 1125,000.0 450,000.0 Pier #3 7.33ft 8.50ft Sin 0.90 Fix-Fix 1 ,500 psi 24,000 psi Yes Sin Pier #3 0.8624 0.6413 0.3587 2,787.802 0.24 8.254 k 0.00 in 0.431 1125,000.0 psi 450,000.0 psi \ 1 Summary | Shear Reinforcing... fv=V/(12*est*jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 19. 70 psi 63.44 psi 95. 16 psi Not Req'd inA2/ft 47.40 k-ft 10.80ft 0.14in2 Pier #2 19.92 psi 63.71 psi 95.57 psi Not Req'd inA2/ft 50.62 k-ft 11.40 ft 0.14 in2 Pier #3 17.75 psi 6 1.28 psi 91. 92 psi Not Req'd inA2/ft 30.25 k-ft 7.65ft 0.12 in2 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description: New building Scope: Job #60647 Date: 5:20PM, 5AUG04 Rev: 560100User: KW-06093, Ver 5.6.1, 25-Oct-20Q2{c)1983-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 1 c:\1prcject\60647-la costa\egfMacosta.ecw:Sh Description Line A wall General Information Total Wall Height 25.000 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Applied Loads Short Term Lateral L< Load #1 16.400 k #2 19.700 k iads... Height 25.000 ft 12.500 ft Calculations are designed to AC1 318-95 and 1997 UBC Requirements Seismic Factor 0.0000 Seismic Zone 4 Min Wall As% for Bending 0.0014 Overburden Weight 110.00 psf Vertical Loads... Dead Live Short Term Vertical Horiz. #1 0.700 0.800 k 25.000 20.665 ft #2 0.950 3.430 k 12.500 20.665 ft i \ Wall Data ^^ | Analysis Height Wall Offset Wall Length Wall Thickness f c : Concrete Fy : Rebar Effective Depth Bottom 0.00ft (datum) ft 41.330ft 8.000 in 3,000.0 psi 60,000.0 psi 33.064 ft ( iV ^ *"*"**'" T v t s Wall Analysis Vs: Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu * Vs * Factors) Vu: Applied Nu: Axial Mu: Moment vc * .85 vn:max = 10 * sqrt{fc) 36.10k 656.2 k-ft -656.2 k-ft k k 50.540k 15.92 psi 148.07k 918.75 k-ft 161.566 psi .6 328.63 psi psi psi psi psi 1 Summary f Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Footing Bottom 50.54k 0.19in2 0.12in2 9 18.75 k-ft 4.44 ir\2 1 fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 2.500 ft Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width 2.000 ft 41.330ft 2.000 ft 45.330 ft 7.555 ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 5:20PM, 5AUG04 Rev: 560100User KW-06093, Ver 5.6.1, 25-Oct-2002 (c)198S-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 2 c:\1 projed\60647-la costa\egr\lacosta.ecw:Sh Description Line A wall Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerllne... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Service Loads ACI Ea. 9-1 139.84 k 197.05k 0.00 k-ft 0.00 k-ft 710.40 k-ft 710.40 k-ft 0.000 ft 0.000 ft -5.080 ft 5.080 ft ACI Ea. 9-2 & 9-3 195.78k 994.56 k-ft 994.56 k-ft -5.080 ft 5.080 ft \ Overall Wall & Footing Stability | Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min.As%= 0.0014 Overturning Moment Resisting Moment 710.40 k-ft 3,169.56 k-ft 710.40 k-ft 3,169.56 k-ft 15.357 psi Allowable 15.357 psi Mu Ru As % Rea'd 14.28 k-ft 30.18 psi 0.0014 14.28 k-ft 30.18 psi 0.0014 Stability Ratio 4.462 : 1 4.462 : 1 93.1 13 psi As Rea'd 0.609 in2 0.609 in2 Soil Pressures | Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Service ACI Ea. 9-1 1,234.01 1,738.81 psf 1,234.01 1,738.81 psf Soil Pressures w/ Short Term Load Applied To Left Service @ Left Side of Footing @ Right Side of Footing 2,063.75 psf 404.27 psf Soil Pressures w/ Short Term Load Applied To Right Service @ Left Side of Footing @ Right Side of Footing 404.27 psf . 2,063.75 psf ACI Ea. 9-2 & 9-3 2,889.25 psf 565.97 psf ACI Ea. 9-2 & 9-3 565.97 psf 2,889.25 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-1 & 9-2 ST 1.700 ....seismic = ST *: 1.100 ACI 9-2 Group Factor 0.750 UBC 1921 ACI 9-3 Dead Load Factor 0.900 UBC 1921 ACI 9-3 Short Term Factor 1 .300 2.7 "1.4" Factor 1.400 2.7 "0.9" Factor 0.900 I Gouvis Engineering Newport Beach, Ca Title: La Costa Glen Hillside Dsgnr: dw Description : New building Scope : Job #60647 Date: 520PM, 5AUG04 Rev: 560100 User: KW-06093, Ver 5.6.1,25-Oct-2002 (0)1983-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 1 c:\1pfoject\60647-la costa \egrtlacosta.ecw:SM Description Line B wall General Information Total Wall Height Concrete Weight Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 25.000ft 145.000 pcf Live & Short Term Load Combined Applied Loads Short Term Lateral Loads... #1 19.110 k #2 7.600 k Vertical Heigh_t_ 25.000 ft #1 12.500 ft #2 Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight Loads... Dead Live Short Term 4.320 4.800 k 2.520 9.000 k 0.0000 4 0.0014 110.00 psf 1 Vertical Horiz. 25.000 6.000 ft 12.500 6.000ft Wall Data |j Analysis Height Wall Offset Wall Length Wall Thickness f c : Concrete Fy : Rebar Effective Depth Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs * Factor(s) Vu : Applied Nu : Axial Mu : Moment vc * .85 vn:max = 10 * sqrt{f c) * Bottom 0.00ft (datum) ft 12.000ft 8.000 in 3,000.0 psi 60,000.0 psi 9.600 ft Bottom 26.71 k 572.7 k-ft -572.7 k-ft 22.91 k 22.91k 37.394k 40. 58 psi 69.50k 801 .85 k-ft 81. 123 psi .6 328.63 psi 2nd Level 12.500 ft ft 12.000ft 8.000 in 3,000.0 psi 60,000.0 psi 9.600 ft 2nd Level k k-ft k-ft 50.06 k 50.06k k psi k k-ft psi psi 3rd Level 12.500 ft ft 12.000ft 8.000 in 3,000.0 psi 60,000.0 psi 9.600 ft 3rd Level 19.11k 238.9 k-ft -238.9 k-ft 2.34k 2.34k 26.754 k 29.03 psi 33.07 k 334,42 k-ft 144.381 psi 328.63 psi psi * psi 1 Summary |~ Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 37.39k 0.24 in2 0.24 in2 801 .85 k-ft 2.10in2 2nd Level k 0.00 in2 in2 k-ft In2 3rd Level 26.75 k 0.19 in2 0.12 in2 334.42 k-ft 1.29in2 Footing \ fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 5.500 ft Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width 5.000 ft 12.000 ft 5.000 ft 22.000 ft 3.667 ft Gouvis Engineering Newport Beach, Ca Title: La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job #60647 Date: 5:20PM, 5AUG04 Rev: 560100User: KW-06093, Ver 5-6.1, 25-Oct-2002 (c)1963-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 2 c:\1protect\60647-la costategf\lacosta.ecw;Sh Description Line B wall Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min. As%= 0.0014 Soil Pressures Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Service Loads 88.39 k 0.00 k-ft 612.81 k-ft 612.81 k-ft 0.000 ft -6.933 ft 6.933 ft ACI Ea. 9-1 127.88 k 0.00 k-ft 0.000 ft Overturning Moment Resisting Moment 612.81 612.81 79.861 79.861 Mu 218.93 k-ft 21 8.93 k-ft Servjce 730.48 730.48 k-ft 972.26 k-ft k-ft 972.26 k-ft psi Allowable psi Ru As% Req'd 210.36 psi 0.0037 210.36 psi 0.0037 ACI Ea. 9-1 1, 056.88 psf 1,056.88 psf ACI Ea. 9-2 & 9-3 123.74 k 857.94 k-ft 857.94 k-ft -6.933 ft 6.933 ft Stability Ratio 1.587 : 1 1.587 : 1 93.1 13 psi As Req'd 3.506 in2 3.506 in2 \ \ Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing @ Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right @ Left Side of Footing @ Right Side of Footing Service 2,634.46 psf 0.00 psf Service 0.00 psf 2,634.46 psf ACI Ea. 9-2 & 9-3 3,688.25 psf 0.00 psf ACI Ea. 9-2 & 9-3 0.00 psf 3,688.25 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 AC! 9-1 &9-2 LL 1.700 ACI 9-1 & 9-2 ST 1.700 ....seismic = ST *: 1.100 ACI 9-2 Group Factor 0.750 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "1.4" Factor UBC 1921 .2.7 "0.9" Factor I 1.400 0.900 ACI 9-3 Short Term Factor 1.300 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job #60647 Date: 5:20PM, 5AUG04 R«v: 560100 User KW-06093, Ver 5.6.1, 25-Oct-2002 (c)l 963-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 1 c:\1 prqjed\60647-la costa\agfMacosta.ecw:Sh Description Line D, pier 1 General Information Total Wall Height 7.330 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Applied Loads Short Term Lateral Loads... Load Height #1 9.000 k 7.330 ft Calculations are designed to ACI 318-95 and 1997 UBC Requirements | Seismic Factor 0.0000 Seismic Zone 4 Min Wall As% for Bending 0.0014 Overburden Weight 1 10.00 psf 1 Vertical Loads... Dead Live Short Term Vertical Horiz. #1 32.000 6.100 k 7.330 3.670 ft Wall Data | Analysis Height Wall Offset Wall Length Wall Thickness f c : Concrete Fy : Rebar Effective Depth Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs * Factors) Vu : Applied Nu : Axial Mu : Moment Bottom^ 0.00ft ( datum ) ft 7.330ft 0.250 in 3,000.0 psi 60,000.0 psi 5.864ft Bottom 9.00k 66.2 k-ft -65.8 k-ft k k 12.600k 716.23 psi 53.57k 92.62 k-ft 1 vc * .85 465.564 psi vn:max = 10 * sqrt(f c) * .6 328.63 psi psi psi psi psi 1 Summary |~ Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Footing Bottom 12.60k 0.01 in2 0.01 in2 92.62 k-ft 999.00 in2 1 fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 4.000 ft Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kern Width 3.000 ft 7.330ft 3.000 ft 13.330 ft 2.222 ft Gouvis Engineering Newport Beach, Ca Title : La Costa Gen Hillside Dsgnr: dw Description : New building Scope : Job #60647 Date: 5:20PM, 5AUG04 Rev: 560100User; KW-06093, Ver 5.6.1. 25-OO-2002(c)1983-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 2 c:\1projecl\60647-la costa\egr\lacosta.ecw:Sti Description Line D, pier 1 Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Win. As%= 0.0014 Soil Pressures Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Service Loads ACI Ea. 9-1 55.71 k 79.82 k 0.19 k-ft 0.28 k-ft 79.28 k-ft 79.66 k-ft 0.003 ft 0.003 ft -1.423 ft 1.430 ft Overturning Moment Resisting Moment 79.47 k-ft 371. 48 k-ft 79.47 k-ft 371.10 k-ft 27.544 psi Allowable 27.591 psl Mu Ru As % Reg'd 40.66 k-ft 53.72 psi 0.0014 40.73 k-ft 53.81 psi 0.0014 Service ACI Ea. 9-1 1,043.17 1, 494.69 psf 1.046.39 1,499.35 psf Soil Pressures w/ Short Term Load Applied To Left Service @ Left Side of Footing @ Right Side of Footing 1,714.04 psf 375.53 psf Soil Pressures w/ Short Term Load Applied To Right Service @ Left Side of Footing @ Right Side of Footing 372.31 psf 1,717.25 psf ACI Ea. 9-2 & 9-3 77.99k 11 0.99 k-ft 11 1.52 k-ft -1,423ft 1.430ft Stability Ratio 4.675 : 1 4.670 : 1 93.1 13 psi As Rea'd 0.974 in2 0.974 in2 ACI Ea. 9-2 & 9-3 2.399.65 psf 525.74 psf ACI Ea. 9-2 & 9-3 521. 24 psf 2,404.16 psf ACI Factors (P®1" ACI, applied internally to entered loads) ACI9-1 &9-2 DL 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-1 & 9-2 ST 1.700 .... seismic = ST*: 1.100 ACI 9-2 Group Factor 0.750 UBC 1921 ACI 9-3 Dead Load Factor 0.900 UBC 1 921 ACI 9-3 Short Term Factor 1 .300 2.7 "1.4" Factor 1.400 2.7 "0.9" Factor 0.900 \ \ \ \ Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : NGW building Scope: Job #60647 Date: 5:20PM, 5AUG04 Rev: 560100 User: KW-06093, Ver 5.6.1, 25-OO-2002fc)1983-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 1 c:\1project\60647-la coslategr\laco3la.ecw:Sh Description Line 1 wall General Information Total Wall Height 25.000 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Calculations are designed to ACI 318-95 and 1997 UBC Requirements | Seismic Factor 0.0000 Seismic Zone 4 Min Wall As% for Bending 0.0014 Overburden Weight 110.00 psf Applied Loads | Short Term Lateral Lc #1 16.500 k #2 21.100 k ads... Height 25.000 ft 12.500 ft Vertical Loads... Dead Live Short Term Vertical Horiz. #1 16.800 18.670 k 25.000 23.333 ft #2 9.800 35.000 k 12.500 23.330 ft Wall Data | Analysis Height Wall Offset Wall Length Wall Thickness f c : Concrete Fy : Rebar Effective Depth Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift ©Left End Uplift @ Right Vu = Vs * Factors) Vu : Applied Nu : Axial Mu : Moment vc*.85 vn:max=MO*sqrt(fc)* Bottom 0.00ft (datum) ft 46.670 ft 8.000 in 3,000.0 psi 60,000.0 psi 37.336 ft Bottom 37.60k 676.0 k-ft -676.5 k-ft k k 52.640k 14.69 psi 270.28k 947. 16 k-ft 166.455 psi .6 328.63 psi 1 psi psi psi psi (Summary f Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Footing Bottom 52.64k 0.19in2 0.12in2 947. 16 k-ft 5.02 in2 i fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 3.000 ft Footing Dimensions Dist. Left Wai! Length Dist. Right Total Ftg Length Kem Width 1.000 ft 46.670 ft 1.000ft 48.670 ft 8.112ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Date: Job # 60647 5:20PM, 5AUG04 Rev: 560100 User; KW-06093. Vw 5.6.1, 25-O«-2002(c)1983-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 2 c:\1 project\60647-la eosta\egfMacosta.ecw:Sh Description Line 1 wall Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Service Loads ACI Ea. 9-1 237.45 k 348.53 k 0.29 k-ft 0.48 k-ft 732.94 k-ft 732.35 k-ft -0.001 ft -0.001 ft -3.087 ft 3.084ft ACI Ea. 9-2 & 9-3 332.43 k 1,026.12 k-ft 1,025.30 k-ft -3.087ft 3.084ft I Overall Wall & Footing Stability | Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min.As%= 0.0014 Soil Pressures Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Overturning Moment Resisting Moment 732.65 k-ft 5,778.09 k-ft 732.65 k-ft 5,778.68 k-ft 0.000 psi Allowable 0.000 psi Mu Ru As % Rea'd 4.70 k-ft 8.27 psi 0.0014 4.70 k-ft 8.27 psi 0.0014 Service ACI Ea. 9-1 1,626.52 2,387.45 psf 1,626.02 2,386.65 psf Soil Pressures w/ Short Term Load Applied To Left Service @ Left Side of Footing @ Right Side of Footing 2,245.11 psf 1,007.43 psf Soil Pressures w/ Short Term Load Applied To Right Service @ Left Side of Footing @ Right Side of Footing 1,007.93 psf 2,244.61 psf Stability Ratio 7.887 : 1 7.887 : 1 93.1 13 psi As Rea'd 0.731 in2 0.731 in2 ACI Ea. 9-2 & 9-3 3, 143. 15 psf 1.410.40 psf ACI Ea. 9-2 & 9-3 1,411.10 psf 3,142.46 psf I ACI Factors (per ACI, applied internally to entered loads) | ACI 9-1 &9-2 DL 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-1 & 9-2 ST 1.700 ....seismic = ST *: 1.100 ACI 9-2 Group Factor 0.750 UBC 1921 ACI 9-3 Dead Load Factor 0.900 UBC 1921 ACI 9-3 Short Term Factor 1 .300 2.7 "1.4" Factor 1.400 2.7 "0.9" Factor 0.900 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Osgnr; dw Description : New building Scope : Job # 60647 Date: 5;2QPM, 5AUG04 Rev: 560100UMT: KW-06Q93, Ver 5,6,1, 25-Oct-2002(c)1983-2002 ENERCALC EnglneeringjSoftwarg Concrete Shear Wall Design Page 1 c:\1 projecft60647-la costa\egr\lacosta.9Cw:Sh Description Line 2 wall General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Total Wall Height 25.000 ft Seismic Factor 0.0000 Concrete Weight 1 45.000 pcf Seismic Zone 4 Live & Short Term Load Combined Min Wall As% for Bending 0.0014 Overburden Weight 110.00 psf Applied Loads | Short Term Lateral Loads... #1 #2 13.400 k 17.400 k Vertical Loads... Heiaht Dead Live Short Term 25.000 ft #1 12.580 13.900 k 12.500 ft #2 9.700 34.670 k Vertical Horiz. 25.000 17.330 ft 12.500 17.330ft Wall Data vc*.85 167,458 psi vn:max = 10 * sqrt(fc) * .6 328.63psi Analysis Height Wall Offset Wall Length Wall Thickness f c : Concrete Fy : Rebar Effective Depth Bottom 0.00ft ( datum ) ft 34.670 ft 8.000 in 3,000.0 psi 60,000.0 psi 27.736 ft Wall Analysis | Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs * Factor(s) Vu : Applied Nu : Axial Mu : Moment Bottom 30.80 k 552.1 k-ft -552.9 k-ft k k 43.120k 16.19 psi 216.49k 774.00 k-ft psi psi psi psi (Summary f Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 43.12k 0.19in2 0.12 in2 774.00 k-ft 3.73 in2 Footing k fc Fy Rebar Cover Footing Thickness Width 3.000.0 psi 60,000.0 psi 3.500 in 18.00 in 3.000 ft Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width 1.000ft 34.670 ft 1.000ft 36.670 ft 6.112ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope : Date: Job # 60647 5:20PM, 5AUG04 Rev: 560100User: KW-06093. Ver 5.6.1, 25-Oct-2002 (0)1983-2002 EIMERCALC Engineering Software Concrete Shear Wall Design Page 2 c:\1 projecft60647-Ja cgsta\eg(Macosta.ecw:Sh Description Line 2 wall Wall & Footing Stability... | Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min. As % - 0.0014 Service Loads 188.12 k 0.35 k-ft 599.05 k-ft 598.35 k-ft -0.002 ft -3.184 ft 3.181 ft Overturning Momenl 598.70 k-ft 598.70 k-ft 0.000 psi 0.000 psi Mu 5.43 k-tt 5.43 k-ft ACI Ea. 9-1 277.94k 0.57 k-ft -0.002 ft Resisting Moment 3,448.85 k-ft 3,449.56 k-ft Allowable Ru As % Rea'd 9.56 psi 0.0014 9.56 psi 0.0014 ACI Ea. 9-2 & 9-3 263.37 k 838.68 k-ft 837.68 k-ft -3.184ft 3.181 ft 1 Stability Ratio 5.761 : 1 5.762 : 1 93.1 13 psi As Req'd 0.731 in2 0.731 in2 Soil Pressures | Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Service 1,710.57 1,709.51 ACI Ea. 9-1 2,527.36 psf 2,525.66 psf Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing @ Right Side of Footing 2 Soil Pressures w/ Short Term Load Applied To Right @ Left Side of Footing @ Right Side of Footing 2 Service 601.03 psf 819.05 psf Service 820.10 psf 599.98 psf ACI EQ. 9-2 & 9-3 3,641 .45 psf 1,146.67 psf ACI Ea. 9-2 & 9-3 1,148.1 4 psf 3,639.97 psf ACI Factors {per ACI, applied internally to entered loads) AC! 9-1 & 9-2 DL 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-1 & 9-2 ST 1.700 ....seismic = ST * : 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 -1.4" Factor UBC 1921 .2.7 "0.9" Factor I 1.400 0.900 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 5:20PM, 5AUG04 Rev: 560100 User KW-06093, Ver 5.6.1. 25-Od-2002 (c)1983-2002 ENERCALC Engineering Software Concrete Shear Wai! Design Page 1 c:\1prgject\6Q647-la costa\egrtlacosla.ecw:Sh Description Line 3 wall General Information Total Wall Height 25.000ft Concrete Weight 1 45.000 pcf Live & Short Term Load Combined Applied Loads Short Term Lateral Lc #1 12.300 k #2 17.200 k ads... Height 25.000 ft 12.500 ft Calculations are designed to ACI 318-95 and 1997 UBC Requirements | Seismic Factor 0.0000 Seismic Zone 4 Min Wall As% for Bending 0.0014 Overburden Weight 1 10.00 psf I Vertical Loads- Dead Live Short Term Vertical Horiz. #1 9.800 10.900 k 25.000 13.660ft #2 12.900 46.000 k 12.500 13.660 ft Wall Data | Analysis Height Wall Offset Wall Length Wall Thickness f c : Concrete Fy : Rebar Effective Depth Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs * Factor(s) Vu : Applied Nu : Axial Mu : Moment vc ' .85 vn:max= 10*sqrt(fc)* Bottom 0.00ft (datum) ft 27.330 ft 8.000 in 3,000.0 psi 60,000.0 psi 21.864ft Bottom 29.50k 522.1 k-ft -522.9 k-ft k k 41.300k 19.68 psi 203.91 k 732.06 k-ft 170.1 51 psi .6 328.63 psi 1 psi psi psi psi 1 Summary f Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Footing Bottom 41.30k 0.19in2 0.12in2 732.06 k-ft 2.94in2 *fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 3.500 ft Footing Dimensions Dtet Left Wall Length Dist. Right Total Ftg Length Kern Width 2.500 ft 27.330 ft 2.500 ft 32.330 ft 5.388 ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Date: Job # 60647 5:20PM, 5AUG04 Rev: 560100 User: KW-06093, Ver 5.6.1. 25-Oct-2Q02(c)1983-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 2 c:\1prcHect\60647-la costa\egr\lacosta.ecw:Sh Description Line 3 wall Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min.As%= 0.0014 Soil Pressures Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Service Loads ACI Ea. 9-1 180.70 k 270.05k 0.40 k-ft 0.64 k-ft 567.15 k-ft 566.35 k-ft -0.002 ft -0.002 ft -3.139 ft 3.134 ft Overturning Moment Resisting Moment 566.75 k-ft 2,920.64 k-ft 566.75 k-ft 2,921 .44 k-ft 30.444 psi Allowable 30.429 psi Mu Ry As % Reo'd 37.96 k-ft 57.32 psi 0.0014 37.94 k-ft 57.29 psi 0.0014 Service AC! Ea. 9-1 1,597.59 2,387.62 psf 1,596.29 2,385.51 psf AC! Ea. 9-2 & 9-3 252.98 k 794.01 k-ft 792.89 k-ft -3.139ft 3.134ft Stability Ratio 5.153 : 1 5.155 : 1 93.113 psi As Reo'd 0.853 in2 0.853 in2 \ \ \ Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing 2 @ Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right @ Left Side of Footing @ Right Side of Footing 2 Service 527.12 psf 666.76 psf Service 668.06 psf 525.82 psf ACI EQ. 9-2 & 9-3 3,537.97 psf 933.46 psf ACI Ea. 9-2 & 9-3 935.29 psf 3,536.14 psf ACI Factors (Per ACI, applied internally to entered loads) | ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1 .700 ACI 9-3 Short Term Factor ....seismic = ST *: 1.100 0.750 0.900 1.300 UBC 1921. 2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description: New building Scope: Date: Job #60647 5:20PM, 5AUG04 Rev: 560100User: KW-06093, Ver 5-6.1, 25-Oct-2002(0)1963-2002 ENERCALC Engineering Software Concrete Shear Walt Design Page 1 c:\1projecl\60647-la costategrtlacosta.awSh Description Line 4 wall General Information Total Wall Height 25.000 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Applied Loads Short Term Lateral L Load #1 15.600 k #2 19.400 k Wall Data Analysis Height Wall Offset Wall Length Wall Thickness f c : Concrete Fy : Rebar Effective Depth Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs * Factors) Vu : Applied Nu : Axial Mu ; Moment aads... Height 25.000 ft 12.500 ft Bottom 0.00ft (datum) ft 41 .800 ft 8.000 in 3,000,0 psi 60,000.0 psi 33.440 ft Bottom 35.0Q k ' 769.4 k-ft -495.5 k-ft k k 49.000k 15.26 psi 269.24k 1,077 .23 k-ft Calculations are designed to ACI 318-95 and 1997 UBC Requirements | Seismic Factor 0.0000 Seismic Zone 4 Min Wall As% for Bending 0.0014 Overburden Weight 110.00 psf » Vertical Loads... Dead Live Short Term Vertical Horiz. #1 16.000 18.000 k 25.000 22.400 ft #2 12.500 44.800 k 12.500 22.400 ft i » vc*.85 167.894 psi vn:max = 10 * sqrt(fc) * ,6 328.63psi psi psi psi psi 1 Summary f Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 49.00k 0.19in2 0.12 in2 1, 077.23 k-ft 4.49 in2 Footing | fc Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 18.00 in 3.000 ft Footing Dimensions Dist. Left 2.000 ft Wall Length 41.800ft Dist. Right 2.000 ft Total Ftg Length 45.800 ft Kem Width 7.633 ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 5:20PM, 5AUG04 Rev: 560100 User; KW-06093, Vw 5.6.1, 2WJct-2QQ2 (c)1963-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 2 c:\lprojecl\60647-la cosla\egrtiacosla.ecw:Sh Description Line 4 wall Wall & Footing Stability... I Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Service Loads 234.25 k 136.95 k-ft 548.05 k-ft 821.95 k-ft 0.585 ft -2.340 ft 3.509 ft ACI Ea. 9-1 346.79 k 219.99 k-ft 0.634 ft ACI Ea. 8-2 & 9-3 327.95 k 767.27 k-ft 1,150.73 k-ft -2.340 ft 3.509 ft Overall Wall & Footing Stability I Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min.As%= 0.0014 Soil Pressures Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Overturning Momenl 685.00 k-ft 685.00 k-ft 16.624 psi 18.547 psi 18.58 k-ft 20,71 k-ft Service 1,574.30 1,835.45 Resisting Moment 5,501.27 k-ft 5,227.37 k-ft Allowable Ru As % Req'd 32.73 psi 0.0014 36.49 psi 0.0014 ACI Ea. 9-1 2,314.19 psf 2,733.69 psf Stability Ratio 8.031 : 1 7.631 : 1 93.1 13 psi As Reo'd 0.731 in2 0.731 in2 * Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing @ Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right @ Left Side of Footing @ Right Side of Footing Service 2,227.41 psf 1,182.34 psf Service 921. 18 psf 2,488.57 psf ACI Ea. 9-2 & 9-3 3,118.38 psf 1,655.27 psf ACI Ea. 9-2 & 9-3 1,289.66 psf 3,483.99 psf ACI Factors (per ACI, applied internally to entered loads) j ACI 9-1 & 9-2 DL 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-1 & 9-2 ST 1.700 ....seismic =ST*: 1.100 ACI 9-2 Group Factor 0.750 ACI 9-3 Dead Load ACI 9-3 Short Term Factor 0.900 Factor 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 GOUVIS consulting group, inc. tel 949.752.1612 {-..;. ^ v.7:v.,;:3J : .T*. )L consulting group, inc. tel 949.752.1612 MX;Mv.7'~: -^ •fi ^ <f- consulting group, tm tel 949.752.1612 ;.:.'. V-& /;":,5j ^..A_--- .-Y(^-~^~--/^^^^^ $~*'^ - ±33%^^ ^ 3 C )47 tel 949.752.1612 •f-vf. \ ..O) Gouvfs Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr. dw Description : New building Job # 60647 Date: 3:31PM, 9AUG04 Scope : Rev: 580000 User: KW-0600093, Ver 5.8.0.1-Dec-2003 (C)1983-2003 ENERCALC Engineering Software Slender Masonry Wall Page 1 1acosta.ecw:CMU - out of Plane Description Typical wall section, 2nd floor, w/max gravity load, Line 1 or 2 Calculations are designed to 97-UBC/03-IBC/Q3-NFPA Requirements |General Information Wall Height Thickness Rebar Size Rebar Spacing Rebar Location Solid Grouted 12.50ft 8.0 in 5 24 in Center fm fyWall Wt Multiplier Medium Weight Block Fr = 4.0 * (fm)A.5 Seismic Factor 1,500.0 psi 60,000.0 psi 1.20 2.50 0.340 toads Vertical Loads... Uniform Eccentric Load... Dead Load Live Load Eccentricity Roof Concentric Load... Dead Load Live Load Roof • _ H- 360.00 #/ft 400.00 #/ft 7.00 in 0.00 #ffio.oo #m Wind Load (full height) Lateral Loads... Point Load @ height Seismic Distributed Load Dist. to Top Dist. to Bottom Seismic 19.00psf 0.00 IDS 0.00ft 0.00 #/ft 0.00ft 0.00ft I Summary |Wall Design OK 12.50ft high, S.OOin thick w/ #5 bars at 24.00in on center at, MedWt Block f m = 1,500.0psi, Fy = 60,000.0psi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 12,047.94 in-# Moment Capacity 28,598.87 in-# Mn * Phi: Moment Capacity Mu:{0.9D+1.0E),(1.2D+1.3W+fl'L+.5Lr) Mu: (1.2D+fl*L+1 .OE),{1.2D+1.6Lr+.8W) Overstress Precentage Allow Deflection: 0.007 * Height Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * f m Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.034 in Deflection Limit 1.050 in Seismic Wind 28,598.9 in-# 28,598.9 in-# 12,047.9 in-# 8,043.1 in-# 12,047.9 in-# 7,365.7 in-# 0.00 0.00 1.050 in 1.050 in 0.034 in 0.022 in 4,376.9 6,679.6 0.0034 0.0053 10.36 psi 60.00 psi 0.0034 0.0053 10.36 psi 60.00 psi P-Delta Analysis Factored Load Analysis Basic Moment without P-Delta Basic Deflection without P-Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Service Load Analysis Basic Moment without P-Delta Basic Deflection without P-Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Seismic 11,954.25 in-# 0.08 in 695.42 in-# 0.08 in 12,047.94 in-# Seismic 8,718.75 in-# 0.03 in 0.00 in-# 0.03 in 8,751.14 in-# Wind 8,001.06 in-# 0.03 in 0.00 in^# 0.03 in 8,043.08 in-# Wind 5,713.12 in-# 0.02 in 0.00 in-# 0.02 in 5,734.34 in-# Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description: New building Scope: Job #60647 Date: 3:31 PM. 9AUG04 5o. Rev: 580000 User: KW-0600093, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Slender Masonry Wall Page 2 lacosta.ecw:CMU - out of Plane Description Typical wail section, 2nd floor, w/max gravity load, Line 1 or 2 Load Summary Vertical Load Summary... DL @ Max. Mom Loc. 945.00 Ibs LL @ Max. Mom Loc. 0.00 Ibs 0.9 * Dead Load 850.50 Ibs 1.05 * Dead Load 992.25 Ibs 1.275'Live Load 0.00 Ibs Wall Weight 93.60 psf Wall Weight' Seismic Factor 44.55 psf Lateral Load Summary... 1.3 •Wind Load 1.7* Wind Load Seismic Factor * Wall Wt. 1.43 * Seismic Weight 1.87'Seismic Weight Rebar "d" Distance 24.70 psf 32.30 psf 44.55 psf 63.71 psf 83.32 psf 3.81 in Analysis Values Phi 0.80 Equivalent Solid Thickness 7.60 In Gross Area 91.20 in A-steel 0.16 in2 As - Percent 0.0034 As-Effective « (Pu + As * Fy) / Fy As-eff:Wind 0.172 in2 As-eff: Seismic 0.172 in2 'a': Compression Block 'a': Wind 0.67 in 'a1: Seismic 0.67 in Mn = Phi * As-eff * Fy * (d-a/2) Wind Seismic Em = 900 * f m n = 29E6 / Em Fr = 2.5 * (f m)A.5 Sgross Mcracking * Sgross * Fr 1-Gross l-Cracked - Wind l-Cracked - Seismic Phi: Wind Phi: Seismic Roof DL- 300.0, LL- 28,598.87 in-# 28,598.87 in-# 1350000.00 psi 21.48 96.82 ps 116.28 in 11,258.83 in 443.32 in4 35.56 in4 35.56 in4 0.800 Sketch & Diagram -0.34pBf •10paf Sewmte Factor - 0.340 Fy - eO,OOOpci fm»1,500p«f Using; #5 ® 24.00in Thick • B.OOin Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 3:31 PM, 9AUG04 5). Rev; 580000 User: KW-0600093, Ver 5.8.0.1-Oec-2003(c)1983-2003 ENERCALC Engineering Software Slender Masonry Wall Page 1 lacosta.ecw:CMU - out of Rane Description Typical wall section, 2nd floor, w/min gravity load Calculations are designed to 97-UBC/03-IBC/03-NFPA Requirements |General Information Wall Height Thickness Rebar Size Rebar Spacing Rebar Location Solid Grouted 12.50ft 8.0 in 5 24 in Center fm fyWall Wt Multiplier Medium Weight Block Fr = 4.0*(fm)A.5 Seismic Factor 1,500.0 psi 60,000.0 psi 1.20 2.50 0.340 Loads Vertical Loads... Uniform Eccentric Load...Dead Load Live Load Eccentricity Roof Concentric Load... Dead Load Live Load Roof • _ H— < 18.00 #/ft20.00 #m 7.00 in 0.00 #/ft 0.00 #ffi Wind Load (full height) Lateral Loads... Point Load @ height Seismic Distributed Load Dist. to Top Dist. to Bottom Seismic 19.00 psf 0.00 Ibs 0.00ft 0.00 #ffi 0.00ft 0.00ft | Summary |Wail Design OK 12.50ft high, S.OOin thick w/ #5 bars at 24.00in on center at, MedWt Block f m = 1,500.0psi, Fy = 60.000.0psi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 10,547.74 in-# Moment Capacity 27,695.12 in-# Mn * Phi: Moment Capacity Mu:(0.9D+1.0E),(1.2D+1.3W+f1*L+.5Lr) Mu:(1.2D+f1*L-H.OE),(1.2D+1.6lr+.8W) Overstress Precentage Allow Deflection: 0.007 * Height Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress ~ 0.04 * fm Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.030 in Deflection Limit 1.050 in Seismic Wind 27,695.1 in-# 27,695.1 in-# 10,547.7 in-# 5,916.7 tn-# 10.547.7 in-# 3,761.2 in-# 0.00 0.00 1.050 in 1.050 in 0.030 in 0.018 in 5,080.3 8,461.3 0.0034 0.0034 0.0053 0.0053 6.61 psi 60.00 psi 6.61 psi 60.00 psi P-Delta Analysis Factored Load Analysis Basic Moment without P-Delta Basic Deflection without P-Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Service Load Analysis Basic Moment without P-Delta Basic Deflection without P-Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Seismic 10,517.85 in-# 0.04 in 0.00 in-# 0.04 in 10,547.74 in-# Seismic 7,521.75 in-# 0.03 in 0.00 in-# 0.03 in 7,539.55 in-# Wind 5,899.66 in-# 0.02 in 0.00 in-# 0.02 in 5,916.66 in-# Wind 4,516.12 in-# 0.02 in 0.00 in-# 0.02 in 4,526.81 in-# Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description: New building Scope: Job #60647 Date: 3:31 PM, 9AUG04 Rev: 580000 User: KW-0600093, Ver 5.8.0. 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Slender Masonry Wall Page 2 lacosta.ecw:CMU - out of Plane Description Typical wall section, 2nd floor, w/min gravity load Load Summary Vertical Load Summary... DL @ Max. Mom Loc. 603.00 Ibs LL @ Max. Mom Loc. 0.00 Ibs 0.9 • Dead Load 542.70 Ibs 1.05B Dead Load 633.15 Ibs 1.275* Live Load 0.00 Ibs Wall Weight 93.60 psf Wall Weight * Seismic Factor 44.55 psf Lateral Load Summary... 1.3* Wind Load 1.7'Wind Load Seismic Factor * Wall Wt. 1.43 * Seismic Weight 1.87 * Seismic Weight Rebar "d" Distance 24.70 psf 32.30 psf 44.55 psf 63.71 psf 83.32 psf 3.81 in Analysis Values Phi 0.80 Equivalent Solid Thickness 7.60 in Gross Area 91.20 in A-steel 0.16 in2 As - Percent 0.0034 As-Effective = (Pu + As * Fy) / Fy As-eff:Wind 0.166 in2 As-eff: Seismic 0.166 in2 'a': Compression Block 'a': Wind 0.65 in 'a': Seismic 0.65 in Mn = Phi ' As-eff * Fy * (d-a/2) Wind Seismic Em = 900 * fm n = 29E6/Em Fr = 2.5 * (fm)A.5 Sgross Mcracking = Sgross * Fr l-Gross l-Cracked - Wind l-Cracked - Seismic Phi: Wind Phi: Seismic 27,695.12 in-# 27,695.12 in-# 1350000.00 psi 21.48 96.82 ps 116.28 in 11 ,258.83 in 443.32 in4 34.78 in4 34.78 in4 0.800 Sketch & Diagram -0.34paf -19f*f S»tam!e Factor - 0.340 Fy - eO.OOOfw fm = 1.500p«l Using: *S @ 24.00In Thick • 8.0Mn "—«).34psf SetanHcLoM Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 3:34PM, 9AUG04 Rev: 580000 User: KW-0600093, Ver 5.S.0,1-Dec-2003 {0)1983-2003 ENERCALC Engineering Software Slender Masonry Wall Page 1 lacosta.ecw:CMU - out of Plane Description Line A, 2nd floor, pier 3, 3' wide jamb Calculations are designed to 97-UBC/03-IBC/03-NFPA Requirements |General Information Wall Height Thickness Rebar Size Rebar Spacing Rebar Location Solid Grouted 12.50ft 8.0 in 5 24 in Center fm fyWall Wt Multiplier Medium Weight Block Fr = 4.0 * <fm)A.5 Seismic Factor 1,500.0 psi 60,000.0 psi 1.20 2.50 0.350 Loads Vertical Loads... Uniform Eccentric Load- Dead Load Live Load Eccentricity Roof Concentric Load... Dead Load Live Load Roof 40.00 #/ft 44.00 #/ft 7.00 in 0.00 #/ft 0.00 #/ft Wind Load (full height) Lateral Loads- Point Load @ height Seismic Distributed Load Dist. to Top Dist. to Bottom Seismic 19.00psf 0.00 Ibs 0.00ft 74.00 #/ft 12.50 ft 7.33ft 1 Summary I 12.50ft high, 8.00in thick w/ #5 bars at 24.00in on center at , MedWt Block f m = 1 ,500-Opsi, Fy = 60,000.0psi, Special Inspection Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 17,852.37 in-# Moment Capacity 27,753.46 in-# Req'd, Solid Grouted Service Load Deflection Wall Design OK : Seismic Load Governs Maximum Iterated Deflection 0.220 in Deflection Limit Seismic Mn * Phi : Moment Capacity Mu: (0.9D+1 .OE),(1 .2D+1 .3W+fTL+.5Lr) Mu: (1 .2D+f1 *L+1 .OE},(1 .2D-H .6U+.8W) Overstress Precentage Allow Deflection: 0.007 * Height Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * f m P-Delta Analysis 27,753.5 in-# 17,852.4 in-# 17,852.4 in-# 0.00 1.050 in 0.220 In 682.4 0.0034 0.0053 6. 85 psi 60. 00 psi 1.050 in Wind 27,753.5 in-# 6,052.4 in-# 3,989.7 in-# 0.00 1 .050 in 0.018 in 8,318.8 0.0034 0.0053 6.85 psi 60.00 psi 1 Factored Load Analysis Basic Moment without P-Delta Basic Deflection without P-Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Service Load Analysis Basic Moment without P-Delta Basic Deflection without P-Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Seismic 17,628.74 in-# 0.36 in 6,369.92 in-# 0.37 in 17,852.37 in-# Seismic 14,682.70 in-# 0.21 in 3,423.88 in-# 0.22 in 14,784.76 in-# Wind 6,034.06 in-# 0.02 In 0.00 in-# 0.02 in 6,052.36 in-# Wind 4,593.12 in-# 0.02 in 0.00 in-# 0.02 in 4,604.39 in-# Gouvis Engineering Newport Beach, Ca Tltte : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 3:34PM, 9AUG04 Rev: 580000User KW-0600093, Ver 5.8.0.1-D*c-2003 (c)1983-2003 ENERCALC Engineering Software Slender Masonry Wall Page 2 lacosta.ecw:CMU - out of Plane Description Line A, 2nd floor, pier 3, 3' wide jamb Load Summary Vertical Load Summary... D!_ @ Max. Mom Loc. 625.00 Ibs LL @ Max. Mom Loc. 0.00 Ibs 0.9 * Dead Load 562.50 Ibs 1.05 * Dead Load 656.25 Ibs 1.275'Live Load 0.00 Ibs Wall Weight 93.60 psf Wall Weight * Seismic Factor 45.86 psf Lateral Load Summary... 1.3 * Wind Load 1.7 * Wind Load Seismic Factor * Wall Wt. 1.43* Seismic Weight 1.87* Seismic Weight Rebar "d" Distance 24.70 psf 32.30 psf 45.86 psf 65.59 psf 85.77 psf 3.81 in Analysis Values Phi 0.80 Equivalent Solid Thickness 7.60 in Gross Area 91.20 in A-steel 0.16 in2 As - Percent 0.0034 As-Effective = (Pu + As * Fy) / Fy As-eff:Wind 0.166 in2 As-eff: Seismic 0.166 in2 'a': Compression Block 'a': Wind 0.65 in 'a': Seismic 0.65 in Mn = Phi * As-eff * Fy * (d-a/2) Wind Seismic Em = 900 * f m n = 29E6 / Em Fr * 2.5 * {f m)A.5 Sgross Mcracking = Sgross * Fr l-Gross l-Cracked - Wind I-Cracked - Seismic Phi: Wind Phi: Seismic 27,753.46 in-# 27,753.46 in-# 1350000.00 psi 21.48 96.82 ps 116.28 in 11,258.83 in 443.32 in4 34.83 in4 34.83 in4 0.800 Roof DL«40.0, LL- Sketch & Diagram -0.35pBf -IBplf Setsmte Ftctof -0.350 Fy = OO.OOOpw rni«l,5OOpel Using: *S Q 24-OOIn Thick • 8.00ln u-0.35p*f SetemicLoM Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope : Job #60647 Date: 3:34PM, 9AUG04 55. Rev: 560000 User: KW-0600093. Ver 5.8.0.1 -Dec-2003 (c)1983-2003 ENERCALC Engineering Software Slender Masonry Wall Page 1 lacosta.ecw:CMU - out of Plane Description Line D, 1st floor, 3'-6" pier General Information Wall Height 11.50ft Thickness 8.0 in Rebar Size 5 Rebar Spacing 24 in Rebar Location Center Solid Grouted Loads Vertical Loads- Uniform Eccentric Load... Dead Load 486.00 #/ft Live Load 434.00 #/ft Eccentricity 7.00 in Floor Concentric Load... Dead Load 0.00 #/ft Live Load 0.00 #/ft Floor 1 Summary | Calculations are designed to 97-UBC/03-IBC/03-NFPA Requirements | fm fyWall Wt Multiplier Medium Weight Block Fr = 4.0*{fm)A-5 Seismic Factor Wind Load (full height) Lateral Loads... Point Load @ height Seismic Distributed Load Dist. to Top Dist. to Bottom Seismic 1,500.0 psi 60.000.0 psi 1.20 2.50 0.350 1 19.00psf 0.00 Ibs 0.00ft 117.00#/ft11.50ft7.58ft Wall Design OK 1 1 .50ft high, S.OOin thick w/ #5 bars at 24.00in on center at , MedWt Block fm= 1,500-Opsi, Fy = 60.000.0psi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 19,341.12 Moment Capacity 30,321 .05 Mn * Phi : Moment Capacity Mu: (0.9D+1 .OE),(1 .2D+1 .3W+f1*L+.5Lr) Mu: (1 .2D+f1 'L+1 .OE),(1 -2D+1 .6Lr+.8W) Overstress Precentage Allow Deflection: 0.007 * Height Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po } / Ag Allowable Axial Stress = 0.04 * f m P-Delta Analysis Factored Load Analysis Basic Moment without P-Delta Basic Deflection without P-Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Service Load Analysis Basic Moment without P-Delta Basic Deflection without P-Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Service Load Deflection : Seismic Load Governs in-# Maximum Iterated Deflection 0.290 in in-# Deflection Limit Seismic 30,321.1 in-# 18,236.1 in-# 19,341.1 in-# 0.00 0.966 in 0.290 in 476.2 0.0034 0.0053 15.99psi 60.00 psi Seismic 19,015.37 in-# 0.35 in 7,756.55 in-# 0.36 in 19,341.12 in-# Seismic 17,349.53 in-# 0.28 in 6,090.71 in-# 0.29 in 17,615.18 in-# 0.966 in Wind 30,184.2 in-# 7,737.6 in-# 5,077.2 in-# 0.00 0.966 In 0.023 in 5,928.1 0.0034 0.0053 15. 99 psi 60.00 psi 1 Wind 7,700.56 in-# 0.03 in 0.00 in-# 0.03 in 7,737.65 in-# Wind 6,989.12 in-# 0.02 in 0.00 in-# 0.02 in 7,023.07 in-# Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope : Job #60647 Date: 3;34PM, 9AUG04 Rev: 580000 User: KW-06000S3, Ver 5.8.0,1-Dec-2003 (c}1933-2003 ENERCALC Engineering Software Slender Masonry Wall Page 2 lacosta.ecw:CMU - out of Rane Description Line D, 1st floor, 3'-6" pier Load Summary Vertical Load Summary... DL @ Max. Mom Loc. 1,024.20 Ibs LL @ Max. Mom Loc. 434.00 Ibs 0.9-Dead Load 921.78 Ibs 1.05'Dead Load 1.075.41 Ibs 1.275* Live Load 563.35 Ibs Walt Weight 93.60 psf Wall Weight * Seismic Factor 45.86 psf Lateral Load Summary... 1.3'Wind Load 1.7'Wind Load Seismic Factor * Wall Wt. 1.43 * Seismic Weight 1.87* Seismic Weight Rebar "d" Distance 24.70 psf 32.30 psf 45.86 psf 65.59 psf 85.77 psf 3.81 in Analysis Values 1 Phi 0.80 Equivalent Solid Thickness 7.60 in Gross Area 91.20 in A-steel 0.16 in2 As - Percent 0.0034 As-Effective = (Pu + As * Fy) / Fy As~eff:Wind 0.182 in2 As-eff: Seismic 0.183 in2 'a1: Compression Block 'a1: Wind 0.71 in 'a': Seismic 0.72 in Mn = Phi • As-eff * Fy * (d-a/2) Wind Seismic Em = 900 * f m n = 29E6 / Em Fr = 2.5*(fm)A.5 Sgross Mcracking = Sgross * Fr !-Gross l-Cracked - Wind l-Cracked - Seismic Phi: Wind Phi: Seismic Roof DL = 466.0, LL 30,184.23 in-# 30,321.05 in-# 1350000.00 psi 21.48 96.82 ps 116.28 in 11,258.83 in 443.32 in4 36.88 in4 36.99 in4 0.800 = 7.0On Sketch & Diagram -0.35pal Seismic F»dor - 0.350 Fy * OO.OOOpri rm-i.Boop«i U«ne: WS @ 24.00ln TWck • 8.00in I consulting group, inc. tel 949.752.1612 i: £06*1? r •C* i/-/_ Lateral Force on Elements [UBC97 1632] 1633.2.8.1 Fp = [ap * Ca * )p]/Rp * [1 +3 hx/hr] *Wp Max Fp = 4Ca Ip Wp = 4 Ca Wp ap = 1.5 Min Fp = 0.7Ca Ip Wp = 0.7 Ca Wp Rp = 3 hr=22 ft Ca = 0.44 lp= 1 Athx= 16.5 Fp= 1.63CaWp Final Fp = 1.63 Ca Wp = 0.72 Wp At hx = 22 Fp= 2.00 CaWp Final Fp = 2.00 Ca Wp = 0.88 Wp Average Fp = 0.80 Wp^ — Wp = 100 psf Fp = 80 psf Fp forceFp Wall Anchor-Roof 8/9/2004 Lateral Force on Elements [UBC97 1632] 1633.2.8.1 Fp = [ap * Ca * Ip]/Rp * [1+3 hx/hr] *Wp Max Fp = 4Ca Ip Wp = 4 Ca Wp ap - 1.5 Min Fp = 0.7Ca Ip Wp = 0.7 Ca Wp Rp = 3 hr = 22 ft Ca = 0.44 lp= 1 Athx= 16.5 Fp= 1.63CaWp Final Fp = 1.63 Ca Wp = 0.72 Wp At hx = 5.75 Fp= 0.89 CaWp Final Fp = 0.89 Ca Wp = 0.39 Wp Average Fp = 0.55 Wp Wp= 100 psf Fp= 55 psf Fp forceFp Wait Anchor-Floor 8/9/2004 consulting group, inc. tel 949.752.1612 /;•* 9-iL. /xl.5: ^ /£ <lr £ Diaphragm Unit Shear at Walls Roof Line 1 2 3 4 A B D Diaphragm Force kips 6.4 5.9 6.4 5.9 7.39 16.5 12.3 Diaphragm Length ft 46 36 34 48 41 40 38 Diaphragm Unit Shear #/ft 139 164 188 123 180 413 324 2nd Floor Line 1 2 3 4 A B D Diaphragm Force kips 11.8 10,5 11.8 10.5 11.4 5.18 12.3 Diaphragm Length ft 46 36 34 48 41 40 38 Diaphragm Unit Shear #/ft 257 292 347 219 278 130 324 Bookl 8/17/2004 Project Subject Job No. WOOD LEDGER BOLTS DESIGN Anchor Bolts in CMU 2nd Floor Joist//to CMU CMU (1997 UBC Table 21-E-1 & 21-F. Sec. 2107.1.5) Compressive Strength f m = 1500 psi Embedment Length lb = 5 in Spacing s = 8" horiz. & 6" vert. Anchor Bolt Diameter Allowable Tension ( B, }, Ibs Reduction Factor, Tension Allowable Shear ( Bv ), Ibs Reduction Factor, Shear 3/4" 1520 0.95 1780 1 APPLIED SERVICE LOAD Dead Load Live Load Add'l Load (Canopy, A/C) Seismic Load 35 psf 125 psf 0 Ibs 347 plf DEAD PLUS LIVE LOAD COMBINATION Vertical Load V = (35 + 125) * 2 * 2 / 2 + 0 = Tension Load T = 320 * 3.5 / 6 = Prepared By:Date 8/18/2004 Checked By: Sheet No.Rev. No. WOOD (NDS-1997 Table 8.2E) 4x14 Ledger Anchor Bolt Diameter All. Shear Parallel to Grain ( ZM ), Ibs All.Shear Perpendicular to Grain ( ZL ). Ibs 3/4" 1640 880 Purlin Spacing Purlin Length 2.00 fto.c. 2.00 ft 320 Ibs 186.7 Ibs NUMBER OF BOLTS REQUIRED Try: COMPUTED SHEAR FORCE COMPUTED TENSION FORCE N = 320 / (1.25* 880) = 1 - 3/4 In. dia. bolts 0.3 bv = 320 / 1 = 320 Ibs / bolt b,= 187/1 = 373.3 Ibs/bolt (1997 UBC, Sec. 2107.1.5.4)bv/Bv + bt/Bt<1 320 / 1780 + 373 / (1520 * 0.950 ) = 0.44 < 1 OK DEAD PLUS SEISMIC LOAD COMBINATION VerticalLoad V = 35*2*2/2 + 0 = 70 Ibs Computed Shear bv = 70 /1 = 70 Ibs / bolt Seismic Shear 347plf* 2.00/3 = 231 Ibs/bolt 231 6 = atan (70 / 231 }= 16.84 deg (1640 * 880) / [1640 * (sin8)A2 + 880 * (cos6)A2 ] =1529 >242 OK 242 Use: 1 - 3/4 in. dia. bolts Project Subject Job No. WOOD LEDGER BOLTS DESIGN Anchor Bolts In CMU 2nd Floor Line 4 - Joist Perpendicular to CMU CMU (1997 UBC Table 21-E-1 & 21-F, Sec. 2107.1.5) Compressive Strength fm = 1500 psi Embedment Length lb - 5 in Spacing s = 8" horiz. & 6" vert. Anchor Bolt Diameter Allowable Tension ( Bt ), Ibs Reduction Factor, Tension Allowable Shear ( Bv ), Ibs Reduction Factor, Shear 3/4" 1520 0.95 1780 1 APPLIED SERVICE LOAD Dead Load Live Load Add'l Load (Canopy, A/C) Seismic Load 35 psf 125 psf 0 Ibs 219 plf DEAD PLUS LIVE LOAD COMBINATION Vertical Load V = (35 + 125)*1 * 16/2 + 0 = Tension Load T = 1702 * 3.5 / 6 = Prepared By:Date 8/18/2004 Checked By: Sheet No.Rev. No. WOOD (NDS-1997 Table 8.2E) 4x14 Ledger Anchor Bolt Diameter All. Shear Parallel to Grain { ZN ), Ibs All.Shear Perpendicular to Grain ( Zi ), Ibs 3/4" 1640 880 Purlin Spacing Purlin Length 1.33 fto.c. 16.00 ft 1702 Ibs 993.1 Ibs NUMBER OF BOLTS REQUIRED Try: COMPUTED SHEAR FORCE COMPUTED TENSION FORCE = 1702/(1.25*880} = 3 - 3/4 In. dia. bolts 1.5 (1997 UBC, Sec. 2107.1.5.4)/ bv= 1702 / 3 = bt= 993/2 = + bt/B,<1 567.5 Ibs / bolt 662 Ibs / bolt 567/1780 + 662/(1520*0.950)= 0.78 OK DEAD PLUS SEISMIC LOAD COMBINATION Vertical Load V = 35* 1 * 16/2+ 0 = 372.4 Ibs Computed Shear bv = 372 / 3 = 124.1 Ibs / bolt Seismic Shear 219plf * 1.33 / 5 = 58 Ibs / bolt 124.1333- 58 6 = atan( 124/58)= 64.86 deg (1640 * 880) / [1640 ' (sin6)A2 + 880 * (cos6}A2 ] =960 >137 OK 137 Use: 3 - 3/4 in. dia. bolts Project Subject Job No. WOOD LEDGER BOLTS DESIGN Anchor Bolts in CMU Roof Line 4 - Joist Perpendicular to CMU CMU (1997 UBC Table21-E-1 &21-F, Sec. 2107.1.5) Compressive Strength fm = 1500 psi Embedment Length lb = 5 in Spacing s = 8" horiz. & 6" vert. Anchor Bolt Diameter Allowable Tension ( Bt ), Ibs Reduction Factor, Tension Allowable Shear ( Bv }, fbs Reduction Factor, Shear 3/4" 1520 0.95 1780 1 APPLIED SERVICE LOAD Dead Load Live Load Add'l Load (Canopy, A/C) Seismic Load 18 psf 20 psf 0 Ibs 188 plf DEAD PLUS LIVE LOAD COMBINATION Vertical Load V = (18 + 20} * 2 * 41 / 2 + 0 = Tension Load T = 1571 * 3.5/6 = Prepared By:Date 8/18/2004 Checked By: Sheet No.Rev. No. WOOD (NDS-1997 Table 8.2E) 4x14 Ledger Anchor Bolt Diameter All. Shear Parallel to Grain ( Z« ), Ibs All. Shear Perpendicular to Grain ( ZL ), Ibs 3/4" 1640 880 Purlin Spacing Purlin Length 2.00 fto.c. 41.33 ft 1571 Ibs 916.1 Ibs NUMBER OF BOLTS REQUIRED Try: COMPUTED SHEAR FORCE COMPUTED TENSION FORCE = 1571/(1.25*880) = 3 - 3/4 In. dia. bolts 1.4 (1997 UBC, Sec. 2107.1.5.4) bv= 1571/ 3= 523.5 Ibs/bolt b(= 916/2= 610.8 Ibs/bolt bt/Bt<1 524 / 1780 + 611 /(1520 * 0.950 ) = 0.72 < 1 OK DEAD PLUS SEISMIC LOAD COMBINATION VerticalLoad V= 18 *2*41 12 + 0 = 743.9 Ibs Computed Shear bv = 744/3= 248 Ibs/bolt Seismic Shear 188plf * 2.00 / 5 = 75 Ibs / bolt 247.98 r 75 6 = atan( 248/75)= 73.13 deg (1640 * 880) / [1640 * (sin9)A2 + 880* (cos6)A2 ] =916 > 259 OK 259 Use: 3 - 3/4 in. dia. bolts . consulting group, inc. tel 949.752.1612 fax 949.752.5321 4400 Campus Drive • Newport Beach, CA 92660 www.gouvisgroup.com Date: Project Name: Job Number: Participants: L k tel 949.752.1612 / P), ur * 7>. ^LQ_ 1 • i<- > 7,7/Kx OuQ. LLI ^ I ' J 1 fMi-lrN•3-i-ltt £y ° i1/•j^o(N 1' mvw V (I1 1 1 1 1 TO twffl >• < tN•t-HOTH 1 I 1Jfl 1 ** T" *F" in CMfN intN en.a rMRrM p2E (J o"oQ_ LU Sgtifl. 5M°I§ •s?c'Sv wEb oz00 £LLOo CDlCOg <O o o n CD m s- (M 1 CD = •<o o o to o o P£ 5 CD ?i O i 5t1 o £ ^S uo1 Z LUZg h-<isWQ:go o-p w m af S3 Nz«O mz W fi ?z £l UJ UJ 3 LU ^ D Zi_ CD S a < co< Danny Wong From: Gerry Braganza [GBraganza@tkscengineering.com] Sent: Wednesday, August 1 1 , 2004 2:53 PM To: dwong@gou visgroup.com Subject: La Costa Glen - Closed Circuit Cooling Towers Danny, Please find attached file for above subject equipment cut-sheets and steel support information. If you have any questions or require additional information, please contact the undersigned. Regards, Gerardo Braganza TKSC TSUCHIYAMA KAINO SUN & CARTER Consulting Mechanical Engineers 17911 Von Karman Avenue, Suite 250 Irvine, California 92614 Phone: (949)756-0565 Fax: (949)756-0927 Email: gbraganza@tkscengineering.com 8/11/2004 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope : Job # 60647 Date: 4:20PM, 12AUG04 Rev: 560100User: KW-06093, Ver 5.6.1, 25-Oct-2002 {0)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c:M projact\60647-la costa\agrMacosla.ecw:Eq Description Cooler Ftg (without seimic) General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-95 and 1997 UBC Requirements j 2,000.0 psf Dimensions... 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 11.000ft 11.000ft 18.00 in 24.00 in 24.00 in 0.000 in 0.0014 3.50 in Loads I Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term 56.000 k k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ...ecc along X-X Axis ...ecc along Y-Y Axis 0.000 in 0.000 in Creates Rotation about X~X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary 1 1. 00ft x1 1.00ft Max Soil Pressure Allowable 1 Footing, 18.0in Thick,w/ Column DL+LL DL+LL+ST 680.3 680.3 psf 2,000.0 2,660.0 psf "X1 Ecc, of Resultant 0.000 in "Y* Ecc, of Resultant 0.000 in X-X Min. Stability Ratio No Overturning Y-Y Min. Stability Ratio No Overturning Footing Design 0.000 in 0.000 in 1.500 :1 Support 24.00 x 24.00in x MaxMu Required Steel Area Shear Stresses.... 1-Way 2-Way Footing Design OK O.Oin high Actual 6.559 Vu 12.876 32.005 Allowable k-ft per ft 0.244 in2 per ft Vn * Phi 93. 11 3 psi 186.226 psi 1 Shear Forces Two-Way Shear One-Way Shears. Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 32.00 psi 12.88 psi 12.88 psi 12.88 psi 12.88 psi ACI 9-1 6.56 k-ft 6.56 k-ft 6.56 k-ft 6.56 k-ft ACI 9-2 32.00 psi 12.88 psi 12.88 psi 12.88 psi 12.88 psi ACI 9-2 6.56 k-ft 6.56 k-ft 6.56 k-ft 6.56 k-ft ACTS3" 20.57 psi 8.28 psi 8.28 psi 8.28 psi 8.28 psi ACI 9-3 4.22 k-ft 4.22 k-ft 4.22 k-ft 4.22 k-ft Vn ' Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 34.7 psi 34.7 psi 34.7 psi 34.7 psi As Reo'd 0.24 in2 0.24 in2 0.24 in2 0.24 in2 per ft per ft per ft per ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job #60647 Date: 4:20PM, 12AUG04 Rev: 560100 User: KW-06093, Ver 5.6.1, 25-Oct-2002 (c)1983-2Q02 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c:\1pfoject\60647-la cosla\egfMaCQSta.acw:Eq Description Cooler Ftg (without seimic) Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left Right 680.31 680.31 680.31 680.31 952.43 952.43 952.43 952.43 612.28 612.28 Top 680.31 680.31 952.43 952.43 612.28 Bottom 680.31 psf 680.31 psf 952.43 psf 952.43 psf 612.28 psf ACI Factors (Per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .. ..seismic = ST* : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2 0.900 UBC 1921. 2 1.300 7 "1.4" Factor 1.400 7 "0.9" Factor 0.900 I I Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Date; Job # 60647 4:20PM, 12AUG04 Rev: 560100 User: KW-06093, Ver 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Englnaering Software General Footing Analysis & Design Page 1 c:\1project\60647-Ja cosia\egr\lacosta.ecw:Eq Description Cooler Ftg (with seimic) General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,000.0 psf Dimensions... 1 .330 Width along X-X Axis 4 Length along Y-Y Axis 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 11.000ft 11.000ft Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % 0 Rebar Center To Edge Distance 18.00 in 24.00 in 24.00 in 0.000 in .0014 3.50 in Loads 1 Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term 28.000 k k k Creates Rotatioo about Y-Y Axis (pressures @ left & right) k-ft k-ft 72.000 k-ft Creates Rotation about Y-Y^xig (pressures @ left & right) k k k ...ecc along X-X Axis ...ecc along Y-Y Axis 0.000 in 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary | 1 1 .00ft x 1 1 .00ft Footing, 18.0in Thick,w/ Column Support 24.00 x 24.00in x DL+LL DL+LL+ST Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant 448.9 2.000.0 0.000 in 0.000 in X-X Min. Stability Ratio No Overturning Y-Y Min. Stability Ratio Footing Design 4.149 773.5 psf 2,660.0 psf 15.906 in 0.000 in 1.500 :1 MaxMu Required Steel Area Shear Stresses.... 1-Way 2-Way Footing Design OK O.Oin high Actual 6.705 Vu 12.826 16.002 Allowable k-ft per ft 0.244 in2 per ft Vn ' Phi 93.1 13 psi 186.226 psi 1 Shear Forces Two-Way Shear One-Way Shears. Vu@Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 16.00 psi 6.54 psi 6.54 psi 6.54 psi 6.54 psi ACI 9-1 3.28 k-ft 3.28 k-ft 3.28 k-ft 3.28 k-ft ACI 9-2 16.00 psi 12.83 psi 0.25 psi 6.54 psi 6.54 psi ACI 9-2 -0.15 k-ft 6.70 k-ft 3.28 k-ft 3.28 k-ft ACI 9-3 10.29 psi 8.25 psi 0.16 psi 4.20 psi 4.20 psi ACI 9-3 -0.09 k-ft 4.31 k-ft 2.11 k-ft 2.11 k-ft Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 17.3 psi 35.4 psi 17.3 psi 17.3 psi As RegJd 0.24 in2 0.24 in2 0.24 in2 0.24 in2 per ft per ft per ft per ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr dw Description : New building Scope: Job # 60647 Date: 4:20PM, 12AUG04 Rev: 560100User: KW-06093. Ver 5.6.1. 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c:\1prpject\6Q647-la costa\egrMacosta.ecw:Eq Description Cooler Ftg (with seimic) Soil Pressure Summary | Service Load Soil Pressures DL + LL DL + LL + ST Left Right 448.90 448.90 124.34 773.47 Top 448.90 448.90 Bottom 448.90 psf 448.90 psf Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 ACI Factors {per ACI, ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST * : 628.47 628.47 174.07 1,082.86 111.90 696.13 628.47 628.47 404.01 628.47 psf 628.47 psf 404.01 psf applied internally to entered loads) 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921 0.900 UBC 1921 1.300 2.7 "1.4" Factor 1.400 2.7 "0.9" Factor 0.900 I consulting group, inc. tel 949.752.1612 U . y-^'./^bH 2-' ^ 1 - — 1 r_[*v i ^ */,r^i H ^j. „..!^— ^FT consulting group, tel 949.752.1612 -...-: V-L-.:-:.;. IV ' If =^ *J Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 2:47PM, 17AUG04 Rev: 560100 User: KW-06093, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c:\1 project\60647-ta eosta\egrtiacosta.ecw:Mi Description Pilaster with metal screen General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2.000.0 psf 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Dimensions... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height 6.000ft 6.000 ft 18.00 in 32.00 in 32.00 in 0.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads 1 Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term 15.300 k 2.000 k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft 37.840 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary | 6.00ft x 6.00ft Footing Max Soil Pressure Allowable "X* Ecc, of Resultant "Y1 Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio Footing Design 18.0in Thick, DL+LL 698.1 2,000.0 0,000 in 0.000 in No Overturning 1.992 w/ Column Support DL+LL+ST 1,868.7 psf 2,660.0 psf 18.069 in 0.000 in 1.500:1 32.00 x 32.00in x 0 Max Mu Required Steel Area Shear Stresses.... 1-Way 2-Way Caution: Oin high Actual X(short)ecc>Widt Allowable 2.805 k-ft per ft YU 5.431 5.562 0.244 in2 per ft Vn * Phi 93.1 13 psi 186.226 psi 1 Shear Forces Two-Way Shear One-Way Shears. Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 5.26 psi 1.65 psi 1.65 psi 1.65 psi 1.65 psi ACI 9-1 0.96 k-ft 0.96 k-ft 0.96 k-ft 0.96 k-ft ACI 9-2 5.56 psi 5.43 psi -0.80 psi 1.61 psi 1.61 psi ACI 9-2 -0.42 k-ft 2.81 k-ft 0.93 k-ft 0.93 k-ft 3.17 psi -0.52 psi 0.91 psi 0.91 psi JI9-3 -0.27 k-ft 1.64 k-ft 0.53 k-ft 0.53 k-ft Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru / Phi 5.1 psi 14.8 psi 5.1 psi 5.1 psi As Req'd 0.24 in2 per ft 0.24 in2 per ft 0.24 in2 per ft 0.24 in2 per ft Gouvls Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Date: Job # 60647 2:47PM, 17AUG04 -n. Rev: 560100 User: KW-06093, Ver 5.6.1, 25-Oct-2002 (C)1953-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c:\1projecl\60647-la cos ta \egrtJacosla.ecw: Mi Description Pilaster with metal screen Soil Pressure Summary | Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left Right 698.06 698.06 0.00 1,868.67 993.94 993.94 0.00 2,616.14 0.00 1,547.95 Top 698.06 698.06 993.94 977.28 578.25 Bottom 698.06 psf 698.06 psf 993.94 psf 977.28 psf 578.25 psf ACI Factors (Per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2 0.900 UBC 1921.2 1.300 7 "1.4" Factor 1.400 7 "0.9" Factor 0.900 I Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description: New building Scope: Date: Job #60647 2:47PM, 17AUG04 Rev: 560100User: KW-06093. Ver 5.6.1. 2 W)ct-2002 (0)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c:\1project\60647-ta costa\egr\lacosta.eew:Mi Description Pilaster with 8" emu each side General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears- Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,000.0 psf 1.330 4 3,000.0 psi 60.000.0 psi 145.00 pcf 0.00 psf 15.300 k 12.900 k k Createsjfotation about Y-TAxis (pressures @ left & right) k-ft k-ft 68.000 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Dimensions- Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % 7.000 ft 7.000 ft 18.00 in 32.00 in 32.00 in 0.000 in n.0014 Rebar Center To Edge Distance 3.50 in ...ecc along X-X Axis ...ecc along Y-Y Axis 1 0.000 in 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary | 7.00ft x 7.00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio , 18.0in Thick, DL+LL 793.0 2,000.0 0.000 in 0.000 in No Overturning 2.000 w/ Column Support 32.00 x 32.00in x DL+LL+ST 2,1 14.7 psf MaxMu Caution: O.Oin high Actual X(short)ecc>Widt Allowable 5.365 k-ft per ft 2,660.0 psf Required Steel Area 21. 000 in _ _ n nnn in Shear Stresses.... 1-Way 1.500:1 2"Way Vu 13.954 11.044 0.244 in2 per ft Vn ' Phi 93.1 13 psi 186.226 psi Footing Design | Shear Forces Two-Way Shear One-Way Shears. Vu@Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 11.04 psi 5.16 psi 5.16 psi 5.16 psi 5.16 psi ACI 9-1 2.08 k-ft 2.08 k-ft 2.08 k-ft 2.08 k-ft ACI 9-2 10.64 psi 13.95 psi -1.68 psi 4.70 psi 4.70 psi ACI 9-2 -0.71 k-ft 5.37 k-ft 1.89 k-ft 1.89 k-ft 5.63 psi -1.08 psi 1.66 psi 1.66 psi ACI 9-3 -0.46 k-ft 2.15 k-ft 0.66 k-ft 0.66 k-ft Vn ' Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi RuJ Phi 11.0 psi 28.4 psi 11.0 psi 11.0 psi As Reo'd 0.24 in2 per ft 0.24 Jn2 per ft 0.24 in2 per ft 0.24 in2 per ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr; dw Description : New building Scope: Job #60647 Date: 2:47PM, 17AUG04 Rev: 560100 User KW-06093. Ver 5.6.1, 25-Oct-2002 {c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c:\1 projecft6Q647-la cos ta \egr\Jacosta.ecw: Mi Description Pilaster with 8" emu each side Soil Pressure Summary 1 Service Load Soil Pressures DL+LL DL + LL + ST Factored Load Soil Pressures ACi Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left Right 793.01 793.01 0.00 2,114.67 1,189.19 1,189.19 0.00 2,960.54 0.00 1,271.38 Top 793.01 793.01 1,189.19 1,110.21 476.77 Bottom 793.01 psf 793.01 psf 1,189.19 psf 1,110.21 psf 476.77 psf ACI Factors (Per AC), applied internally to entered loads) | ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921 0.900 UBC 1921 1.300 2.7 "1.4" Factor 2.7 "0.9" Factor 1.400 0.900 GOUVIS consulting group, inc. tel 949.752.1612 fax 949.752.532} 4400 Campus Drive - Newport Beach, CA 92660 www.gouvisgroup.com -H Date: Project Name: Up, Job Number: Participants: A^- ** / ;«, GOUVIS ENGINEERING CALIFORNIA CALIFORNIA /I—— \ *\M Of. ft AC TO- «L ..: V V \ i, rsf 4 ft <ft* i r .7r ^ ( 4 SHEET JOB NO CLIENT DATE , -°T Gouvls Engineering Newport Beach, Ca Title : La Costa Glen Hillside Job # 60647 y' Dsgnr: dw Date: 5:27PM, 13OCT04 Description: New building Scope : Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580001User: KW-0600093. Ver 5.8.0,1-Dec-2003(c)1983-2003 ENERCALC Enginwflng Software Cantilevered Retaining Wall Design Page 1 lacosta.ecw:RW Description 3.5nr/w Criteria Soil Data Retained Height = 3.50ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary 1 Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1,228 Ibs 1.47 in 636 psf OK 347 psf OK 2,000 nsf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning = Sliding = Sliding Calcs (Vertical Component Used) 818 psf 446 psf 4.5 psi OK 7.8 psi OK 85.0 psi 3.60 2.15 OK OK Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force= Added Force Req'd = ....for 1.5:1 Stability = 354.4 Ibs 393.8 |bs 368.3 Ibs 0.0 Ibs OK 0.0 Ibs OK Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Joe 818 517 195 322 4.48 85.00 None Spec'd None Spec'd None Spec'd Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method • [Footing Strengths & Dimensions | Heet Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure 35.0 0.0 = 350.0 = 0.0ft = 0.300 = 0.00 in fc - 2,500 psi Fy = Min. As % = Toe Width - Heel Width Total Footing Width = " Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover© Top = 3.00 in 60,000 psi 0.0014 1.00ft 1.50 Z5TT 12.00 in 0.00 in 0.00 in 0.00ft Btm.= 3.00 in Stem Construction Top Starry Heel 446 psf Oft-# Oft-# 425ft-# 7.77 psi 85.00 psi tm^fmmmi^mmm^mmmm stem OK Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 RebarSize = #4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment....Actual ft-# a Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' in = Masonry Data 0.276 214.4 250.1 905.4 3.7 19.4 20.00 6.00 84.0 5.25 psi = psi = in = fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 1,500 20,000 Yes No 25.78 1.000 7.60 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Job # 60647 Dsgnr: dw Data: 5:27PM. 13OCT04 Description : New building Scope: Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 560001 User: KW-0600093. Ver 5.8.0. l-Oec-2003 (c)196S-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 lacosta.ecw:RW Description 3.5 ft r/w Summary of Overturning & Resisting Forces & tern •leel Active Pressure = foe Active Pressure * Surcharge Over Toe = Adjacent Footing Load * Wded Lateral Load = .oad @ Stem Above Soil = 3eismid_oad = OVERTURNING.. Force Distance Ibs ft 354.4 1.50 Moments Moment ft-# 531 Total ~ 354.4 O.T.M. = 531 Resisting/Overturning Ratio = 3.60 Vertical Loads used for Soil Pressure ~ 1 ,227.6 Ibs /ertical component of active pressure used for soil pressure .6 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weights) - •6 Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total* RESISTING Force Distance Ibs ft 320.8 55.0 378.0 375.0 98.8 1,227.6 2.08 0.00 0.50 1.33 1.25 2.50 Ibs R.M s Moment ft* 668.4 27.5 504.0 468.7 246.9 1,915.6 1 8.lnMasw/#4@16.ino/c Solid Grout, #0@0.in @Heel P a S T — T E N S X O N E: O R X B B E D S U A B - O N — G f 3 A O E: DIIS X O N C A L. C: U l_ A TIO N S PAGE PT-1 1. Structural design of slab is based on recommendations by 'Design and Construction of Post-Tensioned Slabs on Ground' ,1996 Edition, published by the Post-Tensioning Institute and 2001 C.B.C. 2. This computer program covers a design procedure for the design of slab-on- ground foundations to resist the effects of expansive soils in accordance with Chapter 18 of the California Building Code. Use of this program shall be limited to buildings three stories or less in height in which gravity loads are transmitted to the foundation primarily by means of bearing walls constructed of masonry,wood or steel studs, and with or without masonry veneer. Project Name : LA COSTA GLEN NORTH (CENTRAL PLANT / MAIN OFFICE BLDG. ON THE RIGHT) LOW EXPANSI ON Project Location : CARLSBAD Project Number = 60647 Design date : 7-14-04 No. of Stories : 2 PROVIDED SOILS DESIGN INFORMATION: Soil Report By : LEIGHTON & ASSOC. Soil Report Number : 960134-005 Soil Report Date : 11-26-03 D E: s x a N R A R A n IE T E R s = ATTERBERG LIMIT: PI (Plasticity Index)= NOT GIVEN El (Expansion Index)- 50- Edge moisture variation distance: Em (Center Lift Condition)- 5.5 ft Em ( Edge Lift Condition)^ 3 ft Estimated differential movement: Yrn (Center Lift Condition)* 1 in Ym ( Edge Lift Condition)- .4 in Allowable soil bearing pressure - 2000 psf Slab-subgrade friction coefficient = .75 Soil modulus of elasticity Es (assumed if not provided) - 1000 psi MK * 5* C O N C R E T' E D E S X G N D A T A Concrete 28 days strength f'c - 3000 psi Concrete elastic modulus E - 57xSQR(f'c) = 3122 ksi Concrete creep modulus EC ~ 0.5E = 1561 ksi FOUNDATION SIZE: Foundation plan geometry ~ 83 ft long x 53 ft wide Ribbed slab thickness = 5 inches Slab surface area = 4399 sq.ft Average foundation overall thickness = 8.6 inches PAGE PT- STIFFENING BEAM SIZES: In the long direction: Exterior Beams: 2 beams @ 12.00 in. wide x 24.00 in. deep (Incl. slab) Interior Beams: 3 beams @ 12.00 in. wide x 24.00 in. deep (Incl. slab) (Average beam spacing - 13.3 ft.) In the short direction: Exterior Beams: 2 beams @ 12.00 in. wide x 24.00 in. deep (Incl. slab) Interior Beams: 6 beams @ 12.00 in. wide x 24.00 in. deep (Incl. slab) (Average beam spacing = 11.9 ft.) *£*£*: PXT STRAND DESIGN OAT A MSSICMK 7-wire 1/2 in. dia. low-relaxation strands conforming to ASTM-416 Tendon strength Fpu = 270 ksi Cross-sectional area = Aps = 0.153 sq.in Modulus of elasticity = EPS = 28,500,000 psi Maximum jacking force (to overcome friction) = Q.SFpu x Aps = 33 kips Maximum anchor force (to account for seating loss) - 0.7Fpu x Aps - 28.9 kips Maximum effective force (to account for 15 ksi prestress losses) = 0.645Fpu x A = 26.6 kips In the long direction: 15 provided slab strands at c.g.s. = 2.50 in. from top of slab 0 provided beam strands at c.g.s. - 0.00 in. from top of slab (Average strand spacing = 3.7 ft. o.c.) In the short direction: 20 provided slab strands at c.g.s. = 2.50 in. from top of slab 0 provided beam strands at c.g.s. - 0.00 in. from top of slab (Average strand spacing ~ 4.3 ft. o.c.) TOTAL STRAND QUANTITY * 2375.0 LF = 1246.9 IBS :*CSK.^ RIBBED 5L.AB SECTION PROPERTIES In the long direction: Cross-sectional area = 4320.0 in"2 Moment of inertia = 161760.0 in~4 Yt (c.g.c.) = 5.7 in Yb (c.g.c.) = 18.3 in Section modulus, St ~ 28545.9 in~3 Section modulus,, Sb - 8823.3 in"3 Beta distance (relative stiffness lengths) = (Ec x I/Es)"\25/12 ~ 10.5 ft In the short direction: Cross-sectional area - 6804.0 in"2 Moment of inertia = 257490.8 in"4 Yt (c.g.c.) = 5.7 in Yb (c.g.c.) = IS.3 in Section modulus, St = 45040.0 in"3 Section modulus, Sb = 14083.6 in"3 Beta distance (relative stiffness lengths) - (Ec x I/Es)".25/12 = 11.8 ft PAGE w:MK3*r. DESIGN LOADINGS *** UNIFORM LOADS W/0 USING CODE ALLOWED LIVE LOAD REDUCTION (psf) DL LL Roof 20 16 2nd Floor 65 125 Exterior skin weight (In the long dir.) = 2000 plf Exterior skin weight (In the short dir.) = 2000 plf Long Direction Short Direction (Exterior) (Interior) (Exterior) (Interior) TRIBUTARY WIDTHS - FT'- Roof 18.00 0.00 0.00 0.00 3rd Floor 0.00 0.00 0.00 0.00 2nd Floor 8.00 0.00 0.00 0.00 TOTAL BEAM LOADINGS (including beam self-weight) - PLF DL onlx 3180 300 2300 300 DL + LL 4468 300 2300 300 NUMBER OF BEAMS: 23 26 WEIGHTED AVERAGES - DL+LL (PLF) Average of all exterior and interior beams = 1377 plf Average of all exterior beams only - 3323 plf Average of interior beams only = 300 plf Use slab perimeter loading p = 3350 plf (for flexure and shear design only) RESULTS OF SLAB ANALYSIS **SOIL BEARING STRESSES INVESTIGATIONS** (The average bearing stresses below are conservatively based on loads carried by rectangular beams only) DL ONLY = 1394 psf OL -v LL = 1855 psf Soil pressure safety factor - 1.1 * * MC F L E X U R A L S T R ESSES IN V E S TIG A T X O N S * * * Tensile stresses are considered negative in sign conventions Allowable tensile stress - 6x5QR(fc) - -.329 ksi Modulus of rupture * 7.5xSQR(f'c) = -.411 ksi Allowable compressive stress - 0.45xf'c = 1.350 ksi PAGE PT- In the long direction : Prestress summary: Average compressive stress at edge of building = 0.092 ksi Average compressive stress at distance Beta from edge of building = 0.082 ksi Average compressive stress at center of building = 0.051 ksi Minimum number of strands required = 14.81 to overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided = 15 at average c.g.s. = 2.50 in. from top of slab Moment analysis: Calculated positive moment induced by EDGE LIFT Top compressive stress = 0.164 ksi Bottom tensile stress = -.185 ksi Calculated negative moment induced by CENTER LIFT Top tensile stress - 0.121 ksi Bottom compressive stress = -.045 ksi 1.94 ft-kips/ft 0.00 ft-kips/ft In the short direction : Prestress summary: Average compressive stress at edge of building = 0.078 ksi Average compressive stress at distance Beta from edge of building -0.067 ksi Average compressive stress at center of building = 0.052 ksi Minimum number of strands required = 19.47 to overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided = 20 at average c.g.s. = 2.50 in. from top of slab Moment analysis: Calculated positive moment induced by EDGE LIFT Top compressive stress * 0.149 ksi Bottom tensile stress - -.196 ksi Calculated negative moment induced by CENTER LIFT Top tensile stress = 0.099 ksi Bottom coropressive stress = -.037 ksi 2.25 ft-kips/ft 0.00 ft-kips/ft ac : a: *: S M E A R S L. A B CD E F L_ AND DXFFERENTXAL. : c T x o N x N v E: s T x G A T x o N s * * * In the long direction : Allowable shear stress = 1.7xSQR(f'c)+0.2fp = 0.110 ksi Allowable differential deflection at CENTER LIFT-(6xBeta or L)/360= 2.10in Allowable differential deflection at EDGE LIFT-(6xBeta or L)/720= l.OSin Actual shear stress induced by CENTER LIFT = 0.120 ksi Expexted differential deflection at CENTER LIFT ~ 1.28 in Actual shear stress induced by EDGE LIFT = 0.047 ksi Expected differential deflection at EDGE LIFT - 0.27 in In the short direction : Allowable shear stress = 1.7xSQR(f3c)+0.2fp ~ 0.106 ksi Allowable differential deflection at CENTER LIFT-(6xBeta or L)/360= 1.77in Allowable differential deflection at EDGE LIFT=(6xBeta or L)/720~ O.SSin Actual shear stress induced by CENTER LIFT = 0.136 ksi Expexted differential deflection at CENTER LIFT = 1.02 in Actual shear stress induced by EDGE LIFT = 0.045 ksi Expected differential deflection at EDGE LIFT = 0.23 in RaST-TMENSXONIED RXBBED SUAB—ON—GRADE DEIS X ON CAL.CUUATXONS PAGE PT-5 SL.AB OEISXON CRXTERXA 1. Structural design of slab is based on recommendations by "Design and Construction of Post-Tensioned Slabs on Ground* ,1996 Edition, published by the Post-Tensioning Institute and 2001 C.B.C, 2. This computer program covers a design procedure for the design of slab-on- ground foundations to resist the effects of expansive soils in accordance with Chapter 18 of the California Building Code, Use of this program shall be limited to buildings three stories or less in height in which gravity loads are transmitted to the foundation primarily by means of bearing walls constructed of masonry,,wood or steel studs, and with or without masonry veneer. Project Name : LA COSTA GLEN NORTH (CENTRAL PLANT / MAIN OFFICE BLDG. ON THE RIGHT) DYNAMIC SET TLMENT * 1.33" Project Location : CARLSBAD Project Number : 60647 Design date : 7-14-04 No. of Stories : 2 PROVIDED SOILS DESIGN INFORMATION: Soil Report By : LEIGHTON & ASSOC. Soil Report Number : 960134-005 Soil Report Date : 11-26-03 COMPRESSXBL.E: SOXL. DE:SXQN m^'^^ft^^asJR^A^^^AAJR'R^^'KA^N^SfK^JK'ftA'Kw^^^AXAwJKjKjKffm'n^^ff'K Expected max. differential settlement = 1.33 in Allowable soil bearing pressure = 2000 psf Slab-subgrade friction coefficient = .75 Soil modulus of elasticity Es (assumed if not provided) - 1000 psi CONCRETE OESXGN DATA Concrete 28 days strength fc ~ 3000 psi Concrete elastic modulus E = 57xSQR(f'c) = 3122 ksi Concrete creep modulus EC = 0.5E = 1561 ksi FOUNDATION SIZE: Foundation plan geometry = 83 ft long x 53 ft wide Ribbed slab thickness - 5 inches Slab surface area ~ 4399 sq.ft Average foundation overall thickness = 8.6 inches STIFFENING BEAU SIZES: In the long direction: Exterior Beams: 2 beams @ 12.00 in. Interior Beams: 3 beams & 12.00 in. (Average beam spacing = 13.3 ft.) In the short direction: Exterior Beams: 2 beams @ 12.00 in. Interior Beams: 6 beams @ 12.00 in. (Average beam spacing - 11.9 ft.) wide x 24.00 in. deep (Incl wide x 24.00 in. deep (Incl wide x 24.00 in. deep (Incl wide x 24.00 in. deep (Incl PAGE PT- slab) slab) slab) slab) p/T STRAND OEISXQN DATA 7-wire 1/2 in. dia. low-relaxation strands conforming to ASTM-416 Tendon strength Fpu = 270 ksi Cross-sectional area - Aps ~ 0.153 sq.in Modulus of elasticity ~ EPS = 28,500,000 psi Maximum jacking force (to overcome friction) = O.SFpu x APS - 33 kips Maximum anchor force (to account for seating loss) = Q.7Fpu x Aps = 28.9 kips Maximum effective force (to account for 15 ksi prestress losses) = 0.645Fpu x A =26.6 kips In the long direction: 15 provided slab strands at c.g.s. ~ 2.50 in 0 provided beam strands at c.g.s. - 0.00 in (Average strand spacing = 3.7 ft. o.c.) from top of slab from top of slab In the short direction: 20 provided slab strands at c.g.s. = 2,50 in. from top of slab 0 provided beam strands at c.g.s. - 0.00 in. from top of slab (Average strand spacing = 4.3 ft. o.c.) TOTAL STRAND QUANTITY * 2375.0 LF 1246.9 IBS RZBBETD SL.AB SEiCTXON PROPIERTXIES; In the long direction: Cross-sectional area = Moment of inertia = Yt (c.g.c.) Yb (c.g.c.) Section modulus, St - Section modulus, Sb = 4320.0 in"2 161760.0 in"4 5.7 in 18.3 in 28545.9 in~3 8823.3 in"3 Beta dist.(relative stiff. lengths)=(EcxI/Es/(deflect./triangle))".25/12 ft 10.5 In the short direction: Cross-sectional area = Moment of inertia = Yt (c.g.c.) Yb (c.g.c.) Section modulus, St - Section modulus, Sb = 6804.0 in~2 257490.8 in"4 5.7 in 18.3 in 45040.0 in~3 14083.6 in 3 Beta dist.(relative stiff. lengths)=(EcxI/Es/(deflect./triangle))".25/12 ft = 11.8 PAGE PT- DESXGN t-QAOXNOiS UNIFORM LOADS W/0 USING CODE ALLOWED LIVE LOAD REDUCTION (psf) DL LL Roof 20 16 2nd Floor 65 125 Exterior skin weight (In the long dir.) = 2000 plf Exterior skin weight (In the short dir.) =. 2000 plf Long Direction Short Direction (Exterior) (Interior) (Exterior) (Interior) TRIBUTARY WIDTHS - FT: Roof 18.00 0.00 0.00 0.00 3rd Floor 0.00 0.00 0.00 0.00 2nd Floor 8.00 0.00 0.00 0.00 TOTAL BEAM LOADINGS (including beam self-weight) - PLF DL only 3180 300 2300 300 DL + LL 4468 300 2300 300 NUMBER OF BEAMS: 23 26 WEIGHTED AVERAGES - DL+LL (PLF) Average of all exterior and interior beams = 1377 plf Average of all exterior beams only = 3323 plf Average of interior beams only = 300 plf Use slab perimeter loading p - 3350 plf (for flexure and shear design only) REISUL-TS OF SL-AB ANAL-YSXS - . BIEARXNG STRESSES XN VEISTXO (The average bearing stresses below are conservatively based on loads carried by rectangular beams only) DL ONLY = 1394 psf DL + LL * 1855 psf Soil pressure safety factor = 1.1 *:** RL.EXURAL. STRESSES XNVESTIG ATX QMS Tensile stresses are considered negative in sign conventions Allowable tensile stress = 6xSQR(f'c) = -.329 ksi Modulus of rupture = 7.5xSQR(f *c) - -.411 ksi Allowable compressive stress - 0.45xf c ~ 1.350 ksi PAGE PT-'€ In the long direction : Prestress summary: Average compressive stress at edge of building = 0.092 ksi Average compressive stress at distance Beta from edge of building = 0.082 ksi Average compressive stress at center of building - 0.051 ksi Minimum number of strands required = 14.81 to overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided = 15 at average c.g.s. * 2.50 in. from top of slab Moment analysis: Calculated positive moment induced by expected maximum settlement - 3.08 ft-kips/ft Top compressive stress = 0.069 ksi Bottom tensile stress = -.222 ksi In the short direction : Prestress summary: Average compressive stress at edge of building ~ 0.078 ksi Average compressive stress at distance Beta from edge of building = 0.067 ksi Average compressive stress at center of building = 0.052 ksi Minimum number of strands required = 19.47 to overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided - 20 at average c.g.s. = 2.50 in. from top of slab Moment analysis: Calculated positive moment induced by expected maximum settlement = 3.49 ft-kips/ft Top compressive stress - 0.077 ksi Bottom tensile stress = -.247 ksi SHEAR STRESSES AND DIFFERENTX Al_. SL.AB DEFL.ECTXON XNVEISTXiGATXONS In the long direction : Allowable shear stress = 1.7xSQR(f'c)+0.2fp - 0.110 ksi Allowable differential deflection =(6xBeta or L)/720= l.OSin Actual shear stress induced by expected maximum settlement = 0.085 ksi Expected differential deflection - 0.07 in In the short direction = Allowable shear stress = 1.7xSQR(f>c)+0.2fp = 0.106 ksi Allowable differential deflection =(6xBeta or O/720- 0.88in Actual shear stress induced by expected maximum settlement - 0.080 ksi Expected differential deflection = 0.07 in GOUVISI consulting group* inc. CMU SHEAR WALL DESIGN MECHANICAL BUILDING LA COSTA GLEN CENTRAL PLANT GOUVIS ENGINEERING CONSULTING GROUP (2001 CBC) SHEET JOB NO. PLAN NO. CLIENT ENGINEER DATE 60647- MECH KTGY Steve S(VER6.30) 07/09/2004 PRIMARY ROOF LOADING Pitch K = Increase for TRUSS (24" OC) PLYWOOD {1/2" } 1/2" GYP. BOARD Roofing Pitch x K x K Misc. (Insul. , Elect. .ETC. ) Total Dead Load Snow Load Live Load (psf) (psf) (psf) 00.2:12 1.00 2.40 ' 1.55 2.20 10.00 1.85 18.00 0.00 20.00 Total Load (psf)38.00 BASE HEIGHT (FT): FLOOR HEIGHT (FT) WIND HEIGHT (FT) : WIND FORCE (PSF): LEVEL: WIND LOAD(C/70.0) Ry =4.5 GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS 2001 CBC POURING MONO SECTION 1L LONGITUDINAL 0.00 BLDG HEIGHT (FT): 20.00 1-FLR: 15.00 15 20 17.36 18.51 ROOF 222. 77 SOIL TYPE: SHEET JOB NO. CLIENT PLAN NO. DATE 60647 KTGY MECH 7/12/2004 Sd TOTAL 222.77 PLF Ca = 0.44Na = 0.44(1.00) = 0.44 V = 2.5 Ca I W / 1.4 Ry=2.5(Q.44)(1.00)W/(1.4 x 4.5) = 0.1746W ROOF: DL^EQp^; = 18.0x52.0 = 936.00 LBS PL .EXT _WALL = 15 . 0 [14 (15 . 00-7 . 50} ] = 1575.00 LBS "SlfEAR =* 0.1746(936.00+1575.00) = 0.1746(2511.00) = 438.43 PLF TOTAL SESMIC LOAD = 438.43 = 438.43 PLF (438.43 PLF) ROOF : 438.43 PLF SEISMIC GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 438.43 PLF MAX SHEAR = 438.43 x 32.50 / (2 x 52.00} = 137.01 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE = 438.43 x 32.50 x 32.50 / (8 x 52.00) = USE 8 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS 1113.20 LBS OKv; - GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS 2001 CBC POURING MONO SECTION IT TRANSVERSE SHEET JOB NO. CLIENT PLAN NO. DATE 5 60647 KTGY MECH 7/12/2004 BASE HEIGHT (FT): FLOOR HEIGHT (FT) WIND HEIGHT (FT) : WIND FORCE (PSF): LEVEL: WIND LOAD(C/70.0) Rx = 4.5 0.00 BLDG HEIGHT 1-FLR: 15.00 20 18.51 FT:20.00 TOTAL 222. 77 PLF Ca = 0.44Na = 0.44(1.00) - 0.44 15 17.36 ROOF 222. 77 SOIL TYPE: Sd V - 2.5 Ca I W / 1.4 Rx - 2.5(0.44)(1.00)W/{1.4 x 4.5) = ROOF: DL ROOF = 18.0x32.5 = DL EXT WALL = 15.0[14{15.00-7.50)] = SHEAR = 0.1746(585.00+1575.00) = 0.1746(2160.00) = TOTAL SESMIC LOAD = 377.14 = ROOF ; 377.14 PLF SEISMIC GOVERN ROOF DIAPHRAGM V = MAX SHEAR = 377.14 x 41.00 / (2 x 32.50) = USE: 15/32" CDX RATED BLOCKED 24/0 W/8d COMMON NAILS AT 6", 6", 0.1746 W 585.00 LBS 1575.00 LBS 377.14 PLF 377.14 PLF (377.14 PLF) (DIAPH.ONLY) 377.14 PLF 237.89 PLF 12" O.C. CHORD FORCE = 377.14 x 41.00 x 41.00 / (8 x 32.50) = USE 16 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS 2438.37 LBS CALIFORNIA GOUVIS ENGINEERING CALIFORNIA SHEET^ : CLIENT : PLAN NO: DATE :.^p^-c^ .-^. ^^ ^ CALIFORNIA GOUVIS ENGINEERING CALIFORNIA SHEET : JOB NO : CLIENT : PLAN NO: DATE : 61 £ ' CALIFORNIA GOUVIS ENGINEERING CALIFORNIA SHEET : JOB NO : CLIENT : PLAN NO: M- DATE : g/Z5|oH x jwnwr^ Hr tel 949,752.1612 L-U. -r£> HM .k_ZjE L k /. /• - -. ' n / x- V /, |. I f * 4 t / J:' consulting group, inc. tei 949.752.1612 T;-- -iV5.' v-T |^*r-Ca?T?_.ll: HcK^ -./ 'R^ 4-4 k $)(] 8? |o & *\\ £z*4$ Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Job # 60647 Date: 5:52PM, 11 AUG04 Scope : Rev: 560100 User: KW-06093. Ver 5.6.1 . 25-Oct-2002 M (c)1 983-2002 ENERCALC Engineering Software " Description Machine General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness T : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L)A3 Re!. Defl Sum Rigidity Rigidity * .001/Defl % Force to Pier Shear to Pier Relative Defl* 10*5 M / (V*Depth) Bldg, North asonry Pier An Elevation alysis & Desion Page 1 •o1 ' c:\1pfoject\60647-l8 costaVegrMacosta.ecw:Sh Calculations are designed to 1997 UBC Requirements Pier#1 7.33ft 2.00ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier#1 3.6650 49.2291 6.6916 4,840.59 149.442 0.03 0.642k 0.00 in 1.833 Em 1125,000.0 Ev 450,000.0 20.80 k 0 1.33 Pier #2 7.33ft 10.50ft 8 in 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #2 0.6981 0.3402 0.2705 3,696.868 0.76 15.885 k 0.00 in 0.349 1125,000.0 450,000.0 Pier #3 7.33ft 4.00ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #3 1.8325 6.1536 1.2946 772.457 0.16 3.319 k 0.00 in 0.916 1125,000.0 450,000.0 Moduli: Em=fm- 750.00 Moduli: Ev = Em* 0.40 Pier #4 7.33ft 2.33ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #4 3.1459 31.1347 4.5080 221.826 0.05 0.953 k 0.00 in 1.573 1125,000.0 psi 450,000.0 psi I I I I 1 Summary | Shear Reinforcing... fv=V/(12*est'jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 3.91 psi 46.55 psi 77.27 psi Not Req'd inA2/ft 2.35 k-ft 1.80ft 0.04 in2 Pier #2 18.43 psi 62.69 psi 94.03 psi Not Req'd inA2/ft 58.22 k-ft 9.45 ft 0.19 in2 Pier #3 10.11 psi 51. 56 psi 79.42 psi Not Req'd inA2/ft 12.17 k-ft 3.60ft ,0.11 in2 Pier #4 4.98 psi 46.55 psi 77.27 psi Not Req'd inA2/ft 3.49 k-ft 2.10ft 0.05 in2 Gouvls Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Job # 60647 Date: 5:52PM, 11 AUG04 Scope : Rev: 560100 mm _. . . - _ . Dana 1 kUser Kw-O6093.ver 5.6.1, 25-oct-2oo2 Masonrv Pier Analysis & Desian 9 I(c)1 983-2002 ENERCALC Engineering Software moowiny r ici j-u icujoia « iscoi^n c:\1prqject\60647-la costa\egr\lacosta.ecw:Sh | Description Machine General Information Total Lateral Force Seismic Zone Load Duration Factor Bldg, South Elevation Calculations are designed to 1997 UBC Requirements Jj 20.80 k Moduli: Em = fm * 750.00 0 Moduli: Ev = Em* 0.40 1.33 Shear Pier Data | Pier Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L)A3 Rel. Defl Sum Rigidity Rigidity = ,001/Defl % Force to Pier Shear to Pier Relative Defl * 10*5 M / (VDepth) PierSI 8.00ft 15.00ft Sin 0.90 Fix-Fix 1 ,500 psi 24,000 psi Yes Bin PierJM 0.5333 0.1517 0.1946 8,154.38 5,137.855 0.63 13.106k 0.00 in 0.267 Em 1125,000.0 Ev (Summary | Shear Reinforcing... fv=V/(12'est*jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd 450,000.0 Pier #1 10. 64 psi 64.10 psi 96.15 psi Pier #2 7.33ft 9.00ft Sin 0.90 Fix-Fix 1,500 psi 24,000 psi Yes Sin Pier #2 0.8144 0.5402 0.3315 3,016.520 0.37 7.694 k 0.00 in 0.407 1125,000.0 psi 450,000.0 psi Pier #2 10.42 psi 61.69 psi 92.53 psi Not Req'd in*2/ft Not Req'd in*2/ft 52.42 k-ft 13.50ft 0.12 in2 2S.20 k-ft 8.10 ft 0.11 in2 \ Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job #60647 Date: 9:48AM, 12AUG04 Rev: 560100User: KW-06093, Ver 5.6.1. 25-Oct-2002 (c)1983-2Q02 ENERCALC Engineering Software Concrete Shear Wall Design Page 1 c:\lprgject\60647-la costategrtlacosta.ecwjSh Description Machine Room, South Elev, pier 1 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Total Wall Height 9.000 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight 0.0000 0 0.0014 110.00 psf Applied Loads Short Term Lateral Loads... #1 13.100 k #2 k 1 Vertical Loads... Height Dead Live Short Term Vertical Horiz. 9.000 ft #1 0.350 0.380 k 9,000 7.500 ft ft #2 35.000 k 9.000 7.500ft Wall Data | Analysis Height Wall Offset Wall Length Wall Thickness f c: Concrete Fy: Rebar Effective Depth Bottom 0.00ft (datum) ft 15.000 ft 0.250 in 3,000.0 psi 60,000.0 psi 12.000 ft Wall Analysis Bottom Vs : Story Shear 13.10k Ms w/Lat Right 117.9k-ft Ms w/Lat Left -117.9k-ft Uplift @ Left End k Uplift @ Right k Vu = Vs * Factors) 16.703k Vu: Applied 463.96 psi Nu; Axial 38.03k Mu: Moment 150.32 k-ft vc*.85 333.223 psi vn:max = 10 * sqrt(fc) * .6 465.56 psi psi psi psi psi 1 Summary f Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 16.70k 0.01 in2 0.01 in2 150.32 k-ft 0.25 in2 Footing \ fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 15.00 in 2.500 ft Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width 1.750ft 15.000ft 1.750 ft 18.500 ft 3.083 ft Gouvls Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope : Job # 60647 Date: 9:48AM, 12AUG04 R«v: 560100 User: KW-06093. Var 5.6.1, 25-Od-2002 (0)1983-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 2 c:\1 project\60647-ta coslategrMacosta jcw:Sti Description Machine Room, South Elev, pier 1 Wall & Footing Stability... I Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Service Loads ACI Ea. 9-1 49.57 k 69.52 k 0.00 k-ft 0.00 k-ft 134.27 k-ft 134.27 k-ft 0.000 ft 0.000 ft -2.709 ft 2.709 ft ACI Ea. 9-2 & 9-3 52.14k 171 .20 k-ft 171 .20 k-ft -3.284ft 3.284ft Overall Wall & Footing Stability | Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min.As%= 0.0014 Soil Pressures Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Overturning Moment Resisting Moment 134.27 k-ft 458.56 k-ft 134.27 k-ft 458.56 k-ft 15.380 psi Allowable 1 5.380 psi Mu Ru As % Rea'd 8.63 k-ft 29.00 psi 0.0014 8.63 k-ft 29.00 psi 0.0014 Service ACI Ea. 9-1 1,071.86 1,503.08 psf 1,071.86 1,503.08 psf Soil Pressures w/ Short Term Load Applied To Left Service @ Left Side of Footing @ Right Side of Footing 2,013.46 psf 130.27 psf Soil Pressures w/ Short Term Load Applied To Right Service @ Left Side of Footing @ Right Side of Footing 130.27 psf 2,01 3.46 psf Stability Ratio 3.415 : 1 3.415:1 93.1 13 psi As Reg'd 0.483 in2 0.483 in2 ACI Ea. 9-2 & 9-3 2,330.29 psf 0.00 psf AC! Ea. 9-2 & 9-3 0.00 psf 2,330.29 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-1 & 9-2 ST 1.700 ....seismic = ST * : 1.100 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-3 Dead Load Factor 0.900 UBC 1921 ACI 9-3 Short Term Factor 1 .300 2.7 "0.9" Factor 0.900 | I Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 9:48AM, 12AUG04 Rav: 560100 User: KW-06093, Ver 5.6.1. 25-Oct-2002 (c}1983-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 1 c:\1project\60647-la costaVe9r\lacosta.ecw:Sh Description Machine Room, West elev, east elev similar General Information Total Wall Height 21.000ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Applied Loads Short Term Lateral Loads... Load Height #1 15.880 k 8.330 ft #2 k ft Wall Data Analysis Height Wall Offset Wall Length Wall Thickness f c : Concrete Fy : Rebar Effective Depth Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift @ Right Vu = Vs ' Factors) Vu : Applied Nu : Axial Mu : Moment Bottom 0.00ft (datum) ft 10.500ft 0.250 in 3,000.0 psi 60,000.0 psi 8.400 ft Bottom 15.88k 132.3k-ft -132.3k-ft 3.26k 3.26k 20.247 k 803.45 psi 19.68k 1 68.66 k-ft Calculations are designed to ACI 318-95 and 1997 UBC Requirements | Seismic Factor 0.0000 Seismic Zone 0 Min Wall As% for Bending 0.0014 Overburden Weight 110.00 psf k Vertical Loads... Dead Live Short Term Vertical Hpriz. #1 0.250 0.270 k 8.330 5.250 ft #2 17.500 k 8.330 5.250ft k k vc*.85 286.406 psi vn:max = 10 * sqrt(fc) * .6 465.56psi psi psi psi (Summary f Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Footing Bottom 20.25k 0.03 in2 0.03 in2 1 68.66 k-ft 999.00 in2 k fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 15.00 tn 3.500 ft Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kem Width 2.500 ft 10.500ft 2.250 ft 15.250 ft 2.542ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Scope: Job # 60647 Date: 9:48AM, 12AUG04 Rev: 560100 User: KW-06093, Ver 5.6.1, 25-Oct-20Q2 (0)1983-2002 ENERCALC Englnaerinfl Software Concrete Shear Wall Design Page 2 c:\1 pro)ect\60647-la costa\egr\lacosta.ecw:Sh Description Machine Room, West elev, east elev similar Wall & Footing Stability... | Service Loads ACI Ea. 9-1 Total Vertical Loads Overturning Moments- No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centertine... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min. As%= 0.0014 Soil Pressures Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right 34.21 k 2.34 k-ft 149.79 k-ft 154.47 k-ft 0.068 ft -4.379 ft 4.516 ft Overturning Moment 152.13 k-ft 152.13 k-ft 34.756 psi 31. 384 psi Mu Ru 28.63 k-ft 68.72 psi 24.80 k-ft 59.53 psi 47.97 k 3.28 k-ft 0.068ft Resisting Moment 263.17 k-ft 258.49 k-ft Allowable As % Req'd 0.0015 0.0014 ACI Ea. 9-2 & 9-3 35.98k 191 .51 k-ft 196.43 k-ft -5.323ft 5.460ft Stability Ratio 1.730 : 1 1.699 : 1 93.1 13 psi As Req'd 0.746 in2 0.676 in2 | 1 Service ACI Ea. 9-1 623.67 658.11 874.58 psf 922.94 psf Soil Pressures w/ Short Term Load Applied To Left Service @ Left Side of Footing 2,007,31 psf @ Right Side of Footing 0.00 psf Soil Pressures w/ Short Term Load Applied To Right Service @ Left Side of Footing @ Right Side of Footing 0.00 psf 2,095.47 psf ACI Eg. 9-2 & 9-3 2,976.72 psf 0.00 psf ACI EQ. 9-2 & 9-3 0.00 psf 3,164.70 psf ACI Factors (per ACI, applied internally to entered loads) j ACI 9-1 &9-2 DL 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-1 &9-2 ST 1.700 ....seismic = ST* : 1.100 ACi 9-2 Group Factor 0.750 ACI 9-3 Dead Load Factor 0.900 ACI 9-3 Short Term Factor 1 .300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description: New building Scope: Job # 60647 Date: 9:48AM, 12AUG04 Rev: 560100 User: KW-06093. Ver 5.6.1, 25-Oct-2002 <c)19B3-2002 ENERCALC Engineering Software Concrete Shear Wall Design Page 1 c:\1projecl\60647-la costa\egr\lacosla.ecw:Sh Description Machine Room, North Elev, pier 2 General Information Total Wall Height 8.330 ft Concrete Weight 145.000 pcf Live & Short Term Load Combined Calculations are designed to ACI 318-95 and 1997 UBC Requirements | Seismic Factor 0.0000 Seismic Zone 0 Min Wall As% for Bending 0.0014 Overburden Weight 110.00 psf Applied Loads | Short Term Lateral L< Load #1 15.880 k #2 k jads... Height 8.330 ft ft Vertical Loads... Dead Live Short Term Vertical Horiz. #1 0.250 0.270 k 8.330 5.250 ft #2 17.500 k 8.330 5.250ft Wall Data | Analysis Height Wall Offset Wall Length Wall Thickness f c : Concrete Fy : Rebar Effective Depth Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift © Left End Uplift © Right Vu = Vs * Factors) Vu : Applied Nu : Axial Mu : Moment Bottom 0.00ft (datum) ft 10.500ft 0.250 in 3,000.0 psi 60,000.0 psi 8.400ft Bottom 15.88k 132.3k-ft -132.3k-ft 3.46k 3.46k 20.247k 803.45 psi 19.26k 1 68.66 k-ft 1 vc*.85 283.559 psi vnimax = 10 * sqrt{fc) * .6 465.56 psi psi psi psi psi 1 Summary f Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 20.25k 0.03 in2 0.03 in2 1 68.66 k-n 999.00 in2 Footing | fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.500 in 15.00 in 3.250 ft Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length Kern Width 2.500 ft 10.500 ft 2.000 ft 15.000 ft 2.500 ft Gouvis Engineering Newport Beach, Ca Title : La Costa Glen Hillside Dsgnr: dw Description : New building Job # 60647 Date: 9:48AM, 12AUG04 Scope : Rev: 560100User: KW-06093, Ver 5.6.1 , 25-Oct-2002 (0)1983-2002 ENERCALC Engineering Software Description Machine Room, Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One-Way Shear Check @ Left End of Footing @ Right End of Footing Bending Design @ Left End of Footing @ Right End of Footing Min.As%= 0.0014 Soil Pressures Soil Pressures Static Soil Pressure @ Left Static Soil Pressure @ Right Concrete Shear Wall Design North E!ev, pier 2 Service Loads ACI Eq. 9-1 32.46 k 45.52 k 4.57 k-ft 6.42 k-ft 147.56 k-ft 156.70 k-ft 0.141 ft 0.141 ft -4.546ft 4.828 ft Overturning Moment Resisting Moment 152.13 k-ft 248.02 k-ft 152.13 k-ft 238.86 k-ft 40.808 psi Allowable 33.232 psi My. Ru As % Req'd 31.15 k-ft 80.52 psi 0.0018 23.54 k-ft 60.85 psi 0.0014 Service ACI Eq. 9-1 628.31 881.13 psf 703.32 986.48 psf Page 2 lprqect\60647-te costa\egr\lacosta.ecw.Sh ACI Ed. 9-2 & 9-3 34.14k 189. 15 k-ft 198.78 k-ft -5.540ft 5.822 ft Stability Ratio 1.630 : 1 1.570 : 1 93.1 13 psi As Req'd 0.814 in2 0.628 in2 | \ \ | Soil Pressures w/ Short Term Load Applied To Left @ Left Side of Footing @ Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right @ Left Side of Footing @ Right Side of Footing Service 2,254.01 psf 0.00 psf Service 0.00 psf 2,491.58 psf ACI EQ. 9-2 & 9-3 3,573.41 psf 0.00 psf ACI Ea. 9-2 & 9-3 0.00 psf 4,174.09 psf ACI Factors (per ACI ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST * : applied internally to entered loads) 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor I 1.400 0.900 consulting group, inc. tel 949.752.1612 , j. ''-;-•- •::•:,::.'-.. f* '7 Lateral Force on Elements [UBC97 1632] 1633.2.8.1 Fp = [ap * Ca * Ip]/Rp * [1 +3 hx/hr] *Wp Max Fp = 4Ca Ip Wp = 4 Ca Wp ap= 1,5 Min Fp = OJCa Ip Wp = OJCaWp Rp= 3 hr=17 ft Ca = 0.44 lp= 1 Athx= 17 Fp = 2.00 Ca Wp Final Fp = 2.00 Ca Wp = 0.88 Wp Athx= 17 Fp = 2.00 Ca Wp Final Fp = 2.00 Ca Wp = 0.88 Wp Average Fp = 0.88 Wp Wp= 100psf 1 Fp = 88 psf Fp force Fp Wall Anchor-Roof {mech Bldg) 8/18/2004 Project Subject Job No. WOOD LEDGER BOLTS DESIGN Anchor Bolts In CMU Roof - Mech Bldg West wall - joist perpendicular to CMU CMU (1997 UBC Table 21-E-1 &21-F, Sec. 2107.1.5) Compressive Strength f m = 1500 psi Embedment Length lb = 5 in Spacing s = 8" horiz. & 6" vert. Anchor Bolt Diameter Allowable Tension ( B, }, Ibs Reduction Factor, Tension Allowable Shear ( Bv ). Ibs Reduction Factor, Shear 3/4" 1520 0.95 1780 1 APPLIED SERVICE LOAD Dead Load Live Load Add'! Load (Canopy, A/C) Seismic Load 18 psf 20 psf 0 Ibs 140 ptf DEAD PLUS LIVE LOAD COMBINATION Vertical Load V = (18 + 20)* 1 *32/2 +0 = Tension Load T = 796 * 3.5 / 6 = Prepared By:Date 8/18/2004 Checked By: Sheet No.Rev. No. WOOD (NDS-1997 Table 8.2E) 4x14 Ledger Anchor Bolt Diameter All. Shear Parallel to Grain ( Z,, ), Ibs All.Shear Perpendicular to Grain ( Zi ), Ibs 3/4" 1640 880 Purlin Spacing Purlin Length 1.33 31.50 fto.c. ft 796 Ibs 464.3 Ibs NUMBER OF BOLTS REQUIRED Try: COMPUTED SHEAR FORCE COMPUTED TENSION FORCE N = 796 / (1.25* 880} = 2 - 3/4 in. dia. bolts 0.7 bv = 796 / 2 = b, = 464 /1 = 398 Ibs / bolt 464.3 Ibs / bolt (1997 UBC, Sec. 2107.1.5,4}bv / By + b, / Bt 398 / 1780 •»- 464 / (1520 0.950 } = 0.55 < 1 OK DEAD PLUS SEISMIC LOAD COMBINATION VerticalLoad V = 18* 1 *32/2 + 0 = 377.1 Ibs Computed Shear bv = 377/2- 188.5 Ibs/ bolt Seismic Shear 140ptf M.33 /4 = 47 Ibs / bolt 188.5275- 47 194 9 = atan(189/47}= 76.13 deg (1640 * 880) / [1640 * (sin8}*2 + 880 * (cose)*2 ] =904 > 194 OK Use: 2 - 3/4 In. dia. bolts POST—TENSIONED RXBBED SLAB —ON — GRADE: DESXGN CAL.CUL.ATXOMS PAGE PT- I • OETSXGN CRXTEIRXA 1. Structural design of slab is based on recommendations by 'Design and Construction of Post-Tensioned Slabs on Ground' ,1996 Edition, published by the Post-Tensioning Institute and 2001 C.B.C. 2. This computer program covers a design procedure for the design of slab-on- ground foundations to resist the effects of expansive soils in accordance with Chapter 18 of the California Building Code. Use of this program shall be limited to buildings three stories or less in height in which gravity loads are transmitted to the foundation primarily by means of bearing walls constructed of masonry,wood or steel studs, and with or without masonry veneer. Project Name LA COSTA GLEN NORTH (MAIN MECH. BLDG. ON THE LEFT) LOW EXPANSION Project Location : CARLSBAD Project Number : 60647 Design date : 7-14-04 No, of Stories : I PROVIDED SOILS DESIGN INFORMATION: Soil Report By : LEIGHTON & ASSOC. Soil Report Number : 960134-005 Soil Report Date : 11-26-03 ^^^**^^****^***W**^*'4/'4/**'**%1'4£l*hl> EXPANSXUE: SOXL. DBSXGN PARAMETERS s ATTERBERG LIMIT: PI (Plasticity Index)* NOT GIVEN El (Expansion Index)= 50- Edge moisture variation distance: Em (Center Lift Condition)- 5.5 ft Em ( Edge Lift Condition)* 3 ft Estimated differential movement: Ym (Center Lift Condition)* 1 in Ym ( Edge Lift Condition)* .4 in Allowable soil bearing pressure - 2000 psf Slab-subgrade friction coefficient » .75 Soil modulus of elasticity Es (assumed if not provided) ~ 10QO psi CONCRETE: DESXGN DATA Concrete 28 days strength f'c - 3000 psi Concrete elastic modulus E - 57xSQR(f»c) = 3122 ksi Concrete creep modulus EC = 0.5E = 1561 ksi FOUNDATION SIZE: Foundation plan geometry - 52 ft long x 32 ft wide Ribbed slab thickness - 5 inches Slab surface area - 1664 sq.ft Average foundation overall thickness - 9.2 inches PAGE PT- STIFFENING BEAM SIZES: In the long direction: Exterior Beams: 2 beams @ 12.00 in. wide x 24.00 in. deep (Incl. slab) Interior Beams: 2 beams @ 12.00 in. wide x 24.00 in. deep (Incl. slab) (Average beam spacing ~ 10.7 ft.) In the short direction: Exterior Beams: 2 beams @ 12,00 in. wide x 24.00 in. deep (Incl. slab) Interior Beams: 3 beams @ 12.00 in. wide x 24.00 in. deep (Incl. slab) (Average beam spacing * 13.0 ft.) HSSK3* P/T STRAND DBSXON DATA *KJKVK 7-uire 1/2 in. dia. low-relaxation strands conforming to ASTM-416 Tendon strength Fpu = 270 ksi Cross-sectional area = Aps * 0.153 sq.in Modulus of elasticity = Eps = 28,500,000 psi Maximum jacking force (to overcome friction) - O.SFpu x Aps = 33 kips Maximum anchor force (to account for seating loss) - 0.7Fpu x Aps = 28.9 kips Maximum effective force (to account for 15 ksi prestress losses) = 0.645Fpu x A = 26.6 kips In the long direction: 9 provided slab strands at c.g.s. - 2.50 in. from top of slab 0 provided beam strands at c.g.s. = 0.00 in. from top of slab (Average strand spacing ~ 3.9 ft. o.c.) In the short direction: 13 provided slab strands at c.g.s. ~ 2.50 in. from top of slab 0 provided beam strands at c.g.s. = 0.00 in. from top of slab (Average strand spacing - 4.3 ft. o.c.) TOTAL STRAND QUANTITY = 928.0 LF = 487.2 LBS sKMteaK RXBBED SL.AB SECTXON PROPER TXES In the long direction: Cross-sectional area = 2832.0 in"2 Moment of inertia - 120471.9 in"4 Yt (c.g.c.) = 6.4 in Yb (c.g.c.) * 17.6 in Section modulus, St - 18929.0 in~3 Section modulus, Sb * 6831.2 in"3 Beta distance (relative stiffness lengths) = (Ec x I/Es)".25/12 = 9.8 ft In the short direction: Cross-sectional area = 4260.0 in~2 Moment of inertia = 161024.9 in"4 Yt (c.g.c.) = 5.7 in Yb (c.g.c.) = 18.3 in Section modulus, St * 28194.2 in~3 Section modulus, Sb = 8804.6 in"3 Beta distance (relative stiffness lengths) ~ (Ec x I/Es)".25/12 ~ 10.5 ft PAGE PT-3DESXGN L.QAOXNGS UNIFORM LOADS U/0 USING CODE ALLOWED LIVE LOAD REDUCTION (psf) DL LL Roof 20 16 Exterior skin weight (In the long dir.) = 2000 plf Exterior skin weight (In the short dir.) = 2000 plf Long Direction Short Direction (Exterior) (Interior) (Exterior) (Interior) TRIBUTARY UIDTHS - FT: Roof 16.00 0.00 0.00 0.00 3rd Floor 0.00 0.00 0.00 0.00 2nd Floor 0.00 0.00 0.00 0.00 TOTAL BEAM LOADINGS (including beam self-weight) - PLF OL only 2620 300 2300 300 DL + LL 2876 300 2300 300 NUMBER OF BEAMS: 22 23 WEIGHTED AVERAGES - DL+LL (PLF) Average of all exterior and interior beams = 1376 plf Average of all exterior beams only = 2357 plf Average of interior beams only = 300 plf Use slab perimeter loading p = 2400 plf (for flexure and shear design only) IRIESUL.TS OF" SL.AB ANAL-YSXS *«SOXL~ BEARXNG STRESSES XNVESTXGATXQNS:*:* (The average bearing stresses below are conservatively based on loads carried by rectangular beams only) DL ONLY = 1303 psf DL + LL = 1557 psf Soil pressure safety factor = 1.3 : FL-EXURAL. STRESSES XN VESTXG ATXONS Tensile stresses are considered negative in sign conventions Allowable tensile stress = 6xSQR(f'c) = -.329 ksi Modulus of rupture = 7.5xSQR(f'c) = -.411 ksi Allowable compressive stress = G.45xf*c = 1.350 ksi In the long direction = Prestress summary: Average compressive stress at edge of building - 0.085 ksi Average compressive stress at distance Beta from edge of building PAGE PT- 0.075 ksi Average compressive stress at center of building - 0.059 ksi Minimum number of strands required - 8.02 to overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided = 9 at average c.g.s. = 2.50 in. from top of slab Moment analysis: Calculated positive moment induced by EDGE LIFT Top compressive stress = 0.158 ksi Bottom tensile stress ~ -.154 ksi Calculated negative moment induced by CENTER LIFT Top tensile stress - 0.084 ksi Bottom compressive stress = 0.050 ksi 1.93 ft-kips/ft 1.68 ft-kips/ft In the short direction : Prestress summary: Average compressive stress at edge of building = 0.081 ksi Average compressive stress at distance Beta from edge of building =0.070 ksi Average compressive stress at center of building - 0.064 ksi Minimum number of strands required ~ 10.71 to overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided - 13 at average c.g.s. - 2.50 in. from top of slab Moment analysis: Calculated positive moment induced by EDGE LIFT Top compressive stress = 0.154 ksi Bottom tensile stress = -.197 ksi Calculated negative moment induced by CENTER LIFT Top tensile stress - 0.065 ksi Bottom compressive stress = 0.088 ksi SHEAR STRESSES AND DIFFERENTIAL SL.AB DEFLECTION INVESTIGATIONS 2.23 ft-kips/ft 1.78 ft-kips/ft *** In the long direction : Allowable shear stress = 1.7xSQR(f'c)*0.2fp - 0.108 ksi Allowable differential deflection at CENTER LIFT=(6xBeta or L)/360= 1.73in Allowable differential deflection at EDGE LIFT~(6xBeta or L)/72G= 0.87in Actual shear stress induced by CENTER LIFT = 0.064 ksi Expexted differential deflection at CENTER LIFT = 0.76 in Actual shear stress induced by EDGE LIFT = 0.034 ksi Expected differential deflection at EDGE LIFT = 0.20 in In the short direction •• Allowable shear stress = 1.7xSQR(f*c)+0.2fp = 0.107 ksi Allowable differential deflection at CENTER LIFT*(6xBeta or L)/360= 1.07in Allowable differential deflection at EDGE LIFT=(6xBeta or L)/720^ 0.53in Actual shear stress induced by CENTER LIFT = 0.108 ksi Expexted differential deflection at CENTER LIFT = 0.85 in Actual shear stress induced by EDGE LIFT = 0.043 ksi Expected differential deflection at EDGE LIFT = 0,20 in POST—TENSXONED RXBBETD SL.AB~~aN-~ GRADE DixSXGN CAL.CUUATXONS PAGE PT- 5" SUAB DIESXGN CRXTKRXA 1. Structural design of slab is based on recommendations by 'Design and Construction of Post-Tensioned Slabs on Ground* ,1996 Edition, published by the Post-Tensioning Institute and 2001 C.B.C. 2. This computer program covers a design procedure for the design of slab-on- ground foundations to resist the effects of expansive soils in accordance with Chapter 18 of the California Building Code. Use of this program shall be limited to buildings three stories or less in height in which gravity loads are transmitted to the foundation primarily by means of bearing walls constructed of masonry,wood or steel studs, and with or without masonry veneer. Project Name : LA COSTA GLEN NORTH (CENTRAL PLANT / MIN MECH. BLDG. ON THE LEFT) DYNAMIC SETTLE MENT = 1.33" Project Location : CARLSBAD Project Number = 60647 Design date : 7-14-04 No. of Stories : 1 PROVIDED SOILS DESIGN INFORMATION: Soil Report By : LEIGHTON & ASSOC. Soil Report Number : 960134-005 Soil Report Date : 11-26-03 &ib&^>ft>ft,tf,ift%kJf>&&ff>^,&,tf,it.^,^$,ft,tfi]bR,tf*X,^Rkft,t COMPRESSXBUE SOXL. DESXGN PARAMETERS Expected max. differential settlement = 1.33 in Allowable soil bearing pressure = 2000 psf Slab-subgrade friction coefficient - .75 Soil modulus of elasticity Es (assumed if not provided) - 1000 psi CONCRETE OETSXGN DATA Concrete 28 days strength f'c - 3000 psi Concrete elastic modulus E * 57xSQR(f*c) = 3122 ksi Concrete creep modulus EC = 0.5E = 1561 ksi FOUNDATION SIZE: Foundation plan geometry = 52 ft long x 32 ft wide Ribbed slab thickness = 5 inches Slab surface area - 1664 sq.ft Average foundation overall thickness = 9.2 inches STIFFENING BEAM SIZES: In the long direction: Exterior Beams: 2 beams @ 12.00 in. wide x 24 Interior Beams: 2 beams @ 12.00 in. wide x 24 (Average beam spacing = 10.7 ft.) In the short direction: Exterior Beams: 2 beams @ 12.00 in. wide x 24 Interior Beams: 3 beams 8 12.00 in. wide x 24 (Average beam spacing = 13.0 ft.) 00 00 00 00 in, in, in, in, deep (Incl, deep (Incl, deep (Incl deep (Incl PAGE PT-_£ slab) slab) slab) slab) PXT STRAND DIESXQN DATA 7-wire 1/2 in. dia. low-relaxation strands conforming to ASTM-416 Tendon strength Fpu - 270 ksi Cross-sectional area = Aps = 0.153 sq.in Modulus of elasticity = EPS = 28,500,000 psi Maximum jacking force (to overcome friction) - O.SFpu x Aps = 33 kips Maximum anchor force (to account for seating loss) = 0.7Fpu x Aps - 28.9 kips Maximum effective force (to account for 15 ksi prestress losses) = Q.645Fpu x A ~ 26.6 kips In the long direction: 9 provided slab strands at c.g.s. 0 provided beam strands at c.g.s. (Average strand spacing = 2.50 in. from top of slab 0.00 in. from top of slab 3.9 ft. o.c.) In the short direction: 13 provided slab strands at c.g.s. ~ 2.50 in. from top of slab 0 provided beam strands at c.g.s. = 0.00 in. from top of slab (Average strand spacing = 4.3 ft. o.c.) TOTAL STRAND QUANTITY = 928.0 LF 487.2 LBS RXBBETD SL.AB SECTXQN PRQPEiRTXEIS In the long direction: Cross-sectional area = Moment of inertia ~ Yt (c.g.c.) - Yb (c.g.c.) = Section modulus, St = Section modulus, Sb = Beta dist.(relative stiff ft 2832.0 in~2 120471.9 in"4 6.4 in 17.6 in 18929.0 in~3 6831.2 in~3 lengths)=(EcxI/Es/(deflect./triangle)T.25/12 9.8 In the short direction: Cross-sectional area - Moment of inertia ~ Yt (c.g.c.) Yb (c.g.c.) ~ Section modulus, St ~ Section modulus, Sb = Beta dist.(relative stiff ft 4260.0 in"2 161024.9 in~4 5.7 in 18.3 in 28194.2 in"3 8804.6 in"3 lengths)=(EcxI/Es/(deflect./triangle))'25/12 = 10.5 PAGE PT- Di£SXGN LQAOXNGS UNIFORM LOADS U/0 USING CODE ALLOWED LIVE LOAD REDUCTION (psf) DL LL Roof 20 16 Exterior skin weight (In the long dir.) = 2000 plf Exterior skin weight (In the short dir.) = 2000 plf Long Direction Short Direction (Exterior) (Interior) (Exterior) (Interior) TRIBUTARY WIDTHS - FT = Roof 16.00 0.00 0.00 0.00 3rd Floor 0.00 0.00 0.00 0.00 2nd Floor 0.00 0.00 0.00 0.00 TOTAL BEAM LOADINGS (including beam self-weight) - PLF DL only 2620 300 2300 300 DL + LL 2876 300 2300 300 NUMBER OF BEAMS: 22 23 WEIGHTED AVERAGES - DL+LL (PLF) Average of all exterior and interior beams - 1376 plf Average of all exterior beams only = 2357 plf Average of interior beams only = 300 plf Use slab perimeter loading p - 2400 plf (for flexure and shear design only) RESULTS OF SLAB ANALYSTS = acasSOXL BSEARXNO STRESSES XN VESTXG A TXQNSac:*: (The average bearing stresses below are conservatively based on loads carried by rectangular beams only) DL ONLY * 1303 psf DL + LL = 1557 psf Soil pressure safety factor = 1-3 RLEXURAL STRESSES XNVESTXGATXONS as at at Tensile stresses are considered negative in sign conventions Allowable tensile stress - 6xSQR(f!lc) = -.329 ksi Modulus of rupture ~ 7.5xSQR(f*c) = -.411 ksi Allowable compressive stress - 0.45xf'c - 1.350 ksi PAGE PT- In the long direction • Prestress summary: Average compressive stress at edge of building = 0.035 ksi Average compressive stress at distance Beta from edge of building = 0.075 ksi Average compressive stress at center of building = 0.059 ksi Minimum number of strands required = 8.02 to overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided = 9 at average c.g.s. * 2.50 in. from top of slab Moment analysis: Calculated positive moment induced by expected maximum settlement = 4.38 ft-kips/ft Top compressive stress ~ 0.089 ksi Bottom tensile stress - -.246 ksi In the short direction = Prestress summary; Average compressive stress at edge of building = 0.081 ksi Average cotnpressive stress at distance Beta from edge of building = 0.070 ksi Average compressive stress at center of building = 0.064 ksi Minimum number of strands required = 10.71 to overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided - 13 at average c.g.s. = 2.50 in. from top of slab Moment analysis: Calculated positive moment induced by expected maximum settlement = 4.28 ft-kips/ft Top compressive stress = 0.095 ksi Bottom tensile stress = -.304 ksi SHEAR STRESSES AND DIFFERENT! AL SLAB DEFLECTION XNVtESTXOATXOMS In the long direction : Allowable shear stress = 1.7xSQR(f*c)+0.2fp = 0.108 ksi Allowable differential deflection =(6xBeta or L)/720= 0.87in Actual shear stress induced by expected maximum settlement - 0.041 ksi Expected differential deflection - 0.18 in In the short direction : Allowable shear stress - 1.7xSQR(f'c)+0.2fp = 0.107 ksi Allowable differential deflection ~(6xBeta or L)/720= 0.53in Actual shear stress induced by expected maximum settlement = 0.052 ksi Expected differential deflection = 0.18 in KTGY Continuing Life Communities, LLC. Attn. Mr. James Bishop 1940 Levante Street Carlsbad, California 92009 Telephone: 760,704.6253 Fax: 760.704.6262 November 17,2004 Contract No. 78602 Subject: Plan Review II Project: La Costa Glen North Property-Phase ffl Carlsbad, California References: "Supplemental Geotechnical Investigation, La Costa Glen North, Green Valley Carlsbad, Tract 92-08, Lots 7, 8 and 9, Carlsbad California", dated November 26, 2003, Prepared by Leighton and Associates, Inc. "La Costa Glen Central Plant, Carlsbad California", Delta 1, dated October 18, 2004, Prepared by KTGY Group, Inc. "La Costa Glen Parking & Ancillary, Carlsbad California", Delta 1, dated October 18, 2004, Prepared by KTGY Group, Inc. "La Costa Glen I.L.U. Hillside 1970 Silverleaf Circle, Building 'D', Carlsbad California", Delta 1, dated October 18, 2004, Prepared by KTGY Group, Inc. Dear Mr. Bishop: As per your request, Testing Engineers-U.S. Laboratories (TE-USL) has done a plan review of the above referenced sets of plans and is providing this letter outlining our conclusions. Based on the referenced soils report the referenced plans appear to be in general accordance with the recommendations made for the construction of the foundation and ancillary structures. Testing Engineers - U.S. Laboratories 7S95 Convoy Court, Suite 18 * San Diego, California 92111 * (858)715-5800 « Fax: (858) 715-5810 Offices Nationwide If you have any questions regarding this letter please contact this office. Th the opportunity to be of service. Sincerely, Testing Engineers-U.S. Laboratories. rett Harris Senior Staff Engineer Van 01in,G.E. 2578 Geotechnical Engineer Distribution: (2) Addressee (1) KTGY Group, Inc.-attention to Dan Jenkins VO/gh LEUCADIA WASTEWATER DISTRICT APPLICATION FOR SEWER SERVICE The application must be signed by the owner (or his representative) of the property to be served. The total charges must be paid to the District at the time the application is submitted. APPLICANT MUST SUBMIT EVIDENCE OF BUILDING PERMIT WITHIN 60 DAYS. FAILURE TO MAKE SUCH SUBMITTAL WILL RESULT IN AUTOMATIC CANCELLATION OF THE SEWER PERMIT. THE SEWER CAPACITY FEE LESS A $50 ADMINISTRATIVE FEE WILL BE REFUNDED. A six-month construction period shall be provided and sewer service charges for the balance of the fiscal year shall be collected at the time of application for sewer permits. Sewer service charges for subsequent fiscal years shall be collected on the tax roll in same manner as property taxes. If the six-month construction period extends into the subsequent fiscal year, a prorated sewer service charge for that fiscal year shall be collected for the balance of that fiscal year at the time the applicable capacity fees are paid. There will be no additional fee or refund if service actually commences on a different date. If a service lateral is required, it must be installed by the owner/applicant in conformance with the specifications, rules and regulations of the District and subject to inspection by the District. A DISTRICT INSPECTOR MUST BE ON THE SCENE AT THE TIME OF CONNECTION. The service lateral is that part of the sewer system that extends from the main collection line in the street (or easement) to the point in the street (at or near the applicant's property line) where the service lateral is connected to the applicant's building sewer. The applicant is also responsible for the construction, at the applicant's expense, of the building of sewer from the applicant's plumbing to the point in the street (or easement) where a connection is made to the service lateral and for construction, maintenance and connection of the service lateral to the main line. IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MAY BE USED BY THE APPLICANT. THE APPLICANT OR HIS AUTHORIZED REPRESENTATIVE MUST NOTIFY THE DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE SERVICE LATERAL OR COLLECTION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CONSIDERED INVALID AND WILL NOT BE ACKNOWLEDGED. ALL SUCH CONNECTIONS MUST BE MADE WITH AN LWD INSPECTOR AT THE SCENE AT THE TIME OF CONNECTION. IF, FOR ANY REASON, A CONNECTION IS IMPROPERLY MADE, IT SHALL BE THE RESPONSIBILITY OF THE APPLICANT, AT THE APPLICANT'S EXPENSE, TO DIG UP OR OTHERWISE RE-EXPOSE THE CONNECTION SO THAT AN INSPECTION MAY BE MADE AND THE APPLICANT, AT THE APPLICANT'S EXPENSE, SHALL MAKE ANY CORRECTIONS OR ALTERATIONS REQUIRED BY LWD. IN THE EVENT THAT THE APPLICANT, FOR ANY REASON, FAILS TO TAKE APPROPRIATE ACTION, THE DISTRICT RESERVES THE RIGHT TO DIG UP AND INSPECT THE CONNECTION AND MAKE ANY CORRECTIONS NECESSARY, AT THE APPLICANT'S EXPENSE: OR IN THE ALTERNATIVE, TO DISCONNECT SERVICE. ANY COSTS INCURRED BY LWD IN TAKING SUCH CORRECTIVE ACTION SHALL BE BILLED TO THE APPLICANT AND MAY BE RECORDED AS A LIEN AGAINST THE APPLICANT'S PROPERTY EQUAL IN PROIRITY TO A TAX LIEN. OWNER'S NAME Continuing Life Communities MAILING ADDRESS 1940 Levante Street PHONE NUMBER 704-6263 La Costa Glen 3/4 SERVICE ADDRESS 7835 Rush More Drive/ 1991 Lancewood Lane TRACT NAME/NO. LOT# ASSESSOR'S PARCEL NO. 255-012-1700 CONNECTION FEE: $ 236 . 263 . 40 PRORATED SEWER SERV. FEE $ 2 . 325 . 25 TOTAL S 238.588.65 TYPE/BUILDING Rest Home #/UNITS 71.90 PAID BY: QCASH HCHECK# £oV/ £o3$T ..-,..--- ^ The undersignejj^ereby ^agrees that the above information given is correct and agrees to the conditions as stated. 023389 "wner's Signature Date Rec'd by Account No. Received Resolution No. 1010 Initials City of Carlsbad » ' ^^^^^VWV^^^^^^V^H^^MI^^^^^^^HHBHBHHBuilding Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. CfMTAProject Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Square Feet of Living Area in Residential Additions: Net Square Feet New Area fiL$r\T; Dwellina 1 Square Feet of Living Area in Commercial/Industrial: City Certification of Applicant Information: Square Feet Floor Area ^J £~ 9 p Date: SCHOOL DISTRICTS WITHIN THECITY OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact "Nanny Pnlnr (By rtppt, Only) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encinitas Blvd. .Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and 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: Revised 4/2 0/00 1635 Faraday Avenue • Building Counter Carlsbad, CA 92008-7314 • (760) 6O2-270O • (760) 602-2719 • FAX (76O) 602-8558 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: />> fa tfl CSS*— ^ Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SOU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) HOOL DISTRICTS WITHIN HE CITY OF CARLSBAD San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) utas Union Scfiool District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encinitas Blvd. Acinitas, 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 projects), 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 - (760) 602-270O Anniversary KTQY GROUP, INC. Architecture Planning1T992 Mitchell South Irvine, California 92614 949/861-2133 FAX 949/851-5156 January 17, 2005 Mr. Mike Peterson City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92009 Re: La Costa Glen ILU Apartment D Project Number 2004032 Plan Check Numbers: As indicated below Mr. Peterson: Our client, Continuing Life Communities, has informed us that you require the gross and net areas of the buildings for the purpose of calculating school fees. The net areas exclude storage, mechanical/ electrical spaces and unconditioned exterior deck spaces. The breakdown of those areas is: CENTRAL PLANT £PC04-0105) CARPQRTS & GARAGES (PC04-0103) GROSS AREA Non-Qualifying Area Net Area GROSS AREA Non-Qualifying Area Net Area GROSS AREA Non-Quaiirying Area Net Area 113,675 s.f. 15,482 s.f 98,193 s.f. 8,056 s.f. 8,056 s.f. Os.f 12,841 s.f. 12,841 s.f. Os.f If you have any questions regarding foe calculations please do not hesitate to call. Sincerely: •mi uu.i cri.nn TOM nnn7_n7_MPO OCT-24-2COO 7UE 10=13 fl* CARLSBAD ENGINEERING FAX NO! 760 602 1052 ?. 15 WAIS Document Retrieval Page 1 of 7 CALIFORNIA CODES GOVERNMENT CODS S2CTIOU 65995-6S99B €5995. (a) Except foe a fet, charge, dedication, or other requirement authorised under Section 17630 oC the Education Cod*, or pursuant to Chapter 4.7 (cownencing with Section 6S37Q), a fee, charge, dedication, or othet requirement for the construction or reconstruction of school facilities may not be levied or imposed in connection with, cr rcade a condition of, any legislative oc ad5udicative act, or both, by any state or local agency involving, but not limited Co, the planning, use, or development of real property, or any change in governmental organization or reorganisation, AS defined in Section 56021 or 56073. (b) Except as provided in Sections 65995. S and 65995.7, the amount of any fees, charges, dedication*, or other retirements authorised under Section. 1*7620 o£ the Education Coda, or pursuant to Chapter 4.7 (commencing witn Section 65970), or both, nay not exceed the following: (1) In the case of residential construction, including the .location, installation, or occupancy of manufactured homes and mobilehonea, ont dollar and ninety-three cer.ts ($1.93} per square foot of assessable space. "Assessable space," Cor this purpoee, means all of the square footage within the perimeter of a residential structure, not including any carport, walkway, garage, overhang, patio, enclosed patio, detached accessory structure, or similar area. The amount of the square footage within the perimeter of « residential structure shali. be calculated by the building department of the cicy cr ccunty issuing the building permit, in accordance with the standard practice of that city or county in calculating structural perimeters. "Manufactured home" and "mabilehome" have ths meanings set forth in subdivision (£} cf Section 17625 of the Education erode. The application of any f?e, charge, dedication, or other £orm of requirement to the location, installation, or occupancy of manufactured hones and tnobilehomea is subjecc to Section 17 625 of the Education Cod*. (2) In che case of any commercial or industrial construction, thirty-one cents ($O.J1) per square foot cf chargeable covered and enclosed space. "Chargeable covered and enclosed space," for this purpose, means the covered. ac^ inclosed space determined to be within the perimeter of a commercial or industrial structure, not including any storage areae incidental to the principal use of the construction, garage, parking structure, unenclosed walkway, or utility or disposal area, jhe determination of the chargeable covered and ^enclosed ^pace within_the _pe_riittete_r ofn a jcomraercia.l or jnjurr.rial structure shall be made bv tite .building department of rhe city__or cpuiitv iasuing^he building permj.t^ in ^accordance with the building standards of that city or _co_uncy.. (3) *r~he~~amount of the limits set forth in paragraphs (1-) and (2; shall be increased in 2000, and every two years thereafter, according to the -adjustment for inflation set forth in the statewide cost indent for class B construction, as determined by th* State Allocation Board at irs Jaauary meeting, which increase shall be effective as of the date of that meeting. (c) (1) Notwithstanding any other provision of law, during the ter* of a contract entered into between a subdivider or builder and a school district, city, county, or city and ccunty, whether general t.. 09/20/2000 School District Fees San Dieguito Union High School District Contact: Mary Ann Phone: (760) 753-6491 Pricing: Commercial rate @ .18-1/2 cents per sq ft Encinitas Union School District Contact: Pat Sanchez Phone: (760) 944-4300 x 166 Pricing: Commercial rate @ .17 cents per sq ft 08-16-2005 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: GRAY KUTZ of Carlsbad Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR05i4i Inspection Request Line (760) 602-2725 1991 LANCEWOOD LN CBAD PCR 0000000000 Lot #: 0 $0.00 Construction Type: NEW PC04-105 LA COSTA GLEN CENTRAL PLANT REVISIONS-BULLETIN TWO Owner: Status: ISSUED Applied: 07/20/2005 Entered By: KG Plan Approved: 08/16/2005 Issued: 08/16/2005 Inspect Area: 1940LEVANTEST 92009 760-704-6252 Plan Check Revision Fee Additional Fees $360.00 $0.00 Total Fees:$360.00 Total Payments To Date:$0.00 Balance Due:$360.00 4815 08/16/05 0002 01 CGF" 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 of limitations has previously otherwise expired. ftAif PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 La Costa Glen FOR OFFICE USE ONLY PLAN CHECK N EST. VAL. Plan Ck. Deposit Validate Date */- C&-04-4304 Address (include Bldg/Suite #) 1991 Lancewood Central Plant Business Name (at this address) Legal Description Lots 8 & 9 Lot No. Subdivision Name/Number Tract No. 92-08 Green Valley Unit No.Phase No, Total # of units Assessor's Parcel #255-012-17-00 Existing Use Proposed USB Description of Work Bulletin Number Gary E. Kutz WO jifflWy&F'lBiKR1940 Levante Street of Bedrooms ff of Bathrooms Carlsbad CA 92009 (760) 704-625; Name Add i ess City State/Zip Telephone #Fax # State/Zip Telephone # ontinuing .me uomnunities Name Address City State/Zip Telephone # \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 (ts 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 IChapter 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 [S500J). Name State License # Address License Class City State/Zip • City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have.and will maintain a certificate of consent to selHnsure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work (or which this permit is issued. Q 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 rmis SECTION NEED NOT BE COMPLETED IF THE PERMIT is FOB ONE HUNDRED DOLLARS mooi OR LESS) Q CERTIFICATE OF EXEMPTION; I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING; Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars IS10Q,000), in addition to the cost ot 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: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's. License Law does not apply to an owner of property who 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). [^ I, as owner of the property, am exclusively contracting wilh 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). O I am exempt under Section ___ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE 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? CD YES CD 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 Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES Cl NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit Is issued (Sec. 3097|i) Civil Code), LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. 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 by the building OfficialumlerTie provision^ this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced wilhin 180 dafe#ror/the da^*t^uch permit or if the building or work authorized by such permit is suspended or abandoned at any time after (he work is commenced for a period of^pq^lays {S«<JH^T06.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE UTE: File YELLOW: Applicant PINK: Finahce EsGil Corporation In Partnership witfi government for (BuiCding Safety DATE: JULY 28, 2005 Q APPLICANT JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: PC04-01O5 (REV. # 1) - PCR05-141 SET: I PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT 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: GARY KUTZ 1940 LEVANTE STREET, CARLSBAD, CA 92009 XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person X] REMARKS: Revisions to central plant [many sheets impacted under this submittal]. By: All Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/25 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 •* San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR (< $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINE DATE DATE KTGY GROUP, INC. Architecture Planning 17992 Mitchell South Irvine. California 92614 949/851-2133 FAX 949/851 -S156 La Costa Glen-Central Plant Carlsbad, CA 2004032 Bulletin 2 06.24.05 This bulletin shall supersede the Plans and Specifications insofar as it contradicts them. All other conditions shall remain unchanged. The following are revisions to the Construction Drawings indicated by a cloud and a Delta "2": A. DRAWINGS All drawings are re-issued and indicated in the title block as Addendum A. Only those sheets which have revisions will contain "clouded" areas indicating the change thereon. REISSUED DRAWINGS: Sheet No. 12A-1.0 12 A- 1.2 12A-2.0 12A-4.0 12A-6.0 12A-7.0 Revision No. Bulletin 2 Bulletin 2 Bulletin 2 Bulletin 2 Bulletin 2 Bulletin 2 Date 06.24.05 06.24.05 06.24.05 06.24.05 06.24.05 06.24.05 ISSUE Full Sheet Full Sheet Full Sheet Full Sheet Full Sheet Full Sheet ARCHITECTURAL 1. Sheet 12A-1.0: a. Changed room 107 from Key room to Security on plan and within the finish schedule b. Added Key room 123 to plan and within the finish schedule La Costa Glen - Central Plant Bulletin 2 06.24.05 c. Reduced size of Maint. Storage room 109 to accommodate Key room 123 d. Reduced size of House Keeping Office 111 to accommodate Security 107 e. Moved doors 109A and 110A f. Added door 123A g. Moved lockers near door 110A to opposite wall h. Updated interior elevation reference 2. Sheet 12A-1.0: a. Revised general note #4 3. Sheet 12A-2.0: a. Added Security room 107 b. Moved Key room to 123 c. Added light fixture to Key room 123 d. Added keynote 5 to Security room 107 e. Adjusted ceiling grid of House Keeping Office 111 4. Sheet 12A-4.0: a. Updated sections B and C to reflect relocation of Key room 123 5. Sheet 12A-6.0: a. Updated Key room 123 interior elevation 6. Sheet 12A-7.0: a. Added door 123 A to the door schedule Page 2 of4 La Costa Glen - Central Plant Bulletin 2 06.24.05 STRUCTURAL 1. Sheet 12S-CP.1A: a. Relocate footing under shear wall at Housekeeping Office 2. Sheet 12S-CP.2: a. Reduce shear wall to 8'-0" at Housekeeping Office b. Add 3 !/2"xl4" PSL beam at Hallway 3. Sheet 12S-PT.1: a. Remove 2" sand from detail 1 PLUMBING 1. Sheet 12PCP-2.1: a. Extended condensate drain lines based on HVAC equipment location MECHANICAL 1. Sheet 12MCP-2.1: a. Relocated WSHP - CP1 & CP2 b. Provided supply and return air for new SEC office ELECTRICAL 1. Sheet 12ED-1.0: a. Added receptacles to new Security Office b. Added receptacle to new Key Room 2. Sheet 12ED-2.0: a. Removed (2) 4' fluorescent strip in Maintenance Storage Room Page 3 of4 La Costa Glen - Central Plant Bulletin 2 06.24.05 b. Added 4' fluorescent strip in new Key Room c. Replaced 4' fluorescent strip with 2x4 fixture in new Security Office CIVIL 1. None LANDSCAPE 1. None B. SPECIFICATIONS 1. The following sections have been revised: i. Section 15181, Part 3, Section 3.01D—Socket type pipe fittings ii. Section 15816—Indicated duct board material C. CLARIFICATIONS 1. None. D. BID INSTRUCTIONS 1. None. Page 4 of4 La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-1 Carlsbad, California June 24, 2005 SECTION 15181 HYDRONIC PIPING PART 1 - GENERAL 1.01 RELATED DOCUMENTS: Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section includes piping, special-duty valves, and hydronic specialties for hot-water heating, and condenser water systems; makeup water for these systems; blowdown drain lines; and condensate drain piping. B. Related Sections include the following: 1. Division 7 Section "Through-Penetration Firestop Systems" for materials and methods for sealing pipe penetrations through fire and smoke barriers. 2. Division 7 Section "Joint Sealants" for materials and methods for sealing pipe penetrations through exterior walls. 3. Division 15 Section "Basic Mechanical Materials and Methods" for general piping materials and installation requirements. 4. Division 15 Section "Hangers and Supports" for pipe supports, product descriptions, and installation requirements. Hanger and support spacing is specified in this Section. 5. Division 15 Section "Valves" for general-duty gate, globe, ball, butterfly, and check valves. 6. Division 15 Section "Meters and Gages" for thermometers, flow meters, and pressure gages. 7. Division 15 Section "Mechanical Identification" for labeling and identifying hydronic piping. 8. Division 15 Section "Hydronic Pumps" for pumps, motors, and accessories for hydronic piping. 9. Division 15 Section "HVAC Instrumentation and Controls" for temperature-control valves and sensors. 1.03 DEFINITIONS A. CPVC: Chlorinated polyvinyl chloride. B. PVC: Polyvinyl chloride. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181 -2 Carlsbad, California June 24, 2005 1.04 SUBMITTALS A. Product Data: For each type of special-duty valve indicated. Include flow and pressure drop curves based on manufacturer's testing for diverting fittings, calibrated balancing valves, and automatic flow-control valves. B. Shop Drawings: Detail fabrication of pipe anchors, hangers, special pipe support assemblies, alignment guides, expansion joints and loops, and their attachment to the building structure. Detail location of anchors, alignment guides, and expansion joints and loops. C. Welding Certificates: Copies of certificates for welding procedures and personnel. D. Field Test Reports: Written reports of tests specified in Part 3 of this Section. Include the following: 1. Test procedures used. 2. Test results that comply with requirements. 3. Failed test results and corrective action taken to achieve requirements. E. Maintenance Data: For hydronic specialties and special-duty valves to include in maintenance manuals specified in Division 1. 1.05 QUALITY ASSURANCE A. Welding: Qualify processes and operators according to the ASME Boiler and Pressure Vessel Code: Section IX, "Welding and Brazing Qualifications." B. ASME Compliance: Comply with ASME B31.9, "Building Services Piping," for materials, products, and installation. Safety valves and pressure vessels shall bear the appropriate ASME label. Fabricate and stamp air separators and expansion tanks to comply with the ASME Boiler and Pressure Vessel Code, Section VIII, Division 1. 1.06 COORDINATION A. Coordinate layout and installation of hydronic piping and suspension system components with other construction, including light fixtures, HVAC equipment, fire-suppression-system components, and partition assemblies. B. Coordinate pipe sleeve installations for foundation wall penetrations. CARLSBAD PC04-0105 (REV. # 1) - PCR05-141 JULY 28, 20O5 • VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD 0105 (REV. # 1) - PCR05-141 PLAN CHECK NO.: PC04- PREPARED BY: All Sadre DATE: JULY 28, 2005 BUILDING ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY BUILDING OCCUPANCY: B/S1/F1/H4 TYPE OF CONSTRUCTION: V-NR/SPR. BUILDING PORTION REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) ' 1994 UBC Plan Check Fee $360.00 Type of Review: D Repetitive Fee Repeats D Complete Review D Other m Hourly Structural Only Hours * Esgll Plan Review Pee $288.00 * Based on hourly rate Comments: Sheet 1 of 1 Carlsbad Fire Department Plan Review Requirements Category: PCR , Date of Report: 07-25-2005 Reviewed by: Name: Address: GRAY KUTZ 1940LEVANTEST CARLSBAD CA 92009 Permit #:PCR05141 Job Name: LA COSTA GLEN CENTRAL PLANT Job Address: 1991 LANCEWOOD LN CBAD INCOMPLETE The item you have submitted forTeviewjs us time, this office cannot adequately conduct a review to determine carefully all comments to thrsofficc^ferreview and approval. Conditions: Cond: CON0000583 APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 07/25/2005 By: GR Action: AP ice with the applicable codes and/or standards. Please review the necescary plans and/or sptuficalions, wuh changes ""clouded", La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-3 Carlsbad, California June 24, 2005 C. Coordinate piping installation with roof curbs, equipment supports, and roof penetrations. Roof specialties are specified in Division 7 Sections. D. Coordinate pipe fitting pressure classes with products specified in related Sections. E. Coordinate size and location of concrete bases. Cast anchor-bolt inserts into base. Concrete, reinforcement, and formwork requirements are specified in Division 3 Sections. F. Coordinate installation of pipe sleeves for penetrations through exterior walls and floor assemblies. Coordinate with requirements for firestopping specified in Division 7 Section "Through-Penetration Firestop Systems" for fire and smoke wall and floor assemblies. 1.07 EXTRA MATERIALS: Water Treatment Chemicals: Furnish sufficient chemicals for initial system startup and for preventive maintenance for one year from date of Substantial Completion. PART 2 - PRODUCTS 2.01 MANUFACTURERS A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: B. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Calibrated Balancing Valves: a. ITT Bell & Gossett; ITT Fluid Technology Corp b. Armstrong Pumps, Inc. c. Flow Design, Inc. c. Griswold Controls. e. Taco, Inc. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-4 Carlsbad, California June 24, 2005 2. Pressure-Reducing Valves: a. ITT Bell & Gossett; ITT Fluid Technology Corp b. Amtrol, Inc. c. Armstrong Pumps, Inc. d. Conbraco Industries, Inc. e. Spence Engineering Company, Inc. f. Watts Industries, Inc.; Watts Regulators. 3. Safety Valves: a. ITT McDonnell & Miller Div.; ITT Fluid Technology Corp. b. Armstrong Pumps, Inc. c. Conbraco Industries, Inc. d. Amtrol, Inc.. e. Spence Engineering Company, Inc. 4. Automatic Flow-Control Valves: a. Flow Design, Inc. b. Griswold Controls. 5. Expansion Tanks: a. ITT Bell & Gossett; ITT Fluid Technology Corp. b. Armstrong Pumps, Inc. c. Amtrol, Inc. d. Taco, Inc. 6. Air Separators and Air Purgers: a. ITT Bell & Gossett; ITT Fluid Technology Corp b. Armstrong Pumps, Inc. c. Amtrol, Inc. d. Taco, Inc. 2.02 PIPING MATERIALS: General: Refer to Part 3 "Piping Applications" Article for applications of pipe and fitting materials. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-5 Carlsbad, California June 24, 2005 2.03 COPPER TUBE AND FITTINGS A. Drawn-Temper Copper Tubing: ASTM B 88, Type L. B. Annealed-Temper Copper Tubing: ASTM B 88, Type K. C. Wrought-Copper Fittings: ASME B16.22. D. Wrought-Copper Unions: ASMEB16.22. E. Solder Filler Metals: ASTM B 32, 95-5 tin antimony. F. Brazing Filler Metals: AWS A5.8, Classification BAg-1 (silver). 2.04 STEEL PIPE AND FITTINGS A. Steel Pipe, NFS 2-1/2 through NFS 12: ASTM A 53, TypeE (electric- resistance welded), Grade B, Schedule 40, black steel, plain ends. B. Malleable-Iron Threaded Fittings: ASME B16.3, Classes 150 and 300. C. Wrought-Steel Fittings: ASTM A 234/A 234M, wall thickness to match adjoining pipe. D. Wrought Cast- and Forged-Steel Flanges and Flanged Fittings: ASME B16.5, including bolts, nuts, and gaskets of the following material group, end connections, and facings: 1. Material Group: 1.1. 2. End Connections: Butt welding. 3. Facings: Raised face. E. Flexible Connectors: Stainless-steel bellows with woven, flexible, bronze, wire- reinforcing protective jacket; 150-psig minimum working pressure and 250 deg F maximum operating temperature. Connectors shall have flanged or threaded-end connections to match equipment connected and shall be capable of 3/4-inch misalignment. F. Spherical, Rubber, Flexible Connectors: Fiber-reinforced rubber body with steel flanges drilled to align with Classes 150 and 300 steel flanges; operating temperatures up to 250 deg F and pressures up to 150 psig. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-6 Carlsbad, California June 24, 2005 G. Packed, Slip, Expansion Joints: 150-psig minimum working pressure, steel pipe fitting consisting of telescoping body and slip-pipe sections, packing ring, packing, limit rods, flanged ends, and chrome-plated finish on slip-pipe telescoping section. H. Welding Materials: Comply with Section II, Part C, of the ASME Boiler and Pressure Vessel Code for welding materials appropriate for wall thickness and for chemical analysis of pipe being welded. I. Gasket Material: Thickness, material, and type suitable for fluid to be handled; and design temperatures and pressures. 2.05 PLASTIC PIPE AND FITTINGS A. PVC Plastic Pipe: ASTM D 1785, Schedules 40 and 80, plain ends. B. PVC Plastic Pipe Fittings: Socket-type pipe fittings, ASTM D 2466 for Schedule 40 pipe; ASTM D 2467 for Schedule 80 pipe. 1. PVC Solvent Cement: ASTM D 2564. 2.06 VALVES A. Gate, globe, check, ball, and butterfly valves are specified in Division 15 Section "Valves." B. Refer to Part 3 "Valve Applications" Article for applications of each valve. C. Calibrated Balancing Valves, NFS 2-1/2 and Larger: Cast-iron or steel body, ball type, 125-psig working pressure, 250 deg F maximum operating temperature, and having flanged or grooved connections. Valves shall have calibrated orifice or venturi, connections for portable differential pressure meter with integral seals, and be equipped with a memory stop to retain set position. D. Pressure-Reducing Valves: Diaphragm-operated, bronze or brass body with low inlet pressure check valve, inlet strainer removable without system shutdown, and noncorrosive valve seat and stem. Select valve size, capacity, and operating pressure to suit system. Valve shall be factory set at operating pressure and have capability for field adjustment. E. Safety Valves: Diaphragm-operated, bronze or brass body with brass and rubber, wetted, internal working parts; shall suit system pressure and heat capacity and shall comply with the ASME Boiler and Pressure Vessel Code, Section IV. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-7 Carlsbad, California June 24, 2005 F. Automatic Flow-Control Valves: Gray-iron body, factory set to maintain constant flow with plus or minus 5 percent over system pressure fluctuations, and equipped with a readout kit including flow meter, probes, hoses, flow charts, and carrying case. Each valve shall have an identification tag attached by chain, and be factory marked with the zone identification, valve number, and flow rate. Valve shall be line size and one of the following designs: 1. Gray-iron or brass body, designed for 175 psig at 200 deg F with stainless- steel piston and spring. 2. Brass or ferrous-metal body, designed for 300 psig at 250 deg F with corrosion-resistant, tamperproof, self-cleaning, piston-spring assembly easily removable for inspection or replacement. 3. Combination assemblies, including bronze ball valve and brass alloy control valve, with stainless-steel piston and spring, fitted with pressure and temperature test valves, and designed for 300 psig at 250 deg F. G. Plastic Ball Valves: 150-psig working pressure, 250 deg F maximum operating temperature, full port design, 1- or 2-piece body design, CPVC body and ball, polytetrafluoroethylene seats, EPDM seals, and tee handle; with threaded, socket, union, or flanged connections. H. Plastic Butterfly Valves: 150-psig working pressure, 250 deg F maximum operating temperature, PVC wafer body, polytetrafluoroethylene seats, lever lock handle, and wafer style for installation between flanges. 2.07 HYDRONIC SPECIALTIES A. Manual Air Vent: Bronze body and nonferrous internal parts; 150-psig working pressure; 225 deg F operating temperature; manually operated with screwdriver or thumbscrew; with NPS 1/8 discharge connection and NPS 1/2 inlet connection. B. Automatic Air Vent: Designed to vent automatically with float principle; bronze body and nonferrous internal parts; 150-psig working pressure; 240 degF operating temperature; with NPS 1/4 discharge connection and NPS 1/2 inlet connection. C. Expansion Tanks: Welded carbon steel, rated for 125-psig working pressure and 375 deg F maximum operating temperature, with taps in bottom of tank for tank fitting and taps in end of tank for gage glass. Tanks shall be factory tested with taps fabricated and labeled according to the ASME Boiler and Pressure Vessel Code, Section VIII, Division 1. Include the following fittings and accessories: La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-8 Carlsbad, California June 24, 2005 1. Air-Control Tank Fitting: Cast-iron body, copper-plated tube, brass vent tube plug, and stainless-steel ball check, 100-gal. unit only; sized for compression-tank diameter. Design tank fittings for 125-psig working pressure and 250 deg F maximum operating temperature. 2. Tank Drain Fitting: Brass body, nonferrous internal parts; 125-psig working pressure and 240 deg F maximum operating temperature; designed to admit air to compression tank, drain water, and close off system. 3. Gage Glass: Full height with dual manual shutoff valves, 3/4-inch- diameter gage glass, and slotted-metal glass guard. D. Tangential-Type Air Separators: Welded black steel; ASME constructed and labeled for 125-psig minimum working pressure and 375 degF maximum operating temperature; perforated stainless-steel air collector tube designed to direct released air into expansion tank; tangential inlet and outlet connections; threaded connections for NPS 2 and smaller; flanged connections for NPS 2-1/2 and larger; threaded blowdown connection. Provide units in sizes for full-system flow capacity. E. Ill-Line Air Separators: One-piece cast iron with an integral weir designed to decelerate system flow to maximize air separation at a working pressure up to 175 psig and liquid temperature up to 300 deg F. F. Air Purgers: Cast-iron body with internal baffles that slow the water velocity to separate the air from solution and divert it to the vent for quick removal. Maximum working pressure of 150 psig and temperature of 250 deg F. G. Bypass Chemical Feeder: Welded steel construction; 125-psig working pressure; 5-gal. capacity; with fill funnel and inlet, outlet, and drain valves, 1. Chemicals: Specially formulated, based on analysis of makeup water, to prevent accumulation of scale and corrosion in piping and connected equipment. H. Diverting Fittings: 125-psig working pressure; 250 deg F maximum operating temperature; cast-iron body with threaded ends, or wrought copper with soldered ends. Indicate flow direction on fitting. I. Y-Pattern Strainers: 125-psig working pressure; cast-iron body (ASTM A 126, Class B), flanged ends for NPS 2-1/2 and larger, threaded connections for NPS 2 and smaller, bolted cover, perforated stainless-steel basket, and bottom drain connection. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-9 Carlsbad, California June 24, 2005 J. Basket Strainers: 125-psig working pressure; high-tensile cast-iron body (ASTM A126, Class B), flanged-end connections, bolted cover, perforated stainless-steel basket, and bottom drain connection. K. T-Patteru Strainers: 750-psig working pressure; ductile-iron or malleable-iron body, grooved-end connections, stainless-steel basket with 57 percent free area; removable access coupling and end cap for strainer maintenance. L. Flexible Connectors: Stainless-steel bellows with woven, flexible, bronze, wire- reinforcing protective jacket; 150-psig minimum working pressure and 250 deg F maximum operating temperature. Connectors shall have flanged- or threaded-end connections to match equipment connected and shall be capable of 3/4-inch misalignment. M. Spherical, Rubber, Flexible Connectors: Fiber-reinforced rubber body with steel flanges drilled to align with Classes 150 and 300 steel flanges; operating temperatures up to 250 deg F and pressures up to 150 psig. N. Packed, Slip, Expansion Joints: 150-psig minimum working pressure, steel pipe fitting consisting of telescoping body and slip-pipe sections, packing ring, packing, limit rods, flanged ends, and chrome-plated finish on slip-pipe telescoping section. PART 3 - EXECUTION 3.01 PIPING APPLICATIONS A. Hot Water, NFS 2 and Smaller: Aboveground, use Type L drawn-temper copper tubing with soldered joints. Belowground or within slabs, use Type K annealed-temper copper tubing with soldered joints. Use the fewest possible joints belowground and within floor slabs. B. Hot Water, NFS 2-1/2 and Larger: Schedule 40 steel pipe with welded and flanged joints. C. Condenser Water, NFS 2 and Smaller: Aboveground, use Type L drawn- temper copper tubing with soldered joints. Belowground or within slabs, use Type K annealed-temper copper tubing with brazed joints. D. Condenser Water Below Ground Use: Schedule 80, PVC pipe with socket- type pipe fittings. E. Condenser Water Above Ground Use: Schedule 40 steel pipe with welded and flanged joints. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-10 Carlsbad, California June 24, 2005 F. Condensate Drain Lines: Type L drawn-temper copper tubing with soldered joints or Schedule 40, PVC pipe with solvent-welded joints. 3.02 VALVE APPLICATIONS A. General-Duty Valve Applications: Unless otherwise indicated, use the following valve types: 1. Shutoff Duty: Gate, ball, and butterfly valves. 2. Throttling Duty: Globe, ball, and butterfly valves. B. Install shutoff duty valves at each branch connection to supply mains, at supply connection to each piece of equipment, unless only one piece of equipment is connected in the branch line. Install throttling duty valves at each branch connection to return mains, at return connections to each piece of equipment, and elsewhere as indicated. C. Install calibrated balancing valves in the return water line of each heating or cooling element and elsewhere as required to facilitate system balancing. D. Install check valves at each pump discharge and elsewhere as required to control flow direction. E. Install safety valves on hot-water generators and elsewhere as required by the ASME Boiler and Pressure Vessel Code. Install safety-valve discharge piping, without valves, to floor. Comply with the ASME Boiler and Pressure Vessel Code, Section VIII, Division 1, for installation requirements. F. Install pressure-reducing valves on hot-water generators and elsewhere as required to regulate system pressure. 3.03 PIPING INSTALLATIONS A. Refer to Division 15 Section "Basic Mechanical Materials and Methods" for basic piping installation requirements. B. Install groups of pipes parallel to each other, spaced to permit applying insulation and servicing of valves. C. Install drains, consisting of a tee fitting, NFS 3/4 ball valve, and short NPS 3/4 threaded nipple with cap, at low points in piping system mains and elsewhere as required for system drainage. D. Install piping at a uniform grade of 0.2 percent upward in direction of flow. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-11 Carlsbad, California June 24, 2005 E. Reduce pipe sizes using eccentric reducer fitting installed with level side up. F. Unless otherwise indicated, install branch connections to mains using tee fittings in main pipe, with the takeoff coming out the bottom of the main pipe. For up- feed risers, install the takeoff coming out the top of the main pipe. G. Install strainers on supply side of each control valve, pressure-reducing valve, solenoid valve, in-line pump, and elsewhere as indicated. Install NPS 3/4 nipple and ball valve in blowdown connection of strainers NPS 2 and larger. Match size of strainer blowoff connection for strainers smaller than NPS 2. H. Anchor piping for proper direction of expansion and contraction. 3.04 HANGERS AND SUPPORTS A. Hanger, support, and anchor devices are specified in Division 15 Section "Hangers and Supports." Comply with requirements below for maximum spacing of supports. B. Install the following pipe attachments: 1. Adjustable steel clevis hangers for individual horizontal piping less than 20 feet long. 2. Adjustable roller hangers and spring hangers for individual horizontal piping 20 feet or longer. 3. Pipe Roller: MSS SP-58, Type 44 for multiple horizontal piping 20 feet or longer, supported on a trapeze. 4. Spring hangers to support vertical runs. 5. On plastic pipe, install pads or cushions on bearing surfaces to prevent hanger from scratching pipe. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-12 Carlsbad, California June 24, 2005 C. Install hangers for steel piping with the following maximum spacing and minimum rod sizes: 1. NPS 3/4: Maximum span, 7 feet; minimum rod size, 1/4 inch. 2. NPS 1: Maximum span, 7 feet; minimum rod size, 1/4 inch. 3. NPS 1-1/2: Maximum span, 9 feet; minimum rod size, 3/8 inch. 4. NPS 2: Maximum span, 10 feet; minimum rod size, 3/8 inch. 5. NPS 2-1/2: Maximum span, 11 feet; minimum rod size, 3/8 inch. 6. NPS 3: Maximum span, 12 feet; minimum rod size, 3/8 inch. 7. NPS 4; Maximum span, 14 feet; minimum rod size, 1/2 inch. 8. NPS 6: Maximum span, 17 feet; minimum rod size, 1/2 inch. 9. NPS 8: Maximum span, 19 feet; minimum rod size, 5/8 inch. 10. NPS 10: Maximum span, 20 feet; minimum rod size, 3/4 inch. 11. NPS 12: Maximum span, 23 feet; minimum rod size, 7/8 inch. 12. NPS 14: Maximum span, 25 feet; minimum rod size, 1 inch. 13. NPS 16: Maximum span, 27 feet; minimum rod size, 1 inch. 14. NPS 18: Maximum span, 28 feet; minimum rod size, 1-1/4 inches. 15. NPS 20: Maximum span, 30 feet; minimum rod size, 1-1/4 inches. D. Install hangers for drawn-temper copper piping with the following maximum spacing and minimum rod sizes: 1. NPS 3/4: Maximum span, 5 feet; minimum rod size, 1/4 inch. 2. NPS 1: Maximum span, 6 feet; minimum rod size, 1/4 inch. 3. NPS 1-1/2: Maximum span, 8 feet; minimum rod size, 3/8 inch. 4. NPS 2: Maximum span, 8 feet; minimum rod size, 3/8 inch. 5. NPS 2-1/2: Maximum span, 9 feet; minimum rod size, 3/8 inch. 6. NPS 3: Maximum span, 10 feet; minimum rod size, 3/8 inch. E. Plastic Piping Hanger Spacing: Space hangers according to pipe manufacturer's written instructions for service conditions. Avoid point loading. Space and install hangers with the fewest practical rigid anchor points. F. Support vertical runs at roof, at each floor, and at 10-foot intervals between floors. 3.05 PIPE JOINT CONSTRUCTION: Refer to Division 15 Section "Basic Mechanical Materials and Methods" for joint construction requirements for soldered and brazed joints in copper tubing; threaded, welded, and flanged joints in steel piping; and solvent-welded joints for PVC and CPVC piping. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-13 Carlsbad, California June 24, 2005 3.06 HYDRONIC SPECIALTIES INSTALLATION A. Install manual air vents at high points in piping, at heat-transfer coils, and elsewhere as required for system air venting. B. Install automatic air vents in mechanical equipment rooms only at high points of system piping, at heat-transfer coils, and elsewhere as required for system air venting. C. Install in-line air separators in pump suction lines. Install piping to compression tank with a 2 percent upward slope toward tank. Install drain valve on units NPS 2 and larger. D. Install expansion tanks above air separator. Install gage glass and cocks on end of tank. Install tank fitting in tank bottom and charge tank. Use manual vent for initial fill to establish proper water level in tank. 1. Support tank from floor or structure above with sufficient strength to carry weight of tank, piping connections, and fittings, plus weight of a full tank of water. Do not overload building components and structural members. 3.07 TERMINAL EQUIPMENT CONNECTIONS A. Size for supply and return piping connections shall be same as for equipment connections. B. Install control valves in accessible locations close to connected equipment. C. Install bypass piping with globe valve around control valve. If multiple, parallel control valves are installed, only one bypass is required. D. Install ports for pressure and temperature gages at coil inlet connections. 3.08 FIELD QUALITY CONTROL A. Prepare hydronic piping according to ASME B31.9 and as follows: 1. Leave joints, including welds, uninsulated and exposed for examination during test. 2. Provide temporary restraints for expansion joints that cannot sustain reactions due to test pressure. If temporary restraints are impractical, isolate expansion joints from testing. 3. Flush system with clean water. Clean strainers. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-14 Carlsbad, California June 24, 2005 4. Isolate equipment from piping. If a valve is used to isolate equipment, its closure shall be capable of sealing against test pressure without damage to valve. Install blinds in flanged joints to isolate equipment. 5. Install safety valve, set at a pressure no more than one-third higher than test pressure, to protect against damage by expanding liquid or other source of overpressure during test. B. Perform the following tests on hydronic piping: 1. Use ambient temperature water as a testing medium unless there is risk of damage due to freezing. Another liquid that is safe for workers and compatible with piping may be used. 2. While filling system, use vents installed at high points of system to release trapped air. Use drains installed at low points for complete draining of liquid. 3. Check expansion tanks to determine that they are not air bound and that system is full of water. 4. Subject piping system to hydrostatic test pressure that is not less than 1.5 times the design pressure. Test pressure shall not exceed maximum pressure for any vessel, pump, valve, or other component in system under test. Verify that stress due to pressure at bottom of vertical runs does not exceed either 90 percent of specified minimum yield strength or 1.7 times "SE" value in Appendix A of ASME B31.9, "Building Services Piping." 5. After hydrostatic test pressure has been applied for at least 10 minutes, examine piping, joints, and connections for leakage. Eliminate leaks by tightening, repairing, or replacing components, and repeat hydrostatic test until there are no leaks. 6. Prepare written report of testing. 3.09 ADJUSTING A. Mark calibrated nameplates of pump discharge valves after hydronic system balancing has been completed, to permanently indicate final balanced position. B. Perform these adjustments before operating the system: 1. Open valves to fully open position. Close coil bypass valves. 2. Check pump for proper direction of rotation. 3. Set automatic fill valves for required system pressure. 4. Check air vents at high points of system and determine if all are installed and operating freely (automatic type), or bleed air completely (manual type). 5. Set temperature controls so all coils are calling for full flow. 6. Check operation of automatic bypass valves. La Costa Glen - Central Plant Hydronic Piping Carports and Ancillary Building 15181-15 Carlsbad, California June 24, 2005 7. Check and set operating temperatures of boilers, chillers, and cooling towers to design requirements. 8. Lubricate motors and bearings. 3.10 CLEANING: Flush hydronic piping systems with clean water. Remove and clean or replace strainer screens. After cleaning and flushing hydronic piping systems, but before balancing, remove disposable fine-mesh strainers in pump suction diffusers. END OF SECTION La Costa Glen - Central Plant Non-Metal Ducts Carports and Ancillary Building 15816 - 1 Carlsbad, California June 24, 2005 SECTION 15816 NONMETAL DUCTS PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section includes the following: 1. Fibrous-glass ducts. B. Related Sections include the following: 1. Division 15 Section "Duct Accessories" for dampers, duct-mounting access doors and panels, turning vanes, and flexible ducts. 1.03 DEFINITIONS A. Thermal Conductivity and Apparent Thermal Conductivity (k-Value): As defined in ASTM C 168. In this Section, these values are the result of the formula Btu x in./h x sq. ft. x deg F at temperature differences specified. Values are expressed as Btu. 1. Example: Apparent Thermal Conductivity (k-Value): 0.26(0.037). 1.04 SYSTEM DESCRIPTION A. Duct system design, as indicated, has been used to select size and type of air- moving and -distribution equipment and other air system components. Changes to layout or configuration of duct system must be specifically approved in writing by Architect. Accompany requests for layout modifications with calculations showing that proposed layout will provide original design results without increasing system total pressure. 1.05 SUBMITTALS A. Product Data: For the following: 1. Fibrous-glass duct materials. NONMETAL DUCTS 15816 - 1 La Costa Glen - Central Plant Non-Metal Ducts Carports and Ancillary Building 15816 - 2 Carlsbad, California June 24, 2005 B. Shop Drawings: CAD-generated and drawn scale. Show fabrication and installation details for nonmetal ducts. 1. Fabrication, assembly, and installation, including plans, elevations, sections, components, and attachments to other work. 2. Duct layout indicating sizes and pressure classes. 3. Elevations of top and bottom of ducts. 4. Dimensions of main duct runs from building grid lines. 5. Fittings. 6. Reinforcements and spacing. 7. Seam and joint construction. 8. Penetrations through fire-rated and other partitions. 9. Equipment installation based on equipment being used on Project. 10. Duct accessories, including access doors and panels. 11. Hangers and supports, including methods for duct and building attachment, vibration isolation, and seismic restraints. C. Coordination Drawings: Reflected ceiling plans, drawn to scale, on which the following items are shown and coordinated with each other, based on input from installers of the items involved: 1. Ceiling suspension assembly members. 2. Other systems installed in same space as ducts. 3. Ceiling- and wall-mounting access doors and panels required to provide access to dampers and other operating devices. 4. Ceiling-mounting items, including lighting fixtures, diffusers, grilles, speakers, sprinklers, access panels, and special moldings. 1.06 QUALITY ASSURANCE A. NFPA Compliance: 1. NFPA 90A, "Installation of Air Conditioning and Ventilating Systems." 2. NFPA 90B, "Installation of Warm Air Heating and Air Conditioning Systems." B. UL Compliance: UL listed and labeled as complying with ASTM E 84, Class I ASTM E 84, Class III. PART2-PRODUCTS 2.01 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: NONMETAL DUCTS 15816 - 2 La Costa Glen - Central Plant Non-Metal Ducts Carports and Ancillary Building 15816-3 Carlsbad, California June 24, 2005 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. 2. Manufacturers: Subject to compliance with requirements, provide products by one of the manufacturers specified. 2.02 FIBROUS-GLASS DUCTS A. Available Manufacturers: 1. CertainTeed Corporation; HVAC Insulation Group. 2. Johns Manville International, hie. 3. Knauf Fiber Glass GmbH. 4. Owens Coming. B. Materials: 1. Glass fibers bonded with thermosetting resin. 2. Facing: Fire-resistive, reinforced, foil-scrirn-kraft barrier. 3. Air-Side Surface: Treated to prevent erosion of fibers by air movement. 4. Thermal Conductivity (k-Value): 0.26 at 75 deg F mean temperature. 5. Required Markings: El-rating, UL label, and other markings required by UL 181 on each full sheet of duct board; UL ratings for closure materials. 6. Moisture Absorption: Not exceeding 5 percent by weight at 120 degF and 95 percent relative humidity for 96 hours when tested according to ASTMC1104/C1104M. 7. Vapor-Barrier Permeability: 0.02 perms maximum when tested according to ASTM E 96, Procedure A. 8. Noise-Reduction Coefficient: 0.65 minimum when tested according to ASTM C 423, Mounting A. 9. Temperature Limits: 250 deg F inside ducts; 150 deg F ambient temperature surrounding ducts. 10. Fabrication: Fabricate and assemble ducts according to SMACNA's "Fibrous Glass Duct Construction Standards." C. Duct Boards: Rigid, rectangular, fibrous-glass boards with edge treatment; factory molded and faced on one side with fire-resistive, reinforced, foil-scrim- kraft barrier. 1. Flexural Rigidity (El): 475, standard duty. 2. Thickness: 1 inch. NONMETAL DUCTS 15816 - 3 La Costa Glen - Central Plant Non-Metal Ducts Carports and Ancillary Building 15816-4 Carlsbad, California June 24, 2005 D. Rigid Round Ducts: Cylindrically molded sections of fibrous-glass duct board fabricated with 10 sides to form near-round ducts. Fire-resistive, reinforced, foil- scrim-kraft facing on the outside. 1. Thickness: 1 inch. 2. End Treatment, Factory-Molded Round Ducts: Premolded, high-density slip joints. Facing extends on end with external portion of joint to form stapling tab. E. Reinforcements: 1. Channel Reinforcements for Ducts with a Maximum ID of 60 Inches or Less: Channels formed from 0.034-inch- thick, galvanized sheet metal with ASTM A 653/A 653M, G60 coating designation. 2. Channel Reinforcements for Ducts with a Maximum ID Larger Than 60 Inches: Channels formed from 0.052-inch- thick, galvanized sheet metal with ASTM A 653/A 653M, G60 coating designation. 3. Tie-Rod Reinforcements: 0.108-inch galvanized-steel wire, of length to suit termination method. 4. Reinforcing Rod Washers: 2-1/2-inch- square by 0.028-inch- thick, galvanized-steel washer with turned edges and volcano-type center hole. 5. Sag-Control Supports: 1/2-inch galvanized-steel conduit. F. Closure: 1. Pressure-Sensitive Tape: A minimum of 2-1/2-inch- wide, glass-fiber- reinforced, aluminum-foil tape complying with UL 181A, PartP, and imprinted with required information. 2. Heat-Activated Tape: A minimum of 2-1/2-inch- wide, glass-fiber- reinforced, foil-scrim tape complying with UL 181A, Part H, and imprinted with required information. 3. Mastic and Glass Fabric: A minimum of 3-inch- wide glass fabric and duct manufacturer's recommended mastic that complies with UL 181. G. Hangers and Supports: 1. Building Attachments: Concrete inserts, powder-actuated fasteners, or structural-steel fasteners appropriate for construction materials to which hangers are being attached. a. Use powder-actuated concrete fasteners for standard-weight aggregate concretes or for slabs more than 4 inches thick. b. Exception: Do not use powder-actuated concrete fasteners for lightweight-aggregate concretes or for slabs less than 4 inches thick. NONMETAL DUCTS 15816 - 4 La Costa Glen - Central Plant Non-Metal Ducts Carports and Ancillary Building 15816-5 Carlsbad, California June 24, 2005 2. Hanger Materials: Galvanized sheet steel; galvanized-steel hanger wire; and galvanized-steel channels. H. Shop Fabrication: Comply with SMACNA's "Fibrous Glass Duct Construction Standards." 1. Fabricate rectangular and 10-sided ducts and fittings from duct boards. 2. Fabricate mitered elbows with turning vanes. 3. Fabricate 90-degree branch connections from supply ducts with volume- control dampers in branch ducts. 4. Attach metal components to fibrous-glass ducts with galvanized-steel washers on opposite surfaces of duct walls. 2.03 CONCRETE DUCTS A. Concrete Pipe: ASTMC14; hub-and-spigot concrete sewer pipe with ASTM C 443 joints and rubber gaskets. PART 3 - EXECUTION 3.01 INSTALLATION A. Install ducts with fewest possible joints. B. Install ducts, unless otherwise indicated, vertically and horizontally and parallel and perpendicular to building lines; avoid diagonal runs. C. Install ducts close to walls, overhead construction, columns, and other structural and permanent enclosure elements of building. D. Install ducts with a clearance of 1 inch. E. Conceal ducts from view in finished spaces. Do not encase horizontal runs in solid partitions unless specifically indicated. F. Non-Fire-Rated Partition Penetrations: Where ducts pass through interior partitions and exterior walls and are exposed to view, conceal spaces between construction openings and ducts with sheet metal flanges of same metal thickness as ducts. Overlap opening on 4 sides by at least 1-1/2 inches. G. Fire-Rated Partition Penetrations: Where ducts pass through interior partitions and exterior walls, install appropriately rated fire dampers, sleeves, and firestopping sealant. Fire and smoke dampers are specified in Division 15 Section "Duct Accessories." Firestopping materials and installation methods are specified in Division 7 Section "Through-Penetration Firestop Systems." NONMETAL DUCTS 15816-5 La Costa Glen - Central Plant Non-Metal Ducts Carports and Ancillary Building 15816 - 6 Carlsbad, California June 24, 2005 H. Install fibrous-glass ducts and fittings according to SMACNA's "Fibrous Glass Duct Construction Standards". I. Mount accessories according to SMACNA's "Fibrous Glass Duct Construction Standards." 1. Reinforce and support equipment and duct accessories for additional weight without damage to ducts. 2. Install volume-control dampers and operators on same sleeves or mounting plates and allow full 90-degree quadrant movement. 3. Connect ducts to equipment using sheet metal washers and screws or mechanical fasteners attached to flange extensions. J. Field fabricate fibrous-glass ducts according to SMACNA's "Fibrous Glass Duct Construction Standards." 1. Fabricate rectangular and 10-sided ducts and fittings from duct boards. 2. Fabricate mitered elbows with turning vanes. 3. Fabricate 90-degree branch connections from supply ducts with volume- control dampers in branch ducts. 4. Attach metal components to fibrous-glass ducts with galvanized-steel washers on opposite surfaces of duct walls. 5. Closure: Construct seams and joints according to NAEVIA AH116. 6. Install reinforcements according to SMACNA's "Fibrous Glass Duct Construction Standards." 7. Support rigid round and rectangular ducts according to SMACNA's "Fibrous Glass Duct Construction Standards." 8. Install upper attachments to structures with an allowable load not exceeding one-fourth of failure (proof-test) load. K. Install concrete inserts before placing concrete. L. Building Attachments: Install powder-actuated concrete fasteners after concrete is placed and completely cured. M. Duct Attachments: Support horizontal ducts with trapeze-type hangers. N. Hangers: Suspend duct attachments from building attachments with one of the following hanger types: 1. Galvanized sheet metal strips, a minimum of 0.034 by 1 inch wide. 2. Galvanized-steel rods, 1/4 inch in diameter, threaded along entire length. 3. Galvanized-steel wire, 0.108 inch minimum. NONMETAL DUCTS 15816 - 6 La Costa Glen - Central Plant Non-Metal Ducts Carports and Ancillary Building 15816-7 Carlsbad, California June 24, 2005 O. Attach hangers to joints and reinforcing channels that occur within required hanger spacing. Attach hangers to transmit load to sides and bottom channels and no more than 6 inches from sides of ducts. P. Support equipment and metal duct components and accessories independent of ducts. Q. Support terminal components separately. R. Install sheet metal sleeves to support dampers. For motorized dampers, extend sleeves to support operators. END OF SECTION NONMETAL DUCTS 15816 - 7 La Costa Glen - Central Plant Non-Metal Ducts Carports and Ancillary Building 15816 -1 Carlsbad, California June 24, 2005 SECTION 15816 NONMETAL DUCTS PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section includes the following: 1. Fibrous-glass ducts, B. Related Sections include the following: 1. Division 15 Section "Duct Accessories" for dampers, duct-mounting access doors and panels, turning vanes, and flexible ducts. 1.03 DEFINITIONS A. Thermal Conductivity and Apparent Thermal Conductivity (k-Value): As defined in ASTM C 168. In this Section, these values are the result of the formula Btu x in./h x sq. ft. x deg F at temperature differences specified. Values are expressed as Btu. 1. Example: Apparent Thermal Conductivity (k-Value): 0.26. 1.04 SYSTEM DESCRIPTION A. Duct system design, as indicated, has been used to select size and type of air- moving and -distribution equipment and other air system components. Changes to layout or configuration of duct system must be specifically approved in writing by Architect. Accompany requests for layout modifications with calculations showing that proposed layout will provide original design results without increasing system total pressure. 1.05 SUBMITTALS A. Product Data: For the following: 1. Fibrous-glass duct materials. NONMETAL DUCTS 15816 -1 08-12-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR05l54 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No; Valuation: Reference #: Project Title: Applicant: GARY KUTZ 1991 LANCEWOOD UN CBAD PCR 0000000000 Lot #: $0.00 Construction Type: CB044304 LA COSTA GLEN CENTRAL PLANT BULLETIN #3 STRUCT AND PLUMBING 0 NEW Status: ISSUED Applied: 08/02/2005 Entered By: KG Plan Approved: 08/12/2005 Issued: 08/12/2005 Inspect Area: Owner: 1940LEVANTEST 92009 Plan Check Revision Fee Additional Fees $360.00 $0.00 Total Fees:$360.00 Total Payments To Date:$0.00 Balance Due:$360.00 4664 08/12/05 0002 01 CGP 360=00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of lees, dedications, reservations, or other exactions hereafter collectively referred to as lees/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 ol which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK 5V EST. VAL. Plan Ck. Deposit Validated By Date Business Name {althis addressAddress [include Bldg/Suite #) 1991 Lancewood Central Plant Legal Description Lot No. Subdivision Name/Number Lots 8 & 9 Tract No. 92-08 Green Valley Unit No.Phase No.Total # of units Assessor's Parcel #255-012-17-00 Existing Use Proposed Use Description of Work Bulletin Nuntoer Carlsbad CA 92009 (760) 704^6251940 Levante Street vante street uarisoaontinuing Liiie uorrrnunrcies Name Address City State/Zip Telephone # (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 [5500]). Name State License # Address License Class City State/Zip ' City Business License # Telephone # Designer Name State License it Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations; Q 1 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. tU 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 1THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) P] 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: PJ 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). Q| 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 Coda for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. PJ YES PJNO 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 1 have contracted (hired) the following persons to provide the 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 26SO5, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q Y^S D 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 Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Fj NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR fS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097{i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories irv height. EXPIRATION: Every permit issued by the building Officia[m|(He| the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit Is not commenced within 180 d/ytfrro/i the daterf^fch^fermit or jf the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a periodofJ^ttMys (Sectj(*npi£<K4 Uniform Building Code). APPLICANT'S SIGNATURE hlTE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partners Rip with government f or (Bui&fing Safety DATE: AUGUST 8, 2005 Q ABELJCANT JURISDICTION: CARLSBAD Q PLAN REVIEWER Q FILE PLAN CHECK NO.: PCO4-O1O5 (REV. # 3) - PCRO5-154 SET: I PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person XI REMARKS: Revisions to central plant [Sheets 12SD-4, PCP-0.2, PCP-0.3, PCP-1.1 & 12MCP- 0.1 are under this submittal]. By: All Sadre Enclosures: Esgil Corporation D GA D MB D EJ n PC 8/4 tmsmtl.dof 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 CARLSBAD PC04-0105 (REV. # 3) - PCR05-154 AUGUST 8, 2005 • VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD O105 (REV. # 3) - PCR05-154 PLAN CHECK NO.: PC04- PREPARED BY: Ali Sadre DATE: AUGUST 8, 2005 BUILDING ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY BUILDING OCCUPANCY: B/S1/F1/H4 TYPE OF CONSTRUCTION: V-NR/SPR. BUILDING PORTION REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 1994 UBC Plan Check Fee $360.00 Type of Review: Q Complete Review EH Repetitive FeeRepeats D Other m Hourly Structural Only Hours * Esgll Plan Review Fee $288.001 * Based on hourly rate Comments: Sheet 1 of 1 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE 70 0) OociMlsforms/Wanntng Engineering Aporovals Carlsbad Fire Department Plan Review Requirements Category: PCR, >ADate of Report: 08-05-2005 Reviewed by: *"/ Name: Address: Permit #: PCR05154 Job Name: LA COSTA GLEN CENTRAL PLANT Job Address: 1991 LANCEWOOD LN CHAD INCOMPLETE The Hun you ha\i submitted fui review is incomplete. At this time, this office cannot adequately conduct a review to determine complianco with tho applicable oodoo and'or standards. Ploaso roviow carefully alt comnicnta attached. Please I'caubmit the necessary plans and/or specification!), with ohangoo "oloudod", to this office for review and approval. Conditions: Cond: CON0000616 APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 08/05/2005 By: gr Action: AP 08-12-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR05i43 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: GARY KUTZ 1991 LANCEWOOD LN CBAD PCR 0000000000 Lot #: $0.00 Construction Type: PC04-105 LA COSTA GLEN CENTRAL PLANT REVISIONS-BULLETIN ONE 0 NEW Status: ISSUED Applied: 07/20/2005 Entered By: KG Plan Approved: 08/12/2005 Issued: 08/12/2005 Inspect Area: Owner: 1940LEVANTEST 92009 Plan Check Revision Fee Additional Fees $360.00 $0.00 Total Fees:$360.00 Total Payments To Date:$0.00 Balance Due:$360.00 4663 08/12/05 0002 01 CGP 360-00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes trie "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 Jees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERIVP APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 La Costa Glen FOR OFFICE USE PLAN CHECK EST. VAL. Plan Ck. Deposit Validated Date CB- 04^4304 Address (include Bldg/Suite #) 1991 Lancewood Central Plant Business Name (at this address) Legal DescriptionLots 8 & 9 Lot No. Subdivision Name/Number Tract No. 92-08 Green Valley Unit No.Phase No.Total ff of units Assessor's Parcel 'ft255-012-17^00 Existing Use Proposed Use Description of Work Bulletin Number SO* FT.#of Stories H of Bedrooms ft of Bathrooms Carlsbad CA 92009 (760) 704-625Gary E. Kutz 1940 Levante Street Name Address City State/Zip Telephone #Fax ff Name Address City State/Zip Telephone # Name Address City State/Zip Telephone ft (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 [$50011. Name State License ff Address License Class City State/Zip • City Business License ft Telephone it Designer Name State License tt Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: O 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. O I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is issued. My worker's compensation insurance carrier and policy number are: Insurance Company _ Policy No. .Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION: | 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. I WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject art 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: n 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 safe. 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). [^ 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). HD 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, n YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. 1 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 1 have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but 1 have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE Is the applicant or fulure building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 26505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 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 I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit Is required for excavations over 5'0"deep and demolition or construction of strdctures over 3 stories in height. EXPIRATION; Every permit issued by the building OfficiaLuifdaf the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 dwWn the cteMgt^uch permit or If the building or work authorized by such permit Is suspended or abandoned at any time after the work is commenced for a period ojffBJ^days (§**!tj$Hn06.4.4 Uniform Building Code). APPLICANT'S SIGNATURE WHITE:™ DATE :ile YELLOW: Applicant PINK: Finance EsGil Corporation In <PannersHip witfi government for <BuiQCing Safety DATE: JULY 28, 2005 a Af?BUCANT E^JURlSp JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: PCO4-O1O5 (REV. # 2) - PCR05-143 SET: I PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ; . The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Revisions to central plant [many sheets impacted under this submittal]. By: All Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/25 tmsmftdot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 CARLSBAD PC04-0105 (REV. # 2) - PCR05-143 JULY 28, 2005 • VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: PC04- 0105 (REV. # 2) - PCR05-143 PREPARED BY: Ali Sadre DATE: JULY 28, 2005 BUILDING ADDRESS: LOTS 8 & 9, TRACT # 92-O8, GREEN VALLEY BUILDING OCCUPANCY: B/S1/F1/H4 TYPE OF CONSTRUCTION: V-NR/SPR. BUILDING PORTION REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) •" . •-- - . i '. •::• * . - 1994 UBC Plan Check Fee $360.00 Type of Review; Q Repetitive FeeRepeats D Complete Review D Other m Hourly Structural Only Hours * Esgll Plan Review Fee $288.00 * Based on hourly rate Comments: Sheet 1 of 1 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 0*5 DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR (< $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE I DATE ooo/Misrorms/Plannrng engineering Approvals Carlsbad Fire Department Plan Review Requirements Category: PCR, / ^ Date of Report: 07-25-2005 Reviewed by: ' Name: GARY KUTZ Address: 1940LEVANTEST CARLSBAD CA 92009 Permit #: PCR05143 Job Name: LA COSTA GLEN CENTRAL PLANT Job Address: 1991 LANCEWOOD LN CHAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0000582 APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 07/25/2005 By: GR Action: AP KTGY GROUP, INC. Architecture Planning 1 7992 Mttchell South Irvine, California 92614 949/851-2133 FAX 949/851-5156 Fort Lauderdale, FL La Costa Glen - Central Plant Carlsbad, CA Project No. 2004032 BULLETIN 1 April 29,2005 This addendum shall supersede the Plans and Specifications insofar as it contradicts them. All other conditions shall remain unchanged. A. SPECIFICATIONS 1. Added Section 01010-Summary of Work (Section was already listed in TOC) 2. Added Section 01015 - Definitions (Section was already listed in TOC) 3. Added Section 13110 - Cathodic Protection (Section was already listed in TOC) B. DRAWINGS REISSUED DRAWINGS: Sheet No. Date of Last Revision ARCHITECTURAL 1. Sheet 12A-1.0 a. Changed window type of window in Housekeeping Office to type "6.1" (from "5") 2. Sheet 12A-1.1 a. Added note to provide waterproofing membrane over Main Comm Room and 5 '- 0" beyond. 3. Sheet 12A-2.0 a. Revised ceiling of Main Comm. Room to 8'-0" with suspended acoustic tiles 2004032 - La Costa Glen Central Plant Bulletin 1 4. Sheet 12A-3.0 a. Changed detail callout in General Note #9 to "2/12A7.1" 5. Sheet 12A-3.1 a. Changed detail callout in General Note #9 to "2/12A7.1" ze 6. Sheet 12A-7.1 a. Revised dimensions of Window Type "5" to a rough opening of 2'-0 x 4'-0" b. Indicated that the wire glass of Window Type "5" to have a square mesh pattern c. Added Window Type "6.1" STRUCTURAL: 1. None. MECHANICAL / PLUMBING: 1) Sheet 12 CPC -2.1 (Detail 3) a) Added "Discharge Flow Meter" in water softener discharge pipes. ELECTRICAL 1. None CIVIL 1. None. LANDSCAPE 1. None. C. CLARIFICATIONS 1. None D. BID INSTRUCTIONS 1. None. La Costa Glen- Central Plant Table of Contents Carports & Ancillary Building TC - 1 Carlsbad, California Apr. 29, 2005 TABLE OF CONTENTS CONDITIONS OF THE CONTRACT General Conditions Supplementary Conditions DIVISION 1 GENERAL CONDITIONS 01010 Summary of Work 01015 Definitions 01017 Owner-Furnished Items 01025 Schedule of Values 01041 Project Coordination 01048 Contractor's Request For Information 01050 Field Engineering 01060 Regulatory Requirements 01070 Abbreviations 01090 Reference Standards 01200 Project Meetings 01300 Submittals 01400 Quality Control 01500 Construction Facilities and Temporary Controls 01600 Material and Equipment 01700 Contract Closeout 01740 Warranties and Guarantees DIVISION 2 SITE WORK 02200 Site Preparation and Earthwork 02513 Asphaltic Concrete Paving 02579 Pavement Markings, Bumpers, Truncated Domes and Signage 02720 Sanitary Sewer Main 02730 Storm Sewer 02740 Water Main DIVISIONS CONCRETE 03100 Forms 03200 Concrete Reinforcement 03300 Cast-in-Place Concrete 03345 Concrete Finishes La Costa Glen - Central Plant Table of Contents Carports & Ancillary Building TC - 2 Carlsbad, California Apr. 29, 2005 DIVISION 4 MASONRY 04220 Concrete Unit Masonry DIVISIONS METALS 05120 Structural Steel 05500 Metal Fabrications 05510 Metal Stairs 05700 Ornamental Metal DIVISION 6 WOOD AND PLASTIC 06100 Rough Carpentry 06131 Wood Trusses 06180 Glued Laminated Wood 06192 Fabricated Wood Joists 06200 Finish Carpentry DIVISION 7 THERMAL AND MOISTURE PROTECTION 07110 Membrane Waterproofing 07111 Below Grade Membrane Waterproofing 07210 Building Insulation 07270 Fire Stopping 07322 Concrete Roofing Tile 07510 Built-Up Roofing 07600 Sheet Metal 07900 Calking and Sealants DIVISIONS DOORS AND WINDOWS 08110 Hollow Metal 08210 Wood Doors and Frames 08305 Access Doors 08335 Coiling Doors 08361 Sectional Overhead Doors 08520 Vinyl Windows 08710 Finish Hardware 08800 Glass and Glazing La Costa Glen - Central Plant Table of Contents Carports & Ancillary Building TC - 3 Carlsbad, California Apr. 29, 2005 DIVISION 9 FINISHES 09100 Metal Support Systems 09200 Lath and Plaster 09210 Preformed Architectural Shapes 09250 Gypsum Wallboard 09510 Acoustical Ceilings 09650 Resilient Flooring 09900 Painting 09955 Fiberglass Reinforces Polyester Panels DIVISION 10 SPECIALTIES 10010 Building Specialties 10200 Louvers and Vents 10500 Metal Lockers 10800 Toilet Accessories DIVISION 13 SPECIAL CONSTRUCTION 13110 Cathodic Protection 13900 Fire Protection 13940 Pre-Action System 13967 Clean-Agent Extinguishing Systems DIVISION 14 CONVEYING SYSTEMS 14200 Holeless Hydraulic Elevators DIVISION 15 MECHANICAL 15050 Basic Mechanical Materials and Methods 15055 Motors 15057 Variable Speed Drives 15060 Hangers and Supports 15071 Mechanical Vibration and Seismic Controls 15075 Mechanical Identification 15081 Duct Insulation 15083 Pipe Insulation 15110 Valves La Costa Glen - Central Plant Table of Contents Carports & Ancillary Building TC - 4 Carlsbad, California Apr. 29, 2005 15121 Pipe Expansion Fittings and Loops 15140 Domestic Water Piping 15145 Domestic Water Piping Specialties 15150 Sanitary Waste and Vent Piping 15155 Drainage Piping Specialties 15160 Storm Drain Piping 15181 Hydronic Piping 15183 Refrigerant Piping 15185 Hydronic Pumps 15189 HVAC Water Treatment 15194 Fuel Gas Piping 15410 Plumbing Fixtures 15412 Emergency Plumbing Fixtures 15441 Domestic Water Pumps 15469 Water Softeners 15514 Finned Water-Tube Boilers 15543 Fuel Fired Unit Heaters 15642 Closed-Circuit, Mechanical-Draft Cooling Towers 15745 Water-Source Heat Pumps 15815 Metal Ducts 15816 Nonmetal Ducts 15820 Duct Accessories 15855 Diffusers, Registers and Grilles 15856 Intake and Relief Ventilators 15900 HVAC Instrumentation and Controls 15950 Testing Adjusting and Balancing DIVISION 16 ELECTRICAL 16010 Electrical General Provisions 16050 Basic Electrical Materials and Methods 16111 Conduit and Wire 16160 Branch Circuit Panelboards and Terminal Cabinet 16191 Sound Control 16250 Automatic Transfer Switch 16425 Switchboards 16480 Motor Control Equipment 16500 Lighting Fixtures 16620 Standby Power 16722 Fire Alarm (Addressable/Multiplex Network) 16930 Lighting Control System 16931 Occupancy Motion Sensors END OF TABLE OF CONTENTS La Costa Glen - Central Plant Summary of Work Carports & Ancillary Building 01010 -1 Carlsbad, California Apr. 29, 2005 SECTION 01010 SUMMARY OF WORK 1.01 DESCRIPTION: The Work includes the complete construction of: LA COSTA GLEN CENTRAL PLANT & CARPORTS & ANCILLARY BUILDING Carlsbad, California in strict conformance with the Drawings and Specifications prepared by: KTGY GROUP, Inc. 17992 Mitchell South Irvine, California 92614 Telephone (949) 851-2133 Fax: (949)851-5156 1.02 WORK NOT IN THE CONTRACT: The term "NIC" means "Not In Contract". Following portions of the Work will be provided by the Owner under separate contract or other arrangement: 1. All other items indicated or specified as NIC. 1.03 UTILITY CHARGES: The Owner will pay all connection fees and assessments separate from the Contract such as permit fees, school fees and all other fees required. END OF SECTION La Costa Glen - Central Plant Definitions Carports & Ancillary Building 01015 -1 Carlsbad, California Apr. 29, 2005 SECTION 01015 DEFINITIONS PART 1 - GENERAL 1.01 DESCRIPTION: This Section covers additional definitions supplementary to those given in the Conditions of the Contract. 1.02 DEFINITIONS: A. Drawings: Words such as "shown", "indicated", "detailed", "noted", "scheduled", or words of similar import shall mean that reference is made to the information on the Drawings unless stated otherwise. B. Actions Of Architect: Such words as "directed", "designated", "selected", and words of similar import shall mean that the direction, designation, selection, or similar action of the Owner and/or Architect is intended unless stated otherwise. C. Required: The word "required" and words of similar import shall mean "required to complete the Work" and "required by the Owner and/or Architect", as is applicable to the context of the place where used, unless stated otherwise. D. Perform: The word "perform" shall be understood to mean that the Contractor, at his expense, shall perform all the operations necessary to complete the Work or mentioned portions of the Work, including furnishing and installing materials as are indicated, specified, or required to complete such performance. E. Provide: The term "provide" shall be understood to mean that the Contractor, at his expense, shall furnish and install the Work and the mentioned portion of the Work, complete and ready for the intended use. These definitions apply the same to future, present, and past tenses except "provided" may mean "contingent upon" where such is the context. F. Equal: Terms such as "equal", "approved equal", "equivalent", and all terms of similar import shall be understood to be followed by the phrase "in the opinion of the Owner and/or Architect" unless stated otherwise. G. Approval: Such words as "approved", "approval", "acceptable", "acceptance", or words of similar import shall mean that approval, acceptance, or similar import of the Owner and/or Architect is intended unless stated otherwise. H. Submit: Such words as "submit", "submittal", "submission" and terms of similar import shall include the meaning of the phrase "submit to the Owner and/or Architect for his approval" unless otherwise stated. La Costa Glen - Central Plant Definitions Carports & Ancillary Building 01015 -2 Carlsbad, California Apr. 29, 2005 I. Language: Specifications are written in a modified brief style consistent with clarity. Generally, the words "the", "shall", "will" and "all" are not stated. Words requiring an action or performance, such as "perform", "provide", "erect", "install", "furnish", "connect", "test", "coordinate", and words and phrases of similar import, shall be understood to be preceded by the phrase "The Contractor shall" unless otherwise stated. The requirements indicated and specified apply to all Work of the same kind, class, and type, even though the word "all" is not stated. J. Titling and Arrangement: Article, Paragraph, and Subparagraph titles and other identifications of subject matter in the Specifications are intended as an aid in locating and recognizing various requirements in the Specifications. Except where titling forms apart of the text, such as beginning words of a sentence or where the title establishes the subject, the titles are subordinate to and do not define, limit, or otherwise restrict the Specification text. Underlining or capitalizing of any words in the text does not signify or mean that such words convey special or unique meanings having precedence over any other part of the Contract Documents. Specification text shall govern over titling and shall be understood to be and interpreted as a whole. The order of Articles, Paragraphs, Subparagraphs, and Sub-subparagraphs in the Specifications text is defined by the sequence of indentations. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION (Not Applicable) END OF SECTION La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-1 Carlsbad, California Apr. 29, 2005 SECTION 13110 CATHODIC PROTECTION PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section includes passive cathodic protection systems that use magnesium anodes or zinc anodes to protect copper piping. B. Related Sections include the following: 1. Division 9 Section "High-Performance Coatings" for insulating pipe and joint coatings used with cathodic protection. 1.03 PERFORMANCE REQUIREMENTS A. Engage a qualified corrosion engineer to design and supervise, test, and inspect installation of cathodic protection systems. 1. Design cathodic protection for pipelines according to NACE RPO169. 2. Design cathodic protection for copper pre-insulated pipe. B. Select anodes and accessories relevant to level of protection. Design anodes for an estimated life of 30 years before replacement. C. Survey site and determine soil or water corrosivity (resistivity), current requirements, potential surveys, stray currents, and water chemistry/corrosivity (pH). D. Cathodic protection systems shall provide protective potential that complies with referenced NACE standards. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-2 Carlsbad, California Apr. 29, 2005 1.04 SUBMITTALS A. Product Data: For each of the following items: 1. Anodes. 2. Insulating flange sets. 3. Casings, insulation, and seals. 4. Dielectric unions. B. Shop Drawings: Detail location of cathodic protection equipment, devices, and outlets, with characteristics and cross-references to products. Include calculations and details of anode designs. Include plans, elevations, sections, details for attachments to other work, and list of equipment and materials. C. Coordination Drawings: Plans drawn to scale and coordinating connections to piping. D. Qualification Data: For corrosion engineer specified in "Quality Assurance" Article. Submit evidence of current license, corporate registration (if applicable) of the engineering business, and NACE certifications. E. Field quality-control test reports. F. Operation and Maintenance Data: For cathodic protection system to include in emergency, operation, and maintenance manuals. 1.05 QUALITY ASSURANCE A. Corrosion Engineer Qualifications: A professional engineer who is licensed to practice in jurisdiction where Project is located and who is experienced in corrosion engineering. Qualifications shall include education and experience in cathodic protection of buried and submerged metal structures and accreditation or certification by NACE as a Corrosion Specialist or Cathodic Protection Specialist. 1.06 DELIVERY, STORAGE, AND HANDLING A. Protect anodes from exposure to rain and direct sunlight. Replace anodes damaged due to improper handling or exposure. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-3 Carlsbad, California Apr. 29, 2005 PART 2 - PRODUCTS 2.01 MANUFACTURERS A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Anodes, Cable, and Backfill: a. Anode Technologies Group; ELTECH Systems Corporation. b. Cott Manufacturing Company. c. CP Masters, Inc. d. Electro-Chemical Devices, Inc. e. Gerome Manufacturing Company. f. Harco Technologies; Corrpro Companies, Inc. g. Loresco International. h. MATCOR, Inc. i. Northern Arizona Wind & Sun, Inc. 2. Wire, Cable, and Wiring Accessories: a. Continental Industries; thermOweld Division. b. ERICO International Corporation. c. Holloway Shunts. d. Rome Cable Corporation. e. Royston Laboratories Division; Chase Corporation. f. 3M; Electrical Products Division. 3. Sealing and Dielectric Compounds: a. Royston Laboratories Division; Chase Corporation. b. Tapecoat Company. c. Or equal. 4. Heat Shrinkable Sleeves: a. 3M; Electrical Products Division. b. Or equal. 2.02 MAGNESIUM ANODES, TYPE II A. Comply with ASTM B 843. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-4 Carlsbad, California Apr. 29,2005 B. Chemical composition as percent of weight shall be as follows: 1. Aluminum: 5.3 to 6.7. 2. Manganese: 0.15 to 1.3. 3. Zinc: 2.5 to 3.5. 4. Silicon: 0.30 maximum. 5. Copper: 0.05 maximum. 6. Nickel: 0.003 maximum. 7. Iron: 0.003 maximum. 8. Other Impurities: 0.05 percent each; 0.3 percent maximum total. 9. Magnesium: Remainder. C. Bare Anode Weight: 32 Ib, not including core, and a minimum length of 20 inches. D. Anodes Core: Galvanized steel with anode wire silver-soldered to the core. Connection shall be recessed and epoxy insulated for 600-V rating. Connection shall be covered with heat-shrinkable tubing, and insulation shall be extended over connection. E. Anode Wires: Cables, with copper conductors, suitable for direct burial; not less than No. 10 AWG with Type THWN insulation according to ASTM D 1248 and NEMA WC 70; long enough to extend to accompanying junction box without splicing. F. Anode Backfill: Backfill materials packaged in water-permeable fabric sack or cardboard container. Anodes shall be factory installed in packaged backfill using methods that result in dense packing of fill with factory-installed anode spacers to ensure centering of anode in packaged anode backfill. Backfill material shall have the following chemical composition by weight: 1. Hydrated Gypsum: 75 percent. 2. Bentonite Clay: 20 percent. 3. Anhydrous Sodium Sulfate: 5 percent. 2.03 ZINC ANODES FOR BURIED SERVICE A. Comply with ASTM B 418. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-5 Carlsbad, California Apr. 29, 2005 B. Chemical composition as percent of weight shall be as follows: 1. Aluminum: 0.005 maximum. 2. Cadmium: 0.003 maximum. 3. Iron: 0.0014 maximum. 4. Zinc: Remainder. C. Bare Anode Ingot Weight: 30 Ib, 2 inches square and 30 inches long. Packaged weight of anode bag shall be 70 Ib. D. Anode Wires: Cables, with copper conductors, suitable for direct burial; not less than No. 10 AWG with Type THWN insulation according to ASTM D 1248 and NEMA WC 70; long enough to extend to accompanying junction box without splicing. E. Anode Backfill: Backfill materials packaged in water-permeable fabric sack or cardboard container. Anodes shall be factory installed in packaged backfill using methods that result in dense packing of fill with factory-installed anode spacers to ensure centering of anode in packaged anode backfill. Backfill material shall have the following chemical composition by weight: 1. Hydrated Gypsum: 75 percent. 2. Bentonite Clay: 20 percent. 3. Anhydrous Sodium Sulfate: 5 percent 2.04 WIRE AND CABLE A. Direct-Burial Cable: Single-conductor TypeHMWPE, insulated cable specifically designed for dc service in cathodic protection installations. 1. Conductor: Stranded, annealed, uncoated copper, complying with ASTM B 3 and ASTM B 8. 2. Insulation: High-molecular-weight polyethylene, complying with NEMA WC 70. 3. Minimum Average Thickness of Insulation: 110 mils for Nos. 8 through 2 AWG, and 125 mils for Nos. 1 through 4/0 AWG; rated at 600 V. 4. Connectors: Copper compression type or exothermic welds. B. Cables for Installation in Conduit: Type THWN copper conductors as specified in Division 16 Section "Conductors and Cables." La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-6 Carlsbad, California Apr. 29, 2005 2.05 TEST AND JUNCTION BOXES A. Test Stations: Flush-mounting type of high-impact-resistant PVC or polycarbonate, with watertight conduit connections and cover and removable terminal board. B. In-Ground Level Test Stations: Traffic box with cast-iron covers, capable of withstanding AASHTO's "Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals," H 20 traffic loads, and with welded bead legend "CP TEST." 2.06 PATCH, SEAL, AND REPAIR COATING A. Sealing and Dielectric Insulating Compound: Black, rubber based, soft, permanently pliable, tacky, moldable, and unbacked; 0.125 inch thick. B. Coating Compound: Cold-applied, coal-tar-based mastic. C. Pressure-Sensitive, Vinyl-Plastic Electrical Tape: Comply with UL 510. 2.07 POTTING COMPOUND A. Cast-epoxy, two-package type; fabricated for this purpose and covered with heat- shrinkable tape. 2.08 IDENTIFICATION MATERIALS A. Materials are specified in Division 16 Section "Electrical Identification." 1. Wire and Cables: Laminated-plastic material with black letters on yellow background. Include identifier legend on Shop Drawings. 2. Cable Warning Tape: Polyethylene tape, complying with requirements in Division 16 Section "Electrical Identification." 2.09 INSULATING FLANGE SETS A. Description: Insulating flange sets rated for operation at indicated pressure and temperature of piping system, with full-faced gaskets, insulating sleeves and washers, and steel washers. 1. Gaskets: ASMEB16.21. Neoprene-faced phenolic material. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-7 Carlsbad, California Apr. 29, 2005 2. Insulating Washers and Sleeves: Two sets of laminated phenolic insulating material. Select washers to fit within bolt facing on flange over the outside of fabric-reinforced phenolic sleeve. 3. Washers: Steel, cadmium plated, to fit within bolt facing on flange. 2.10 STEEL FLANGES AND BOLTS A. Steel Flanges: ASME B16.5; 300 Ib. B. Bolts: ASTM A 307, Grade B for bolts; ASTM A 194/A 194M, Grade 2 for nuts. 1. Dimensions: ASMEB18.2.1 forbolts; ASMEB18.2.2 fornuts. 2. Threads: ASME Bl.l; Class 2A fit for bolts, Class 2B fit for nuts. 3. Extend bolts completely through nuts. 4. Bolts may have reduced shanks of diameter not less than diameter at roof of threads. 2.11 DIELECTRIC UNIONS A. Description: ASMEB16.39, Class 2 for dimensional, strength, and pressure requirements. Include insulation barrier that limits galvanic current to 1 percent of short-circuit current in a corresponding metallic joint and has insulating material impervious to material in pipe. 2.12 FLEXIBLE PIPE COUPLING BONDS A. Description: Flexible copper straps with electrical resistance equal to No. 1/0 AWG stranded copper wire and with 5 holes for 5 exothermic welds to pipe. PART 3 - EXECUTION 3.01 GENERAL INSTALLATION REQUIREMENTS A. Comply with ANSI C2 and NFPA 70. B. Make connections to ferrous pipe using exothermic welding. C. Coat welds with primer and exothermic weld cap. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-8 Carlsbad, California Apr. 29, 2005 3.02 MAGNESIUM ANODE INSTALLATION A. Install magnesium anodes at locations that clear obstructions. Install minimum 36 inches and maximum 10 feet from line to be protected. Install in augered holes with top of anode a minimum of 36 inches below finished grade. In soils that will collapse augered holes, use casing of galvanized sheet metal. B. Install anodes in a dry condition after plastic or waterproof protective covering has been completely removed from water-permeable, permanent container housing the anode metal. Do not use anode connecting wire for lowering anode into hole. Backfill annular space around anode with fine earth in 6-inch layers; compact each layer using hand tools. Do not strike anode or connecting wire during compacting. After backfilling and compacting to within 6 inches of finished grade, pour approximately 5 gal. of water into each filled hole. After water has been absorbed by earth, complete backfilling to finished level. C. Cover trench bottom for the anode wire with 3-inch layer of sand or stone-free earth. Center wire one backfill layer and do not stretch or kink the conductor. Place backfill over wire in layers not exceeding 6 inches in depth, and compact each layer. Use clean fill, free from tree roots, wood scraps, vegetable matter, and refuse. Place cable warning tape within 18 inches of finished grade, above cable and conduit. D. If rock strata is encountered before achieving specified augured hole depth, install anodes horizontally at depth at least as deep as bottom of pipe to be protected. E. Install anodes spaced as indicated, directly connected to the pipeline, allowing adequate slack in connecting wire to compensate for movement during backfill operation. F. Do not use resistance wires to reduce current output of individual or group anodes. 3.03 ZINC ANODE INSTALLATION A. Install zinc anode horizontally in a hole at least 3 inches larger than anode. Install anode under new copper water tubing. Separate piping and anode by at least 24 inches, but not more than 60 inches. B. Install anode midway between both ends of piping. Install anode wire in piping trench and connect to piping at an accessible location. Install anode wire in PVC conduit where rising out of the ground to the aboveground connection. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-9 Carlsbad, California Apr. 29, 2005 3.04 CABLE AND WIRE INSTALLATION A. Install conductors in PVC conduit with waterproof PVC junction boxes according to Division 16 Section "Raceways and Boxes." 1. Minimum Conductor Size: No. 10AWG. B. Install direct-buried cables according to Division 16 Section "Conductors and Cables." 1. Minimum Conductor Size: No. 8 AWG. 3.05 TEST STATIONS A. Install test stations as follows: 1. At 1000-foot intervals. 2. At insulating joints. 3. At both ends of casings. 4. Where pipe crosses other metal pipes. 5. Where pipe connects to existing piping system. 6. Where pipe connects to dissimilar metal pipe. B. Install test stations on controlled backfill complying with requirements for trench bottom fill for anode wires, unless otherwise indicated. C. Terminate test conductors on terminal boards and install a spare set of test leads at each testing location. 3.06 INSULATING FLANGE SETS A. Cut piping and install flanges without stressing piping. Weld flanges according to ASME B16.25. Cover flanges with sealing and dielectric compound. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110 - 10 Carlsbad, California Apr. 29,2005 3.07 PIPE JOINTS A. Electrical Continuity: Install bonding straps on copper pipe to and across buried flexible couplings, mechanical joints, and flanged joints, except at places where insulating joints are specified. Brazed and threaded joints are considered electrically continuous. Size bonding strap to allow for a total of 1-inch pipe expansion or contraction. Connect bonding strap to pipe, coupling follower rings, and coupling middle ring or sleeve. Connect bonding strap to pipe and coupling with five thermowelds. B. Insulating Unions: Install electrical isolation at each building entrance and at other locations indicated. Cut pipe ends square, remove fins and burrs, and cut tapered pipe threads according to ASMEB 1.20.1. Apply joint compound or thread tape to male threads only. Install piping without stressing pipe. If joints are backed off to permit alignment of threaded joints, reapply joint compound or tape. Engage threads so not more than three threads remain exposed. Cover unions with sealing and dielectric compound. 3.08 DISSIMILAR METALS A. Underground Dissimilar Piping: Install electrically isolated joints for new and existing steel piping, except valves. Coat insulating joint and pipe with sealing and dielectric compound for a minimum distance of 10 pipe diameters on both sides of joint. B. Underground Dissimilar Valves: Coat dissimilar ferrous valves and pipe with sealing and dielectric compound for a minimum distance of 10 pipe diameters on both sides of valve. C. Aboveground Dissimilar Pipe and Valves: If dissimilar metal pipe joints and valves are not buried and are exposed only to atmosphere, coat connection or valve, including pipe, with sealing and dielectric compound for a minimum distance of three pipe diameters on both sides of junction. 3.09 CASINGS, INSULATION, AND SEALS A. If piping is installed in casing, insulate piping from casing and seal annular space to prevent intrusion of water. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110-11 Carlsbad, California Apr. 29, 2005 3.10 RECONDITIONING OF SURFACES A. Sod Restoration: Restore grass and lawn surfaces disturbed during installation of anodes and wires to their original elevation and condition. Preserve sod and topsoil and replace after backfilling is completed. If surface is disturbed in a newly seeded area, re-seed area with same quality and formula of seed as that used in original seeding. B. Pavement Restoration: Repair pavement, sidewalks, curbs, and gutters if removed or disturbed during construction. Saw cut pavement edges. Graded aggregate base course shall have a maximum aggregate size of 1-1/2 inches. Before paving, prime base course with liquid asphalt, Grade RC-70, complying with ASTM D 2028. 1. Match base course to existing thickness, but not less than 6 inches. 2. Asphalt Aggregate Size: 1/2 inch. 3. Asphalt Cement: Comply with ASTM D 3381, Grade AR-2000. 4. Match asphalt concrete to existing thickness, but not less than 2 inches. 5. Repair portland cement concrete pavement, sidewalks, curbs, and gutters using 3000-psi concrete, complying with ASTM C 94/C 94M. Division 3 Section "Cast-in-Place Concrete." Match existing pavement, sidewalk, curb, and gutter thicknesses. 3.11 IDENTIFICATION A. Identify test station as indicated on Shop Drawings. 3.12 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified testing and inspecting agency to perform field tests and inspections and prepare test reports. B. Testing Agency: Engage a qualified testing and inspecting agency to perform the following field tests and inspections and prepare test reports: C. Perform the following field tests and inspections and prepare test reports under the supervision of a qualified corrosion engineer: 1. Static Pull Test: Choose, at random, one completed anode of each type for this destructive test. Demonstrate that anode wire connections have enough strength to withstand a minimum tensile load of 300 Ib. If test fails, replace all anodes and repeat test at another randomly selected anode. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110 - 12 Carlsbad, California Apr. 29, 2005 2. Insulation Testing: Before anode system is connected to pipe, test insulation at each insulating joint and fitting. Demonstrate that no metallic contact, or short circuit, exists between the two insulated sections of pipe. Replace defective joints or fittings. 3. Baseline Potentials: After backfilling of pipe anodes is completed, but before anodes are connected to pipe, measure the static potential of pipe to soil. Record initial measurements. 4. Anode Output: Measure electrical current as anodes or groups of anodes are connected to pipe. Use a low-resistance ammeter. Record current, date, time, and location of each measurement. 5. Pipe-to-Reference Electrode Potential Measurements: On completion of installation of entire cathodic protection system, make electrode potential measurements according to NACE RP0169, using a copper/copper-sulfate reference electrode and a potentiometer-voltmeter, or a dc voltmeter with an internal resistance (sensitivity) of not less than 100,000 ohms per volt and a full scale of 1 or 2 V. Make measurements at same locations as those used for baseline potentials. Record voltage, date, time, and location of each measurement, using one of the following two methods: a. 850-mV Negative Voltage: With cathodic system in operation, measure a negative voltage of at least minus 0.85 V between pipe and a saturated copper/copper-sulfate reference electrode contacting the earth directly over pipe. b. 100-mV Polarization Voltage: Determine polarization voltage shift by interrupting protective current and measuring polarization decay. An immediate voltage shift will occur if protective current is interrupted. Use voltage reading, after immediate shift, as base reading from which to measure polarization decay. Measure at least a minimum polarization voltage shift of 100 mV between pipe and a saturated copper/copper-sulfate reference electrode contacting the earth directly over pipe. D. Location of Measurements for Piping: For coated piping or conduit, measure from reference electrode in contact with the earth directly over pipe. Measure at intervals not exceeding 400 feet. Make additional measurements at each distribution service riser, with reference electrode placed directly over service line. E. Casing Tests: Test insulation between carrier pipe and casing. Correct short circuits. F. Interference Testing: Test interference with cathodic protection from any foreign pipes in cooperation with Owner of foreign pipes. Report results and recommendations. La Costa Glen - Central Plant Cathodic Protection Carports and Ancillary Building 13110 - 13 Carlsbad, California Apr. 29, 2005 3.13 ADJUSTING A. Adjust cathodic current using resistors as recommended by Corrosion Engineer. B. During one year after Substantial Completion, test, inspect, and adjust cathodic protection system every three months to ensure its continued compliance with specified requirements. 3.14 DEMONSTRATION A. Engage a factory-authorized service representative to train Owner's maintenance personnel to adjust, operate, and maintain cathodic protection system. Refer to Division 1 Section "Closeout Procedures Demonstration and Training." END OF SECTION 13110 12-01-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR05217 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: GARY KUTZ 1991 LANCEWOOD LN CBAD PCR 0000000000 Lot #: $0.00 Construction Type: CB044304 LA COSTA GLEN BULLETIN 4 ARCH REVISIONS 0 NEW Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Owner: ISSUED 11/10/2005 SB 12/01/2005 12/01/2005 1940LEVANTEST 92009 704-6252 Plan Check Revision Fee Additional Fees $330.00 $0.00 Total Fees:$330.00 Total Payments To Date:$330.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow Ihe 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 of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 La Costa Glen FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By /" Date ,-, '] CB- 04-4304 PC05-105 Address (include Bldg/Suite #)1991 Lancewood Central Plant Business Name (at this address) Legal DescriptionLots 8 & 9 Tract No. Lot No. Subdivision Name/Number 92-08 Green Valley Unit No.Phase No.Total ft of units Assessor's Parcel ft255^012-17-00 Existing Use Proposed Use Description of Work Bulletin Number ft of Bathrooms Gary E. Kutz . 1940 Levante Street Carlsbad CA 92009 (760) Name Address City State/Zip Telephone ft Fax Name Address City State/Zip Telephone ff Name Address City State/Zip Telephone ft (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 [$500J1, Name State License ft Address License Class City State/Zip - City Business License # Telephone # Designer Name State License ft Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations; Q I have and will maintain a certificate of consent to self-insura for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Cods, for trie 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 [$1001 OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, 1 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 1 am exempt from the Contractor's License Law for the following reason: CI '- 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). ^ 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. D YES E]NO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. 1 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 1 have contracted (hired) the following persons to provide the 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 Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? CH 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. 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 certify that I Nave read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned properly 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 permil issued by the building authorized by such permit Is not commenced within 1 at any lime after the work is commenced for a APPLICANT'S SIGNATURE r the provisjpns of this Code shall expire by limilatlon and become null and void if the building or work 'ram the^ljnaof such permit or if the building or work authorized by such permit is suspended or abandoned n 106.4.4 Uniform Building Code). DATE 11-1-OS WHITf: File YELLOW: Applicant PINK; Finance EsGil Corporation In (Partnership ti>itfi government for <BuibRng Safety DATE: November 23, 2005 Q APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: PCR 05-217 & 219(O4-43O4 & 04-4426) _ SET: I PROJECT ADDRESS: 1991 Lancewood & 7835 Rush Rose PROJECT NAME: Bulletin 4 & 5 for La Costa Glen(Trans. dated 11/10/05) Xj 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 Esgii Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D <3A D MB D EJ D PC 11/15/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS DATE RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $1O,OOO.OO> PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE Dou/Mlfforms/Planning Engineering Approvals Carlsbad Fire Department Plan Review Requirements Category: PCR , Date of Report: 11-29-2005 Reviewed by: £ Name: Address: Permit #: PCR05217 Job Name: LA COSTA GLEN BULLETIN 4 Job Address: 1991 LANCEWOOD LN CBAD INCOMPLETE The item you have submitted for roviow ia incomplete. At tfaio timo, thio office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all oommonto attached. Ploaoo rooubmit tho noooooary piano ond'or DpooifioationG, with ohangoo "clouded", to thio offioo for review and approval. Conditions: Cond: CON0000957 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 11/29/2005 By: GR Action: AP 12-08-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR05223 Building Inspection Request Line (760) 602-2725 Job Address: 1991 LANCEWOOD LN CBAD Permit Type: PCR Parcel No: 0000000000 Lot#: Valuation: $0.00 Construction Type: Reference #: CB044304 Project Title: LA COSTA GLEN STEEL/CONCRETE STAIR SUBMITTAL 0 NEW Status: ISSUED Applied: 11/30/2005 Entered By: SB Plan Approved: 12/08/2005 Issued: 12/08/2005 Inspect Area: Applicant: THE WEITZ COMPANY Owner: 1940LEVANTEST 92009 Plan Check Revision Fee Additional Fees $240.00 $0.00 Total Fees:$240.00 Total Payments To Date:$240.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project, NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has Dreviously_o_therwise exoired, PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By Date Address (include Bldg/Suite #) Legal Description Lot No. Subdivision Name/Number<:c/ec Unit No.hase No.Total # of units Assessor's Parcel #£xis ing Use 7n» r Proposed Use Description of Work SO. FT.# of Stories # of Bedrooms # of Bathrooms Name Address City State/Zip Telephone #Fax* Name Address City State/Zip Telephone # Name Address City Stale/Zip Telephone # (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]).any 7J Name State License #/ $ °l 7-£ Address License Class B_City State/Zip City Business License #. Telephone # Designer Name State License # Address City State/Zip Telephone # Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT 15 FOR ONE HUNDRED DOLLARS [$100] OR LESS) D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as 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 are 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: D I, as owner of the property or my employees with wages as their sole compensation, will d the work and the structure is not intended or offered for 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). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with corttractor(s) licensed pursuant to the Contractor's License Law). P 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. D YES D NO 2. I (have/have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / /ontractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 Page 2 of 2 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under Sections 25505. 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code) LENDER'S NAME LENDER'S ADDRESS certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGEMENTS, 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 of 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106,4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE."/"I/OS WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnership witH government for Quitting Safety DATE: DEC. 06, 2005 Q APPLICANT JURISDICTION: CARLSBAD a PLAN REVIEWER Q FILE PLAN CHECK NO.: PCO4-01O5 (REV. # 4) - PCR05-223 SET: I PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-O8, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck, LJ 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: GARY KUTZ 1940 LEVANTE STREET, CARLSBAD, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person X) REMARKS: The stair manufacturer's engineer needs to stamp & sign the stair plans. *Stairs framing plans (deferred submittal) under this revision package. By: All Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 11/29 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4- (858)560-1468 •* Fax (858) 560-1576 CARLSBAD PCO4-0105 (REV. # 4) - PCRO5-223 DEC. O6, 2005 • VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.; PCO4- 0105 (REV. # 4) - PCR05-223 PREPARED BY: All Sadie DATE: DEC. O6, 2OO5 BUILDING ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VAtLEY BUILDING OCCUPANCY: B/S1/F1/H4 TYPE OF CONSTRUCTION: V-NR/SPR. BUILDING PORTION REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1 QM I IRT Ri lilHInn Pwmlt F AREA ( Sq. Ft.) CB Valuation Multiplier SyOrdln«nc« «ft iH! Reg- Mod. VALUE ($) 1994 UBC Plan Check fee |i| Type of Raviwr. Q Complete Review $240.00 Q Repetitive FeeRepeats O Other ^ Hourly Structural Only Hours * Esgll Plan R*vi»w r«e $192.00 * 6at«d on hourly rate Comments: Sheet 1 of 1 TOO/ TOO'd S980#IISSS 095 9SB NOV-IO-200S Olill'N FROtt-WWIS ENfilHEERIHfi I4I-TB-T-MTI I. : 5TCCL PtPE/aiBS, OR WIPEFLANGE COLUMN^ PER PLAN 5. TOP OF= PA£ POOTINS, SEE PLAN, 5, NUT6 A.B, HITH 4. ;|L DRY 5. 1/2" THK. STEEL PLATE SIZEP , TO MEET MINI. DIMENSIONS 6. ' CONCRETE POOTlN© PER : PLAN, (V6/7H To POUKDAT ON DETAIL 50647-1 3SD2 20 'd •ON Hd 99:£0 aHM 3002-08-AON WEITZ THE VISION TO BUILD I5O YEARS THE WEITZ COMPANY-NATIONAL LA COSTA GLEN NORTH 1940 Levante Street, Carlsbad, CA 92009 Tel: 760-479-0229 Fax: 760-479-1770 Submittal TransmittalSFftE TWC, Detailed, Grouped by Number Project # N142700 Date: 10/19/2005 Due Date Transmitted To: PAUL GAFFNEY R.W. METALS, LLC 561 3 NE22ND STREET DESMOINES, IA 50313 Tel: 515 266-9115 Fax: 51 5 266-9060 Transmitted For Construction Qty Submittal Package No 1 05120-0001 -0 Items Qty Description 001 002 003 004 005 006 1 1 1 1 1 1 Reference Number: 0187 Transmitted By: ERIN VERMETTE THE WEITZ COMPANY-NATIONAL 1940 LEVANTE STREET CARLSBAD, CA 92009 Tel: 760-479-0229 Fax:760-479-1770 Delivered Via | UPS Description Package Action Central Plant Structural Columns & Beams and Balance of Miscellaneous Metals Package Approved as Noted Notes Item Action Metal Fabrications - Shop Drawings (Steel Ladders) Ornamental Metal - Shop Drawings (Railings) Ornamental Metal - Shop Drawings (Metal Stairs) Structural Steel - Shop Drawings (Column & Beam Layout and Details) Structural Steel - Shop Drawings (Overhead Door Jambs) Metal Fabrications - Shop Drawings (Lath Structures) Remarks Approved as Noted Approved as Noted Approved as Noted Approved as Noted Approved as Noted Approved as Noted CC: BIGHORN CONSTRUCTION ANDREW OLWELL THE WEITZ COMPANY-NATIONAL JACOB YAMANOHA Signature Signed Date Prolog Manager Printed on: 10/19/2005 Weitz National Page 1 From: "Axel Stoltz" <astoltz@ktgy.com> To: "Erin Vermette" <Vermette@weitz.com> Date: 11/8/20056:21:25 PM Subject: Central Plant I did not see any comments on the steel column shop drawings for the columns within the building. However, we did mark up the exterior stair shop drawings to be submitted to the city with calculations for approval. The exterior stair system was indicated as a deferred approval item on our sheet 12 GN-1. Design would include the stringers and upper landing platform with its support columns. Axel Stoltz KTGY Group, Inc. 949-851-2133 Due to the potential that information exchanged by electronic media can deteriorate, be damaged, lost or modified unintentionally or otherwise, use of this electronic data by anyone other than KTGY Group, Inc. shall be at the sole risk of such user and without liability or legal exposure to KTGY Group, Inc. The recipient is responsible for verifying the accuracy of data against governing hard copy documentation. Recipient assumes all risks in the changing or modification of data and revisions or updating of hard copy documents. 06-09-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR06072 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: KUTZ GARY 1991 LANCEWOOD LN CBAD PCR 0000000000 Lot #: 0 $0.00 Construction Type: NEW LA COSTA GLEN 2ND FLR Tl @ CENT PLT., BULLETIN #5 Status: ISSUED Applied: 05/03/2006 MDP 06/09/2006 Entered By: Plan Approved: Issued: Inspect Area: Owner: 06/09/2006 760 704-6552 Plan Check Revision Fee Additional Fees $480.00 $0.00 Total Fees:$480.00 Total Payments To Date:$480.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE ttiat 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 lo 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 lo thisjr as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 La Costa Glen FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By Date '"7 C— 0^04-^4304 PC05-105 Business Name [at this address")Address (include Bldg/Suite #) 1991 Lancewood Central Plant Legal Description Lot No. Subdivision Name/Number Lots 8 & 9 Tract No. 92-08 Green Valley Unit No.Phase No.Total # of units Assessor's Parcel ff255-012^17-00 Description of Work Bulletin Number Gary E. Kutz . 1940 Levante Street Carlsbad CA 92009 (760) 704- Name Address City State/Zip Telephone # Fax Name Address ;onfinuing Life Comnunities. Telephone # Name Address City State/Zip Telephone # (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 ha 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 IS500]). Name State License ff Address License Class City State/Zip • City Business License ft Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have.and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. O 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 l?100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage la unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($10O,OOO), 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 f 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.Llcense 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, ff, however, the building or improvement is sold within one year of completion, the owner-buildar will have the burden of proving that he did not build or improve for the purpose of sale). L3| 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 ' am exempt under Section _ Business and Professions Code for this reason: 1 , 2. 3, I personally plan to provide the major labor and materials for construction of the proposed property improvement. LD YES I (have / have not) signed an application for a building permit for the proposed work.. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): __________ _ __ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE 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 ActT EH YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES LT) NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate, I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permll issued by the building OfySr\jnder the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within^/da/s from>e dtffe of such permit or if the building or work authorized by such permit Is suspended or abandoned at any time after the work is commenced for a perjjfri/f/TaO daifflfyiGjQn 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE 7 Ir / WHITE: Fi DATE File YELLOW: Applicant PINK: Finance EsGil Corporation In (Partnersdip with government for <Buitd~ing Safety DATE: MAY 15, 2006 Q APPLICANT Q JURIS. JURISDICTION: CARLSBAD Q PLAN REVIEWER a FILE PLAN CHECK NO.: PC04-O105 (REV. # 6) - PCR06-O72 SET: I PROJECT ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY PROJECT NAME: LA COSTA GLEN INDEPENDENT LIVING - CENTRAL PLANT X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: GARY KUTZ 1940 LEVANTE STREET, CARLSBAD, CA 92009 A] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person X] REMARKS: Revisions to miscellaneous sheets of plans for temporary T.I. (all disciplines are affected). By: All Sadre Enclosures: Esgil Corporation D GA D MB U EJ D PC 5/5 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92 123 * (858)560-1468 4 Fax (858) 560-1576 CARLSBAD PC04-0105 (REV. # 6) - PCR06-072 MAY 15, 2006 VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: PC04-JURISDICTION: CARLSBAD 0105 (REV. # 6) - PCR06-072 PREPARED BY: Ali Sadre DATE: MAY 15, 2006 BUILDING ADDRESS: LOTS 8 & 9, TRACT # 92-08, GREEN VALLEY BUILDING OCCUPANCY: B/S1/F1/H4 TYPE OF CONSTRUCTION: V-NR/SPR. BUILDING PORTION REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 1994 UBC Plan Check Fee Type of Review: 1 1 Repetitive Fee ~^| Repeats * Based on hourly rate Comments: $480.00 D Complete Review D Other m Hourly Structural Only Hours Esgll Plan Review Fee $384.00 Sheet! of 1 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGEFAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE Oocs/Mlsronns/PlanninB Englnwring Approvals Carlsbad Fire Department BUILDING DEPT. COPY Plan Review Requirements Category: PCR , Date of Report: 05-05-2006 Name: Address: Reviewed by: Permit #: PCR06072 Job Name: LA COSTA GLEN Job Address: 1991 LANCEWOOD LN CHAD The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0001326 :HIS PROJECT HAS BEEN REVIEWED 'PROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 05/05/2006 By: GR Action: AP 0 * —*s^ 1^*-»»__<"^r\ ' ^_•V r o^ r 1 L] rt _1 O £>«,3; QSSffiI ^1 Tl 3D I" '« ~ aw < 3 h >si"^, ^*