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Home My WebLink About2215 CALLE BARCELONA; ; CB120832; Permit05-31-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Patio/Deck Permit Permit No: CB120832 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 2215 CALLE BARCELONA CBAD PATIO 2552730700 Lot #: 0 $3,971.00 Construction Type: NEW COASSTLINE CHURCH- GAZEBO - DETACHED - NEW 256 SF OPEN - W/ SOLID ROOF - W/ Status Applied Entered By Plan Approved Issued Inspect Area Plan Checl<# ISSUED 05/07/2012 RMA 05/31/2012 05/31/2012 Applicant: J E GRANT GENERAL CONTRACTORS Owner: COASTLINE COMMUNITY CHURCH 5051 AVENIDA ENCINAS CARLSBAD CA 92011 760 438 7500 2215 CALLE BARCELONA CARLSBADCA 92009 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Green BIdg Standards (SB1473) Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $68.07 $0.00 $47.65 $0.00 $1.00 $1.00 $0.00 $0.00 $40.00 $0.00 $157.72 Total Fees: $157.72 Total Payments To Date: $157.72 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: ^^h/rZ-Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refened to as "fees/exactions." You tiave 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 tile 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 tees/exactions of which vou have previouslv been oiven a NOTICE similar to this, or as to which the statute of limitations has oreviouslv othenvise expired. ^ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www, ca risba d ca .gov Plan Check No. Est. Value Plan Ck. Deposit ~3m Date SWPP JOB ADDRESS SUITE#/SPACE#/UNIT# 2>5S 2-73 Q7 - QO CT/PROJECT# # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP DESCRIPTION OF WORK: /nc/ude Square Feet of Affected Areafs) EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES • # NO • AIR CONDITIONING YES n NO • FIRESPRIIMKLERS YES • NOD APPLICANT NAME (Primary Contact) ADDRESS APPLICANT NAIVIE (Seconda/xContact) arvContact) ^ Dg£SS ^ ADDRESS CITY^ TATE ZIP STATE ZIP_ PHONE FAX PHONE FAX EMAIL EMAIL PROPERTY OWNER NAIVIE . _ CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY PHONE TZT [FAX 7^ 4?^ ^'76 3 76o ?>o5C EMAIL / •:4V ^ STATE ZIP PHONE _ „ _ FAX. , ,n -7 -^fcp 4?(g 75PO 7^ EMAIL , , , ASCH/DES\aNER NAME & ADDgf SS NAMES. ADDRES STATE LIC. # CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permitto construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires ttv applicant for such permitto 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)). COMPENSATION Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: n I have and will maintain a certificate of consent to self-insure for workers' corrpensation as provided by Section 3700 of ttie Labor Code, for the performance of the work for wtiicii ttiis permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for whichjhisjjermit is issued. My workers' compensatioi number are: Insurance Co._ Policy No. Expiration Date _ isupnc^arrier and policy This section need not be completed if the permit is for one hundred dollars ($100) or less. n Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensatlorL,jlaii^ages^s provided for in Section 3706 of the Labor code, interest and attorney's fees. / < JS$ CONTRACTOR SIGNATURE ?A6ENT DATE 1,^ I hereby affirm that I am exempt from Contractor's License Law for the following reason: CI I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). n I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). • I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. O Yes • No 2.1 (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 / contractors' license number): 4.1 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 / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): PROPERTY OWNER SIGNATURE •AGENT DATE i THIS SECTION FOR NO Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? • Yes • No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? • Yes • No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? • Yes • No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS IMET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affimi that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certily that I have read the application and state that the above infomiation is conect and that the infomiation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection pumoses. 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 constmction of stmctures over 3 stories in heighL EXPIRATION: Every pemiit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or wori< authorized by such pemiit is not commenced within 180 days from the date of such pennit or if the building or wxk authorized by such permit is suspended or abandoned at any time after the wori( is commenced for a period of 180 days (Section 106.4.4 Unifomi Building Code). >£S'APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax (760) 602-8560, Email www.buildina(a)carlsbadca.aQv or Mall the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. C0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS • PICK UP: • CONTACT (Listed above) • OCCUPANT (Listed above) • CONTRACTOR (On Pg. 1) • IVIAIL TO: • CONTACT (Listed above) • OCCUPANT (Listed above) • CONTRACTOR (On Pg. 1) • MAIL / FAX TO OTHER: • ASSOCIATED CB# • NO CHANGE IN USE / NO CONSTRUCTION • CHANGE OF USE / NO CONSTRUCTION >eS'APPLICANT'S SIGNATURE DATE inspection List Permlt#: CB120832 Type: PATIO COASTLINE CHURCH- NEW 256 SF GAZEBO - DETACHED - OPEN - W/ SOLID Date Inspection Item Inspector Act Commen 09/13/2012 89 Final Combo -RI AM 09/13/2012 89 Final Combo MC Fl 07/19/2012 11 Ftg/Foundation/Piers MC AP 07/12/2012 15 Roof/Reroof PY AP 07/11/2012 15 Roof/Reroof MC PA 2X T&G 07/03/2012 15 Roof/Reroof MC CO 06/27/2012 14 Frame/Steel/Bolting/Weldin MC PA PRE-LIM 06/19/2012 66 Grout MC AP 06/07/2012 11 Ftg/Foundation/Piers PY AP Friday, September 14, 2012 Page 1 of 1 Corporate: 2992 E. La Raima Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 629.'i Ferris Square, Suite C. San Diego, CA 92121 Tel; (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway BIdg 2A. Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Cemer Parkway#l. Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-GROUT ASTM C1019 Date Printed: 7/18/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRANT GENERAL CONTRACTORS Set No.: 12-0468 File No.: N/A Permit No.: N/A ProjectNo.: 1751A23 Project Name: COASTLINE COMMUNITY CHURCH MULTIPURP 2215 CALLE BARCELONA CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 7 6/27/2012 3X3X6 9.30 14,120 1,520 N/A 28 7/18/2012 3 X 3 X 5 9.00 24,450 2,720 N/A 28 7/18/2012 3X3X6 9.00 24,000 2.670 N/A 28 H 7/18/2012 Specified Strength: 2.000 PSI Sampled By: MATTHEW JACKSON ASTM CI72 Date Sampled: 6/20/2012 Date Received: 6/22/2012 Location: 8" CMU FREE STANDING PILASTER - 2ND LEVEL PARKING Concrete Supplier: ROBERTSONS Mix No.: R5200642 Ticket No.: Water added at Site: 0.00 gaL By Cement Type: II/V Remarks: Mix Time: 98 Concrete Temp: 74 Ambient Temp: 72 "F ASTM C1064 "F ASTM C1064 Slump: 8.00 in. ASTM C143 Tested at: San Diego Distribution: GRANT GENERAL CONTRACTORS DOMINY & ASSOCIATES GNR ENGINEERING, INC. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 2700 PSI 28-day compression test complies with the specified strength. cm. Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel; 714.632.2999 Fax; 714.632.2974 Dispatcti; 800.491.2990 San Diego/Imperial County 6295 Ferris Square Ste. G San Diego, CA 92121 Tel; 858.537.3999 Fax; 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 fWleridian Pkwy., BIdg 2A Riverside, CA 92518 Tel; 951.653.4999 Fax; 951.653.4666 Dispatch; 800.491.2990 Indio 44917 Golf Center Pkwy., Ste.1 Indio, CA 92201 Tel; 760.342.4677 Fax;760.342.4525 Dispatch; 800.491.2990 MTGL PROJECTS; 1751 A33 Permit »CB120832 I Report # Page _ DAILY INSPECTION REPORT of DSA/CITY File# DSA/OSHPD Appl. #. DSA/LEA# Special Inspection Reports must tie distributed to ttie parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspectbn on a daily basis. Each report shall be completed and signed by the special inspector conducting the PROJECT NAME; Coast Line Community Churh Date; June 20, 2012 ~ "1 ARCHITECT Berry Group Inc. TIME ARRIVED 10am TIME DEPARTED 1 ENGINEER Sun Structural Engineering Inc. TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR 1 INSPECTION ADDRESS 2215 Calle Barcelona Carlsbad, Ca. ADDRESS OF PROJECT Same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE H MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOfyOOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • n SOIL REPORT Y • N • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • APPROVED SHOP DFiAWING Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS); Robertsons 2000psi, 3/8" hard rock concrete for grout, mix design RS200G42 CONTRACTORS EQUIPMENT/MANPOWER USED; Trailer pump AREA, GRID LINES, PIECES INSPECTED: Inspect placement of (4) valley beam to pilaster connection assemblies. Steel embedments w/ nelson studs @ each free standing pilater. (4) total. Observe & verify the delivery & placing of 3 yards, 2000psi high lift grout @ (4) pilasters, second level parking area. Robertsons mix design RS200G42, placed by pump and consolidated with mechanical vibration. STRUCTURAL NOTES, DETAIL OR RFIS USED; Approved Stnjctural plans. Embedment placing drawing. REMARKS, INCLUDING MEETINGS; 1 set of (4) grout samples cast for compressive strength testing. REWORK AS PERCENT OF ALL WORK TODAY: WAS NOT • THE WORK WAS j Inspected in accordance witfi the requirements of the DSA/OSPHD Project approved documents. MATERIAL SAMPLING WAS H WAS NOT • N/A • Performed in accordance with DSA/OSPHD Project approved documents. PERCENT PROJECT COMPLETE: THE WORK INSPECTED MET H DID NOT MEET I The requirements of the DSA/OSPHD Project approved documents. Samples taken; 1 set of (4) grout papers Weather: sunny warm Temp; 76* cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner ure of Special Inspector Stthew Jackson FTi^jnaffie" Certifieatjon #:5269061 / Verified by Corporate: 2992 E. La Palma Avenue. Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway BIdg 2A. Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway # I, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-GROUT ASTM C1019 Date Printed: 6/28/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: GRANT GENERAL CONTRACTORS Set No.: 12-0468 File No.: N/A Permit No.: N/A ProjectNo.: 1751A23 Project Name: COASTLINE COMMUNITY CHURCH MULTIPURP . 2215 CALLE BARCELONA^ CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 7 6/27/2012 3X3X6 9.30 14,120 1.520 N/A 28 7/18/2012 28 7/18/2012 28 H 7/18/2012 Specified Strength: 2,000 PSI Sampled By: MATTHEW JACKSON ASTM CI72 Date Sampled: 6/20/2012 Date Received: 6/22/2012 Location: 8 " CMU FREE STANDING PILASTER - 2ND LEVEL PARKING Concrete Supplier: ROBERTSONS Mix No.: R5200642 Ticket No.: Water added at Site: 0.00 gaL By Cement Type: II/V Remarks: Mix Time: 98 Concrete Temp: 74 Ambient Temp: 72 "F ASTM C1064 °F ASTM C1064 Slump: 8.00 in. ASTM C143 Tested at: San Diego Distribution: GRANT GENERAL CONTRACTORS DOMINY & ASSOCIATES GNR ENGINEERING. INC. CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. EsGil Corporation In (Partners Hip witfi government for (Building Safety DATE: 5/29/12 •..APP-UGANT ^--^U JURIS. > JURISDICTION: City of Carlsbad ^ • PLAN REVIEWER • FILE PLAN CHECK NO.: 12-0832 SET: II PROJECT ADDRESS: 2215 CaUe Barcelona PROJECT NAME: Coastline Community Church - Gazebo XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I The applicant's copy of the check list has been sent to: 1X1 EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: Doug Moody Enclosures: EsGil Corporation • GA • EJ • PC 5/22/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnership witfi government for (BuiCding Safety DATE: 5/14/12 • APPLICANT d^fjuRisT^ JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 12-0832 SET: I PROJECT ADDRESS: 2215 Calle Barcelona PROJECT NAME: Coastline Community Church - Gazebo I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: Jim Grant 5051 Avenida Encinas , Carlsbad, CA 92008 I I 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: Jim Grant (\(. i^] Telephone #: 760-438-7500 Date contacted: '^^'^l'^ (by: ) Email: iqrant(5)qrantqc.com Fax #: 760-438-3056 t Mail Telephone Fax In Person • REMARKS: By: Doug Moody Enclosures: EsGil Corporation • GA • EJ • PC 5/8/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 12-0832 5/14/12 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 12-0832 JURISDICTION: City of Carlsbad OCCUPANCY: A3 USE: Gazebo TYPE OF CONSTRUCTION: VB ACTUAL AREA: 256sf ALLOWABLE FLOOR AREA: STORIES: 1 HEIGHT: SPRINKLERS?: No OCCUPANT LOAD: 17 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 5/7/12 DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/8/12 DATE INITIAL PLAN REVIEW COMPLETED: 5/14/12 PLAN REVIEWER: Doug Moody FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required priorto the issuance of a building permit. Code sections cited are based on the 2010 CBC, which adopts the 2009 IBC. 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. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 12-0832 5/14/12 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Please have the engineer complete the City of Carlsbad Special Inspection Agreement. 2. Specify on the plans the following information for the roof materials, per Section R106.1.1: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 3. Please provide the required 0LTG-1C forms. 4. Please have the document author and the principle designer of the OLTG-1C form sign the imprinted document. 5. Provide automatic shut-off controls for lighting as per Title 24, Part 6, Section 131(d). Note : When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the requirements for new buildings, per Section 1134B.2. These requirements apply as follows: a) A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. 6. Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. Please provide detailed plans of the path of travel, indicate slope and width, any pedestrian ramps, curb ramps, walks, handrails, provide dimensioned parking stall details etc. City of Carlsbad 12-0832 5/14/12 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes • No • 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 Doug Moody at Esgil Corporation. Thank you. City of Carlsbad 12-0832 5/14/12 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 12-0832 PREPARED BY: Doug Moody DATE: 5/14/12 BUILDING ADDRESS: 2215 Calle Barcelona BUILDING OCCUPANCY: A3 TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Gazebo 256 City Valuation 3,971 Air Conditioning Fire Sprinklers TOTAL VALUE 3,971 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Plan Oieck Fee by Ordinance Type of Review: QRepetitive Fee ~ Repeats Complete Review • Other j—j Hourly EsGil Fee • Structural Only Hr. @ $68.07 $44.25 $38.12 Comments: Sheet 1 of 1 macvalue.doc + CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 12-832 Date: May 9, 2012 Project Address: 2215 Calle Barcelona APN: 255-273-07-00 Project Description: 256 sf gazebo with electric Valuation: $3,971.00 ENGINEERING Contact: Linda Ontiveros Phone: 760-602-2773 Email: linda.ontiveros(a)carlsbadca.gov Fax: 760-602-1052 RESIDENTIAL [ TENANT IMPROVEMENT 5? RESIDENTIAL ADDITION MINOR (<$20,000.00) • PLAZA CAMINO REAL CARLSBAD COMPANY STORES [ COMPLETE OFFICE BUILDING C OTHER: OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY DATE: //^ j flAR Notification of Engineering APPROVAL has been sent to via on Page 1 of 1 E-36 REV 4/30/11 ^ PLANNING DIVISION Development Services BUILDING PLAN CHECK planning Division ^ CITY OF REVIEW CHECKLIST ISSS Faraday Avenue A D I CD A P\ ^^^^^ 602-4610 V_/\r\L JL5/\L' P-28 www.carlsbadca.gov Plan Check No. CB120832 Address 2215 CALLE BARCELONA Date 5m2 Review Planner GINA RUIZ Phone (760) 602- 4675 ^S^l^' 2L APN: 255-273-07-00 Type of Project & Use: GAZEBO Net Project Density: DU/AC Zoning: P-C General Plan: RLM Facilities Management Zone: 12 CFD (in/out) # 1 Date of participation:5/7/1991 Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) REVIEW #: ^^:::>, 12 3 Legend: |^ Item Complete / n^ltem Incomplete - Needs your action ^ • • Environmental Review Required: YES • NO ^ TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: ^ • • Discretionary Action Required: YES • NO ^ TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Q Q Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO M CA Coastal Commission Authority? YES Q NO M If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): • • Habitat Management Plan Data Entry Completed? YES • NO ^ If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) • • Inclusionary Housing Fee required: YES Q NO |E1 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • Housing Tracking Form (form P-20) completed: YES • NO • N/A IEI p-28 Page 1 of 2 07/11 Site Plan: K • • Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES • NO K IE • • 2. Project complies: YES • NOQ • n Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Required Required Required Required Shown Shown Shown Shown Shown • • 2. Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required Shown Shown Shown Shown Shown • • • • • 3. Lot Coverage: 4. Height: Required Shown Required 10' MAX WITH FLAT ROOF OR 14' MAX WITH A ROOF PITCH OF AT LEAST 3:12 Shown 14' WITH A FLAT ROOF ^ \^ ?1TCU '??T??TW Spaces Required Shown 5. Parking: (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments #1. AN ACCESSORY STRUCTURE HEIGHT IS LIMITED TO 10 FEET FOR A FLAT ROOF AND 14 FEET IF THE ROOF HAS A 3:12 PITCH OR GREATER. PLEASE REVISE THE PLANS TO EITHER 10 FEET MAX (AS THE DRAWING SHOWS A FLAT ROOF) OR ADD A PITCH OF A MINIMUM OF 3:12 TO KEEP IT AT 14 FEET MAX. ^^.^ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2091 Las Palmas Dr. Suite D Carlsbad, CA. 92011 Tel/Fax: (760)438-1188 www.sunse-inc.com Structural Calculations Coastline Community Church 2215 Calle Barcelona Carlsbad, CA 92009 1^0 fJ% Coastline Community Church Date: 4/2012 SUN Structural Engineering By C S B^SffiE-BNG Consulting Structural Engineers Sheet- LOADING: ROOF: ASPHALT SHINGLE 4.0 PSF 1/2" PLYWOOD- 1.5 PSF 2x12 T&G. 4.5 PSF MECH&MISC. 2.0 PSF D.L = 12.0 PSF +2.0 PSF FOR SEISMIC L.L = 20.0 PSF Sufi Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D Title: Coastline Community Church Job # Engineer: Project Desc: and then using the "Printing & Title Block" selection. Title Block Line 6 Prm-ed. 30APR:C12, 2:06PM 1 Wood Beam Rle:z:\co(nerdal\Coa5tline Church Gazebo\veftic^.ec6 k ENERCALC, INC. 1983-2011, Build:ai2.4.24, Ver:6.12.3.31 | |Lic.#: KW-06006410 Licensee : SUN STRUCTURAL ENGINEERING INC 1 Description: 2x12 T&G Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Fb - Tension 900 psi Fb - Compr 900 psi Fc-Prll 1350 psi Fc - Perp 625 psi Fv 180 psi Ft 575 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.01125) Lr(0.01875) Wood Species Wood Grade Douglas Fir - Larch No.2 Calculations perJJDS 2005, ASCE 7-05 E: Modulus of Elasticity Ebend-xx 1600 ksi Eminbend-xx 580 ksi Density 32.21 pcf Repetitive Member Stress Increase 11.250 X 1.50 Span = 4.0 ft Applied Loads „^__ Uniform Load: D = 0.01125, Lr = 0.01875, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection 0.022 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.034 in Max Upward Total Deflection 0.000 in 0.11Q 1 11.250X1.50 170.67 psi 1,552.50psi +D+Lr+H 2,000ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 2232 0 1395 0 Design OK 0.028 : 1 11.250X1.50 5.01 psi 180.00 psi +0+Lr+H 3.880 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Cr C m Ct CL M~ fb " Fb V Fv +D 1.500 1.150 1,000 1,000 1.000 0.00 0,00 0.00 0.00 Length = 4.0 ft 1 0.041 0.010 1.000 1.500 1.150 1,000 1,000 1,000 0.02 64,00 1552.50 0,02 1,88 180.00 ••0-^Lr-tfl 1.500 1.150 1,000 1,000 1,000 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.110 0.028 1.000 1.500 1.150 1,000 1,000 1.000 0.06 170,67 1552.50 0.06 5.01 180.00 +D-tO.750Lr-tO.750L+tH 1.500 1.150 1,000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.093 0.024 1.000 1.500 1.150 1,000 1,000 1.000 0,05 144.00 1552.50 0.05 4.23 180.00 -K3-K).750Lr-K).750L-K).750W-m 1.500 1,150 1,000 1,000 1.000 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.093 0.024 1.000 1.500 1.150 1,000 1.000 1.000 0,05 144.00 1552.50 0.05 4.23 180.00 +O+0.750Lr4O.750L-tO.5250E++H 1.500 1,150 1,000 1.000 1.000 0,00 0.00 0.00 0.00 Length = 4.0 ft 1 0.093 0.024 1.000 1.500 1,150 1,000 1.000 1.000 0,05 144.00 1552,50 0.05 4.23 180.00 Overall Maximum Deflections • Load Combination D+Lr " Unfactored Loads Span Max.'-" Defl 1 0.0344 Location in Span 2.020 Load Combination Max."+" Defl Location in Span ^.0000 '0.000 Sup Structural Engineering, Inc. 2091 Las Palmas Drive Suite* D and then using the "Printing & Title Block" selection. Jjtte. Block Line 6 Wood Beam Lie. #: KW-06006410 Description: 2x12 T&G Title: Coastline Community Church Engineer: Project Desc: Job# Primed. 30 .APR 2012. 2:-56PM File: z;\comercialiCoastiine Church GazeboiverticaiScS ENERCALC, INC. 1983-2011, Build;6.12.424, V6r:6.12.3.31 Licensee : SUN STRUCTURAL ENGINEERING INC Vertical Reactions - Unfactored Load Combination OverallMAXimum DOnly LrOnly D+Lr Support 1 ' om 0.023 0.038 0.060 Support 2 0.060 0.023 0.038 0.060 Support notation: Far left is #1 Values in KIPS Sun Structural Engineehng, Inc. 2091 Las Palmas Drive Suite# D and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Coastline Community Church Engineer: Project Desc: Job* Printed, 30 APR 2012, 2:e9PM Wood Beam Rle:rtooitieraaRCoastline Church GazetxAvertic^.ec6 || ENERCALC, INC 1983-2011, Build:6,12;4.24, Vef;6.12.3.31 | I Lie. #: KW-06006410 # Licensee : SUN STRUCTURAL ENGINEERING INC Description: Valley-1 Material Properties Analysis Method: Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Douglas Fir - Larch No.1 Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi Calculations per NDS 2005, ASCE 7-05 £; Modulus of Elasticity Ebend-xx Eminbend - xx Density 1,600.0ksi 580.0 ksi 32.210pcf 0(0,0.064) Lr(0,0.107) 6x10 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. = 0.0-» 12.0 ft, Trib Width = 1.0 ft Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : D(S,E) = 0,0->0,0640 k/ft. Extent DESIGN SUMMARY Maximum Bending Stress Ratio = 0.192 1 Section used for this span 6x10 fb: Actual = 258.99psi FB: Allowable = 1,350.00psi Load Combination -t-D+Lr+H Location of maximum on span = 6.840ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L•^Lr+S Deflection 0.040 in Ratio = Max Upward L+Lr-i-S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.073 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3593 0 <360 1979 0 <180 Design OK 0.104 : 1 6x10 17.68 psi 170.00 psi +D+Lr+H 11.220 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Cr Cm Ct CL M' fb " Fb V fv Fv +D 1.000 1.000 1.000 1,000 1,000 oToo^ ""o.oo" ^o.oy " Too Length = 12.0 ft 1 0.086 0,045 1,000 1.000 1,000 1,000 1,000 1,000 0,80 115,72 1350.00 0.27 771 170.00 -K3-H.r-m 1.000 1,000 1,000 1,000 1.000 0,00 0.00 0.00 0.00 Length = 12.0 ft 1 0,192 0,104 1,000 1.000 1.000 1,000 1,000 1,000 1,79 258,99 1350,00 0.62 17.68 170.00 •KD+O.750Lr->O.750L+H 1.000 1.000 1.000 1,000 1,000 0,00 0.00 0.00 0.00 Length = 12.0 ft 1 0,165 0,089 1,000 1.000 1.000 1.000 1,000 1,000 1,54 223,15 1350,00 0.53 15.19 170.00 -HD->O.750Lr+O.750L-tO.750W-*H 1.000 1.000 1.000 1,000 1.000 0,00 0.00 0.00 0.00 Length = 12.0 ft 1 0,165 0,089 1.000 1.000 1.000 1.000 1,000 1,000 1,54 223,15 1350,00 0.53 15.19 170.00 -K3-tO.750Lr+0.750L-K).5250E-ifl 1.000 1.000 1.000 1,000 1,000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0,165 0,089 1,000 1.000 1.000 1,000 1,000 1,000 1,54 223,15 1350.00 0.53 15.19 170.00 O^^rall^Maximum Deflections - UnfactoredJLoads Load Combination Span Max. "-"Defl Location in Span l>Lr"""" ~ 1 ' 0.0728 " 6.240 Load Combination Max. "-^" Defl " loooo Location in Span aooo^" Su.n Structural Engineering, Inc. 2091 Las Palmas Drive Title: Coastline Community Church Job# Engineer: Suite* D Project Desc: and then using the "Printing & Title Block" selection. litle Block Line 6 Printed. 30 APR 2012. 2:e-9PM Wood Beam File: z:\corrercial\(iastline Chun* GazeboWerticaI.ece | ENERCALC, INC. 1983-2011, Build:fi.124M Vflr-fi 15 3,^1 1 1 Lie. #: KW-06006410 Licensee: SUN STRUCTURAL ENGINEERING INC Description: Valley-1 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 OverallMAXimum "~ "~ 0.412 "0.754 " D Only 0.198 0.326 LrOnly 0.214 0.428 D-H-r 0.412 0,754 Support notation: Far left is #1 Values in KIPS A ::: k < Vi< ^ 'b%'i Lb 17£ hV Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite* D and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Coastline Community Church Engineer: Project Desc: Job* Printed. 30 .APR 2012, 2:3oPti1 Wood Beam File: EteomenciahCoastline Church Gazebo\vertk!al.ec6 j| • ENERCALC, INC. 1983-2011, Build:6.12.4.24, Ver6.12.33t | • Lie. #: KW-06006410 • „•> Licensee : SUN STRUCTUFJAL ENGINEERING INC 1 Description; RD-1 Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi £ .• Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 1,350.0 psi Ebend-xx 1,600.0 ksi Fc - Pril 925.0 psi Eminbend-xx 580.0ksi Wood Species Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 32.21 Opcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling Density 32.21 Opcf 0(0,0,096) Lr(0,0.16) ' _. , » ^S.^?^-, . .->—J-x-^ ".^ ji£ M£^.-M^ ^^sa..^ T _ T ._ -J. .... T _ _ _ _ T ''1 . •) A 6x10 Span = 8.0 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : D(S,E) = 0.0->0.0960 k/ft, DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span Span * where maximum occurs = Maximum Deflection Max Downward L+Lr-^S Deflection Max Upward L-t^Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Extent = 0.0 -» 8.0 ft, Trib Width = 1.0 ft 0.123 1 6x10 165.71 psi 1,350.00 psi -t-D-HLr-HH 4.560ft Span # 1 0.012 in 0.000 in 0.021 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 8111 0 <360 4646 0<180 Design OK 0.090 ; 1 6x10 15.37 psi 170.00 psi +D-lr-+l 7.240 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V Cd C F/V Cr C m Ct CL "M fb" "">b V " fv Fv -K) 1.000 1.000 1.000 1.000 1.000 o.oo" 0.00' ~ OOO^" 0.00 Length = 8,0 ft 1 0.052 0.038 1.000 1.000 1.000 1.000 1.000 1.000 0.49 70.46 1350.00 0.22 6.44 170.00 •K:-tir+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 8,0 ft 1 0.123 0.090 1,000 1.000 1,000 1.000 1.000 1,000 1.14 165.71 1350,00 0.54 15.37 170.00 •tO-K).750Lr-tO,750L-fH 1.000 1,000 1,000 1,000 1,000 0,00 0.00 0.00 0.00 Length = 8.0 ft 1 0.105 0.077 1,000 1.000 1.000 1,000 1,000 1,000 0,98 141.90 1350,00 0.46 13.13 170-00 -tO-t0.750Lr-K).750L-t<),750W-4H 1.000 1.000 1,000 1.000 1,000 0,00 0.00 0.00 0.00 Length = 8,0 ft 1 0,105 0.077 1,000 1.000 1.000 1,000 1.000 1,000 0.98 141.90 1350,00 0,46 13.13 170.00 +D-K),750Lr-K).750L-K).5250E-ffl 1,000 1.000 1.000 1.000 1,000 0,00 0,00 0.00 0.00 Length = 8.0 ft 1 0.105 0.077 1.000 1.000 1.000 1.000 1.000 1,000 0.98 141.90 1350.00 0.46 13.13 170.00 Overall Maxjmum Deflections • Load Combination D-H^r Unfactored Loads Span Max."-" Defl 1 ' " 0.0207 Location in Span 4.160 ^' Load Combination Max.Defl 0.0000 Location in Span 0.000"^ Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite* D and then using the "Printing & Title Block" selection. Jitle Block Line 6 Wood Beam Lie. # : KW-06006410 Description: RD-1 Vertical Reactions - Unfectored Load Combination ~ Support l" Overall MAXimum 0:388"' D Only o!l75 LrOnly 0.213 D+Lr 0.388 Support 2 0.729" 0.303 0.427 0.729 Title: Coastline Community Church Engineer: Project Desc: Job* Printed: 30 APR 2012. 2:36.°M Flle:£\co(n«rcidl(Coasfl«ieChuiEtt(3az^^ b ENERCALC.INC. 198^2011 Baiiit'&12.4%( Vw«i9i»i Licensee : SUN STRUCTUF^uTENGIfSEER^^ Support notation: Far left is #1 Values in KIPS 7>- _ , , t Sgn Structural Engineering, Inc. 2091 Las Palmas Drive Suite* D and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lie. #: KW-06006410 Description: RD-2 Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Douglas Fir - Larch Dense No.1 Title: Coastline Community Church Engineer: Project Desc: Job* Printed. 30 .APR 2012. 2:10PM ri Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft D(1.67) Lr(2.56) File: z:\co(nerclal\Coastline Church Gazfilx)Weftlc£S.ec6 i ENERCALC, INC 1983-2011,8uild;6.12.4.24, Ver6.12.3.31 I Licensee : SUN STRUCTURAL ENGINEERING INC 1,550.0 psi 1,550.0 psi 1,100.0 psi 730.0 psi 170.0 psi 775.0 psi Calculations^er NDS 2005^ASCE 7-0^ £; Modulus of Elasticity Ebend-xx Eminbend - xx Density 1,700.0ksi 620.0 ksi 32.210pcf Applied Loads Beam self weight calculated and added to loads Point Load : D = 1.670, Lr = 2.560 k (5) 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L-i-Lr-t-S Deflection Max Upward L+Lr-t-S Deflection Max Downward Total Deflection Max Upward Total Deflection 6x12 Span = 16.0 ft Service loads entered. Load Factors will be applied for calculations. 0.88S 1 Maximum Shear Stress Ratio 6x12 Section used for this span 1,719.66psi fv: Actual 1,937.50psi Fv : Allowable +D+Lr^-H Load Combination 8.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.321 in Ratio = 0.000 in Ratio = 0.548 in Ratio = 0.000 in Ratio = 598 0 <360 350 0<180 Design OK 0.247 : 1 6x12 52.55 psi 212.50 psi -^0-HLr-4H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr C m Ct C|_ M fb Fb V fv " Fv " •HD 1,000 1.000 1,000 1.000 1.000 0.00^" 0.00 o.oir " 0.00 Length = 16.0 ft 1 0.456 0.131 1,000 1,000 1.000 1.000 1.000 1.000 7,13 706,04 1550.00 0.94 22,19 170.00 +0+Lr+H 1.000 1.000 1.000 1,000 1,000 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.888 0,247 1,250 1,000 1.000 1.000 1,000 1,000 17,37 1719,66 1937.50 2.22 52.55 212.50 •H3-t{),750Lr-K),750L-m 1.000 1.000 1,000 1.000 1,000 0.00 0.00 0.00 0.00 Length = 16,0 ft 1 0.757 0,212 1,250 1.000 1.000 1,000 1.000 1,000 14,81 1,466.25 1937.50 1.90 44.96 212,50 •^O-*0.750Lr-K),750L-K).750W->+i 1.000 1,000 1,000 1.000 1.000 0.00 0.00 0.00 0,00 Length = 16,0 ft 1 0.757 0,212 1,250 1,000 1.000 1.000 1.000 1.000 14,81 1,466.25 1937.50 1,90 44.96 212,50 -^O-K).750Lrt0.750L-K).5250E-HH 1.000 1.000 1,000 1.000 1.000 0.00 0,00 0.00 0,00 Length = 16.0 ft 1 0.757 0,212 1,250 1.000 1.000 1,000 1.000 1.000 14,81 1,466.25 1937.50 1,90 44.96 212,50 Overall Maximum Deflections' Load Combination D-HLr Unfactored Loads Span Max,"-" Defl 1 0,5480 Location in Span 8,080 Load Combination Max, "-^" Defl 0,0000" Location in Span ^.000 " SuR Structural Engineering, Inc, 2091 Las Palmas Drive Suite* D and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lie. # : KW-06006410 Description: RD-2 Title: Coastline Community Church Engineer: Project Desc: Job* Printed: 30 APR 2012, 2:10PM Fde: zAcoffladaRCSoastline Church GazeboWe(tical.ac6 M ENERCHA m. m2011 Build-612.4 24. Vv612 3.31 • Licensee : SUN STRUCTUFJAL ENGINEERING INC Vertkal Reactions - Unfactored Load Combination Support 1 Support 2 Overall ^M'Ximum2.228'^ 2.22T D Only 0.948 0.948 LrOnly 1.280 1.280 D+Lr 2.228 2.228 Support notation: Far left is #1 Values In KIPS 2 UfH BEST COPY Sun Structural Engineering, Inc, 2091 Las Palmas Drive Suite* D and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Coastline Community Church Engineer: Project Desc: Job* ^1^- it Printed: 30 APR 2012 . 2:09PM ; Wood Beam File: 2:\co!nerciaRCoastline Church Gazebo\vertic^.ec6 • ENERCALC. INC 1983-2011. Build:6.1Z424, V9f:6.1Z3.31 | 1 Lie. # : KW-060064ie i Licensee : SUN STRUCTURAL ENGINEERING INC j Description : HD-1 Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Douglas Fir - Larch : Dense No.1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc-Pril Fc - Perp Fv Ft 1,550.0 psi 1,550.0 psi 1,100.0 psi 730.0 psi 170.0 psi 775.0 psi Calculations per NDS 2005, ASCE 7-05 E: Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend-xx 620.0 ksi Density 32.210pcf •(0.95) Lr(1.28) :^,i -1:,-/-.-'^%.- ''is.:ii,^'.V'i:.1ttw'^^^:<r^':^^tr^.|:^ 6x10 Span = 16.0 ft Applied Loads „ „ Beam self weight calculated and added to loads Point Load: D = 0.950, Lr = 1.280 k @ 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span * where maximum occurs Maximum Deflection Max Downward L+Lr-i-S Deflection Max Upward L•^Lr-^S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.69S 1 6x10 1,348,11 psi 1,937.50psi +D-<-Lr+H 8.000ft Span * 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.285 in Ratio = 0.000 in Ratio = 0.522 in Ratio = 0.000 in Ratio = 674 0<360 367 0 <180 Design OK 0.162 : 1 6x10 34.45 psi 212.50 psi -HD+Lr-tH 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Cr C m Ct CL M fb Fb V fv Fv +0 1,000 1.000 1,000 1.000 1,000 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0,391 0,095 1,000 1,000 1.000 1,000 1.000 1,000 4,17 605.44 1550.00 0.56 16.08 170.00 +D-M.r+H 1,000 1.000 1,000 1.000 1,000 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0,696 0,162 1,250 1,000 1.000 1,000 1,000 1,000 9,29 1,348.11 1937,50 1.20 34.45 21250 ••O-K).750Lr-»0.750L+H 1,000 1.000 1,000 1,000 1,000 0,00 0.00 0.00 0.00 Length = 16.0 ft 1 0,600 0.141 1,250 1,000 1.000 1.000 1.000 1,000 8,01 1,162,44 1937,50 1.04 29.86 212.50 -^D-^O.750Lr-tO.750L+O.750W-^fl 1,000 1,000 1.000 1.000 1,000 0,00 0.00 0.00 0.00 Length = 16.0 ft 1 0,600 0,141 1,250 1,000 1,000 1.000 1,000 1.000 8,01 1,162,44 1937.50 1.04 29.86 212.50 -fO-K).750Lr-K),750L-t0,5250E->fl 1.000 1,000 1.000 1,000 1,000 0,00 0.00 0.00 0.00 Length = 16,0 ft 1 0,600 0,141 1,250 1.000 1,000 1.000 1,000 1,000 8.01 1,162,44 1937,50 1.04 29.86 212.50 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max,"-" Defl Location in Span D-ir 1 0,5219 8,080 Load Combination Max. Defl oTooob Location in Span aooo' Suo Structural Engineering, Inc. 2091 Las Palmas Drive Suite* D and then using the "Printing & Title Block" selection. JitleBlqck Line6 Wood Beam Lie. # : KW-06006410 Description: HD-1 Vertical Reactions • Unfactored Load Combination "OverallMAXimum DOnly LrOnly Support 1 1.208 0.568 0.640 1.208 Support 2 1.208 0.568 0.640 1.208 Title: Coastline Community Church Engineer; Project Desc: Job* Printed: 30 APR 2012. 2:08PM File: z:vco(nera3l\CDastline Church GazeboWei1icd.ec6 ENBOLC. lie. .19^2011, Buld 612.4.24 Var612 3.31 Licensee : SUN STRUCTURAL ENGINEEFiING INC Support notation: Far left is #1 Values in KIPS ... V Copy Sun Structural Engineering, Inc, 2091 Las Palmas Drive Suite* D and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Coastline Community Church Engineer: Project Desc: Job* Printed. 30,APR 2012, 3:06PM ASCE Seismic Base Shear File: cVximerciaRCoastline Church 6azebo\verltcS:ec6 k ENERCALC. INC. 1983-2011, Buiki:6.12.4,24,Vef:6.12.3.31 | • Lie. #: KW-06006410 Licensee : SUN STRUCTUFiAL ENGINEERING INC 1 --None- Occupancy Category Occupancy Category of Building or Other Stnjcture: Calculations per ASCE 7-05 "11": All Buildings and other structures except those listed as Category 1, III, and IV '^^^^ ^'^^' ^^^^ Occupancy Importance Factor = Gridded Ss & S1 values from ASCE 7-05,2006/09 Max. Ground Motions, 5% Damping : -ASCE 7-05, Page »6, Table H.5-1 ASCE 7-05 9.4,1,1 •1 1,220 g. 0,2 sec response 0,4581 9.1-0 sec response Latitude = Longitude = Location: 33,082 deg North 117,267 deg West Site Class, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv {using straight-line interpolation from table values) Maximum Considered Earthquake Acceleration Fa Fv Design Spectral Acceleration Seismic Design Category Resisting Syj^m Basic ^fesmioForce Resistin\Syste S„^=FVS1 SDS=SMS;2'3 ^ of ^ Ml* ^'-^ 1,01 1.54 1.235 0,706 0,471 shear wall Respgn'se l\)todification CoefftcienNT R System OverstiWigth Factbr " Wo" Deflection Amplifica^9n''Factor " Cd " wore See ASQE 7-05 for all applicable fefotnotes. Bearing WaJl^ystemsX Spe*cial reinforced concrete she^r walls Riding height Limits Category "A & B" Lii y / Category "C" Limit /" / Category "D" Lii ASCE 7-05 Table 20.3-1 ASCE 7-05 Tabie 11.4-1 & 11.4-2 ASCE 7-05 Table 11.4-1 ASCE 7-05 Table 11.4-2 ASCE 7-05 Table 11.4-3 ASCE 7-05 Table 11.4-4 ASCE 7-05 Table 11.6-1 ASCE 7-05 Table 12.2-1 / , .J. Category "E" Uniit: Category "^'timit; /' No Limit No Limit Limit =160 Limit = 160 Limit = 100 Redun<|aficy Factor Seismic Design Category ot-D^ E, or F therefore Redwhdancy Factor" p" = 1.3' Latera[ Force Procedure _ _ Equivalent Lateral Foccfe Procedure The "Equivalent Lateral Force Procedure' is being used according to the provisions of ASCE 7-0512:'8 determine gilding Period X - -•' " / - - ' ^ - • - ^- - % — —— Stoieture Type for Building Period Cajculation : All Other Structural Systems ' '' "Cf yjjiue = 0.020 " hn": Height from base to highest level = 25.0 ft /" / ' X" value. = 0,75 "Ta" Approximatefundemental period using Eq, 12,8-7 ; Ta = Ct*(hn"x) =' 0.224 sec '-./ /' "TL": Long-period transition period per ASCE 7-05 Maps 22-15 -> 22-20 ' 8.000 sec/' ', / V \ / Building Period" Ta" Calculated from Approximate Method sefected = 0.22^4 sec ASCE 7-05/«ec(/on 12.8. If / S QgTSIiort Period Design Spectral Response " R": Response Modification Factor " 1": Occupancy Importance Factor \ 0.823 From Eq, 12,8^2, Preliminary Cs From Eq, )2'8-3 & 12,84 , Cs nee'd noteXeeed From Efff 12,8-5 & 12,8-6, Cs not be less than Cs: Seismic Response Coefficient = Ul BEST COPY, Coastline Community Church ^ . Date: 4/2012 SUN Structural Engineering By: cs. SiSBiiiiNg Consulting Structural Engineers Sheet- f-r^e ^S: t SUN Structural Engineering ii@M€giNS Consulting Structural Engineers Coastline Community Church Date: 4/2012 By: CS. Sheet- \<y ^^, J ^ I W 17 • S5- V'- ' \ :v^^ c' BEST COPV P 4 1- £,•/ / , > r 'FfffTi*/-- Use menu item Settings > Printing & Title Block to set tiiese five lines of Information for your program. Title ...New... Job# ...New... Description... Dsgnr: Page: w Date: 30 APR 2012 This Wall in File: z:\comercial\coastline church gazeboXcmu wal RetainProlO (c) 1987-2011, Build 10.12.1.25 License: KW-06059906 License To : Sun Structural Engineering £/s?a Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria 1 Soil Data 1 Retained Height ~ Wall height above soil = Slope Behind Wall 0,50 ft 9,00 ft 0,00 : 1 Allow Soil Bearing = 1,500,0 Equivalent Fluid Pressure Method Heel Active Pressure = 35,0 psf psf/ft Height of Soil over Toe = 6,00 in Passive Pressure 150,0 psf/ft Water height over heel = 0,0 ft Soil Density, Heel = 110,00 pcf Soil Density, Toe 0,00 pcf Footing||Soil Friction 0,000 Soil height to ignore for passive pressure 0.00 in Surcharge Loads 1 Lateral Load Applied to Stem -J i Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Adjacent Footing Load Axial Dead Load Axial Live Load Axial Load Eccentricity 896,0 lbs 1,280,0 lbs 0,0 in Lateral Load = ,,,Height to Top = ,.,Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = 124,0 #/ft 9,50 ft 8,50 ft 1.00 0.0 psf Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Stert^lVeigh^ei^^ Fp / Wp Weight Multiplier Design Summary J Wall Stability Ratios Overturning = 3 05 OK Slab Resists All Sliding ! Total Bearing Load ...resultant ecc. 5,022 lbs 3.83 in Soil Pressure @ Toe = 1,389 psf OK Soil Pressure @ Heel = 620 psf OK Allowable = 1,500 pgf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,808 psf ACI Factored @ Heel = 807 psf Footing Shear @ Toe = 11.3 psi OK Footing Shear @ Heel = 3.1 psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 531.2 lbs StenvConstri^^^ Design Height Above Ftc ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs = Moment,.,,Actual ft-# = Moment Allowable Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = \J\P SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 0,330 g Added seismic base force Top Stem _ _ _ _ Stem OK 0,00 Masonry 12,00 # 6 16,00 Edge 0.652 426.2 2,531.4 4,450.7 3.9 38 7 133.0 9.00 36.00 7,67 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 297,8 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1,000 lUlasonry Data f m psi = Fs psi = Solid Grouting Use Half Stresses = Modular Ratio 'n' = Short Term Factor = Equiu, Solid Thick, in = Masonry Block Type = Masonry Design Method = Concrete Data f c psi = Fy psi = 1,500 20,000 Yes n/a 21,48 I, 000 II, 60 Normal Weight ASD Suij Structural Engineering, Inc, 2091 Las Palmas Drive Suite* D and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Coastline Community Church Engineer: Project Desc: Job# Printeii jC.iPR2012, 2:1IPM General Footing File: z:\comercial\CoastlineChurchGazebo\verticd.ee6 b ENERCALC. INC. 198^-2011. Build:6.12.4.24, Var.6.12,3.31 | |Lic.#: KW-06006410 Licensee : SUN STRUCTURAL ENGINEERING INC 1 Description : Footing Design General Information Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow/ % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL _pimensions Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis I Height Rebar Centeriine to Edge of Concrete,, at Bottom of footing 3-0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.50 1.50 Yes Yes No 3.50 ft 6.0 ft 24.0 in in in in 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizf 16.0 # 5 8,0 # 5 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separationig X-X Axis # Bars required within zone # Bars required on each side of zone Applied Loads 73.7 % 26.3 % Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff, Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depi = when maximum length or width is greater^ Calculations per, ASCE 7-05 1,50 ksf No 150,0 pcf 0,30 ft ksf ft ksf ft - I 9^.—7~.yimi»'' P: Column Load OB: Overburden M-xx M-zz V-x V-z D 6.80 Lr 1.280 W 12.70 k ksf k-ft k-ft k k Syn Structural Engineering, Inc. 2091 Las Palmas Drive Suite* D Title: Coastline Community Church Job # Engineer: Project Desc: and then using the "Printing & Title Block" selection. ^~-{% Title Block Line 6 Printea 3CAPP,2C12. 2:11PM ; General Footing File: z.teometciaRCoastline Church Gazetx)\vert)cai.ec6 > ENERCALC, INC. 1983-2011, Buikl:6.12.4.24, Ver6.12.3.31 | | Lic. #: KW-06006410 Licensee : SUN STRUCTURAL ENGINEERING INC !] Description: Footing Design DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.9413 Soil Bearing 1412 ksf 1.50 ksf -K),60D-t{),70E-^H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.522 Overturning - Z-Z 8,890 k-ft 13.535 k-ft 0.6D-K).7E PASS n/a Sliding - X-X 0,0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0,0 k 0.0 k No Sliding PASS n/a Uplift 0,0 k 0.0 k No Uplift PASS 0.02288 Z Flexure (-fX) 1,718 k-ft 75.105 k-ft -t{).90D-i€-Hl.60H PASS 0.009909 Z Flexure {-X) 0,7442 k-ft 75.105 k-ft -Hl.20D-*-1.60Lr-K).50L PASS 0.03378 X Flexure (-^Z) 2,187 k-ft 64.745 k-ft +1.200-^1.60Lr-t<).50L PASS 0.03378 X Flexure (-Z) 2.187 k-ft 64,745 k-ft •^-1.200-^1.60Lr-K).50L PASS n/a 1-way Shear (-i-X) 0.0 psi 82,158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0,0 psi n/a PASS 0.03005 1-way Shear (+Z) 2.469 psi 82,158 psi +1.200-^1.60Lr-*O.50L PASS 0.03005 1-way Shear (-Z) 2.469 psi 82,158 psi -^1.200-^1.60Lr+{).50L PASS n/a 2-way Punching 4.987 psi 82,158 psi -^1.20D-Hl.60Lr-K).50L Detailed Results Soil Bearing Rotation Axis & Actual Soii Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X.-HD 1.50 n/a 0.0 0.6138 0.6138 n/a n/a 0.409 X-X. -HD-4.r+H 1.50 n/a 0.0 0.6748 0.6748 n/a n/a 0450 X-X. +D-+O.750Lr-M3.750L-^H 1.50 n/a 0.0 0.6595 0.6595 n/a n/a 0.440 X-X, -HD4O.70E+H 1.50 n/a 0.0 0.6138 0.6138 n/a n/a 0,409 X-X. -^-tO.750Lr+O.750L-t{).750W-+l 1.50 n/a 0.0 0.6595 0.6595 n/a n/a 0,440 X-X. -^D-*{).750Lr-t{).750L-K).5250E-*-H 1.50 n/a 0.0 0.6595 0.6595 n/a n/a 0,440 X-X, -HD-K).750L-+fl.750S-K).5250E+H 1.50 n/a 0.0 0.6138 0.6138 n/a n/a 0.409 X-X, -K).60D-K).70E-HH 1.50 n/a 0.0 0.3683 0.3683 n/a n/a 0.246 Z-Z. -HD 1.50 0.0 n/a n/a n/a 0.6138 0.6138 0.409 Z-Z. -t^D-H.r-t+1 1.50 0.0 n/a n/a n/a 0.6748 0.6748 0.450 Z-Z. -^D-K).750Lr-tO.750L-^H 1.50 0,0 n/a n/a n/a 0.6595 0.6595 0.440 Z-Z. +D-K).70E-HH 1.50 8,276 n/a n/a n/a 0.0 1.341 0.894 Z-Z. +D-fO.750Lr->{).750L+O.750W-*+i 1,50 0,0 n/a n/a n/a 0.6595 0.6595 0,440 Z-Z. -<-D-^O.750Lr-+O.750L-t{),5250E-*-H 1.50 5,777 n/a n/a n/a 0.1225 1.197 0,798 Z-Z. -<D-K).750L-K).750S-K),5250E+H 1.50 6,207 n/a n/a n/a 0.07678 1.151 0.767 Z-Z. -K).60D-K).70E-HH 1.50 13.794 n/a n/a n/a 0.0 1.412 0.941 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.D None 0.0 k-ft Infinity OK X-X. D+Lr None 0.0 k-ft Infinity OK X-X. 0.6D-^0.7E None 0.0 k-ft Infinity OK Z-Z.D None 0.0 k-ft Infinity OK Z-Z. D+Lr None 0.0 k-ft Infinity OK Z-Z. 0.6D+0.7E 3.890 k-ft 13.535 k-ft 1.522 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status^ Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Sot. As Req'd Gvrn. As Actual As Phi*Mn Status k-ft bide i or Top ? in«2 in"2 k-ft_ _ X-X.+1.40D 2.04 +Z Bottom 0.52 Bendina 0.71 64.745 OK X-X. +1.40D 2.04 -Z Bottom 0.52 Bendina 0.71 64.745 OK X-X. +1.20D+O.50Lr+1.60L+1,60H 1.885 +Z Bottom 0.52 Bendina 0.71 64.745 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 1.885 -Z Bottom 0.52 Bendina 0.71 64.745 OK X-X. +1.20D+1.60Lr+O,50L 2.187 +Z Bottom 0.52 Bendina 0.71 64.745 OK Sup Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D Title: Coastline Community Church Job # Engineer: Project Desc: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 30 ,iiPR2C12. 2:11.=M General Footing RIe; z:\conietciaRCoastliiie CtiurchGazel)o\vertc^.ec6 • ENERCALC, INC, 1983-2011, Build:6.12:4.24, Ver.6.12.3.31 | 1 Lie. # : KW-06006410 Licensee : SUN STRUCTURAL ENGINEERING INC Description: Footing Design X-X.+1.20D+1.60Lr-K3.50L 2.187 -Z Bottom 0.52 Bendina 0.71 64.745 OK Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Coastline Community Church Engineer: Project Desc: Job# Printed. 30 ,i.PR 2012. 2:11PM General Footing File: z:\comercial\Coastline Churcti Gazebo\verticd.ec5 • ENERCALC, INC. 1983-2011. BuiM:6.12.4.24, Ver6.12.3.31 | |Lic.#; KW-06006410 Licensee : SUN STRUCTURAL ENGINEERING INC 1 Description : Footing Design Footing Flexure Flexure Axis & Load Combination X-X.+1.20D+1.60Lr-K).80W X-X.+1.20D+1.60Lr-K).80W X-X, +1.20D+O.50Lr-t{).50L+1.60W X-X. +1.20D-K).50Lr+O.50L+1.60W X-X. +1.20D-K).50L-K).20S+E X-X. +1.20D-K).50L-K).20S+E X-X +0.90D+E+1.60H X-X. +0.90D+E+1.60H Z-Z. +1.40D Z-Z. +1.40D Z-Z. +1.20D+{).50Lr+1.60L+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z.+1.20D+1.60Lr-»O.50L Z-Z. +1.20D+1.60Lr-K).50L Z-Z.+1.20D+1.60Lr-K).80W Z-Z. +1.20D+1.60Lr-t{).80W Z-Z. +1.20D-tO.50Lr-t<].50L+1.60W Z-Z. +1.20D-K).50Lr-tO.50L+1.60W Z-Z. +1.20D+O.50L+O.20S+E Z-Z. +1.20D-^O.50L+0.20S+E Z-Z. +O.90D+E+1.60H Z-Z. +0.90D+E+1.60H One Way Shear Load Combination... +1.40D +1.20D+<).50Lr+1.60L+1.60H +1.20D+1.60Lr+0.50L +1.20D+1.60Lr+0.80W +1.20D-+{).50Lr-fO.50L+1.60W +1.20D+O.50L-K3.20S+E -K).90D+E+1.60H Punching Shear Load Combination... +1.40D +1.20D+O.50Lr+1.6OL+1.60H +1.20D+1.60Lr-t{).50L +1.20D+1.60Lr+{l.80W +1.20D+{).50Lr-+{).50L+1.60W +1.20D+{).50L-^{).20S+E -^{).90D+E+1.60H Vu@ Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Side ? or Top ? in"2 in"2 in"2 k-ft 2.187 +Z Bottom 0.52 Bendina 0.71 64.745 OK 2.187 -Z Bottom 0.52 Bendina 0.71 64.745 OK 1.885 +Z Bottom 0.52 Bendina 0.71 64.745 OK 1.885 -Z Bottom 0.52 Bendina 0.71 64,745 OK 1.748 +Z Bottom 0.52 Bendina 0.71 64,745 OK 1.748 -z Bottom 0.52 Bendina 0.71 64,745 OK 1.311 +z Bottom 0.52 Bendina 0.71 64.745 OK 1.311 -z Bottom 0.52 Bendina 0.71 64.745 OK 0.694 -X Bottom 0.52 Bendina 0.83 75.105 OK 0.694 +x Bottom 0.52 Bendina 0.83 75.105 OK 0,6416 -X Bottom 0.52 Bendina 0.83 75.105 OK 0,6416 +x Bottom 0.52 Bendina 0.83 75.105 OK 0,7442 -X Bottom 0.52 Bendina 0.83 75.105 OK 0,7442 +x Bottom 0.52 Bendina 0.83 75.105 OK 0,7442 -X Bottom 0.52 Bendina 0.83 75.105 OK 0,7442 +x Bottom 0.52 Bendina 0,83 75.105 OK 0,6416 -X Bottom 0.52 Bendina 0,83 75.105 OK 0,6416 +x Bottom 0.52 Bendina 0,83 75.105 OK 0,4096 -X TOD 0.52 Bendina 0,83 75.105 OK 1,707 +x Bottom 0.52 Bendina 0,83 75.105 OK 0.3979 -X TOD 0.52 Bendina 0.83 75.105 OK 1.718 +x Bottom 0.52 Bendina 0.83 75.105 OK l-x Vu@ +X Vu@-Z Vu@+Z Vu:Max PhiVn yu/Phi*yn Status Oosi ODSI 2.303 DSi 2,303 DSi 2,303 DSi 82.158 DSi 0.02803 OK Oosi Oosi 2.129 DSi 2,129 DSi 2,129 DSi 82.158 DSi 0.02591 OK Oosi Oosi 2,469 DSi 2,469 DSi 2,469 DSi 82.158 DSi 0.03005 OK Oosi Oosi 2,469 DSi 2.469 DSi 2,469 DSi 82.158 DSi 0.03005 OK Oosi Oosi 2,129 DSi 2,129 DSi 2.129 DSi 82.158 DSi 0.02591 OK Oosi Oosi 1,974 DSi 1,974 DSi 1.974 DSi 82.158 DSi 0.02402 OK Oosi ODSI 1,48 DSi 1,48 DSi 1.48 DSi 82.158 DSi 0.01802 OK All units k Vu Phi*Vn Vu / Phi*Vn Status 4.651 DSi 164,317DSi 0.02831 OK 4.3 Dsi 164,317Dsi 0.02617 OK 4.987 DSI 164,317 DSi 0.03035 OK 4.987 DSi 164,317 DSI 0.03035 OK 4.3 Dsi 164,317 DSi 0,02617 OK 4.066 DSi 164.317Dsi 0,02475 OK 3.48 DSi 164,317Dsi 0.02118 OK LIGHTING MANDATORY MEASURES: NONRESIDENTIAL LTG-MM Project Name Coastline Community Ctiurcfi Date 5/18/2012 Indoor Lighting Measures: §131{d): Shut-off Controls For every floor, all interior lighting systems shall be equipped with a separate automatic control to shut off the lighting. This automatic control shall meet the requirements of Section 119 and may be an occupancy sensor, automatic ttme switch, or other device capable of automatically shutting off the lighting. Override for Building Lighting Shut-off: The automatic building shut-off system is provided with a manual, accessible override switch in sight of the lights. The area of override is not to exceed 5,000 square feet. SIIQfh)- Control Devices Certified: All automatic control devices specified are certified, all alternate equipment shall ^ ^ '• be certified and installed as directed by the manufacturer. c^^^. Fluorescont Ballast and Luminaires Certified: All ftuorescent fixtures specified for the project are certified and listed in the ^ • Directory. All installed fixtures shall be certified. §131 (a): Individual Room/Area Controls: Each room and area in this building is equipped with a separate switch or occupancy sensor device for each area with floor-to-ceiling walls. Uniform Reduction for Individual Rooms: All rooms and areas greater than 100 square feet and more than 0.8 watts §131 (b): per square foot of lighting load shall be controlled with bi-level switching for uniform reduction of lighting within the room. Daylight Area Control: All rooms with windows and skylights that are greater than 250 square feet and that allow for §131( )• effective use of daylight in the area shall have 50% of the lamps in each daylit area controlled by a separate switch; ^ ^ or the effective use of daylight cannot be accomplished because the windows are continuously shaded by a building on the adjacent lot. Diagram of shading during different times of the year is included on plans. §131(c): Display Lighting. Display lighting shall be separately switched on circuits that are 20 amps or less.6. Outdoor Lighting Measures: §130(c)1: Mandatory lighting power determination for medium base sockets without permanently installed ballasts „ ., All permanently installed luminaires with lamps rated over 100 Watts either have a lamp efficacy of at least 60 lumens ^ per Watt or are controlled by a motion sensor. „ , All Luminaires with lamps rated greater than 175 Watts in hardscape area, including parking lots, building entrances, ^ ^ '' canopies, and all outdoor sales areas meet the Cutoff Requirements. §132(c)1: All permanently installed outdoor lighting meets the control requirements listed. 0^00/ \ Building facades, parking lots, garages, canopies, and outdoor sales areas meet the Multi-Level Lighting Requirements S^'^'^^^'- listed. EnergyPro 5.1 by EnergySoft User A/umber 5335 RunCode: 2012-05-18708:57:14 ID: Page 1 of 6 CERTIFICATE OF COMPLIANCE (Part 1 of 4) OLTG-1 C Project Name Coastline Community Ctiurcti Date 5/18/2012 Project Address Carlsbad, CA Total lluminated Area 256 GENERAL INFORMATION Phase of Construction: isf New Construction • Addition • Alteration Documentation Author's Declaration Statement I certify that this Certificate of Compliance documentation is accurate and complete. Name Keith Kruse Signature Company Date 5/? 8/20 7 2 Address 12245 Worl6 Trade Dr., Suite A CEA# CEPE# City/State/Zip San Diego, Ca 92128 Ptione C858j 676-9776 Principal Lighting Designer's Declaration Statement • I am eligible under Division 3 of the California Business and Professional Code to accept responsibility for the lighting design. • This Certificate of Compliance identifies the lighting features and performance specifications required for compliance with Title 24, Pages 1 and 6 of the California Code of Regulations. • The design features represented on this Certificate of Compliance are consistent with the information provided to document this design on the other applicable compliance forms, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Name Gerry Green Signature Company Phone Kruse & Associates (858) 676-9779 Address 72245 World Trade Dr 15691 City/State/Zip Date San Diego, California 92128 5/18/2012 Principal Lighting Designer's Declaration Ei I certify that this Certificate of Compliance documentation is accurate and complete, and accounts for all outdoor lighting power, including building mounted, pole mounted, as well as all other lighting designed for the site, and that Additional Lighting Power Allowances for Specific Applications or Additional Lighting Power Allowances for Ordinance Requirements have not been counted more than one time for the same area, in accordance with Section 147 of the Standards. Outdoor Lighting Mandatory Measures Indicate location on building plans of Mandatory Measures Note Block:. LIGHTING COMPLIANCE FORMS & WORKSHEETS (check box if worksheets is included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms; please refer to the Nonresidential Manual published by the Califomia Energy Commission. El OLTG-10 Certificate of Compliance. All 4 pages required on plans for all submittals. OLTG-2C (Pages 1 of 3) Lighting Wattage Allowances for General Hardscape, Sales Frontage, or Ornamental Lighting. Optional on plans. • 0LTG-2C (Pages 2 of 3) Lighting Wattage Allowance for Per Application or Per Area. Optional on plans. • 0LTG-2G (Pages 3 of 3) Additional Lighting Power Allowance for Ordinance Requirements. Optional on plans. EnergyPro 5.1 by EnergySoft User Number: 5335 RunCode: 2012-05-18708:57:14 ID: Page 2 of 6 CERTIFICATE OF COMPLIANCE (Part 2 of 4) OLTG-1 C Project Name Coastline Community Cfiurchi Date 5/18/2012 COMPLIANCE FIXTURE / LIGHTING CONTROL SCHEDULE and FIELD INSPECTION CHECKLIST INSTALLATION CERTIFICATE, OLTG-1 INST (Retain a copy and verify form is completed and signed.) Field Inspection • CERTIFICATE OF ACCEPTANCE, 0LTG-2A (Retain a copy and verify form is completed and signed.; Field Inspection • Luminaire Schedule Installed Watts A B C D E F G H 1 Name or Item Tag Luminaire Description' See footnote below (i.e.: 1 lamp pole-top shoe-box 400 watt metal halide) Cutoff Designation Watts per Luminaire Special Features How wattage was determined Number of Luminaires Installed Watts (DXG) Field Inspector^ Name or Item Tag Luminaire Description' See footnote below (i.e.: 1 lamp pole-top shoe-box 400 watt metal halide) Cutoff Designation Watts per Luminaire Special Features Default from NA-8 According to §130 (Dor E) Number of Luminaires Installed Watts (DXG) Pass to Ll_ Sconce 25w Incandescent 25,0 • IZI • 4 700 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Enter total into 0LTG-1C; Page 4 of 4: Row H; Total Installed Watts: 700 1. Type of luminaire (i.e.: post top, wall pack, surface, shoe box); for non-incandescent luminaires, indicate nominal lamp wattage and lamp type (i.e.: fluorescent, incandescent, HID); ballast type (i.e.: electronic or magnetic); number of lamps and number of ballasts per luminaire. For incandescent luminaires, the luminaire wattage listed in column D shall be the maximum relamping rated wattage on a permanent factory-installed label on the luminaire, NOT the wattage of the lamp (bulb) used, in accordance with Section 130(d or e). 2. If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans If necessary. I Field Inspection "•" EXEMPT LUMINAIRES Name or Symbol Description of exempt luminaires in accordance with §147 MANDATORY CONTROLS Field Inspection • # Description Location # Description Location SPECIAL FEATURES INSPECTION CHECKLIST (See Page 2 of 4 of OLTG-1 C) The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Filed Inspector Notes or Discrepancies: EnergyPro 5.1 by EnergySoft User Number: 5335 RunCode: 2012-05-18708:57:14 ID: Page 3 of 6 CERTIFICATE OF COMPLIANCE (Part 3 Of 4) OLTG-1 C Project Name Coastline Community Cfiurcfi Date 5/18/2012 A. OUTDOOR LIGHTING ZONE OUTDOOR LIGHTING ZONE: • OLZ 1 • OLZ 2 • OLZ 3 • OLZ 4 Is the Outdoor Lighting Zone: IZI Default in accordance with §10-114, or • Amended by JHA Complete the information below if the default Outdoor Lighting Zone has been amended by the local jurisdiction having authority (JHA): ^ The site is a government designated park, recreational area, wildlife preserve, or portion thereof, and has been designated as LZ2 or LZ3, in accordance with Table 10-114-A, because the site is contained within such a zone. ^ The local jurisdiction having authority has officially adopted a change to the State Default Lighting Zone and has notified the Energy Commission by providing the materials required in §10-114(d) to the Executive Director. • The adopted change is posted on the Energy Commission website. B. ADDITIONAL LIGHTING POWER ALLOWANCE FOR ORDINANCE REQUIREMENTS Are additional lighting power allowances for ordinance in Table 147-C used? • Yes E No Complete the information below if additional lighting power allowances for ordinance requirements are used: • The local jurisdiction having authority has officially adopted specific outdoor light levels, which are expressed as average or minimum footcandle levels, by following a public process that allowed for formal public notification, review, and comment about the proposed change. • The local jurisdiction having authority which adopted specific outdoor light levels and has notified the Commission by providing the following materials required §10-114(f) to the Executive Director. C. ACCEPTANCE FORMS Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below is the acceptance test for the Lighting system, 0LTG-2A. The designer is required to check the acceptance tests and list all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. If all the lighting system or control of a certain type requires a test, list the different lighting and the number of systems. The NA7 Section in the Appendix of the Nonresidential Reference Appendices Manual describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Forms can be grouped by type of Luminaire controlled. Enforcement Agency: Systems Acceptance. Before Occupancy Permit is granted for a newly constructed building or space or when ever new lighting system with controls is installed in the building or space shall be certified as meeting the Acceptance Requirements. The 0LTG-2A form is not considered a complete form and is not to be accepted by the enforcement agency unless the boxes are checked and/or filled and signed. In addition, a Certificate of Acceptance forms shall be submitted to the enforcement agency that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of §10-103(b) of Title 24 Part 6. The field inspector must receive the properly filled out and signed forms before the building can receive final occupancy. A copy of the OLTG-2A for each different lighting luminaire control(s) must be provided to the owner of the building for their records. Certificate of Acceptance Luminaires Controlled OLTG-2A' Equipment Requiring Testing Description Qty. of Like Controls Location Outdoor Lighting Acceptance Tests 1. Insert: OMS for Outdoor Motion Sensor; OLSC for Outdoor Lighting Shutoff Controls; OP for Outdoor Photocontrol; ATS for Astronomical Time Switch; and, STS for Standard (non-astronomical) Time Switch acceptance. EnergyPro 5.1 by EnergySoft User Number: 5335 RunCode: 2012-05-18708:57:14 ID: Page 4 of 6 CERTIFICATE OF COMPLIANCE (Part 4 Of 4) OLTG-1 C Project Name Coastline Community Churcfi Date 5/18/2012 ALLOWED AND INSTALLED OUTDOOR LIGHTING POWER Lighting Wattage Power Allowance A Lighting power allowance for general hardscape (from 0LTG-2C Page 1 of 3) Specific application lighting wattage allowance per unit length (from 0LTG-2C Page 1 of 3) Specific application lighting wattage allowance for ornamental lighting (from 0LTG-2C Page 1 of 3) Specific application lighting wattage allowance per application (from 0LTG-2C Page 2 of 3) Specific application lighting wattage allowance per area (from 0LTG-2C Page 2 of 3) 700 Specific application lighting wattage allowance for ordinance requirements (from OLTG-2C Page 3 of 3) Total Allowed Wattage = Sum of rows A through F: 700 Total installed watts (from Compliance Fixture Schedule, (from 0LTG-2C Page 1 of 3) 700 Complies if wattage in row H is less than or equal to the wattages in row G 13 Yes • No EnergyPro 5.1 by EnergySoft User Number: 5335 RunCode: 2012-05-18708:57:14 ID: Page 5 of 6 o CM I o CN o CO ^5 UJ O CO -t—• Q_ LU LU X (/) CC o g OC o o Q I- D O z o (/) UJ a < O _i •. •. < CC LU •. 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