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HomeMy WebLinkAbout2730 FERNGLEN RD; ; CB004116; Permit- City of Carlsbad V ( 1635 Faraday Av Carlsbad, CA 92008 12d7/200'0 Residential Permit Permit No:0B004116 Building Inspection Request Line (760) 602-2725 Job Address: 2730 FERNGLEN RD CBAD Permit Type: RESDNTL Sub Type: RAD Status: ISSUED Parcel No: 1563312200 Lot #: 0 Applied: 11/06/2000 Valuation: $9,548.00 Construction Type: NEW Entered By: CB Occupancy Group: Reference #: Plan Approved: 12/27/2000 # Dwelling Units: 0 Structure Type: Issued: 12/27/2000 Bedrooms: 0 Bathrooms: 0 Inspect Area: Project Title: NASH RESt 341 SQFT REMODEL Orig PC#: Plan Check#: Applicant: Owner: NASH TODD M&NICOLE B NASH TODD M&NICOLE B 760 12/27/00 0002 01 02 CGP 20908 2730 FERNGLEN RD 2730 FERNGLEN RD CARLSBAD CA 92008 CARLSBAD CA 92008 Total Fees: $282.91 Total Payments To Date: $73.83 çBalance Due: $209.0 ,,,,/ Building Permit $113.58 Meter Size Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $73.83 Meter Fee $0.00 Add'I Plan Check Fee $0.00 SDCWA Fee ) $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $1.00 PFF $0.00 Park in Lieu Fee $0.00 PFF (CFD Fund) - $0.00 Park Fee $0.00 License Tax $0.00 LFM Fee $0.00 License Tax (CFD Fund) $0.00 Bridge Fee . $0.00 Traffic Impact Fee $0.00 Other Bridge Fee $0.00 Traffic Impact (CFD Fund) $0.00 BTD #2 Fee $0.00 LFMZ Transportation Fee $0.00 BTD #3 Fee $0.00 Sidewalk Fee $0.00 Renewal Fee $0.00 PLUMBING TOTAL $55.00 Add'I Renewal Fee $0.00 ELECTRICAL TOTAL $20.00 Other Building Fee $0.00 MECHANICAL TOTAL $19.50 Pot. Water Con. Fee $0.00 Housing Impact Fee $0.00 Meter Size Housing lnLieu Fee $0.00 Add'I Pot. Water Con. Fee $0.00 Master Drainage Fee: $0.00 Red. Water Con. Fee $0.00 Sewer Fee: $0.00 TOTAL PERMIT FEES $282.91 FINAL APPROVAL Inspector: Date: /c.." O3 Clearance: NOTICE: Please take NOTICE that ipproval 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 capactiy 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NOJ700'11110 EST. VAL. qç- 'fI, Plan Ck. Deposit Validated By_________________________ Date 1 PROJECT INFORMATION Zi 30 eJcLJ t2o 1 (A1 L5l3ij Ad , ress (include Bldg/Suite #) Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units 15 ( 331 2 GD 17 LcM lI\tY'. flk- As essor's Parcel # Existing Use Props d Use 1rt- (?-&O8_ 3 -I f / 4Oecj7 1 1fl7 D scriptuon of Work SQ. FT. #of Stories # of EMdrooms L t.of Bathrooms /7 /\l 4VEI 7'W 7 fr1' 5/'a 4 F,LE! çt4 59 CONTACT PERSON (if different from applicant) ' Name Address City State/Zip Telephone # Fax # APPLICANT Contractor Agent for Contractor 0 Owner 0 Agent for Owner fDfj P4Pct3 23 2\/6L4 4o C4- L8 07z2 Name Address City State/Zip Telephone # PROPERTY OWNER -mpr rks -1 -z -o iu/ (L C-&& C -cD Name Address City State/Zip TelepH ne CONTRACTOR - COMPANY NAME (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$50011. Name Address City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License # 6 WORKERS COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: o I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. C1 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) C1 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (8 100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7 OWNER BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 14Y ES ONO have not) signed an application for a building permit for the proposed work. I have cortractçdjeith the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): I plan to provide portions of the work, but 1,havq hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): I will provide srne of1 t)e work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE "1.-i -----' DATE COMPLETE THIS SECTION FOR NON RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS 9 APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit%' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commeE ;~~ period of 180 days (Section 106.4.4 Uniform Building Code). / APPLICANT'S SIGNATURE ____________________________________________ DATE I /_ WHITE: File YELLOW: Applicant PINK: Finance - City of Carlsbad Bldg Inspection Request I2 For: 05/09/2003 Permit# CB004116 Inspector Assignment: JE Title: NASH RES/ 341 SOFT REMODEL Description: Type: RESDNTL Sub Type: RAD Phone: Job Address: 2730 FERNGLEN RD Suite: Lot 0 Location: Inspector: APPLICANT NASH TODD M&NICOLE B Owner: NASH TODD M&NICOLE B Remarks: EARLY AM PLEASE Total Time: Requested By: TODD NASH Entered By: CHRISTINE CD Description Act Comment 19 Final Structural 29 Final Plumbing L 39 Final Electrical 49 Final Mechanical Associated PCRs/CVs Inspection History Date Description 12/16/2002 18 Exterior Lath/Drywall 12/03/2002 44 Rough/Ducts/Dampers 11/27/2002 16 Insulation 11/26/2002 84 Rough Combo 11/25/2002 18 Exterior Lath/Drywall 11/25/2002 84 Rough Combo 08/29/2002 14 Frame/Steel/Bolting/Welding 08/29/2002 16 Insulation 08/29/2002 34 Rough Electric 08/29/2002 44 Rugh/Ducts/Dampers 05/24/2002 11 Ftg/Foundation/Piers 05/24/2002 44 Rough/Ducts/Dampers 05/07/2002 44 Rough/Ducts/Dampers 02/26/2002 14 Frame/Steel/Bolting/Welding 02/26/2002 34 Rough Electric 02/11/2002 14 Frame/Steel/Bolting/Welding Act lnsp Comments AP JE AP RF AP RF AP RF WC RF NR RF AP RF NORTH WALL WINDOW AP RF NORTH WALL NR RF NR RF AP RC OK TO POUR AT BAY WINDOW NR RC SYSTEM NOT COMPLETE - MIN 1 1/21N SUPPORT STRAPS NR RC NO ANSWER - NOBODY HOME PA RC SOUTH SIDE OF HOUSE PA RC CA RC City of Carlsbad Bldg Inspection Request For: 05/09/2003 Permit# CB004116 02/05/2002 34 Rough Electric 10/02/2001 14 Frame/Steel/Bolting/Welding 06/15/2001 31 Underground/Conduit-Wiring 05/24/2001 11 Ftg/Foundation/Piers 05/24/2001 12 Steel/Bond Beam 05/11/2001 21 Underground/Under Floor 05/11/2001 22 Sewer/Water Service 04/24/2001 22 Sewer/Water Service 04/13/2001 22 Sewer/Water Service 04/12/2001 21 Underground/Under Floor 02/06/2001 11 Ftg/Foundation/Piers 01/16/2001 11 Ftg/Foundation/Piers 01/12/2001 11 Ftg/Foundation/Piers 01/04/2001 24 RougWTopout Inspector Assignment: JE CO RC GROUNDS NOT TIED TOGETHER, NM CABLE NOT TRIMMED, NEED DEDICATED CIRCUIT FOR BATHRM PA RC OK TO SHEAR SOUTH EXT WALL AP RC AP SR OKTO POUR FTG AP SR AP SR AP SR CO SR NEEDS TO PROVIDE A CLEAN OU CO *SR NEEDS TO PUT SYSTEM UNDER WATER TEST CA SR AP SR AT STORAGE AREA ONLY PA SR NORTH SIDE OF BLDG ONLY CO SR STEEL NOT AS PER PLAN AP SR EsGil Corporation In Partners/lip with government for Building Safety DATE: 12/15/00 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4116 SET: 11 PROJECT ADDRESS: 2730 Fernglen Road PROJECT NAME: Nash Residence Remodel 0 ICANT JURIS. 0 N REVIEWER U FILE 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. f The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Lii 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 LII REMARKS: By: David Yao Enclosures: Esgil Corporation EGA EMB EEJ EPC 12/8 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858) 560-1576 • EsGil Corporation In Partners/lip with government for Building Safety DATE: 11/15/00 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4116 SET: I PROJECT ADDRESS: 2730 Fernglen Road PROJECT NAME: Nash Residence Remodel D APPLICANT LI PLAN REVIEWER LI FILE 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: Todd Nash 2730 Fernglen Road CA 92008 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: Todd Nash ('S" c-ot,€) Telephone #: (760)729-6274 Date contacted: Ii /,5 (by: - ) Fax #: Mail C-'1eIephon- Fax In Person REMARKS: By: David Yao Enclosures: Esgil Corporation fl GA EJ MB fl EJ LI PC 11/9 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 00-4116 11/15/00 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES [PLAN CHECK NO.: 00-4116 JURISDICTION: Carlsbad PROJECT ADDRESS: 2730 Fernglen Road FLOOR AREA: Living 341 sf REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 11/15/00 STORIES: 2 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/9 PLAN REVIEWER: David Yao 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 00-4116 11115/00 . PLANS Please make all corrections on the original tracings and submit two new complete sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (858) 560-1468. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). The scope of the work under this permit application shall be clearly specified on the plan. The permit application shows convert storage to living space & finish storage space. Sheet A3 shows add new bathroom at entry, and add walls between shop and existing garage. Sheet A5 appears to show the existing condition. Then the permit appears to remodel the bedroom to new garage. Remodel family room to ship. Please clarify and provide consistent information on all sheets of the plan. Any details and plans not part of this permit (phase II) shall be eliminated from the plan .Section 106.3.3. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 1998 edition of the California Building Code (Title 24), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Section 106.3.3. . FIRE PROTECTION Show locations of permanently wired smoke detectors with battery backup: Inside each bedroom. Centrally located in corridor or area giving access to sleeping rooms. On each story. In the basement, if part of the dwelling unit. When sleeping rooms are upstairs, at the upper level in close proximity to the stair. In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. Carlsbad 00-4116 11/15/00 When the valuation of a room addition or repair exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided per the above, except that smoke detectors added at existing construction need only be battery powered. Section 310.9.1.2. . GENERAL RESIDENTIAL REQUIREMENTS Show that ceiling height for habitable rooms is a minimum of 7'-6". Section 310.6.1. Dimension on the plans 30" clear width for water closet compartments and 24" clearance in front of water closet. Section 2904. . FOUNDATION REQUIREMENTS Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 1804.7. Specify size, I.C.B.O. number and manufacturer of power driven pins, expansion anchors or epoxy anchors. Show edge and end distances and spacing. Section I 06.3.3.(detail D2/A4) . FRAMING In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member. In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity. Table 23-I1-I-I, footnote 3. . MECHANICAL (UNIFORM MECHANICAL CODE) Show the location, type and size (BTU's) of all heating and cooling appliances or systems. . ELECTRICAL (NATIONAL ELECTRICAL CODE) Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Note on the plans that receptacle outlet locations will comply with NEC Art. 210-52(a). Carlsbad 00-4116 11/15/00 For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. NEC Art. 210-52 (e). This receptacle must be GFCI protected. Note on the plans that bathroom receptacle outlets shall be supplied by a minimum of one 20-ampere branch circuit. Such circuits shall have no other outlets. This circuit may serve more than one bathroom. NEC Art. 210-52(d). Show at least one wall switch-controlled lighting outlet to be installed in every habitable room; in bathrooms, hallways, stairways, attached garages, and detached garages with electric power; and at the exterior side of outdoor entrances or exits. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. NEC Art. 210(a). . PLUMBING (UNIFORM PLUMBING CODE) Show water heater size, type and location on plans. UPC, Section 501.0. Show I and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. In Seismic Zones 3 and 4, show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5 Provide a note on the plans: In showers and tub-shower combinations, control valves must be pressure balanced or thermostatic mixing valves. UPC Section 412.7 New water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19.2. H & S Code, Section 17921.3(b). . ENERGY CONSERVATION Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms. Provide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value." Carlsbad 00-4116 11/15/00 . MISCELLANEOUS Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 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 El No U 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 David Yao at Esgil Corporation. Thank you. Carlbad.00-4116 11/15/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4116 PREPARED BY: David Yao DATE: 11/15/00 BUILDING ADDRESS: 2730 Fernglen Road BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) remodle 341 per city 9,548 9,548 Air Conditioning Fire Sprinklers TOTAL VALUE 9,548 Jurisdiction Code lob 113y Ordinance Bldg. Permit Fee by Ordinance [" 1 I 113.581 Plan Check Fee by Ordinance I 73.821 Type of Review: Complete Review LI Structural Only L Repetitive Fee [I] Other v' Repeats fl Hourly Esgil Plan Review Fee I 59.061 Comments: Sheet I of 1 macvalue.doc OTHER PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB D 'f /1% - DATE ADDRESS 1?,n FiZre) I C4 Ll,, lad * is RESIDENTIAL t ADDITION MINOR - 000.00) ThJAW. IMPROM PLAZA CAMINO REAL CARL5AD COMPANY STORES - VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER DATE ENGINEER_____________________ DATE z1'7/ PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Address 6-2-230 Planner Gfe'19er Phone (760) APN: /':'(,-3jf--7-c:-- 01 Type of Project & Use: (SF aWn Net Project Density: DU/AC Zoning: General Plan: Facilities Management Zone: ( CFD tinlniili # Date of participation: Remaining net dev acres:______ Circle One > (For non-residential development: Type of land used created by thispermit:____________________________________________________ Legend: 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: Lii Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO____ If NO, complete- Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BldgPlnchkRevChklst LI Inclusionary 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 YIN, Enter Fee, UPDATE!) Site Plan: LI 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. LI LI 2. Provide legal description of property and assessor's parcel number. p Zoning: LI LI 1. Setbacks: Front: Required Shown Interior Side: Required Shown I Street Side: Required Shown Rear: Required Shown 04 F] 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required - Shown LI LI 3. Lot Coverage: Required Shown LI 4. Height: Required Shown ' LI KR 5. Parking: Spaces Required Shown Guest Spaces Required Shown Additinal Comn,?nts_ 9) ,ruL J12 iJz4 I-YAi/ s L) 4c cz OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN\COUNTER\BldgPlnchkRevChklst DATE i/ /W& TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 4-1CI1LL-M'10/'i5 1 (USi JOB O . 1 SHEET NO. OF________________________ CALCULATED BY 7 1kf DATE —I0 —_2 v CHECKED BY DATE I! tn•;i,A yTt; # TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 Tel.: (760) 746-5112, Fax: (760) 741-0480 STRUCTURAL CALCULATIONS PROJECT: TODD NASH ADDITION (00-77) 2730 FERNGLEN ROAD, CARLSBAD DATE: OCTOBER 27, 2000 ( &5o4fIO Engineering and "a Consultants TH&A, INC. 125 West Mission Ave. Suits 201 ' E.condhdo, CA. 92025 I I JOB 2o )' 442I7 SHEETNO. ___________________________ OF______________________ CALCULATED BY 131. DATE CHECKED BY DATE 1........ Notes: ,StnictuEal calculations are for the analysis or design of primary structural systems and elements. Other connections and attachments of non-structural elements, or systems are the responsibilities of the architectural designer unless they are shown otheiwise by the Engineer. This calculations and specifications are for this address only. Any other use is not allowed and Engineer shall not be responsible for the unauthorized use. Architectural designer is responsible for all applicable sketching details on plans which should represent required framing conditions, details needed for construction purposes. . 41 S VISmI -I (PId) . Mlii I47I ToO!dui P'O TcUP&1 IflH5 joe Luvt 'f)ClFIYlOf) ZA TH&A, INC. SHEET NO. OF_________ Engineering and Cods Consultants CALCULATED BY________________ DATE_ I_—ZOtD 125 West Mission Ave. Suite 201 Escondido, CA. 92025 CHECKED BY • DATE________________ i%1c&• bt rO1W,øttevtJ..1 fCCM p'/X1 4x10 1?5..rY fr4.I. FOR L -UMR tQ.......................... ........ ...... .... ............... ROYV' '1JP i9 rf' J Ii.;,...... ..&.... xi.! Io:5 I. tb - Cp• C.M f .I600%! (7F4tk I300j*i1I . 6xio PFI> I'orfx I.osI.O . loo p51 &'x:'2..PFI IoopCx:voxI-o.:l3oops IOQ pP X .x xib 1'Fjl t3oopx .'xio we'z75 ,,4+J Jp/op.. Z57or iov. I?uf21ri0,J t-€ Mori Q4 1 ( vum ( k%.WW,MM Q1411i. ',u* im uwi , mee JOB_YO rL SHEET NO. OF___________________ CALCULATED BY_________________________ DATE I 29D2? TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 DATE CHECKED BY PRODUCT ?O4 (SgI Set,) 205-I Pa405dj /?® Inc., Giclon, Mass. 01471. To OcHer PHONE TOLL FREE 1-605-225-8380 1.8E WS MICROLLAM" LVL ALLOWABLE DESIGN STRESSES Shoos modulus of elasticity G 112,500 psi Modulus of elasticity E - 1.8 x 10' psi Flexural stress Fb . 2600 psi" Compression perpendicular to grain parallel to glue line F, - 750 psi(;') Compression parallel to grain FOIl - 2460 psi Horizontal shear perpendicular to glue line F 285 psi J: J4 Mo(jbs 10.025 15280 20855 26,840 33.530 4935 6.170 7.275 8.315 9,350 mo 375 615 915 t'lOfI V.Wl(lbi/ln.ft'.). 8.0 10.0 11.8 13.4 15,1 51/4" 2.0E WS PARALLAM" PSL tó'½!Y iii/aJi i14Y V",16%,f, .:.18" MóintWbam l8 'III 40/40 5430 649L5 Sir'• 9,645 :I/F. 12,055 /3S 14,210 1..'00 16,240 1,700 18,270 2,150 MOmiflt'olIn.rtiP:(In') h. ft.) 15.6 19.5 23.0 28.3 LE5 2.OE WS PARALLAMR PSL ALLOWABLE DESIGN STRESSES Shear modulus of elasticity Modulus of elasticIty Flexural stress Compression perpendicular to grain pnrallol to wide lace of strands Compression parallel to grain Horizontal shear perpendicular to wide face of strands G - 125,000 psi E - 2.0 x 10 psi Fb - 2900 psi" F5 , - 650 psii' FcU - 2900 psi Fv - 290 psi For 12-Inch depth. For others, multiply by [12 ] 0.111 F1 shall not be increased for duration of load. DO NOT cut, notch or drill holes In Pnrnllnnr PSL except as indicated In chart and Illustration, ROUND HOLE CHART , "51,4'''.. 1 V,' 71/4" through 18". 2 Microllarn" LVI1 & Parallam" PSL Design Properties 4?) Design values shown are for 100% load duration 13/4" 1.8E WS MICROLLAM" LVL ui DESIGN PROPETV ____ 7V4"4L'Z' Mom.ht(ttlbi.) 2,190 3,520 5,885 8,940 12,125 15,495 19,365 Shesr(lbe), 1,830 25 2,410 55 3,160 125 3,950 245 4,655 400 5,320 595 5,985 850 Moment of minis(ln) Weight (lbs/Un.ft.) 2.8 3.7 4.8 6.0 7.1 8.1 9.1 GENERAL NOTES: Lateral support of beam comoression edna is reauired at intervals of 24" n i or rInsAr Soo NER 12(5 for addilonnidesign information. ..-(1) For 12-Inch depth. For others, multiply by 0,136 (2) F, I shall not be Increased for duration 01 load, 1-1/4" 2.OE WS PARALLAM" PSL 211/lo" 2.OE WS PARALLAM' PSL DESIGN PROPERTY 9½" - 11¼" - 14-1- 6,530 Moment (ft.'lb..) 9,950 13,560 11,475 21,830 8h1.r.'(lbs.)____' 3,215 125 1 5.2 4.020 245 4,735 400 5,415 fIfTh 6,090 850 -Moment oflnóitle(in') Weight(tbs./IIn,ft.) 6.5 7.7 8.8 9.8 31/2" 2.OE WS PARALLAM' PSL DESIGN enOpER'ry " -i-- - 9½" 11¼",' 14" - 18" 18" Moment_(ft.lbs.) ii)'/, 11.611) 2?, 1(61 11,11,5 4:I.e65 Shear (lbs.) ''''' 6.430 'Ii) 8,035 411)) 9,475 1101) 10,H25 1,10f, 12,180 I/Ill) Moment of Inertia (In') Weight (lbe./lln.ft.) 10.4 13.0 15.3 17.5 19.7 7" 2.OE WS PARALLAM PSL ' DESIGN PROPERTY' 91,4" 11¼" - 14" 18" - 18" Moment(ftlbs.) 'i. :111.80! 14:1:1 179,905 97,325 Shear (Ibi.) _'. 12,855 500 16,070 1175 18,845 1,600 30.0 21,655 2,300 35.0 24,360 3,400 30.4 Moment ofmirth__(IN) Weight (lbs./IIn. ft. ) 2 II 2(1.0 GENERAL NOTES: I. Ii)rat 'it ,p(,orf of h nil, conipnlrvriori udgu Is roquir,,d lit intarvalr 01 24" o.c. or clonr. Sue NER-292 for additional design information. WS Indicates Western Species. Wetherh S'eäleé fráltIdO Douglas fir, lodgepole pine, western hemlock or white fir, Microllam" LVL & Parallam" PSL - Allowable Holes 12 x 01,1,, eCho largorl lioto (mlnimin,) 'Ti... Allowed Hole Zonn V,npnn V spin .6 -;pan "I GENERAL NOTES: The Allowed Hole Zone in this chart is suitable toF,uniformfy loaded beams using maximum loads for any tables listed in this guide'.For other load conditions or hole configurations, please contact your Trus Joist MacMillan Representative. If more than one hole is to be cut in beam, the length of the uncut beam between holes must be a minimum of twice the diameter of the largest hole, Iloctanqular holes are not allowed, 4 Holes in cantilevers require additional analysis. Page 26 31/2" 2.OE ES or WS Parallam® PSL Allowable Load (For 1/4", 211/16 ", 51/4 ' and 7" beams, see multiplier below) Table 4: Floor - (pif) One-31/2" x 91/4" One-31/2" x 91/2" One-31/2" x 111/4" One-31/2" x 11¼" One-31/2" x 14" One-31/." x 16" One-31/2" x 18" SPAN (Ft.) LIVE LOAD TOTAL LOAD LIVE LOAD TOTAL LOAD LIVE LOAD TOTAL LOAD LIVE LOAD TOTAL LOAD LIVE LOAD LOAD TOTAL LOAD LIVE LOAD TOTAL LOAD 6 2091 2163 TOTAL FLOAD 1169 1470 4463 8 1258 ____ 2935 10 627 930 676 1003 1084 i42l 1258 1848 2185 2545 12 372 548 402 592 651 964 758 C1 0933 1198 1722 1738 14 238 347 257 376 420 617 490 722 781 1093 1132 1409 1561 66 16 161 232 174 251 285 416 334 488 535 788 781 1075 1084 1345 18 114 1 161 123 1 175 203 292 237 343 382 558 560 822 781 1058 20 84 115 90 125 149 211 174 249 282 407 414 604 580 850 22 63 84 68 92 112 156 132 185 213 305 315 455 442 643 24 49 63 53 69 87 118 102 140 166 233 244 349 344 496 26 38 47 42 52 69 91 81 108 131 181 194 273 273 390 28 31 36 33 40 55 70 65 84 105 143 156 216 220 1 310 30 1 25 27 27 1 30 45 55 r 53 66 86 1 113 127 173 180 1 250 Table 5: Roof— (pif) One-31/2" x 91/4" One-31/2" x 91/2" One-31/2" x 11/4" One-31/2" x 11%" One-31/2" x 14" One-31/2" x 16" One-31/2" x 18" TOTAL LOAD DEFL TOTAL LOAD DER TOTAL LOAD DER TOTAL LOAD DER TOTAL LOAD I DER TOTAL LOAD DER TOTAL LOAD DER SPAN (Ft.) Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% U240 Snow 115% Non- Snow 125% U240 Snow 115% Non- Snow 125% L1240 Snow 115% Non- Snow 125% LJ240 Snow 115% Non- Snow 125% L1240 06 - 2489 V06 W 37 - -P4 05 - 35 5583 6206 6747 - 92 40 54 46 99 87Tk - 3673 3982 4330 10 Th 940 1191 1295 1014 1636 1626 25151 - 2929 86 12 734 734 558 3 793 36 36 977 59 69 U37 t 44 2518 - 14 466 466 357 504 504 386 827 827 629 921 967 735 1260 1370 1171 1623 1766 1698 1912 2080 16 312 312 242 338 338 262 558 558 428 654 654 501 961 1046 803 1239 1348 1171 1550 1686 1626 18 218 218 171 236 236 185 393 393 304 461 461 356 749 749 573 975 1061 840 1220 1328 1171 20 157 157 125 170 170 136 285 285 223 336 336 262 548 548 423 786 811 621 985 1072 870 22 116 116 95 126 126 102 213 213 169 251 251 198 412 412 320 612 612 472 810 864 663 24 87 87 73 95 95 79 162 162 130 191 191 153 316 316 248 471 471 367 668 668 516 26 67 67 58 73 73 62 125 125 103 148 148 121 246 246 196 370 370 290 526 526 409 28 51 51 46 56 56 50 98 98 83 116 116 97 195 195 158 294 294 234 420 420 330 30 40 40 38 44 44 41 77 77 67 92 92 79 156 156 129 237 237 191 340 340 270 GENERAL NOTES: Values shown are the maximum uniform loads, in pounds per lineal foot (pit), that can be applied to the beam in addition to its own weight. Tables are based on uniform loads and the most restrictive of simple or continuous span. Shaded areas represent load conditions con- trolled by a continuous span condition. Tables can be used for 13/4 ', 211A6", 31/2", 51/4", or 7" width beams. Use the following multipliers to calculate the allowable load for each width: 1%" width beam : Use values in table x 0.50 2Y6" width beam: Use values in table x 0.77 31/2" width beam a): Use values in table. 51/4" width beam: Use values in table x 1.50 7 width beam: Use values in table x 2.00 Tables are for one 31/2" beam. When properly fastened together, double the values for two 31/2" beams. When top loaded, fasten together per L6 on page 18. When side-loaded see page 24 for connection of multiple pieces. 1/4" x 16" and 1/4 x 18" beams are to be used in multiple member units only. Parallam PSL beams are made without camber; therefore, in addi- tion to complying with the deflection limits of the applicable model code, other deflection considerations, such as ponding (positive drain- age is essential) and aesthetics, shall be evaluated. Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. Lateral support of beams is required at bearing points. Bearing area to be calculated for specific application; see table on page 24. Floor Beam Sizing: To size a beam for use in a floor it is necessary to check both live load and total load. Make sure the selected beam will work in both columns. When no live load is shown, total load will control. Total load column limits deflection to L/240. Live load column is based on deflection of L/360. Check model code for other deflection criteria. For live load deflection limits of 1J240 and 11480 multiply loads shown in live load column by 1.5 and 0.75 respectively. The resulting live load shall not exceed the total load shown. Roof Beam Sizing: Total toad column limits deflection to L/180. For stiffer deflection crite- ria, check 11240 column at total load. Check model code for other deflection criteria. Roof members shall either be sloped for drainage or designed to account for toad and deflection as specified in the applicable model code. Page 54 of 56 Report No. NER-119 H .. AFA TH&A,INc. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 JOB 27Q M SHEET NO. OF__________________ 'CALCULATED BY DATE 1p9DD CHECKED BY_________________________ DATE 1.AI F T.ff .........:.:h:'2.....,....2.ff.T..T.................. .. (llnçle Sheels) 205-I (Pa5e0) Mc.. Grabs. Mass, 01411.10 Order PHONE TOIL FREE 1805225-6380 JOB_Li2p # TH&A, INC. SHEET No. OF___________ Engineering and Code Consultants CALCULATED BY ' DATE 125 West Mission Ave. Suite 201 Escondido, CA. 92025 CHECKED BY_______________________ DATE__________________ AIF SIç SheIs) 2051 (Padded) ac,. Groton. Mass. 01411, To Order PHONE TOLL FREE 0052256300 4P9 Vtitl1-o 506j.13 410 [Adjacent Footing Data Adjacent Footing Load 1000.0 lbs Footing Width = 1.50 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 3.00 ft Footing Type = Line Load Base Above/Below Soil at Back of Wall = 1.50 ft ' Rv 5O01 Title: Dsgnr: Description: Scope: Cantilevered Retaining Wall Job# Date: Page 1 Description General Retained Height = (.09._ft' / Wall height above retained soil = 0.50 ft Slope Behind Wall 2.00: I Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Footing Data Toe Width = 4.50 ft " Heel Width = 1.00ft V Total Footing Width 5.50 ft Footing Thickness = 15.00 in / [footing Key Data Distance from Toe = 4.00 ft Width = 15.00 in Depth 20.00 in A90r LAdded Lateral Load on Stem I Lateral Load = 0.0 #/ft Height to lop = 0.00 ft Height to Bottom = 0.00 ft Soil Data Allow Soil Bearing = 1000.0 psf .7 Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side = 45.0 psf / Active Soil Pressure - Toe Side = 45.0 pcf Passive Pressure 200.0 pcf Water table height over heel = 0.0 ft [Sliding Data Friction Factor @ Footing & Soil = 0.250 neglect ht. for passive = 0.00 in Lateral Sliding Force = 1,643.9 less Passive Pressure Force = - 850.7 lbs less Friction Force = - 568.4 lbs Added Restraint Force Required 224.8 lbs [footing Design Results = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Minimum As% = 0.0018 Toe Side Heel Side.... Rebar Cover @ Top = 2.00 in #4 @ 9.75 in Not req'd Rebar Cover @ Bottom 3.00 in #5 @ 15.00 in v Mu<S*Fr Toe Heel #6@21.50 in ACI Factored Soil Pressure = 1,325 0 psf #7@29.00in #8 @ 38.25 in Mu': From Upward Loads = 0 0 #9 @ 48.25 in Mu': From Downward Loads = 0 0 ft4 # 10 © 48.25 in Mu: Used For Design = 5,925 0 f Actual One-Way Shear = 14.41 0.00 psi Key Reinforcement: Not Req'd = Mu<S*Fr Allowable One-Way Shear = 76.03 0.00 psi (c) 1983-98 ENERCALC : Unlicensed Copy, Ver5.O.6 15-Jul-199 Title: Job # Dsgnr: Date: Description: Scope: R— 5060DI Cantilevered Retaining Wall Page 2 Description LDesign Summary 11 Total Bearing Load 2,274 lbs Summary of Stem Section Designs.... resultant ecc. = 13.79 in Top: 12 in Mas, #6@ 8.00 in@Edge, From 7.5 ftto 0.0 ft Soil Pressure @ Toe = Soil Pressure @ Heel = ACI Factored Press @ Toe ACI Factored Press @ Heel Footing Shear @ Toe = Footing Shear @ Heel = WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio 947 <= 1,000 psf 0 <= 1,000 psf = 1,325 psf = opsf 14.4 <= 76.0 psi 0.0 <= 76.0 psi = 1.69 Il = 0.86 4 ti13 fyZ 5 pii- L Stem Design & Construction Top Stem Design location for stem is at Stem OK this height above footing 0.00 ft Wall Material Above "Ht" Masonry Thickness 12.00 in / Rebar Size # 6 / Rebar Spacing 8.00 in ../ Rebar Placed at Edge flaeinn fln+,, fb/FB + fa/Fa 0.952 Total Force @ Section 1,250.2 lbs Moment .... Actual 3,485.2 ff4 Moment.....Allowable = 3,659.9 ft4 Axial Stress... Actual = 6.7 psi Axial Stress.....Allowable = 143.2 psi Shear.....Actual = 13.42 psi Shear.....Allowable 19.36 psi Bar Embed ABOVE Ht. = 22.98 in Bar Embed BELOW Ht. = 6.00 in Wall Weight = 124.0 psf Rebar Depth 'd' 9.00 in Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Concrete Data f'c Fy = 1,500 psi 20,000 psi Yes = No 25.78 = 1.000 = 11.62 in - psi (c) 1983-98 ENERCALC : Unlicensed Copy, Ver 5.0.6, 15-Jul-1998 147.7 7.41 1093.7 -35.2 0.42 -14.6 "S 930.0 5.00 4,650.0 1,031.2 2.75 2,835.9 312.5 4.63 1,445.3 Title: Job# Dsgnr: Date: Description: Scope: Cantilevered Retaining Wall Page 3j Description Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ff4 lbs ft ff4 Heel Active Pressure = 1531.4 2.75 4211.4 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Toe Active Pressure = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions Footing Weight = Key Weight = Vert. Component = Added Lateral Load = Load @ Stem Above Soil TOTALS = 1,643.9 lbs O.T.M. = 5,290.5 2,273.7 R. M. = 8,931.2 Resisting/Overturning Ratio 1.69 Total used for Soil Pressure = 2,273.7 (+ Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning (c) 1983-98 ENERCALC : Unlicensed Copy, Ver 5.0.6, 15-Jul-1998 Title: Job # Dsgnr: Date: Description: 0 Scope: Cantilevered Retaining Wall Page 1 Description General Retained Height = 5.00 ft ' Wall height above retained soil = 0.50 ft Slope Behind Wall = 2.00: I Height of Soil over Toe 0.00 in Soil Density = 110.00 pcf [tooting Data Toe Width 3.50 ft ' Heel Width 1.00 ft Total Footing Width = 4.50 ft Footing Thickness 15.00 in -' [tooting Key Data Distance from Toe = 4.00 ft Soil Data Allow Soil Bearing = 1,000.0 psf Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side = 45.0 psf Active Soil Pressure - Toe Side 45.0 pcf Passive Pressure = 200.0 pcf Water table height over heel = 0.0 ft Sliding Data Friction Factor @ Footing & Soil = 0.250 ...neglect ht. for passive = 0.00 in Lateral Sliding Force 990.8 less Passive Pressure Force = - 625.0 lbs less Friction Force = - 428.3 lbs Added Restraint Force Required = 0.0 lbs Width = Depth = 12.00 in 15.00 in VE41 tfl 3if- 0P- $tiP/tJJç -sisT Added Lateral Load on Stem I [jacent Footing Data I Lateral Load = 0.0 #/ft Adjacent Footing Load = 1,000.0 lbs Height to Top 0.00 ft Footing Width = 1.50 ft Height to Bottom = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 3.00 ft Footing Type = Line Load Base Above/Below Soil at Back of Wall = 1.50 ft LFooting Design Results = 2,000 psi Minimum Footing Rebar Options...... Fy Minimum As % 40,000 psi 0.0018 Toe Side......Heel Side.... Rebar Cover @ Top 2.00 in Not req'd Not reqd Rebar Cover @ Bottom = 3.001n Mu<S*Fr Mu<S*Fr Toe Heel ACI Factored Soil Pressure = 949 117 psf Mu': From Upward Loads = 0 0 ff4 Mu': From Downward Loads = 0 0 ft# Mu: Used For Design = 2,638 0 ff4 Actual One-Way Shear = 9.20 Key Reinforcement: Not Req'd = Mu<S*Fr 0.00 psi Allowable One-Way Shear 76.03 0.00 psi (c) 1983-98 ENERCALC Unlicensed Copy, Ver 5.0.6, 15-Jul-1998 Title: Dsgnr: Date: Description: Scope: Job# 6 Rm 50600L Cantilevered Retaining Wall Page 2 Description LDesign Summary Total Bearing Load = 1,713 lbs Summary of Stem Section Designs.... resultant ecc. = 7.02 in Top: 12 in Mas, #5@ 8.00 in@Edge, From 5.5 ft to 0.0 ft Soil Pressure @ Toe = 678 <= 1,000 psf Soil Pressure @ Heel = 84 <= 1,000 psf ACI Factored Press @ Toe = 949 psf ACI Factored Press @ Heel = 117 psf - Footing Shear @ Toe = 9.2 <= 76.0 psi Footing Shear @ Heel = 0.0 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio = 2.09 1.06 1fl i&I 1. i941 JLT? I0' Stem Design & Construction Top Stem Design location for stem is at Stem OK this height above footing 0.00 ft Wall Material Above "Ht" Masonry Thickness 12.00 in / Rebar Size # 5 -' Rebar Spacing 8.00 in / Rebar Placed at Edge Design Data fblFB + fa/Fa 0.474 Total Force @ Section 707.3 lbs Moment .... Actual 1,551.6ft-# Moment.....Allowable = 3,274.4 ft4 Axial Stress .... Actual = 4.9 psi Axial Stress.....Allowable = 147.3 psi Shear.....Actual = 7.44 psi Shear.....Allowable = 19.36 psi Bar Embed ABOVE Ht. = 12.03 in Bar Embed BELOW Ht. 6.00 in Wall Weight = 124.0 psf Rebar Depth 'd' 9.00 in Masonry Data fm = 1,500 psi Fs = 20,000 psi Solid Grouting Yes Special Inspection = No Modular Ratio n = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. = 11.62 in Concrete Data f'c = psi Fy (c) 1983-98 ENERCALC Unlicensed Copy, Ver5.O.6, 15-Jul-1998 Title: Job# Dsgnr: Date: Description: Scope: P-: 506MI Cantilevered Retaining Wall Page 3 Description LSummary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ff4 lbs ft ff4 Heel Active Pressure = 878.9 2.08 1,831.1 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 147.1 5.45 801.0 Axial Dead Load on Stem = 0.00 Toe Active Pressure = -35.2 0.42 14.6 Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 682.0 4.00 2728.0 Earth @ Stem Transitions = Footing Weight = 843.7 2.25 1898.4 Key Weight 187.5 4.50 843.7 Vert. Component = Added Lateral Load = Load @ Stem Above Soil = TOTALS = 990.8 lbs O.T.M. = 2,617.4 1,713.2 R. M. = 5,470.2 Resisting/Overturning Ratio 2.09 </ Total used for Soil Pressure = 1,713.2 (+ Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning (c) 1983-98 ENERCALC : Unlicensed Copy, Ver5.0.6, 15-Jul-1998 Title: Job # Dsgnr: Date: Description: Scope: 0 P- 506001 Cantilevered Retaining Wall Page 1 Description General Retained Height = 4.00 ft - Wall height above retained soil = 0.50 ft Slope Behind Wall = 2.00 : I Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Footing Data Toe Width = 3.00 ft - Heel Width = 1.00 ft Total Footing Width = 4.00 ft ' Footing Thickness = 15.00 in Footing Key Data Distance from Toe = 4.00 ft Width = i', fill in Soil Data LLJ Allow Soil Bearing = 1000.0 psf Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side = 45.0 psf - Active Soil Pressure - Toe Side = 45.0 pcf - Passive Pressure = 200.0 pcf Water table height over heel = 0.0 ft Sliding Data Friction Factor @ Footing & Soil = 0.250 neglect ht. for passive 0.00 in Lateral Sliding Force = 729.8 less Passive Pressure Force = - 506.3 lbs less Friction Force = - 364.5 lbs Added Restraint Force Required = 0.0 lbs Depth _12.00 in t5tii3 1cP-rL /- LAdded Lateral Load on Stem Lateral Load = 0.0 #/ft Height to Top = 0.00 ft Height to Bottom 0.00 ft Adjacent Footing Data -5t r*7'J 6EF I Adjacent Footing Load = 1,000.0 lbs Footing Width = 1.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 3.00 ft Footing Type = Line Load Base Above/Below Soil at Back of Wall = 1.50 ft (Footing Design Results Ic Fy = 2,000 psi Minimum Footing Rebar Options...... Minimum As% = 40,000 psi = 0.0018 Toe Side Heel Side.... Rebar Cover @ lop = 2.00 in Not reqd Not reqd Rebar Cover @ Bottom 3.00 in Mu <s * Fr Mu <S * Fr Toe Heel ACI Factored Soil Pressure = 777 243 psf Mu': From Upward Loads = 0 0 ff4 Mu': From Downward Loads = 0 0 ff4 Mu: Used For Design = 1,620 0 ff4 Actual One-Way Shear = 6.84 0.00 psi Key Reinforcement: Not Req'd = Mu<S*Fr Allowable One-Way Shear = 76.03 0.00 psi (c) 1983-98 ENERCALC : Unlicensed Copy, Ver5.0.6, 15-Jul-199 Title: Job# Date: Description: Cantilevered Retaining Wall Page 2 Description Design Summary Total Bearing Load = 1,458 lbs Summary of Stem Section Designs.... resultant ecc. = 4.19 in Top: 12 in Mas, #5@ 8.00 inEdge, From 4.5 ft to 0.0 ft Soil Pressure @ Toe = 555 <= 1,000 psf Soil Pressure @ Heel = 174 <= 1,000 psf ACI Factored Press @ Toe = 777 psf AOl Factored Press © Heel = 243 psf Footing Shear @ Toe = 6.8 <= 76.0 psi Footing Shear @ Heel = 0.0 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 2.40 Sliding Ratio Ratio 1.19 4I5Th-1U (. Stem Design & Construction Design location for stem is at this height above footing Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment... Actual Moment.....Allowable Axial Stress... Actual Axial Stress.....Allowable Shear.....Actual Shear.....Allowable Bar Embed ABOVE Ht. Bar Embed BELOW Ht. Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Concrete Data fc Fy Top Stem Stem OK 0.00 ft Masonry 12.00 in # 5 8.00 in Edge 0.291 502.7 lbs 952.8 ft-# = 3274.4ft-# = 4.0 psi = 148.5 psi = 5.29 psi 19.36 psi = 12.00 in 6.00 in = 124.0 psf = 9.00 in = 1,500 psi = 20,000 psi = Yes = No = 25.78 = 1.000 = 11.62 in - psi (c) 1983-98 ENERCALC : Unlicensed Copy, Ver5.O.6, 15-Jul-1 998 Title: Dsgnr: Date: Description: Scope: Job# (9 Cantilevered Retaining Wall Page Description Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 620.2 1.75 1,085.3 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 144.8 4.49 650.2 Axial Dead Load on Stem 0.00 Toe Active Pressure = -35.2 0.42 14.6 Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 558.0 3.50 1,953.0 Earth @ Stem Transitions = Footing Weight = 750.0 2.00 1,500.0 Key Weight = 150.0 4.50 675.0 Vert. Component = Added Lateral Load = Load © Stem Above Soil = TOTALS = 729.8 lbs O.T.M. = 1,720.8 1,458.0 R. M. = 4,128.0 Resisting/Overturning Ratio 2.40 -' Total used for Soil Pressure = 1,458.0 (+ Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning (c) 1983-98 ENERCALC : Unlicensed Copy, Ver5.O.6, 15-Jul-1998 Soil Data Allow Soil Bearing = 1,000.0 psf Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side = 45.0 psf Active Soil Pressure - Toe Side = 45.0 pcf Passive Pressure 200.0 pcf Water table height over heel = 0.0 ft Sliding Data Friction Factor @ Footing & Soil = 0.250 ...neglect ht. for passive 0.00 in Lateral Sliding Force = . 547.4 less Passive Pressure Force = - 506.3 lbs less Friction Force = - 300.9 lbs Added Restraint Force Required = 0.0 lbs T'ueTV ;35I Fr1 LAdiacent Footing Data 0 4 Adjacent Footing Load = 1,000.0 lbs Footing Width 1.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 3.00 ft Footing Type = Line Load Base Above/Below Soil at Back of Wall = 1.50 ft Title: Job # Dsgnr: Date: Description: Scope: Cantilevered Retaining Wall Page 1 Description General Retained Height = 3.00 ft Wall height above retained soil = 0.50 ft Slope Behind Wall = 2.00 : I Height of Soil over Toe = 0.00 in Soil Density 110.00 pcf Footing Data Toe Width 2.00 ft Heel Width = 1.00 ft Total Footing Width = 3.00 ft Footing Thickness 15.00 in Footing Key Data I Distance from Toe = 4.00 ft Width = Depth = 12.00 in 12.00 in Added Lateral Load on Stem I Lateral Load 0.07/ft Height to Top 0.00 ft Height to Bottom = 0.00 ft [Footing Design Results fc = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Minimum As % = 0.0018 Toe Side Heel Side.... Rebar Cover @ Top = 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.001n Mu<S*Fr Mu<S*Fr Toe Heel AOl Factored Soil Pressure = 644 532 psf Mu': From Upward Loads = 0 0 ff4 Mu': From Downward Loads = 0 0 ff4 Mu: Used For Design = 159 159 ff4 Actual One-Way Shear = 4.99 4.13 psi Key Reinforcement: Not Req'd = Mu<S*Fr Allowable One-Way Shear 76.03 76.03 psi (C) 1983-98 ENERCALC Unlicensed Copy, Ver5.0.6, 15-Jul-1998 Title: Job # Dsgnr: Date: Description: Scope: Cantilevered Retaining Wall Page 21 Description Design Summary 11 Total Bearing Load = 1,204 lbs Summary of Stem Section Designs.... resultant ecc. = 0.57 in Top: 8 in Mas, #5@ 8.00 inEdge, From 3.5 ft to 2.0 ft Soil Pressure @ Toe = 439 <= 1,000 psf Soil Pressure @ Heel 363 <= 1,000 psf ACt Factored Press @ Toe = 644 psf AOl Factored Press @ Heel 532 psf Footing Shear @ Toe = 5.0 <= 76.0 psi Footing Shear @ Heel 4.1 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 2.53 Sliding Ratio Ratio = 1.47 TfV71 pe Foa c!JticJ?.r Stem Design & Construction Top Stem Design location for stem is at Stem OK this height above footing 2.00 ft Wall Material Above "Ht" Masonry Thickness 8.00 in Rebar Size # 5 " Rebar Spacing 8.00 in / Rebar Placed at Edge flocinn fla+,, fb/FB + fa/Fa 0.071 Total Force @ Section 116.7 lbs Moment .... Actual 93.6ft-# Moment.....Allowable = 1,317.2ft-# Axial Stress .... Actual = 1.3 psi Axial Stress.....Allowable = 149.8 psi Shear.....Actual = 2.17 psi Shear.....Allowable = 19.36 psi Bar Embed ABOVE Ht. = 12.00 in Bar Embed BELOW Ht. = 6.00 in Wall Weight = 78.0 psf Rebar Death 'd' 5.25 in Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio n Short Term Factor Equiv. Solid Thick. Concrete Data f'c Fy = 1,500 psi = 20,000 psi = Yes = No = 25.78 = 1.000 = 7.60 in - psi (c) 1983-98 ENERCALC : Unlicensed Copy, Ver5.0.6, 15-Jul-1998 Title: Job # : Dsgnr: Date: Description Scope: Cantilevered Retaining Wall Page 3j Description Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 438.9 1.47 646.2 Soil Over Heel 110.0 2.83 311.7 Sloped Soil Over Heel = 3.1 2.89 8.8 Surcharge Over Heel Adjacent Footing Load 143.6 3.54 509.0 41.7 2.83 118.1 Axial Dead Load on Stem = 0.00 Toe Active Pressure = -35.2 0.42 14.6 Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 117.0 2.33 273.0 Earth @ Stem Transitions Footing Weight = 562.5 1.50 843.7 Key Weight = 150.0 4.50 675.0 Vert. Component 219.5 3.00 658.4 Added Lateral Load = Load @ Stem Above Soil = TOTALS 547.4 lbs O.T.M. = 1,140.5 1,203.7 R. M. = 2,888.6 Resisting/Overturning Ratio 2.53 Total used for Soil Pressure 1,203.7 (+ Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning (C) 1983-98 ENERCALC : Unlicensed Copy, Ver 5.0.6, 15-Jul-199 #TH&A,INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 JOB O 4&1&t' M4LI-1 SHEETNO. ___________________________ OF______________________ CALCULATED BY_'7 kfI DATE — 0 - 2 CHECKED BY DATE I CALF I Pm"'w 0 L:r Single SheeN) 2051 (Padded) (/® lee, Grate,, Mae, 21111, To Order PHONE TOLL FREE 8052256382 SHEAR WALL SCHEDULE SYM MATERIAL NAILING SHEAR TRANSFER ANCHOR VALUE NAILING BOLTS 1 112" Gyp Bd 5d Cooler Nails @ 7" OC 50$/FT 16d @ 12" OC or - 5/8"x10" @ 48" OC (1) Unblocked F.N. & E.N. A35 @ 32" OC 2 5/8" Gyp Bd 6d Cooler Nails @ 7" OC 50$/FT 16d @ 12" OC or 518"x10" @ 48" OC (1) Unblocked - F.N. & E.N. A35 @ 32" OC 3 1(2" Gyp Bd 5d Cooler Nails @ 4" OC 75$/F1' 16d @ 8" OC or 5/8"x 10" @ 48" OC (1) Unblocked F.N. & E.N. MS @ 32" OC 4 5/8" Gyp Bd &i Cooler Nails @ 4" OC 75#/FT 16d @ 8" OC or 5/8"x10" @ 48" OC (1) Unblocked F.N. & E.N. A35 @ 32" OC / 5\ 7/8" Stucco wl 16 GA Staples 6" OC 180$/FT 16d @ 8" OC or 5/8"x10" @ 48" OC (I) Paper Backed Top & Bottom Plates, Edges A35 @ 32" OC Wire Lath & Field of Shear Panel 8 3/8" Struct II 8d @ 6" OC E.N. & B.N. 260#/FT 16d @ 6" OC or 5/8"00" @ 24" OC (1) C-D or C-C 12" OC F.N. MS @ 24" OC Plywood 9 3/8" Struct II 8d @ 4" OC E.N. & B.N. 0#/FT 16d @ 4" OC or 5/8"00" @ 24" OC (1) • C-D or c-c 12" OC F.N. (3) A35 @ 16" OC Plywood 10 3/8" Struct II Sd @ 3" OC E.N. & B.N. 490#/FT 16d @ 3" OC or 5/8"xl0" @ 16" OC (1) C-D or C-C 12" OC F.N. (3) A35 @ 12" OC Plywood 11 3/8" Struct II 8d @2" OC E.N. & B.N. 640#/FT 16d @2" OC OT 5/8"x10" @ 12" OC (1) C-D or C-C 12" OC F.N. (2) (3) MS @ 9" OC Plywood 12 1í2" Struct II lOct @ 3" OC E.N. & B.N. 600#/FT 16d @ 3" OC or 5/8"x10" @ 12" OC (1) C-D or C-C 12" OC F.N. (2) (3) A35 @ 12' OC Plywood 13 1/2" Struct I lOd @ 2" OC E.N. & B.N. 770#/VI' 16d @ 2" OC or 5/8"xlO" @ 8" OC (1) C-D or C-C 12" OC F.N. (2) (3) MS @ 8" OC Plywood Nom Spacing of anchor bolts and shear transfer nailing shall be reduced by half if shear wall materials are required on both faces of wall. Framing at adjoining panel edges shall be 3-inch nomimal or wider and nails staggered Where plywood is on both sides of wall, framing member for panel joints shall be 3-inch nomimal or wider and nail on each side is staggered EDGE WAIL (LW.) PLYWOOD SHEATHING E.N. 2x RIM JST. OR BLX°C. • 16d NAILS SPACED N SCHEDULE FRAMING ANCHOR SPACED PER SCHEDULE PER SCHEDULE B.N. B.N.ç 08L TOP PLATE SHEAR TRANSFER w/ SHEAR TRANSFER w/ 2x4 BLOCKING METAL CUPS TABLE 23-11-13-I 1997 UNIFORM BUILDING CODE TABLE 23-11-B-1 —NAILING SCHEDULE ---.---- Fj _CT i5j i ! I. Joist to sill or girder, toenail - 3-8d Bridging to joiSt, toenail each end 2-Sd I" x 6' (25 miii x 152 mm) subfloor or less to each joist, lace nail Wider than " x 6" (25 mm x 152 till) subiloor to each joist, lace nail 3-8d 5, 2" (5! 11111) siclifloor to joist or girder, blind and lice nail -- 2-16d Sole plate to joist or blocking, typical face nail lInt at lii" (4116 11111) icc. Sole plate to joist or blocking, at braced wall panels 3-16d per 16" (41)6 inn) Top plitc to stud, end nail 2-10d Shid to sole plate - 4-8d, tile nail or 2-I6d, end nail Double studs, lace Pail I lid at 2;1" (lilt) olin) ii.c. Doubled top plates, typical lace nail 16d at 16" (4116 inn) O.C. Double lop plates,lapsplice 5- II - Blocking between joists or rafters to top plate, toenail 3-8d Rini joist to toji plate, toenail Rd ;it 6"(152 _inn)o.c. lip plates, laps and intersections, face nail 2-16d Continuous header, two pieces Ilidat16"(4(16 mm) o.c. along each edge IS. Ceiling jokts to plate, tcicnnil 3-8d Continuous header to stud, toenail 'I-Sd - Ceiling joists, laps over partitions, face nail 3-16d IH.Ceiliing joists to parallel rafters, face nail 3-lot I9.Raftcrtoplate,toenail 3-8d 2111"(25 _11111) brace toeach_ stud and plate, face n;til 2-8d 1" x 8" (25 ccciii x 203 coin) sheathing or less to each bearing, lace nail 2-8d Wider than I" x 8"(25 min x203 min) sheathing Iiieach_ healing, face nail 3-8d Built-up cornerstuds Ilid at 24" (6 lIt ccciii) ILC. 2't.thiilt-up girder and beams 211d ;it 32"(HI:t min) o.c_ at top and (iiittoccc and staggered 2-211datends a nd at cacti splice 25.2" (51 innt) planks - 2-I6d at cacti bearing Wood structural panels and particichiiartl:2 Suhlloi,r mid wall slueatlulcig (to framing): /" (12.7 min) and less 60 15117 3/1" (IS Inn- 19 ccciii) Ulm 7/1,11-11, (22 ciicic-25 icon) 8(11 I /8"- I/4" (29 min-32 ccciii) I ttt or 8(15 Cinnibinatknic sulifloor-iiiidcrlaycccecit (to liaiciing): 31,1(11) null) and less lid 7/8,,-1,, (22 iicucc-25 dcciii) tIn 11/8"-1 /4" (29 mni-32 cccii) I ltd4 cit 8d1 l'anel siding (to Fraiciing)2: 1/2"(12.7 nun) or less lid Itj" (16 cliii) 8d' Fiberboard slieatluiicg:7 /2" (12.7 citici) No. II ga.8 lid4 No. 16 ga.'t /32" (211 nun) No. I I ga thlt No. 16 ga. In(erior paneling 1/4" (6.4 in)) j1,110 0" (9,5 ccciii) lid (Jonlniiioii or box nails may he used except wheuc otherwise stated. 2Nails spaced at (I indies (152 coin) on center ill edges, 12 inches (3115 mm) at icilercicedislc supports except 6 inches (152 110cc) at all sliph)tlrts where spans lie 48 i neties (121 9 mm) or more. For nailing of wood structural panel and particleboard diaptcragiccs and shear walls, refer to Sections 2315.3.3 and 23 15.4. Nails for wall slicattuicig may be common, box or casing. 3Comn nioii or deformed slmcuik. 4Co ii nion. 81)cforiiied shisick. ('Corrosion-resistant siding or casing nails conforming to the requirements of Section 2304.3. 71--asteners spaced 3 iciclics (76 mccl) on center at exterior edges acid 6 iccchccs (152 mccc) on center at intermediate supporls. 8Cirriosnin-resislacit roofing nails with 7/16-iuicic-diacneler (ii cocci) head and 11/2-icccic (38 cocci) length for 1/2-hid (12.7 nun) sheathing acid I 3/4-iiictc (44 tint length for 25/32-inchi (20 niccl) slceaticiccconforming to the reqlcireircecits of Section 2304.3. _oi rosincui-ccvistant stalites with ccojniiial '/16-indhc (II dccci) crown and 11/8-inch (29 ccciii) lccigtic loc' /2-inch (12.7 cud) sheathing acid I /2-inctn (38 111111) length [or 25/3 I ncli (21) cii cii) slieallm log comm forcn I mg to lIce requirements of Section 2304.3. 111'anc-I supports at 16 imcclies (41)6 colic) 120 inches (508 mmcc) if strength axis in the bug direction of the panel, unless otherwise cicarkedi. Casing or linis-li nails spar'cd In incItes (152 nun) on panel edges, 12 inches (3115 cccli) at iiuterciic.diitc aulpluorts. Pmicl sllhlluulrts :it 24 icictics (lilt) innc). Casing or finish ciahhs shOicei_l Ii iiiclies (152 mcliii) on panel edges, 12 inches (305 cmccct) at interniedime sinjnpou Is. 2-282