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Home My WebLink About2044 CORDOBA PL; ; CB013927; Permit10-01-2002 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB013927 Building Inspection Request Line (760) 602-2725 2044 CORDOBA PL CBAD RESDNTL Sub Type: RAD 2073003900 Lot #: 0 $69,010.00 Construction Type: NEW Reference #: 0 Structure Type: 0 Bathrooms: 0 HAWKINS - SINGLE STORY RAD 670 SF/REROOF 2400 SF W/COMP SHINGLES Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 12/26/2001 JM 05/03/2002 05/03/2002 RF Applicant: RICHARDS JIM 7926 CALLE SAN FELIPE CARLSBAD CA 92008 760-497-7169 Owner: HAWKINS JAMES R&SUSAN A 7690 10/01/02 0002 01 02 77. Total Fees:$839.15 Total Payments To Date:$762.15 Balance Due:$77.00 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add1! Pot. Water Con. Fee Reel. Water Con. Fee $431 .06 $0.00 $280.19 $0.00 $0.00 $6.90 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $77.00 $0.00 $0.00 $0.00 Meter Size Add'l Red. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $20.00 $24.00 $0.00 $0.00 $0.00 $0.00 $0.00 $839.15 Inspector/j FINAL APPROVAL Date: M 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 iha 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 CHEC EST. VAL. Plan Ck. Deposit Validated By Date Address (include Bldg/Suite #)^_ Business Name (at this address) 7^2.7 -JlMc-jT Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel #Existing. Use roposed Use 0 Description of Work Name m Address City RTY OWNER State/Zip 44 Telephone # Narne1 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 l$500]). Designer Na State License # Address City State/Zip Telephone \f£ Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: G I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. £] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the P%fP^ancft9kyi9,WorW9r.JtftyfiJ1 thisjjermit is issued. My worker's compensation insurance carrier and policy number are: ffrti -Lt/i-O/Ul Insurance Company Policy No. Expiration (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) "f?) 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 Mo-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 addMon to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE p*£|tAyT /fe-yt^ £_ /^Sfe^^^^^^^Z^^^ DATE / tJ 2ft/A/ 7. OWNER-BUILDER DECLARATION ' / S ' ~...-:=•- - '"; ' '''; r..--\;^^l'^,^:-.--^^^_ ;.:.'.:>:r .'• hereby affirm that I am exempt from the Contractor's License Law for the following reason: 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. 70>4^ 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 hTrnself 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 t)>« property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License LawNjpes 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'sibicense Law). O I am exempt under Section jv Business and Professions Code for this reason: 1. I personally plan to provide the majqr labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an applicatioh^pr a building permit for the proposed work. 3. I have contracted with the following persoRSfjrm) 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 hirebsfhe following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): ^v 5. I will provide some of the work, but I have contracted (hiredntu following persons to provide the work indicated (include name / address / phone number / type of work): >. ___ PROPERTY OWNER SIGNATURE DATE Is the applicant 3l-<uture building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections"^505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future builolhg^ccupant 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 withinsV,POO feet of the outer boundary of a school site? Q YES d NO IF ANY OF THE ANSWERS ARE YES, A FINhkpERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EM ERG ENCYCfR VICES AND THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTION LENDING AGENCY*<li^I hereby affirm that there is a Construction lending agency for the performance of the work for which this permit is issued (Sec. 3G970) 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 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 1 80 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 18<Ldays (Section 106.4.4 Uniform Building Code). APPLICANT'S DATE WHITE: File YELLOW: Applicant PINK: Finance Inspection List Permit*: CB013927 Type: RESDNTL RAD HAWKINS - SINGLE STORY RAD 670 SF/REROOF 2400 SF W/COMP SHING Date Inspection Item Inspector Act Comments 01/15/2003 89 01/15/2003 89 01/10/2003 89 01/10/2003 89 11/05/2002 17 11/05/2002 18 10/31/2002 16 10/31/2002 17 10/31/2002 18 10/29/2002 16 10/16/2002 14 10/16/2002 24 10/16/2002 34 10/16/2002 44 10/11/2002 13 10/11/2002 84 10/08/2002 13 10/08/2002 14 10/08/2002 34 10/08/2002 44 10/03/2002 15 10/02/2002 15 08/30/2002 13 08/30/2002 14 08/30/2002 15 08/30/2002 23 08/30/2002 34 08/07/2002 23 08/07/2002 31 08/07/2002 34 08/01/2002 15 06/27/2002 16 06/14/2002 66 06/12/2002 66 05/31/2002 11 05/29/2002 11 Final Combo Final Combo Final Combo Final Combo Interior Lath/Drywall Exterior Lath/Drywall Insulation Interior Lath/Drywall Exterior Lath/Drywall Insulation Frame/Steel/Bolting/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Shear Panels/HD's Rough Combo Shear Panels/HD's Frame/Steel/Bolting/Weldin Rough Electric Rough/Ducts/Dampers Roof/Reroof Roof/Reroof Shear Panels/HD's Frame/Steel/Bolting/Weldin Roof/Reroof Gas/Test/Repairs Rough Electric Gas/Test/Repairs Underground/Conduit-Wirin Rough Electric Roof/Reroof Insulation Grout Grout Ftg/Foundation/Piers Ftg/Foundation/Piers PD - - PD RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RF RGB RGB RGB RGB AP Rl Rl CO SMOKE DETECTORS AP AP AP NR NR NR AP we AP AP CO UNLOAD NEW ROOF CO PARALAM/NOT GLUE LAM CO CO CO CO AP CO 1/8 SPACE ALL JOINTS PA PROVIDE FIX FOR WINDOW IN SHEAR we PA we we NR we NR NR AP FLOOR INSULATION OK AP CO VERTICAL STEEL SHORT IN 12 CELLS PA OK TO POUR FTGS CO PROVIDE PROPER REBAR SPACING AT WEST SIDE FOOTING. MISSING MAT IN ONE PIER Thursday, January 16, 2003 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 01/15/2003 Permit* CB013927 Title: HAWKINS - SINGLE STORY RAD Description: 670 SF/REROOF 2400 SF W/COMP SHINGLES Inspector Assignment: PD Sub Type: RAD 2044 CORDOBA PL Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT RICHARDS JIM Owner: HAWKINS JAMES R&SUSAN A Remarks: Phone: 7604977J69 Inspecto Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: JIM Entered By: CHRISTINE Act ., Comment Associated PCRs/CVs Inspection History Date Description 01/10/2003 89 Final Combo 11/05/2002 17 Interior Lath/Drywall 11/05/2002 18 Exterior Lath/Drywall 10/31/2002 16 Insulation 10/31/2002 17 Interior Lath/Drywall 10/31/2002 18 Exterior Uth/Drywall 10/29/2002 16 Insulation 10/16/2002 14 Frame/Steel/Bolting/Welding 10/16/2002 24 Rough/Topout 10/16/2002 34 Rough Electric 10/16/2002 44 Rough/Ducts/Dampers 10/11/2002 13 Shear Panels/HD's 10/11/2002 84 Rough Combo 10/08/2002 13 Shear Panels/HD's 10/08/2002 14 Frame/Steel/Bolting/Welding 10/08/2002 34 Rough Electric Act Insp Comments CO PD SMOKE DETECTORS AP RF AP RF AP RF NR RF NR RF NR RF AP RF WC RF AP RF AP RF CO RF UNLOAD NEW ROOF CO RF PARALAM/NOT GLUE LAM CO RF CO RF CO RF City of Carlsbad Bldg Inspection Request For: 10/08/2002 Permit# CB013927 Title: HAWKINS - SINGLE STORY RAD Description: 670 SF/REROOF 2400 SF W/COMP SHINGLES Inspector Assignment: RF Type:RESDNTL Sub Type: RAD Job Address: 2044 CORDOBA PL Suite: Lot 0 Location: APPLICANT RICHARDS JIM Owner: HAWKINS JAMES R&SUSAN A Remarks: Phone: 7604977169 Inspector: Total Time:Requested By: JIM Entered By: CHRISTINE CD Description Act Comments 14 Frame/Steel/Bolting/Welding £?** 34 Rough Electric Associated PCRs/CVs Date 10/03/2002 10/02/2002 08/30/2002 08/30/2002 08/30/2002 08/30/2002 08/30/2002 08/07/2002 08/07/2002 08/07/2002 08/01/2002 06/27/2002 06/14/2002 06/12/2002 05/31/2002 05/29/2002 Inspection History Description 15 Roof/Reroof 15 Roof/Reroof 13 Shear Panets/HD's 14 Frame/Steel/Bolting/Welding 15 Roof/Reroof />/} 23 Gas/Test/ Repairs 34 Rough Electric 23 Gas/Test/Repairs 31 Underground/Conduit-Wiring 34 Rough Electric 1 5 Roof/Reroof . — . Act Insp AP RF CO RF PA RF WC RF AP RF WC RF WC RF NR RF WC RF NR RF NR RF 16 Insulation \£&s 4 AP RF 66 Grout AP RC 66 Grout 11 Ftg/Foundation/Piers *> 11 Ftg/Foundation/Piers CO RC PA RC CO RC Comments 1/8 SPACE ALL JOINTS PROVIDE FIX FOR WINDOW IN SHEAR OK TO ROOF FLOOR INSULATION OK VERTICAL STEEL SHORT IN 12 CELLS OK TO POUR FTGS PROVIDE PROPER REBAR SPACING AT WEST SIDE FOOTING. MISSING MAT IN ONE PIER NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE & *- TIME LOCATION ? PERMIT NO. 3 3) 4) y 7y a // y S-rfafl *Xi$l)K<t A&us*. FOR ftjSPECTOKTc!ALL (760) 60?-2725. RE-INSPECTION FEE DUE? I I YES rXV<FOR FURTHER INFORMATION, CONTACT PHONE-«^wW™""~~^^^^\.——14-CODE ENFORCEMENT OFFICER CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE TIME. LOCATION, PERMIT NO.O //) j</»;/ z? FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE.DUE? FOR FURTHER INFORMATION, YES PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 10/02/2002 Permit# CB013927 Title: HAWKINS - SINGLE STORY RAD Description: 670 SF/REROOF 2400 SF W/COMP SHINGLES Inspector Assignment: RF Sub Type: RAD 2044 CORDOBA PL Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT RICHARDS JIM Owner: HAWKINS JAMES R&SUSAN A Remarks: Phone: 7608029832 Inspector: /(f- Total Time: CD Description 15 Roof/Reroof Requested By: ERIC Entered By: CHRISTINE Act Comments Associated PCRs/CVs Date 08/30/2002 08/30/2002 08/30/2002 08/30/2002 08/30/2002 08/07/2002 08/07/2002 08/07/2002 08/01/2002 06/27/2002 06/14/2002 06/12/2002 05/31/2002 05/29/2002 Insoection Historv Description 13 Shear Panels/HD's 14 Frame/Steel/Bolting/Welding 15 Roof/Reroof 23 Gas/Test/Repairs 34 Rough Electric 23 Gas/Test/Repairs 31 Underground/Conduit- Wiring 34 Rough Electric 15 Roof/Reroof 16 Insulation 66 Grout 66 Grout 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers Act PA we AP we we NR we NR NR AP AP CO PA CO Insp RF RF RF RF RF RF RF RF RF RF RC RC RC RC Comments PROVIDE FIX FOR WINDOW IN SHEAR OK TO ROOF FLOOR INSULATION OK VERTICAL STEEL SHORT IN 12 CELLS OK TO POUR FTGS PROVIDE PROPER REBAR SPACING AT WEST SIDE FOOTING. MISSING MAT IN ONE PIER NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE /CZ» _ TIME LOCATION PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? LJ YES FOR FURTHER INFORMATION, CONTACT PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 08/07/2002 Permit# CB013927 Title: HAWKINS - SINGLE STORY RAD Description: 670 SF Inspector Assignment: RF Sub Type: RAD 2044 CORDOBA PL Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT RICHARDS JIM Owner: HAWKINS JAMES R&SUSAN A Remarks: Phone: 7607298923 Inspector: Total Time:Requested By: JIM Entered By: GIOVANNA CD Description Act Comments 31 Underground/Conduit-Wiring .Associated PCRs/CVs Inspection History Date 08/01/2002 06/27/2002 06/14/2002 06/12/2002 05/31/2002 05/29/2002 Description 15 Roof/Reroof 16 Insulation 66 Grout 66 Grout 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers Act Insp Comments NR RF AP RF FLOOR INSULATION OK AP RC CO RC VERTICAL STEEL SHORT IN 12 CELLS PA RC OK TO POUR FTGS CO RC PROVIDE PROPER REBAR SPACING AT WEST SIDE FOOTING. MISSING MAT IN ONE PIER -X7 NOTICECfTY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? I I YES FORJURJHER INFORI^ION, PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER EsGil Corporation In Partnership with government for 'Building Safety DATE: 4/29/02 Q-AggLJCANT JURISDICTION: Carlsbad O^bWREVlEWER a FILE PLAN CHECK NO.: 01-3927 SET: IV PROJECT ADDRESS: 2044 Cordoba Place PROJECT NAME: Room addition for Hawkins Residence 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 checklist 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 y REMARKS: City to place their "soils notice" stam^ijitfhe plans. No soil report was provided with this one story addition. By: Chuck Mendenhall Enclosures: Esgil Corporation D GA D MB D EJ D PC 4/22/02 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4- (858)560-1468 4- Fax (858) 560-1576 EsGil Corporation In Partners/tip With government for ftuitding Safety DATE: 03/25/02 Q APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 01-3927 SET: III PROJECT ADDRESS: 2O44 Cordoba Place PROJECT NAME: Room Addition for Hawkins Residence 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. 2<J The applicant's copy of the check list has been sent to: Jim Richards 7926 Calle San Felipe 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: Jim Richards (*-*«^ Telephone #: (760) 497-7169 Fax Telephone ~ Fax In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation D GA D MB D EJ D PC 03/18/02 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 01-3927 03/25/02 III RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2044 Cordoba Place DATE PLAN RECEIVED BY ESGIL CORPORATION: 03/18/02 REVIEWED BY: Ray Fuller PLAN CHECK NO.: 01-3927 SET: III DATE RECHECK COMPLETED: 03/25/02 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. A. 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. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. 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? QYes QNo Carlsbad 01-3927 III O3/25/02 The items listed below are from the previous list. These remaining items have not been adequately addressed. The remarks in bold are to emphasize the remaining problem. 1. 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 92009, (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. 25. Show size, embedment and location of hold down anchors on foundation plan. Could not determine type of termination using for 16" embedded bolt for the HD2A's. Could not locate where hold downs were shown on foundation plan nor the anchor bolt spacing. The plans now reflect retro fit hold downs. Need to detail this specifying all thread size, epoxy type, ICBO/NER number and note special inspection and complete attached form. Detail and reference how adding retro anchor bolts along line 2. The plans now reflect HDS's at line 6. Specify either all thread size, depth of embedment, type of termination or note SSTB 28's or 34's required. 9. The plans are reflecting a shear length that includes the window or door opening. This will potentially cause inspection problems the field. The plans should reflect the length to the opening. Could not follow calculations as far the lines were concerned. The revised plans and calculations do not match. See for example where calculations for line 6 require 15/32" plywood required and nailing to be 2" oc. The plans are showing 3/8" plywood at 4" oc. This wall will need to specify 3 x members -3x plates etc. The roof framing plan is reflecting a 4x header along shear wall line 3 at rear of addition? There is no window shown here on either floor plan or elevation? The calculations do not match the plans as far type of shear wall, nailing, wall length's etc. As noted on previous plan checks the calculations and plans must match. The angle wall is noted as having length's of 2'8" and 3' at left side and 3 ft and 8 ft at right side? Carlsbad 01-3927 III 03/25/02 Even when shear panels are shown that are not a part of calculations they must be consistent. Any inconsistencies will cause inspection problems in the field and delays. Please go thru plans very carefully to very this before resubmitting. Shear wall 4 is specifying 3'3" for width at shear panel which is what it scales and then notes 5 ft and other areas note not to scale. Plans are to be drawn to scale. The energy calculations did not address increase in windows and what appears to be a additional skylight at dining room so that fight and ventilation requirements will be meant. Is the skylight in the4 dining room operable. • 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 Q No a • 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 Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In Partners/tip witfi. government for 'BniCding Safety DATE: O3/O1/02 Q^APPLICANT^ JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 01-3927 SET: II PROJECT ADDRESS: 2044 Cordoba Place PROJECT NAME: Room Addition for Hawkins Residence 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: Jim Richards 7926 Calle San Felipe 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: Jim Richards Telephone #: (760) 497-7169 Date contacted: 2>-*/-oa- (by:ft*w ) Fax #: Mail -^ Telephone -^ Fax In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation D GA D MB D EJ D PC 02/22/02 tmsmtLdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 4- Fax (858) 560-1576 Carlsbad 01-3927 03/01/02 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2044 Cordoba Place DATE PLAN RECEIVED BY ESGIL CORPORATION: 02/22/02 REVIEWED BY: Ray Fuller PLAN CHECK NO.: 01-3927 SET: II DATE RECHECK COMPLETED: 03/01/02 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. A. 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. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. 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? QYes QNo Carlsbad O1-3927 03/01/02 The items listed below are from the previous list. These remaining items have not been adequately addressed. The remarks in bold are to emphasize the remaining problem. 1. 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 92009, (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. 2. Specify on plans all existing window sizes at dining room area and how they open to verify that addition has not adversely affected the minimum required 1/1 Oth the area in light and 1/20th the area in ventilation. Dining room must be provided with its own light and ventilation as wall is not 50% open and there for cannot obtain its light and ventilation from the proposed game room area. The dining room area is around 250 sg ft which will require 25 ft of glazing and 12 Vzftof ventilation. A 3'xS'XO only provides about 71/2 ft of glazing and 3 % ft of ventilation. The window also is required to be tempered as within 2 ft of edge of door. Any new windows to be added to meet requirements above must be shown on energy calculations and new header sizes shown. 5. Show size, embedment and location of hold down anchors on foundation plan. Could not determine type of termination using for 16" embedded bolt for the HD2A's. Could not locate where hold downs were shown on foundation plan nor the anchor bolt spacing. Should detail the seismic ties with earthquake bends. 9. The plans are reflecting a shear length that includes the window or door opening. This will potentially cause inspection problems the field. The plans should reflect the length to the opening. Could not follow calculations as far the lines were concerned. Could not locate where forces were adjusted by 2.2 for cantilevered column. Plans are reflecting changes in ink and additional notes. These need to vellums etc so as to be a permanent part of plans as again this can result inspection problems in the field. Please go thru plans very carefully to verify all shear lengths are correctly shown, shear is showing extending to roof sheathing i.e. reference detail 2/4 as similar at interior shear by fireplace and that calculations match plans . Specify hanger type sizes i.e. roof rafters to CB-1. Carlsbad 01-3927 03/01/02 10. Note on plan: All structural steel must be fabricated in an ICBO or City of L.A. licensed fabricator shop per UBC 2203. Detail how wood members are to attach to steel column i.e. welded nelson studs. Specify size and spacing . Specify size of erection pad i.e. width, depth and height and spacing of any steel in footings . Specify size of base plate i.e. length and width and anchor bolt spacing and grout? • 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 Q No a • 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 Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In Partnership with government for *Bui(ding Safety DATE: 01/O7/02 Q APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO.: O1-3927 SET: I PROJECT ADDRESS: 2O44 Cordoba Place PROJECT NAME: Room Addition for Hawkins Residence 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. X] The applicant's copy of the check list has been sent to: Jim Richards 7926 Calle San Felipe 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: Jim Richards Telephone #: (760) 497-7169 Date contacted:// fr/02- (by:(^ ) Fax #: Mail ^^Telephone*^ Fax In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation D MB D EJ D PC 12/28/01 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad 01-3927 01/07/02 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 01-3927 JURISDICTION: Carlsbad PROJECT ADDRESS: 2044 Cordoba Place FLOOR AREA: Addition 670 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/26/01 DATE INITIAL PLAN REVIEW COMPLETED: 01/07/02 STORIES: 1 HEIGHT: 11 ft per UBC DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/28/01 PLAN REVIEWER: Ray Puller 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 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 ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked UP list when you submit the revised plans. Carlsbad O1-3927 01/07/02 • PLANS 1. 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 92009, (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. 2. Specify on plans all existing window sizes at dining room area and how they open to verify that addition has not adversely affected the minimum required 1/10th the area in light and 1/20th the area in ventilation. Dining room must be provided with its own light and ventilation as wall is not 50% open and there for cannot obtain its light and ventilation from the proposed game room area. 3. Show on the plans details for stepped footings steeper than 1:10.. 4. Show how floor girder is supported at left of fireplace on sheet 3 by either adding another pier or GLT hanger. The post supporting the ridge beam needs to have support between subfloor and floor girder below. 5. Show size, embedment and location of hold down anchors on foundation plan. Section 106.3.3. all shear panels less than 4 ft in length require hold downs. Specify size, depth of bolts and type termination or could specify i.e. SSTB 16's to HD2A's, Specify size of member attaching holddowns to i.e. 4x posts. 6. Plans need to clearly specify the type of shear using at cripple wall framing. See Table 23-IV-C-2 for requirements (minimum 60% with 3/8" CDX 8d 6 and 12. 7. Cannot tell from plans what kind of roof loads are the new 4 x 10 is subject to. Either show existing roof framing or could change to PLM . 8. All shear panels lees than 4 ft in length require hold downs. Detail and reference these thru the raised floor area to include squash blocks, couplings and all thread. Carlsbad 01-3927 O1/07/02 9. Specify the length of alt shear at their respective locations. 10. It appears that the existing exterior wall had stucco shear and because it is being removed for addition and should be replaced with shear due to the additional loads from addition and removal of stucco. This shear would need to be detail and referenced extending to roof sheathing. 11. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Detail F-2/4 is stating 6". Section 2306.5. 12. The Conventional Light-Frame Construction provisions of Section 2320 may not be used in Seismic Zones 3 & 4 for "unusually shaped buildings," and thus design calculations must be provided, as per Section 2320.5.4: a) When braced wall lines do not occur in two perpendicular directions. Because project is so small would help if on sheet 3 added collectors i.e. doubled up roof rafters (on both sides of ridge beam )shown in line with wall with 3'6"x 4' window . Specify edge nailing of these doubled up members , drag strap to wall and detail and reference entire wall to be sheared . Show shear above and below opening, blocking and straps at window openings and 4 hold downs total (1 at each end of each 2'8" panel). Minimum 2 anchor bolts per panel. 13. Show minimum height below beams to be 7 ft. Appears to be around 6'10" on section A. 14. Outlet spacing is exceeded on sheet 2. See left side of glass slider where 9 ft from door to outlet. Need to show outlet within 6 ft of door. • CITY OF CARLSBAD REQUIREMENTS • City to place soils stamp on plans at issuance.. • 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 Q No Q • 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 Ray Fuller at Esgil Corporation. Thank you. Carlsbad 01-3927 01/07/02 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Ray Fuller BUILDING ADDRESS: 2044 Cordoba Place PLAN CHECK NO.: 01-3927 DATE: 01/07/02 BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION Addition Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 670 CB Valuation Multiplier Per City Est. By Ordinance Reg. Mod. VALUE ($) 69,010 69,010 $422.06 Plan Check Fee by Ordinance Type of Review: Repetitive FeeRepeats Complete Review D Other . Hourly Structural Only Hour Esgil Plan Review Fee $274.34 $236.35 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad Public Works Engineering DATE: BUILDING PLANCHECK CHECKLIST PLANCHECKNO.: CB £?'BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: EST. VALUE: DENIAL Please se&Htia attached report of deficiencies marked wrfnD. Make necessary corrections to plans or speclqcatipjis for compliance with applicable codes anosfandards. Submit corrected plans and/or specifications to this office for review. By: ATTACHMENTS LJ Dedication Application ^ Dedication Checklist *-* improvement Application D Improvement Checklist D Future Improvement Agreement Q Grading Permit Application Q Grading Submittal Checklist L< Right-of-Way Permit Application D RIght-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: TANIYA WADE City of Carlsbad Address: 1635 Faraday Avenue. Carlsbad. CA 92008 Phone: (760) 602-2773 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: D Sewer Fee Information Sheet A-4 •Carlsbad, CA 92008-7314 - (760) 6O2-2720 • FAX (760) 6O2-8562m JJ.we 1 iSraeSS cr BUILDING PLANCHECK CHECKLIST »RD SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: a North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines E. Easements Show on site plan: Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service . Existing or proposed irrigation service G. H. 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 "N drainage of 2% to swale 5' away from building." I? Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. D. 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION ttWOKMOCSCHKLSTWddlng PtonchMfcCkM Form (QmricMtoc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3rd DISCRETIONARY APPROVAL COMPLIANCE D D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D 4b. All conditions are in compliance. Date: D DEDICATION REQUIREMENTS D 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is 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 56" 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 Q D 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public 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 H:\WORDBOCfflCHKL3™**!!) PtancMck CkW Form (RIDDLE - HARVEY T-12-00).doc ., ST 2ND gRD BUILDING PLANCHECK CHECKLIST 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: D D 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. Future public improvements required as follows: D 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. 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. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. D D D 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). D D D 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: D D D 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WORDiDOCOCHKLSTOuMlng Plwichw* CM* Form (OwtMte 7-14-OOJ.doc BUILDING PLANCHECK CHECKLIST A ST D D D D D D D D D 7d -No Grading Permit required. 7e- If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: _ D D 9- INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: D D D 10.NPDES PERMIT D D D Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. if 13Qgequired fees are attached ' No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. HAWOHXDOCaCHKLSnBuftBng PtachMk OM Form (6«nMtc)J)oe 1ST >ND iRO D D 12b. BUILDING PLANCHECK CHECKLIST • 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). Irrigation Use (where recycled water is not available) Ail 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. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water ttWKMOTOCSVCHKLffnaiJldtag PtanchMk OM Porni fO*wrieMoe 1ST 2ND >RD n n BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water tine in the future. 12c. Irrigation Use (where recycled water Is available) these irrigation 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. 13. Additional Comments: HAWOMWOCSCHKLSTBuldhg Ptoncluc* PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Net Project Density: Plan Check No. Planner APN: _ Type of Prefect & Use: Zoning: t£_ •»• / General CFD (in/out) #_Date of participation: Facilities Management Zone: Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: ) Legend: [Si Item Complete [_] Item 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: APPROVAL/RESO. NO. PROJECT NO. YES NO TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status {Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES_ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: NO 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. I I I I lnclusionar$ Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan: " "^ 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property Irnes, easements, existing and proposed structures, streets, existing street improvements, right- of-way width, dimensional set^ptfes an^jfejisting topographical lines (including all side and rear yard slopes). OH] 2. Provide legal description of prop^ffv /id £sQji&fi$j?4{ce\_r\u\ D D D D D D D D D n n Policy 44 - Neighborhood Arc 1. Applicability: YESNO 2. Project complies YES NO Zoning: 1 . Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure Front: Interior Side: Street Side: Rear: Structure separation 3. Lot Coverage: Required Required Required Required Required setbacks: Required Required Required Required : Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Spaces Required (breakdown by uses for commercial and industrial projects required) Guest Spaces Required Shown OK TO ISSUE ANB ENTERED APPROVAL INTO COMPUTER H:\ADMIN\COUNTER\BldgPI 701 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB O\' Plann APN: Address Phone (760) 602- ^ AcQ j Type of Project & Zoning :iA y-Tft^O General CFD <in/nnt» # Circle One Net Project Density: Facilities Management Zone: DU/AC Date of participation:Remaining net dev acres: {For non-residential development: Type of land used created by this permit: ) Legend: /\ , (tern Complete Item Incomplete - Needs your action Environmental Review Required: DATE OF COMPLETION: YES NON/_ TYPE /*~ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES DATE TYPE 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? YEJyK CA Coastal Commission Authority? YES _ NOs, NO ^ t 7575 Metropolitan Drive, Suite 103, YES NO If California Coastal Commission Authority: Contact the San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or\Exempt):) Coastal Permit Determination Form already compfBTea? If NO, complete Coastal Permit Determination Formpow. Coastal Permit Determination Log #: *~f S( _ 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\BldgPlnchkRevChktst PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB O\ Planner^V APN: Address 1 Phone (760) 602- Type of Project &TK IA *<<$oo Zoning:^ \oc^0 General CFD fin/mitt # Circle One Net Project Density: Facilities Management Zone: DU/AC .Date of participation:Remaining net dev acres: (For non-residential development: Type of land used created by this permit: } Legend: /\ Item Complete Environmental Review Required: DATE OF COMPLETION: YES Item Incomplete - Needs your action NOX/ TYPE ^__^__ ~~ /^ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES DATE TYPE 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? YE$?\ CA Coastal Commission Authority? YES _ NO^ NO ^Xt757575 Metropolitan Drive, Suite 103, NO If California Coastal Commission Authority: Contact the San Diego CA 92108-4402; (619} 767-2370 Determine status (Coastal Permit Required orlExempt):) Coastal Permit Determination Form already cornj5terea? If NO, complete Coastal Permit Determination Coastal Permit Determination Log #: 2 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\BldgPlnchkRevChklst Inclusionary Housing Fee required: YES (Effective date of tnclusionary Housing Ordinance - May 21, 1993.) NO Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Zoning: 1 . Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure Front: Interior Side: Street Side: Rear: Structure separation Required c\O Required \ v-, Required /\i//\ Required JLc? Required setbacks: Required Required Required Required : Required Shown 3 i Shown % Shown /W/- Shown JOj-^ Shown Shown Shown Shown Shown Shown 3. Lot Coverage:Required -Shown C X 4. Height: 5. Parking: Required Spaces Required Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _ ' Shown _ Additional Comments (T £x^T\\n<3 PuOixl -CJynC^n'v/Nq CtiL VO A t-{Q OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADl JNTER\BldgPlnchkRevChklst Wynn Engineering 27525 Valley Center Rd. Valley Center Title: Hawkins Addition Dsgnr: B.M. Date: Description: Sinle Story Raised Wd. Fl. Addition Job # 02- rn. /ou my oia FX. 7607499412 Rev; 560000User; KW-060321, Ver 5.6.0, 2-Sep-2002(c)1983-2002 ENERCALC Engineering Software Scope : Wd. Frame Timber Beam & Joist c:\ec55\hawkinsrmaddl.ecw:Cilculations I Description CB-1 Replace 3.5"x9.5" PSL with 3"x9"Glu Lam Beam 24F-V4 DF/DF (Vaulted Ceiling Area, Span=11'-0") Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Point #1 DL LL@x Results Mmax @ Center @x = fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL ©Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in ft psi psi kst c^B-1 Vaulted Ce 3.0x9.0 3.000 9.000 11.50 ouglas Fir - Larch, ouglas Fir - LarchpougJas Fir - Larch Douglas Fir, 24F - V 2,400.0 190.0 1,800.0 1.000 GfuLam No ft Ibs Ibs ft Douglas Fir • Larch, 1 11.50 388.00 906.00 5.750 Ratio = 0.4848 in-k ft psi psi psi psi 44.64 5.75 1,102.3 2,273.5 Bending OK 35.9 190.0 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 194.00 453.00 647.00 194.00 453.00 647.00 Deflection OK in in in ft 1 b i -0.065 2,131.1 -0.151 912.6 -0.216 5.750 639.0 Notes 1 Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No. 1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2,06'Lu When 7" < beam depth <= 14.3" , Le = 1.62 * Lu + 3d When beam depth > 14.3" , Le = 1.84 • Lu '"civil ensineerins structural desisn land surveying STRUCTURAL CALCULATIONS Mr. & Mrs. Hawkins Room Addition 2044 Cordoba Place Carlsbad, California 92069 Job No: 02-5 15 A*.13-02 February 21,2002 \ 27525 Valley Center Road, Suite B • Valley Center, CA 920 (760) 749-8722 • Fax (760) 749-9412 - Email: wynneng@pacbell.net - Los Angeles (310)^9728-Tax (310)306-2129 Index Sheet JOB NUMBER 02-515 (Hawkins Room Addition) DESCRIPTION PAGE NUMBER 1.) ROOF MEMBERS. (Joists, Headers, Beams.) 2.) FLOOR MEMBERS. (Joists, Headers, Beams) 3.) LATERAL CALCULATIONS. 4.) FOUNDATIONS. WYNN ENGINEERING INC. 27525 Valley Center Road Suite B VALLEY CENTER, CA 92082-6538 (760) 749-8722 (760) 749-9412 Fax Email: wbeinco@aol.com JOB. SHEET NO. CALCULATED BY, CHECKED BY SCALE OF DATE. DATE. .-*.tu LU OU MTV U 1 , tut-, S" D PRODUCT 20? WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Job * 02- Dsgnr B.M. Data: 8:56AM, 21 FEB 02 Description : Sinle Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321. Ver 5.5.0, 25-Sep 2001 (CU983 2001 ENERCALC Engineering Software Timber Beam & Joist Page 1 c:\ec55\hawkinsrm3ddl. ecw:Calculations Description Beams, Rafters. Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft pspsi ks RR1 2x10 1.500 9.250 1.33 ouglas Fir - Larch, 875.0 95.0 1,600.0 1.250 Sawn Repetitive RR2 2x6 1.500 5.500 1.33 Calculations are designed to 1997 NDS and 1997 UBC Requirements | RBI Prllm: 3.5 3.500 11.875 1.33 RBI ALT 6x14 5.500 13.500 1.33 R82 2-2x8 3.000 7.250 1.33 CJ1 2x6 1.500 5.500 1.33 CB1 Prllm: 3.5 3.500 9.500 0.00 ouglas Fir - Larchniss Joist - MacMi Douglas Fir - Larchpouglas Fir - Larchpouglas Fir - Larch, Truss Joist - MacMil 875.0 95.0 1,600.0 1.250 Sawn Repetitive 2,900.0 290.0 2,000.0 1.330 Manuf/Pirte No 1,000.0 95.0 1,700.0 1.330 Sawn No 875.0 95.0 1,600.0 1.330 Sawn No 875.0 95.0 1,600.0 1.000 Sawn Repetitive 2,900.0 290.0 2,000.0 1.330 Manuf/Pine No Center Span Data I Span Dead Load Live Load Point #1 DL LL @X ft #ffi #/ft Ibs Ibs ft 12.00 30.00 32.00 Cantilever Span Span ft Uniform Dead Load Uniform Live Load Results Mmax @ Center @X = Mmax @ Cantilever fb : Actual Fb : Allowable fv : Actual Fv : Allowable #ft #/ft Ratio = 0.3914 in-k ft in-k psi psi psi psi 13.39 6.00 0.00 626.1 1,599.5 Bending OK 35.1 118.8Shear OK 5.50 30.00 32.50 0.2319 2.84 2.75 0.00 375.0 1,616.8 Bending OK 26.2 118.8Shear OK 18.00 180.00 192.00 0.5730 180.79 9.00 0.00 2,197.8 3,835.6 Bending OK 108.3 385.7Shear OK 18.00 180.00 192.00 9.00 113.00 120.00 11.00 10.00 20.00 0.8255 180.79 9.00 0.00 1 ,082.2 1,311.0 Bending OK 59.5 126.4Shear OK 4.00 112.00 120.00 0.6116 23.19 4.07 -22.27 882.3 1,508.3 Bending OK 77.3 126.4Shear OK 0.5552 5.44 5.50 0.00 720.0 1,296.8 Bending OK 27.6 95.0Shear OK 11.00 120.00 96.00 1,056.00 1.127.00 5.500 ~ -«.~J 0.5478 | 111.24 5.50 0.00 2,113.0 3,857.0 Bending OK 95.5 385.7Shear OK Reactions | @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Cantilever DL Defl Cantilever LL Deft Total Cant. Defl L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 180.00 192.00 372.00 180.00 192.00 372.00 Ratio OK in In in ft in in in -0.088 1,628.5 -0.094 1,526.8 -0.183 6.000 788.0 82.50 89.37 171.87 82.50 89.37 171.87 Deflection OK -0.019 3,555.6 -0.020 3,282.1 -0.039 2.750 1,706.7 1,620.00 1,728.00 3,348.00 1,620.00 1,728.00 3,348.00 Deflection OK -0.435 496.3 -0.464 465.3 -0.899 9.000 240.1 1,620.00 1,728.00 3,348.00 1,620.00 1,728.00 3,348.00 Deflection OK -0.222 974.0 -0.237 913.1 -0.458 9.000 471.3 408.94 540.00 948.94 1,056.06 1,126.67 2,182.72 Deflection OK -0.059 1,833.2 -0.116 929.3 -0.175 4.320 618.7 -0.007 -0.009 -0.016 5,977.3 55.00 110.00 165.00 55.00 110.00 165.00 Deflection OK -0.099 1,333.4 -0.198 666.7 -0.297 5.500 444.5 1,188.00 1,091.50 2,279.50 1,188.00 1,091.50 2,279.50 Deflection OK I -0.180 732.5 -0.171 771.0 -0.351 5.500 375.6 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 TKto: Hawkins Addition Job * 02- Dsgnr. B.M. Date: 8:56AM, 21 FEB 02 Description : Sinle Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321, Ver 5.5.0. 25 Sep 2001(c)1983 2001 ENERCALC Engineering Software Timber Beam & Joist Page 2 c:\ec55\hawkinsrmaddl.ecw:Calculations Description Beams, Rafters. Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No. 1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= T, Le = 2.06*Lu When 7" < beam depth <= 14.3", Le = 1.62 " Lu + 3d When beam depth > 14.3", Le=1.84*Lu WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Jobf 02-sic,- Dsgnr. B.M. Date: 8:56AM, 21 FEB 02 Description : sinle Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321. Ver 5 5.0, 25 Sep-2001 (C11983 2001 ENERCAIC Engineering Software Timber Beam & Joist Page 1 cAec55Vhawkinsrmaddl.ecw:CalculatiQns Description HDRsl.2,3,4,5, FB1. FB2 Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft ps ps ks HDRl 4x4 3.500 3.500 1.33 ouglas Fir • Larch. 875-0 95.0 1,600.0 1,000 Sawn No HDR2 4x4 3.500 3.500 1.33 Calculations are designed to 1997 NDS and 1997 UBC Requirements \ HDR3 4x6 3.500 5.500 1.33 HDR4 4x8 3.500 7.250 1.33 HDR5 4x4 3.500 3.500 1.33 FBI 4x12 3.500 11.250 9.25 ouglas Fir - LarchOouglas Fir - Larch .Douglas Fir - Larchpouglas Fir - Larchpouglas Fir - Larch. 875.0 95.0 1,600.0 1.000 Sawn No 875.0 95.0 1,600.0 1.000 Sawn No 875.0 95.0 1,600.0 1.000 Sawn No 875.0 95.0 1,600.0 1.330 Sawn No 1,000.0 95.0 1,700.0 1.000 Sawn No FB2 4x12 3.500 11.250 6.00 Douglas Fir- Larch, 1,000.0 95.0 1,700.0 1.000 Sawn No Center Span Data \ Span Dead Load Live Load Dead Load Live Load Start End Results Mmax @ Center @X = fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Deft Location L/Defl Ratio ft #/ft #ffi #m #/flftft 3.00 83.00 88.00 Ratio = 0.26/i in-k ft psi psi psi psi 2.31 1.50 323.1 1,312.5 Bending OK 25.4 95.0 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 124.50 132.00 256.50 124.50 132.00 256.50 Ratio OK in in in ft -0.008 4,761.9 -0.008 4,491.3 -0.016 1.500 2,311.3 2.00 90.ro 96.00 0.1 7U7 1.12 1.00 156.2 1,312.5 Bending OK 16.2 95.0 Shear OK 90.ro 96.00i86.ro 9o.ro 96.00i86.ro Deflection OK -0.002 14,621.4 -0.002 13,895.0 -0.003 1.000 7,171.6 io.ro is.roie.ro 64.ro 10.000 0./lOa 14.25 5.M 807.6 1,136.1 Bending OK 33.8 95.0 Shear OK 395.ro 80.ro 475.00 395.roso.ro475.ro Deflection OK -0.229 524.2 -0.046 2,588.1 -0.275 5.000 435.9 8.00 120.M 126.ro 0.6299 23.62 4.00 770.2 1,222.9 Bending OK 49.8 95.0Shear OK 480.OT 504.ro 984.ro 480.00 504.ro 984.ro Deflection OK -0.062 1,543.8 -0.065 1,470.2 -0.127 4.000 753.1 3.50 82.ro88.ro 0.^504 3.12 1.75 437.1 1 ,745.6 Bending OK 30.6 126.4 Shear OK 143.50 154.M 297.50 143.50 i54.ro 297.50 Deflection OK -0.014 3,035.3 -0.015 2,828.4 -0.029 1.750 1,464.1 9.25 144.ro 480.00 0.9258 80.09 4.62 1,084.8 1,173.7 Bending OK 88.0 95.0Shear OK 666.ro 2,220.00 2,886.00 666.00 2,220.00 2,886.00 Deflection OK -0.034 3,303.8 -0.112 991.1 -0.146 4.625 762.4 6.00 144.ro48o.ro 0.6165 33.70 3.00 456.4 1,183.6 Bending OK 49.1 95.0Shear OK 432.ro 1,440.00 1, 872.ro 432.ro 1, 440.ro 1,872.00 Deflection OK -0.006 12,105.6 -0.020 3,631.7 -0.026 3.000 2,793.6 L 1 \ k Notes | Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections, the program tooks for the identifying words in the "Stress" entry. "Select", "No. 1", "Standard11 and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= r, l_e = 2.06*Lu When 7" < beam depth <= 14.3", Le=1.62*Lu + 3d When beam depth > 14.3", Le = 1.84 * Lu WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Job * 02- Dsgnr: B.M. Date: 9:06AM, 21 FEB 02 Description : Sjnle Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW 060321. Ver 550. 25 Sep 2001{Q1983-2001 ENERCALC Engineering Software Multi-Story Seismic Forces Page 1 c:\ec55\hawkinsrmaddl ecw:Calculations Description Hawkins Lateral (Seismic) General Information Seismic Zone 4 UBC 1630.2.3 Simplified Static Force Procedure Ground Floor Area 670.0 ft2 Occupancy Category Standard Occupancy Seismic Importance Factor I = 1.00 Determine Na & Nv... Site Distance From Known Source 5km Seismic Source Type.. B : All Faults other than Type A or C Seismic Coefficients Na * 1.00 Nv = 1.20 Soil Profile Type SD Seismic Coefficients Ca = 044 Cv - 0.77 Structural System... Bearing Wall System : 1 a: Light Framed Walls w 1a:Light Framed Walts with Shear Panels, Wood structural panel Over-strength & Global Ductility Coefficient R - 6.600 Seismic Force Amplification Factor Omega = 2.800 Structure Height Limit 65.0 ft Building Seismic Forces Weight Height Wi'Hi Ft Level Wi Hi k ft k-ft k 2 17.90 16.00 286.4 1 17.70 7.00 123.9 Calculations are designed to 1997 UBC Requirements Building period Hn to Top Level Ct : Construction Type Factor Max Element Story Shear RET rmax p : Reliability Factor = 2 - 20/{r:max *sqrt{Ab)) Calculated Values : UBC 1630.2.1 Seismic Dead Load (Calculated From StoryTable on "Building Forces" Tab W « Calculated Base Shear V=O I w / (RT>= Min.Base Shear V = O.n Ca I w = Zone 4: Min.Base Shear V=0.8 Z Nv I R / W= Base Shear Max Limit V = 2.5 Ca I W / R = Final Calculated Values Horiz Seismic Factor Eh / W = Vertical Seismic Factor Ev / D = V :Desiqn Base Shear Ft : Top Force Eh'p Em - Omega * Eh Fx Lateral Story Shear Force @ Level Force k k k 4.970 4.970 2.150 2.150 4.970 0.1 12 sec 10.00ft 0.020 1.00 1.2273 3S.6 k 44.2k 1.7k 2.6k 7.1k 0.200 0.220 7.1 k 0.000 k 8.7k 19.9k Story Moment k-ft 44.729 Total Base Shear 7.120 k Base Overturning Moment 94.569 k-ft Diaphragm Forces Level 2 1 Weight Wpx k 17.90 17.70 Lateral Force @ this Level k 4.97 2.15 summation or Lateral Forces Above k-ft 4.97 7.12 Summation of Level Weights k 17.900 35.600 Min Req'd Force @ Level k 3.894 3.894 Calculated Force @ Level k 3.540 3.540 Max Req'd Force ©Level k 7.876 7.788 Diaphragm Force : Fpx k 4.970 3.894 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 THte: Hawkins Addition Job#02-*jlS" Dsgnn B.M. Date: 9:06AM, 21 FEB 02 Description: sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321, Ver 5.5.0, 25 Sep-2001 (c)1983 2001 ENERCALC Engineering Software Multi-Story Wind Forces Page 1 | c:\ec55\hawkinsrmaddl ecw:Calcul3tions I Description Hawkins Lateral (Wind Transverse) General Information | Exposure Cq : Pressure Coefficient Basic Wind Speed Importance Factor Load Information for Each Level Level Leve! Height Exposed Width ft ft 2 15.000 25.500 1 7.000 25.500 C Qs : Wind Stagnation Pressure 1.30 70.0 mph Parapet Height 1.00 Design Lateral Ce Cq Pressure Force psf k 1.060 1.300 17.363 1.771 1.060 1.300 17.363 3.321 Total Base Wind Shear Total Base Wind Moment 12.600 psf 0.000ft 1 Story Shear Story Moment k k-ft 0.000 0.00 1.771 14.17 5.092k 49.810 k-ft WYNN ENGINEERING 27525 VALLEY CENTER RO. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Job # 02-? i c- Dsgnr B.M. Date: 9:07AM, 21 FEB 02 Description : Sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev; 550100User KW 060321, Ver 550, 25 Sep-2001(0)1983-2001 ENERCALC Engineering,Software Multi-Story Wind Forces Page 1 c:\ec55\hawkinsrmaddl.ecw: Calculations Description Hawkins Lateral (Wind Longitudinal) General Information Exposure Cq : Pressure Coefficient Basic Wind Speed Importance Factor Load Information for Each Level Level Level Height Exposed Width ft ft C 1.30 70.0 mph 1.00 Ce I Qs : Wind Stagnation Pressure 12.600 psf Parapet Height 0.000ft Design Cq Pressure psf LateralForce Story Shear Story Moment k k k-ft \ 8.000 35.000 1.060 1.300 17.363 2.431 0.000 0.00 Total Base Wind Shear Total Base Wind Moment 2.431 k 19.446 k-ft WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Job # 02-S" I *T Dsgnr B.M. Date: 9:08AM, 21 FEB 02 Description: Sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Page 1 h c:\ec55\hawkinsrmaddl ,ecw:Calculations i Rev: 550100User KW-060321, Ver 5.5 0. 25-Sep-2001 (c)1983 2001 ENERCALC Engineering Software Plywood Shear Wall & Footing Description SW1 General Information # Plywood Layers 1 Plywood Grade Structural I Nail Size 8d Thickness 15/32" Stud Spacing 16.00 in Calculations are designed to 1997 NDS and 1997 UBC Requirements | Wall Length 1 1 .500 ft End Post Dimension 3.50 in Wall Height 8.000 ft Seismic Factor n.200 Wall Weight 16.000 psf Nominal Sill Thick. 2.00 Ht / Length 0.696 Loads | Vertical Loads... Point Load # 1 409.00 Ibs Point Load # 2 540.00 Ibs Point Load # 3 0.00 Ibs Uniform Load # 1 128.00 #ffi Uniform Load #2 0.00 #/ft Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at 5.50ft at 5.50ft at ft 0.00ft to 11.50ft 0.00 ft to 0.00 ft 0.00 #ffl ' 11.500ft 0.00 #ffl * 11.500ft 1.477.00 tos 0.00 Ibs 0.00ft-* 0.00 Ibs 0.00 Ibs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 0.500ft 11.500ft 0.500ft 12.500ft 1.00ft 12.00 in Concrete Weight Rebar Cover fc Fy Win. Steel As % 150.00 pcf 3.00 in 2,500.00 psi 60,000.00 psi 0.00140 | Summary |Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 154.0#ffi, Capacity = 280.000#/ft -> OK Wall Overturning = 12,993.6ft-*, Resisting Moment = 22,147.5ft-*, End Uplift = O.OOIbs Max. Soil Pressures: @ Left = 1,053.8psf, @ Right = 1,030.6psf Sill Bolting: 1/2" Bolts @ 48 OOin, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = O.OOpsi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 2.426 :1 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Job#02-G7S~ Dsgnr B.M. Date: 9:08AM, 21 FEB 02 Description : sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321, Ver 5.5.0, 25 Sep-2001 (Q1983-2001 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 c:\ec55\haw_kjnsrmaddl. ecw:Calculations Description SW1 Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centertine Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu © Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.SS © 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... 2.601 ft 1,053.79 psf 0.00 psf 122.64 ft-# 19.69 ft-# 0.000 psi 0.000 psi 100.000 psi 14,765.00 ft-# 35,812.75 ft-# 2.426 :1 To Right... 2.519 ft 0.00 psf 1,030.56 psf 119.55 tt-# 19.69 tt-# 0.000 psi 0.000 psi 100.000 psi 14,765.00 n-# 36,287.25 ft-# 2.458 :1 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 TWe: Hawkins Addition Job * 02- Dsgnr B.M Date: 9:09AM, 21 FEB 02 Description : sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Page 1 | c:\ec55\hawkinsrmaddl. ecw: Calculations 1 Rev: 550100User KW-060321. Vcr 5.5 0, 25-Sep-2001 (c)1983-2001 ENERCALC Engineering Software Plywood Shear Wall & Footing Description SW2 General Information # Plywood Layers 1 Plywood Grade Structural I Nail Size 3d Thickness 15/32" Stud Spacing 16.00 in Loads Vertical Loads... Point Load #1 0.00 tos Point Load #2 0.00 IDS Point Load # 3 0.00 Ibs Uniform Load # 1 42.00 #/ft Uniform Load # 2 45.00 #ffi Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of WaH Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall Calculations are designed to 1887 NDS and 1887 UBC Requirements Wall Length Wall Height Wall Weight Ht/ Length at at at o.oo #m o.oo #m 1,121.00 Ibs 0.00 Ibs 0.00 ft-# 0.00 ft 0.00ftft 0.00ft 0.00ft * * 5.500 ft End Post Dimension 3.50 in 8.000 ft Seismic Factor 0.200 16.000 psf Nominal Sill Thick. 2.00 1.455 to 5.50 ft to 5.50 ft 5.500ft - 0.00 tos 5.500ft = 0.00 IDS \ I Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 1.000ft 5.500 ft 3.000ft 9.500ft 2.00ft 12.00 in Concrete Weight Rebar Cover fc Fy Win. Steel As % 150.00 pcf 3.00 in 2,500.00 psi 60,000.00 psi 0.00140 Summary Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 229.4#/tt, Capacity = 280.000#m -> OK Wall Overturning = 9,531.2ft-#, Resisting Moment = 3,251.9ft-#, End Uplift = 1,141.70lbs Max. Soil Pressures: @ Left = 755.0psf, @ Right = 567.9psf Sill Bolting: 1/2" Bolts @ 44.1 Sin, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 7.09psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.30in2, @ Right = 0.30in2 Minimum Overturning Stability Ratio = 1.665 :1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing. HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs Choices for RIGHT Side of Wall to Footing. HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2. Capacity = 3610lbs HD5A, Capacity = 4010lbs WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Tttto: Hawkins Addition Job*02-£-(<T Dsgnr B.M. Data: 9:09AM, 21 FEB 02 Description ; sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321, Ver 5.5 0, 25-Sep 2001(C)1983-2001 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 c:\ec55\hawkinsrmaddl.ftcw:Calculations Description SW2 Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centertine Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... VU/.85 @ 'd' from Left Wall Edge vu/,85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... 2.970 ft 755.04 psf 0.00 psf 595.26 ft-# 472.50 ft-# 0.000 psi 3.002 psi 100.000 psi 10,793.00 ft-# 17,971.88 ft-# 1.665:1 To Right... 2.383ft 0.00 psf 567.94 psf 3,252.26 ft-# 157.50 ft-# 0.000 psi 7.091 psi 100.000 psi 10,793.00 f\-# 20,336.88 n-# 1.884 :1 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 THIo: Hawkins Addition Dsgnr B.M. Data: 9:09AM, 21 FEB 02 Description : Sinle Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev; 550100User KW-060321, Ver 550, 25-Sep-2001 fc>1983-2001 ENERCALC Engine*ring Software Plywood Shear Wall & Footing Page 1 I c:\ec55\hawkinsrmaddl .ecw: Calculations I Description SW3 General Information Calculations are designed to 1997 NDS and 199? UBC Requirements # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 8d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht/ Length 23.000ft 8.000ft 16.000 psf 0.348 End Post Dimension Seismic Factor Nominal Sill Thick. 3.50 in 0.200 2.00 Loads Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 0.00 Ibs 0.00 IDS 0.00 Ibs 9o.oo #mi8o.oo #m Lateral Loads- Uniform Shear @ Top of Wai! Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 0.00 #ffi 0.00 #ffi 1,007.00 Fbs 0.00 Ibs 0.00 ft-# 0.00ft 0.00ft ft 0.00ft 0.00ft to to 23.00ft 23.00ft 23.000ft 23.000ft 0.00 Ibs 0.00 Ibs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 0.500 ft 23.000 ft 2.000 ft 25.500ft 1.00ft 12.00 in Concrete Weight Rebar Cover fc Fy Win. Steel As % 150.00 pcf 3.00 in 2,500.00 psi 60,000.00 psi 0.00140 | Summary f Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 69.4#ffi, Capacity = 280.000#/ft -> OK Wall Overturning = 10,411.2ft-#, Resisting Moment = 105,271.Oft-#, End Uplift = O.OOIbs Max. Soil Pressures: @ Left = 683.1 psf, @ Right = 556.4psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 3.72psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left - 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 13.210 : 1 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Tttto: Hawkins Addition Job # 02- Cl S~ Dsgnr. B.M. Date: 9:09AM, 21 FEB 02 Description : sinle Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321, Ver 5.5.0, 25 Sep-2001 (c)1983-20Ql ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 c: \ec55\hawkinsf madd 1 .ecw:Calcu lations Description SW3 Footing Analysis SoH Pressures... Ecc. of Resultant @ Footing Centerfine Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments...Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/,85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... 1.454ft 683.12 psf 334.84 psf 74.25 ft-# 680.56 ft-# 0.000 psi 1.779 psi 100.000 psi 12,007.00 ft-# 158,616.75 ft-# 13.210 :1 To Right... 0.396ft 461.54 psf 556.42 psf 899.70 fr# 44.08 ft-# 0.000 psi 3.719 psi 100.000 psi 12.007.00 ft-# 172,347.75 ft-# 14.354 :1 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Tttto: Hawkins Addition Jab#02-<Ti<T Dsgnn B.M. Date: 9:18AM, 21 FEB02 Description : Sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321, Ver 5.5.0, 25 Sep 2001(CU983-2001 ENERCALC Eneineermg Software Steel Column Page 1 c:\ec55\hawkinsrmaddl ecw:Calculaiions Description Cantilever Column TS10x4x1/4 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Steel Section TS10X4X1M Column Height 8.000 ft End Fixity Fix-Free Live & Short Term Loads Combined Loads Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced 42.00 ksi 1.330 29,000.00 ksi 8.000ft 8.000ft X-X Sklesway : Sway Allowed Y-Y Sktesway : Sway Allowed Kxx 2.100 Kyy 2.100 1 Axial Load... Dead Load Live Load Short Term Load 0.40k 0.10k k Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments 1.000 in 0.000 in Point lateral Loads... DL Along Y-Y (strong axis moments) Along X-X ( y moments ) J=k_ _sj_ 3.400k k Height 8.000 ft ft Applied Moments | X-X Axis Moments At TOP Between Ends At OOTTOM PL LL k-ft 3.70 k-ft k't Height 2.500ft Summary Column Design OK Section : TS10X4X1/4, Height= 8.00ft, Axial Loads: DL= 0.40, LL= 0.10, ST= 0.00k, Ecc. = LOOOin Unbraced Lengths: X-X = 8.00ft, Y-Y = 8.00ft Dead Live PL+LL PL + ST + (LL if Chosen^Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0067 0.0017 0.0084 0.4869 XX Axis : Fa calc'd per 1.5-2, K'Ur > Cc YY Axis : Fa calc'd per 1.5-1, K*Ur < Cc YY Axis : Appdx C. Tube. In-Piane Slenderness Recalculated Stresses | Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx: Allow [F3.1] fb : xx Actual Fb:yy: Allow IF3.1J fb : yy Actual Dead Live DL 10.48 ksi 10.48 ksi 0.06 ksi 0.02 ksi 27.72 ksi 27.72 ksi 0.03 ksi 0.01 ksi 27.72 ksi 27.72 ksi 0.00 ksi 0.00 ksi + LL DL + Short 10.48 ksi 0.08 ksi 27.72 ksi 0.03 ksi 27.72 ksi 0.00 ksi 13.94 ksi 0.08 ksi 36.87 ksi 17.75 ksi 36.87 ksi 0.00 ksi Analysis Values | F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X-X Axis Deflection 44,214 psi Cm:x DL+LL 0.85 10,482 psi Cm:y DL+LL 0.85 58,804 psi Cm:x DL+LL+ST 0.85 13,941 psi Cm:y DL+LL+ST 0.85 -0.388 in at 8.000ft Max Y-Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST 0.000 in at 1.00 1.75 1.00 1.75 0.000ft WYNN ENGINEERING 27525 VALLEY CENTER RO. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Tttto: Hawkins Addition Job * 02- Dsgnr. B.M. Date: 9:1 SAM, 21 FEB02 Description : Sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321. Vcr 5.5.0, 25-S*p-2001 (c)1983-2001 ENERCALC Engineering Software Steel Column Page 2 c:\ec55\hawktnsrmadd l.ecw^alculations Description Cantilever Column TS10x4x1/4 Section Properties Depth Wktth Thickness TS10X4X1/4 10.00 in Weight 4.000 in Area 0.250 in 22.38 #m l-xx 6.59 in2 l-yy S-xx S-yy r-xx r-yy | 79.30 in4 18-80in4 1 5.860 in3 9.400 in3 3.469 in 1.689 in WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: HawkinsAddmon Job*02- Dsgnr B.M. Data: 9:16AM, 21 FEB02 Description : Sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321, Ver 550, 25 Sep-2001 (c)1983-200I ENERCALC Engineering Software Pole Embedment in Soil Page 1 c:\ec55\hawkinsrmaddl. ecw: Calculations Description Pole Ftg To TS 10x4 1/4 General Information Allow Passive Max Passive Load duration factor Pole is Rectangular Width Restrained @ Surface 200.00 pcf 1,500.00 PS' 1.330 42.000 in Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom 3,874.00 Ibs 8.000ft 0.00 Ml 3.000ft 0.000 ft | 1 Summary | Moments @ Surface... Point toad Distributed toad With Surface Restraint... Req'd Depth Pressure @ Base- Actual Allowable Surface Restraint Force 30,992.00 tt-# Total Moment 0.00 Total Lateral 4.647ft 1,236.06 psf 1,236.06 psf I |,oOO.V9 IDS 30,992.00 ft* 3,874.00 Ibs 17 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Tttto : Hawkins Addition Job # 02- iff <r Dsgnr B.M. Data: 9:19AM. 21 FEB02 Description : Sinle Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321. Ver 550, 25 Sep 2001(C11983-2001 ENERCALC Engineering SoftwareConcrete Rectangular & Tee Beam Designre ** ** c: Page 1 e:\ec55\hawkinsrmaddl.ecw:Calculations Description Grade Beam To Cant. Col. Alternate General Information Calculations are designed to ACI318-96 and 1997 UBC Requirements Span 14.18 ft Depth 12.000 in Width 15.000 in Beam Weight Added Internally fc 2,500 ps) Fy 60,000 psi Concrete Wt. 150.0pcf Seismic Zone 4 End Fixity Fixed-Fixed Live Load acts with Short Term Reinforcing I Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #126 S.OOin #126 3.00 in #1 2 6 3.00 in #2 26 9.00 in #2 26 9.00 in #2 2 6 9.00 in Uniform Loads Dead Load Live Load Short Term #1 0.300k k k Moments Dead loaq" Live Load #1 k-ft k-ft #? k-ft k-ft Start End 0.000 ft 14.180 ft Short Term Location 30.800 k-ft 0.000ft k-ft 0.000ft \ \ 1 Summary |Beam Design OK Span = 14.18ft, Width= IS.OOin Depth = 12.00in Maximum Moment : Mu Allowable Moment : Mn* Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing MaxVu -11. 44 k-ft phi 33.60 k-ft 4.34k 11.48k 0.220 Jn2 0.000 2.363 4.727 Not Req'd Not Req'd Not Req'd 4.336 3.252 1.626 Maximum Deflection Max Reaction @ Left Max Reaction Q Right 7.090 9.453 Not Req'd Not Req'd 1.587 1.587 -0.0144 in 3.46k 3.46k 11.817 14.180ft Not Req'd Not Req'd in 3.213 4.297k Bending & Shear Force Summary Bending... Mn'Phi ©Center @ Left End @ Right End Shear... Vn @ Left End @ Right End 33.60 k-ft 33.60 k-ft 33.60 k-ft •Phi 11.48k 11.48k Mu, Eq. 9-1 Vu, 5.72 k-ft -11. 44 k-ft -11. 44 k-ft Eq. 9-1 4.34k 4.30k Mu, Eq. 9-2 5.72 k-ft -11. 44 k-ft -11. 44 k-ft Vu, Eq. 9-2 4.34k 4.30k Mu, Eq. 9-3 3.68 k-ft -7.35 k-ft -7.35 k-ft Vu, Eq. 9-3 2.79k 2.76k Deflection | Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST+tBmWt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Uoward 0.0000 in at 0.0000 in at 0.0000 in at © Left 3.456k 3.456k 3.456k 0.0000ft 0.0000ft 0.0000 ft -0.0144 -0.0144 -0.0144 ©Rioht 3.456k 3.456k 3.456k Downward in at 7.0900ft in at 7.0900ft in at 7.0900ft WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Job # 02- Dsgnr B.M. Date: 9:19AM, 21 FEB02 Description : Smle Story Raised Wd. Fl. Addition Scope:Wd. Frame (c>1983-2001 ENERCALC Engineering Software OnCrei6 KCCtangUiar Ol 66 06301 UeS|gyVec55Xh3wkinsrmaddl .ecwrCalculations 1 Description Grade Beam To Cant. Col. Alternate Section Analysis | Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X-Balanced Xmax*Xbal'0.75 a-max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force /Fy Actual Tension As Additional Deflection Calcs Neutral Axis Igross (cracked Elastic Modulus Fr=7.5'fcA.5 Z.Gra^Mitj Eff. Flange Width Center 2.505 in 2.129 in 67.870 k 0.000k -67.929 k 5.327 in 3.995 in 4.528 in 108.237 k 17.197 k 125.433 k 2.091 in2 1.760 OK 2.780 in 2,160.00 in4 454.29 in4 2,850.0 ksi 375.000 psi 01.3£2 kd 15.00 in Left End 2.505 in 2.129 in 67.870 k 0.000k -67.929 k 5.327 in 3.995 in 4.528 in 108.237 k 17.197 k 125.433 k 2.091 in2 1.760 OK Mcr Ms:Max DL + LL R1 = (Ms:DLt-LL)/Mcr Ms:MaxDL+LL+ST R2 = (Ms:DL+LL+STVMcr !:cff... Ms(DI 'LI) l:eff... Ms(DLM_L+ST) Rioht End 2.505 in 2.129 in 67.870 k 0.000k -67.929 k 5.3265 in 3.995 in 4.528 in 108.237 k 17.197 k 125.433 k 2.091 in2 1.760 OK 11. 25 k-ft 8.17 k-ft 1.377 8.17 k-ft 1.377 ? Iffi OnO '"A 2J60.000 in4 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 AC19-1&9-2ST 1.700 ....seismic = ST*: 1.100 ACI 9-2 Group Factor 0.750 UBC ACI 9-3 Dead Load Factor 0.900 UBC 1921 .2.7 "1.4" Factor 1921.2.7 "0.9" Factor 1 l 1.400 0.900 ACI 9-3 Short Term Factor 1 .300 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Tttto: Hawkins Addition Job #02- Dsgnr B.M. Date: 9:19AM, 21 FEB02 Description : Sinle Story Rased Wd. Fl. Addition Scope:Wd. Frame Rev: 550100 User KW-060321. Ver 550, 25 Sep 2001 (0)1983-2001 ENERCALC Engineering Software Plywood Shear Wall & Footing i e:\ec55\hawkinsrmaddl ecw:Caicu I aliens Description SW5 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing Calculations are designed to 1997 NDS and 1997 UBC Requirements j 1 Structural t 8d 15/32" 16.00 in Wall Length Wall Height Wali Weight Ht/ Length 6.000ft 8.000ft 16.000 psf 1.333 End Post Dimension Seismic Factor Nominal Sill Thick. 3.50 in 0.200 3.00 Loads I Vertical Loads- Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load #2 1,620.00 Ibs 1,728.00 Ibs 0.00 Ibs 180.00 #ffi 128.00 #ffl Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall 0.00 #m 0.00 #ffi 2,485.00 Ibs 0.00 Ibs 0.00ft-* 0.00ft 0.00ft ft 0.00ft 0.00ft to to 6.00ft 6.00ft 6.000ft 6.000ft 0.00 Ibs 0.00 tos Footing | Past Left Edge of Wall ki.OuO ft Conaete i/v'eiynt Wall Length 6.000 ft Rebar Cover Past Right Edge of Wall 2.000 ft f c Footing Length 10.000 ft Fy Footing Width 3.00 ft Min. Steel As % Footing Thickness 12.00 in (Summary | Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d Applied Shear = 439.8#/ft, Capacity = 550.000#7ft -> OK Wall Overturning = 20,494.4ft-#, Resisting Moment = 7,848.0ft-#, End Uplift = 2,107 Max. Soil Pressures: @ Left = 1,271.1 psf, @ Right = 61 0.6psf Sill Bolting: 1/2" Bolts @ 23.05in, 5/8" Bolts @ 36.1 1in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 9.41psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.45in2, @ Right = 0.45in2 Minimum Overturning Stability Ratio = 1 .828 : 1 15C.OO pcf 3.00 in 2,500.00 psi 60,000.00 psi 0.00140 Design OK at12in@ Field 73lbs Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs Choices for RIGHT Side of Wall to Footing. HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Job*02-£T/C Dmgnr B.M. Date: 9:19AM, 21 FEB02 Description : sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User. KW-060321, Ver 5.5.0. 25 Sep 2001 Jc)1983-2001 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 c:\ec55\hawkinsrmaddl ecw:Calculations Description SW5 Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments...Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/,85 @ 'd' from Left Wall Edge VU/.B5 © 'd1 from Right Walt Edge Allowable Vn Overturning...Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting In Direction To Left... 3.171 ft 1,271.08 psf 0.00 psf 6,464.37 ft-# 945.00 ft-# 9.413 psi 1.287 psi 100.000 psi 23,133.00 ft-# 42,276.00 ft-# 1.828 :1 To Right... 1.251 ft 87.02 psf 610.58 psf 2,874.71 ft-# 136.01 ft-# 0.323 psi 4.052 psi 100.000 psi 23.133.00 ft-# 62,364.00 fM* 2.696 :1 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 TWe: Hawkins Addition Job * 02- Dsgnr: B.M Date: 9:19AM, 21 FEB02 Description : sinle Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User. KW-060321, Vet 5 5.0, 25-S*p-2001 M1983-2001 ENERCALC Engineering Software^Plywood Shear Wall & Footing Page 1 | c:\ec55\hawkinsrmaddl ,ecw:Calculalions I Description SW6 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing Calculations are designed to 1997 NDS and 1997 UBC Requirements jj 1 Structural I 8d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht / Length 9.000ft 8.000ft 16.000 psf 0.869 End Post Dimension Seismic Factor Nominal Sill Thick. 3.50 in 0.200 2.00 Loads I Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 2,312.00 tos 0.00 IDS 0.00 Ibs 128,00 #ffi 90.00 #/ft Lateral Loads... Uniform Shear @ Top of Walt Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall 0.00 #ffl 0.00 #ffi 2,486.00 Ibs 0.00 IDS 0.00ft-* 0.00ft 0.00ft ft 0.00 ft 0.00ft to to 9.00ft 9.00ft 9.000ft 9.000ft 0.00 Ibs 0.00 Ibs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness "i..'W*"-a*«* 0.500 ft 9.000ft 0.500ft 10.000ft 3.00ft 12.00 in IT-—•^•"••^'•'swwwMrawisi?'* Concrete Weight Rebar Cover fc Min. Steel As % 150.00 pcf 3.00 in 2,500.00 psi 60,000.00 psi 0.00140 Summary Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 301.8#ffi, Capacity = 430.000#ffi -> OK Wall Overturning = 20,809.6ft#, Resisting Moment = 14,013.0ft-#, End Uplift = 755.18lbs Max. Soil Pressures: @ Left = 1,394.6psf, @ Right = 593.3psf Sill Bolting: 1/2" Bolts @ 33.58in, 5/8" Bolts @ 48,00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = O.OOpsi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.45in2, @ Right = 0.45in2 Minimum Overturning Stability Ratio - 1.667 :1 Simpson Hold Down Options Choices for LEFT Side of Wai! to Footing HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs Choices for RIGHT Side of Walt to Footing. HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Tttte: Hawkins Addition Job* 02- Dsgnr B.M. Date: 9:19AM, 21 FEB02 Description: sinte Story Raised Wd. Fl. Addition Scope: Wd. Frame Rev; 550100Usor KW-060321, Ver 5.5 0, 25-Sep 2001 (CU983-2001 ENERCALC Engir>eering Software Plywood Shear Wall & Footing Page 2 c:\ec55\hawkinsrmaddl.ecw:Cslculations Description SW6 Footing Analysis Soil Pressures... Ecc. of Resultant © Footing Centeriine Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments...Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd1 from Left Wall Edge VU/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... 3.418 ft 1,394.56 psf 0.00 psf 495.20 ft-# 59.06 ft-# 0.000 psi 0.000 psi 100.000 psi 23.526.00 ft-# 39,226.00 ft-# 1.667 :1 To Right... 1.322ft 68.43 psf 593.31 psf 181.73ft-* 27.27 ft-# 0.000 psi 0.000 psi 100.000 psi 23.526.00 ft-# 60,034.00 ft-# 2.552 :1 WYNN ENGINEERING INC. 27525 Valley Center Road Suite B VALLEY CENTER, CA 92082-6538 (760) 749-8722 (760) 749-9412 Fax Email: wbeinco@aol.com .,nH SHEET NO P/C CALCULATED BY. CHECKED BY _ SCALE _ OF DATE. DATE. OH. 2-**A.• !— -* oo To -=.U> I WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Job #02- Dsgnr B.M. Date: 11:28AM. 13 MAR 02 Description : sinle Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321. Ver 5.5.0, 25-Sep-2001(c)l983-2001 ENERCALC Engineering Software Plywood Shear Wall & Footing c:\ec55\hawkmsrmaddl .ecw:Ca leu (aliens Description SW4 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | # Plywood Layers Prywood Grade Nail Size Thickness Stud Spacing 1 Structural I 8d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht/ Length 4.000fl 8.000ft 16.000 psf 2.000 End Post Dimension Seismic Factor Nominal Sill Thick. 3.50 in 0.200 3.00 Loads Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 0.00 Ibs 0.00 Ibs 0.00 Ibs 128.00 #ffi17.00 #m Lateral Loads... Uniform Shear © Top of Wall Uniform Shear @ Top of WaH Strut Force Applied @ Top of Waif Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 0.00 #fft 0.00 #ffi 1,883.30 Ibs 0.00 Ibs 0.00ft-* 0.00ft 0.00ftft 0.00ft 0.00ft to to 4.00ft 4.00ft 4.000ft 4.000ft 0.00 0.00 Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 7.000ft 4.000ft 3.000ft 14.000ft 1.50ft 12.00 in Concrete Weight Rebar Cover fc Fy Min. Steel As % 145.00 pcf 3.00 in 2,500.00 psi 60,000.00 psi 0.00140 | Summary |Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear = 496.4#/ft, Capacity = 550.000#/ft -> OK Wall Overturning - 15,476.0ft-#, Resisting Moment = 2,184.0ft#, End Uplift = 3,323.00lbs Max. Soil Pressures: @ Left = 556.0psf, @ Right = 816.7psf Sill Bolting: 1/2" Bolts @ 20.42in, 5/8" Bolts @ 31.99in, 3/4" Bolts @ 45.97in Footing Summary- Max. Footing Shear = 16.82psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.37in2, @ Right = 0.23in2 Minimum Overturning Stability Ratio = 1.533 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing PHD2, Capacity = 3610lbs HD5A, Capacity = 401 CHbs HD5, Capacity = 4075lbs PHD5, Capacity = 4685lbs Choices for RIGHT Side of Wall to Footing. PHD2, Capacity = 361 Olbs HD5A, Capacity = 4010lbs HD5, Capacity = 4075lbs PHD5, Capacity = 4685lbs WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title: Hawkins Addition Job # 02- Dsgnr: B.M Date: 11:28AM, 13 MAR 02 Description : sinte Story Raised Wd. Fl. Addition Scope:Wd. Frame Rev: 550100User KW-060321, Ver 5 50, 25 Sep2001(c)1983-2001 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 c:\ec55\hawkinsrmaddl. ecw:Calculations Description SW4 Footing Analysis Soil Pressures... Ecc, of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments...Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/,85 @ 'd1 from Left Wall Edge vu/,85 @ 'd1 from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... 3.693ft 555.98 psf 0.00 psf 11,059.56ft-* 2,397.94 ft-# 16.823 psi 2.902 psi 100.000 psi 17,46170 ft-# 31.143.00ft-* 1.784 :1 To Right... 4.749 ft 0.00 psf 816.74 psf 3,977.94 ft-# 5,595.19 ft-# 9.536 psi 11.542 psi 100.000 psi 17,461.70 ft-# 26,775.00 ft-# 1.533 :1 WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title : Hawkins Addition Job # 02- Dsgnr: B.M. Date: 8:49AM, 15 MAR 02 Description : sinle Story Raised Wd. Fl. Addition Scope :Wd. Frame Rev: 550100User: KW-060321, Ver 5.5.0, 25 Sep-2001 (c)19S3-2001 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 1 c:\ec55\hawkinsrmaddl.ecw:Calculations Description SW6 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 8d 15/32" 16.00 in Wall Length Wall Height Wall Weight Ht / Length 4.000 ft 8.000 ft 16.000 psf 2.000 End Post Dimension Seismic Factor Nominal Sill Thick. 3.50 in 0.200 3.00 [Loads Vertical Loads... Point Load #1 2,312.00 Ibs Point Load # 2 0.00 Ibs Point Load # 3 0.00 Ibs Uniform Load # 1 128.00 #/ft Uniform Load # 2 90.00 #/ft Lateral Loads- Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 0.00 #/ft 0.00 #/ft 2,486.00 Ibs 0.00 Ibs 0.00 ft-# 0.00 ft 0.00ft ft 0.00 ft to 2.25 ft 0.00 ft to 2.25 ft 4.000 ft 4.000ft 0.00 Ibs 0.00 Ibs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 4.000 ft 4.000 ft 4.000 ft 12.000 ft 3.00ft 12.00 in Concrete Weight Rebar Cover fc Fy Min. Steel As % 1 50.00 pcf 3.00 in 2,500.00 psi 60,000.00 psi 0.00140 Summary Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 647.1#/ft, Capacity = 730.000#/ft -> OK Wall Overturning = 20,297.6ft-#, Resisting Moment = 1,575.8ft-#, End Uplift = 4,680.45lbs Max. Soil Pressures: @ Left = 693.1 psf, @ Right = 489.8psf Sill Bolting: 1/2" Bolts @ 15.66in, 5/8" Bolts @ 24.54in, 3/4" Bolts @ 35.27in Footing Summary... Max. Footing Shear = 14.14psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.45in2, @ Right = 0.45in2 Minimum Overturning Stability Ratio = 2.064 :1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 361 Olbs HD5A, Capacity = 401 Olbs Choices for RIGHT Side of Wall to Footing. PHD5, Capacity = 4685lbs HD6A, Capacity = 5105lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs WYNN ENGINEERING 27525 VALLEY CENTER RD. VALLEY CENTER SAN DIEGO CALIFORNIA 92082 PH 760-749-9412 FX 760-7499412 Title : Hawkins Addition Job # 02- Dsgnr: B.M. Date: 8:49AM, 15 MAR 02 Description : sinle Story Raised Wd. Fl. Addition Scope :Wd. Frame Rev: 550100User: KW-060321, Ver 5.5.0, 25-Sep-2001(c)1983-2001 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 c: \ec55\hawkinsrmaddl.ecw:CalcuIations Description SW6 Footing Analysis Soil Pressures... Ecc. of Resultant Footing Centerline LEFT Side of Footing RIGHT Side of Footing Soil Pressure Soil Pressure Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/,85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... 3.206 ft 693.13 psf 0.00 psf 11,414.37 ft-# 3,777.50 ft-# 14.135 psi 4.718 psi 100.000 psi 22,886.00 ft-# 47,233.81 ft-# 2.064 :1 To Right... 2.046 ft 0.00 psf 489.81 psf 7,553.23 ft-# 2,489.15 ft-# 3.053 psi 9.372 psi 100.000 psi 22,886.00 ft-# 57,340.19 ft-# 2.505 :1 civil ensineerins structural design land surveyins STRUCTURAL CALCULATIONS Mr. & Mrs. Hawkins Room Addition 2044 Cordoba Place Carlsbad, California 92069 Job No. 02-515 3-13-02 - Revision 1 - Plan Check Corrections 4-17-02 - Revision 2 - Plan Check Corrections 8-19-02 - Revision 3 - Vaulted Ceiling in 9' x 11.5' Area 9-17-02 - Revision 4 - Shearwall 3 Modified for New 2' x 5' Window September 17, 2002 27525 Valley Center Road, Suite B • Valley Center, CA 92082 (760) 749-8722 - Fax (760) 749-9412 • Email: wynneng@pacbell.net • Los Angeles (310) 306-9728 • Fax (310) 306-2129 WYNN ENGINEERING INC. 27525 Valley Center Road Suite B VALLEY CENTER, CA 9208 (760) 749-8722 (760) 749-9412 Fax Email: wbeinco@aol.com IOR SHEET NO. CALCULATED BY, CHECKED BY SCALE OF. DATE. DATE. PRODUCT 207 QJ 3 +t m*b -s 0* eft Ia 43S^P2^\r . o N \- , * \\- V oto_L ^3 ll ct Q Q 5! OO a?i ga a o01 -d Wynn Engineering 27525 Valley Center Rd. Valley Center PH. 7607498722 FX 7607499412 Trtta: Hawkins Addition Osgnr. B.M. Date; Description : Sinle Story Raised Wd. Fl. Addition Jobf02- Scope:Wd. Frame R**: 5501WUrtr: KW-OMH1, V»r S.5.D. 25-S*»-Z«O1 Plywood Shear Wall & Footing Description SW3 McxJified for new 2'x5' window General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing Calculations are designed to 1997 NDS and 1997 UBC Requirements | 1 Structural I 8d 3/8' 16.00 in WaH Length WaH Height Wall Weight Ht / Length 21.000ft 8,000ft 16.000 psf 0.381 End Post Dimension Seismic Factor Nominal Sill Thick. 3.50 in 0200 2.00 Loads Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load #2 0.00 Ibs 0.00 Ibs 0.00 Ibs 90.00 I/ft 180.00 *ffi at at at 0.00ft 0.00ftft 0.00ft to 0.00ft to 21.00 ft 21.00ft Lateral Loads... Uniform Shear @ Top of Wall 0.00 *ffi Uniform Shear @ Top of Wall 0.00 #ft Strut Force Applied @ Top of Wall 1,292.00 Ibs Strut Force Applied @ Top of WaH 0.00 Ibs Moment AppKed® Top of WaB 0.00 ft-* 21.000ft 21.000ft 0.00 Ibs 0.00 Ibs Footing | Past Left Edge of WaH WaH Length Past Right Edge of Wall Footing Length Footing Wktth Footing Thickness 2.000ft 21.000ft 2.000ft 25.000 ft 1.00ft 12.00 in Concrete Weight Rebar Cover fc Fy Liwv Q±AA! Ae 0*dITIH1, WLGd rTO fv 1 50.00 pcf 3.00 in 2,500.00 psj 60,000.00 psi 0.00140 I Summary |Design OK Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 87.1#ffi, Capacity = 280.000#m -> OK Wall Overturning = 12,486.4ft-#, Resisting Moment = 87,759.0ft-#, End Uplift = O.OOIbs Max. Soil Pressures: @Left = 621.8psf, @ Right = 621.8psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 4.28psi, Allowable = lOO.OOpsi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 10.572 :1 Wynn Engineering 27525 Valley Center Rd. Valley Center PH. 7607498722 FX. 7607499412 Tttto: Hawkins Addition Dsgnr B.M. Date: Description: Smle Story Raised Wd. Fl. AddHion Scope:Wd, Frame R*v: 9M1MUf«: KW-t*«Z1, ?•' 9 J.O, 2f-S»»-ZM1(<)1MMOW ENCRCM.C Cin«,«Plywood Shear Wall & Footing Bgf madd 1 Description SW3 Modified for new 2'x5' window Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Sofl Pressure @ RIGHT Side of Footing Mocnents... Actual Mu @ Left WaH Edge Actual Mu @ Right Wall Edge Shears... vu/,85 @ 'd' from Left WaH Edge vu/.85 @ 'd* from Right WaH Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... 1.182ft 621.75psf 346.89 psf 1,040.03ft* 466.18 ft-# 4.277 psi 1.875psi 100.000 psi 14,316.00ft-* 151,350.00 ft* 10.572 :1 To Right... 1.182 ft 346.89 psf 621.75 psf 1,040.03 ft* 466.18 ft* 1.875 psi 4.277 psi 100.000 psi 14,316.00 ft* 151,350.00ft* 10.572 :1 Wynn Engineering 27525 Valley Center Rd. Valley Center Title: Hawkins Addition Dsgnr B.M. Date: Description : shite Story Raised Wd. R. Addition Job * 02- rit. fw /4» B/12 FX. 7607499412 R*v: 550160Ur»r: KW-044321 , V»r S.S.0, 25-S*r-24«1(«)1 M3-IW1 EHERCALC Cn«i(,**riM $«f iu«r* Scope : Wd. Frame Plywood Shear Wall & Footing ^as^*™^.^*•ulatioRs 1 Description SW3 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 8d 3/8" 16.00 in Wall Length WaH Height Wan Weight Ht/ Length 23.000 ft 8.000 n 16.000 psf 0.348 End Post Dimension Seismic Factor Nominal Sil Thick. 3.50 in 0.200 2.00 Loads Vertical Loads... Point Load * 1 0.00 Ibs Point Load* 2 0.00 Ibs Point Load # 3 0.00 Ibs Uniform Load # 1 90.00 ffffi Uniform Load #2 180.00 #ffi Lateral Loads... Uniform Shear @ Top of Wai Uniform Shear @ Top of Wad Strut Force Appfied @ Top of WaH Strut Force Appfied © Top of Wafi Moment Applied @ Top of WaB at at at o.oo #mo.oo *m 1 ^92.00 bso.oo tos 0.00 Ft-» 0.00ft 0.00 ftft 0.00 ft to 23.00 fto.oo n to 23.00 ft 23.000ft - 23.000 n 0.00 Ibs 0.00 Ibs Footing Past Left Edge of Wall 0.500 ft Concrete Weight Wai Length 23.000 ft Rebar Cover Past Right Edge of Wall 2.000 ft f c Footing Length 25.500 ft Fy Footing Width 1.00ft Mm. Steel As % Footing Thickness 12.00 in 1 Summary j 150.00 pcf 3.00 m 2,500.00 psi 60,000.00 psi 0.00140 Design OK Wall Summary- Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 81.8#/ft, Capacity = 280.000#ffi -> OK Wall Overturning = 12,691.2ft-#, Resisting Moment = 105,271.0ft-*, End Uplift = 0.00 Ibs Max. Soil Pressures: @ Left = 706.8psf, @ Right = 580.1 psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 3.93psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 10.885 : 1 Wynn Engineering 27529 Valley Center Rd. Valley Center PH. 7607498722 FX. 7607499412 Tito: Hawkins Addition Dsgnr: S.M. Date: Description : Sinle Story Raised Wd. Fl. Addition Job* 02- Scope:Wd. Frame R*v: SKID* W-« )-2M1 CMHtCALC C Plywood Shear Wall & Footing Description SW3 Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerfine Soil Pressure @ LEFT Side, of Footing Sofl Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Lett Wall Edge Actual Mu @ Right Wafl Edge Shears... vu/,85 © 'd' from Left WaR Edge vu/,85 @ 'd* from Right WaH Edge AlowaWeVn Overturning... Overturning Moment Resisting Moment Overturning Stabffity Ratio Lateral Force^Actino in_DJrection To Lett... 1.652ft 706.79 psf 311.17psf 77.48 ft-* 631.04 ft-# 0.000 psi 1.572 psf 100.000 psi 14,572.00 ft-# 158,616,75 ft-* 10.885 :1 To Right... 0.594ft 437.87 psf 580.09 psf 945.12 ft-* 40.86 ft-* 0.000 psi 3.926 psi 100.000 psi 14,572.00 ft-* 172,347.75 ft* 11.827 :1 STRUCTURAL CALCULATIONS Revision Three Mr. & Mrs. Hawkins Room Addition 2044 Cordoba Place Carlsbad, California 92069 Job No. 02-515 August 20, 2002 08/15/02 07;39am P. 083 WYNN ENGINEERING Inc. VALLEY CENTER CA.92062 PH. 760-749-8722 FX. 760-749-9412 Title: Hawkins Addition Dsgnr; B.M. Date: Description : Sinle Story Raised Wd. Fl. Addition Job #02- Scope:Wd. Frame R»v: Ur«:KW*0«3S1,V*r 5.5.0,Timber Beam & Joist Description Check 9'x11 '-6" area for Vaulted Ceiling Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic AHow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi Calculations are designed to 1997 NDS and 1997 UBC Requirements I RR-Vavfted Ceil Ridge Vaulted C Hdr. Vaulted Ce 2x10 2-2x10 4x6 1 .500 3.000 3.500 9.250 9.250 5.500 1 .00 2.00 9.00 DBU^IV Fir - LareK, Dauqlor Fir - Larck, Dauqtar Fir - Larch 875.0 875.0 875.0 95.0 95.0 95.0 1,600.0 1,600.0 1,600.0 1.250 1.000 1.250 Sawn Sawn Sawn Repetitive No No CB-1 Vaulted Ce Prllm: 3.5 3.500 9.500 11.50 Trun Jairt - MacMil 2,900.0 290.0 2,000.0 1.000 Manuf/Pine No HDR. V«q|t«d Ce 4x6 3.500 5.500 9.00 DBU^|W Fir - L«rch, 875.0 95.0 1,600.0 1.250 Sawn No Center Span Data | Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center fb: Actual Fb : Allowable tv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL ©Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Notes ft #m#m Ibs Ibs ft 5.77 30.00 40.00 Ratio = 0.1353 in-k ft psi psi psipsi 3.50 2.88 163.4 1,366.7 Bending OK 16.1 118.8 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 86.55 115.40 201 .95 86.55 115.40 201 .95 Ratio OK in in in ft -0.005 14,649.3 -0.006 10,987.0 -0.011 2.885 6,278.3 9.00 86.30 115.00 0.5962 24.46 4.50 571.7 958.9 Bending OK 40.7 95.0Shear OK 388.35 517.50 905.85 388.35 517.50 905.85 Deflection OK -0.040 2,683.8 -0.054 2,014.0 -0.094 4.500 1,150.6 9.00 43.50 57.50 0.4944 12.27 4.50 695.4 1,406.5 Bending OK 32.0 118.8Shear OK 195,75 258.75 454.50 195.75 258,75 454.50 Deflection OK -0.083 1,305.8 -0.109 987.9 -0.192 4.500 562.4 11.50 388.00 906.00 5.750 0.3044 44.64 5.75 848.0 2,785.9 Bending OK 29.2 290.0Shear OK 194.00 453.00 647.00 194.00 453.00 647.00 Deflection OK -0.042 3,249.0 -0.099 1,391.4 -0.142 5.750 974.2 9.00 43.50 57.50 0.4944 12.27 4.50 695.4 1 ,406.5 Bending OK 32.0 118.8Shear OK 195.75 258.75 454.50 195.75 258.75 454.50 Deflection OK -0.083 1,305.8 -0.109 987.9 -0.192 4.500 562.4 | I | 1 Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 " Lu When 7" < beam depth <= 14.3", Le = 1.62 * Lu + 3d When beam depth > 14.3", Le = 1.84 * Lu Revision to Structural Calculations Mr. and Mrs. Hawkins 2044 Cordoba PI. Carlsbad CA 92069 Two separate designations for Shear Panel application occur on this project. The first signified £&. 3/8" Structural 1 plywood Nail 8d at 6" @ edges Nail 8d at 12" @ field The second signified 3/8" Structural 1 plywood Nail 8d at 3" @ edges Nail 8d at 12" @ field CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title J&S Hawkins Room Addition Project Address 2044 Cordova Place Carlsbad, CA. 92008 Documentation Author. Date..12/07/01 19:58:04 ******* *v6.01********C. Suzanne Ferris Eady & Associates 9920 Sunset Ave. La Mesa, CA 91941 619-579-6003 Climate Zone 07 Compliance Method MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. Building Permit # Plan Check / Date Field Check/ Date MICROPAS6 v6.01 File-EADYlOl Wth-CTZ07S92 Program-FORM CF-1R User#-MP1786 User-Eady & Associates Run-Eady & Associates GENERAL INFORMATION Conditioned Floor Area Building Type Construction Type Building Front Orientation. Number of Dwelling Units... Number of Stories Floor Construction Type.... Glazing Percentage Average Glazing U-factor... Average Glazing SHGC Average Ceiling Height 670 sf Single Family Detached Addition Alone Front Facing 300 deg (NW) 1 1 Raised Floor 18.3 % of floor area 0.85 Btu/hr-sf-F 0.7 8.5 ft BUILDING SHELL INSULATION Component Type Wall Wall Roof Floor Frame Type Wood Wood Wood Wood Cavity R-value R-15 R-17.8 R-30 R-19 Sheathing Total Assembly R-value R- value U-factor Location/Comments R-0 R-0 R-0 R-0 R-15 R-17.8 R-30 R-19 0 0 0 0 .081 .065 .035 .037 Door/Wall W/SkyLight Crawl space FENESTRATION Orientation Window Window Window Left Back Horz (NE) (SE) Area (sf) 10 104 8 .0 .8 .0 U- Factor 0 0 0 .720 .870 .720 SHGC 0 0 0 .730 .700 .730 Interior Shading Standard Standard Standard Exterior Shading Standard Standard Standard Over- hang/ Fins Yes Yes None \ 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: HAWKINS RESIDENCE Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: CB013927 2044 CORDOBA PLACE 207-300-39 JIM RICHARDS, OWNER'S (JAMES £ SUSAN HAWKINS) fi7fl S F ADDITION WOOD FRAME Number of New Dwelling Units NA Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area 670 sf Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: NA Date: SGHQQLPISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 801 PineAve. CA 920Q9 (729-9291) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (736-2200) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) 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 sigjerrt3haif Of tne Owner. Signature?Date: 1635 FfiTfaday Avenue • Carlsbad, CA 92008-7314S Revised 4/20/00 (76O) 602-2700 • FAX (760) 602-856O SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))t************ THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE . BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may isstje building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER *.