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HomeMy WebLinkAbout2073 LEE CT; ; CBR2019-1436; Permit(btyof Building Permit Finaled Carlsbad Residential Permit Print Date: 05/11/2021 0 Permit No: CBR2019-1436 Job Address: 2073 LEE CT, CARLSBAD, CA 92008-2765 Status: Closed - Finaled Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Parcel #: 2053303500 Track #: Applied: 06/06/2019 Valuation: $1381-060.05 Lot #: Issued: 06/09/2020 Occupancy Group: Project #: Finaled Close Out: #of Dwelling Units: 1 Plan #: Bedrooms: Construction Type:VB Bathrooms: Orig. Plan Check U: Inspector: CRenf Occupant Load: Plan Check #: Final Inspection: 05/11/2021 Code Edition: Sprinkled: Project Title: Description: KING: 640 SF DETACHED ADU WI 58 SF STORAGE //712 SF PATIO Applicant: Property Owner: KING CHARLES AND LEINAIA KING CHARLES AND LEINAIA 2O71 LEE CT 2O71 LEE CT CARLSBAD, CA 92008 CARLSBAD, CA 92008 FEE AMOUNT BUILDING PERMIT FEE ($2000+) . $764.45 BUILDING PLAN CHECK FEE (BLDG) $460.56 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $66.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $6.00 STRONG MOTION-RESIDENTIAL $17.95 SWPPP INSPECTION FEE TIER 1 -Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 Total Fees: $2,064.96 Total Payments To Date: $2,064.96 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.gov -to lu jfj( \CC RESENTIAL Plan CheckC-F-sR2Dkc\— (Tip ( City of BUILDING PERMIT Est. Value Carlsbad APPLICATION pc Deposit - Date Job Address 2071 Lee Ct., Carlsbad Ca. 92008 Suite:_APN: 205-330-35-00 CT/Project #: _C8R2019-1436 Lot #:8 Year Built: 1986 Fire Sprinklers: OVES® NO Air Conditioning: YES ONO Electrical Panel Upgrade: ®YESO NO BRIEF DESCRIPTION OF WORK: Building ADU on the back of the lot. The new address for the ADU is 2073 Lee Ct., Carlsbad Ca. 92008 Due to numerous mistakes ol the original contractor, and his Inability to complete the project along with not having competent labor, we are now making application to become owner builders. !J Addition/New: 640 Living SF, Deck SF, 712Patio SF,Garage SF Is this to create an Accessory Dwelling Unit? ®Y ON New Fireplace? ®Y ON, if yes how many? I El Remodel:SF of affected area Is the area a conversion or change of use ? Cv ON El Pool/Spa:SF Additional Gas or Electrical Features? flSolar: KW,Modules, Mourited:ORoof OGround, Tilt: 0 vO N, RMA: Ov ON, Battery: Cv ON, Panel Upgrade: Cv ON 0 Reroof: O Plumbing/Mechanical/Electrical O Only: Other: This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT EiJ PROPERTY OWNERS AUTHORIZED AGENT APPLICANT U Name: Charlie &LeinaiaKing Name: ________________________________________ Address: 2071_Lee Ct.Address: City: Carlsbad State: Ca Zip:92008 City: _State: Zip: Phone: 805.857-2222 Phone: Email: cmkingcosbcqlobaLnet Email: DESIGN PROFESSIONAL APPLICANT 0 CONTRACTOR OF RECORD APPLICANT 0 Name: Address: 22582 SW main St. City: Sherwood State: 01 Zip:97140 Phone: .70888 Email: cnikingco©sbcglobal.net Architect State License: Name: Address: City: _State:Zip: Phone: Email: State License/class: _Bus. License:____________ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602.8558 Email: Buildingcarlsbadca.gov REV. 08120 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in fuliforce and effect. I also affirm under penalty of perjury one of the following declarations: Dl have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No._____________________________________________________________________________________________ Di have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuraaceCompafly Name: Policy No. Expiration Date: E] 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 $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: CONTRACTOR PRINT: SIGN: DATE: (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). toI, 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). n i am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: [I"Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. 0 Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an ow jwrybuilcler if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the Business Code, as ovoilabje upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/colaw.htmL OWNER PRINT: Charlie King SIGN: DATE: 10-15-20 APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL V By my signature below, I certify that: lam the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractor's behalf. 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 lows relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection pwposes I ALSO AGREE TO SAVE INDEMNIFYAND KEEP HARMLESS THE CITY OFCARLSBAOAGAINSTALL LIABILITIES, JUDGMEAIrS, COS75AND EXPENSES WHICH MAY IN ANY WAVACCRUE AGAINSTSAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. 0511.4: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. APPLICANT PRINT: SIGN: DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BulldingcarIsbadcgy REV. 08/20 C Cityof Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address 2071 Lee Ct, and 2073 Lee Ct., Carlsbad Ca. 92008 The City of Carlsbad ("City') is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. _l understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. ..<_I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. CK I understand as an "Owner-Builder" I am the responsible party of record on the permit I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. iv. CK I understand contractors are required bylaw to be licensed and bonded in California and to list their license numbers on permits and contracts. V. CK I understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at feast five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. REV. 08/20 Owner-Builder Acknowledgement Continued vi. CK I understand it I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. CK I understand under California Contractors' State License Law, an Owner-Builder who builds single- family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. CK I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. CK I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca,gov for more information about licensed contractors. x. CK I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 2071 Lee Ct., Cailsbad Ca. 92008 xl. CK I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. xii. CK _I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury thatl hove read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the Option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived thjiqht in signing this form without the advice of legal counsel. Charlie King 10-15-20 Property Owner Name (PRINT) yr099rty Owner Signa ure Date REV. 08/20 Permit Type: BLDG-Residential Application Date: 06/06/2019 Owner: COOWNER KING CHARLES AND LEINAIA Work Class: Second Dwelling Unit Issue Date: 06/09/2020 Subdivision: CARLSBAD TCT#85-36 Status: Closed - Finaled Expiration Date: 05/03/2021 Address: 2073 LEE CT IVR Number: 19571 CARLSBAD, CA 92008-2765 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-15 Roof/ReRoof 136550-2020 Passed• Tony Alvarado Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency August 25, 2020: Yes 1 New addition roof sheathing/nailing-approved per plan. 08/26/2020 08/26/2020 BLDG-84 Rough 136699-2020 Passed Paul Burnetté Complete Combo(14,24,34,44). .. Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 . Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yeé Rough-Ducts-Dampers 09/11/2020 09/11/2020 BLDG-16 Insulation 137963-2020 Passed Peter Drelbelbis Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/1812020 09/18/2020 BLDG-17 Interior 138668-2020 Cancelled Chris Renfro Reinspection Incomplete - Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No 11/03/2020 11/03/2020 BLDG-17 Interior 142807-2020 - Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency November 3, 2020: Yes 1. Interior ADU drywall inspection, drywall type, and drywall nail pattern-approved. 05/11/2021 05/11/2021 BLDG-Final Inspection 157047-2021 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final . Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Tuesday, May 11, 2021 Page 2 of 2 Building Permit Inspection History Finaled (7city of Carlsbad Permit Type: BLDG-Residential Application Date: 06/06/2019 Owner: COOWNER KING CHARLES AND LEINAIA Work Class: Second Dwelling Unit Issue Date: 06/09/2020 Subdivision: CARLSBAD TCT#85-36 Status: Closed - Finaled Expiration Date: 05/03/2021 Address: 2073 LEE CT IVR Number: 19571 92 CARLSBAD, CA 008-2765 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status - 07101/2020 07/0112020 BLDG-21 131572-2020 Passed Chris Renfro UndergroundlUnderfio or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Pro-Con 131573-2020 Passed Chris Renfro Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/07/2020 07/07/2020 BLDG-11 132036-2020 Passed Chris Renfro Foundatlon/FtglPiers (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Complete Complete Complete 07/20/2020 07/20/2020 BLDG-66 Grout 133399-2020 Cancelled Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 07/23/2020 07/23/2020 BLDG-81 Underground 133685-2020 Partial Pass Chris Renfro Reinspection Incomplete Combo(11,12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-11 Foundation-Ftg-Piers Please provide RFI 8x11 sheet from No (Rebar) structural engineer on details for column footings F4, F6, and F8, on GB metal post base installation. Gall for reinspection BLDG-12 Steel-Bond Beam No BLDG-21 Underground gas line and pressure test. Yes Underground-Underfloor OK to backfill Plumbing BLDG-31 Underground conduit from ADU to main No Underground-Conduit Wiring panel. OK to backfill 08/25/2020 08/25/2020 BLDG-13 Shear 136551-2020 Passed Tony Alvarado Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency August 25, 2020: Yes 1. Sheer wall panels, holdowns, and metal connector hardware end approved per. engineers plans, details and specifications. Tuesday, May 11, 2021 Page 1 of 2 7-- DATE: 5/15/2020 JURISDICTION: Carlsbad EsGV/ il ASAFEbuttCompany APPLICANT El EJ JURIS. c. PLAN CHECK#.: CBR2019-1436 SET:V PROJECT ADDRESS: 2073 Lee Ct. PROJECT NAME: New ADU for Homes 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 until corrected plans are submitted for recheck. El 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: Charlie King Z. EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Charlie Telephone #: 805-85772222 Date contacted: (by: ) Email: cmkinqcocisbcqlobal.net Mail Telephone Fax In Person • REMARKS: P!êase have your staff to place "soils n0 6 I3arnp" on the plans. By: Bert Domingo for David Enclosures: EsGil 5/07/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuiU Company DATE: 1/24/2020 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2019-1436 SET: IV PROJECT ADDRESS: 2073 Lee Ct. PROJECT NAME: New ADU for Homes Residence O APPLICANT L3 JURIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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 until corrected plans are submitted for recheck. LI 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: Charlie King LII EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Charlie Telephone #: 805-857-2222 Date contacted: (by: ) Email: cmkinpco(äsbcqlobal.net Mail Telephone Fax In Person LI REMARKS: By: Bert Domingo for David Enclosures: EsGil 12/17/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 19-1436 1/24/2020 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. PLANS 1 .Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE 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, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Every effort was made to find the items in this correction list on the resubmitted plans. Without a response letter to guide me to the remedy, notes and corrective measures may not have been found 21. Is the slab inside the ADU going to be sloped? Foundation plan Page S2 indicates a slope in the slab. Why are there two Foundation and Two Framing Plans? Please show rebars for the slab? MECHANICAL 33. Specify on the plans the following information for the fireplace(s): a) Manufacturer's name/model number and ICC approval number, or equal. ELECTRICAL 37. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. Carlsbad CBR2019-1436 1/24/2020 PLUMBING An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). Please give us a response to each items above so that we would know what to do. 49 Foundation should be based on 1000 PSF per the City MISCELLANEOUS 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 L3 No IJ The jurisdiction has contracted with EsGil, 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 Bert Domingo at EsGil. Thank you. EsGil A SAFEbuiLt'Company DATE: 12-17-2019 D APPLICANT D JURIS. JURISDICTION: Carlsbad PLAN CHECK#.: CBR2019-1436 SET: III PROJECT ADDRESS: 2073 Lee Ct. PROJECT NAME: New ADU for Homes Residence El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El 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 until corrected plans are submitted for recheck. El 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: Charlie King EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Charlie Telephone #: 805-857-2222 Date contacted: (by: ) Email: cmkincicosbcqlobal.net Mail Telephone Fax In Person LI REMARKS: By: David Kniff, AlA Enclosures: EsGil 11-27-2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2019-1436 12-17-2019 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE 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, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Every effort was made to find the items in this correction list on the resubmitted plans. Without a response letter to guide me to the remedy, notes and corrective measures may not have been found FOUNDATION REQUIREMENTS 15. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 17. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 21. Is the slab inside the ADU going to be sloped? Foundation plan Page S2 indicates a slope in the slab. Why are there two Foundation and Two Framing Plans? Carlsbad CBR20 19-1436 12-17-2019 MECHANICAL 29. Show on the plans the type and size (Btu's) of all heating and cooling appliances or systems. 33. Specify on the plans the following information for the fireplace(s): a) Manufacturer's name/model number and ICC approval number, or equal. ELECTRICAL 37. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. PLUMBING 47. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). ENERGY CONSERVATION Prior to the initial plan submittal the energy design was required to be registered with the appropriate HERS provider data registry. Prior to the next plan review, please register the energy design and resubmit plans with completed forms (registration number). Please have the responsible designer sign and complete the form on T24-A. NEW ISSUE Carlsbad CBR2019-1436 12-17-2019 MISCELLANEOUS 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 L3 No L3 The jurisdiction has contracted with EsGil, 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 Kniff, AlA at EsGil. Thank you. P3 ES*Gfl A SAFEbuiItCompany . DATE: 10-21-2019 IJ APPLICANT IJ JURIS. JURISDICTION: Carlsbad PLAN CHECK#.: CBR2019-1436 SET: II PROJECT ADDRESS: 2073 Lee Ct. PROJECT NAME: New ADU for Homes Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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 until corrected plans are submitted for recheck. liii 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: Charlie King EsGil staff did not advise the applicant that the plan check has been completed. Est3il staff did advise the applicant that the plan check has been completed. Person contacted: Charlie Telephone #: 805-857-2222 Date contacted: (by: ) Email: cmkinpco(sbcqlobal.net Mail Telephone Fax In Person LI REMARKS: By: David Kniff AlA for (KF) Enclosures: EsGil 10-3-2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 11 Carlsbad CBR2019-1436 10-21-2019 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE 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, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Every effort was made to find the items in this correction list on the resubmitted plans. Without a response letter to guide me to the remedy, notes and corrective measures may not have been found. It should also be clearly noted that with the latest submittal the structural plans and the Title 24 plans were not attached. GENERAL RESIDENTIAL REQUIREMENTS Habitable rooms, except kitchens, shall not be less than 7' in any horizontal dimension. Section R304.3 Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) 2020 Window at the Bathroom near front door within a 24" arc of the door. FOUNDATION REQUIREMENTS 15. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 'r Carlsbad CBR2019-1436 10-21-2019 16. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." If applicable. 17. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). Foundation anchorage in Seismic Design Categories C, Do, Di and D2. In addition to the requirements of Section R403.1.6, the following requirements shall apply to wood light-frame structures in Seismic Design Categories Do, Di and D2 and wood light-frame townhouses in Seismic Design Category C. R403.1.6.1 1. Plate washers conforming to Section R602.11.1, 0.229"x3x3", shall be provided for all anchor bolts over the full length of required braced wall lines. Properly sized cut washer shall be permitted for anchor bolts in wall lines not containing braced wall panels. Foundation note is incomplete. Show slab reinforcement, vapor barrier, footing size etc. Is the slab inside the ADU going to be sloped? Foundation plan indicates a slope in the slab. STRUCTURAL (no response) Show stud size, height and spacing on the plans. Maximum allowable stud heights shall be per Table R602.3(5). Provide gridlines on structural plans. Show length of shear wall on plans. Review shear wall table on page 10 of calcs. I am unable to match the walls in calcs to plans. Call out sizes of posts on plans. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. - Carlsbad CBR2019-1436 10-21-2019 Truss calcs show vaulted ceiling, section shows flat ceiling. MECHANICAL Show on the plans the type and size (Btu's) of all heating and cooling appliances or systems. A gravity vent appliance (FAU), may not be installed in a negative pressure environment (room with dryer). Show how makeup air will be provided for the utility room. The code requires an opening with a minimum of 100 square inches of makeup air CIVIC 504.4.1 Show how combustion air will be provided for utility room. Specify on the plans the following information for the fireplace(s): Manufacturer's name/model number and ICC approval number, or equal. Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CIVIC Section 802.5.4. Note on the plans that approved spark arrestors shall be installed on all chimneys. CRC Section R1003.9. Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section CRC 1004.3. ELECTRICAL Provide electrical plans. Provide the required separate ground electrode for ADU. CEC 250.32(A) Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. A balcony, deck, or porch that is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E) (3). This receptacle must be GFCI protected. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). ) Carlsbad CBR2019-1436 10-21-2019 Show on the plans a wall receptacle within 36" of each lavatory in the bathroom. CEC 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. CEC Article 210.70(A). PLUMBING Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a)The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). RESIDENTIAL GREEN BUILDING STANDARDS Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC Section 4.410.1. Note on the plans that the gas fireplace(s) shall be a direct-vent sealed-combustion type. Woodstove or pellet stoves must be US EPA Phase II rated appliances. CGC Section 4.503.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and-mechanical equipment is to be covered. CGC Section 4.504.1. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. 41 Carlsbad CBR2019-1436 10-21-2019 Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. ENERGY CONSERVATION Prior to the initial plan submittal the energy design was required to be registered with the appropriate HERS provider data registry. Prior to the next plan review, please register the energy design and resubmit plans with completed forms (registration number). MISCELLANEOUS 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, 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 Kniff AlA for (KF) at EsGil. Thank you. U EsGil A SAFEbuiIt Company DATE: June 24, 2019 JURISDICTION: Carlsbad U APPLICANT U JURIS. PLAN CHECK#.: PROJECT ADDRESS: 2073 Lee Ct. SI PROJECT NAME: New ADU for Homes Residence LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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 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: Charlie King EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Charlie Telephone #: 805-857-2222 Date contacted: (by: ) Email: cmkinqco(äsbcclobal.net Mail Telephone Fax In Person LI REMARKS: By: Kat Frankowski Enclosures: EsGil 6/10/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 19-1436 June 24, 2019 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2019-1436 PROJECT ADDRESS: 2073 Lee Ct. FLOOR AREA: ADU = 640 SF Patio = 712 SF JURISDICTION: Carlsbad STORIES: HEIGHT: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 6/10/2019 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Kat Frankowski COMPLETED: June 24, 2019 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and 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 construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, 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. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR20 19-1436 June 24, 2019 PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE 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, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Section RI 06.2. Show setback to overhang. Please make any inked in changes permanent on the plans. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." Various sheets of plans show call outs in different locations (rectangle with 3-4 numbers), please provide a legend. GENERAL RESIDENTIAL REQUIREMENTS Habitable rooms, except kitchens, shall not be less than 7' in any horizontal dimension. Section R304.3 Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Carlsbad CBR20 19-1436 June 24, 2019 a) Glazing in doors. 9. Within units, show that corridors and hallways have a minimum width of 36 inches. Section R311.6. Show in kitchen ROOFS/DECKS/BALCONIES 10. Specify on the plans the following information for the roof materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 11. Specify roof slope on the plans. Coordinate roofing notes. There several different roof slopes and overhangs noted in various location on the plans. 12. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. Provide vent calcs. 13. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. 14. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to 1/4" maximum openings. Section R806.1. FOUNDATION REQUIREMENTS 15. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 16. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, Carlsbad CBR2019-1436 June 24, 2019 The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." If applicable. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401.3. Foundation anchorage in Seismic Design Categories C, Do, Di and D2. In addition to the requirements of Section R403.1.6, the following requirements shall apply to wood light-frame structures in Seismic Design Categories Do, Di and D2 and wood light-frame townhouses in Seismic Design Category C. R403.1.6.1 Plate washers conforming to Section R602.11.1, 0.229"x3"x3", shall be provided for all anchor bolts over the full length of required braced wall lines. Properly sized cut washer shall be permitted for anchor bolts in wall lines not containing braced wall panels. Foundation note is incomplete. Show slab reinforcement, vapor barrier, footing size etc. Is the slab inside the ADU going to be sloped? STRUCTURAL Show stud size, height and spacing on the plans. Maximum allowable stud heights shall be per Table R602.3(5). Provide gridlines on structural plans. Show length of shear wall on plans. Review shear wall table on page 10 of calcs. I am unable to match the walls in calcs to plans. Call out sizes of posts on plans. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or letter). CBC Section 107.3.4.1. Truss calcs show vaulted ceiling, section shows flat ceiling. Carlsbad CBR20 19-1436 June 24, 2019 MECHANICAL 29. Show on the plans the type and size (Btu's) of all heating and cooling appliances or systems. 30. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.4.2. 31. A gravity vent appliance (FAU), may not be installed in a negative pressure environment (room with dryer). 32. Show how makeup air will be provided for the utility room. The code requires an opening with a minimum of 100 square inches of makeup air CIVIC 504.4.1 33. Show how combustion air will be provided for utility room. 34. Specify on the plans the following information for the fireplace(s): Manufacturer's name/model number and ICC approval number, or equal. Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CIVIC Section 802.5.4. Note on the plans that approved spark arrestors shall be installed on all chimneys. CRC Section R1003.9. Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section CRCI004.3. ELECTRICAL 35. Provide electrical plans. 36. Provide the required separate ground electrode for ADU. CEC 250.32(A) 37. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 38. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52. 39. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 Carlsbad CBR2019- 1436 June 24, 2019 Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). Weather resistant type for receptacles installed in damp or wet locations (outside). Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. GFCI protected outlets for locations described in NEC 210.8(A): Laundry areas, kitchen dishwashers, kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. 40. 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. CEC Article 210.52(E). This receptacle must be GFCI protected. 41. A balcony, deck, or porch that is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E) (3). This receptacle must be GFCI protected. 42. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). 43. Per CEC Article 210.11 (C)3, note on the plans that bathroom circuiting shall be either: A 20 ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. 44. Show on the plans a wall receptacle within 36" of each lavatory in the bathroom. CEC 210.52(D). 45. 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. CEC Article 210.70(A). PLUMBING 46. Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. 47. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). Carlsbad CBR2019- 1436 June 24, 2019 Dimension on the plans the 30" clear width required for the water closet compartment and the (minimum) 24" clearance required in front of the water closet. CPC 402.5. Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8 GPM of flow. CPC Sections 407, 408, 411,412. RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301. 1 .1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC Section 4.106.2. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC Section 4.106.3. Exception: Additions not altering the drainage path. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall-mounted) 0.125 gallon/flush Urinals (others) 0.5 gallon/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets 1.2 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.25 gallons per cycle Carlsbad CBR2019- 1436 June 24, 2019 . Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. Note on the plans that landscape irrigation water use shall have weather or soil based controllers. CGC Section 4.304.1. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC Section 4.410.1. Note on the plans that the gas fireplace(s) shall be a direct-vent sealed-combustion type. Woodstove or pellet stoves must be US EPA Phase II rated appliances. CGC Section 4.503.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC Section 4.504.1. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a hum idistat. CGC 4.506.1. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC Carlsbad CBR20 19-1436 June 24, 2019 102.3. ENERGY CONSERVATION 66. Prior to the initial plan submittal the energy design was required to be registered with the appropriate HERS provider data registry. Prior to the next plan review, please register the energy design and resubmit plans with completed forms (registration number). 67. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. C) The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) d) A 120 volt receptacle accessible to the heater installed within 3'. 68. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 69. All domestic hot water piping to have the following minimum insulation installed: 1/2" pipe (1/2" insulation); 3/4" pipe (1" insulation); 1" to 1-Y2" pipe (144" insulation). CPC 609.11 & ES 150.00) a) Additionally, the 1/2" hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.00) Residential ventilation requirements: ES 150.0(o)/ASH RAE 62.2 70. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. 71. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". 72. Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. MISCELLANEOUS 73. 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. Carlsbad CBR20 19-1436 June 24, 2019 74. 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: 75. The jurisdiction has contracted with EsGil, 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 Kat Frankowski at EsGil. Thank you. 'Carlsbad CBR2019-1436 June 24, 2019 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBR2019-1436 PREPARED BY: Kat Frankowski DATE: June 24, 2019 BUILDING ADDRESS: 2073 Lee Ct. BUILDING OCCUPANCY: BUILDING POR11ON AREA (Sq. Ft.) Valuation Multiplier Reg Mod. VALUE ($) ADU 640 187.99 120,314 Patio 712 12.33 8,779 Air Conditioning Fire Sprinklers TOTAL VALUE 129,093 Jurisdiction Code Icb I By OrdDnance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee v I 1l Type of Review: [] Complete Review U Structural Only [J Repetitive Fee E] Other L Repeats El Hourly VJI EsGil Fee Hr. © * I $446.861 Comments: in addition to the above fee, an additional fee of $ is duej hour $/hr.)'-for the CaiGreen review;. Sheet of [ I LYVER ENGINEERING AND DESIGN L Li 7950 SE. 106th, Pot{ánd, Oreon 97266 Ph 503.705.5283 c. 503,4827449 TroyL@LverEAD..c.on. erEADcqm Design for; Mark .Stev....art Home Design p PEI L RESIDENCE O62 SINGLE FAMILY RESIDENC 'ff Gravity and Lateral F.rce'-' Analysis and Design 2071 LEE COURT Carlsbad, California 9.2008 These calculations are: for the design ad. detailing .of a new. SINGLE FAMILY RESIDENCE in Carlsbad, Cälifôrnia. We have'' performed the complete lateral, load and gravity design for the proposed custom residence. The information contained is for the sole use of MARK STEWART and their agents to provide a new framed RESIDENCE All other work performed by others IspMtsKIe the scope of this destgn ,rn 7/ f I xi: D. 3', 20 Job Number 19-072 April 15, .2019 lb HII3C 0 LYVER ENGIREERI. NG AND. DESIGN Lj L. 7950 'SE :106thPortland', .Orgo.n .97266 - L _ !:h:. 5.01,,-10552n Fgx 503 482 449 ToyL€'L 1vr E -0 corn W U r EAD corn 'General Information: The structural 'calculations contained herewith are fór'th'e• new proposed single family, custom réSidence Mark Stewart Home Design Pell Residence - 2071 Lee Court - Carlsbad, CA 92008 Residence Lateral Design Code Used: 2015 CalifornIa Buii'ding,'code Design Loads: Dead Load: Roof Roofing (Arch comp)' 5.0 psf 5/8" Ply Sheathing 1.8 psf Gypsum Board Ceiling' 2.8 psf insulation (Battor blow-in) 1.0. 'psf Mechanical 1.5 psf Misóellañeous , 2.9 psf TOTAL 150 psf Floor Flooring,(Ilnoleum/carpet/tile) 5.0 psf 3/4" T&G pty sheathing 2.3 psf 2x JoIsts 2.8 psf insulation to psf 5/8" Gypsum Board Ceiling 2.8. psf Miscellaneous 2.1 0sf TOTAL 15.0 psf Live Load:,. Roof Ground Snow Load 25.0 psf. Roof Snow'Load .250 psf, Wind Load: .110MPH (uIt) 85 mph (ASD) Exposure C - Simplified :Séfsmlc Load Ss 1.2598 &.Sj= 0.4751 (Carlsbad,ØA 92008) Soil Load: Allowable Bearing 1500 Of ii _ :r HM FRONT ELEVATION RIGHT: ELEVATION SCALE: SCALE;1/41-O • REAR ELEVATION SCALE: 1/41-O LEFT ELEVATION SCALE: 1/4*iO oo#cotw. ROOF :o - DUU.DERS FE1.T. OER 112 ROOF sHEAn4ING:us. 04 NAILS'*. 6 AT EDGES ND It OG IN FOLD BUILDING. SECTION BUILD NG I SECTION. B SCALE 1/41ON AND PRE- NH GRADE IS:TO 'SLOPE AWAY FROM DUa.O!!O PIERIMETER. r i ' L : F J-- --;L . •. ;. Hrf [T r I tP r4' i.. : - r :.i.4Z... mi 4-4 - 1 --- 2 n... .2 . L.. ........ . .. .., .., 2.. . .L ..z. - ........_.. I. -_. - :2 ''TT'T'J'Ti"ri1TT'TT - -- .. 41 ------------- ILI- I :Aj - Tt-4 -T4t 2 . __ 1 , 6T,4 -_1 0- 1~ i L ...... U.-E. E.T.... . ........ 7-~-5-N4 a,x 4 Sl )ESeJPTJON: MENTO 1'vWu LWER ENGINEERING AND .DESIGN7j,, 7950 SE 106th Pot and, Oregon 97266 PROJECT NO. SHEET, h:503.705;5283 F:53482.744 OL (_L 11rI Lyvr Engineering and Design, LW Project Title:. L 790 SE 106th AVE ' Engineer: f1I1 i Portland, Oregon 97266 Proet ID: ' Project Desct: __________ Prifled: IS APR .2018. 8:5MM ASCE Seismic: ase Shear Re QIU SEISMIC FORCE GENERATON Risk Category' IGP 4 Risk Category of Building or Other Structure : T :Atr B dings and other et ures axeept those ted as Cetegory W end'W AScEY Table Seismic Importance factor. I ASCE 7 Page Thb..e1.5-2 ASCE .7-16 11.4,2 Max, Ground Moflohs, .5% Damping,: Latitude. :33.156 deg North 1,259764 9Q2sectesponse' LongitUde = 117.326 deg West SI 0,475119 9 1.0 sec response Locat1on CarLsbad, CA 92008 Site Class, Site Coeff. and Des1'gnCateory Site Classification 'E' : Shear Wave Velocity must be less than. 600 ft/sec = ASCE 71'203-r Site Coefficients Fa &.Fv Fe . 4$Ct 7-18'able 11.44 8 11J2 (using straight-line lntd,polàtldn from table values) Fv '= 2.4.0 Maximum Considered 'EarthquakéAerafion S NIS =Fa *5 1.134 ASCE 71-18 Eq. 1144 FvS1 1.140 ASGE746Q 1L4-2 Design Spectral Acceleration S =S 2J3 = 0.755. ACE 7-16 Eq> 11,4-3 $ 58 ~Aj2l3 0.760 ASCEI-16'Eq. 11.4-4 Seismic Design Category = D S 0.75 ASCE 716 Table 11.6-1 8-2 _. ................._... . ............. ... ......... ..... ASCE 746 Table 12.2-f Basic Seismic Force Resisting System... searing Wall Systems ._. 15.Light-ftanie (wood) walls sheathed w/Wood structural panels rated for shear resistance. Response Modification Coefficient R . 6.50 Sulng height Limits: 'System Overstrength Factor 'Wo' 3,0 Category 'A & B' Limit No Limit Deflection Amplification Faor Cd 4.00 Category *0* Limit: L -hit 65 NOTES See' ASCE 746 forai apedie 'Category *E Limit Limit 65 Category I" Limit Limit =60 Lateral Force Procedure ASCE 746 Section 12.8.2 Equivalent Lateral Force Procedure The Eguivalent Lateral Force PrØure is bblngjJs accorthra to the ovsions Of ASCE 71i2& Determine 8urg_Period Lisa 480E12.&7 Structure Type for Building Period Calculation: At Other $ttUcturai Systems Ct value 0.020 hn • : Height from base'to highest level = 14.0 It 'xvalue 0.75 T Approximate fundamental period using Eq. 12,8-7 Ta rCt: hn " 0.145 sec. TL": Long-period transition period per ASCE 716 Maps 22-14-> 22-17 8,80 sac Building Period ' Ta Calculated from Approximate Method selected 0.145 sec U es Response Coefficient______ . _______ .4SCE 748 Secdcn 12.8.1,1 S Short Period Desion Spectral Response = 01756 From Eq. 12.8-2, Preliminary Cs 0.116 'R: Response Modification Factor 6.50 From Eq. 12.$.3&1218.4,Cs need not exceed 0.608 ' I":Seisniic Importance Factor I From Eq, 12.8-5&12.8-6, Csnot.be less than 033 Cs Seismic Response Coefficient 0.1163 Seismic Base Shear , . ASCE 7.f6'Saioa 1241 Cs = 0.1163 from 12.8,1.1 W(seeSümWibeiow) = 25.30 k Seismic BaseShear V= Cs'W = 2.94k LyverEñgineeiing and Design, 1tC Project Title: flI1950SE:106th.AVE Engihé: Lr I !i PotIand Oregon 97266 PfOJet!D.: Project OeScr WE Seismic Base Shear F10= CUersJ Ve4catDstrthution of Seisniic Forces ______ _______AsaF'7-f.6S--dkn 1242 k onent b on Ta = * _______ Tébie ofiI'ing WeighfsbyRoor LeveL., ______ _____ Level # Wi WeIght . Hi :Height (Wi' li4k). .Cvx .•Fx=Cx' V SumStory Shear Surn.Stoy Moment 1 25.30 .800 20240 LOG 294 2:94 0.00 Sum '255; 31O k Sum ft" h 20240 kif ToISaseShea = 2941 BaseMOrnent 235:h4t AXE 74612,16.1.! ____*. ... .. ...... .................... . Level Fl SuñFl Sum W FpC*d Fpx Mm Fpk:Max .Fpi Dsgn; Fo?áe 1 25.30 2,94 294 25.30 2,94. .3 7.85 :3.02 3.82 Wpx.. --- ....... ................... Fl,,,,,, ..:. SurnFi. .......................... Mft4Req'd Force.@ Level..._—, MAX Reqd Foré © Le'él........... Fpx: Dsign Force t Level .......... Weight atievel of diaphragm and other structure eIernentsaftachbdt:it. Design Lteral Fôraplied at the level. Sum ofLai. Force of current level plus all ievèlsábove 0.20S 051 Wpx 0.40 S 0 JWpx WpxSUM(x>n) Fl I;.SUM(Xfl)Wi, X Cuffn11eV1 n Top Level 'm Pro j:.'-j- Engineer Project'ID: Project D.ésôr: 8:3AM Descipon : AnaLtcalYaues ____ _____ 740 V BascWind Speed per Sect 26.5:1 A B arC IMO mph Roof Rise:Run Ratio 4:12 O*Oancy per Table l 51 ti All Buildings and otherstructures except those.listed: as Category 1111, d IV Exposure Category Per 26.1 MRH: Mean Roof !(eht Lambda.: per'F re.2861, Page305. Elf ectvo Wind Area of Component 8 Ckdthng Roof çiitth frdádding pressure User speafied rnmnum design pressure TopograpticFactor'Kz1 per 26.8 1140 Least HonzontalOimensron a max'(004 LHD, 3, niin(0.10LHD;O:4*MRH)), Exposure C 1.4.0 ft 1.21 10,0 ft2 0: to 7 rees 1O.O pa '1.00 a 3,60 ft. max(004UiD 3 mn(010LHD 04MRH)) Wind Pressures _____ KrizontaI Pressures. Zone A = 32:10 psf Zone C 21 42 psi Zone, B •10 .00psf Zone: D = -10.00:psf Vertical Pressures Zone: E •2795 psi Zone: S = -1936 psI Zone: F . -19,36 psi Zone: .H = -14.76 pf Zone: •Eot = -39.08 pet 'Zone:, C-oh . -30.61 pat ASCE 7-10 Section 28.6.4 Minimum Design Wind Loads requires that the load;effects of thedesign wind pressures from Section 28 6 3 shall not be less than a minimum load defined by assuming the pressures ps for zones A and C equal to +16 psf, Zones B and D equal to +8 psf while assuming ps for Zones E, F G, and H are equal (0.0 psf. Wa4din.g0signWind'Pressure .,: Design Wind Pressure z Lambda * Kz! • Ps30 pet Eq 30 5-1 Roof Zonel.: Positive.: 10,169 psI Negative.: -26.378 psi Roof Zone 2: Positive.: 10.769 psI Negative -4.166 pat Root 'Zone 3.: Fosillva:' .10.769 psI gtive: -66.550.psr Wall Zone 4: Positive' ' 26.374W flega live : -28.556 psI, Wall Zone S: Positive.: 26.378 psi t1egative.: -35.211 f RooiOverhang,Zone 2,: -37.994 of Roof Overhang Zone 1 .62,436. psi (P:137.12 #2 U (M-2TttZ #2 WRA7PA U (Mx12 #2 (M1) 612 7-10 C. 32-Os 7-1O' 12-Op 2O'Q 6-O - fl.L .&SLIo j I - MASTER 11/6x11/O GREAT RM. AS - --W DINE 1/2x12/O 0 ATH 11/"\ KITCHEN .rjl 's:NKS (M-6) SLEEP 2 I co r R.M.1 I I MN 2 ____ 4031 I 10 7 8 8,-o" 2-4 6 0 tn 26-2 7-10 WRAPAROUND PORCH fl # (M !! :3Ej MT '2 . MAIN FLOOR PLAN SCALE: 1/4"=l'-O' 670 SQ. FT. IBC Shearwall Design PERFORATED SHEARWAL.L per 2305.3.7.2 Table 2305.3.7.2 Shear RnsItance Adiustnint Faethr ftn % Full Ht Sheathing Maximum Opening Height 33% H/3 50% H/2 67% 2H13 83% 5H!6 100% H 10% _1 0.69 0.53 0.43 0,36 20% 1 0.71 0.56 0.4 0.38 30% 1 0.74 0.50 0.49 0.42 40% '1 ' 0.77 0.63 0,53 045 50% 1 0,8 0.67 0.57 0.5 60% 1 0.83 0.71 0.63 0.56 70% 1 0.87 0.77 0.69 0.63 80% 1 0.91 0.83 0.77 0,71 90% 1 0.95 0.91 0.87 0.83 100% _1 1 I 1 I 1 1 [z (V-/ EO-1-L I FULL HFtO'I1Si1EAT8ING 4,, ) / WALL LENGTH, 1? T=(VHI oLL 1) Wind (W)or Soimic (S) Controls? w . Maximum Shearwall Aspect Ratio 3.5 Full Height of Wall (ft) 8 1 9 1 10 1 11 12 Mm. Width of Shearwall Segment 2,29 12.571 2.86 1 3.14 1 3.43 Wall Identification Shear V (lb) Height of wall" H (ft) Total Length of Wall L (R) Sum of Full Height Sheath. 1W (It) Max Opening Height Ho (II) % FUll Height Sheathing % % Max Opening Height % - Co Shea? _ Shearwall I Type1 Uplift © Wall End (lb) Uplift from Wall Above (DL ofWALL (lb) Total Uplift. (lb) Holdown2 Roof to Foundation Wall A1/A2/A3 Wall B Wall 1 Wall 2 Wall 3 1.050 8 3 3 0.00 1.00 0,00 1 350 B 2800 2800 HDU4.SD32.5 3,150 8 47,67 32.97 6.87 0.69 0.83 '3 1'7 A 1377 1377 H0U4SDS2.5 44291 8 20 16 . 6.67 0.80 0,83 W. 7U B ,022 3022 HD1J4.SO925 4,291 8 20 20 ör" 1.00 0.00 1 215 A 1716 1716 HDU4-SD82.8 1,500 8 7 '7 0.00 1.00 0.00 1 214 1714 11714 HDU44DS2.5 .;,4 V4 <" 0 5111 c P. ujd , w z U 0 -I - : 41 k o o = 4 U 0 ww ri w ' -i I Ui U U) 2 a a .J. - 0. I ., 09 I . I LH lox 01/ ZH. A. Project PEIL RESIDENCE4 Location::.M-1 Multi Loaded Multi Span Beam (2015 International Building Coe(2015 NIDS)) 55 [N -X' 1,1.6 lNx 8 J. 0 FT #2 Douglas Fir-Larch -Pry Use Section Adequate By 44;7%: oiitrollihg .Factor Moment DEFLECTIONS enter Live Load 00$ IN 1/2098 bead Load '003 in Total Load 008 IN 1/1236 Live Load Deflection Cntena 1/360 Total Load Deflection Criteria 1/240 REACTIONS A live Load: 180.0 !b 1800 lb Dead Load 125$ lb 1255 lb TOtI Load 3055, 6. ,3055 Ib• Bearing Length 089 in 089 in SEAM DATA Span Length 8 ft .Unbrèced Length Top 0 ft UnbracedLength-Bottom $ ft Live Load Duration Factor 1;00 Notch Depth MATE!1AL PROPERT1E #2.-Douglas-Fir-larch Bending Stress Pb = 875 psi Pb = 875 psi SheárStress FV= 170 psi 170 psi pd=1.oQ Modulus ofIasticity E 1300 ksi E = 1300 ksi Comp. Ltd Grain:. Pc- ' = 625 psi = 625 ps Corifrolling Moment: 81i0 ft-16 4 0 Ft from left support 01 span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 ControIling$hear: 3055 lb At left support of span 2 (Center Span) Created by combiningaIl dead ioads and live loads.on spa(s)? omparisOris with required sections: Regd. Provided. Section Modulus 81.79: in3 121.23 1n3 Area (Shear) 2695 iri2 63.25.in2 Moment of Inertia (deflection) 135433 ih4 69707 in4 Moment 6110 ft-lb .l40 ft-lb Shear: 055 lb 7168 lb Mia1ed Fb = 875 psi FV= 170: psi Es 1300ksi Fc-1-= 625 'psi LlniformLWeLoad 100 plf Uniform Dead Load 190 Olf Be''am Sell Weight j Pect: .PEIL RESIDENCE4 Location: 'M-2 Multi-Loóded Multi-Span' Bean t2'),15 l'ntemtional Building Codè(2015 NDS)],' 5:5iN•:11;5iNx.1o:o:rr #2. Douglas-Fir-Larch -:PryUse Sectión Meqüaté By: 230,9% Controlling Fáctor Moment DEFLECTIONS 'nt Uvelbad 0M2 IN L/4834 Dead Load O.03 in Total Load 0,05 INL/2262' Live Load Deflection Cnkena U360 Total Load Deflection Criteria L1240 'StruCaic 9.0 ' 1/ StruCalc Wrion'1.0O.1.6; 3/26/2019 4:3i21. PM Live Load 500 lb 500. lb Ned Load '569 ,'lb 569 lb Total LOad 1069 lb 10691 lb 'Span Lehgth , 10 ft Unbraced t.ength.Tôp 0 ft Uñbraced Length-Bottom 10 ft Live'LoädDuratión Factor 1.0 Notch Depth' 0.00 'MATEAIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Béridihg Stress: Fb..= 875 psi. Cd1;OO.cF1.00 Shear Stress: Fv= 170 psi .cd1.00 Modulus or Elasticity: E 1300 ksi ,Corrp.- to Grain; Ft- = 825 psi Controlling Moment: 2671 ft-lb 5.0Ff from lOft suppóiiof span 2 (CènterSpthn) Created by combining all dead loads and live loads on span(s) 2 Controlling ShOar: -1069 !b ,At .rightsupportof.span2.(CenterSpan) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: , Redo Provided Section Mdulus 36;64 ia3' '121.23 in3 Area (Shear): 9.43 1ñ2.' 63.25' 1n2 Moment of Inertia (deflection): 7396 in4. '6971.97 in4 Moment; '2671 ft-lb 8840 'fWb Shear; -1b6'lb. 7168 lb 16, Pàjt:PEiL RESiDECE4' LocatiOri M4 Multi-Loaded Mufti-Span Beam t2015 International Building Code (2015 NDS)J .5.5 IN x11.5 lN110 FT #2 Douglas Fir Larch Dry Use Section Adequate By:,1735% ontolIlnd Facto. Mothert. Live. Load 004 lN1/332: Dead Lad :0.04.. in Total Load 008 1N1111699- Live Load. Deflection Criteria: .11350. Total LOed:Deflection Criteria: 11240 Live load. .550 lb 550. lb. Dead Load 625 lb 625 lb Total Load 1175 'b 1.1,701 lb Bearing length 034 in 0.34: i BEAM DATA - Center Span Length 11 ft Unbraced Length-Top'. '0. ft. Unbraced Length Bottom 11 ft LiVe Load Düratiàn Factor .j() , I ridu T' I UiJ%J UNIFORM LOADS Cente MATERIAL PROPERTIES Uniform Live Load 100 plf #2 - Douglas Fir Larch Uniform Dead Load 100 Olt Base Values Adjusted Beam Self Weight 14 Of Bending Stress Fb 875 psi Fb 875 psi Total Uniform Load 214 plf cd.Ob CF=i.00 Shear .Stress: Fv' 17Op& FV= 170 psi Cd=l,,00 Modulus of Elasticity E = 1300 ksi E = 1300 ksi Cornp...Lto' Grn: Fc- 625 pj F-'°= 625 psi Controlling Moment: 323214b: .. 55 Ft from left support of span 2 (Center Spai) Created by combining a'l dead loads and live loads on span(s) 2 Controlling Shear: 1175 lb At left support of span 2 (Center Span) Crëated.by cOmbining all dead toads and live loads on span(s) 2 Comparisonswith required sections; Provided Section Modulus:.44.3340 121 23 in3 Area (Shear) 1037 in2 6325 in2 Momentlof lnettia.(defleciân):. 98.45 in4 69707 n4 Moment: 3232. ft-lb 8840 ft-lb: Shear 1175lb 716816 r- StniCalc 90 • StruCalcVerslo'n 10.0.1.6 '3/26/201.9 43i : PM Project: PEILRESIOENCE4 Location:' M4. Multi-Loaded l-Span Beam .[20 .15 tntematiänal Building PodWol5 NPS)j ;5.5,iNx11:s'IN:X'13.o FT.: #2 - Douglas-Fir-Larch .:p.U: Section'Adequate By 95.8% controlling, factor. Moment DEFLECTIONS" , live LOad 6.6 1' IN UJ2200. Dead [bad .0.08, 'in 'Total Load: p.is IN 1i1030 .LiLoad DétlectibnCriteiia:. 1)360 Total Load Oefiecton Criteria:. 1/240 REACTIONS: 6 .fir Lived' 650 lb 6S0' lb 'DèadLOád 739' b 139 lb. TOtal load' 1389' lb 1389 'tb Bearing'Length' zOA0. in 0.40 in BEAM DATA Center, Span: 1eng1h P Unbraced Length-Top 0 ft Unbraced Len9th-860orn' 13 It live Load . Dw tiOn Factor 1.00. Notch Depth. 000 MATERIAL PROPERTIES 0' Douglas-Fir-Larch 83sé Valdes" , Adiusted Bending St'iéss:. Fb = 875ps Fb = .875 psi d=1400 CF= 1.00 Shear Stress: Fv = 170 psi Fv . 170 psi. Cdi:00 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp, torain:' FcL= 625 psi Fc-'= 625 psi Controlling Moment; 451,5 ftilb 65 Ft froth left st pport of sp3n 2 .(Center.:Span) Created by combinihg all dad:ibad,and'li'e loads'on span(s) 2 Contróftlng Shear: 1389 lb At.left supportpf 'span 2 (Center Span) Created by combining all dead loads and hve toads on span(s) 2 Comparisons with required sections: Egg Provided ,Setiàn'Modukis. 61.921ii3 121.23 1n3 Arèa(ShOár): 12.26 1n2 63.25 in2 Moment of!nertiä:(deflection): 162.5 in4 69707 1n4' MomOnt:, 4515 ft-lb 8840 ft-lb She3r '1389 lb 7168 lb 0 Pràject PEIL.RESIOENCE4. Location: M,5 Multi-Loaded Multi-Spàñ Brn 12015 International Building Code(2015 N OS)) 5.5.INx 1i5 INx 125. FT #2 Douglas Fir Larch Dry Use' SèclioiiAdequatè:By: i1.8% Controlling Factot: Moment StruCaic Version 100 1 6 3126,20194 31 22 PM .DEFLECTIONS Center Live ILoad 006 IN .L12475 Dead Load 0,07 in Total L6ad 0.13: 1NU1158 Live Load.Deflection Criteria: tJ360 Total.Load:DeflOdflon Criteria: 0240 REACTIONS 6 .B. Live ióa 625 lb. 625 fb Dead Load 711 lb .711 IP Tothl Load 1336 lb. 1336 :lb BOating Length 0.39.Iñ .0:39 in BEAM DATA . Center Span Length 12:5 ft Unt$raced Length-Top 0 ft Unbracedlength-Bottorn 12.5 ft.. Live Load Duration Factor. 100 NOtch Depth 0.00 MATERIAL PROPERTIES #2 - Dougtas-Fir-Larth Base Values FP 0S psi .6=1.bOCF=1.00 Fv 1.70 psi c=ioo. Bending. Stress: Shear Stress Adjusted. FV= 875 pi Fv 170 psi Modulus of EiaSticit: E 1300 Ics! .E' 1300 Its, Comp. 'L t Grain:. Fc- 625.psl F-= :625 psi: Controlling Moment: 4174 ft-lb 6,25 Ft from lOft support of sp. an2 (Center Span) Created by combining an dead loads and live loads.on san(s) 2 Controlling Shear -1336 lb .12.0 Ft from left suppOrt.of span.2;(Center.Span) Created by combining all dead loads and lie loOds on'späh(s) 2 comparisons with'required sections Provided Section Modulus: .57.21n3121,23 M3. Area (Shear): 1.1:79 1n2 in2 Moment of:lnertia (dOflOètion): 144A8 ih4. 897.07' iM Moment: . 4174twb. 8840114b Shear: -1336 lb 7.168 lb Project; PEiLRE510ENCE4 Location: M-6 Multi Loaded Multi Span Beam f2015 International Budding Code(2015 WDS)J 3;5 Jx725 IN 4,T #2 -'Dou as-Fir-Larch.- 0y Use Section Adequate By 4747% CchtioUing Factor: .Mo.meat. Live Load. 001 INtJAX Dead Load; 0 in Total Load 001 IN 1J5066 Live Load Deflection Catena 1/360 Total Load Deflection Criteria 11240 EkClONS,: A Live Lead 225 lb 225. Dead Load 237 lb. 237 lb Total Load 462 lb 462 lb Beanng Length .0.21 in. 0.21 in .t W(1 1 BEAM DATA Span Length 45 ft Unbraced Length Top 0 ft A .UnbracedLèngth-8ottom 4.5. ft Live Load Duration Factor, 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 100 Off #2 ooiglas Fir Larch Uniform Dead Load 100 pIt Base Values Adiusted Beam Self Weight 6 Off Bending Stress Fb = 900 psi Fb = 1170 psi Total Uniform Load 206 pIt :CdiØCFi;3O ShearSttess: Fv = .180. psi Fi = 180 .0i ci.00 Modulus Elasticity: E:= 1600 ksi 1600. ksi ComptoGrain: F-L= 625 .p.i Fe= 625 P$: Cóidlling;Moment ft'-10520 -b 2 25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 ControHlñg Shear: ,462 lb 50 Ft from left support of span 2 (Center Span) Created by combining all dead toads and :Iiveioads on Span(S)2 Comparisons with required sections, gg Provided Section Modulus 534 10 3066 1n3 Area (Shear) 3.85 in2 2538 tn2 Moment of Inertia (deflection) 527 in4 1111A S in4 Moment: Sb ft-lb 2989 ft-lb Shear: 482 lb 3045. lb Pr61::PEIL'RESIDENCE4 Lócatioh:'.M7 MultLLoaded Multi-Span Beam 12.015 International Budding Code(2015 NDS)] 3.$ IN 725 IN x '3.5 'FT #2'Dou0âFft-Larcl - ON Use Section Adequate B) 1466% Contr011ing Fâctôr'Shear - StruCalc 9.0 StruCalc Version 100 1 6 3/26/20194 31 22 PM live Load , 001 IN U3688 :Deod Load 000 Int TqtalLoad 001 IN'L13136 Live 'Load Deflection Criteria 1./360 TOtal LOad'D'éflectioh Cnteria: L/240 REACTIONS' 'A' Load '1050 lb 1050' lb Dead Lad '185 lb i5. lb: Total Load 425 lb 1235 lb. Beaing:Length 05s 'in 0:58 in Span Len th Unbraced Length-top ô ft Unbracèd Length-BottOm "35: if! Live Load Duration Factor. 1..0Q t DOth ,0,0 MATERIAL PROPERTIES '42 Ouglas-Fir4arch' Base Values Adjusted Bending Stress: Fb 900 pSI Fb! "" 1170, psi. Od=1.O0'cF1:3O 'Shear Stress: F '180 psi Fvf 196 psi ca=i.00. Modulus of Elasticity E 1600 ksi E = 460049i Camp. -torai.r: F:i= 625 pi: Fc65 psi Controlling Moment: 1080'ft4b 1.75 Ftfrem left support of span 2(Center Span). Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: ' '1235 th At left supp rt of ,span.'2 (CenterSpan) 'Created by'combinih jaIl dead: loads and live lOads on span(s) 2 comparisons 1th required sections: PVided 'Section Modulus: ' 11.0$ irt3 30.66. ifl3 Areà'(Sh'ear): 10.291 in2 25381n2 cft Morntofinertidefteon):' M05 in4 1ii'.i5i4 Moment: 1080 ft-lb .2989; ft1b Shear .1235 lb 304,5. 'lb UNIFORM LOADS Center 'Uniform Live Load 800 p1 UnifOmi ,Dea,d Lá 100 pl( 'BeamSelf Weight., .6 Of ,TotOl'UnifOrm Load' 706 pIt 'Pr ject: PEIL RESIDENCE4 Location: M.8: Multi Loaded Multi Span Beam (2015 International Building Code(2015 NDS)3 :3.5 iN 7.25 IN 13.5 FT #2 Douglas Fir-Larch - Dry Use Section AdéquatO By.: i.46$%.. Contrôlliñg Factor:'Sheàr' DEFLECTIONS Q@At_er. Live Load 0,01 IN L/688 Dead Load 000 in TOtal. Load 0.01 l L/31.35 Live Load Deflection Criteila L1360 Total Load Deflection Criteria U240 Live Load 1050 lb 1050 lb Dead Load 185 lb 185 lb Total Load 1235 'lb 1235 lb Beannq Lenqth 6.5S in 6.56 th BEAM DATA Center Span Length 35 ft UnbracdLength.Top 0 ft:............. -..--- Unbraced Length-Bottom 3.5. ft live Load Duration Factor 1.00, Notch Depth OOO . yNIFORM LOADS center MATERIAL PROPERTIES Uniform Live Load 600 -pit #2 Douglas-Fir Larch Uniform Dead Load 100 p11 Base Values Adjusted Beam Self Weight 6 101f Bending Stress Fb = 900 psi Fb 1110 psi Total Untførm Load 706 pIt GOO'QF1.3 . Sheer S&ess Fv 180 psi Fv = 180 psi 0=1 Modulus of Elasticity E.= 1600 kst Comp,Lto Grain: Fc- 625 psi E 1600'k ' sl 625 si Controlling Moment 1080 ft-lb 1 75 F frcm left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2' Controlling Shear; 1235. lb• At left support of span 2:(Ceñter Span) Created by.c.ombtnir9i11 deadloadsand live leads on span(s) 2 Comparisons with required sections Provided Section Modulus 1:1108 10 3068 in3 Area (Shear);. :1029 1n2 25.38:1n2 Moment of Inertia (deflection) 10 85 in.4 11115 in4 Moment: 1080 ft-lb 2989. if-lb Shear: 1235. lb. :3045-1b Project:. PEIL RESIDENCE4 Locabón: W9 Multi-Loaded MuitiSpan.Beain t2015 International Budding Code(201 5 NDS)J 5,5 N.x 120 INx.14.0.FT 24t-94. 41sually Graded Western $pecies Dry Use Section Adequate By; 411;0% Contro.ilihg.Fáctcr:Mment. EFLECTIONS Center :uve.Load 027 iN 1/616 Dead Löàd 01'9 in Tot&.Load ()46 L/363 Live Load Deflectlon Critena: 11360. Total Load D1 Live Load 3150 1b,3150 lb Dead Load 2200 lb. 22O0. lb. Total Lo'd. :5350 lb 5350. lb Span Length 14 It Unbraced..Length-Töp 0 ft UhbraPP6 LengthBottorn 14 ft Live. Loa'd Duiatión Factor '1.00 Camber.Adj. Factor,1 Camber Required 0.19 MMERIAL.PROPERTIES 24F,-.V4!. Visually raded Western Species Base ydlües Adiusted Bending Stress- -Fb ;z 2400 psi Controlled by Fbcmpr 1.860 psi Fb 2400 psi Cd- 1. 00. Shear Stress; Fv .285 P .& 265 PC Cd-I 00 Modulus of Elasticity E = 1800 ksi E'= 1800 ksi Comp toGrain; FcJ-.=. 650 ps Fc- .650 psi. Controlling Mment: 18726 NO 7:0 'Ft from left suppotl of span (center$pan) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear 5350 lb At left support .of. span 2 .(Centei:Span): Created by combining all dead loads and lIve loads on span(s) 2 Comparisons wlth.requiredsections Provided. Section Modulus.-, .93;631n3 132 13 Area(Sheàr: 30..28li,2 66. in2: Moment of Inerba(defletion); 524.23 in4 792 1n4 Moment. 18726 ..ftlb 26400. ft-lb Shear: .5350lb 1166. lb. -* ..........-....- ..14ft.........-.-.*---..-,,' ......... . Uniform Live Load 450. plf, Uniform Dead Load 300 ph Beam Self Weight 14 pit ..-.' s..- *- c. 52a Wfl Stud (Axial Compression Only) Capacity (P), Structural Lumber 2.rith nominal thickness Visually Graded Lumber (1.5 inch dry dressed size), C= to. Axial Compression Load Capacity, P' (lbs.) Stwcwral No, I No, 2 Stud I Select 1 24 2x6 2x4 2x6 2x4 ?xll 2x4 2x6 Stud 4" width 5' width 4' width .6" width 1 4" width 6" width 4" width 6' width Species Length (ft.) . (3.5") (5S') (4.51) (=5.5") (4.5') (5.5") (=3.5") vglas Firt.arth 4 8,390 14.500 7.430 12300 6,770 14,600 4,210 6,780 6 5,670 13.100 5,050 11.600 4.690 10.500 3,400 6.420 8 3,590 10,700 3.210 9,470 3,000 8,710 2.420 5,800 10 2,400 8.090 2,140 7.210 2,010 6,700 1.690 4,939 4 7.300 12,800 6,650 11,500 8,200 11,000 3,910 6.350 6 4,840 11,400 4,490 10,400 11 4,000 9,710 3.070 5,970 8 3.040 9,190 2,840 8,440 6,400 1 2,490 7.690 2.120 5,320 10 2,030 6,900 1,890 1,650 5,700 1.460 4.430 ,,uthern Pine 4 - 8,670 15,400 7,810 13,600 7,080 12,400 4,540 7.350 -T 6 5,560 13,500 5.160 12.100 4.780 11,100 3,570 6,910 8 3,450 10.700 3,246 9,750 3,020 9,050 2,470 6.170 10 2.290 7.900 2,150 7,330 2,020 6,840 1,710 5,150 Pine-Fif 4 6.830 11,900 5,800 9,890 5,800 9,890 3,600 5,780 6 4,530 10,600 4,060 8.990 4,060 8,990 2,910 5,480 8 2,850 8,590 2,610 7,510 2,610 7.510 23070 4,960 tO 1,900 6,460 1,760 5,620 1,760 1 5,820 1.440 4,220 ble r.2bi "a1l Stud (Axial Compression Only) Capacity (P'), Structural Lumber - 2-inch nominal thickness Visually Graded Lumber (1.5 inch dry dressed size), C = 1.15. Axial Compression Load Capacity. P' (lbs,) Select Structural No. 1 No.2 Stud 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2'6 Slud "'4""width 6" Width 4. width 6' width 4' width 6' width 4 width 6" width - ,Species Length (ft.) (=3.5") (=5.5") (=3.5") (-_5.5') (=3.5') (=5.5') (=3.5") (=5.5") )ougtas Fir- Larch 4 9,240 16.600 8,190 14,600 7.480 13,200 4,740 7,750 6 5.900 14,500 5.260 12,800 4.890 11,700 3.660 7,250 8 3.650 11,400 3,260 10,100 3,050 9,330 2,500 6,410 10 2,420 8,380 2,160 7,470 2,030 6,960 1,720 5,280 1tem•Ftr 4 8,020 14,500 7,320 13,100 6,780 12,500 4.390 7,260 6 5,020 12,600 4,660 11,500 4.140 10,700 3,270 6,730 8 3.090 .9.760 2,880 9,000 2,530 8,130 2.180 5.840 10 2,040 7,130 1.910 6,620 1,670 5,870 1,480 4,700 Sou then Pu 4 9.470 17.500 8,570 15,400 1 7,790 14,100 5:100 8.400 6 5,75'0 14.900 5.350 13,400 4,970 12,300 3.910 7.800 8 3500 11300 3,290 10,100 3,080 9,640 2.540 6.780 10 2.310 8.140 2,170 7,570 2.010 7.080 1!30 5,470 4 7.500 13600 6.430 11301 5,.3O 11.300 4.050 '[ 6,6t0 6 1.,700 11,800 4.250 10)O0 4.250 10,000 3.130 1 6 190 8 2.dt) 9,140 2,550 - 8:C0 I 660 8,070 2.th 5480 11) 1 20 5.680 1,770 6,05 ' LO 6.050 i70 [ 4.510 ;lI(;.1; t0R'ST & PAP3'1 .\'3'Afl0' Table 5.3a Column Capacity12 (P', P, P), Timbers 6-inch nominal thickness (5.5 inch dry dressed size), C. = 1.0. Column Capac1y (tbs.) Seleci Structural No. 3 No, 2 6x6 6x8 6x6 6x8 5,6 rip x8 6 width. 8' width 6 width 8' width 6" width 8' width Column (5.5') (7.51) (=5.5") ,=7.5") (=5.5") (=7.5') Species Length (It) P'x P'y -_P P P'x P'y P P'x P'y 2 34.500 47.200 47.000 30.000 41101) 40,900 21.000 28,800 28,700 4 33.400 46,400 45,500 29,200 40.500 39,800 20,500 28,400 28.000 6 31,200 45,000 42,500 27,600 39.500 37,600 19,600 27,800 28.700 Douglas Fir. 8 27,400 42,800 37,308 24.800 37,800 33,900 18,000 26,900 24.600 Larch 10 22.400 39,300 30,500 21,000 35.300 28,600 15.700 25,400 21,400 12 17,600 34.700 24,000 16,900 31,900 23,000 13.000 23,400 17,800 14 13,800 29,600 18,800 13,400 27.900 18,300 10,500 21,000 14.400 16 10,900 24,800 34,900 10,700 23,800 14,600 8,530' 18,300 11,600 2 29.200 40,000 39,800 25,500 34,900 34,800 17.300 23,600 23,600 4 28.200 39,300 38,500 24,800 34,400 33,800 16,900 23,400 23,000 6 26,300 38,100 35,800 23,300 33,500 31,800 16,200 22,900 22.000 8: 22,900 36,000 31200 20,800 32,000 28,400 14,900 22,100 20,300 Hem-Fir 10 18.500 33,000 25,300 17,400 29,700 23,800 13,100 21,000 17,800 12 14.400 28,900 19,700 13.900 26,700 19,000 10,900 19,400 14,900 14 11,300 24,500 15,300 11,000 2,3100 15,000 6,860 17,400 12,100 16 8,910 20,400 12,100 8,770 19,600 12,000 7,180 15,300 9,790 - 2 28,500 39,000 38.900 24,800 33,900 33,800 15,800 21,600 21,500 4 27,700 38,500 37,800 24,200 33,500 33,000 15,500 21,400 21,100 6 . 26,200 37,500 35,700 23,100 32,800 31,500 15,000 21,000 20,400 Southern 8 23.500 35,900 32,100 21,200 31,600 28,800 14.100 20,500 1,200 Pe 10 19.800 33,500 27,000 18,400 29.960 25,000 12,700 19,600 17,300 12 35.900 30,200 21.700 15,200 27.500 20,700 11.000 18,500 15.000 14 12,600 26,300 17,200 12,200 24.500 16,700 9,170 17,000 12,500 16 10,100 22,400 13,700 9,880 21,300 13,500 7,560 15,300 10.300 2 24.000 32,900 32,700 21,000 28,800 28.700 15,000 20,600 20,500 4 23,400 32,400 31,900 20,500 28,400 28,000 14,700 20,300 20.100 6 22,100 31,600 30,100 19,600 27,800 26.700 14.100 19,900 19.200 Spruce- 8 20,000 30,300 27,200 18,000 26,900 24,600 13,100 19.300 17,800 Ptne-Fir 10 16,900 28,300 23,100 15,700 25,400 21,400 11,600 18,400 15,800 12. 13.700 25,700 18,600 13,000 23,400 17,800 9.730 17,100 13,300 14 10,900 22,500 14,800 10,500 2000 14,400 7,960 15,400 10,900 16 8,700 19,200 11.900 8,530 18,300 13,600 6,480 13,600 8,800 v,ducc are bad em a cu1umcemtinuouIy braced a inswcak axu huc11m. P', 'akc re h.'d or gn: c rinuouly braccd aimst -trong axs bucckling AMFRtA1'4 WOOD (UNClt, Select Stuc*ur& No 2 Size (b * ci) C' M. 1( 10e El M' C, M' V' x 1OF1 El Nominal Actual (Single) (RepetitivE.)1 (Repetitive) (411) (In.) tb,-in. Ib.-in. [_lbs. lb-in. .10.-in. lbs. species - 4x4 3.5*3.5 16,100 18,500 1,470 24 9.650 11,100 1,470 20 4x6 35*5.5 34,400 38,600 1 2,310 92 20,600 23,700 2.310 78 OOU91asFir-Lar 4*8 3,5*7.25 59,800 68.800 305o 211 35$00 41,300 3,050 178 4 *101 3.5 *9.25 89.800 103,000 1890 439 53,900 62,000 1.890 370 4x 12, 35*1125 122.000 1400001 4.730 789 1 73,100 84100 4730 664 44 . 3.5x3.5 15:000 17,300 T 1,230 20 9,110 10,500 1,230 16 4 c 6 3.5 *5,5 32.100 *900 1,930 78 19,600 22400 1.930 63 Hem-Fir 4*8 3,5 -.)(7125 55,800 64,200 2.540 178 33,900 39,000 2,540 144 4%10 3.5* 9.25 83.900 96,400 3,240 369 50,900 58,500 3,240 300 4 X12 3.5 * 11.25 114,000 131,000 1 3.940 664 69,000 79.400 1 3,940 1 540 4 x 4 3.5*3.5 20,400 23.400 1,430 23 10,700 12,300 1./.30 . 20 4*6 33S.5 45.000 51,700 2.250 87 22.100 25,400 50 78 Southern P 4*8 4*10 .3.5*7.25 3.5*9.25 77,500 113.000 89,200 129,000 2,950 3.780 200 416 40,500 57,600 46,600 1 66.300 2960 3.190 178 369 _t4*12 3.5*11.251 154000 _ 177,000 4'5~K" 748 79200.19u00 4590t 664 4 4 3.5 A 3.5 3,4QQ 15,400 1,108 19 9,360 . 10,800 1.180 18 4 c6 33*5 28100 33000 1 730 73 .10 100 23 100 1 6 8 3,5 x 7.25 49.800 57,300 2.280 16'? 34.900 40.100 2.2&1 159 4 ) 15*92-, i4 9C't 86.100 " ' I 52,400 68100 2 4 '12 l,35x 1125 102000 j 111,001) 3.548 623 7 1, 100 81,700 , .560 551 AM1CAt4 FOREST & PER .SSO(,1A1l(Ili Table 54a Bending Member (Joist) Capacity (M', CM", V, and El), S t r u c t u r i j Lumber W 2-nth nominal thickness (15 inch c i t y d r e s s e d s i z e ) , C = 1.0, S = 1.0. Seteci Structural Size (bxd) 14' CfM' V' .x1OS.E M v' 10E1 Nominal Actual (gte) qePe1Nvw epethJv Species (v.) (in.) lbAn. lb;l. lb& lbin3 b'-in. lb-h. I lbs. lb.-in. 2x4 15x35 6,890 7.920 630 10 4130 4,750 530 9 2x6 15x5.5 14,700 17,000 990 40 8,850 10200 990 33 0ou0sFirLard 2x8 1.5*7.25 23,700 27,260 1.310 91 14,200 16,300 1.310 76 2 x 10 '1.5 x 9.25 35,300 40,600 1,670. 185 21,200 24,400 t.670 158 2* 12 1.5 x' 11.25 47.500 54,600 1 2.030 338 28,500 1 32,700 2,033 1 285 2 x14 1.5 *3.5 6,430 7.400 525 9 3,900 41490 525 7 2x6 1.5 *5.5 13,800 15900 825 33 8,360 9,610. 825 27 Hem-Fir 2*8 1.5*725 22100 25400 1.090 76 13400 15,400 1090 62 200 10 1.5x 925 32.900 37,900 1.390 158 20,000 2.3,000 1.390 129 2*12 1.5*11,25 44.300 1 56900 1.690 285 1 26,900 30,900 1.690 231 2x4 1.5*3.5 8.730 10,000 613 10 4,590 5,280 - 613 9 2 x 6 1.5 *5.5 19,300 22,200 963 37 9,450 10.900 963 33 $0utflern Pine 2 x 1,5*7.25 30,200 34,800 1270 86 15,800 18,100 1.270 76 2*10 1.5*915 43,900 50.400 1,620 176 22,500 25,800. 1,620 158 2*12 1.5x.11.25 60.100 69,100 1.970 320 30,800 35,500 1.970 285 2x4 1.5 *3.5 5,740 6,600 473 8 4,020 4620 473 8 2*6 1.5*5.5 12,300 14,100 743 31 8,600 9,890 743 29 Spruce-Pine-Fir 2 8 1.5x 7.25 19,700 22,700 979 71 13,800 15,900. .?9 67 2x 10 1.5x9.25 29,400 33.800 1,250 148 20,600 23,700 1,250 139 - W2 12 1.5 * 11.25 1 39,600 1 45,500 1 1,520 1 267 1 27,700 1 31.800. 11520 249 Table 54b Bending Member (Joist) Capacit y ( M ' , C , M ' , V ' , a n d El), Structural Lumber 4-inch nominal thickness (3.5 inch dry dressed size), c = 1.0. CL 1.0. Table 5.5a Bending Member (Beam) Capacity (Mr, V', and El), Timbers 6inch nominal thickness (5.5 inch dry dressed size). Co = 10, C, = LO. Selec3 St4urat No. 2 Size (b ' 0) M' V' 1000 El M' VI 101El Nominal Aciva! Species (in.) in lbs. O" th -in, tbs. 6 x 6 5.5 x 5.5 43,600 3.430 122 20.800 3,430 99 6 x 8 5.5 x 7.5 77,300 4.680 309 38,700 4,680 253 DougsirLth 6l0 5,5x9.5 132,000 5,920 629 72,400 5,920 511 6X I? 5.5* 1i.5 194,000 7,170 1,120 106,000 7,170 906 6x14 5.5, 13,5 264,000 8,420 1,800 144,000 8,420 1,470 6 x 16 5.5 x 15.5 342,000 9,660 2,730 1 187,000 9,660 2.220 6 x 6 5.5 x 5.5 33,300 2,820 99 35.900 2,820 84 6*8 5.5x73 61.900 3,850 253 29,600 1850 213 Hem-Fir 6x 10 5.5 *9.5 10,800 4.880 511 55,860 4,980 432 6 x 12 5.5 x 13 5 35,800 5;900 906 81.800 5,900 767 6x 14 55*13.5 234,000 6,930 1,470 1111000 6.930 1.240 6 x 16 5.5* 15.5 278,000 7,960 2,220 144.000 7,960 1,880 6x6 5.5*5.5 43.600 3,330 114 23.600 3,330 92 Southern Pine 6 x 8 5.5 x 7.5 77.300 4,540 290 43,800 4,540 232 6x 10 5.5 * 9.5 124,000 5,750 589 70,300 5,750 472 6 x 6 5.5 x 5.5 29,100 2.520 99 13,900 2,520 76 - SpucePIneF 6*8 5$ x 7.5 54,300 3,440 251 25,800 3,440 393 6*10 53 *9,5 91,000 4,350 511 49.600 4.350 393 Table 5.5h Rending Member (Beam) Capacity (M', V', and LI), Timbers 8-inch nominal thickness (7.5 inch dry dressed size), c0 1.0, C to. Select Structural N. 2 Size (bxcl) M' V. x1000El M V xt0E Nominal Actual species (in.) (in) lb.-r.. tbs. !b,-in.2 IbAn. lbs. 8 x 8 7.5 *7.5 105.000 6.380 422 52,700 6.380 343 8x10 7.5*9.5 169,00 8.080 857 84,600 8,080 697 Douglas Fir-Larch 8* 12 7.5* 115 265,000 9,780 1.520 145,000 9,780 1.240 8* 14 73 x 13.5 380,000 11,500 2,460 197,000 11.500 2.000 - 8x 16 7.5 * 15.5 467,000 13,200 3,720 255,000 13,200 3.030 8 *8 7.5 x 75 84,400 5,250 343 40,400 5.250 290 B x 10 7.5 *9.5 135.000 6,650 697 64,900 6,650 589 Hern.Fi 8x 12 7.5*115 215,000 8,050 1,240 312,000 8,050 3,050 8* 14 7.5* 13.5 292,000 9,450 2.000 352,000 9,450 1.690 8x 16 7.5* 153 379.000 10.900 3.030 197000 10,900 2,560 Soutcn Pne 8 * 6 7.5*75 105,000 6,390 396 5.8c0 6.190 316 8*10 7.5 9.5 169.000 7,840 804 95.900 7.840 643 8*8 7575 73600 4,690 343 35200 4.69C 264 8*30 75(9 i 30.000 - 5,960 897 56.400 5.940 - 535 c4ir CIA N W0(7)CC4J( 3'. 4r 1 8 41l6 st 14-6 0 E.-' x 6,CC.STrMWAUJ I ., 4 MIN. CONCRETE SLAB NTH BROOM FINISH ON PIRM, I 4' NIN. CONCRETESLAB ()N4 I UNDISTURBED 3/4 MINUS COMPACTED GRANULAR FILL, I I COMPACTED SQL -SLAB TO SLOPE TO DRAIN 1/8 fiT iIw I c 510P10 TO DRAIN I FROM REAR TO FRONT WITH 1/2 I 1/4 flr AWAY FROM I EXPANSION. JOINTS AS.NEEDW PER.CODE BUIL04NO. FACE - I I 10 IL Ji ATE T -;-*:--- 8$ * 2 IO•-O-•••-• r Arm[ lam, 4V-8-- --...---- ----- A FOUNDATION AND HOLD DOWN PLAN S2 114= V-0 77~ Truss Profiles Report for 20633 Description: KING CHARLIE Shipping Address: CARLSBAD 92008 Truss ID: A Span: 30-0-0 Qty: 3 Unique Trusses: 5 Total Trusses: 25 rLc Height: 5-9-11 LeftIli 0-3-15 N?RhtØ 0-3-15 1 1-6-0 7-6-0 7-6-0 3-3-8 3-2-8 3-2-8 2-7-12 2-7-12 1-6-0 1-6-0 7-6-0 15-0-0 18-3-8 21-6-0 24-8-8 27-4-4 30-0-0 1-6-0 5x6- 7-6-0 7-6-0 3-3-8 3-2-8 3-2-8 2-7-12 2-7-12 7-6-0 15-0-0 18-3-8 21-6-0 ' 24-8-8 27-4-4 30-0-0 Loading: 20-17-0-10 Truss ID: Al Height: 5-9-11 Span: 30-0-0 Left HH: 0-3-15 Qty: 1 Right HH: 0-3-15 LAM! 1-6-0 7-6-0 1.541 7-6-0 4\ 3-3-8 2z4\ 3-2-8 3-2-8 2-7-12 2-7-12 1-6-0 7-6-0 1.x41 15-0-0 18-3-8 24\ 21-6-0 24-8-8 27-4-4 30-0-0 1.5x41 1.5X4I 1.5x41 1.5x41 5x6- 1.5x41 1.501 2X4\ T I 1.5X41 2x4\ 5-9-1i 2x4\ i1-4 34\ 2x4\ 6 2x4\ t 0-31-15 3x4- 12 3x4- 411 3A 8 15 W 10 9 1.5x31 358- 1.5x31 1-2 1.5531 354- 1.5541 1.5x41 1.5x41 1.5x41 1.5x41 7-6-0 Ll 7-6-0 41 3-3-8 3-2-8 328 2-7-12 2-7-12 7-6-0 1.5x41 1 -0-0 1.5xi 183B 21-60 2488 2744 30-00 17-0-10 Pitch: 4 4/26/2019 9:16:54 AM Eagle Metal Products - TrueBuild® Report Engine v5.523.0 1 of 3 CR2.oi I'13C Truss Profiles Report for 20633 Description: KING CHARLIE Unique Trusses: 5 Shipping Address: CARLSBAD 92008 Total Trusses: 25 Truss ID: A4 Height: 5-9-11 iSpan: 30-0-0 Left HH: 0-3-15 Qty: 17 Right HH: 0-3-15 1-6-0 2-7-12 2-7-12 4-10-4 4-10-4 4-10-4 4-10-4 2-7-12 2-7-12 1-6-0 1-6-0 2-7-12 5-3-6 10-1-12 15-0-0 19-10-4 24-8-8 27-4-4 30-0-0 1-6-0 5x6- 3x4/ 3x4% 5315 4x12/ 4x12\ 3x4/ 5x8- 3x4\ 2 is 13 8 t 0/ 0 18 10 1221 k-m 2-7-12 2-7-12 4-10-4 4-10-4 4-10-4 4-10-4 2-7-12 2-7-12 2-7-12 5-3-8 10-1-12 15-0-0 19-10-4 24-8-8 27-4-4 30-0-0 Pitch: 4 ..................... pçJngj Truss ID: A6 . Height: 5-9-11 Span: 30-0-0 Left HH: 0-3-15 Qty: 3 Right HH: 0-3-15 1-6-0 7-6-0 7-6-0 7-6-0 7-6-0 1-6-0 7-6-0 15-0-0 ' 22-6-0 30-0-0 5x6I 5-9-11t 4 F12— 3x4/ 3x4\ —172-4 5-3-15 D-3-15 340- 340- 1.501 5X8- X31 7-6-0 7-6-0 7-6-0 7-6-0 71,0 15-0-0 22-6-0 30-0-0 Loathng:20-17-0-10 Pitch: 4 Spa cing: 24 4/26/2019 9:16:54 AM Eagle Metal Products - TrueBuild® Report Engine v55.230 2 of 3 a, . Truss Profiles Report for 20633 Description: KING CHARLIE Unique Trusses: 5 Shipping Address: CARLSBAD 92008 Total Trusses: 25 Truss ID: A7 Height: 5-9-11 Span: 30-0-0 Left HH: 0-3-15 Qty: 1 Right HH: 0-3-15 tAt! - tAfl 1-6-0 7-6-0 1.5x41 7-6-0 1.5x41 i--o 1.4l 7-6-0 1-6-0 7-6-0 1.54I 15-0-0 A.t4j 22-6-0 1.5&4 30-0-0 j5 I 1. 5X41 1.5x4I 1.5x41 1.5x41 5x10 20HSI 1.5x41 i cai 3 1 cvi 1.5x31 5x8- 1.5x31 1.5x41 1.5x4j 1.5x4I 1.5xI 1.5x41 1.5x41 7-6-0 7-6-0 7-6-0 7-6-0 1.5x41 15-0-0 1.5x41 22-6-0 1.5x41 30-0-0 4/26/2019 9:16:55 AM Eagle Metal Products - TrueBuild® Report Engine v55230 3 of 3 RAMONA1LUMBER COMPANYl I [s 425 MAPLE STREET RAMONA CA 92065 LEONARD@RAMONALUM8ER.COM ; ED@RAMONALUMBER.COM ; KATHY@RAMONALUMBER.COM TRUSS ENGINEERING COVER SHEET JOB # 20633 NAME: CHARLIE KING ) 'c) - EE [TIELLDIE • 0 C,) e ii LL 1LLLLL r Tuss Placement PLan KING CHARLIE 20633 ' 2071 LEE CT Mania 8aC ,non. Ca. 02008 Main CiTies CYOC 700-1080 CARLSBAD, CA 92008 DESIGNED BY: 1<0 thy. Soliz O492OI 9 - - - ° s - • . 20000 -00• A3) A4 17) ___ A6(3) o H 0 H 0 1•IJ LU 0 - • -921EAGLE METAL 12300 --c-rd Rd, Suite 110 Dallas, Texas 75234 eagkmetalcm The truss designs referenced below have been prepared by me or under my direct supervision based on the truss design criteria and requirements ('design criteria') provided by Ramona Lumber Co. These truss designs are intended for the fabrication of individual building components that will perform to the design criteria provided. Any variance from the design criteria will render the affected truss designs inapplicable. Listed below are the truss designs included in this package and covered by this seal. Job: 20633-1106122 Al, A4, A6, A7, A Any location identification is for file reference only. No determination of the appropriateness of design criteria for any specific project has been made in preparing the truss designs. Please refer to individual truss designs for specific design criteria. 04/23/ No,C72517 Arturo A. Hernandez (CA, C72517) My license renewal date for the state of CA is 06/30/2020. IMPORTANT NOTE: The responsibility of the engineer sealing this package, as a Truss Engineer, is solely for design of individual trusses as individual building components based upon design criteria provided by others and set forth in the referenced truss drawings. The truss design criteria for the components have not been verified as appropriate for any particular building, project or use. Adequacy and suitability of design criteria and requirements for the truss designs for any specific project are the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. WARNING Failure to follow may result in properly damage or personal injury. SYMBOLS U. Bottom chord required bracing shall be at lOft spacing or less, if PLATE SIZE no, structural rated ceiling is installed, unless noted otherwise. 3X4 -The e first dimension is the width 12. Strongbacking shall be installed on all parallel chord trusses, perpendicular to slots. Second dimension is including flooring systems, to limit deflection and reduce the length parallel to siots. vibration. Refer to BCSl57. 13. Never exceed the design loading shown and never stack building or other materials on inadequately braced truss: refer to BCSl. Concentration of construction loads greater than the design loads shall not he applied to the trusses at any time; refer to SCSI. 15. Trusses shall be handled with care prior to erection to avoid damage. Refer to SCSI for recommended l:russ handling and erection. MATERIALS & FABRICATION 16, Lumber moisture content shall be 19% or less at the time of fabrication unless rioted otherwise. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. i& unless expressly noted, the truss designs are not applicable for use with fire retardant or preservative treated lumber, Plates shall be applied on both faces of truss at each joint and embedded hilly. Knots and wane at loint ocations shall be regulated in accordance with ANS0Pi1. For a specified plate gauge and grade, the specified size is a rriinirriurri. Connections not shown are the responsibility of others. Adequate support shall be provided to resist gravity, lateral, uplift loads. For 4X2 truss orientation, locate plates 0 1/16" from outside the edge of the truss. abrx:ation of truss shall be in accordance with ANSITIPli OTHER NOTES 2$. Camber is a non-structural consideration and is the responsibility of truss. fabricator. Do not cut or alter any truss member or plate without prior approval from a professional engineer. Lumber design values are in accordance with ANSI/Ti Pl; lumber design values are by others, 28, install specified hangers per manufacturer recommendations. I. Indicates required direction of slots; Reference "joint Details" for more information. 20 Ga Gr40 connectors required 3X1020HS - 20 Ga Gr60 connectors required 8X10131-KS - I B Ca Gr60 connectors required LATERAL BRACING When this symbol shown, continuous lateral bracing is required on the web of the truss. BEARING Indicates location where bearings (supports) occur. PLATE LOCATION & ORIENTATION The plate shall be centered on - joint and/or placed in accordance . with the design drawing/QC full scale details. REFERENCES 'ANSlITPIl: National Design Standard for Metal Plate Connected Wood Trusses 'BCSI: Building Component & Safety information - Guide to Good Practice for Handling. Installing, Restraining, &. Bracing of Metal Plate Connected Wood Trusses. 'NDS National Design Specification for Wood Construction 'ESR: 1082 published by the International Code Council. wwwicc-es.org 3. EAGLE METAL DESIGN NOTES I The Truss Design Drawing(s) provided with these General Notes have been prepared under and are subjectt:o ANSl/TPI1 Capitalized terms have the meanings provided n ANSlirPl1 Copies of each Truss Design Drawing shalt be furnished to the instaiial:ion contractor, Building Designer, Owner and all persons fabricating, handling, installing, bracing, or erecting the trusses. DESIGN LIMITATIONS The Truss Design Drawing is based upon s ecihcatioris provided by the Etuildng Designer in accordance with ANSi/I P11. Neither the Truss Designer, Eagie, nor an engineer who seats this design (if any) assumes any responsibility for the adequacy or accuracy of specifications provioed by the Building Designer. 4, The Building Designer is solely responsible for the suitabiiity based upon the Truss Design Drawing and shall be responsible for reviewing and verifying that the information shown is in genera: conformance with the design of the Building. S. Each Truss Design Drawing is for the individual building component (a truss). A seal on the Truss Design Drawing indicates acceptance of professional engineering responsibility solely for the individuai truss. 6. Each Truss Design Drawing assumes trusses will be suitably rorected fcorn the environment. HANDLING, INSTALLING, & BRACING Refer to BCSI for handling, installing, restraining and bracing trusses. Copes can be obtained frorn the Truss Plate insttute (IPI), 218 N lee Street, Suite 312, Alexandria; VA 2234, www.tPlnsr.org or SBCA, 6300 Enterprise Lane, Madison, WI 53719, www.sbcindustrv.com. 8. Bracing shown on each Truss Design Drawing is for lateral support of individual truss components only to reduce buckling lengths. All temporary and permanent bracing, inciuding lateral ioao and diagonal or cross bracing, are the responsibltv, respectively, of the erector and Buiiding Designer. 9 Eagle is not responsible for improper truss fabrication, handling, erection or bracing. ID. Compression chords shah be laterally braced by the roof or floor sheathing, directly attached, or have purlins provided at spacing shown, unless noted otherwise. I - 3xlO - Ramona Lumber Company Truss: A 425 Maple Strtd JobNan: 20633 Ramona, California 92065 Date: 04/23/19 123227 Ph 760.789.1080 Page: 1f 2 Notes: All cormsctctplates tote Eagle 20 unless otherwise noted SPAN PiTCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 3040 4/12 3 1-6.0 1-6-0 N 040 040 1 24 in 1361bs 33-0-0 1-6-0 7-6-0 7-6-0 3-3-8 3-2-8 3-2-8 2-7-12 2-7-12 1-6-0 7-6-0 15-0-0 18-3-8 21-6-0 24-8-8 27-4-4 30-0-0 0-0-0 7-6-0 7-6-0 7-6-0 15-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI TCLL: 20 Bldg Code: CBC2OI6/ TC: 050(1-2) TCDL: 17 TP11-2014 BC: 0.71(16-1) BCI.L: 0 RMbr: Yca Vth: 047(3-13) BCDL: 10 LumbD.OL: 125% 1-10-13 0-10-0 0-0-0 3-3-8 3-2-8 3-2-8 2-7-12 2-7-12 18-3-8 21-6-0 24-8-8 27-4-4 30-0-0 Deflection If (lc) Allowed Vert IL- 0.331n L/650 (16-1) LI 180 Vat LL 0.08m L/999 (16-1) L1240 Horzil 0.04 in 14 04 I I I Reaction IT BrgCombo Brg'sMdth RgdBrg\Mdth Max React Max GIaVUplift Max 'sMndUplift Max Uplift MaxHoiiz ffCo/ 1 1 35 in 1.50 in 1,103lbs . 9 I 14 1 3-5 in 1.77 in 1,6571bs 10 1 3-5 in 1.50 in 5381bs 8 1 3-5 in 1-50 in 374 Is . . Material Bracing It: D1L#1B 2x 4 it: Sheathed orPudins a 4-3-0, Pudin design by Others. BC: DFL#1B 2x 4 BC: seathlorPurfinsat 10-0-0,Purlin design byOthers. \th: DFL Standard 2x 4except: '4th: OneMldpointRow2-15 DPL#1B 2x 4: 2-15 Leads This Inns has been dorigrasi for the 1s due to lOpsfbottomchord live load phss dead bads. This truss has been dasigiasi for the effects of wind bads in accordance with ASCE7 -10 with the folkiwing user defined input: 110mph (FsoiuD, Exposure C Enclosed, Gabp, Risk Category II, Overall Bldg Dims 40 ft x 80 ft, h= 15 ft, Not End Zone Truss, Both end webs considered DOL= 1.60 Unbalanced roof livebads have not been considered. Minimum storage attic loading has bear applied in actonlanor with IBC 1607.1 Load Case Di: Std Dead Load flasbied Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trib'.Mdth Bot 24-8-0 30-0-0 Dawn Pnj lopsf lopsf 24 in Bot 0-0-0 18-3-8 Dawn Roj lopsf 10psf 24 in Member Forces i,,4in ., ,. ki t,,, t ratrr th,m, i fl,Ibs sm i,. thi, hthk it - 1-2 2-3 3.4 0.498 0.461 0.457 -2,0461bs -521 lbs 4-5 7-8 0183 0.097 722 Is -342 lbs 723 Is BC 8-9 0.4178 3091bs 16-1 0.713 1,8901bs - 15-16 0.713 1,8901bs Vth 2-16 0.218 493 Is 15-13 0.199 4911bs 11-10 0.055 493 Its 245 0.362 _1, 568 13-14 (1216 -1,627 Pis 7-11 0.(Y71 -4871bs 3-15 0.247 SlOThs 5-13 0.124 -5661bs 119 0.134 330 ft 3-13 0.468 -1,4681bs 6-11 0.040 -3171bs Notes I) Unless noted otherwise, do not rut or akec any truss member or plate without prior approval front aProforsional Engineer: 2) The fabrication tolerance for this roof truss is 10 %(Cq = 0.90). No.C72517 AM PERSCNS MBRICANa HAMXHCA ERBMM RI?FAILINGANY1R1ZS BASED UP(14Th1S 1RUS lnieBuild®Tiu.ss Software v5.6332 CFnEMMUCnOM,LM=CIZANDQWMCAMCMSErFMHINUEEAMEMEEALPRaXrMEMGqMMMMWMnBDMGqAND Eagle Metal Piexiucts A\AILABLEFRC!s1 EAGLE U JRUEST. 1SIC4 WIDC 1.ywHoNEAsaEMEp.LCa4N1fls ARE10D. 1106122 0001/0009 Ramona Lumber Company Truss: A 425 Maple Sted JthNanas: 20633 Ramona, California 92065 Date: 04t23/19 12:32:27 Ph 760.789.1080 Page: 2of 2 Notes: All connector plates tobeEagle 20 gauge tasless otherwise noted SPAN PITCH QTY OHL OUR CANTL CANTR PLYS SPACING WGT/PLY 30.0.0 4/12 3 1-6-0 1-60 0.0-0 0.0-0 1 2A in 13611a 4)At ]east one web of this tnsss has bemdigned with apanel point in the web. Ailpane] points on such webs shall be braced laterally popaidiaslarto the plane of the tnsss. Latna1bi shallbe installed Within 6 'of eadiwthpanelpoint. 5)Aa, fariorof 150 has been appliedforthis tnsss analysis. 0 Indicates lateralbracing iasuiiuJpapandianIarto the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. SorBCSJ-B3 for additional information. Listed wind uplift reactions based on Vbist Case (MWFRS/C&C) baling. ALLPERSQ5 FABRICATUCA HANDLMA EREMM CR Tht.UJl'.&3ANY1RtS BASED UP(14Th1S TRUSS 1MGNURAWMAREHMRMEDT1DRR1OALL I TmeBuild®Tiuss Software v5.6332 Thltl1Ct, IN1BEEAQEMPRCUX1'S (4NOl ISSI )%M11-IThIS EESIQ'JAIiD Eagle Metal Pmducts ARABIEFRCat EALIE UPON REQUEST . DESIGN NAM aLYwI1EN EAQEMEDtLCa,tri1tRS ARE IBM 1106122 0002/0009 1c443I - 2x4 \ 5)4 \ Ramona Lumber Company Truss: Al 425 Maple Street JobNan:20633 Ramona, California 92065 Date: 04/23/19 12:32:28 Ph 760.789.1080 Page: lof 2 Notes: All csrckrp1ates tobe Eagle 20 gauge unless otherwise noted SPAN PITCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 30-0.0 4/12 1 1-60 1-6-0 0-0-0 0.0-0 1 241st 21011s I 33-0-0 1-6-0 7-6-0 7-6-0 3-3-8 3-2-8 3-2-8 2-7-12 2-7-12 1-6-0 7-6-0 15-0-0 18-3-8 21-6-0 24-8-8 27-4-4 30-0-0 0-0-0 7-6-0 7-6-0 7-6-0 15-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psf) General CS! TCLL: 20 Bldg Code: CBC 2016/ TC: 0.48 (2-3) 'FCDL: 17 'IP11-2014 BC: 0.54(16-1) BCLL: 0 RqMbr: No V,th: 0.14(3-15) BCDL: 10 LumbD.OL: 125% 1-10-13 0-10-0 0-0-0 3-3-8 3-2-8 3-2-8 2-7-12 2-7-12 18-3-8 21-6-0 24-8-8 27-4-4 30-0-0 Deflection Li (bc) Allowed VtTL 0.141n L/999 (15-16) L/180 Vat LL: 0.05 in L1999 (15-16) L/240 HcsrzlL Om 5FESS/0,111 Reaction U22 J,s Beg Combo 8rg Wdth Rgd Big Vsldth Max React Max Gray Uplift Max Wad Uplift Max Uplift Max Hoiiz I 360 in N/A 283 lbs 1 360 in N/A 61 lbs 360 in N/A 245 lbs - . -171bs IIS ( No. C72517 rmn 1 360 in N/A 3691bs - . -17lbs 1 360 in N/A 294 lbs - . . 4 lbs 1 360 in N/A 25 lbs 1 360 in N/A 643 lbs - . . -65 lbs 1 360 in N/A 856 lbs - 1 360 in N/A 236 lbs - -93 Is -93 lbs 54 lbs 1 360 in N/A 0 I -3581bs -304 lbs -35811,s -1,0361bs 1 360 in N/A 963 lbs - . 1,1861bs I 360 in N/A 99 lbs . -781bs Material Bracing TC: DFL#1B 2x 4 IC: Sheathed orPudim at 6-3-0,Rn design byOthers. BC: DFL#1B 2x 4 BC: ba1orPnsat10-0-0,PUiiin design byOthers. Vsth: DFLStandaiti 2x 4except: DFL#1B 2x 4: 2-15 This truss has been designed for the efforts of wind loads in accordance withASCE7 -10 with the following user defined input: 110mph(Fa1omf), Exposure C, Enclosed, GabMp, Risk Category II, Overall Bldg Dims 40 ft x 806, In =156, Not End Zone Truss, Both aid wths considered. DOL= 1.60 Unbalmicarl roof live loads have not been considered. Minimum storage attic loafing has been applied in accordance with IBC 1607.1 Load Case DI: Std Dead Load DistfibutedLoads Martha Location! Location 2 Direction Spread Start Load End Load Tub Wdth Bot 24-8-0 30-0-0 Down Flrsj I0psf lopsf 24in Bot 0-0-0 18-3-8 Down Ftoj 10psf I0psf 24 in Member Forces Table usi... CSk max mid fi= Om =qx friurifdiffans finjnnarr nut hor OnlyOsm grewthm 3001bs ae *nwn in this tthbs TC 11-2 0.470 1,112 lbs (-247 lbs)I I \th 3-15 0.142 -320 lbs AthPERSS FABRICA11N H#NEUNC FR RELUr6ANY1RtS BASODUFQ4ThIS 1RUSS A\MtAREIIR1IU)1DRHEt TDALL TnieBuild®Tnjss Software v5.6332 OF Th114S 1C(11(1S SErFMHINUE EGE1%4EELPRCUXTS EESIGNNOIES Wfl}tTh1S EESIGNAND Eagle Metal Pnxtucts AWLAELEFR(gvl EAQ.EUP(REQUESF. ILWs1C .1JDCIxwffl-4EAaEMEThLCa4NB1CRS AREUSOD. 1106122 0003/0009 Ramona Lumber Company Truss: Al 425 Maple Sftd JobNan: 20633 Ramona, California 92065 Date: (W23/19 12:32:28 Ph 760.789.1080 Page: 2o(2 Notes: All connectciplates tobe Eagle 20gauge unless otherwise noted SPAN PiTCH QTY OHL OHR CANI'L CANFR PLYS SPACING WGT/PLY 30-40 4/12 1 1-60 140 0-0.0 04M 1 24in 2101be Notes Unless noted otherwise, do not cut orakany truss member orplate without prior approval fivm aavfsionaIEiiajnon Gabe webs placed at 16 OC,UNO. Attach structural gable blocks with 15x4 20ga plates, UNO. Bracing shown is forin-plane requirements. Forout-ofpnerequunaits, refer toBCS1-B3 published by theSBCA. The fabrication tolerance for this moftzuss is 10 %(Cq= 0.90). 6)At ]=tone web of this truss has been designed with apand point in the web. All panel points on such webs shall be braced laterally papaidiwl& to the plane of the truss. Lalculbxaxs shall be installed within 6 of each web panel point. 7)A creep factor of 1.50 has been applied for this truss analysis. ON Indiratea non-structural members. Due to negative reactions in gravity keel cases, special connections to thebearing surface at joint 1 may nd to be onnsiduui Listed wind uplift reactions based on \Mast Case 04V4RS(C&C) kssding. ALL prnsass FABRICAT1N HN1ThG, ERBMM CRL6UThGANYIRI.SS BASED UPQtThIS 1RUSS EMCNIDRAWMAREDUMICTEDMREFER1DAIL TmeBuild®Tnj.ss Software v56332 Q THE ThmLCI1a'tS. LMMOMAM QUAIMCAMS SErFMH INMEEAGLEMEIALPRaXIM E€SIQSS ISS DWIThThIS EMGqAND Eagle Metal Products A\A1LABLEFR(1 EAaE UPON RRJEST. LESIGN \AIIDC 1y WHEN EAaEMED.LCaNaB]tS AEUSEfl 1106122 0004/0009 Ramona Lumber Company Truss: A4 425 Maple Sftd JobNan: 20633 Ramona, California 9205 Date: 04/23/19 12:32:29 Ph 760.789.1080 Page: 1 of 2 Notes: All camectctplates tobe Eagle 20gauge unless otherwise noted SPAN PITCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 30.0.0 4/12 17 1-60 1-6-0 0.0.0 0.410 1 24 in 14011a 33-0-0 1-6-0 2-7-12 2-7-12 4-10-4 4-10-4 4-104 4-10-4 2-7-12 2-7-12 I 1.60I 2-7-12 5-3-8 10-1-12 15-0-0 19-10-4 24-8-8 27-4-4 30-0-0 4F12 3.44/ 3V —1214 412 4xF ch t2 t ~ I — — — 2112 1 — — — 0-0-0 0-10-0 2-5-7 0-10-0 0-0-0 2-7-12 2-7-12 4-10-4 4-10-4 4-10-4 4-10-4 2-7-12 2-7-12 2-7-12 5-3-8 10-1-12 15-0-0 19-10-4 24-8-8 27-4-4 30-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CS! Deflection L/ (bc) Allowed TELL: 20 Bldg Code: CBC2016/ TC: 037(2-3) Vert 0.22 in L/999 (13-14) L/180 TCDL: 17 1B1-2014 BC: 029(13-14) Vert LL: 0.0`7 in L/999 (13-14) L/240 BCLL: 0 R,Mbr: Yes 'Ath: 0.94(3-15) HoaziL 0.08 in 11 BCDL: 10 LsimbuD.OL: 125% 041131 S Reaction IT Brg Combo BWdth RgdBWdth Max React MvUplift Max indUplift Max Uplift Ntax 17 1 3.5 in .51 in 1,4201bs 11 1 351n 151 in 1,4201bs : : ' No. C72517 9 1 35in 1.50m 2771bs -8 -81bs Material Bracing 'Ar It: DFL#1B 2x 4 IC: Sheathed or4-l10,Pui1in design byOthers. X'T' BC: DFL#1B 2x 4 BC: SheathedorPudinsat8-4-0, Puffin design byOthers. , I\Jt. '- Vth:DFLStsndazd2x4 Loads This truss has been designed for the effects due to lopsf bottom chard five load plus dead loads. This truss has been designed for theot1s of wind loads in aoroidancawithASCE7 -10 with the following user defined input: 110mph (Paaoiud), Exposure C, Enclosed, Gablo(Hip, Risk Category Il, Overall Bldg Dims 40flx 80 ft, h= 15 ft, Not End Z neTruss,Bothnsdwthsninsidaul. DOL= 1.60 Unbalanced roof live loads have not been ixmsideavxi Minimum storage attic loading has been applied in aan)nlancz with IBC 1607.1 Load Case DI: Std Dead Load DistriNmed Member Location! Location 2 Direction Spread Start Load End Load Tiib'.Mdth Bat 04-0 5-3-8 Down Fbsaj lopsf l0psf 24 in But 24-8-8 30-0-0 Down 1oj 10 psI lOpsf 24 in Member Forces izxtjulee 1D, ens ens thi (nan ana feaifdiffnnfl finmusa asin hi4 Onlyhan grotathas 3(X)lbs as shown in this ishbs Notes 1) Unless noted otherwise, do not nit oraltorany truss manbororp hie without prior approval froni aPofessionaWnglnen 2)Thcfabticalion to-aneefor this roof truss is 10 %(Cq = 0.90). ALL PERS FABRICA1IN HANLi1r-I CR! 1JMANYIRI8S BASFDUPCt4Th1S TRUSS JQIAV4!ARE RI.CIED1DRE3Bt TOAIL TmeBuild®Truss Software v5.6332 EIrlIa6, UU C11CNS sr i}1EEACIEMErALPR(nEI CESIC2'1M)1 Eagle Metal Piuhx:ts A'#JLABLEFR(3(vl EA11EU1NR68JESF. 1C4WDCYWH824EAEMEThLCQ(NBC1CRS AEUS6fl 'It 2-3 0.368 675 lbs 5-6 0.168 -1,779 lbs 3-4 0.244 -1,847 Is 6-7 (1244 -1,847 lbs - 4-5 0.198 -I,7791bs 7-8 0.368 6751bs BC 12-13 0.149 -64811,s 14-15 0.290 1,735 Is - 13-14 0.2% 1,735 Is 15-16 0.149 -&9 ft Web 2-16 0.904 -581 Is 5-14 0.309 7&)llx 8-12 0.084 -5801 bs 3-16 0.182 -1,I47lbs 6-13 0.037 -312 ft 16-17 0.189 -1,3631bs 7-13 (1945 23251 bs 3-15 0.945 2,3250)s 7-12 0.182 -1,1471bs 4-IS 0.037 -3121bs 12-Il 0.189 •1,3631bs 1106122 0005/0009 Ramona Lumber Company Truss: A4 425 Maple Shed JthNan: 20633 Ramona California 92065 Date: 04t23/19 12:32:29 Ph 760.789.1080 Page: 20f 2 Notes: All cctxp1atestolEagle 20 gauge unless otherwise noted SPAN PITCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 30.0.0 4/12 17 1-6.0 1-60 00 0.0.0 1 2A in 140ll 4)AI least one web of this truss has been designed with apand point in the web. M panel points on such webs shall be bsassl Iatlly popondinilar to the plane of the tnsss. Laieralbracesshall beinstalll within 6" of each web panel point. 5)Acreep fasor of 150 has been applied for this truss analysis. 6) Listed wind uplift reactions based on Vtknt Case (M\WRS/C&C) loading. ALL PERSONS FABR1CAI1 FIAMLMA ERECHW, CR IIDLL1M3MYIRtS BASFDUITh1S TRUSS DESIGN AMI&ARE EYIOREPER TOALL TrueBuild®Tiuss Softwait v5.6332 OF ThE 1NSIElllS, 11'SAND JAUF1CI1S EIQIMJI6 ISSDWflflHlS Eagle Metal Products A'nAB1EERC1 EA UION RBQtM DESICN' ARE1.D. - 1106122 0006/0009 Ramona Lumber Company Truss: A6 425 Maple Stred JONJ 20633 Ramona, California 92065 Date: 04/23/19 12:32:29 Ph 760.789.1080 Page: 1 of 1 Notes: All connectorplates to be Eagle 20 gauge unless otherwise noted SPAN PITCH qry OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 30.0.0 4/12 3 140 140 000 0.0.0 1 24m 11511s 33-0-0 I 1-6-0 7-6-0 7-6-0 7-6-0 7-6-0 1-6-0 7-6-0 15-0-0 22-6-0 30-0-0 54f I tt6 1.5x31 5x8- 1.5x3I 0-0-0 0-0-0 7-6-0 7-6-0 7-6-0 7-6-0 7-6-0 15-0-0 22-6-0 30-0-0 All plates shown lobe Eagle 20 unless otherwise noted Loading (psi) General CS! Deflection Li (bc) Allowed 'JtLL: 20 Bldg Code: CBC20161 It: 0.75(1-2) Vt1L 0.67 in L/529 (6-7) L/180 'IEDL: 17 IB1-2014 BC: 0.87(7-8) Vert LL 0.15 in L/999 7 L/240 BCLL: 0 RepMbr: Yes 'lith: 055(3-7) Hozzll. 02in 5 BCDL: 10 LsunbaD.OL: 125%04/23/ Reaction Tr Big Combo BrgWdth RgdBrgWdth Max React MaXC3raVUPkft MaxVt4ndUp1iit Max Uplift MaxHoiiz 1 1 35in 2.01 in 1,881 lbs . -9 lbs N C72517 5 1 3.5 in 2.01 in 1,881 lbs . . . (Lu ( 0. rn () AUterial Bracing 4 It: Sheathed orP2-5-0,Puñin design byOthers. JJ*IJ BC: DFL#IB 2x 4 BC: Sheathed orPurlinsat 10-0-0,Pwlin design byOthers. Web: DFLstandard 2x 4 fl: \\th: (eMidpoint Row. 27, 4-7 DFL#1B2x Loads 1)This miss has been designed for the effects due to lopsf bottom chord five bad phis dead bads. 2) Ibis miss has been designed for the effects of wind bads in accordancewithASCE7 - 10 with the following user defined input: 110mph (Fsoied),Exposure C, Enclosed,Gabe/Hip, Risk Category II, Overall Bldg Dims 40 ft x 80 ft, h= 15 ft, Not End Zone Truss, Both end webs onnsidouL DOL= 1.60 3) Unbalanced roof liveloads have not been considered. 4) Minimum storage attic loading has been applied in accordance with IBC 1607.1 Load Case Dl: Std Dead Load DimilutedLoads Monbur Location 1 Location 2 Direction Spared start Load End Load Tiib'sMdth Bot 04-0 30-0-0 Down Proj l0psf l0psf 24 in Member Forces Ugeinfficam ts4m1D, C n ai h, (m amm hifdiffu,!e fiummn a,i bu,i Onlyhue ganthai 3tbs ae shown in this ithl Notes Uns noted otherwise, do not cot or ali any miss member or plate without poor approval from R am aa on fessiona1Engin The fabrication tobanorfor this roof truss is 10 %(Cq = 0.90). Braca bottom chord with approved sheathing orpwlins porBiacang &smmaly. 4)Aatq, factor of 150 has boar applied for this truss analysis. 5) El Indicates latnaIbracing arquiiulpospaidias1arto the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. SeeBCSI-B3 for additional information. 6) Listed wind uplift reactions based on Want Case vlWlRS/C&C) loading. ALL P15SQS E4BR1CAIThX F1AN11I mI RThALUANY1R1SS BASFDUPC8'JThIS TRUSS 1Ia A5MT'AREI1OREFBR 1DALL TpjBujJd®Tjn 5g,ftwaar v5.6332 OF ME tIaS• S EACIEMEALPRC*LTS EESIC4NC31 ISSUH) WII}IThIS ErS1C?'JAND Eagle Metal Products AWLABI.EFRClb4 EAGEUPON RBJBST. DESIGNUDa-41.Y WHEN EA41EMEmLCa4NBCiDitS ARE1.FD. it 1-2 0.748 4,434 lbs 34 0.457 -Z984 ft 2-3 0.457 -2,984 lbs 4-5 0748 4,434 lbs BC 5-6 0.157 4,153 lbs 6-7 0.875 4,1531bs 7-8 0.875 4,153 Is 8-1 0.857 4,153 lbs Vth 2-8 0.2 466 lbs 3-7 (1550 1,354 Is 4-6 0.206 46611w 2-7 0.339 -1,471 lbs 4-7 0.339 -1,471 lbs 1106122 0007/0009 0-0-0 7-6-0 7-6-0 7-6-0 15-0-0 All plates shown to be Eagle 20 unless otherwise noted Loading (psi) General CSI WILL: 20 Bldg Code: CBC2O16/ It: 0.48(2-3) TCDL: 17 Tl'l 1-2014 BC: 055 (6-7) BCLL: 0 RMbr: No 'Ath: 023(3-7) BCDL: 10 LsambD.OL: 125% Reaction BrgCombo BiMdth RgdBrgWdth Max Read Max Gray Uplift Max \MndUplift NW Uplift MaXHOIiZ I 360 in N/A 8181bs 1 360 in N/A 9031bs . -liths 1 360 in N/A 8181bs 1 360 in N/A Olbs -3931bs -3121bs -3931bs 1,0971bs 1 360 in N/A Olbs -3931bs -3121bs -3931bs -1,0971bs I 3601n N/A 1,0041bs . 1,2391bs 1 360 in N/A 104flj . . . -1,2391bs 22-6-0 1 30-0-0 Deflection Li (bc) Allowed Vert 11-- Olin L/999 (6-7) L/180 Vert LL. 0.03 in L/999 (6-7) L/240 Han lL 0in ndfr 0-0-0 oFES 0 4 Sk No.(' 72517 - -- Ramona Lumber Company Truss: A7 425 Maple Slreet JthNanas:20633 Ramona, California 92065 Date: 04t23/19 12:32:30 Ph 760.789.1080 Page: lof 2 Notes: All cimectcrplates tote Eagle 2o gauge unless otherwise noted SPAN PITCH qry OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 30-0.0 4/12 1 1-6-0 1-6.0 0.0.0 0.0.0 1 241n 203 ila I 33-0-0 1-6-0 7-6-0 7-6-0 7-6-0 7-6-0 1-6-0 7-6-0 15-0-0 22-6-0 30-0-0 5x1%HS I Material It: D1L#IB2x4 BC: DlL#IB 2x 4 \th: DFL Standard 2 x 4except: DFL#IB 2x 4: 2-7,4-7 Bracing It: StieathedorPudins at 6-3-0, Plnlin design by Others. BC: StreathedorPudins at 10-0-0,Pisilin design by Others. Leads l) This truss has been designed for the effects of wind basis in accordancewithASCE7 - lo with the following user defined input: 110 mph (Factored), Exposure C, Enclosed, GabHlp, Risk Category II C)vorsuBklg Dims 40 ft x 806,h= 15 ft, Not End Zone Tmss, Both end webs onnsidmsl. DOL= 1.60 Unbalanced roof liveloads have not been amsidaed Minimum storage attic loading has been applied in accordance with mC 1607.1 Load Case Dl: Std Dead Load Member Location I Location 2 Direction Spread Srart Load End Load Thb'tMdth But 0-0-0 30-0.0 Down Ioj lOpsf I0psf 24 in Member Forces 7,1eirses Nimber urn CSt urn asiJ hr, (urn esn. friorifdiffuus fiurnnrn asia km=j Only firm grew thar 30)ltn ar thown in this IthIn it 1-2 a434 I,1791bs (-23711w) 4-5 0.434 1,1791bs (-23711w) BC Vth 1 2-8 0.071 41111, 46 0.071 -4881- 3-7 0.226 -51211w Notes I) Unless noted otherwise, do not csil orakaany truss member orphiewithout prior approval from a Professional Engineer Gable webs placed at 16 "CC, UN.O. Attach structural gable blocks with 13x4 20ga plates, UNO. Bracing shown is forin-pimeimprinsnarts, Far ou of-pimempainsnmts,rofato BCSI-B3 published by the SBCA 5)The fabrication tolerance for this roof truss is 10 %(Cq = 0.90). 6)A acep factor of 150 has been applied for this truss analysis. ALL IMONS FABRICATIT4Q. HANIXII'G, ERECIING CR UZTAWMANY1R1S BASED UPC1'1Th1S TRUSS DESIGNAAJtE1NS'1R1na)1DREFFR1OA1L I TiusBujld®Tiuss Softwaru y56332 ThEINS1RIE11, I 1CA3I4S it IPRCUrI'S EESIQ4NO1 I ,'fJWIl{IS IQ'1I) Eagle Metal Products A\NLABLEPRav1 EAGLE UPON RJESF. t4uDC Y WfOqEAaEMEosLCa4NBCS ARE USED . 1106122 0008/0009 Ramona Lumber Company Truss: A7 425 Maple Stred JthNan: 20633 Ramona, California 92065 Date: 04/23/19 12:32:30 Ph 760.789.1080 Page: 2of 2 Notes: All conrctates totE Eagle 20 gauge unless otherwise noted SPAN PrFCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 30.0-0 4/12 1 1-60 1-6-0 0.0.0 0-0-0 1 24m 2LY3lla 8)Dueto negative reactions in gravity loadcasm, special connections to the beaiingsuifxeatjoints 5,1 may need tobeconsidered. 9) Listed wind uplift reactions based on West Case (MWIZRS/C&C) loading. ALL PERSCNS FABRICAMCA HAMXM SUMM OR1NSThU1M3ANY1R1SS BASEDUP(1ThIS TRUSS tES1Q AWARE1Ri1H)TORffFR1OALL TmeBuild®Tniss Softwase v5.6332 1EDtX11CS. U MDQJALIRCA11O'S SEFF n4INThEEAQMEDLPRCL*E1'S EESIG'tNOIES ISS D\M1E1H1S EESIa'JANL) Eagle Metal Prixtucts A'#ilB1.EFRCyv1 EAE UPON RB.JEST. 1( DY WHEN EAR EMEThLCNBRRS AREUSED. 1106122 0009/0009 tI..,IIL)IN I SETBACK - HIP TRUSS AT 24" O.C. (TYP). LEGEND: 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVER HEAD PURLIN WITH 2-16 d NAILS. 2x4 NO.1 HEM-FIR OR NO. 2 DOUG. FIR PURLIN AT 4'-O" O.C. 2x4 NO.1 HEM-FIR OR NO. 2 DOUG. FIR STIFFENER ATTACH TO POST WITH 3-16d NAILS. HIP TRUSS NO. 1 SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. EXTENDED END JACK TOP CHORD (TYP). COMMON TRUSS. HIP CORNER RAFTER. 2x4 CONTINUOUS LATERAL BRACING. J) EXTENDED BOTTOM CHORD. GENERAL NOTES: DESIGN TO SUPPORT LOADS AS SHOWN. DESIGN ASSUMES THE TOP AND BOTTOM CHORD TO BE LATERALLY BRACED AT 2-0' O.C. AND AT 10'-0' O.0 RESPECTIVELY, UNLESS BRACED THROUGHOUT THEIR LENGTH BY CONTINUOUS SHEATHING. 2x4 IMPACT BRIDGING OR LATERAL BRACING REQUIRED WHERE SHOWN. INSTALLATION OF TRUSS IS THE RESPONSIBILITY OF RESPECTIVE CONTRACTOR. DESIGN ASSUMES TRUSSES ARE TO BE USED IN A NON-CORROSIVE ENVIRONMENT AND ARE FOR "DRY CONDITION" OF USE. DESIGN ASSUMES FULL BEARING AT ALL SUPPORTS SHOWN. SHIM OR WEDGE IF NECESSARY. DESIGN ASSUME ADEQUATE DRAINAGE IS PROVIDED. PLATES SHALL BE LOCATED ON BOTH SIDES OF TRUSS, AND PLACED SO THEIR CENTER LINE COINCIDE WITH JOIN CENTER LINES. DIGITS INDICATE SIZE OF PLATE IN INCHES. FOR BASIC DESIGN VALUES OF THE COMPU-TRUSS PLATE SEE ESR-2529/ICBO-421 1. ALL PLATES ARE THE "C" SERIES UNLESS OTHERWISE INDICATED. 02/0 No. C72517 SECTION V REV: 1.0 DRAIMNG ENG: MV NUMBER EAGLE METAL HIP FRAMING DETIAL CAD: CAH DR-401 DATE: 06/15/16 FRAING DETAILS WHERE HIP TERMINATION POINT DOES NOT MEET WITH COMMON TRUSS j- RIDGE COMMON TRUSS -.. lip / BLOCK #4 CROSS RAFFER BLOCK HIP TRUSS SEE ENGINEERING FOR DETAILS 2x4 VERTICAL AT4-O'O.C.TYP. .!K. SECTION A-A 2x4 LATERAL BRACING AS SPECIFIED ON ENGINEERING SHAPED EXTENDED COMMON BLOCK #1 #2 43 4 /TRUSS ENDJACK CROSS SET BACK OM END WALL AS • 2x4 LATERAL BRACING BLOCK SPECIFIED ON ENGINEERING AS SPECIFIED ON ENGINEERING REV: 1.0 I DRAWiNG I I EAGLE METAL HIP DETAIL (California) ENG: MV NUMBER CAD: CAH DR-402 DATE: 02/16/121 OPEN END JACK PITCH MAX 8.00 1i2 MAX. B OVERHANG- L 3x4= I SPAN (8-0" max) 2x8 CORNER RAFTER PITCH MAX 5.66 [ii MIN 2.83 i1-T D CONNECTION AT D + CONNECT TO 2x8 RAFTER WITH (3)lod(0.131 "0") l0d(0.131"x3")NAILS TOENAILS INTO TOP PLATE COVERS 1-112"MJN. OVERBEARING MIN. HEEL HEIGHT: 0-3-15 3x10= MAX HEEL HEIGHT: 2-10-0 SPAN (8-0" max) MAX. J OVERHANG: 2-0" - LttU1W OF HIP GIRDER CORNER .Ar- HIP RAFTER —'"I TOBEARON •I GIRDER . SQUARE CUT CONNECTION AT A CONNECTION AT C SIDE VIEW (2x4) SIDE VIEW (2x4) 3 NAILS 2 NAILS near side near side far side. 'I'. 4 far side,.,) 4_\. . .f near side \_near side 300 r / CONNECTION AT B 45 DEGREE ANGLE BEVELED CUT SIDE VIEW (2x4) 2 NAILS 50 / / near side far side. near side BLOCK HIP GIRDER -.•.,. 2'-0" O.C. TRUSSES 02/01 D—' A ATTACH 12" 2x6" SYP NO.2 BLOCK / WITH TWO ROWS OF10d(0.131"x3") / NAILS SPACED 3" O.C. USE A MIN. 3" MEMBER END DISTANCE N No. 1412517 cit) '7 U B(TYP) WIND LOADING: BASIC 90 MPH. EXPOSURE CATEGORY B OR C. OCCUPANCY CATEGORY II 4.8 psf TOP CHORD DEAD LOAD 4.2 psf BOTTOM CHORD DEAD LOAD 25' ROOF HEIGHT MWFRS GABLE END ZONE. ENCLOSED BUILDING (COND. I) ASCE 7-98, ASCE 7-02, ASCE 7-05 DURATION OF LOAD IS 1.60 DEFLECTION: TOP CHORD LL-U180 TL-U120 BOTTOM CHORD LL-L/240 TL-L1120 TRUSS LL-L/240 TL-L180 LUMBER: SPF MSR 2100 1.8E TOP CHORD REQUIRED FOR TOP CHORD SLOPES BETWEEN 5.01/12 AND 8/12. SPF NO.2 MIN. TOP CHORD SLOPES BETWEEN 5/12 AND 4/12 SPF NO.2 MIN. BOTTOM CHORD. SPF NO.2 OR BETTER FOR CORNER RAFTER. PLATES: ALL PLATES ARE INSTALLED ON EA FACE PER TPI 1 1 EAGLE METAL OPEN JACK & CORNER HIP DETAIL LOADING: DURATION OF LOAD IS 1.25 20 psf TOP CHORD LIVE LOAD 8 psf TOP CHORD DEAD LOAD 0 psf BOTTOM CHORD LIVE LOAD 7 psf BOTTOM CHORD DEAD LOAD 10 psf NON-CURRENT BOTTOM CHORD LIVE LOAD. CONFORMS TO: IRC 2000/2003/2006, IBC 2000/2003/2006 REV: 2.0 ENG: MDV CAD: EEM DATE: 07/12/1 DRAWING NUMBER DR-420 GENERAL NOTES: TCLL=I6PSF TCDL = 14 PSF TC: 2x4 No 1 DFL& Btr OVER 2x4 NO 1 DFL&Btr; STACKED AS SHOWN. ATTACH WITH UNIFORMLY DISTRIBUTED 3x6 @ 30' MAX. DOL = 1.25 FOR DEAD + CONSTRUCTION ROOF LIVE LOAD WIND SPEED = 90mph, EXP C, ENCLOSED, MEAN ROOF HEIGHT <201t, UPLIFT PRESSURE = 14.86psf FRAMING DIMENSIONS ARE MAXIMUM; SHORTER SPANS ARE ACCEPTABLE REPETITIVE MEMBER FACTOR, Cr, NOT USED FACE AND SIDE SLOPES ARE EQUAL (SETBACK AND MASTER GIRDER HORIZONTAL SLOPING DISTANCES ARE EQUAL) SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION. MAX 11-33/4" @5-8" I - O.JL/2O19 /RLSION rn R=325+OH .o M1N3x6 MAX ' GAP BETWEEN \ *\ 1* SUPPORT & END OF RAFFER STACKED CORNER HIP RAFTER (SCALE = 2X) 14 o REV: 2.1 DRAWING 1EAGLE METAL CORNER RAFTER 8'-0" SETBACK ENG: MDV NUMBER (90 MPH) CAD: RC DR-440 DATE: 06/14/16 GENERAL NOTES: 1. TCLL=3OPSF 2.TCDL=16PSF TC & BC: DFL&Btr #1 2x4 DOL=1.25 FOR DEAD +CONSTRUCflON ROOF LIVE LOAD No. C72517 WIND SPEED = 90 mph, EXP C, ENCLOSED, MEAN ROOF HEIGHT < 20ft, UPLIFT PRESSURE = 14.86psf 7. SETBACK= 8-0-0 FRAMING DIMENSIONS ARE MAXIMUM; SHORTER SPANS ARE ACCEPTABLE - - REPETITIVE MEMBER FACTOR, Cr, NOT USED FACE AND SIDE SLOPES ARE EQUAL (SETBACK AND MASTER GIRDER HORIZONTAL SLOPING DISTANCES ARE EQUAL) II. TOP CHORD PITH: 3/12 -8/12, BOTTOM CHORD PITCH: 0/12 -4/12, PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE 2 MIN. 23. NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. REFERENCE THE TDD (TRUSS DESIGN DRAWING) 2-0-0 8-0-0 4-0-0 FOR PLATE SIZES GRADE 8-0-0 8-0-0 00 AND ORDINATION. 6-0-0 CONNECT WITH (3) 1611 REFERENCE THE 'I'DI) : 20-0 COMMON WIRE (0.162 DIA. I (TRUSS DESIGN DRAWING) I FOR PLATE SIZES, GRADE 2-". I AND ORDINATION. ICONNECT WITH (3) I6d I SUPPORT AND CONNECTION BY OTHERS OR I COMMON WIRE (0.162 DIA. I LGTOEN I X33 LGT) TOENAILS. LOT TOE NAILS SUPPORTS SHALL BE - PROVIDED @4-0" O.C. ALONG THE EXTENSION OF THE TOP CHORD. ICONNECT WITH (2)1611 I ICOONE(0I62D I I X33LGT) TOE NAILS I REFERENCE THE TDD (TRUSS DESIGN DRAWING) FOR PLATE SIZES. GRADE )NNECr WITH (2) I6d )MMON WIRE (0.162 DIAL 2-0-0 8-0-0 33' LGT) TOE NAILS. 0-0-0 REV: 2.1 DRAVt,INGII EAGLE METAL COMMON AND END JACK 8'-O" SETBACK ENG RC NUMB ER11 (90 MPH) CAD: CAH DR-460 DATE: 06/15/161 02/0 GIRDER. GIRDER(S) GENERAL NOTES: I. DESIGN CRITERIA - BUILDING CODE: IBC 2009 (CBC 2010)1 TPI 1-2007 WIND LOAD FACTORS - PROVISIONS: ASCE7 -05 EXPOSURE CAT.:C REPETITIVE MEMBER FACTOR: NOT USED WIND SPEED: 90 MPH BUILDING CAT.: ID CONSTRUCTION LIVE D.O.L. FACTOR: 125% MEAN ROOF HT: 20 FT ENCLOSURE: FULL TCLL = 20 PSF WIND LOAD D.O.L. FACTOR: 160% TCDL = 15.5 PSF TOP CHORD: 2x4 #1 DFL or Btr AND 2x4 #1 DFL or Btr; STACKED AND CONNECTED TOGETHER AS SHOWN. DEFLECTION RATIOS ARE BASED ON DESIGN CRITERIA AND WIND LOAD FACTORS DEFINED ABOVE AND ASSUME ALL REACTIONS AT LOAD BEARING SURFACES HAVE BEEN PROPERLY RESTRAINED: TOTAL LOAD = AT LEAST L/ 240 LIVE LOAD = AT LEAST L / 360 ALL INFORMATION SHOWN ASSUMES THE FOLLOWING: TOP CHORD PLANES FORMING THE SIDES OF THE HIP SYSTEM ARE EQUAL IN SLOPE TO EACH OTHER, AND TO THE FACE FORMING PLANE. - HIP FORMING SIDE PLANES ARE PERPENDICULAR TO THE FACE FORMING PLANE ALL DIMENSIONS SHOWN ARE CONSIDERED MAXIMUM VALUES, SMALLER VALUES ARE ACCEPTABLE. 11' 3-3/4 5'-8 (TYP) 3 MAXIMUM GAP BETWEEN MASTER-S MINIMUM (2) 3x10 -20 GAGE HIP GIRDER AND TEND OF BOTTOM \ EAGLE METAL CONNECTOR STACKED RAFTER MEMBER. \ PLATE AT SPLICE JOINT LOCATION. ONE EACH SIDE MINIMUM (2)4x6-20 GAGE. EAGLE METAL CONNECTOR 2.83-4.24F12 PLATES. ONE EACH SIDE. (FYI'.) ' ......... (($) PERMANENT I - BRACING BY OTHERS. MINIMUM (2) 5x6 - 20 GAGE EAGLE METAL CONNECTOR 6' (yp) PLATE. ONE EACH SIDE 2 MASTER HIP GIRDER MINIMUM (2) 4x12 -20 GAGE EAGLE METAL CONNECTOR PLATE AT THE HEEL ONE EACH SIDE. STACKED CORNER HIP RAFTER IREV. 2.1 I DRAVflNGII 1 EAGLE METAL CALIFORNIA STYLE HIP FRAMING DETAIL ENG: MDV NUMBERII (IBC 2009/CBC 201090 MPH/CAT. III CAD: RC DR-480 1 TCLL 20) 1 DATE. 03/23/181 BRACING REOUTREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE: METHOD 2: ATTACH 2x—SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS. NAILING SCHEDULE: -FOR WIND SPEEDS GREATER 120 MPH OR LESS, NAIL ALL MEMBERS WITH ONEROW OF I0d(.131x3") NAIL SPACED 6" O.C. -FOR WIND SPEEDS 120 MPH OR LESS, NAIL ALL MEMBERS WITH TWO ROWS OF lOd (.13I0) NAIL SPACED 6' O.C. (2x4 STUDS MINIMUM) MAXIMUM LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF S. BRACING MUST BE PRESENT TO PROVIDE FULL V . S LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOAD. THE BRACING SHOWN ON THIS DETAIL IS FOR THE VERTICALS/STUDS ONLY THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. S S STRUC'I / GABLE STANDARD CABLE TRUSS STUD ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR THE PROJECT ENGINEER/ARCHITEC TO DESIGN THE CEILING DIAPHRAGM AND ITS AFACHMENT TO THE TRUSSES TO RESIST ALL 01 OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. DIAC AT IF NI END PLYWOOD SHEATHING SUPPORTING THE BRACE AND THE TWO TRUSSES TO 2x4 STD. SPF BLOCK ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - lOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - lOd COMMON WIRE NAILS. EAGLE METAL STANDARD GABLE END DETAILS 'REV: 2.0 DRAWINGI NUMBER I I DR-501 I I ENG: MDV CAD: EEM DATE. 07/15/161 DIAGONAL BRACE 4-0 O.C. MAX. PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2)- lOd NAILS AT EACH END. ATTACH ADDITIONAL BRACE TO BLOCKING WITH (5)- lOd COMMON WIRE NAILS A 12 VARIES TO COMMON TRUSS (4)- 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STANDARD SPF BLOCK -' ROOF SHEATHING A C IMPORTANT NOTES: (MINIMUM) & SHEATHING SHALL BE APPLIED TO VERTICAL GABLE STUDS. MIN. GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. CONNECTION BETWEEN BOT. CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. BRACING SHOWN IS FOR INDIVIDUAL USE ONLY. CONSULT BLDG. ARCH. OR ENG. FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER FOR ONE ROW lOd NAILS SPACED 6" O.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 44 O.C. CONSTRUCT HORIZ. BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MID-SPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUD WITH (4) 1 O NAILS THROUGH 2x4. (REFER TO SECTION A-A) GABLE STUD DEFLECTION MEETS OR EXCEED L/240. THIS DETAIL DOES NOT APPLY TO STRUCT. GABLES. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. * = DIAGONAL BRACES OVER 6-3 REQUIRE A 2x4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 124 REQUIRE A 2x4 I-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF WEB WITH lOd COMMON WIRE NAILS 8" O.C., WITH 3" MIN. END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. STUD DESIGN IS BASED ON COMPONENTS AND CLADDING WHILE THE CONNECTIONS ARE BASED ON MWFRS GEOMETRY IS SHOWN FOR ILLUSTRATION PURPOSES ONLY. SEE TRUSS DESIGN DRAWING FOR DATA NOT SHOWN ..,k!T:.. .'(2) lOd 'MAXj '" A NAILS TRUSSES® DIAG.BRACE / 24" O.C. AT Y3 POINTS 11 IF NEEDED. // 2x6 DIAG. BRACE SPACED 48" O.C. ATTACHED TO VERT. WITH / (4) 16d COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) lOd COMMONS. END WALL HORIZ. BRACE (SEE SECTION A-A) VERTICAL 4r rDIAGONAL STUD I BRACE (4) 16d COMMON SPACED 6' O.C. (2) lOd 16d COMMON WIRE NAIL COMMON 2x6 STUD OR 2x4 NO.2 WIRE N WIRE N OR BETTER INTO 2x6 x4 STUD 2 HORIZ. BRACE NAILED TO 2x_ SECTION VERTICALS W/ (4) lOd COMMON "A-A" NAILS TYP. _x4 L-BRACE NAILED TO 2x_ VERT. W/10d N 6" tON 1 2 DIAGONAL MINIMUM WITHOUT Ix4 2x4 DIAGONAL BRACES AT STUD SIZE srui BRACE I L-BRACE L-BRACE BRACE Y3 POEM SPECIES AND SPACING MAXIMUM STUD LENGTH GRADE 2x4 SPF STD/STUD 12' O.C. 4-6-0 5-0-0 7-0-0 9-0-0 13-6-0 2x4 SPF STD/STUD 16" O.C. 4-0-0 4-6-0 6-0-0 8-0-0 12-0-0 2x4 SPF STD/STUD 24" O.C. 3-0-0 3-6-0 5-0-0 6-6-0 10-0-0 MAXIMUM WIND SPEED = 110 MPH MAX MEAN ROOF HEIGHT =30 FEET CATEGORY II BUILDING EXPOSURE B OR C ASCE 7-98, ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.60 EAGLE METAL I STANDARD GABLE END DETAIL (110 MPH) REV: 2.0 ENG: MDV CAD: EEM DATE: 07/14/1 DRAWING NUMBER DR-503 WEST. COAST LUMBER INSPECTION. BUREAU AITC January .7,20. 1 19 .Stacey Rudge. Ramona Lumber Co., Inc. P0 Box 1,560 Ramona, CA 92065 Set.via email: Stacey@ratnona1uthbercom TO Whom It.May Concern- Ramona Lumber CO., Inc., with, facilities located at 425 Maple 'Street, Ramona, California. 92065 is a member in good standing of-West Coast Lumber Iñspectioñ..Bureau for'truss manufacture and has been since October 2, 20l'2 As a.me.mber, Ramona Truss Co., Inc., is licensed by WCLIB'to stamp trusses with the approved quality mark of WCLIB. West Coast Lumber Inspection Bureau is accredited for the certification of metal. plate connected wood trusses by the International Accreditation Setvice, Incorporated OAS) of 'Whittier, California., Our lAS report number is AA675. The WCLIB Quality Auditing truss certification program is conducted in accordance with ANSIITPI. .1, "National Design Standard .for Metal Plate Conne 'ted, Wood Truss Construction." If you have, any questions regarding this, please dontact me. Thank you. Sincerely, W'V/5~" * Jeff Fantozzi P:resident. cc: Al. Lytton C:Osers\jfaiit\AppData\LocalMicrosof1\Windows\INetCache\Conte'nt.Out1ook\4N4HIWPS'JF .Rona'Tpissdocx Portland 5 • 03.639.0651 FAX 503.684.8928 • Roseburg 541.471.16100 WA 253.8302401 • So. CA 714.425.0148' 6980 S.W. Varns Street, Tigard Oregon 97223 'MaUing. Address: P.O. Box 23145 • Portland Oregon 97281-3145 ccity.of, Carlsbad 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 Permit #: CBR2019-1436 Project Address: 2073 LEE CT Assessor's Parcel #: 2053303500 Project Applicant: COOWNER KING CHARLES AND LEINAIA (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: 640 Commercial Square Feet: - New/Additions: City Certification* city of Carlsbad Building Division Date:. 06/06/2019 Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 3315000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA .92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (ByAppt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) FM--] Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION .(To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify .that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue buildina oermits for this prolect. Sign Title Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT G225ELCAM IN OR EA L . Phone.j ( Community & Economic DREWA 2Rlding Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov AVIARA OAKS ELEMENTARY. _ CARLSBAD UNIFIED SCHOOL DISTRICT PACIFIC RIM ELEMENTARY Receipt No. AVIARA OAKS MIDDLE CARLSBAD VILLAGE ACADEMY POINSETTIA ELEMENTARY BUENA VISTA ELEMENTARY HOPE ELEMENTARY =PRESCHOOL 5 4,4 43 CALA VERA HILLS ELEMENTARY JEFFERSON ELEMENTARY SAGE CREEK HIGH fl GALA VERA HILLS MIDDLE Eli KELLY ELEMENTARY VALLEY MIDDLE CARLSBAD HIGH =MAGNOLIA ENTARY * y&&4 / =OTHER RECEIVED FROM: ________ DATE: JJ'2 If (If Applicable) PARENT 'MENT FQR: •.. , - ACCOUNT NUMBER AMOUNT WEE IF i MI CHECK # A270 0TOTAL J00F,02 0121111M CA2JA3 All 0 1!,'.13 P & I%iJ 'e A' • c.4 'A ,.S BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Emskw Control BMPs Sedimen Control 8MPs Trsckhig Controt eMPs Non-Storm Water Management BMPs WOStO Management end Materials Potution Control OMPs Best Management Practice '' (BMP) Descdpllon ' E IOU 60 9 ts2 A9 2 t. (.5 (P (PD., (P$ En 5a.. CL o. '• / CASQA DesignatIon co Im T ell 'j' ¶ '1' '? 1' l? ? ¶ Construction Activity Grading/Sol Xirenclgltxcoveticn StocIpil — - OriflingJBoring — - - — - — — — - - — — - — - Con aft Sawcutting -- — — — - — - CancreteFlatwork --- -- - -* - - — -- — — - Paving -_ Culpe Installation Stucco/MortaT Work - WosteDisposol --* — — -.,-*- -- - - - -- - - - - X tang/DownArea Equip rnt Maintenance ondFuellng ---5---- uuxdousSubstonceUseJStorage - —•, Site Access Across Dirt ew4fring----•_--.,----_---- Other (list: tnsti'uctionc: I. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located olang the top of the BMP Table Is a list o BMP's with It's corresponding California Stormwater Quality Association (CASDA) designation number. Choose one or more BMPs you Intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASOA construction hcndbook for information and details of the chosen BMPs and how to apply them to the project. ,%%% ,Qg: -, -.-{ r' \ \.. STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT, THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUNS-OFF PRODUCING RAINFALL THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR. UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE M THE END or EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNI3R'S CERTIFICATE I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER 10 CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER I CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES COMPLETE AND APPROVED E-29 STORM WATER COMPLIANCE FORIV, TIER 1 CONSTRUCTION SWPPP SHOW THE LOCATIONS OF ALL CHOSEN AMPs ABOVE I ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. 1 SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE I EROSION CONTROL PLAN. Page 1 of 1 RPM !9J!Cf INFORMATION Site Address. 2071 Leo Ct, Carlsbad, CA Assessor's Parcel Number: Emergency Contact Name: Charlie King - 24 Hour Phone:_8O58572222 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM (Z LOW REV 7 r (City of Carlsbad CLIMATE ACTION PLAN CONSISTENCYCHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. A If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. A Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building Permit No.: Property Address/APN: 20 S. 330 3 Applicant Name/Co.: b L.gt4J4hq BP No.: NRa6l]1-143L Applicant Address: Cl—, #-ets gAlb Contact Phone: Contact Email: Cmar6-co Contact information of person completing this checklist (if different than above): Name Contact Phone: Company name/address: Contact Email: Applicant Signature: __________________________ Date: / -- 2~ '01 B-50 Page 1 of 3 Revised 04/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and addition tq stinabuJldings,co tac the building counter for the building permit valuation. Building Permit Valuation (BPV) $ iO[5, O' 'fr' Construction Type Complete Section(s) Notes: I Residential 1 New construction 1A 0 Alterations: 0 exempt El BPV ~ $60,000 El Electrical service panel upgrade 1A 1A 1-2 family dwellings and townhouses with attached garages only 0 BPV> $200,000 1A Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed LI Nonresidential El New construction 1B and 2 El Alterations 2 Ii. Electric Vehicle Charging Residential New construction and major alterations (or electric panel upgrade)* Please refer to Carlsbad Ordinance CS-349 when comDletina this section. O One and two-family residential dwelling or townhouse with attached garage: 0 One EVSE ready parking space required El Exception: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable. Ready , lnstalled= Total Calculations: Total EVSE spaces .10 x Total parkin (rurided up to 6arest whole number) - EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other-'Total EVSE sacs - EVSE Installed (EVSE other may be "Capable," "Reads?' or Installed.") *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing stems are proposed. El Nonresidential new construction (includes hotels/motels) El Exception Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces B. 0-9 1 1 10-25 2 1 26-50 4 2 D 51-75 6 3 76-100 9 5 101-150 12 6 0 151-200 17 9 0 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/12/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2 LI Transportation Demand Management (TOM) List each proposed nonresidential use and gross floor area (GFA) allocated to each use. Employee ADTI1 000 square feet is selected from the table below. Use GFA Employee ADT for first 1,000 S.F. Employee ADT for each subsequent 1,000 S.F. Total Employee ADT Total If total employee ADT is greater than or equal to 110 employee ADT, a TDM plan is required. TDM plan required: Yes 0 No 0 Employee ADT Estimation for Various Commercial Uses IiEf Office (211)2 20 20 11 11 Restaurant 8 4.5 Retai13 Industrial 4 - 3.5 4 3 Manufacturin6 4 . . I Warehousing .. jUnless otherwise noted, rates estimated from ITE Trip Generation Manual, lOmEdition 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20=409 Employee ADT Retail: 9,334 sf First l,000sf8ADT 9,334 sf - 1,000 sf = 8,334 sf (8,334 sf/1,000 x 4.5) + 8 = 46 Employee ADT Updated 4/12/2019 3