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HomeMy WebLinkAbout2697 WILSON ST; ; PC2018-0045; PermitL"City of Carlsbad Print Date: 02/10/2020 Permit No: PC2018-0045 Work Class: Residential Status: Closed - Finaled Lot #: Applied: 10/11/2018 Reference It: DEV2018-0197 Issued: 05/13/2019 Construction Type Permit 02/10/2020 Finaled: Bathrooms: Inspector: Orig. Plan Check #: Final Plan Check #: Inspection: Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: 2697 Wilson St BLDG-Plan Check 1561302000 $ 0.00 Project Title: TAYLOR REMODEL Description: TAYLOR: MAIN DWELLING - 938 SF ADDITION / 205 SF REMODEL / REPLACE ENTIRE ROOF ON EXISTING STRUCTURE! 8! SF PATIO / 990 SF ATTACHED GARAGE /STORAGE I/I AS-BUILT ATTACHED 375 SF ADU Applicant: Owner: Contractor: JOSHUA WOOD COOWNER TAYLOR SEAN AND MEGAN A DAVID TAYLOR DEVELOPMENT INC 695 Liquid Amber Way 2697 Wilson St San Marcos, CA 92078-1092 CARLSBAD, CA 92008 2371 Buena Vista Cir 760-271-7920 Carlsbad, CA 92008-1604 619-843-9809 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $902.00 Total Fees: $ 902.00 Total Payments To Date: $ 902.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov (city of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check ___PC!J_ Est. Value IL 01 a PC Deposit Date Job Address 2697 IIJILSOAJ SZET Suite: APN:156 -130-20-00 Q flno,v CT/Project #: g2&q Lot #: Fire Sprinklers: yes Air ConditioninF yes no tai+-SF 738S.F Sea sr BRIEF DESCRIPTION OF WORK: 1.L15 'I Addition/New: .3___.Livung Is this to create an Accessory Dwell, A~Unit?( Re. r-`,,SF of affected are Pir exismvij 15 scot. LI Pool/Spa: SF Additional /,v_4 X,S77AA, S/A1 L9 +-sc 2 !ac U 'Deck SF, 85 Patio SF, 77-0 Garage SF No New Fireplace? Yes if yes how many? Is the area a conversion or change of use? No Val F is Co1gj?ioA1 or Electrical Features? o Solar: KW, ______ Modules, Mounted: Roof/Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes / No Panel Upgrade: Yes! No Reroof:14ifr/vCé êXS71Mf r77wctilfteMLaYi9v fo/14 -2-1068S', )1i 0 Plumbing/Mechanical/Electrical Only: D Other: APPLICANT (PRIMARY) Name: (J0S//Y/g r r_10 Wil l !111;i,M1t 1 1151"'4101 DESIGN PROFESSIONAL PROPERTY OWNER Name:SThIJ i mmov7?/'(dOl Address: 2'7 bJ/(SOAJ S'ie7' City: Cq&& _State:Zip: 92..008 Phone: 70 45 95/ Email: 1hean*4y/or7600 yaM0.co1n CONTRACTOR BUSINESS Name: EAs/t'&j2/QOi?/1/XD W/77Vitf Address: 6S_1,/a(//2 _19i9tZ 4Y/9 City: .59iII mbiS State: CII_Zip: 9 24?8 Phone: ?40 ?/79z0 Email: _j/t_Sirait_QIfl Architect State License: &33433 Name: D#tii0_T/1yt4' fl6V6La$)V)ir_41/2f Address: Z371Lcié)V9_OI.94-_e,i2tL6 City: C4,2SM9_State: C4 Zip:240 Phone: 760 40'F( S Email: d1'ck.ti/( aol. com State License: ff - 60f7 ?f Bus. License: / s 0 7 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-I Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: I 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. XI 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: Insurance Company Name: S)7 /A.,çvz.*t,t:- ,'N..O Policy No. go Expiration Date: _________ O 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 be come 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. CONTRACTOR SIGNATURE: ______iAGENT DATE: o/ii/f 5 (OPTION B ): OWN )ER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: O 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). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section BusIness and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (Include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE:___________ 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: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information Is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERM1T.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stones in height. EXPIRATION: Every permit Issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of j.8O'tiys.jSect1on 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: DATE: /0//i/rn 1635 Faraday Ave Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingtcarIsbadca.ov B-I Page 2 of 2 Rev. 06/18 EsGilV/0 A SAFEbuittCompany DATE: May 91, 2019 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0045 SET: III PROJECT ADDRESS: 2697 Wilson Street PROJECT NAME: Addtion and Remodel for the Taylor Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. r:i The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. El 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. El The applicant's copy of the check list has been sent to: Joshua Wood EsGil staff did not advise the applicant that the plan check has been completed. El EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Joshua Wood Telephone #: 760 271 7920 Date contacted: /Fax (byEmail: jltw695gmail.com Mail Telephone In'on El REMARKS: By: Chris Shaver Enclosures: EsGil 4/29/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 ri EsGil A SAFEbu1tCompany DATE: Apr. 16, 2019 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0045 SET: II PROJECT ADDRESS: 2697 Wilson Street PROJECT NAME: Addtion and Remodel for the Taylor Residence LI 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. 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: Joshua Wood 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: Joshua Wood Telephone #: 760 271 7920 Date contacted: (by: ) Email: jltw695gmail.com Mail Telephone Fax In Person LII REMARKS: By: Chris Shaver (for JS) Enclosures: EsGil 4/8/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC2018-0045 Apr. 16, 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 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). To be verified on final 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). To be verified on final 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. Remove old note showing IAPMO 1900 on A-5. Carlsbad PC2018-0045 Apr. 16, 2019 GARAGE AND CARPORTS The garage shall be separated from the residence and its attic area by not less than h/21 gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. Show a self-closing, self-latching door, either 1-318" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section R302.5.1. The garage door is only shown as self-closing on the door schedule. FOUNDATION REQUIREMENTS 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. 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." STRUCTURAL Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. The truss layout shows jack trusses with ID's (J, SJ, HRB); provide details and calculations for these trusses. 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. Provide evidence of review for new truss calculations. Carlsbad PC20 18-0045 Apr. 16, 2019 i) For the newly proposed retaining wall, show the steel reinforcement in the at the top of the footing to comply with the structural calculations. Details 10/SDI & I2/SDI. MECHANICAL 27. Please show the location of the water heater. 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 Residential ventilation requirements: ES I 50.0(o)/ASHRAE 62.2 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. Show a kitchen fan for the new ADU. 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" Show a bathroom fan for the new ADU. Additions (Mandatory) 58. Additions must comply with the mandatory requirements of ES 110.0 - 110.9 and the Residential requirements of 150.0(a)-150.0(q). Exceptions: Additions 1,000 sq. /ft or less do not have to comply with the whole house ventilation or the whole house fan. Additions 300 sq/ft or less do not need to comply with the roof solar reflectance and thermal emittance specifications of 150.1(c)11 Additions under 300 square feet and alternations (such as water heater or window replacement) that do not require HERS registration do not require energy documentation. Energy design compliance is required however. ES 10-103(a)1 C a) Update the T24 to show two dwelling units or provide energy design for both units separately. Carlsbad PC20 18-0045 Apr. 16, 2019 b) The square footage shown on the T24 does not match what is shown on sheet A-I; revise/clarify. MISCELLANEOUS 59. The permit is noting "permit existing". If there is an attempt to permit an existing non-permitted ADU, please provide details as if a new addition was being added. A full review must be conducted to attain a permit. Provide an electrical plan for the new ADU; this should include: Provide receptacles in all habitable rooms that are being altered, so that no point measured horizontally along the floor line of any wall space is more than 6 feet from a receptacle outlet. CEC Section 210.52(1) 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. 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). 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). 60. Title sheet is showing an existing 298 square feet of garage. Where is this coming from? For garage conversions: CRC Section R506 requires a vapor retarder for all slabs below conditioned space. Please provide verification that a vapor retarder was installed at the time of construction; or demonstrate how slab will be moisture-proofed. Include product manufacturer, method of application, and ICC (or equal) approval. Carlsbad PC20 18-0045 Apr. 16, 2019 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 E3 No 64. 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 Chris Shaver (for JS) at EsGil. Thank you. EsGil A SAFEbuilf Company DATE: 10/22/18 JURISDICTION: Carlsbad PLANCHECK#.: PC2018-0045 SET:I PROJECT ADDRESS: 2697 Wilson Street J}4LICANT JURIS. PROJECT NAME: Addtion and Remodel for the Taylor Residence El 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. Elil 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: Joshua Wood• 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: Joshua Woo Telephone #: 760 271 7920 Date contacted: 10-22 (by.') Email: jltw695gmail.com ejviaii)( TelephoneVM Fax In Person LI REMARKS: By: Javier Snider Enclosures: EsGil 10/15/1.8 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC20 18-0045 10/22/18 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: PC2018-0045 JURISDICTION: Carlsbad PROJECT ADDRESS: 2697 Wilson Street FLOOR AREA: ADU=375sf Garage=720sf?(298sd exis?) New Habita1=973sf REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 10/22/18 STORIES: 1 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/15/18 PLAN REVIEWER: Javier Snider 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 PC20 18-0045 10/22118 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). To be verified on final Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). To be verified on final FIRE PROTECTION Please indicate on the plans whether the existing residence has a fire sprinkler system installed. If so, then provide a note stating that any additions/alterations will be provided with an automatic residential fire sprinkler system. Section R313.2. Show locations of permanently wired smoke alarms with battery backup, per Section R314: Notes are recognized on sheet E-2 please show location on floor plans In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: Notes are recognized on sheet E-2 please show location on floor plans GENERAL RESIDENTIAL REQUIREMENTS Interior and exterior doors shall be provided with landings not more than 7-3h" below the top of the threshold. Exception: A landing is not required where a stairway of 2 or fewer risers is located on the exterior side of the door, provided Carlsbad PC20 18-0045 10/22/18 the door does not swing over the stairway. Section R311.3.2. 8. Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. Exceptions: A fire-resistance rating of Y2-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13. Wall assemblies need not extend through attic spaces when the ceiling is protected by not less than %-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings. The structural framing supporting the ceiling shall also be protected by not less than Y2 -inch gypsum board or equivalent. 9. Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (llC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. ROOFSIDECKS/BALCONIES 10. Specify on the plans the following information for the roof materials, per Section R106.1.1: Sheet A-5 shows an IAPMO report number for concrete tile, but the note references asphalt shingles. Please clarify intent Manufacturer's name and product name/number. ICC approval number, or equal. 11. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to %" maximum openings. Section R806.1. 12. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. Please show the location. GARAGE AND CARPORTS 13. The garage shall be separated from the residence and its attic area by not less than 1h" gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. Carlsbad PC20 18-0045 10/22/18 FOUNDATION REQUIREMENTS 14. 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. 15. 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). 16. 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. 17. Show minimum underfloor access of 16" x 24". Section R408.4. 18. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. 19. 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. Interior braced wall plates shall have anchor bolts spaced at not more than 6 feet on center and located within 12 inches of the ends of each plate section when supported on a continuous foundation. Interior bearing wall sole plates shall have anchor bolts spaced at not more than 6 feet on center and located within 12 inches of the ends of each plate section when supported on a continuous foundation. 20. The following locations shall require the use pressure-preservative treated wood (Section R317.1): Wood joists or the bottom of a wood structural floor when closer than 18" (or wood girders when closer than 12") to exposed ground. All sill plates that rest on concrete or masonry exterior walls and are less than 8" above exposed ground. Carlsbad PC20 18-0045 10/22/18 c) Sills and sleepers on a concrete or masonry slab that is in direct contact with the ground (unless separated from such slab by an impervious moisture barrier). STRUCTURAL 21. Show or note fireblocking at the following locations per Section R302.11: In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels. Concealed horizontal furred spaces shall also be fireblocked at intervals not exceeding 10 feet; At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; In concealed spaces between stair stringers at the top and bottom of the run; In openings around vents, pipes and ducts; At all spaces between chimneys and floors/ceilings through which chimneys pass. 22. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 23. 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. 24. Several details note "per plan" or "per arch". Please review and make sure they show these measurements somewhere in the plans. 25. Is grid line A sheared? MECHANICAL 26. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. 27. Please show the location of the water heater. ELECTRICAL 28. 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. 29. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52. Carlsbad PC20 18-0045 10/22/18 Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) 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. PLUMBING 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. Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California S13407. 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. It appears some of your green notes are outdated. Please review notes listed below and make necessary adjustments. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240 volt capacity terminating in a box located in close proximity to the location of the future EV charger. CGC 4.106.4. Carlsbad PC20 18-0045 10/22118 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 1 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. Carlsbad PC20 18-0045 10/22/18 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. 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 Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2016 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CFI R, MR, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." Electric Vehicle Charging: Note on the plans that electrical vehicle supply equipment (EVSE) rough-in only is required in one and two family dwellings and townhomes with attached garages. The EVSE rough-in consists of a minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle box will be provided. The main service panel must be sized to Carlsbad PC20 18-0045 10/22/18 accommodate a future 208/240 Volt 40 ampere dedicated branch circuit. California Green Code 4.106.4. Residential Energy Lighting Requirements: ES 150.0(k) 52; In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 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. 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" If using 5 air changes note, please also note the fans are continuous. 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. Mandatory Mechanical design requirements: ES 150.0 Mechanical system sizing from ASHRAE, SMACNA, or ACCA. See ES 150.0(h) I for information. Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least (5) feet from the outlet of any dryer exhaust duct termination. Please show equipment locations. Additions (Mandatory) Additions must comply with the mandatory requirements of ES 110.0 - 110.9 and the Residential requirements of 150.0(a)-150.0(q). Exceptions: Additions 1,000 sq. /ft or less do not have to comply with the whole house ventilation or the whole house fan. Additions 300 sq/ft or less do not need to comply with the roof solar reflectance and thermal emittance specifications of 150.1 (c)1 I Additions under 300 square feet and alternations (such as water heater or window replacement) that do not require HERS registration do not require energy documentation. Energy design compliance is required however. ES 10-103(a)1 C Carlsbad PC20 18-0045 10/22118 MISCELLANEOUS The permit is noting "permit existing". If there is an attempt to permit an existing non-permitted ADU, please provide details as if a new addition was being added. A full review must be conducted to attain a permit. Title sheet is showing an existing 298 square feet of garage. Where is this coming from? Two E windows are shown to represent the skylights. This does not appear to agree with the window schedule. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No L3 64. 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 Javier Snider at EsGil. Thank you. Carlsbad PC2018-0045 10/22/18 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0045 PREPARED BY: Javier Snider DATE: 10/22/18 BUILDING ADDRESS: 2697 Wilson Street BUILDING OCCUPANCY: R-3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 286,232 Air Conditioning _ Fire Sprinklers _ TOTAL VALUE 286,232 Jurisdiction Code Icb IBY Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee V Type of Review: ti Complete Review E] Structural Only o_Repetitive Fee V Repeats O Other 13 Hourly EsGil Fee I $786151 Comments: Sheet 1 of 1 Date: April 24, 2019 To: EsGil 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Re: City of Carlsbad Plan Check #PC2018-0045 2697 Wilson Street Carlsbad, CA 92008 Subject: Plan Check Response Letter Structural ResDonse Plan Check Comment - Response 14- See note added to revised Sheet SI. 23- See Truss Review Letter. - See the "footing design results" on Sheets R2, R5, R8 of the Addendum Calculations dated 4.4.19. The minimum reinforcement has been included in details 10 and I2/SDI. Tony Castaneda, PE Principal Engineer Project Number: 1802.2.18 check response.dac 310 Via Vera Cruz, Suite 204, San Marcos, CA 92078. Phone: 760.539.7979, Fax: 888.763.6575 www.amcconsuItinginc.com Date: April 4, 2019 To: EsGil 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Re: City of Carlsbad Plan Check #PC2018-0045 2697 Wilson Street Carlsbad, CA 92008 Subject: Truss Calculations Review To whom it may concern: The deferred submittal documents (i.e. truss calculations) prepared by Stone Truss, job number 180893, dated April 3, 2019, have been reviewed and are in general conformance with the design of the building. It should be noted; this office does not review the engineering of the trusses by the Truss Engineer. If you have any additional questions regarding this letter, please do not hesitate to contact our office. Sincerely, AMC Consulting, I Tony Castaneda, Project Engineer Project Number: 1802.2.18 Ietter.doc 310 Via Vera Cruz, Suite 204, San Mamas, CA 92078. Phone: 760.539.7979. Fax: 888.763.6575 www.amcconsultinginc.com PCJLOII • 004S 41 :11 PROJECT: TAYLOR RESIDENCE PROJECT ADDRESS: 2697 Wilson Street Carlsbad, CA 92008 PROJECT NUMBER: 1802.2.18 DATE: April 4, 2019 City of Carlsbad Plan Check Number PC2018-0045 Addendum #1 to Original Calculations Dated October 2, 2018 New Retaining Wall Sheets RI-R9 No. 62003 Tony RCE 310 Via Vera Cruz, Suite 204, San Marcos, CA 92078. Phone: 760.539.7979. Fax: 888.763.6575 www.amcconsultinginc.com qC61664ft W'I5 Stem Construction j !°!o!!.. Design Height Above FIg ft= 0.00 Wall Material Above 'W = Masonry Design Method = *50 Thickness = 8.00 Reber Size = # 5 Reber Spacing 24.00 Reber Placed at = Edge Design Data * -- -. - -- - - - lb/FB + fe/Fe = 0.127 Total Force @ Section Service Level lbs = 157.5 Strength Level lbs = Moment.-Actual Service Level ft4 = 157.5 Strength Level ft4 = Moment ... Allowable = 1,231.2 Shear.....Actual Service Level pd= 1.7 Strength Level psi = Shear ..... Allowable psi = 44.5 Met (Masonry) in2 91.50 Reber Depth 'd' In 525 Masohry Data Surcharge Loads Surcharge Over Heel = 0.0 pelf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied toStem i Axial Dead Lead = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccenbidty = 0.0 in Design Summary I Wail Stability Ratios Overturning = 2.62 OK Sliding = 2.08 OK Total Bearing Load = 834 lbs ...resultant eec. = 3.31 in Sail Pressure @Too = 762ps1CK Sol Pressure @Had = 72 pelf OK Allowable = 2.000 paf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1.066 psf ACl Factored @Had = 101 pet Footing Shear § Toe = 3.9 psi OK Footing Shear © Heel = 1.6 psi OK Allowable = 75.0 psi Sliding Cites Lateral Sliding Force = 280.0 lbs less 100% Passive Force = - 291.7 lbs less 100% FrIction Force = - 291.9 lbs Added Force Req'd 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Lateral Load Applied to Stem Lateral Load = 0.0 Mt ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psI (SaMoa Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 In Wall to Fig cLDist = 0.00 ft Footing Type Line Load Base AbovelSeiow Soil - 00 - at Back otWall Poisson's Ratio = 0.300 AMC Consulting, Inc. 810 VI. Vera Cner. Suite 204 41 4 San Marcos,CA9207$ t. 700.539.7979 CU J 115. f• 888.763.6575 This W9 in File: c.AMCRETAlNPRO\201818022.1 Project NamelNwnber : 1802.2.18-tsy Tide Taylqr Residence Dsgnr AMC Description.... 3'-411 Rat. Wall taylorRPX Cantilevered Retaining Wall Page: 1 Date: 4APR 2019 Code: CBC 2016,ACi 318-14,ACl 530-13 Criteria Retained Helit = 3.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Sall over Too = 8.00m Water height over heel = 0.0 ft Soil Data Allow Soil Beating 2000.0 pelf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psI/ft Passive Pressure = 250.0 psflft Soil Density. Heel = 120.00 pd Soil Density. Toe = 120.00 pcI FootlngllSoil Friction = 0.350 Soil height to ignore for passive pressure = 11,00 in I'm psi = 1,500 Fs psi = 20.000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS NOT Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. Wall Weight psi = 78.0 Load Factosa Short Term Factor = 1.000 Building Code CBC 201 MCI Equiv. Solid Thick. in = 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrets Data wind,w 1.000 ft psi= Seismic. E 1.000 Fy psi = Soil Over HL (ab. water fbI) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load cnStain = SoIl Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Fooling Weight = Farce Distance Moment lbs It ft4 181.2 1.75 318.8 1.75 316.8 1.75 66.4 0.42 27.6 286.3 1.16 333.0 300.0 1.00 300.0 Key Weight = Vert Component Total = 833.9 lbs R.M.0 917.4 'Axial live load NOT included in total displayed, or used for overturning resistance, but Is Included for soil pressure calculation. Project NameiNumber: 1803.2.184my AMC Consulting, Inc. Title Taylqr Residence Page: 2 310 VIa Vera Cruz, Suite 204 Dsgnr AMC Date: 4 APR 2019 41 San Marcos CA 92078 Description.... t. 780.539.7979 3'0 Ret. Wall con moo, kill IK f. 888.763.6575 This VVII in File; MC\RETAlNPRO1201811802.218.iaytorRPX RuPro (c) 1961-19, Build ii.ig.ss.es Cantilevered Retaining Wall Code: CBC 2016/iCI 318-14,ACI 530-13 Footing Dimensions & Strengths I Too Width = 0.83 ft Had Width = 1.17 Total Footing Width = 2.00 Footing Thidcness = 12.00 In Key Width = 0.00 in Key Depth = 0.00 In Key Distance from Too = 0.00 It to = 2,500ps1 Fy = 60,000 psi Fooling Concrete Density 150.00 pot Win. As% = 0.0018 Cover @ Top 3.00 @ Blm.= 3.00 In Footing Design Results I Factored Pressure = 1.066 101 pot W: Upward = 321 23 114 W: Downward = 133 129 ft4 Mu: Design 188 106ft4 Actual 1-Way Sheer 3.86 1.63 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforoing = #5 @ 17.99 In Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu c ph151ambda'sqrt(?crSm Heel: Not req'd: Mu < phr5iambda'sqrt(fcSm Key No key defined of Overtumina & Min footing T&S relnf Area 0.52 In2 Min footing 155 relnf Area per foot 0.26 1n2 aft If one layer of horizontal bars: If two layers of horizontal bars: #4@9.261n #4©1&521n #50 14.35 In #5@ 28.70 in #6@ 20.37 In #6@ 40.74 In Moments Force Distance Moment Item The - ft ft-# HL Act Pres (ab water thl) 280.0 1.33 373.3 HL Act Pres (be water WI) 231.5 Hydrostatic Force Buoyant Force = 1.00 Sloped Soil Over Heel 280.0 1.33 373.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 280.0 O.T.M. = 604.8 ReslsunglOvsrturnlng Ratk = 2.02 Vertical Loads used for Soil Pressure = 833.9 lbs Vertical component of active Internl soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. - Tilt 11J•IILflti I Jill :1 Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pd Horizontal Dell @ Top of Wall (approximate only) 0.039 in Theab,.onlculaon is not valid If the hedQhsurgexcacdsthaIofihoJce. becauseiLwwaJLwlaiiwc.ttrct*kitihe rtaln soil. .3. A r' Toe Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 It Fooling Type Line Load Base Above/Below Soil 0.0 It - at Back ofWall Poisson's Ratio = 0.300 Stern Construction Bottom Design Height Above Fig ft = Stem OK 0.00 Wall Material Above"Hr = Masonry Design Method = ASD Ttidtness = 8.00 Reber Size = # 5 Reber Spacing = 24.00 Reber Placed at = Center Design Date - lb/FB + ft/Fa = 0.181 Total Force Q Section Service Level lbs= 157.5 Strength Level lbs = Momnt....Actual Service Level ft4= 157.5 Strength Level ft4 = Moment ....Allowable = 8661 Shear .... .Actual Service Level pst= 1.7 Strength Level psi = Shear ..... Allowable psi = 44.3 Met (Masonry) In2 = 91.50 Reber Depth 'd' in = 3.75 Masonry Data - -. - Lateral Load = 0.0 #/ft ... Height toTop = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 pat (Service Level) Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem i Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = Z73 OK Sliding = 2.31 OK Total Bow" Load = 1,014 lbs ...resultant 6CC. = 4.37 in Soil Pressure @Too = 1,063 psf OK Soil Pressure @Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored 0 Toe = 1,489 pat ACI Factored 0 Heel = 0 pat Fooling Shear @ Toe = 3.9 psi OK Footing Shear 0 Heel = 1.8 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 280.0 lbs less 100% Passive Force = - 29-1.7 lbs less 100% Friction Force = - 354.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Project Narn&Number: 1802.2.18-thy AMC Consulting, Inc. Title Taylqr Residence Page: 1 , 310 Via Vera Cruz Silt. 204 Dsgnr AMC Date: 4 APR 2019 i I San Matte,, CA 92078 Description.... 11 t. 760.539.7979 3'.O Rot. Wall CO $ 8 111111. f. 888.763.6575 This l in File: c:arnc\retainproi2018k18022.184aylor.rpx RutainPis (c) 1807-2110, Build 11.10.03.08 License -- KW4@DSUU Cantlievered Retaining Wall Code: CBC 2016AC1 318-14,ACI 530-13 Criteria . I Retained Height 3.00 It Wall height above soil = 0.00 It Slope Behind Well = 0.00 Heightof Soil over Too = 8.00 in Water height over heel = 0.0111 Soil Data Allow Soil Bearing = 2,000.0 pat Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psfflt Passive Pressure 250.0 pstllt Soil Density, Heel = 120.00 pat Soil Density Toe = 120.00 pat FootIngSoll Friction = 0.350 Soil height to Ignore for passive pressure = 8.00 In Surcharge Loads Literal Load Applied to Stem Adjacent Footing Load fm psl= 1,500 Fs psi = 20,000 Vertical component of active lateral soil pressure IS NOT Solid Grouting Modular Ratio 'n' = Yes 21.48 considered in the calculation of soil bearing pressures. Wall Weight pet = 78.0 Load Factors Short Term Factor = 1.000 Bulking Code CBC 2016.ACl Equiv. Solid Thick. In = 7,60 Dead Load 1200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wlnd,W 1.000 ft psl= Seismic, E 1.000 Fy psi = fm Footing Dimensions & Strengths Toe Width = 0.00 111 Heel Width = 2.00 Total Footing Width = '2.00 Footing mistiness = 12.00 in Key Width = 0.00 In Key Depth = 0.00 In Key Distance from Toe = 0.00 ft rc = 2,500 psI Fy = 60,000 psi Fooling Concrete Density = 150.00 pot Min. As% = 0.0018 Cover @ Top 3.00 @ Btm. 3.00 In of Overturning & Resisi Force Distance Item to ft HL Act Pros (ab water lbl) 280.0 1.33 HI Ad Pros (be water tbl) Hydrostatic Force Buoyant Force = 1.00 Sloped Soil Over Heel = 280.0 1.33 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Iced @ Stem Above Soil = Project NamelNumber: 1802.2.184ay AMC Consulting, Inc. Tide Taylqr Residence Page: 2 310 VIa Vera Cruz, Suits 204 Dsgrr: AMC Date: 4 APR 2019 Cetac 1. 888.763.6575 41 4 San Marcos CA 92078 Description.... I. 760.539.7979 3'-O" Ret. Wall This in File: c:\amcretainproi201818022.18.tayIor.rpx RetainPro Ic) 1887-I19. Build 111.1.03.08 Cantilevered Retaining Wail Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Design Results Factored Pressure = 1.489 0 pet Mu': Upward = 0 248 1114 Mu': Downward = 0 680 1114 Mu: Design = 0 432ft-# Actual 1-Way Shear = 3.86 1.79 psi Mow 1-Way Shear = 40.00 40.00 psi Too Reinforcing = #5©17.991n Heel Reinforcing = None Spedd Key Reinforcing = None Speed Other Acceptable Sizes & Spacings Toe: Not req'd: Mu cphI5iambda*sqrt(fcSm Heel: Not req'd: Mu < Key: No key defined Mm fooling T&S reirif Area 0.52 In2 Min footing T&S reinf Area per foot 0.26 In2 aft If one layer of horizontal bars: If two layers of horizontal bars: 8*0 9.26 In #4(5) 18.52 In #5@ 14.35 In #5(5)28.70 In 86(5)20.37 In #6(5)40.74 In Forces & Moments RESISTING Moment Force Distance ff4 lbs ft 373.3 Soil Over HI (ab. water lbl) 231.5 Soil Over HL (bel. water fbi) Waire Table Sloped Soil Over Heel = 373.3 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Uve Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = 6048 Fooling Weight = Key Weight = Vert. Component Total 1,014.0 lbs RA.0 1,018.0 Axial live load NOT Included In total displayed, or used for overturning resistance, but Is included for soil pressure calculation. 480.0 1.33 1.33 1.33 Moment ff4 640.0 840.0 Total = 280.0 O.T.M. = ReslstlnglOvertwnlng Ratio = 2.73 Vertical Loads used for Soil Pressure = 1,014.0 lbs 234.0 0.33 78.0 300.0 1.00 300.0 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. II I Llilhlul[IIIftuIIIlfl IIJ UI III I fill Horizontal Deflection at Tom, of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pd Horizontal Dell 45) Top of Wall (approximate only) 0.044 in The at elcationis not-valid iftheiieoisoil bem1nressuieexceeds that of the toe, because the wall would then tend to rotate Into the retained soil. 10, rviswr ~~ I =71 - Project NamelNumber: 1802.218-lay 310 Via Vera Cruz, SuIto204 Dsgnr AMC Date: 4 APR 2019 AMC Consulting, Inc. Title TOW Residence Page: 1 CgIec. Rest. Wall San Marcos. CA 92078 Description.... t. 760.539.7979 3'-O I. 888.763.6575 This 'I in File: c:\amc\retalnpro2O181802.2.184aylor.rpx RotalnPro (C) 1987-2019, Build 11.19.03.08 License:icw.00seest Restrained Retaining Wan Code: CBC 2016,ACI 318-14,ACI 530-13 a..a na.,e,.. ...a ...a Soil Data Allow Soil Beanng = 2,000.0 psI Equivalent Fluid Pressure Method At-Rest Heel Pressure = 60.0 psfNt Passive Pressure = 250.0 psM Soil Density = 120.00 pat FoolingilSoli Frictlor = 0.350 Soil height to Ignore lOt passive pressure = 0.00 In Crfteda Retained Height = 3.00 It Wail height above soil = 0.00 ft Total Wall Height = 3.00 ft Top Support Height = 3.00 it Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 In Thumbnail Surcharge Loads Uniform Lateral Load Applied to Stem - Adjacent Footing Load Surcharge Over Had = 0.0 Psf >>>Used To Resist Sliding & Overturning Lateral Load = 0.0 #ftt ...Height to Top = 0.00 ft Adjacent Footing Load = Footing Width = 0.0 lbs 0.00 it SUrChargeOJOIToe = Used for Slidbig&Overturnlng 0.0psf ...HeighttoBottoin = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Diet = 0.00 ft Axial LoW Applied to Stem Load Type = Wind (W) Footing Type Line Load (Strength Level) Base 4AboveIBelow Soil Axial Dead Load = Axial Live Load = 0.0 lbs 0.0 lbs Wind on Exposed Stem = 0.0 psI - at Back of Wall 0.0 It Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load - - Kh Soil Density Multiplier = 0.2009 Added seismic per imit area 0.0 psI Design Summary I Masonry Stem Construction Total Bearing Load = 1,014 lbs Thickness = 8.00 in fin = 1.500 psi Short Term Factor = 1.000 ...resultant ecc. = 3.27 in Wall Weight = 78.0 psI Fe = 20,000 psi Equlv. Solid Thick. = 7.600 in Soil Pressure @Toe =921 psf OK Stem Is FREE to rotate at top of fooling n Ratio (Es/Em) = 21.481 Soil Pressure @ Had = 93 par OK Block Type = Medium Weight Allowable = 2.000 pat Design Method = ASD Mmax Between Soil Pressure Less Than Allowable Sold Grouted a Top Support Top & Base Q Base of Wall ACI Factored @ Toe = ACi Factored ©Heel = 1,105 p51 112psf Stem OK Stem OK Stem OK Design Height Above Ftg = 3.00 It 1.28 It 0.00 it Footing Sheer @ Toe = 0.0 psi OK Reber Size # 5 # 5 # 5 Fooling Shear © Heel = 2.2 psi OK Reber Spacing = 24.00 in 24.00 In 24.00 in Allowable = 75.0 psi Reber Placed at = Center Center Center Reaction at Top = 89.0 lbs Reber Depth 'd' 3.75 in 3.75 in 3.75 In Reaction at Betters 390.0 lbs Design Data -- - ------ -. - -•-- - Sliding Stability Ratio = 1.51 OK IWFB + We = 0.000 0.120 0.000 Sliding Coles Lateral Sliding Force = 390.0 lbs Moment...Actua = 0.0 ft-# 103.9 ft4 0.084 less 67% Passive Force 232.6 lbs Moment .... Allowable = 866.1 1t4 866.1 ft4 866.184 INS 100% Friction Force= - 354.9 lbs Shear Force @ this height = 90.0 lbs 180.01bs Added Force Req'd 0.0 lbs OK Met = 91.50 1n2 91.50 in2 ....for 1.5 Stability 0.0 lbs OK Shear ..... Actual = 0.98 psi 1.97 psi Verlical component of active lateral soil pressure IS Shear .... .Aliowable = 77.71 psi 77.71 Psi NOT considered In the calculation of soil bearing Load Factors -- Building Code CBC 2016,ACi Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, 5 1.000 III = 234.0 = 0.33 78.0 = 480.0 1.33 640.0 = 300.0 1.00 300.0 = 1.014.olbs Resisting Moment 1,018.0 Surtharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Stem Weight Surthaigo Over Toe Soil Over Heel Footing Weight Total Vertical Force AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 41 4 San Marcos,CA92078 t. 700.5397979 Blitsifiti, C. 1. 888.763.6575 This WII in File 0amcretainpr620181802.2,1 Prc4ect NameiNumber : 1502.2.18-tay Tile Taylqr Residence Dsgnc ANC Description.... Rest. Wall Page: 2 Date: 4 APR 2019 Licenae: KW-060568" w Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 - Footing Strengths & Dimensions I Too Width = 0.00 it Had Width = 2.00 Total Footing Width = - 2.00 Footing Thickness = 12.00 In Key Width = 0.001n Key Depth = 0.00 In Key Distance hum Toe = 0.00 It Footing Design Results Factored Pressure = 1.105 112 psi Mu': Upward 0 0ft-# Mu': Downward 0 0 114 Mu: Design = 0 -252 ft-S Actual 1-Way Sheer = 0.00 2.21 psi Allow 1-Way Shear = 0.00 75.00 psi Ic = Z500 psi Fy = 60.000 psi Other Acceptable Sizes & Spacings: Footing Concrete Density = 150.00 pof Toe: None Specd -or- Not req'd: Mu < phi*5*IambdVsqrt(fc)*Sm Mm. As % = 0.0016 Heel: None Speo'd -or- Not req'd: Mu c phl'51ambdasqrt(fcTSm Cover @ Top = 3.00 In Btm.= 3.00 in Key No key defined -or- No key defined Min footing T&S reinf Area 0.52 1n2 Min fooling T&S relnf Area per foot 0.26 1n2 ift If one layer of horizontal bars If two layers of horizontal bars: #40 9.28 in #4@ 18.52 In #5014.351n #5@28.701n #6@ 20.37 In #6@ 40.74 in Summary of Forces on Footing: Stab Is NOT resisting sliding, stem Is PINNED at footing Forces acting on tooting for overturning, sliding, & soil pressure Lateral Distance Moment Vertical Lateral Distance Moment lbs Overturning Moments. Resisting lbs lbs -- - ftft-# .. ft It-S Stem Show Top of Footing = -180.0 1.00 -180.0 Heel Active Pressure -210.0 0.48 -100.0 Sliding Farce 3900 Overturning Moment -280.0 Footing Overturning Stability Ratio 3.64 Net Moment Used For Sol Pressure Calculations 2760 ft-S Net Mom. at St.mlFtg Interface. 2760 ft-0 Mow. Mom.O StumlFtg Interface = 856-1 ft4 Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 507.0 pat Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Eul Leia) Reshm iT 11 STRUCTURAL CALCULATIONS TAYLOR RESIDENCE 2697 Wilson Street Carlsbad, CA 92008 PROJECT NUMBER: 1802.2.18 DATE: October 2, 2018 310 Via Vera Cruz, Suite 204, San Marcos, CA 92078. Phone: 760.539.7979 , Fax: 888.763.6575 www.amcconsuftinginc.com koa6a ri - ØOHS PROJECT: TAYLOR RESIDENCE PROJECT ADDRESS: 2697 Wilson Street Carlsbad, CA 92008 PROJECT NUMBER: 1802.2.18 DATE: October 2, 2018 TABLE OF CONTENTS ITEM SHEET # DESIGN DATA SHEET GI DESIGN LOADS G2 VERTICAL DESIGN VI-V16 BASE SHEAR DESIGN LI-L4 LATERAL DESIGN 1-5-1-9 SHEAR WALL SCHEDULE LIO LATERAL DESIGN EXAMPLE LII FOUNDATION DESIGN F1-F2 SPECIFICATIONS S1-S9 No. 62003 Tony RCE 310 Via Vera Cruz, Suite 204, San Marcos, CA 92078. Phone: 760.539.7979 • Fax: 888.763.6575 www.amcconsultinginc.com PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1502.2.18 CODE: 2016 CALIFORNIA BUILDING CODE SOIL DATA: CBC TABLE 1806.2, ASBP = 1500 PSF CONCRETE FOUNDATION F' = 2,500 PSI REBAR #3 or LESS F =40 KSI REBAR #4 or LARGER F =60 KSI LUMBER DIMENSION 2X D.F. #2 F = 90 PSI Fb=900 E=1.6X106 DIMENSION 4X D.F.#1 F=90 PSI Fb=1000 E=1 7X106 DIMENSION 6X D.F. #1 F = 85 PSI Fb=1350 E1.6X106 GLU-LAMS 24FV4 DF/DF F=240 PSI Fb2400 E1 .8X106 PARALLAMS 2.OE WS PSL F=290 PSI Fb=2900 E=2.0X106 SHEET: GI PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 ROOF LOAD ROOFING COMP SHINGLE 40 PLYWOOD 5/8 1.8 FRAMING 3.5 INSULATION STD 3.0 MECH & ELECT. STANDARD 1.0 CEILING GYPSUM 3.0 MISC STANDARD 1.7 DEAD LOAD 18.0 LIVE LOAD ROOF 20.0 TOTAL DEAD + LIVE 38.0 TYPICAL EXTERIOR WALL LOAD EXTERIOR STUCCO 10.0 INTERIOR 5/8" GYPSUM 3.0 FRAMING 2x STUDS 2.0 INSULATION R13 1.0 MISC. STANDARD 1.0 TOTAL 170 SHEET: G2 AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760339.7979 E 888.763.6575 Project Title: Taylor Residence Engineer: AMC Project ID: 1802.2.18 Project Descr Prrntet 17 SEP 2018. 3:14PM !tiple Simple Beam Description: Rafters Wood Beam Design: rr 16" o.c. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2x14, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb .. Tension 990.0 psi Fc - PrIl 1,350.0 psi Fv 160.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc- Peip 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi qiLds Beam seff weight calculated and added to loads Unit Load: D = 0.0180, Lr = 0.020 k/it, Tlib= 1.330 ft Design Summary Max tb/Fb Ratio = 0.710; i 1 -. D.(002394) Lr(9.0266.P) tb Actual: 62662 psi at 10.500 ft in Span I Fb:Allowable: 1,164.38 psi Z14 Load Comb: +D+Lr+H Max fv/FwRatio= 0.174:1 21.0 It fv: Actual: 39.12 psi at 19.950 ft in Span #1 Fv: Allowable: 225.00 psi . Load Comb: +D+Lr+H Mii1)eflectidii Max Reactions (k) 0 L Lr S W g H Transient Downward 0.252 in Total Downward 0.519 in Left Support 0.30 0.28 Ratio 1001 >360 Ratio 485 >240 Right Support 0.30 0.28 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: IT 24" o.c. Calculations per NDS 2015, IBC 2015, CBC 2015, ASCE 7-10 BEAM Size: 2x6, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 800 psi Fc - PrIl 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pd Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and adctod to loads Unit Load: 0 = 0,0180, Lr = 0.020 k/ft, Trlb= 2.0 ft Design Summary Maxfb/Fb Ratio 0,587:1 lb : Actual: 987.45 psi at 4.000 ft in Span #1 Fb : Allowable: 1,681.88 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.223: 1 fv:Actual: 50.16 psi at 0,000 ft in Span #1 D'0.0360 LrO.O4 C' 4. x6 Ali 8.0 It Fv : Allowable: 225.00 ps Load Comb: Max Reactions (k) Q L Lr Left Support 0.15 0.16 Right Support 0.15 0.16 Max Deflections W H Transient Downward 0.111 in Total Downward 0.217 In Ratio 861 >360 Ratio 443 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.090 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: v .AMC Consulting, Inc. Project Title: Taylor Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project 10:1802.2.18 San Maroos, CA 92078 Project Descr: t. 780.539.7979 C 888.763.6575 Description: Ceiling Joists Wood Beam Design: ci a 16' o.c. Calculations per NDS 2015. !BC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fc- PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.2 pot Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580ks1 Applied Loads Beam seV weight calculated and added to loads Unif Load: D = 0.010, Lr = 0.020 kilt, Thb= 1.330 ft Design Summary Max fo/Fb Ratio = 0.394: 1 fb : Actual: 529.19 psi at 4.000 ft in Span # 1 Fb : Allowable: 1,344.27 psi Load Comb: +D+Lr+H Max fv/FvRato= 0.119:1 fv:Actual: 26.88 p& at 0.000 It in Span # 1 OO.0133O L.r O.O266cj ..- . ... . - -- 2x -- 8.0 ft Fv : Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 k Lr a A E H Left Support 0.06 0.11 Right Support 0.06 0.11 Transient Downward 0.074 in Total Downward 0.118 in Ratio 1296>360 Ratio 827 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: i2- AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 780.539.7979 f. 888.763.6575 Project Title: Taylor Residence Engineer: AMC Project ID: 1802.2.18 Project Descr: Printed: 17 SIP 20111 11:12PM Multiple Simple Beam ...........RB.-R.BI.0 .,.,.. ........................... Wood Beam Design: RBI Calculations per NDS 201.5, IBC 2015, CRC 2016, ASCE 7-10 BEAM Size: 5.25x18.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations. Major Axis Bending Wood Spades: T,us Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2900 psi Fc - Pill 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pcf Fb - Compr 2900 psi Pc - Perp 625 psi Ft 2025 psi Eminbend - xx 1016.535 ksi Applied Loads Beam seff weight calculated and added to loads Unit Load: D = 0.0990, Li = 0.110 k/ft. 0.0 ft to 4.750 ft. Trib= 1.0 It Unit Load: D = 0.2660, Li = 0.2950 k/ft. 4.750 to 15.50 ft, Tnb= 1.0 ft Unit Load: D = 0.0990, Li = 0.110 klft, 5.50 to 19.0 ft. Tnb= 1.0 ft Unit Load; D = 0.0340 k/ft. Trib= 1.0 ft Point: 0=1.710, Lr=1.310k@4.7501t Point: D = 1.710, Lr= 1.310k @ 15.50 ft Design Summary Maxtb/Fb Ratio = 0.613;j lb : Actual: 1,895.79 psi at 9.500 ft in Span # I Fb: Allowable: 3,095.11 psi Load Comb: +D+Lr+H Maxfv/FvRatio= 0.376:1 fv . ; Actual: 136.23 psi at 17.543 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb; +D+Lr+H Max Reactions (k) 12 I.. 1Ar a ME E. ti Transient Downward 0.270 in Total Downward 0.582 in Left Support 4.42 3.69 Ratio 843>360 Ratio 391 >240 Right Support 4.87 4.11 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB2 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6 Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Pb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi 1310.0090)I - 1525x13.0 19.0 ft 1 Applied Loads Beam seff weight calculated and added to loads Unit Load: D =0.1160, Li = 0.110 k/ft. Trib= 1,0 ft Desian Summary Maxfb/Fb Ratio lb : Actual: 201.28 psi at 2.000 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fvlFvRatio = 0.084:1 fv : Actual: 17.84 psi at 0.000 ft in Span #1 Fv: Allowable; 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Li Left Support 0.25 0.22 Right Support 0.25 0.22 Wood Beam Design: R1133 D0.116O• Lr0.11O 6x6 4.0 ft Transient Downward 0.005 in Total Downward 0.011 in Ratio 9193>360 Ratio 4348 >240 LC: Li Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: or NOS 2015, IBC 2015, CRC 2016, ASCE 7-10 Using Allowable Stss Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc- PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 3120 pof Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Mailed Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.2510, Lr = 0.260 k/ft Tb= 1.0 ft 'AMC consulting, Inc. 310 VIa Vera Cruz, Suite 204 San Marcos, CA 92078 L 760.539.7979 I. 888.763.6575 Project Title: Taylor Residence Engineer: AMC Project ID: 1802.2.18 Project Descr.: ITSEP2O1& 512PM Multiple Simple Beam Desian Surnmaiy Max tblFbRatio = 0.2651 fb : Actual: 447.95 par at Fb: Allowable: 1687.50 psi Load Comb: Max fvlFvRatio = 0.187:1 fv: Actual: 39.69 psi at Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H INC. 1983-2017, Build:10.17.12.10, Ver.6; DO 2510 L0026.Q 2.000 ft in Span # I 6x6 0.000 ft in Span #1 F - 4.0 ft Max Reactions (k) D i. Li w E ii Transient Downward 0.012 in Total Downward 0.025 in Left Support 0.52 0.52 Ratio 3889>360 Ratio 1954 >240 Right Support 0.52 0.52 LC: Li Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: WÔbd Beam Design: RB4 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations. Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pet Fb - Cornpr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Emiribend - xx 580.0 ksi Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H fti1ns . Max Reactions (k) Q I Li U Transient Downward 0.002 in Total Downward 0.007 in Left Support 0.21 0.08 Ratio 9999>360 Ratio 7094 >240 Right Support 0.21 0.08 LC: Li Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB5 Calculations per NOS 201$, IBC 2015. CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pd Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 isi Applied Loads Beam self weight caiculated and added to loads Unif Load: D = 0.2510, Lr = 0.260 Wft, Trib= 1.0 ft Qaic ...... Max tb,FbRatio 0442 1 fb Actual 741.15 psi at 3.500 ft in Span # I Fb Allowabe 1,678.68 psi Load Comb: +D+Lr+H .. 6x8 Max fvlFvRatio = 0.257: 1 . 7.0 ft Iv : Actual: 54.70 psi at 6.393 ft in Span # 1 . .....--------........ - '- - ----------- - Fv : Allowable: 212.50 psi .. ...............................-......... Load Comb: +D+Lr+H Max Reactions (Ic) 2 L Jar a w g H Transient Downward 0.046 In Total Downward 0.091 in Left Support 0.91 0.91 Ratio 1840>360 Ratio 920 >240 Right Support 0.91 0.91 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9899 LC: LC: 'I't 'AMC Consulting, Inc. Project Title: Taylor Residence 310 \a Vera Cruz, Suite 204 Engineer. AMC Project ID: 1802.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 Pi1nt: 17 SP 2015, 5:12PM Multiple Simple Beam ENERCAIC, INC. WOOd tseam uesgn: RB6 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pril 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Emiribend - xx 580.0 ksi Applied Loads Beam sell weight calculated and added to loads Unit Load: 0=0.1340, Lr= 0.130 kit, Tb= 1.0 ft Des!n Sumpaj Maxfb/Fb Ratio = 0.262:1 fb : Actual: 442.73 psi at 2.750 ft in Span # I Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.146: 1 fv : Actual: 30.99 psi at 5.060 ft in Span # I D(O.1340) Lr(O.130) x6 4' 5.50 ft Fv: Allowable 212.50 psi I Load Comb: +D+Lr+H MaIc (5eltecti '" Max Reactions (k) P. L L, a Yi 5 ti Transient Downward 0.022 In Total Downward 0.046 in Left Support 0.39 0.36 Ratio 2992 >360 Ratio 1437 >240 Right Support 0.39 0,36 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC:____________ LC: Wood Beam Design: RB7 . . Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced . . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.! Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Eband- xx 1,600.0 ksi Density 31.20 pet Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi ADD/led Loa1s Beam self weight calculated and added to loads Unit Load: 0 = 0.2830, Lr =0.2950 kilt, Trib= 1.0 ft Nslva&mmot. Max folFb Ratio = 0.230-1 lb : Actual: 387.38 psi at 1.750 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatlo = 0.177: 1 Iv : Actual: 37.54 psi at 3.045 ft In Span #1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 2 L Lt a W Left Support 0.51 0.52 Right Support 0.51 0.52 D(O.2830)Lr(O.2950) - 6x6 A 5.50 ft ••ç...fl.......,•. .. - . it Transient Downward 0.008 in Total Downward 0.018 In Ratio 5117>360 Ratio 2582 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 'AMC Consulting. Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7979 1. 888.763.6575 Multiple Simple Beam Project Title: Taylor Residence Engineer: AMC Project ID: 1802.2.18 Project Descr: .......... . . .. ....... . PrinIed.i7SEF ?014-5: 1251101 C:,AM .lERCALG,2a18\l81)221-1.EC6 ENERCALC. INC 198 2017 Bi tO 1712 1 Ver6 15 I 31 RB8 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pci Fb - Corn pr 1,350,0 psi Fc - Perp 625.0 psi Ft 875.0 psi Eminbend - xx 580.0 ksi Acolied Loads Beam set weight calculated and added to loads Unif Load: D = 0130, Li = 0.1250 kilt, Trib= 1.0 ft Design Summa!y Max lb/Fb Ratio = 0.254: 1 lb : Actual: 428.00 psi at 2.750 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatlo= 0.141:1 fv: Actual : 29.96 psi at 5.060 ft in Span #1 D(O.130}Lr(O.1250) 6x6 5.50 ft Fv : Allowable: 212.50 psi . ..... LoadComb: ..................................................................................................................................................... Max Reactions (k) Q J, Li a W E H Transient Downward 0.021 in Total Downward 0.044 in Left Support 0.38 0.34 Ratio 3112>360 Ratio 1487 >240 Right Support 0.38 0.34 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood BeamDisign':' RB9 .. .. Calculations per NDS 2015, IBC 2015, CBC 201€, ASCE 7-10 BEAM Size: " 6x&, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pd Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Emlnbena - xx 580.0ks1 Applied Loads Beam seif weight calculated and added to loads UnifLoad: O0.0950, Lr0,1050k/ft0.0ftto2.250ftTrib=1.0ft UnilLoad: 0=0.2070, Lr=0.230 Will, 2.250to3.O ft, Trib=i.0f1 Unit Load: 0 = 0.0260 kift, Trib= 1.0 ft Point D = 2.850, Lr = 2.310k © 2.250 ft ., iQn..Summart, Max fb/Fb Ratio = 0.436' 1 lb Actual 73328 psi at 2.250 ft in Span # I ,. is Fb: Allowable: 1,683.58 psi Load Comb +D+Lr+H Max fvlFvRatio = 0.699: 1 ................................... .........v.............. fv:Actual: 148.56 psi: at 2.380 It in Span #1 ........ .. Fv : Allowable: 212.50 psi [ . . . . Load Comb: +D+Lr+H Max Reactions (K) 2 L Li 31 W E II Transient Downward 0.006 in Total Downward 0.013 in Left Support 0.92 0.75 Ratio 6190>360 Ratio 2778 '240 Right Support 2.41 1.97 LC: Li Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 'AMC Consulting. Inc. Project Title: Taylor Residence 310 Via Vera Cruz Suite 204 Engineer: AMC Project 10:1802.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.1979 1. 888.763.6575 Prrnted: 17 SEP 201B. 5:12PM Multiple Simple Beam Wood Beam Design: RBIO Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 Its! Density 31.2 pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend -xx 620ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D= 0.0->0.0720, Lr = 0.0-0.080 kilt, 0.0 to 11.0 It Unif Load: D= 0.0-4.0720, Li = 0.0->0.080 k/lt, 0.0 to 11.0 ft Design Summary .. Max fb/Fb Ratio = 0.601- 1 _____.............................;.1 .:..c . ..... lb:Actual: 955.29 Psi at 6.307 It in Span #1 ........ ...... Fb : Allowable: 1,589.76 psi . ............................................................................................................... Load Comb: +D+Lr+H 4x8 Maxfv/FvRatio = 0.254:1 11.0 ft ................................ fv : Actual: 57.23 psi at 10.413 ft in Span # I .........................................................................................:.........:.............::•..... Fv : Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Lr 2 v E ft Transient Downward 0.149in Total Downward 0.276 in Left Support 0.29 0.29 Ratio 940 >380 Ratio 477 >240 Right Support 0.56 0.59 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 8999 LC: LC: 'ii 'AMC Consulting, Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 1. 760.539.7979 f. 888.763.6575 Project Title: Taylor Residence Engineer: AMC Project ID: 1802.2.18 Project Descr Pntd' 15 SEP 201 7:43AM Multiple Simple Description RB11-RB2O Wood Beam Design: RBII Cakulations per NPS 2016, IBC 2015, CBC 2016, ASCE 7.10 ------ Using AHowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc- PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pof Fb - Compr 1,350.0 psi Fe- Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi .pplled Loads Beam self weight calculated and added to loads Unif Load: D=0.2550, Lr 0.210, L=0.040 Will, Tiib= loft Unif Load: DO.iO50, L0.1050kift7.50to1O.0 ft, Trib= 1.0 ft Unif Load: D = 0.0180, Lr 0020 k/ft. 0.0 to 6.50 ft, Trib= 1.0 ft Unif Load: 0 = 0.0720, Lr 0.080 k/ft, Tiib= 1.0 ft Point 0 = 0.560, is = 0.590 k @ 6.50 It Desian Summary Max tb!Fb Ratio = 0.627; 1 tb : Actual: 1,043.89 psi at 5.600 It in Span # 1 Fb : Allowable: 1,665.46 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.393: 1 Iv: Actual: 83.58 psi at 9.087 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 2 L Lr S H Transient Downward 0.079 in Total Downward 0.169 in Left Support 2.01 0.23 1.74 Ratio 1526>360 Ratio 708 >240 Right Support 2.34 0.43 1.88 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9989 LC: LC: Wood Beam Design: RBI Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 64, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc- PrO 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fe. Perp 625.0 psi Ft 675.0 psi Erninbend - xx 580.0 ksi oiled Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.4210, Lr = 0.290, L = 0,1450 kft, Thb= 1.0 ft g)140 ltO:4G5O)L 6x12 10.0 ft Max fb/Fb Ratio = 0.387. 1 lb : Actual: 652.43 psi at 2.000 It in Span # I Fb Allowable: 1,687.50 psi Load Comb: +D+0.75OLr+0.750L+H Max fv/FvRatio 0.272:1 fv : Actual: 57.81 psi at 0.000 ft in Span #1 Fv; Allowable 212.50 psi Load Comb: +D+0.750Lr+0.750L+H Max Reactions (k) 2 I. LL Left Support 0.86 0.29 0.58 Right Support 0.86 0.29 0.58 O(O.4210)Lr(O.290)L(O.1450) 0x6 - 4.0 ft Transient Downward 0.0141n Total Downward 0.036 in Ratio 3487>360 Ratio 1341 >240 LC: Lr Only C: +0+0.750Lr+0.750L+H Transient Upward 0.000111 Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Ab Project live: Taylor Residence Engineer: AMC . Project ID:1802.2.18 Project Descr: Prüited: iS SEP 201& ?:4AM He= MNERQALC01i80.fl1tEC6Th ENERCALC, INC. 19 20i,7B...iovM2;io;veej&t31 Calculations per NDS 2015, lRC 2015, CBC 2016, ASCE 7.10 AMC Consulting. Inc. 310 Via Vera Cruz, Suite 204 San Marcos, CA 92078 t. 760.539.7879 f. 888.763.6575 Multiple Simple Beam n: RBI3 BEAM Size: 5.25x11.875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Spades: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2900.0 psi Fc - Prll 2,900.0 psI Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Corn Pr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminberid - xx 1,016.54 ksl ADolied Loads Beam self weight calculated and added to loads Unit Load: D0.3340, Lr=0.210, L=0.1450klft, Trib= 1.0ft Unit Load: D=0.0720, Lr=0.080kifL0.0t05.Oft,Trib=1.Oft Unit Load: 0=0,0160, Lr=0.020k!ft,5.otol2.0ft,Trib=1.0f1 Point: D=0.560: Lr = 0.590k © 5.0 ft Degga Max fb/Fb Ratio 0.443' 1 , O D.O72O) LrçO.O8OI, £to) Lr( 219) - fb:Actual: 1,562.25p81 at 5.500 ft in Span #1 ................ Fb : Allowable: 3,530.28 psi Load Comb: +D+0.75OLr+0.750L+H , " - 5.25x1.875 Max fvlFvRatio = 0.289: 1 ft fv : Actual: 104.82 Psi at 0.000 ft In Span # I - ... : Fv: Allowable: 362.50 psi Load Comb: +D+0.750Lr*0.750L+H Max Déflections............................. Max Reactions (k) Q L Li a & E It Transient Downward 0.121 in Total Downward 0.305 in Left Support 2.87 0.91 2.03 Ratio 1236 >360 Ratio 492 >240 Right Support 2.59 0.91 1.72 LC: Lr Only C: 4-D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9899 Ratio 9999 LC: LC: Wood Beam Design: RBI4 Calculations per lIDS 2015, IBC2015, CBC 2016, ASCE 7-I0 BEAMSIze: 6x8,Sáwn.F61ly Using Allowable Stress Design with ASCE 7•10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb- Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend. xx 1,600.0 ksl Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Ecninbend - xx 580.0 ksi Aopi!ed Loads Beam self weight calculated and added to loads Unit Load: 0=0.0670, Lr=0.030, L=0.040k1ft, Trib= 1.0ft Unit Load: 0=00720, Lr=0.080k/ft750to 4.1,50ft, Trib= loft Unit Load: D-0.0-0.0720. Lr = 0.0->0.080 kilt. 0.0 to 7.50 ft Design Summanr Max fblFb Ratio = 0.517; 1 tb : Aclual: 864.90 psi at 6.095 ft In Span #1 Fb: Allowable: 1,672.59 psi Load Comb: +D+0.75OLr+0.750L+H Max fv/FvRatio = 0.211.1 fv : Actual: 44.73 psi at 10.887 ft in Span #1 Fv: Allowable: 212.50 psi Load Comb: +D+0.75OLr+0.7501+H Max Reactions (k) Q L. Li Left Support 0.64 0.23 0.40 Right Support 0.79 0.23 0.57 .9LP 040) •PP.O72O) Lr(0.080) .-.-%. ..* 6x8 A 11.50 ft b . . *- ................................................ Jj Transient Downward 0.112 in Total Downward 0.285 in Ratio 1234>360 Ratio 483 >240 LC: Lr Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 In Total Upward 0.000 in RaVe 9999 Ratio 9999 LC: LC: D0.156Ol LrO.110 L'O.04D =....======v..==.'.................................... 6x6 4.0 ft - .. -.- . - Transient Downward 0.005 in Ratio 9193 >360 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.013 in Ratio 3676 >240 C: +D+0.750Lr+0.750L+H Total Upward 0.000 in Ratio 9999 LC: AMC Consulting, Inc. Project Title: Taylor Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1802.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.783.6575 Simple Beam INC. NOS 2015, IBC 2015, CSC 2016, ASCE 7-10 Using Allowable Stfess Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Spedes: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb .. Compr 1.350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam seff weight calculated and added to loads Unit Load: D=0.1560, Lr= 0.110, L=0.040k/ft, Trib= 1.0ft D(0.1550)Li(O:11OjL(004C) 8x 7.50 ft Max fb/Fb Ratio = 0.271; 1 fb : Actual: 453.99 psi at 3.750 ft in Span # 1 Fb: Allowable: 1,678.06 psi Load Comb: +D+0.75QLr+0.750L+H Max fv/FvRatio = 0.150: 1 Actual: 31.78 psi at 6.900 ft in Span # I Fv: Allowable: 212.50 psi Load Comb: +D+0,75QLr40.750L+ Max Reactions (Ic) Q 1 LE ai W. E 11 Transient Downward 0.025 in Total Downward 0.064 in Left Support 0.62 0.15 0.41 Ratio 3536>360 Ratio 1402 >240 Right Support 0.62 0.15 0.41 LC: LrOnly C: +D+0.750Lr+0.750L+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RBI6 Calculations per NDS 2015, lBC 2015, CBC 2016, ASCE 7-10 ie:6x6,SiiiFuli Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb -TensIon 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,800.0 ksl Density 31.20 pot Fb - Compr 1,350.0 psi Fo - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: 0=0.1560, Lr=0.110, L=0.040k/ft,Trib= lOft Desian Summary Max fb/Fb Ratio = 0.141; 1 lb : Actual: 238.06 psi at 2.000 ft in Span # I Fb: Allowable: 1,687.50 psi Load Comb: *D+0.750Li*0.750L+H Max fv/FvRatio = 0.089:1 fv: Actual: 21.10 psi at 0.000 ft in Span #1 Fv: Allowable: 212.50 psi Load Comb: +D+0.750Lr+0.750L+H Max Reactions (k) 2 1= kt Left Support 0.33 0.08 0.22 Right Support 0.33 0.08 0.22 AMC Consulting, Inc. Project Title: Taylor Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1802.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 19 SEP Multiple Simple Beam ENERCALC INC. Wood Beam Design: RB17 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 710 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations. Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pot Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Fl 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D=0.0990, Lr0.110 kill, 0.0ftto2.0 ft. Trib= loft Unit Load: D=O.0450, Lr=O.050 k/fl, 2,010 6.0 ft Trib= 1.0 ft Unit Load: D = 0.0330, L = 0.0070 Will, Trib= 1,0 ft Point D = 2.590, Lr = 1.720, L = 0,910 K @2.0 ft Design Summary Max fb/Fb Ratio = 0.583; 1 fb:Actual: 978.17 psi at 2.000 ft in Span #1 Fb: Allowable: 1,677.10 psi Load Comb: +D+0,75OLr+0,750L+H Max fv/FvRatio = 0.462:1 fv: Actual: 98.26 psi at 0.000 It in Span #1 Fv: Allowable: 212.50 psi Load Comb: +D+0,750Lr+0,750L+H D T 17 (G.09gO 03301). 6.0 ft Max Reactions (Ic) Q L Li fi W E ft Transient Downward 0.021 in Total Downward 0.056 in Left Support 2.08 0.63 1.40 Ratio 3361 >360 Ratio 1283 >240 Right Support 1.15 0.32 0.74 LC: Lr Only C: +D+0.75OLr*0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9998 Ratio 9999 LC: LC: Wood Beam Design: RBI Calculations per NDS 2015, IBC 2015, CBC 2018, ASCE 7-10 ThE.AMSize: 6x6Sawri, iIU ed ... , . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Spades: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pot Fb - Compr 1,350.0 psi Fc - Pcrp 625.0 psi Ft 675.0 psi Eminbend xx 580.0 ksi Aool!ed Loads Beam sell weight calculated and added to loads Unit Load: D=0.154C Lr=0.040, L=0,0070 kilt. Ttib= loft Design Summai 0(0.1 S4.0) Lr. 040) UO.0070) Max fb/Fb Ratio = 0.114 i ... fb : Actual: 138.98 psi at 2.000 ft in Span # I Fb : Allowable: 1,215.00 psi Load Comb: +D+H . 6x6 .. Max MFvRatlo = 0.080: 1 . Oft Iv : Actual: 12,31 psi at 0.000 ft in Span # I .......... Fv : Allowable: 153.00 psi Load Comb: +D+H Max Dion" Max Reactions (k) J2 I. Li a A, E H Transient Downward 0.002 in Total Downward 0.010 in Left Support 0.32 0.01 0.08 Ratio 9999>360 Ratio 5042 >240 Right Support 0.32 0.01 0.08 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: . LC: AMC Consulting, InQ Project Title: Taylor Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1802.2.18 San Marcos. CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 2018, Multiple Simple Beam n: RB19 Calculations NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2900 psi Fc - Prli 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pcI Fb - Compr 2900 psi Fc - Perp 625 psi Ft 2025 psi Eminbend - xx 1016.535 ksl ADD/led Loads Beam self weight calculated and added to loads Unit Load: 0=0.5050, Lr=0.40, L=0.1050k1ft,Trib= 1,01 ft Desaii —Sum mery Max fb/Fb Ratio = 0.497 fb : Actual: 1,756.08 psi at 6.250 ft in Span # I Fb : Allowable: 3,530.26 psi Load Comb: +D+Lr+H 5.25xl 1.875 Max fv/FvRatio = 0.325: 1 12.50 ft Iv: Actual: 117.71 psi at 0.000 ft in Span /I I - Fv : Allowable: 362.50 psi Load Comb: +D+Lr+H Max Deflections . -- - Max Reactions (k) Q 1. Li a V E tj Transient Downward 0.15 in Total Downward 0.348 in Left Support 3.28 0.66 2.50 Ratio 994 >360 Ratio 430 >240 Right Support 3.28 0.66 2.50 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB20 Calculations per NDS 2015, BC 2015, CBC 2016, ASCE 7-10 EAMEe .x% Saw~n, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fe - Prll 925 psi Fv 170 psi Ebend-xx 1600ksi Density 31,2pcf Fb - Compr 1350 psi Fc- Perp 625 psi Ft 675 psi Eminbend - xx 580k5i Apolied Loads Beam self weight calculated and added to loads Unit Load: 0=0.5050, Lr=0.40, L 0105 kilt Trib= 1.0 It D(0.5o50).Lro,.4o) (P1.95J.. Max fblFb Ratio = 0.776• lb : Actual: 1,302.78 psI at 3.500 ft in Span # I Fb: Allowable: 1,678.68 psi Load Comb: +D+Lr+H 6xB 4 Max fv/FvRato = 0.453:11 .o ft fv : Actual: 96.16 psi at 6.393 ft in Span # 1 '------------ - - ---------- -.... Fv : Allowable: 212.50 psi - - Load Comb: +D+Lr+H 1lax Defections - Max Reactions (k) Q 1 Lr s V Transient Downward 0.070 In Total Downward 0.160 in Left Support 1.80 0.37 1.40 Ratio 1196>360 Ratio 523 >240 Right Support 1.80 0.37 1.40 LC:Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Twa: Taylor Residence 310 Via Vera Cruz. Suite 204 Engineer: AMC Project ID: 1802.2.18 San Marcos, CA 92078 Project Descr: t. 760.539.7979 f. 888.763.6575 printed: 19 SEP 20181 !:OSAM Simple Beam 1983-2017 A1C20181B0221-1 ECS.... .De.Sc.nption: RB21-RB28 .. Wood Beam Design: RB2I . . .. . Calculations .Per .PS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM SIze: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1.350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Beam self weight calculated and added to loads Unit Load: D=0.340, Lr=0290, L=0.0450k/ft,Trib=1.0Ill Des!gn.Summr,y Max fb/Fb Ratio = 0.387: 1 tb : Actual: 645.14 psi at 4.500 ft in Span #1 Fb: Allowable: 1,667.71 ps Load Comb: +D+Lr+H Max fv/FvRatio = 0.256: 1 fv: Actual: 54.50 psi at 0.000 ft in Span # I Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H .. D934Q)o.29o'l4O.O45O). 9.0 ft -............................................ Max Reactions (k) Q L LE a W. E U Transient Downward 0.039 in Total Downward 0.086 in Left Support 1.59 0.20 1.31 Ratio 2798>360 Ratio 1260 >240 Right Support 1.59 0.20 1.31 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design RB22 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Saw. fl, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - Pill 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pet Fb - compr 1,350.0 psi Fe Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads UnifLoad: D"0.340, Lr 0.290., L=0.0450 kilt, Trib1.0ft Desian Summary ') 4C) a ao Max fb/Fb Ratio = 0.184 I fb:Actuai: 309.91 psi at 1.500 ft in Span #1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H . MaxfvlFvRatio= 0.156:1 3. 18 fv: Actual: 33.14 psi at 2.550 ft in Span # I L Fv : Allowable: 212.50 psi ................................. ... .... Load Comb: +D+Lr+H Max Deàtkns Max Reactions (k) fl I. Lr A Yi 9 H Transient Downward 0.004 in Total Downward 0.010 in Left Support 0.52 0.07 0.44 Ratio 8266>360 Ratio 3765 >240 Right Support 0.52 0.07 0.44 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Taylor Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1802.2.18 San Marcos, CA 92078 Project Descr: L 760.539.7979 f. 888.763.6575 Prind: 19 SEP 20Th, 858M,4 Multiple Simple Beam ENERCALC, INC. Wood Beam Design: R1323 Calculations per NDS 2015, IBC 2015, CBC 2018, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1350 psi Fe - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pc( Fb Compr 1350 psi Fe Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Beam sell weight calculated and added to toads Unit Load: D = 0.070, L = 0.0450 k/ft1 Trib= 1.0 ft Desiflft Summary Max lb/Fb Ratio = 0.060: 1 lb : Actual: 80.55 psi at 1.750 ft in Span # I Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.046: 1 fv:Actual: 7.81 psi at 3.045 ft in Span #1 9(0.070) SAS L(0450) A. 3.50 ft Fv: Allowable: 17O.00psi . Load Comb: +D+L+H Max.bêffétis Max Reactions (k) Q L I.i 6 A F. Li Transient Downward 0.001 In Total Downward 0.003 in Left Support 0.13 0.08 Ratio 9999>380 Ratio 9999 >240 Right Support 0.13 0.08 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB24 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 6x6, Sewn, Fully Unbracod Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fo - PrIl 925.0 psi Fv 170.0 psi Ebend- xx I p600.0 ksi Density 31.20 pcI Fb - Cornpr 1.350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Aøolied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0320, L =0.0070 kilt, Trib= 1.0 ft Qa Max thiFb Ratio = 0.089.1 lb : Actual: 120.75 psi at 3.500 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.041: 1 fv : Actual: 6.90 psi at 6.557 ft in Span # 1 0(0.0320) Lc0.0O70 I. * 1... ..... . . . . ................................................. 7.0 ft r.. ... ..... ................. ........ . ......... .............. ........................ ..................... Fv : Allowable: 170.00 psi I Load Comb: +D+L+H Max Reactions (k) Q L IA fi IV- E. :i Left Support 0.13 0.02 Right Support 0.13 0.02 Transient Downward 0.003 in Total Downward 0.020 In Ratio 9999>360 Ratio 4142 >240 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Taylor Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project 10:1802.2.18 San Marcos, CA 92078 Project Descr t 780.539.7979 f. 888.783.6575 Printed: 19 SEP 2.0 18. 82,ntd Multiple Simp'e Beam INC. RB25 NDS 2015, IBC 2015, 2016, ASCE 7-10 Using Allowable Stiess Design with ASCE 7.10 Load Combinations, Major Axis Bending Wood Spedes: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Pill 925.0 pal Fv 170.0 psi Ebend- xx 1,600.0 ksl Density 31.20 pot Fb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 hal Avolied Loads Beam sel weight calculated and added to loads Unit Load: D=0,1970, Lr=0.10, L0.0730 k/it, Trib loft Design Summani rn 19iO3 Lr'fl.lO; L'O.0730) Max fblFb Ratio = 0.177 I fb : Actual: 239.36 psi at 2.000 ft in Span # I Fb: Allowable: 1,350.00 psi Load Comb: 'D+L+H 8x6 Max fv/FvRatio = 0.125: 1 LMx 40 ft fv : Actual: 21.21 psi at 0.000 it in Span #1 . . . . Fv: Allowable: 170.00 psi Load Comb: +D+L+H beflections Max Reactions (k) 12 I. IL W E H Transient Downward 0.005 in Total Downward 0.016 in Left Support 0.41 0.15 0.20 Ratio 9999 >360 Ratio 3034 >240 Right Support 0.41 0.15 0.20 LC: Lr Only C: +D+0.75OLr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB26 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb .. Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi ADD/led Loads Beam self weighi calculated and added to loads Unit Load: D= 0.1310, Lr=0.10, L=0.0070 k/lt, Trib 10 ft Desian Summary Max fo/Fb Ratio = 0.601 1 lb : Actual: 1,005.12 psi at 6.000 It in Span Fb : Allowable: 1,671.84 psi 6x8 Load Comb: +D+Lr+H Max fvlFvRatio = 0.222: 1 12.0 ft fv: Actual: 47.12 pal at 11.400 ft in Span/I 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H . ..Max Deflections Max Reactions (k) 2 L IL a W. I. ki Transient Downward 0.1521n Total Downward 0.364 in Left Support 0.84 0.04 0.60 Ratio 949 >360 Ratio 395 >240 Right Support 0.84 0.04 0.60 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AMC Consulting, Inc. Project Title: Taylor Residence 310 Via Vera Cruz, Suite 204 Engineer: AMC Project ID: 1802.2.18 San Marcos, CA 92078 Project Desor: t. 760.539.7979 f. 888.763.6575 19 SEP Multiple Simple.. INC. Woocl seam Design : RB27 Calculations per NDS 2015, IBC 2015, CRC 2016, ASCE 7.10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowabie Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - PrO 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.4220, Lr = 0.3150, L = 0.0780 k/ft, Thb= 1.0 ft Design Summary Max lb/Fb Ratio 0.381; 1 fb : Actual: 643.56 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: Max fv/FvRatio = 0.268; 1 fv : Actual: 57.03 psi at 0.000 ft in Span #1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q i Li Transient Downward 0.015 in Total Downward 0.035 in Left Support 0.86 0.16 0.63 Ratio 3210>360 Ratio 1360 >240 Right Support 0.86 0.16 0.63 LC: Lr Only LC: +D+Lr+H Transient Upward 0.0001n Total Upward 0.000 in Ratio 9999 Ratio . 9999 IC: LC: Wood Beam Design: RB28 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species; Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fe - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb - Compr 1,350.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ks 4.0 ft Aoolied Loads Beam self weight calculated and added to loads Unit Load: 0=0.1330, Lr= 0.10 k/if, Trib= 1.0 ft Design Summary Max fb/FbRatió = 0.2761 fb : Actual: 466.51 psi at 3.000 It in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRato 0.143: 1 Iv : Actual: 30.41 psi at 5.560 ft in Span # 1 Fv ; Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 12 L Lr Left Support 0.42 0.30 Right Support 0.42 0.30 D(O 13'O I rO 4, 6x6 6.0 ft j Transient Downward 0.024 in Total Downward 0.058 in Ratio 2998>360 Ratio 1250 >240 IC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: En PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 BASE SHEAR DESIGN Since no soils report is available, the following data has been taken from the ASCE 7-10 as allowed by the 2016 California Building Code: Risk Category = II (Table 1.5-1) Seismic Importance Factor = 1.00 (Table 1.5-2) Mapped Spectral Response Accelerations; Ss = 1.166g S1 = 0.447g Site Class = D (Table 20.3-1) Site Coefficient; Fa = 1.03 F= 1.55 Spectral Response Coefficient; SDS = (2/3) Fa S = (2/3) (1.03) (1.166) = 0.801 SDI = (2/3) F Si = (2/3)(1.55)(0.447) = 0.462 Seismic Design Category = D (Table 11.6-1) R = 6.5 bearing wall system —wood structural panel wall (Table 12.2-1) Seismic Base Shear shall be determined in accordance with Section 12.8.1 Equation (12.8-1) V = Cs W Equation (12.8-2) Cs = SDS = 0.801 = 0.123<<< GOVERNS (Rh) (6.5/1.00) Not to Exceed Equation (12.8-3) Cs = SDI = 0.462 = 0.270 T (Rh) (0.152)(6.511.00) Shall not be less than Equation (12.8-5) Cs= 0.044 S05 I = (0.044)(0.801)(1.00) = 0.035 Section 2.4 In Allowable Stress Design Load Combinations; V = (0.7) Cs W Therefore: Base Shear V = (0.7) (0.123) W = 0.086 SHEET: LI AMC Consulting, inc. 310 Via Vera Cruz, Suite 204 San Mamas, CA 92078 t. 760.5397979 f. 888.763.6575 Project Title: Taylor Residence Engineer: AMC Project ID: 1802.2.18 Project Descr Printed; W SEP IBC 2015 1809 6 Alternate All-Heights Wind Description: Wind Analytical Values Calculations per 10q 2015 1609.6 User verified these lBC.20i5Ail-HeitsWind Method Umitations: AnaWcalIjj . 1609.6.1 (1): Total Height c 75 It with (Height/Least Width) <4 Exposure Category, ASCE 7-10 Sect 26.7.3 Exposure C -or- Fundamental frequency >= I hertz Mean Roof Height 15.0 If 1609.6.1 (2): Not sensilve to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1 (3): Site not affected by channeling!buffeth'tg from upwind items 1(1 = 0.250 1(2 = 1.0 K3 = 1.0 1609,6.1 (4): Simpi.ediaphragmbulkffngperASCE7.1OSec2o.2 Force 1.0perASCE7-1026.8.2 Yes 1609.6.1(5): Aware of ASCE 7 provisions for open buildings, multispan gable Topographic Factor Kzt = (1i1<i*K2*K3)12 = 1.000 roofs, stepped roofs, sawtooth rOOfS, domed roof roofs with V: Basic Wind Speed 110.0 tr4)h slopes> 45 dog, solid free standing waft & signs. per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig. 27A.8 MWFRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P w 0.00256 V1,2 K C K z net zt WINDWARD WALLS & PARAPETS . . -------------------- WALLS ---------.------------------------- PARAPETSps1----------- Kz based on ibc 2015 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +lntomal -internal iInternal -internal Enclosed Partially Enclosed 0-15i 0.850 11.33 19.24 2.90 27.67 33.73 33.73 201 0.900 12.00 20.37 3.07 29.30 35.71 35.71 25' 0.940 12.53 21.27 3.21 30.60 37.30 37.30 30' 0.980 13.06 22.18 3.34 31.90 38.89 38.89 40' 1.040 13.86 23.54 3.55 33.85 41.27 41.27 50' 1.090 14.53 24.67 3.72 35.48 43,25 43.25 1.130 15.06 25.57 3.85 36.78 44.84 44.84 70' 1.170 15.60 26.48 3.99 38.08 46.43 46.43 80 1 1.210 16.13 27.38 4.13 39.39 48.01 48.01 90' 1.240 16.53 28.06 4.23 40.36 49.20 49.20 100' 1.260 16.80 28.51 4.30 41.01 50.00 50.00 Enclosed Partially Enclosed LEEWARD & SIDEWALLS ________ lntemal -Internal +lnternal -Internal Kz based on IBC 2015 1609.6.4.2 Item 2 0.850 Leeward Wall -13.44 -5.53 -21.87 2.90 Side Wail -17,39 -9.22 -25.56 1.05 Parapet Wall : i_coward Both Directions -22.40 Both Directions .22,40 (0.(t7 '.1. 218 East Grand Avenue, SuIte 7 Escondido, CA 92025 76O..747,6681 I 1. www a? suWngnc cm Project Name Project Address . Project Number Date . 1A .- , 1ç,) v79b + LL .i2) +(i (%%.G1 i SS) i- 50 (to *? (iOs , v1 (t(Ic 1- 'i17 tc)( WT 4- 3y f PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 GENERAL NOTE LATERAL RESISTING ELEMENTS CONSIST OF A FLEXIBLE WOOD DIAPHRAGM AND WOOD SHEAR WALLS. THE STRUCTURE WILL BE DESIGNED BASED ON OUR INTERPRETATION OF THE 2016 C.B.C. AND ANY APPLICABLE LOCAL CODE. BASE SHEAR FROM SHEET LI - E = 0.086 W Base Shear = 0.086 x WLB = 0.086 x I qo = '1. f WIND LOAD FROM SHEET L2 Ps (15') = 14.86 PSF uij09 toPrQ g . (of . 4'1 .-F SHEET: 1 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 ng Grid I = 4.35 343 746 W= 148 1110 ear/FT 15 = JB' 1110 18.5 _______ 6b k to Type I OT 60 185 9990 9 049 17 9 18 5 12829 OT - MR 9990 12829 -2839 plift = -2839 18.5 -153 'b.' .jo WQuço,J Along Grid 2 (B-E)__________________ FS= 435 1221 2656 FW= 148 29.5 2183 Shear/FT 2656 185 144 _Type 2 1OT 144 18.5 9 23901 = 0.49 17 9 18.5 12829 OT MR - 23901 12829 11072 Uplift= 11072 18.5 598 .i4Q)1. AlongGrid_2(H-K) . FS= 4.35 1250 2719 FW= 148 405 2997 Shear/FT= 2997 22 136 1_zi,a TypeI 136 22 9 26973 . 0.49 . 10 9 22 10672 OT MR 26973 10672 16301 Uplift = 16301 22 741 £301ç HQVL Along Gid .. .. ... FS= 435 919 1999 FW= 148 26 1924 ________- Shear/FT 1999 7 286 J _ Type2 OT = 286 7 9 17989 I. 0.49 17 9 7 1837 40T MR 17989 1837 16153 Uplift= 16153. 7 2308 . SHEET: 6 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 435 1715 3730 148 . 53 3922 rF 3922 7 5 523 Type 4 523 7.5 10 39220 0.49 . 17 10 7.5 2343 39220 2343 36877 Uplift = 36877 75 4917 t' long Grid 5 FS= 4.35 1526 3319 FW= 148 46.5 3441 Shear/FT = 3441 15 229 L1AI,O Type I OT 229 15 9 30969 049 17 9 15 8434 OT MR 30969 8434 22535 Uplift = 22535 15 1502 V1041.1- Along Grid 6 FS= 4.35 . 1033 2247 FW = . 148 22.5 1665 _________________ Shear/FT= 2247 18 125 J &1ho Type I 125 18 9 20221 VIR 049 17 9 18 12145 I6T -MR - 20221 12145 8076 Uplift = 8076 18 449 A5W P-V HO4OU) SHEET: i-p PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 18022.18 Along Grid B FS= 435 674 1466 FW= 148 25 1850 Shear/FT = 1850 15 123 ia Type I M01= 123 15 10 18500 MR= 049 17 10 15 9371 MR- 18500 9371 9129 Uplift = 9129 15 609 j,£ SOIS Along Grid Cligiligillillilill.1 ------ _______ _______ FS 4.35 1379 2999 FW= 148 395 2923 Shear/FT 2999 10 4 214 j Type 2 MOT 214 4 9 7713 A 0-11 MR 049 17 9 4 600 7713 600 7113 Euplift= 7113 .4 1778 Along Grid D FS= 4.35 1011 2199 FW= . 148 37 2738 Shear/FT = 2738 14 196 uo 4TyWpel MOT = 196 14 10 S 27380 MR = 0.49 10 10 14 4802 MaT -MR.- 27380 4802 22578 Uplift= 22578 14 1613 .'3oi %Qfl Jong Grid E FS 4.35 562 1222 : FW 148 20 . 1480 Shear/FT= 1480 12 . 123 '-,o Type I oT 123 12 9 13320 0.49 10 9 12 3175 4OTMR= 13320 3175 10145 Uplift 10145 12 845 1,_SO1c SHEET: .i PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 long Grid F . . ________ F S= 4.35 1111 .2416 .. FW = 148 28.5 2109 . Shear/FT = 2416 11 H 220 Type 2 220 9 21748 = 0.49 17 9 11 4536 OTMR 21748 4536 17212 Uplift= 17212 11 1565 1ç FS 4.35 243 529 FW= 148 8 592 . Shear/FT = 592 12.5 47 .1 . Type I OT 47 125 1 9 5328 MR 0.49 17 9 12.5 5857 oTMR 5328 5857 -529 Uplift = . -529 12.5 -42 i3Q ongGridH = 2719 W = 4.351250 148 35 2590 [FS' hear/FT = 2719 20 [ 136 j e-W Type I cr = 136 20 9 24469 . . 0.49 10 9 20 8820 OT V1it 24469 8820 . 15649 Uplift= 15649 20 782 ong Grid J S= 4.35 343 746 W= 148 1702 hear/FT 23 = I F 1702 3 567 7 567 3 9 15318 0.49 17 337 OTMR 9 3 .Type 15318 337 14981 plift = 14981 3 4994 s ="V.5 SHEET: Lib PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 SHEET: Lc\ z 03 0 -< it -J X a: 0 c w w W(J3 a:Z < - 0 c- - w S 0 0 W(fll >- - •5Z gi 5 w Z O.SQ) 5 0 >C CO1 z 0 wZ a 8c 0 > Cl) 0 a:w t IL 0ry, 0 t5J1- LL &WO wZC) ? D.a roc 11Z C0 Z— z 000 w w ' o wwu. c wm LW W w 0ZO g5 5 Ill a Z za:150< L o Lii )< Zfn 066 - MOP tl)LiJ-55 gow • LU Z00<IZ Z0)1ssssIILlW Cl)0OI ( z <Z LL <(Z 0 0-JOl 5<ZW g3 sI1s 0 go a: - (tU.0L_'<W 0Cl)X 0p5 WzcDu5 1 <wI O°WUJIU) Kowb DOW 5P~-Xw <0 Cl) ZZD <0: ><0 11..go :i<: Cl)>..ZI zog a: 0- JO 2a:O< a: 0 uj0' o< 5Ddc Www z w K 0 eJ <xa: z0a:Ui •Z 1 55 I) -oW OsU)<ssJ LU LUhDW0)Ofo55JLu W a: WfrW1 LuY CL w WZ<WUOO 021 Ui 0 iO i±;W O WZP -0<LUZ mZ OW .• wom 00<0 OL0Z< —<OIL WZZa:mm 1Q)0 In o< 'u 0I1Z0 <>55OW o-oo9w zx<zoxoa:0ia: w . o w < Li. I- ) 0 20) U.. <(1)0 LI. Cl) LI. U) U) CC'JC) VU) C) V IC) (C) I- CC) 0) — — — PROJECT NAME; TAYLOR RESIDENCE SHEET: t,iO PROJECT No.: 18022.18 SHEAR WALL SCHEDULE ci ci dlci ci (.) U 00 0!00 C3 6 6 6 c ' IC) V) U) o.. CL tL C: to Lu 0 0.— iu 0 < 0 0 IL O!O i0 0 C) 0 0 0 V 5 19 CL IC) 0 CDCJ CDr'CD ON! 0 cDe1CC 0 0' 0 0 CDØ g' - d .esJ.tJJC,l 0 D 1131 r0©fba: U,(D0 — q 0 qq1t. L 0 0 I<O ilzf 00000 0 0 0 to 04 coj S .) 0 .ss..rn4_rn.s 55,S ..sss55 LLi '( v v QD, vv 40 v 00 - - P: w LU LU W LU LU Lui >- >. La: — !LL i QE :uj 114 Z; l< LIl J 0 E Li to W '° 0 <P< Q: It C) I 000 01U) 01 lot CN co T - .S. A H Ile or Go . PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 N. Cu: 4- -C 0): a) I - 0) - 0) Cu Cu 1 4-• 2' 1 Cu = Cu Cu Co X C ' Cu. Cu _1 CO o; - (0 LL LL - O co 0 - -WI -U- U- Cu 0) cm .c .0) '- 0 c0r 0) LI) co N - 0) - _________ - - o Cl) -J c . — N N r -- __ co cn CD : ! cC i ': ; LL- co 75. — — — — - - — — — - — — — — _ — — - — — SHEET: LU 218 East Grand Avenue, Suite 7 Project Name....... 2 Escondido, CA 92025 760.747.8681 t Project Address 868. 763.6575 f www.amcconsuWnginc.com Project Number Date (,,Jfl,jtlo(IS c-o1iJ(1 A5(4i, h1z 10 VJWUPCL4 fwog- ,S'EA/i ____ .7 tocif t~o =o.n '- 1.0 is .4 V4 17.. %41491z, '. 218 East Grand Avenue, Suite 7 Ewondido, CA 92025 '760'747.8681 I 888.763,657,5 F h www.arncconsiItinginccorn Project Name Project Address . Project Number i b 01, c2 Date f jc' c1 4 '-o #L(5 1_c '4 -C , ••J!• El By .shim,ol - PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 GENERAL NOTES ALL CONSTRUCTION INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO THE PROVISIONS OF THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH THE GOVERNING AGENCY AMENDMENTS AND STANDARDS REFERENCED THEREIN. WHEREVER CODE OR IBC IS REFERENCED IN THE FOLLOWING GENERAL NOTES OR OTHER NOTE SECTIONS, IT SHALL IMPLY THE IBC REFERENCED ABOVE. ALL PROJECTS LOCATED IN THE STATE OF CALIFORNIA SHALL CONFORM TO THE 2016 CALIFORNIA BUILDING CODE (CBC) AND REFER TO THE CBC IN LIEU OF THE AFOREMENTIONED IBC. ALL ASTM STANDARDS LISTED HEREIN SHALL BE AS REFERENCED IN THE LATEST ISSUE OF THE ANNUAL BOOK OF STANDARDS OF THE AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM). THE CONTRACTORS SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS PRIOR TO STARTING WORK. THE ARCHITECT AND ENGINEER OF RECORD SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF DISCREPANCIES. ALL OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD, ARCHITECT, AND FIELD INSPECTOR. THE ARCHITECT OR ENGINEER OF RECORD SHALL PROVIDE A SOLUTION PRIOR TO PROCEEDING WITH ANY WORK AFFECTED BY THE CONFLICT OR OMISSION. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES AND/OR STANDARD DETAILS SHOWN ON SHEET SNI, SN2 AND SN3. TYPICAL DETAILS SHALL BE USED WHENEVER APPLICABLE. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THESE STRUCTURAL DRAWINGS. THE CONTRACTORS SHALL PROVIDE AND MAINTAIN ADEQUATE SHORING AND BRACING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, BLOCK-OUTS, etc. SHALL NOT BE PLACED IN SLABS, BEAMS, GIRDERS, COLUMNS, WALLS, FOUNDATIONS, etc. NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. IF ANY PIPES, DUCTS, CONDUIT, etc. ARE PLACED THAT ARE NOT SHOWN ON THESE STRUCTURAL DRAWINGS, THE ARCHITECT AND ENGINEER OF RECORD SHALL BE NOTIFIED (SEE PARAGRAPH 4 ABOVE). SHEET:S 1 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 ANCHOR BOLTS OR INSERTS FOR EQUIPMENT ANCHORAGE OR INSTALLATION SHALL BE DESIGNED FOR SEISMIC DESIGN CATEGORY BYA CIVIL ENGINEER OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND SHALL BE IDENTIFIED ON THE MECHANICAL OR ELECTRICAL SHOP DRAWINGS. THE CONTRACTORS SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTORS SHALL DEFEND, INDEMNIFY, AND HOLD THE ENGINEER OF RECORD FREE AND HARMLESS FROM ALL CLAIMS, DEMANDS AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE ENGINEER OF RECORD. IF THE CONTRACTOR PROPOSES ANY SUBSTITUTION, NEW CALCULATIONS AND DETAILS MAY HAVE TO BE PREPARED, EXISTING DETAILS MAY HAVE TO BE ALTERED, AND NEW DRAWINGS MAY HAVE TO BE SUBMITTED TO THE BUILDING DEPARTMENT. THE CONTRACTOR SHALL PAY THE ENGINEER OF RECORD'S FEES TO ALTER THE APPROVED PLANS. THE CONTRACTOR SHALL ALSO PROCESS THE REVISED PLANS REFLECTING ALL SUBSTITUTIONS THROUGH THE APPROPRIATE OFFICE OF ALL GOVERNING AGENCIES. THE MINIMUM 28-DAY CYLINDER STRENGTH SHALL BE AS FOLLOWS, U.N.O. CONCRETE ELEMENT f=c SLAB ON GRADE 2500 PSI CONTINUOUS FOOTING 2500 PSI SPREAD/PAD FOOTINGS 2500 PSI PILES AND CAISSONS 3000 PSI GRADE BEAMS 3000 PSI ALL CONCRETE REQUIRED TO BE MORE THAN 2500 PSI SHALL HAVE SPECIAL INSPECTION PER 2015 IBC 1705.3. PORTLAND CEMENT SHALL CONFORM TO ASTM C 150, TYPE I OR II. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C 33 AND SHALL BE AS DEFINED IN CHAPTER 19. AGGREGATES FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C 330. STRUCTURAL LIGHT WEIGHT CONCRETE SHALL HAVE A DENSITY RANGE OF 110 TO 115 PCF. SHEET: S 2 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 4. ADMIXTURES PER ACI 318 SECTION 3.6 MAYBE USED WITH PRIOR APPROVAL OF THE ENGINEER OF RECORD. 5. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C 94 AND ACI 318 SECTIONS 5.8, 5.9 AND 5.10, 6. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL IN NON. PRESTRESSED CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS: LOCATION. MIN. .COVER .(.1N. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER: #6 AND LARGER BAR 2 #5 BARS, 518 INCH WIRE, AND SMALLER 1-1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH: #14 AND #18 BARS 1-1/2 #11 AND SMALLER 314 (SLABS, WALLS, JOISTS), PRIMARY REINFORCEMENT, STIRRUPS, TIES OR SPIRALS 1-1I2 (BEAMS, GIRDERS, COLUMNS) 7. SLEEVES, PIPES AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR SPREAD FOOTINGS, GRADE BEAMS, PILE CAPS OR TIE BEAMS UNLESS APPROVED BY THE ENGINEER OF RECORD AND SHOWN IN STRUCTURAL DETAILS. 8. ALL SLEEVES THROUGH BEAMS, GIRDERS AND FOUNDATION WALLS SHALL BE INSTALLED AND SECURED IN POSITION PRIOR TO PLACING CONCRETE. EXCEPT AS SHOWN ON STRUCTURAL DRAWINGS, SLEEVING SHALL NOT BE PERMITTED UNLESS APPROVED BY THE ARCHITECT AND ENGINEER OF RECORD. 9. CONDUIT SHALL NOT BE PLACED IN ANY CONCRETE SLAB LESS THAN 3-1/2 INCHES THICK. IF CONDUIT IS PLACED IN CONCRETE SLAB, ITS OUTSIDE DIAMETER SHALL NOT BE GREATER THAN ONE THIRD OF THE SLAB THICKNESS. 10. ALL EXPOSED CORNERS SHALL BE CHAMFERED 3/4 INCH (U.N.O.). 11. FRAMING CONTRACTOR TO VERIFY LOCATION OF HOLDOWNS PRIOR TO POURING OF CONCRETE FOUNDATIONS. 12. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE CAST IN THE CONCRETE AND FOR EXTENT OF DEPRESSIONS, CURBS, AND RAMPS. SHEET:S 3 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 ALL VERTICAL SURFACES OF CONCRETE ABOVE FINISHED GRADE SHALL BE FORMED. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS DUE TO ARCHITECTURAL C.I.P. CONCRETE. fj ALL FOUNDATION CONSTRUCTION SHALL FOLLOW RECOMMENDATIONS FOUND IN THE PROJECT SOILS REPORT BY OTHER. NO SOILS REPORT PROVIDED FOR THIS PROJECT. MINIMUM SOILS DESIGN VALUES SHALL BE PER CBC TABLE 1806.2, ASBP = 1500 psf. SOILS DESIGN VALUES ARE SUMMARIZED ON SHEET SNI, "STRUCTURAL DESIGN BASIS". IF THE BUILDING INSPECTOR SUSPECTS EXPANSIVE SOILS BASED ON OBSERVATION OF THE FOUNDATION EXCAVATION, HE/SHE MAY REQUIRE SOIL EXPANSION INDEX TESTS IN ACCORDANCE WITH CBC 1803.5.3 OR CHAPTER 6 DIV. 7, TITLE 8 OF THE SAN DIEGO COUNTY CODE AND RESUBMITTAL OF PLANS TO PLAN CHECK TO VERIFY THAT THE SOIL ENGINEER'S RECOMMENDATIONS HAVE BEEN INCORPORATED. DEFORMED BAR REINFORCEMENT SHALL CONFORM TO THE FOLLOWING GRADES OF ASTM A 615. GRADE 40 - #3 AND SMALLER GRADE 60-#4 AND LARGER DETAILS OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH CBC CHAPTER 19 ACCORDING TO APPLICATION. LAPS AT BAR SPLICES IN CONCRETE CONSTRUCTION SHALL BE AS SHOWN ON SHEET SD-I, "CONCRETE LAP SPLICE TABLE", AND NOT LESS THAN 12 INCHES. LAPS AT BAR SPLICES IN MASONRY CONSTRUCTION SHALL BE AS SHOWN ON SHEET SD-I, "MASONRY LAP SPLICE TABLE", AND NOT LESS THAN 48 db. VERTICAL REINFORCEMENT SHALL BE TIED OR OTHERWISE FIXED IN POSITION AT THE TOP AND BOTTOM AND AT INTERMEDIATE LOCATIONS, SPACED NOT GREATER THAN 192 BAR DIAMETERS (SEE DETAILS FOR OTHER REQ'TS). SHEET:S 4 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 6. WALLS, PILASTERS, AND COLUMNS SHALL BE DOWELED TO THEIR SUPPORTING FOOTINGS WITH REINFORCEMENT OF THE SAME SIZE, GRADE AND SPACING AS THE VERTICAL REINFORCEMENT IN THE WALLS, PILASTERS, AND COLUMNS (U.N.O.). 7 BAR SUPPORTS SHALL BE PROVIDED IN ACCORDANCE WITH THE PROVISIONS OF "BAR SUPPORT SPECIFICATIONS" AS CONTAINED IN THE LATEST EDITION OF THE "MANUAL OF STANDARD PRACTICE" BY THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI). REINFORCING STEEL DETAILING, BENDING, AND PLACING SHALL BE IN ACCORDANCE WITH THE CRSI "MANUAL OF STANDARD PRACTICE", LATEST EDITION. ALL REINFORCEMENT SHALL BE SECURELY TIED IN PLACE BEFORE PLACING CONCRETE OR GROUT. WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED. 11, CONTRACTOR SHALL SUBMIT REINFORCING STEEL SHOP DRAWINGS FOR REVIEW BEFORE FABRICATION AND INSTALLATION. 12. WELDING OF ALL REINFORCING STEEL TO STRUCTURAL STEEL SHALL BE LIMITED TO THOSE AREAS SPECIFICALLY SHOWN ON THE PLANS. ANY OTHER WELDING SHALL REQUIRE THE APPROVAL OF THE GOVERNING AGENCY, FIELD INSPECTOR AND ENGINEER OF RECORD. 13, FLARE GROVE WELDS SHALL, IN ADDITION TO ALL SPECIFICATIONS LISTED ABOVE, COMPLY WITH THE REQUIREMENTS OF THE NINTH EDITION OF THE "MANUAL OF STEEL CONSTRUCTION - ALLOWABLE STRESS DESIGN" AS PUBLISHED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC. SAWN LUMBER SHALL BE DOUGLAS FIR-LARCH CONFORMING TO THE 2016 CBC SECTION 2303 AND ANSI/AWC NDS-2015 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (AND SUPPLEMENT) AND SHALL BE GRADE MARKED BY EITHER WCLIB OR WWPA. 2. SAWN STRUCTURAL FRAMING MEMBERS SHALL BE AS FOLLOWS (U.N.O.): MEMBERS GRADE 2x WALL STUDS @ 16" O.C. D. F. #2 2x FLOOR JOISTS AND ROOF RAFTERS D. F. #2 BEAMS AND HEADERS (4x, 6x, 8x) D. F. #1 POSTS (4x, 6x, 8x) D.F. #1 SHEET:S 5 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 ALL SILL PLATES BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR. ALL SILL PLATES BEARING ON CONCRETE OR MASONRY SHALL HAVE ANCHOR BOLTS PER SHEARWALL SCHEDULE. ELSEWHERE, INSTALL 518"p x 10" LONG L- BOLTS PLACED WITHIN 12" MAX. (4-1/2" MIN.) FROM EACH END OR SPLICE, WITH 60" MAX. SPACING, MIN. 2 ANCHOR BOLTS PER EACH PLATE. SILL PLATES OF INTERIOR, NON-BEARING, NON-SHEAR WALLS MAY BE FASTENED TO A CONCRETE SLAB USING HILTI 'X-CP72' LOW VELOCITY POWDER-ACTUATED FASTENERS (ICC-ES ESR-2379). CONCRETE SLAB IS TO BE NORMAL WEIGHT CONCRETE AND CURED AT LEAST 7 DAYS. PLACE FASTENERS 6 INCHES FROM ENDS OF SILL AND AT 36 INCH (MAX.) SPACING BETWEEN. 6. ORIENTED STRAND BOARD AND PLYWOOD SHEATHING SHALL CONFORM TO U.S. PRODUCT STANDARDS PSI OR PS2, APA PERFORMANCE STANDARD PRP 108, AND CBC SECTION 2303. U.N.O., THE MINIMUM GRADES AND SPAN INDICES SHALL BE AS FOLLOWS: USE GRADE SPAN RATING ROOF SHEATHING APA RATED SHEATHING, EXP. 1 24" MIN. FLOOR SHEATHING APA-RATED STURDI-FLOOR T&G 24" MIN. WALL SHEATHING PER SHEARWALL SCHEDULE, (N/A) MIN. APA RATED SHEATHING, EXP. I 7.. GLUED LAMINATED TIMBERS SHALL BE FABRICATED IN ACCORDANCE WITH THE ANSIIAITC A190.1-1992 "STRUCTURAL GLUED LAMINATED TIMBER, AITC 117 OR APA-EWS 117, AND ASTM 03737-89a. EXTERIOR GLUE TO BE USED WITH INTENDED DRY USE CONDITION PER 2015 NDS SECT 5. COMBINATIONS AND USES SHALL BE AS FOLLOWS: KEY COMBINATION NO. USE 24F-V4 EWS 24F-V4 DF/DF SIMPLE SPAN 24F-V8 EWS 24F-V8 DF/DF CONTINUOUS AND CANTILEVERS 8. FOR STRUCTURAL GLUED LAMINATED TIMBER MEMBERS, AN AITC CERTIFICATION OF CONFORMANCE OR A CERTIFICATE OF CONFORMANCE ISSUED BY A CURRENT ICC APPROVED QUALITY CONTROL AGENCY, MUST BE SUBMITTED TO THE BUILDING INSPECTOR PRIOR TO INSTALLATION. THE MAXIMUM MOISTURE CONTENT OF THE LAMINATIONS AT TIME OF MANUFACTURE SHALL NOT EXCEED 12% FOR DRY CONDITIONS OF USE. SHEET:S 6 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 LVL, PSL, AND LSL ENGINEERED WOOD MEMBERS SHALL BE PER TRUS-JOIST MACMILLAN, ICC ES ESR-1387, MICROLLAMS, PARALLAMS, AND TIMBERSTRAND RESPECTIVELY. ALTERNATES MUST BE ICC-APPROVED AND REVIEWED BY ENGINEER OF RECORD. WOOD I-JOISTS SHALL BE IN COMPLIANCE WITH THE FOLLOWING STANDARDS: IS-JOIST. MANUF. STANDARDS TRUS-JOIST MACMILLAN ICCES ESR-1153 (TJI, TJI/PRO MEMBERS) ALL OTHERS ASTM D5055, APA FORM QM-3005 11., FRAMING ANCHORS, POST CAPS, COLUMN BASES, AND OTHER CONNECTORS SPECIFIED ON DRAWINGS SHALL BE AS MANUFACTURED BY "SIMPSON STRONG-TIE" OR AN ENGINEER-APPROVED EQUAL. ALL CONNECTORS TO BE FULLY NAILED OR BOLTED AS SPECIFIED PER MANUFACTURER. BARS AND PLATES SHALL CONFORM TO ASTM A36. BOLTS, UNLEADED BOLTS, WASHERS AND DRIFT BOLTS SHALL CONFORM TO ASTM A307. NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A563, GRADE A. ALL BOLT HEADS (MACHINE AND LAG) AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS, U.N.O. MACHINE BOLT (THRU-BOLT) HOLES IN WOOD SHALL BE DRILLED A MAXIMUM 1/32" LARGER THAN THE NOMINAL BOLT DIAMETER. LEAD HOLES FOR LAG SCREWS GREATER THAN 3I8' SHALL BE BORED AS FOLLOWS: 40% - 70% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. CLEARANCE HOLES FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF THE UNTHREADED SHANK. LAG SCREWS SHALL BE INSERTED BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. NAILING OF SAWN MEMBERS SHALL CONFORM TO THE CBC TABLE 2304.10.1, U.N.O. ON THE STRUCTURAL DETAILS. NAIL HOLES SHALL BE PRE-DRILLED WHEN NECESSARY TO PREVENT SPLITTING, CUSTOM STEEL HARDWARE CONNECTORS FOR WOOD OR GLUED LAMINATED TIMBER SHALL BE FABRICATED FROM STEEL CONFORMING TO ASTM A36. WELDS SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1-2000. SHEET:S 7 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 20. HORIZONTAL DIAPHRAGM NAILING SHALL CONFORM TO AFP&A SDPWS-2008 TABLES 4.2A, 4.213, AND 4.2C. STRUCTURAL PANEL SHEARWALLS SHALL CONFORM TO AFP&A SDPWS-2008 TABLE 4.3A. NOMENCLATURE IS DEFINED AS FOLLOWS (PER DETAILS): BN = BOUNDARY NAILING, AT DIAPHRAGM BOUNDARIES AND AT EDGES OF OPENINGS EN = EDGE NAILING, AT CONTINUOUS PANEL EDGES FN = FIELD NAILING, AT INTERMEDIATE FRAMING MEMBERS 21. WHERE DIAPHRAGM BLOCKING IS SPECIFIED FOR ROOFS OR FLOORS, USE 2x4 FLAT BLOCKING WITH 'Z' CLIPS, U.N.O. 22. HORIZONTAL SHEATHING SHALL BE CONTINUOUS OVER TWO OR MORE SPANS, AND THE FACE GRAIN (LONG DIRECTION) OF SHEATHING SHALL BE PERPENDICULAR TO SUPPORT MEMBERS. 23. SIMPLE SPAN WOOD MEMBERS, NOT SHOP CAMBERED, SHALL BE ERECTED WITH THE NATURAL CAMBER UP. FOR CANTILEVERED WOOD MEMBERS, CONSULT THE ENGINEER OF RECORD. 24. SPECIAL PROVISIONS FOR SHEAR WALLS WITH SHEATHING ON BOTH SIDES (WHERE SPECIFICALLY INDICATED ON THE PLANS): SILL PLATE SHALL BE 3x P.T.D.F. ALL STUDS AND BLOCKING AT PANEL EDGES SHALL BE 3x MIN. ALL OTHER INTERMEDIATE STUDS SHALL BE 2x @ 6" O.C. END POSTS (OR COLUMNS) SHALL BE AS SPECIFIED ON THE DRAWINGS. BOTH VERTICAL AND HORIZONTAL INTERIOR PANEL JOINTS ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED. THE SHEATHING ON THE FIRST SIDE MUST BE NAILED BEFORE THE FRAMING INSPECTION. THE SHEATHING ON THE OTHER SIDE MUST BE INSTALLED AND INSPECTED PRIOR TO THE INSTALLATION OF WALL SURFACE COVERING. NO PENETRATIONS OR NOTCHES ARE PERMITTED OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 25. PROVIDE DOUBLE 2x STUDS TO SUPPORT ALL BEAMS, UNLESS POSTS ARE SPECIFIED ON THE PLANS. 26. DOUBLE BLOCK UNDER ALL POSTS. DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS, UNLESS OTHERWISE SPECIFIED. 27. TOP PLATES OF ALL WOOD STUD WALLS SHALL BE 2-2x (SAME WIDTH AS STUDS), LAP 48 INCH MINIMUM, WITH AT LEAST 12-16d NAILS AT EACH SIDE OF LAP AND NOT MORE THAN 6 INCHES BETWEEN NAILS (SEE PLANS IF STRAPS ARE REQUIRED). SHEET:S 8 PROJECT NAME: TAYLOR RESIDENCE PROJECT NO: 1802.2.18 NOTCHING OF BEAMS OR JOISTS SHALL BE PERMITTED ONLY PER 2015 NDS SECTION 3.2.3, DETAILED AND APPROVED BY THE ENGINEER OF RECORD. HOLES DRILLED IN JOISTS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST,AND THE DIAMETER SHALL NOT EXCEED ONE THIRD THE DEPTH OF THE JOIST. MOISTURE CONTENT OF SAWN LUMBER AT TIME OF PLACEMENT SHALL NOT EXCEED 19%. DIAPHRAGM NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE OF THE SHEATHING. 31.., PRE-ENGINEERED ROOF AND FLOOR TRUSSES SHALL COMPLY WITH THE DESIGN REQUIREMENT OF THE 2016 CBC, AND THE DESIGN LOAD REQUIREMENTS AS SET IN THE ENGINEERING CALCULATIONS. A COPY OF THE PROJECT DESIGN LOADS SHALL BE FURNISHED BY THE DESIGNER/ENGINEER TO THE TRUSS MANUFACTURER WHEN THE TRUSS ORDER IS PLACED. 32. FASTENERS FOR PRESERVATIVE-TREATED AND FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. SHEET:S 9 507 JONES ROAD STONE TRUSS OCEANSIDE, CA 92054 760-967-6171 Taylor Residence 2697 Wilson St. Carlsbad, CA. 92008 4m MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 180893 Taylor Residence The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc.. Pages or sheets covered by this seal: K5926861 thru K5926880 My license renewal date for the state of California is September 30, 2020. April 3,2019 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply or Residence K5926861 [Tisy'Reference 180893 AOl Roof Special Girder 1 (optional) orone truss, Inc.. vceanstoe, 5.A- u/uoq, e.2d0 SNOV 10 zults MIles InausInes. Inc. weo Apr t 1UDb zuiv i'age 1 ID:vyakOn5Kw1SiGF3Dpw9u8ZzWgws-w9XwWEapLOoMq6uRtoGrs?eJ4caAu6xz400tVzUS6_ 11.0-0 3-3-10 7-1-14 7,10-1 11-1-10 15-6-11 19-11-12 24-4-13 28-11-9 9-0-0 3-3-10 3-10-4 -9-1 3-2-11 4-5-1 4-5-1 4-5-1 4-6-13 Scale = 1:51.4 2.50 NT 4x10 = 3x5 = 3x8 = 2x4 I? 6x10 = 2x4 II 30 16 31 32 15 33 34 14 35 36 13 37 38 12 39 40 11 41 42 10 4x6 = LU24 2x4 II 1U24 4x8 = LU24 354 = 5x14MT20HS = 402 =LU24 LU24 2x4 II LU24 = 3x8 II LU24 LU24 LU24 1U24 LU24 LU24 LU24 W24 3-3-10 7-1-14 11-1-10 15-6-11 19-11-12 24-4-13 28-11-9 3-3-10 3-10-4 3-11-13 4-5-1 4-5-1 4-5-1 4-6-13 Plate Offsets (X,Y)-- r2:0-0-0,0-1-151. [2:0-3-3,0-10-1), [13:0--0.0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL In (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.36 13-14 >850 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -104 13-14 >332 180 MT20HS 165/146 BCLL 0.0 • Rep Stress lncr NO WB 0.68 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight: 387 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 DF No.1&Btr G except and verticals, and 2-0-00c puffins (6-0-0 max.): 4-8. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE Left: 2x4 DF SW -G REACTIONS. (lb/size) 102759/Mechanical, 2=2814/0-5-8 Max Horz 2=43(LC 7) Max Uplift 10-383(LC 5), 2.361(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.38161/1076, 3-4-9501/1360, 4-5-9482/1353, 5-6=-12676/1911, 67.11383/1733, 7.811383/1733 BOT CHORD 2-16-1044/7907. 15-16-1044/7907, 14-15-1890/12676. 13-14=-1971/13219, 12-13=-1971/13219,11-12=950/6667. 10-11-950/8667 WEBS 3-16-397/114, 3-15=-390/1605, 4-15=-107/1455. 5-15=-35741638, 5-14=0/463, 6-14=-6741211, 6-130/437, 6-12-1962/282, 7-12-857/352. 8-12-889/5037, 8-11=0/385, 8.10=.7122/1005 NOTES- 3-ply truss to be connected together with lOd (0.131"x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - I row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. ocESS/ok4 Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDLS.opsl: h=25ft: B=45ft; L=29ft; eav64ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 ,- G. plate grip DOL=11.60 Provide adequate drainage to prevent water ponding. r 7flflO All plates are MT20 plates unless otherwise indicated. '.' 'V'.,.JIJ This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opaf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. 0 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at--lb) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. April 3,2019 A WARN//riG. V./iy des"yr pu'alr,ete,n RCA/I NOTES ON flS 41N0 LSCL VGA-I) TNK!apFIRENC8 P.1Lk- MSI?./7.I osv 2O*S BEFORE 11Sf,' Design valid for use only with MiTetilii connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability at design parameters and properly incorporate this design into the overall - building design. Bracing indicated isb prevent buckling 01 individual truss web and/or chord members only. Additional temporary and permanent bracing 1AITekr is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Cdtmla, DSO-89 and BCSi Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence K5926861 180893 AOl Roof Special Girder 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.220 s Nov 162018 MiTek Industries, Inc. Wed Apr 310:53:352019 Page 2 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-w9XwWEapLQoMq6uRtoGrs?eJ4caAu6xz4oDtYzUS6_ NOTES- Use Simpson Strong-Tie LU24 (4-1 Od Girder, 2-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 27-3-5 to connect truss(es) to front face of bottom chord. Fill all nail holes where hanger is in contact with lumber. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 569 lb down and 220 lb up at 8-0-0, 135 lb down and 160 lb up at 10-0-12,134 lb down and 165 lb up at 12-0-12,134 lb down and 165 lb up at 14-0-12,134 lb down and 165 lb up at 15-3-5,134 lb down and 165 lb up at 17-3-5, and 135 lb down and 160 lb up at 19-3-5, and 485 lb down and 333 lb up at 21-4-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (plf) Vert: 1-4=-68, 4-9=-68,10-17=-20 Concentrated Loads (lb) Vert: 13=-80(F) 6=-134 20=-569 21=-135 23=-134 24=-134 26=-134 27=-135 28-485 30=-158(F) 31 =-30(F) 32rs-50(F) 33=-76(F) 34=80(F) 3580(F) 3680(F) 37=-80(F) 38"-80(F) 39-74(F) 40rs-48(F):41-30(F) 42=-158(F) WANNiivG• Ve;Ny desys orvn;etms aoctRliA() NOTES' ON 7RISAvolm, I.UDED WTEKR 1-ECu PA Cu- MU.773w. rl3?20S' EHPDRI- USE -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing FUTekr is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSL'TPII Quality C,Itarla, OSB-89 and SCSI Building Component 250 klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence K5926862 180893 A02 Roof Special 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054, 8.220 s Nov 18 2018 MlTek Industries. Inc. Wed Apr 3 10:53:38 2019 Page 1 ID:vyakQn5Kw1SiGF3Dpw9u8ZzWgws-JUrgYXGS6GoNDHrT6?MzSVd2DHcvNCONf21tTtzUS5x i-0-0 4-3-10 9-1-14 9,10-1 15-5-0 22-1-7 28-11-9 1-0-0 4-3-10 4-104 6-9-1 5-6-1 6-8-7 6-10-3 Scale = 1:51.4 2.50 402 = 3x4 = 4x12 = 2x4 II 12 Il 10 9 8 4x8 = 2x4 II 4x8 = 5x10 MT20HS = 2x4 11 3x8 = 4-3-10 9-1-14 15-6-0 22-1-7 28-11-9 4-3-10 4-10-4 6-3-2 6-8-7 6-10-3 Plate Offsets(X.Y)-- [2:0-0-0,0-1-11], [2:0-3-3.0-10-11,[6:0-3-4,0-1-81,[10:0-4-8,0-3-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (bc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.31 10 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -1.05 10-11 >329 180 MT20HS 165/146 BCLL 0.0 • Rep Stress Incr YES WB 0.84 Horz(CT) 0.21 8 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MP Weight: 127 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr C TOP CHORD GOT CHORD 2X4 DF No.1&Btr C WEBS 2X4 DF Std G SOT CHORD WEDGE Left: 2x4 DF Std -G WEBS REACTIONS. (lb/size) 8=1281/Mechanical, 2=1367/0-5-8 Max Horz 254(LC 11) Max Uplift 886(LC 9), 296(LC 8) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3950/353,3-4=3841/413,4-5=-3795/412,5-6=-4554/567 BOT CHORD 2-12=-401/3828,11-12=-401/3828, 10-11=-603/4574.9-10=_354i3342,8-9=-354/3342 WEBS 3-11=3121202.4-11=01486, 511_984/243, 5-10-279/160, 6_1tlo273/1272, 6-9=0/301, 6-8=-3499/357 Structural wood sheathing directly applied or 2-10-4 oc purlins, except end verticals, and 240-0 oc putlins (2-2-0 max.): 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 8-7-12 oc bracing: 10-11. 1 Row at midpt 6-8 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vult=llomph (3-second gust) Vasd87mph; TCDLB.opsf; BCDL6.Opsl: h25ft; B45ft; L=29ft; eave4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-6 to 1-11-10. Interior(l) 1-1 1-10 to 9-1-14, Exterior(2) 9-1-14 to 13-4-12, Interior(l) 13-4-12 to 28-9-13 zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water pondlng. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2. Graphical purlin representation doss not depict the size or the orientation of the putlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 42 lb up at 10-0-0, 33 lb down and 88 lb up at 12-0-12,34 lb down and 92 lb up at 14-0-12, 34 lb down and 92 lb up at 15-3-5. and 33 lb down and 88 lb up at 17-3-5. and 47 lb down and 130 lb up at 19-4-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 April 3,2019 A WA RNING V.6 11Y duairyr p0r0m0tvn and RSAO NO TES ON vS AW() (NCLU 1) IAMMI(IRE FERENCEPA GEW7t.-.. '03.'.WI5 8EiDR5 Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web endlor chord members only. Additional temporary and permanent bracing 1IA0ekn is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lubrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSL'TPIf Quality Crlfaria, DSB-89 and BCSI Building Component 250 klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Ply Taylor Residence K5926862 180893 A02 Roof Special ~Oty 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054, LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-68, 4-7=-68, 8-13=-20 Concentrated Loads (lb) Vert: 18=42 8.220 s Nov 162018 Mifek Industries, Inc. Wed Apr 310:53:382019 Page 2 ID:vyakQn5Kw1SiGF3Dpw9u8ZzWgws-JUrgYXGS6GoNDHrT6?MzSVd2DHcvNCONf21tTtzUS5x A WANNNiG Vlydvv1qn p tvrs and RIiAO N0T59 ON ThiS NO IWCLUDE1) MFTSKI FERI'NCEPAGil MSi.?.?/1rv'. WiO312015 8StORit ME. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated into prevent buckling 01 individual truss web and/or chord members only. Additional temporary and permanent bracing isis always required to, stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trues systems, see ANSI/TPII Quality Cdteria, OSB.89 and SCSI Building Component 250 Klug Circle Salary Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence --] K5926863 180893 A03D California Structural Gable 1 1 Job Reference (optional) Stone Truss, Inc.. Oceanside, CA - 92054, 8.220 s Nov 16 2018 Milek Industries. Inc. Wed Apr 3 10:53:42 2019 Page 1 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-CF4BOvJzAVJoiv8ELrOvdLnqcv3JJ4Yzag?4cezUS51 1-0-0 5-3-10 11-1-14 1100-15 14-8-1 17-5-2 18-21 23-8-11 28-11-9 11.0-01 5.3-10 5-10-4 &9-1 2-9-2 2-9-2 0-9-1 5-6-7 5-2-15 Scale = 1:51.3 2.50 4*4 3*5 - - 4x4 11 10 2*4 II 40 12 14 13 5*8= 2*411 4X41 = 4x6 II 3*8 II 5-3-10 11-1-14 15-4-8 18-2-4 23-8-11 28-11-9 5-3-10 5-10-4 4-2-8 2-9-14 5-6-7 5-2-15 Plate Offsets (XV)-- [2:0-3-3,0-10-1]. [2:0-0-0,0-1-15], [9:0-4-6,Edge]. [11:0-2-0,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL In (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.09 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber DCL 1.25 BC 0.40 Vert(CT) -0.20 10-11 >844 180 BCLL 0.0 • Rep Stress lncr YES WB 0.64 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MP Weight: 123 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purtins, except BOT CHORD 2X4 OF No.1&Btr G 2-0-0 oc puffins (6-0-0 max.): 4-6. WEBS 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: WEDGE 8-9-2 oc bracing: 10-11. Left: 2x4 DF Std -G SLIDER Right 2x4 OF Std -G 2-6-0 REACTIONS. All bearings 15-4-6 except at--length) 9Mechanical. 12=0-3-8. (lb) - Max Horz 228(LC 25) Max Uplift All uplift 100 lb or less at joint(s) except 9-330(LC 28), 2-220(LC 25), 14=-231 (LC 25),13=-1 74(LC 34) Max Gray All reactions 250 lb or less at joint(s) 12.2 except 9>860(LC 41), 2319(LC 30), 14448(LC 30), 131410(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6W/689,3-4=-920/1284,4-5=-253/868, 5-6=-6811252.6-7=-1107/791, 7-9-1774/930 BOT CHORD 2-14-672/645, 13-14-502/475, 12-13-458/395, il-12=-457/394, 1011573/1517, 9-10-1004/1834 WEBS 3-14=-372/329, 3-13=-1033/712, 4-13-477/141, 5-13-1179/343, 5-11 =-I 721707, 7-11 -880/260 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultl 10mph (3-second gust) Vasd>87mph: TCDL=6.opsf BCDL6.opsf h25ft; B45ft; L29111; eave4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-6 to 1-11-10. Interior(l) 1-11-1010 11-1-14, Extenor(2) 11-1-14 to 15-4-12, lntenor(i) 15-4-12 to 18-2-4, Exterior(2) 16-2-410 22-5-2. Interior(l) 22-5-2 to 28-11-9 zone: cantilever left and right 0cESSIQ,.14 exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.80 plate 00L1.60 grip jt' 49' Provide adequate drainage to prevent water ponding. . This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 70068 • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 343-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EV. 0 20 A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 9, 220 lb uplift at 1' joint 2, 231 lb uplift at joint 14, 174 lb uplift at joint 13 and 220 lb uplift at joint 2. This truss has been designed for a total drag load of 3000 lb. Lumber DOLa(i .33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-11-9 for 103.6 plf. Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. April 3,2019 A WN- VvHiydvsip. ven rrvtvru unrrRliAO NOTES ON ThIS AND iNCWDEi) KN FEN PA NIl 74 73 nw 50SS'2015 8E1'OR* lASh -- Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web senor chord members only. Additional temporary and permanent bracing MIT. k'! is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tress systems, see AAUTPI1 Quality Criteria, CSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Tress Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence K5926863 180893 A03D California Structural Gable 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.220 s Nov 162018 MuTek Industries, Inc. Wed Apr 310:53:422019 Page 2 ID:vyak0n5Kw1 SiGF3Dpw9u8ZzWgws-CF4BOvJzAVJoiv8ELrQvdLnqcv3JJ4Yzag?4cezUS5t NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 41 lb up at 12-0-0, 24 lb down and 65 lb up at 14-0-12, and 24 lb down and 65 lb up at 15-3-5, and 34 lb down and 93 lb up at 17-4-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68,4-6=-68,6-9=-68,15-19=-20 Concentrated Loads (lb) Vert: 25=-39 A W.FNayNG. V";/ly deuliyr p rr,utpo nod Rl/A() itrorS$ ON TRW AND /NLLUOW MuTiK WFERFAICEPACiit 92(7472 rut'. 50.113,2014 8EF()Ru (AVIE Design valid for use only with Muck® connectors. This design is based only upon parameters shown, and is for an individual building component, not at russ system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall - building design. Bracing indicated isto prevent buckling 01 lndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A?UTPl1 Quality Cdleria, DSB-99 and BCSI Building Component 250 Klug Circle Safely lntornraflon available from Truss Plate Institute, 218N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence K5926864 180893 A04 California 2 1 Job Reference (optional) Stone Truss, Inc.. Oceanside, CA - 92054, 8.220 s Nov 162018 Milek Industries, Inc. Wed Apr 3 10:53:45 2019 Page 1 ID:vyakQn5Kw1SiGF3Dpw9u8ZzWgws-cqmJ0wMrTQhNZMtp1z_cFzPLx6?FWUgPGdOkDzzUS5q 15-5-2 r1°0 I 4.2.8 8-4.11 13-114 13-10-15 6-2 20.11.6 25-1-9 28-11.9 4-2-8 4-2-3 4-9-3 b-s-I 1-6-3 b-a-i 4-9-3 4-2-3 3-10-0 Scale = 1:51.1 2.50 il 558 = 4s10 = 16 15 14 13 12 11 2x4 II 3s4 = 354 = 6x8 = 354 = 2s4 II 4x8 = 4x10 = 3x8 II 4-2-8 8-4-11 13-1-14 16-2-4 20-11-6 25-1-9 28-11-9 4-2-8 4-2-3 4-9-3 3-0-6 4-9-3 4-2-3 3-10-0 Plate Offsets(X,Y)-- 12:0-3-3.0-10-11. [2:0-0-0,0-1-11], [5:0-3-12,0-1-8], [10:0-0-8,0-2-6],113:0-3-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.25 14 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.82 14-15 3.426 180 BCLL 0.0 • Rep Stress lncr YES WB 0.36 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MP Weight: 131 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc purllns, BOT CHORD 2X4 OF Noi&Btr G except WEBS 2X4 OF Std G 2-0-0 oc purtins (3-6-15 max.): 5-6. WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Left: 2x4 DF Std -G SLIDER Right 2x4 OF Std -G 2-6-0 REACTIONS. (lb/sIze) 10=1317/Mechanical, 2138910-5-.8 Max Horz 2=31 (LC 29) Max Uplift 2-3(11LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.33961/93, 3-4-4088/153, 4-5=-3448/165, 5-6=-31921158, 6-7-3309/152, 7-8=-3974/145. 8-10=-3698/96 BOT CHORD 21677/3833, 15-16-77/3833, 14-15-12213992, 13-14=-112/3344, 12-13-112/3881, 111275/3569, 10-11-75/3569 WEBS 4.14739/37, 5-140/362, 5.13350/37, 6-130/534, 7-13-780133, 8-1246/359 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.opsf; BCOL6.0psf h25ft; B=45ft; L2911; eave4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Extenor(2) -1-0-6 to 1-11-10, Interior(1) 1-11-10 to 13-3-10, Exterior(2) 13-3-10 to 20-5-2, Interior(l) 20-5-2 to 28-11-9 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed fore live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. " I!I A 20% has been for the lumber plate rating reduction of applied green members. 4 4 Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at Joint 2. ',, -7nn '','''i Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. '"' Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 36 lb up at 13-11-13, and 32 lb down and 25 lb up at 15-4-4 on top chord. The design/selection of such connection device(s) is the * - EXR 9-302O20 * responsibility of others. LOAD CASE(S) Standard '- 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 April 3,2019 A WARNING- Vl1ly vivafyn s,orarnvlss and fl/lAo Nr?TEII ON ThiS 4/N) IWcl.t/L1I, N TRKR ifNCEPAGE MIi747.i nw. 70IOIN2014 8EFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ON is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIPII Quality Cdtaria. DSB-89 and BCSI Building Component 250 klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Taylor Residence K5926864 180893 A04 California 2 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054, LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-5=-68, 5-6=-68,6-10=-68,17-21=-20 Concentrated Loads (lb) Vert: 26=-56 27=-32 8.220 s Nov 162018 MiTek Industries, Inc. Wed Apr 310:53:452019 Page 2 ID:vyakOn5Kw1 SiGF3Dpw9u8ZzWgws-cgmJ0wMrTOhNZMIp1z_cFzPLx6?FWUgPGdDkDzzUS5q A WAM'iiNG V.' dvsqn psrwnmfr,s no REA() NOTES ON flNSANO NCLUDND N TEKRIiPE NC ACiEMfr?473 n?uc OSE'2014 8SF088 Design valid for use only with MiTettS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord membem only. Additional temporary and permanent bracing Fv1reIC is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSL'TPII Qualify Cdteda, OSB-89 and BCSi Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence K5926865 180893 A05 Common 2 1 Job Reference (optional) Stone Truss, Inc.. Oceanside, CA - 92054, 8.220 a Nov 16 2018 MiTek Industries. Inc. Wed Apr 3 10:53:47 2019 Page 1 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-YDu4RcN5_1x5og1C8004KOVY_weLFmlkxirHrzUS5o r10°i 743 14-8-1 21-8-1 28-11-9 1-0-0 74-3 7-3-13 7-0-0 7-3-8 Scale = 1:494 4x4 = 2.50 FIT 20 10 4510 = 2x4 II 6x8 = 2x4 II 4x10 = 355 II LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plato Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress lncr YES BCDL 10.0 Code IBC2015/1P12014 LUMBER- TOP CHORD 2X4 OF No.1&Btr G SOT CHORD 2X4 OF No.1&Btr G WEBS 2X4OF Std! G WEDGE Left: 2x4 OF Std -G SLIDER Right 2x4 OF Std -G 2.6.0 REACTIONS. (lb/size) 7=1273/Mechanical, 2=1346/0-5-8 Max Hovz 234(LC 8) CSI. DEFL in (lc) I/dell Ud PLATES GRIP TC 0.99 Vert(LL) -0.28 9-10 >999 240 MT20 220/195 BC 0.90 Vert(CT) -1.01 9-10 >345 180 WB 0.96 Horz(CT) 0.19 7 n/a n/a Matrix-MP Weight: 114 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4022/0, 3.42923/0, 45a2913/0, 5-7=-3833/0 SOT CHORD 2-10=0/3894, 9-10=0/3894,8-9=0/3713, 7-8=0/3713 WEBS 3-94-1211/53.4-9=0/732, 591052/61 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psf BCOL=6.opsf; h=25111: B=4511: La29ft; eave41t: Cat. II; Exp B; Enclosed: MWFRS (directional) and C-C Extenor(2) -1-0-6 to 1-11-10. Interior(l) 1-11-10 to 14-8-1, Exterior(2) 14-8-1 to 17-8-1, Intenor(1) 17-8-1 to 28-11-9 zone: cantilever left and right exposed end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOLI.60 This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. /NG . C70068 EXP. 910-2020 April 3,2019 WARNING . YMy dvvi,yt ,,vmrnnf,n and RCAO NOT9 ON SAWt) i.&FDEO MKFE NcepAc1zMd.'47.-r*v. W,D3I2015 8CF0RC Design valid for use only with MiTeivS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web saVor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIPII Qualify Criteria, DSB-89 and BCSI Building Component 250 Ktug Circle Safely lmrfonnaflon available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 I Job Truss Truss Type Ply Taylor Residence JQty K5926866 180893 A06 California 1 1 Job Reference (optional) Stone Truss, Inc.. Oceanside, CA - 92054, 8.220s Nov 16 2018 Mflek Industries, inc. Wed Apr 3 10:53:482019 Page I ID:vyakQn5Kw1SiGF3Dpw9u8ZzWgws-0PRSfyOJlL3yQqcOi6XJsc1n0J_njrgsybSPqHzUS5n T10° 5310 11-1-14 lirlO-IS 14-8-1 17-5-2 18.2.1 23-8-11 28-119 5-3-10 5-10-4 6-9-1 2-9-2 2-9-2 6-9-1 5.6-7 5-2-15 Scale = 1:51.1 2.50 4x10 = 4x10 13 12 11 10 2x4 II 4x8 = 6x10 = 2x4 II 4s10 = 6x10 = 3s8 II LOADING (psI) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code 1BC2015/TPl2014 CSI. TC 0.72 BC 0.91 WB 0.34 Matrix-MP DEFL in (lc) l/defl Lid Vert(LL) -0.28 12-13 >999 240 Vert(CT) -0.93 12-13 >374 180 Horz(CT) 0.18 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 123 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&8tr G TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purtins (3-4-9 max.): 4-6. WEBS 2X4 OF SW G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x4 OF Std -G SLIDER Right 2x4 OF Std -G 2-6-0 REACTIONS. (lb/size) 9=1315/Mechanical. 21388/0.5.8 Max Horz 228(LC 8) Max Uplift 9-26(LC 9), 2-44(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-41471247, 3-4-36521276, 4-5-3577/280, 563480/269, 6-7-3618/263, 7.9=_3913/237 BOT CHORD 2-13=-227/4020,12-13=-227/4020.11-12=312139D6, 10-11=212/3790,9-10=212/3790 WEBS 3-12=-5W/99.4-12=0/534,5-12=-534/149. 5-11=-636/143,6-11=0/532,7-11=-3631111 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDLS.opsf; h=25ft; B=45ft; L29ft; eave4ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-6 to 1-11-10, Interior(1) 1-11-10 to 11-1-14, Exterior(2) 11-1-14 to 15-4-12, Interior(l) 15-4-12 to 18-2-4, Exterior(2) 18-2-4 to 22-5-2, Interior(1)22-5-2 to 28-11-9 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide IESS will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 01,JtNG Refer to girder(s) for truss to truss connections. .l1. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 9 and 44 lb uplift at C 70068 joint 2. Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 44 lb up at 11-11-13,34 lb down and 91 lb up at 14-0-12, and 34 lb down and 91 lb up at 15-3-5, and 39 lb down and 41 lb up at 17-4-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard April 3,2019 A WAANW(i. VnHiydesijn p rndn and RCAO NOTES ON ThLS 4taW) NICiUOSt) MTT KREiF PE-ittCitP.IGE MN? 73rnv. *13103f201n (N-S'OR EAS'& Design valid for use only with Wake, connectors. This design is based only upon parameters shown, and is for an individual building component, net a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web andlor chord menlbers only. Additional temporary and permanent bracing JhTekr is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSF/TPII Quality Criteria, DS849 and BCSi Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulfa 312, Alexandria, VA 22314. Corona, CA 92880 * Job Truss Truss Type City Ply Taylor Residence K5926866 180893 A06 California 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (pill Vert: 1-4w-68, 4-6=-68,6-9=-68,14-18=-20 Concentrated Loads (lb) Vert: 24=-45 28=-39 8.220 s Nov 162018 MiTek Industries, Inc. Wed Apr 310:53:482019 Page 2 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-0PRSfyOjIL3yOqcOi6XJsc1 n0J_njrgsybSPqHzUS5n A WARN/siN V"Ay dn*,n pursrr,ntna snø i/i/AC NOi'o-S ON Ti/IS W() iU/722) N/TI/K i/il //CE1 i/AOL- MIi?4ifrov. sI//lT32015 8ErVR5 USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - lubrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Qualify Cdlesia, 05849 and BCSI Building Component 250 Klug Circle Safety lnfomratlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 April 3,2019 asess Mil Mffek 250 Ktug Circle Corona, CA 92660 Job Truss Truss Type Ply Taylor Residence ~Qty K5926867 180893 A07 California 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside, cA-92054, 8.220 a Nov 162018 MiTek Industries, Inc. Wed Apr 310:53:522019 Page 1 ID:vyakQn5Kwi SiGF3Dpw9u8ZzWgws-vAhzUKREpsZOuRv9xxcF1 SCWJxMjfawRtDQcz3zUS5j ri-0-0 4-3-10 9-1-14 9,10-15 14-8-1 19-5-2 2p-2-4 25-0-8 29-4-1 1-0-0 4-3-10 4-10-4 0-9-i 4-0-2 4-9-2 6-9-1 4-10-4 4-3-10 Scale = 1:51.7 2.50 4x12 = 3x10 = 4x12 = 2x4 II 4x8 = 5x14MT20HS = 4x8 = 2x4 II 5x8 5x8 4-3-10 9-1-14 14-8-1 20-2-4 25-0-8 29-4-1 4-3-10 4-10-4 5-6-3 5-6-3 4-10-4 4-3-10 Plate Offsets (X,Y)-- F2:0-0-3.0-0-1], [2:0-11-9,0-0-11. [8:0-11-9,0-0-11. [8:0-0-3.0-0-1]. Fl 1:0-7-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.34 ii >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -1.12 ii >316 180 MT20HS 165/146 BCLL 0.0 Rep Stress lncr YES WB 0.64 Horz(CT) 0.20 8 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Weight: 125 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Std G BOT CHORD WEDGE Left: 2x4 DF Std -G, Right: 2x4 DF Std -G REACTIONS. (lb/size) 2=1404/0-5-8,8=1331/0-5-8 Max Horz 2=23(LC 8) Max Uplift 2=-83(LC 8), 8=-61 (LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4079/354, 3-4=-4003/416, 4-5=-3955/416, 5-6=-3960/411, 6-7=-4008/410, 7-8---41134/351 BOT CHORD 2-13=-33313953,12-13=-333/3953,11-12=-532/4835, 10-11=-53214835, 9-10=-327/3979, 8-9=-327/3979 WEBS 3-12=-276/2341 4-12=-21542,5-12=-1086/224.5-10=-1081/222, 6-10=-6/544, 7-1 0=-283/225 Structural wood sheathing directly applied or 2-9-3 oc puffins, except 2-0-0 oc puffins (2-10-9 max.): 4-6. Rigid ceiling directly applied or 9-2-9 oc bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; B=45ft; L=29ft; eave=41t; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-6 to 1-11-10, Interior(l) 1 -11 -10 to 9-1-14, Exterior(2) 9-1-14 to 13-4-12, Interior(l) 13-4-12 to 20-2-4, Exterior(2) 20-2-4 to 24-5-2, Interior(1) 24-5-2 to 29-4-1 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=i .60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 2 and 61 lb uplift at joint 8. Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 42 lb up at 9-11-13,33 lb down and 88 lb up at 12-0-12,34 lb down and 92 lb up at 14-0-12,34 lb down and 92 lb up at 15-3-5, and 33 lb down and 88 lb up at 17-3-5, and 42 lb down and 42 lb up at 19-4-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard A WARNING . V;W' dev/gv irorameivii eon //940 oct TsAnto LUOW ct cctoxctsti. Design valid for use only with MiTekB connectors. This design is based only upon parameters shown, and is torus Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIP/I Quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 25314. Job Truss Truss Type Oty Ply Taylor Residence K5926867 180893 A07 California 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-6=-68, 6-8=-68,14-17=-20 Concentrated Loads (lb) Vert: 22=-42 31=-42 8.220 s Nov 162018 MiTek Industries, Inc. Wed Apr 3 10:53:52 2019 Page 2 lD:vyakQn5Kw1 SiGF30pw9u8ZzWgws-vAhzUKREpaZOuRv9xxcF1 SCWJxMjfawRtDOcz3zUS5j A W.4crintntC/. VinWy den/.ys usran7et"n sod RI/AC WCTP/ ON ThIS 4150 INCLUOW MTTEKRRCl/ PA M15 747n nfl'. MIMMS E1IPOIU' USE. Design valid for use only with MlTekSconnectore. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall 01. building design. Bracing indicated is to prevent buckling of individual twos web and/or chord members only. Additional temporary and permanent bracing MTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 41180VTPII Quality Criteria. D98.89 and OCSI Building Component 250 Ktug Circle Safety lnfomratlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 -1~ Job Truss Truss Type Qty Ply Taylor Residence K5926868 180893 A08 California Girder 1 Job Reference (optional) atone i russ, Inc., uceansiae, - 9dUb4, e.0 S NOV 16 2015 MiteR industries, Inc. W0 Apr t lU:bit:bb 201ld Fage 1 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-JlM57LT66Vxylvekc49yf4q1 p8QNs2CtZBeGaOzUS5g tl.00 3-3-10 7-1-14 7-0-1 12-0-4 17-3-14 21-5-2 2g-21 26-0-8 29-4-1 30-4-1 '1-0-0 3-3-10 3-10-4 6-9-1 4-1-5 5-3-10 4-1-5 0-9-1 3-10-4 3-3-10 Scale = 1:53.8 2.50 [ii 4x10 = 4x4 = 4x10 = 4x10 = 31 16 32 33 15 34 35 14 36 37 13 38 39 12 40 41 11 42 4x6 = L024 2x4 II L024 U10ao = L024 3x4 = L024 L024 504MT20HS = 4x10 = 2x4 II 5x10MT20HS = 3x8 II LU24 L024 LU24 LU24 LU24 LU24 LU24 LU24 L024 3x8 II 3-3.10 7-1-14 12-0-4 17-3-14 22-2-4 26-0-8 29-4-1 3-3-10 3-10-4 4-10-6 5-3-10 4-10-6 3-10-4 3-3-10 Plate Offsets(X,Y)-- P:O.O.,O.1.15],[2:O3.3,0.iO.1J, [9:0-3-3,0-10-11. [9:0-0-0.0-2-7], [13:0-7-0,0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.40 13-14 >890 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -1.14 13-14 >308 180 MT20HS 165/146 BCLL 0.0 Rep Stress lncr NO WB 0.23 Horz(CT) 0.16 9 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Weight: 384 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.i&Btr G WEBS 2X4 DF Std G BOT CHORD WEDGE Left: 2x4 DF Std -G, Right: 2x4 OF Std -G REACTIONS. (lb/size) 2=2860/0-5-8, 9=2864/0-5-8 Max Horz 2=17(LC 4) Max Uplift 2=-380(LC 4), 9=-378(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8305/1075, 3-4=-970411355, 4-5=-9701/1345, 5-6=-13411/1954, 6-7=-9714/1336, 7-8=-9716/1347, 8-9=-8316/1068 BOT CHORD 2-16=-1 041/8047,15-16=-1 041/8047, 14-15=-1 932/13411, 13-14=-i 913/13423, 12-13=-1913/13423,11-12=-1 018/8057, 9-11=-1018/8057 WEBS 3-16=-411/111, 3-15---368/1666, 4i 5=-79/1379, 5-15=-4036/702, 5-14=0/428, 6-13=0/425, 6-i 2=-40351707, 7-12---78/1385, B-12=-368/1667, 8-11 =-411/112 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-00c puffins (6-0-0 max.): 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 3-ply truss to be connected together with 1 O (0.131 x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=i i0mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. Il; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=i .60 'I plate grip DOL--1.60 Provide adequate drainage to prevent water ponding. ' All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. d, A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at joint 2 and 378 lb uplift at joint 9. ii) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0 12) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dxi 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 27-3-5 to connect truss(es) to back face of bottom chord. April 3,2019 A WAFIN.WC• Vc;/Iy dev/,yrpa'vrnetru P54(1 NOTES ON YNISAN() LULl//P MiT//KR 54'CSPIEMIUfYI r,w. 0/20m 8EFTARE U//K Design valid for use only with Mif eka connecters. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing t/kTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92680 Job Truss Truss Type Qty Ply Taylor Residence K5926868 180893 A08 California Girder 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.220 a Nov 162018 MiTek Industries, Inc. Wed Apr 310:53:552019 Page 2 ID:vyakOn5Kw1 SiGF3Dpw9u8ZzWgws-JIM57LT66Vxylvekc49yf4q1p8QNs2CtZBeGaOzUS5g NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 575 lb down and 221 lb up at 7-11-13, 131 lb down and 159 lb up at 10-0-12,127 lb down and 163 lb up at 12-0-12,127 lb down and 163 lb up at 14-0-12,127 lb down and 163 lb up at 15-3-5,132 lb down and 164 lb up at 17-3-5, and 133 lb down and 160 lb up at 19-3-5, and 569 lb down and 220 lb up at 21-4-4 on top chord. The designiseleclion of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4-68, 4-7=-68, 7-10=-68, 17-20=-20 Concentrated Loads (lb) Vert: 5=-127 14=-78(B) 13=-78(B)6=-132 23=-575 24=-131 26=-127 27-127 29=-133 30=-569 31=-159(B) 32=-28(B) 33=-46(B)34=-71(B)35=-75(B)36=-78(B) 37v-78(B) 38-78(B) 39=-74(B) 40=-48(B) 41-30(B) 42=-158(B) A W4f/N/NG. Vruity dvsi" p a0ra10r5 ass REiA() NOYi'S' ON ThrS AND INCL1JDED MITEKpo CC PADC MC7.111t mr S ntll'2ONi (d&FOR& f/SE Design valid for use only with Mileke connectors. This design is based only upon parameters shows and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mt building design. Bracing indicated Into prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSUTPII Quality Criteria, 058-89 and 8C51 Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 82314. Corona, CA 92880 4.00 Ni 354 = 3x8 = 4x6 2x4 II 5x8 = 20 II 4x6 = 3x7 II 5x6 = 2x4 II 3x8 = 3x4 4x6 28 29 30 31 32 " 33 34 35 36 37 38 IV39 Job Truss Truss Type Qty Ply r Residence K5926869 [To'by'Reference 180893 B01 California Girder 2 (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.220 s Nov 162018 MiTek Industries, Inc. Wed Apr 310:53:582019 Page 1 lD:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-kK2EINW?POKXdMNJHCjfGjSbjLTG3P8KG9twAizUS5d 3-6-12 7-5-0 7-10-15 11-1-10 15-0-10 18-3-5 1.9-4 22-7-8 26-2-4 27-8-4 3-6-12 3-10-4 0-5-15 3-2-11 3-10-15 3-2-11 0-5-15 3-10-4 3-6-12 Scale= 1:46.4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code lBC2015/TP12014 CSI. TIC 0.32 BC 0.58 WB 0.21 Matrix-MS DEFL in (lc) 1/defl Lid Vert(LL) -0.16 12-13 >999 240 Vert(CT) -0.46 12-13 >677 180 Horz(CT) 0.12 8 n/a We PLATES GRIP MT20 220/195 Weight: 243 lb FT = 20% LUMBER- • BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 OF No.1 &Btr G 2-0-0 oc puffins (5-8-12 max.): 3-6. WEBS 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 100-O oc bracing. WEDGE Left: 2x4 DF Std -G, Right: 2x4 DF Std -G REACTIONS. (lb/size) 1=2232/0-5-8, 8=2330/0-5-8 Max Horz 1=-56(LC 13) Max Uplift 1=-469(LC 4), 8=-529(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5030/1046, 2-3=-5253/1137, 3-4=-4989/1102, 4-5=-6218/1357, 5-6=-4944/1090, 6-7=-5243/1126, 7-8=-4983/1028 BOT CHORD i-15=-981/4690, 14-15=-981/4690,13-14=-1 288/6218, 12-13=-1272/6214, 11-12=-i 272/6214, 10-11=-91 8/4643, 8-1 0=-918/4643 WEBS 2-14=-245/492, 3-14---88/1047, 4-14=-1588/364, 4-13=0/300, 5-12=0/307, 5-11 =- 1623/370, 6-11=-85/1041,7-11=-239/509 NOTES- 2-ply truss to be connected together with 1 O (0.131x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4- 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASIDE 7-10; Vubt=iiomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; ,ESSjQj". MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1 .60 plate "r10 Provide drainage adequate to prevent water ponding. This truss has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads. a psf VUU1 'G7006 This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. E 9-30-2020 '1 A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 469 lb uplift at joint 1 and 529 lb uplift at joint 8. Graphical purlin representation does not depict the size or the Orientation of the puffin along the top and/or bottom chord. April 3,2019 WArt//iNN. Varifyclestan parameters one Rfi4ONOYs9 ON 7A)W1.UDEI)MTNKFfrP.iMrev. ; 1312115/i E1E/R)R'- i.rS* -- Design valid for use only with MflekSr connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSL'TPI1 Quality Criteria, DSO-89 and BCSI Building Component 250 klug Circle Safety Intornratian available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply r Residence K5926869 [Toaby'oleference 180893 B01 California Girder 2 (optional) Stone Truss, Inc., Oceanside, CA - 92054, 8.220 a Nov 162018 MiTek Industries, Inc. Wed Apr 310:53:582019 Page 2 ID:vyakOn5Kw1 SiGF3Dpw9u8ZzWgws-kK2ElNW?POKXdMNJHCj1GjSbjLTG3P8KG9twAizUS5d NOTES- 11) Hanger(s) or other connection device(s) shall bar provided sufficient to support concentrated load(s) 523 lb down and 309 lb up at 7-11-12, 148 lb down and 139 lb up at 10-0-12, 148 lb down and 142 lb up at 12-0-12,148 lb down and 142 lb up at 14-1-8, and 148 lb down and 139 lb up at 16-1-8, and 523 lb down and 309 lb up at 18-2-8 on top chord, and 146 lb down and 58 lb up at 2-0-12, 74 lb down at 4-0-12, 84 lb down at 6-0-12, 96 lb down at 8-0-12, 97 lb down at 10-0-12, 97 lb down at 12-0-12, 97 lb down at 14-1-8,97 lb down at 16-1-8,96 lb down at 18-1-8,84 lb down at 20-1-8, and 74 lb down at 22-1-8, and 146 lb down and 58 lb up at 24-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1 .25 Uniform Loads (pIt) Vert: 1-3=-60, 3-6=•60, 6-9=-60, 16-19---16 Concentrated Loads (lb) Vert: 22=-489 23=-148 24=-148 25=-148 26=-148 27=-489 28=-146(F) 29=-36(F) 30=-51(F) 31=-72(F) 32=-75(F) 33=-75(F) 34=-75(F) 35=-75(F) 36=-72(F) 37=-51(F) 38=-36(F) 39=-146(F) A WARNlNN' Vrr.iy rieuPpr A OMM3 ON Th.S/.10() (PCLUDE') MioK !NN*NEINCE P4GE Nil 74Th ow. 102/2015 (N-FOR'- .'ISE Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated into prevent buckling of Individual truss web andIor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, 058-99 and SCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply Taylor Residence K5926870 180893 B02 California 2 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054. 8.220 a Nov 162018 Milek Industries, Inc. Wed Apr 310:54:002019 Page 1 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-gjA_A3XFx1 aFsgXiPdl7M8XyG9B1 XKWdjTM1 FbzUS5b 4-6-12 9-5-0 9-10-15 13-1-2 16-3-5 16-9-4 21-7-8 26-2-4 27-8-4 4-6-12 4-10-4 o--i5 3-2-3 3-2-3 o--i5 4-10-4 4-6-12 1-6-0 Scale= 1:46.3 4x6 354 = I 11 1 S 4x6 II 2x4 II 3x8 = 5x8 = 20 II 4x6 = 3x7 II 4-6-12 9-5-0 16-9-4 21-7-8 26-2-4 4-6-12 4-10-4 7-4-4 4-10-4 4-6-12 Plate Offsets(X.Y)-- [1:0-0-2.0-0-51, 11:0-0-3.0-7-91, [1:0-2-12,0-0-15], 17:0-0-0.0-1-101, (7:0-2-5,0-6-11.110:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.25 Vert(LL) -0.10 9-10 >999 240 MT20 220/195 TCOL 10.0 Lumbar DOL 1.25 BC 0.50 Vert(CT) -0.34 10-11 >915 180 BCLL 0.0 * Rep Stress lncr YES WB 0.16 Horz(CT) 0.09 7 n/a n/a BCDL 8.0 Code 1BC2015/1P12014 Matrix-MS Weight: 117 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc puffins, except BOT CHORD 2X4 OF No.1&Btr G 2-0-0 oc purlins (4-11-13 max.): 3-5. WEBS 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 OF Std -G, Right: 2x4 OF Std -G REACTIONS. (lb/size) 1=992/0-5-8.7=1091/0-5-8 Max Horz 1=-67(LC 17) Max Uplift 1=-193(LC 8), 7=-254(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2208/446, 2-3=-1926/388, 3-4=-1789/390, 4-5=-1777/399, 5-6=-1916/397, 6-7=-2174/424 BOT CHORD 1-12=-410/2051, 11.12=-41012051, 10-11=-347/1954, 9-1 0=-356/2016, 7-9=-35612016 WEBS 2-11=-307/185, 3-11=-39/38414-1 1=-3261134, 4-10=-339/135, 5-10=-33/385, 6-10=-286/176 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llamph (3-second gust) Vasd=87mph; TCOL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 9-5-0, Exterior(2) 9-5-0 to 13-7-15, Interior(l) 13-7-15 to 16-9-4, Exterior(2) 16-9-4 to 21-0-2, Interior(l) 21-0-2 to 27-8-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 001=1.60 plate grip 001=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.apsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 1 and 254 lb uplift at joint 7. Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 135 lb up at 9-11-12,37 Ito down and 100 lb up at 12-0-12, and 37 lb down and 100 lb up at 14-1-8, and 45 lb down and 135 lb up at 16-2-80n top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber tncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-3=-GO, 3-5=-60, 5-8=-60, 13-16=-16 April 3,2019 A WA#iNiNCi• Vv:/iy dssi-v ourarnvtms and RE AD NOTES ON TN/SAlVO (NCi.ULfll'? MITEK Nil FvRh/NC€ PA OS 8)'J. 10'OA!20*5 BEFORE USE1 Design valid for use only with MITeISS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing isis always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and twos systems, see ANSVTPII Quality Criteria, OSB-89 and SCSI Building Component 250 klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 4x6 4.00 Fi Job Truss Truss Type Qty Ply Taylor Residence K5926871 180893 B03 California 2 1 Job Reference (optional) Stone Truss, Inc.. Oceanside, CA- 92054 8.220 s Nov 162018 MiTek Industries, Inc. Wed Apr 310:54:02 2019 Page 1 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-c6llblZVSeqz5zg4W2nbRZcG0zs8?APvAnr8JUzUS5Z 5-6-12 11-5-0 1110-15 14-3-5 14-9-14 20-7-8 26-2-4 27-8-4 5-6-12 5-10-4 0-1 2-4-6 o--i5 5-10-4 5-6-12 1-6-0 Scale = 1:46.4 48 = 4s6 To 0 5x6 = 2s4 II 3s4 = 559 = 254 II 4x6 = 3s7 II LOADING (pat) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCOL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code lBC2015/TPl2014 CSI. TC 0.36 BC 0.52 WB 0.32 Matrix-MS DEFL in (lc) i/dell L/d Vert(LL) -0.11 10-11 >999 240 Vert(CT) -0.34 10-11 >914 180 Horz(CT) 0.10 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 116 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-9 cc purling, except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 cc puffins (5-1-12 max.): 3-4. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 OF Std -G, Right: 2x4 OF Std -G REACTIONS. (lb/size) 1=1021/0-5-8,6=1119/0-5-8 Max Horz 1=-78(LC 17) Max Uplift 1=-196(LC 8), 6=-256(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2303/45312-3=-1 862/389, 3-4=-1672/395,4-5=-1 823/388, 5-6=-2272/433 BOT CHORD 1-11=-421/2137, 10-11=-421/2137. 9-10=-283/1719, 8-9=-346/2106, 6-8=-346/2106 WEBS 2-10=-471/203, 3-10=-25/284, 4-9=-20/339, 5-9=-484/193 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. ii; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 11-6-12, Exterior(2) 11-6-12 to 19-0-2, Interior(l) 19-0-2 to 27-8-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 1 and 256 lb uplift at joint 6. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 161 lb up at 11-11-12, and 62 lb down and 160 lb up at 14-2-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncreaae=1.25 Uniform Loads (pit) Vert: 1-3=-60,3-4---60,4-7=-60,12-15=-16 Concentrated Loads (lb) Vert: 20=-28 21=-28 April 3,2019 W4ANiNG. Vrrrryrievi vndR'-AONOTFit ON TstS4NO N4iLfIONO. TiEKRENCEPAOATM4747.1rrw. 74/03,2051 WFFTARE 'JSEi -- Design valid for use only with MiTelOS connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSL'TPII Quality Criteria, OSB-89 and BCSI Building Component 250 klug Circle Safely infon,nallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alesandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence K5926872 180893 B04 Common 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.220 a Nov 162018 MiTek Industries, Inc. Wed Apr 310:54:032019 Page 1 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-41r7o4a8Dyyqj7FG4lJqzm9RgME2kak3PRshswzUS5Y 6-6-14 13-1-2 19-7-6 26-2-4 27-8-4 6-6-14 6-6-4 6-6-4 6-6-14 1-6-0 Scale = 1:44.8 4x6 = 4x6 II 2x4 II 358 = 555 = 4s6 = 3x7 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress (ncr YES BCDL 8.0 Code 1BC2015/1P12014 LUMBER- TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Std G WEDGE Left: 2x4 DF Std -G, Right: 2x4 DF Std -G REACTIONS. (lb/size) 1=992/0-5-8, 5=1091/0-5-8 Max Horz 1=-87(LC 17) Max Uplift 1=-162(LC 8), 5=-222(LC 9) CSI. DEFL in (lc) l/defl L/d PLATES GRIP IC 0.37 Vert(LL) -0.11 7-8 >999 240 MT20 220/195 BC 0.41 Vert(CT) -0.33 7-8 >943 180 WB 0.57 Horz(CT) 0.09 5 n/a n/a Matrix-MS Weight: 107 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-1 cc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2198/359, 2-3=-1584/263, 3-4=-1583/253, 4-5=-2177/343 BOT CHORD 1-9=-328/2032, 8-9=-328/2032, 7-8=-244/2011, 5-7=-244/2011 WEBS 3-8=-31/580, 4-8=-6621207, 2-8=-685/213 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lntenor(1) 3-0-0 to 13-1-2, Exterior(2) 13-1-2 to 16-1-2, Interior(1) 16-1-2 to 27-8-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1 .60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 1 and 222 lb uplift at joint 5. April 3,2019 WARNING- V1' des oerenretrrrs snolA1iOTEti ON s81rt0 /.NCL UDEL) MiTEK RENCS PAGE MN.?47t roy. tStW2O15 9FFDRfr D.S0 Design valid for use only with MflekB connectors. This design is based only upon parameters shown, and is for an individual building component, not a twos system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Iff building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord metabers only. Additional temporary and permanent bracing MTekv is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AU1Pl1 Qualify Criteria. DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence K5926873 180893 C01G GABLE 1 1 Job Reference (optional) Stone Truss, Inc.. Oceanside, CA - 92054, - -- - 8220s Nov 162018 MiTek Industries. Inc. Wed Apr 3 10:54:06 2019 Page 1 lO:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws.VtXFQ6c0WtKOabrlusXbPn?6aK4x3sV5PpMSFzUS5V -1-6-0 11-6-10 23-1-4 24-7-4 1-6-0 11-6-10 1141-10 1-6-0 Scale = 1:43.5 4x8 II 408 = 31 30 29 28 27 26 25 24 23 22 21 20 19 ia 5c8 = 304 = 23-1-4 23-1-4 Plate Offsets (X,Y)-- 19:0-1-O,0-1-8J, 116:Edge,0-2-121, [20:0-1-10.0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.16 Vert(LL) -0.00 17 n/r 120 MT20 2201185 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 17 nlr 120 BCLL 0.0 • Rep Stress lncr YES WB 0.04 Horz(CT) 0.01 24 n/a n/a BCDL 8.0 Code IBC2015JTP12014 Matrix-S Weight: 139 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puilins. BOT CHORD 2X4 DF No.1&Btr 0 BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. OTHERS 2X4DF Sid G REACTIONS. All bearings 23-1-4. (lb) - Max Harz 266(LC 35) Max Uplift All uplift 100 lb or less at joint(s) 26. 27. 28, 29, 30, 31, 24, 23, 22, 21 19, 18 except 2-330(1-C 27), 16-337(LC 30) Max Gray All reactions 250 lb or less at joint(s) 25, 26, 27,28.29.30.31,24,23.22.21. 19,18 except 2=338(LC 48), 16=338(LC 47) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-8481813, 3-4-582/597, 4-5-480/513, 5.6390J432, 6-7=-304/350, 7-8-2191273, 1011219/290, 11-12=-304/362. 12-13-389/435, 13.14.463/507, 14-15-569/585, 15-16=-8171786 SOT CHORD 2-31-748/803. 30-31-5321574, 29-30=-4371479, 28-29-361/402, 27-28-275/316, 22-23=-274/316,21-22=-360/402.19-21=-437/479.18-19=-532/573, 16-18=-748/798 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult11 Omph (3-second gust) Vasd87mph; TCDL6.opsf; BCDL4.8psf, h25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable and zone and C-C Corner(3) -1-6-9 to 1-5-7, Exterior(2) 1-5-7 to 11-6-9, Corner(3) 11-6-9 to 14-3-3, Exterlor(2) 14-3-3 to 24-7-13 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSWTPI 1. All plates are 2x4 MT20 unless otherwise Indicated. .,-'ocESSIok Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. /7 NG thlW This truss has been designed for a 10.0 psI bottom chord live load nonconcurrest with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I A plate rating reduction of 20% has been applied for the green lumber members Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26.27,28, 29, 30, 31, 24, 23, 22, 21, 19, 18 except (jtlb) 2=330. 16337. This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-1-4 for 64.9 pill. No notches allowed in overhang and 10600 from left end and 10600 from right end or 12" along rake from scarf, whichever is C larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. Apnl 3,2019 WAANJNG' Vivify dexjr,n purarnetora errs Ri-A30 NOISS ON NOiNC(U0xD YEV FL-irtseCE P. EMIi7i?73 vw. ud/t)3'2015 SEFTARE fiSE Design valid for use only with Milekd/conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITekr is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSI/TPII Quality Criteria, 058-89 and BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandria, VA 22314. Cessna, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence K5926874 180893 CO2 Common 7 1 Job Reference (optional) tone truss, Inc., ucesnsiae, 1A - B.220 s Nov lb 2U15 Mit etc Industries, Inc. wea Apr 3 lt.t:b4:Ub xui 5-9-1 Scale= 1:42.2 454 = 10 IA 0 4x6 = 2x4 II 3x8 = 5x5 = 4x6 = 3x7 II 357 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code 1BC20151TP12014 CSI. TC 0.26 BC 0.36 WB 0.36 Matrix-MS DEFL. in Vert(LL) -0.08 Vert(CT) -0.24 Horz(CT) 0.07 (lc) Vdefl Lid 9-10 >999 240 9-10 >999 180 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-14oc putting. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std 6 WEDGE Left: 2x4 DF Std -6, Right: 2x4 DF Std -G REACTIONS. (lb/size) 2=971/0-5-8.6=971/0-5-8 Max Horz 2=70(LC 12) Max Uplift 2=-203(LC 8), 6=-203(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1866/291, 3-4=-1377/224, 4-5=-1 377/224, 5-6=-1 866/292 BOT CHORD 2-10=-262/1722, 9-10=-262/1722, 8-9---202/1722, 6-8=-202/1722 WEBS 4-9=-22/501, 5-9=-553/176, 3-9=-5531175 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ilomph (3-second gust) Vasd=87mph; TCDL=6.apsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-9 to 1-5-7, Interior(l) 1-5-7 to 11-6-10, Extenor(2) 11-6-10 to 14-8-10, Interior(l) 14-6-10 to 24-7-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=203,6=203. 1C.700 68 April 3,2019 A WARNiNG Vedly c/eu/yr p rnvfr'e enø RE/AU NOTI$ ON NIS A/IC) G4CL1/CN/O MrTEKl4&RcRE/ntci/ PAUEMi/747) rev. I$!2O7/ BC/FURS//SR Design valid for use only with MlTekB connectors. This design is based only upon parameters shown, and Is for an indMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ofis always required br stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Wit Quality Criteria, DSB-89 and SCSI Building Component 250 Ktug Circle Safety Information available from Tress Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 FM April 3,2019 Job Truss Truss Type Qty Ply Taylor Residence K5926875 180893 D01 Common 5 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.220 a Nov 162018 MiTek Industries, Inc. Wed Apr 310:54:092019 Page 1 ID:vyakQn5Kw1SiGF3Dpw9u8ZzWgws-vSD038evpoizR2jQR0PED1 PTpnl?8JUxnM103azUS5S 6-3-12 12-6-14 18-10-1 25-1-13 6-1-13 1-070 6-3-12 6-3-3 6-3-3 6-3-12 Scale = 1:43.8 454 II 'U 456 = 2x4 II 3x8 = 555 = 4x6 = 357 II 357 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress lncr YES BCDL 8.0 Code 1BC2015/TPl2014 LUMBER- TOP CHORD 2X4 DF No.1&Btr 6 BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Std G WEDGE Left: 2x4 DF Std -G, Right: 2x4 DF Std -G REACTIONS. (lb/size) 2=101810-5-8,6=1018/0-5-8 Max Horz 2=-73(LC 13) Max Uplift 2=-196(LC 8), 6=-196(LC 9) CSI. DEFL. in (lc) I/deft Lid PLATES GRIP TC 0.33 Vert(LL) -0.10 9-10 >999 240 MT20 220/195 BC 0.38 Vert(CT) -0.30 9-10 >999 180 WB 0.49 Horz(CT) 0.08 6 n/a n/a Matrix-MS Weight: 104 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2088/335, 3-4=-1518/248, 4-5=-1518/248, 5-6=-2088/336 BOT CHORD 2-1 0=-309/1929, 9-1 0=-309/1929, 8-9=-249/1929, 6-8=-249/1929 WEBS 4-9-28t554,5-9-63812011, 3-9=-638/200 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-9 to 1-11-7, Interior(1) 1-11-7 to 12-6-14, Exterior(2) 12-6-14 to 15-6-14 Interior(l) 15-6-14 to 26-2-6 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--11.60 plate grip DOL--1.60 This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 200p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 2=196, 6=196. A WAP1MV0. V"thy desrn Parametam one REiAO NOTES ON srSAAN) Oi UDNO N TEK.'fitiNRENCEPA(ts: MSI74?1 nw 815-0111- !'f Design valid for use only with MiTeilTh connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability 01 design parameters and properly Incorporate this design into the overall building design. Bracing indicated into prevent buckling 01 individual truss web and/or chord members only. Additional temporary and permanent bracing I,4flek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/MI Quality Criteria, 058-89 and BCSi Building Component 250 klug Circle Safety inlom,atlan available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA eeeo Job Truss Truss Type Qty Ply Taylor Residence K5926876 180893 E01D COMMON GIRDER 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.220 s Nov 162018 MiTek Industries, Inc. Wed Apr 3 10:54:12 2019 Page 1 lD:vyakQn5Kw1SiGF3Dpw9u8ZzWgws-JI uWh9hn6j4YlWR?68zxrg1 rm?AFLaZOUKGgguzUS5P -1-0-0 4-8-10 8-2-4 10-5-9 12-8-14 16-2-8 20-11-2 1-0-0 4-8-10 3-5-10 2-3-5 2-3-5 3-5-10 4-8-10 Scale= 1:35.9 6x6 2.50 F1-2 355 -- 2x4 II 8x8 = 4x8 = 4x4 = 3x8 II 3x12 602 = 4-8-10 8-2-4 10-5-9 12-8-14 16-2-8 20-11-2 4-8-10 3-5-10 2-3-5 2-3-5 3-5-10 4-8-10 Plate Offsets(X,V)-- 12:0-O-5,0-1-8],[4:0-1-12,O-1-8],[6:0-2-4.0-1-8], [8:0-0-0,0-2-7), F9:0-4-12,0-1-81,[11:0-2-0,0-2-01.[12:0-4-0,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.28 9-10 >901 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.87 9-10 >288 180 BCLL 0.0 * Rep Stress lncr NO WB 0.86 Horz(CT) 0.12 8 n/a n/a BCDL 8.0 Code lBC2015/1P12014 Matrix-MS Weight: 300 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purling. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DF Std G REACTIONS. (lb/size) 8=8047/0-5-1, 2=5356/0-5-8 Max Horz 2=42(LC 27) Max Uplift 8=-66(LC 22), 2=-1042(LC 19) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1649312726, 3-4=-18718/2226, 4-5=-15966/1262, 5-6=-15977/1213, 6-7=-1 9473/1435, 7-8=-23144/370 BOT CHORD 2-13=-2675/16078,12-13=-1932116078,11-12=-1576/18137, 10-11=-650/19077, 9-10=0/22583, 8-9=-268/22583 WEBS 3-13=-1172/218, 3-12=473/2548, 4-12=-39912476, 4-11=-32931572, 5-11 =-284/6315, 6-11 =-4519/0, 6-10=0/3294, 7-1 0=-3785/0, 7-9=0/2184 NOTES- 3-ply truss to be connected together with lOd (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 -3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - i row at 0-9-0 oc, Except member 4-12 2x4 -2 rows staggered at 0-4-0 oc, member 7-9 2x4 -1 row at 0-6-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ilcmph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable and zone cantilever left and right exposed end vertical left and right exposed Lumber DOL=i 60 plate grip DOL=1.60 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. O*? * This truss has been designed for live load 20.opsf the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide a of on fit between the bottom will chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=1042. .,.' . This truss has been designed for a total drag load of 4000 lb. Lumber DOL=(1.33) Plate grip DOL=(i .33) Connect truss to resist dreg loads along bottom chord from 0-0-0 to 20-11-2 for 191.1 plf. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 613 lb down and 196 lb up at 0-4-8,40 lb down and 23 lb up at 2-0-12,46 lb down and 19 lb up at 4-0-12, 18 lb down at 6-0-12, 2743 lb down and 399 lb up at 8-2-4, 1265 lb down and 102 lb up at 10-0.12, 781 lb down and 537 lb up at 12-0-12, 1301 lb down at 14.0-12, 1257 lb down at 16-0-12,1257 lb down at 16-3-10, and 1301 lb down at 18-3-10, and 1302 lb down and 39 lb up at 20-3-10 on bottom chord. The April 3,2019 A WARNiNG. Viydl uranwtrtv and RE/AC) EtOTE!/ ON TENS 4/il) (NCL&/OAO) 1/rINK RE/RI/N iNC//PAIlS 1/1/ 74 73 isv. u0'O$,211//1 (CE/FOR/i 1/SN Design valid for use only with MlTekSt connectors. This design is based only upon parameters shown, and is for an individual building component, not Ell a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is is prevent buckling of individual truss web and/sr chord members only. Additional temporary and permanent bracing I4'TQI( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . .... fabrication, storage, delivery, erection and bracing 01 trusses and truss systems, see ANSL'TPII Quality Criteria, DSB-89 and BCSJ Building Component 250 Kiug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alesandrla, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence 1(5926876 180893 E01D COMMON GIRDER 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA- 92054, 8.220 s Nov 16 2018 MiTek industries, Inc. Wed Apr 3 10:54:12 2019 Page 2 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-J1 uWh9hn6j4YIWR?68zxr91 nn?AFLsZOUKGgguzUS5P LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-5=-60, 5-8=-60,14-17=-16 Concentrated Loads (lb) Vert: 12=-2743(B)9=-2514(B) 16=-1302(B) 20=-613(B) 21w-40(B) 22s-46(B) 23-10(B) 24=-1265(B) 25-614(B)26-1301(B)27='1301(B) A WMNIIMG - Vw#y des4jn purumvtrvrr and 11-AO NOTE9 ON ThIS AlaO INIL tIDED NLTEK rfifpaNlirstcif PA MSI-l73 mv. 1iffl2217054 8NyORfr USE. Design valid for use only with Muck® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to present buckling of individual trues web seWer chord members only. Additional temporary and permanent bracing fLjhTek? Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trues systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSi Building Component 250 Ktug Circle Safety Infonnatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Ic , A 6 Job Truss Truss Type Ply Taylor Residence ~Oty K5926877 180893 E02 ROOF TRUSS 12 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.220 a Nov 162018 MiTek Industries, Inc. Wed Apr 310:54:132019 Page 1 ID:vyakQn5Kw1 SiGF3Dpw9u8ZzWgws-nDSvuVhPt1 CPwg0BgsUANta7HOcp48SXL?DCLzUS5O 10-5-9 11-8-12 i -1-0-0 3-11-1 7-8-13 i 9-2-8 10-3-8 lPrlr9 i 13-1-5 17-0-1 20-11-2 1.0-0 3-11-1 3-10-12 1-4-8 1-1-3 0.k.10 1-1-3 3-10-12 3-11-1 0-2-0 Scale = 1:36.1 3x4 = 3x6 ZZ 2.50 3x6 6 7 ,,_ 2x4 II 4x6 = 2x4 II 3x4 = 354 = 5x6= 4x6 = 3x8 II 558 II 3-11-1 7-9-13 13-1-5 17-0-1 20-11-2 3-11-1 3-10-12 5-3-8 3-10-12 3-11-1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DCL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code 1BC2015/TP12014 CSI. DEFL. in (lc) 1/defi Lid TC 0.42 Vert(LL) -0.17 11-12 >999 240 BC 0.51 Vert(CT) -0.51 12-13 >492 180 WB 0.43 Horz(CT) 0.07 10 n/a n/a Matrix-MP PLATES GRIP MT20 220/195 Weight: 83 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G BOT CHORD WEBS 2X4DF Still G WEDGE Left: 2x4 DF Std -G, Right: 2x4 DF Std -G REACTIONS. (lb/size) 2=934/0-5-8, 10=869/0-5-8 Max Horz 2m42(LC 16) Max Uplift 2=-91 [LC 8), 10=-51(LC 9) FORCES. (lb) - Max. Camp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2533197, 3-4---2309/12,4-5=-2216/37, 5-6--0/754,6-7=0/754,7-8---2215/41, 8-9=-2310/19, 9-10=.2556/113 BOT CHORD 2-14=-103/2456,13-14=-103/2456: 12-13=0/2230,11-12=-89/2479, 10-11=-89/2479 WEBS 8-12=0/323, 9-12=-470/206, 4-1 3=0/321, 3.13=.448/198, 5-7=-3902/0 Structural wood sheathing directly applied or 3-10-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vuft=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-6 to 1-11-10, Interior(1) 1 -11 -10 to 10-5-9, Exterior(2) 10-5-9 to 13-5.9, Interior(l) 13-5-9 to 20-11-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 150.01b AC unit load placed on the bottom chord, 10-5-9 from left end, supported at two points, 5-0-0 apart. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. April 3,2019 A W4RNING - inv#y deutye aron,eivr, and RIiAO WOIES ON 1241S 4//i) /.4(LUL251) MITI/.K P1/ PC/i P40/i MI! 74 72 w. I4'031205d 8/i/O//li USE Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall Is, building design. Bracing indicated into prevent buckling otindividuat truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. Per general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSUTPII Quality Ciiterla, DSB-89 and BCSI Building Component 250 KIug Circle Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 4x4 = 4x4 = Scsle= 1:27.0 2.50 F1-2 358 II 2x4 II 308 = 2x4 II 4s4 = C C Job Truss Truss Type Qty Ply Taylor Residence 1(5926878 180893 FOlD Common Girder 1 Job Reference (optional) Stone Truss, Inc.. Oceanside. CA - 92054, 8.220 a Nov 162018 Milek Industries, Inc. Wed Apr 310:54:152019 Page 1 lD:vyakOn5Kwt SiGF3Dpw9u8ZzWgws-kcafJBjlOeT79zAanHWeSlfXeCKUY5cqAIUKHDzUS5M -1-0-0 3-10-4 7-8-3 11-6-2 15-4-6 1-0-0 3-10-4 3-9-15 3-9-15 3-10-4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress lncr NO Code 1BC2015/TPl201!4 CSI. TC 0.18 BC 0.44 WB 0.20 Matrix-MS DEFL in Vert(LL) .0.08 Vert(CT) -0.20 Horz(CT) 0.03 (lc) Vdefl Lid 7-8 >999 240 7-8 >914 180 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 123 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD 2X4 OF No.i&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Std G WEDGE Left: 2x4 OF Std -G, Right: 2x4 OF Std -G REACTIONS. (lb/size) 2=1687/0-5-8,6=1769/0-5-8 Max Horz 2=33(LC 19) Max Uplift 2=-702(LC 19), 6=-562(LC 22) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3280/1349, 3-4=-3176/1 049, 4-5=-3176/1061 • 5-6=-4028/1424 BOT CHORD 2-9=-i 317/3170, 8-9=-i 001/3170, 7-8=-i 002/3911, 6-7=-i 367/3911 WEBS 4-8=-159/965, 5-8=-928/415, 5-7=-94/371, 3-8=-253/348 NOTES- 2-ply truss to be connected together with i Off (0.131 'xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - i row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL--1.60 plate grip DOL=i .60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=702, 6=562. This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(i .33) Plate grip DOL--(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-4-6 for 130.2 pill. i 0) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 288 lb down and 48 lb up at 15-4-6 on top chord, and 531 lb down and 154 lb up at 0-0-0, 47 lb down and 92 lb up at 2-0-12, 141 lb down and 34 lb up at 4-0-12, 217 lb down and 50 lb up at 6-0-12, 275 lb down and 67 lb up at 8-0-12, 283 lb down and 66 lb up at 10-0-12, and 282 lb down and 62 lb up at 12-0-12, and 282 lb down and 58 lb up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. April 3,2019 WhfNjr/G- Vsdlj' deui* os.'emvlwrs ar'd REAC NOTES ON ThIS 4151) UDNI) M7EK Nit RENCE PACtS MN I'$73 rsv. 1SO3?70*SEENORE USE Design valid for use only with Mi7ekS Connectors. this design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated into prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing M oilTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSD-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92660 Job Truss Truss Type Qly Ply Residence [aylor K5926878 180893 FOlD Common Girder 1 ob Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054. 8.220 a Nov 16 2018 MiTek Industries, Inc. Wed Apr 310:54:152019 Page 2 lD:vyakQn5Kw1SiGF3Dpw9u8ZzWgws-kcafJBjfOeT79zAanHWeSlfXeCKUY5cqAlUKHDzUS5M LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60,10-13=-16 Concentrated Loads (lb) Vert: 9=-141(F) 6=-266(F) 10=-531(F) 15=-282(F) 16=51(F) 17=-217(F) 18=-275(F) 19=-283(F)20=-282(F) A WARNING Vwltydvufgn pururneteru and Rl-A(I fiVTE9 ON TNILSN/) WCFONJ) MIT ki-R///ilntcit PA MI/4I3 ,n. rd/f 3120sf EH'R)RII USE.-- Design valid for use only with MiTelOif) connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW: is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing 01 trusses and truss systems, see A?ISV7Pl1 Quality Criteria, DS849 and SCSI Building Component 250 klug Circle Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Scale = 1:28.0 2.50 Fi 3x5 = 3x8 II 2x4 II 4x6 = 6 355 = Job Truss Truss Type Qty Ply Taylor Residence K5926679 180893 F02 Common 2 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.220 s Nov 162018 MiTek Industries, Inc. Wed Apr 310:54:16 2019 Page 1 lD:vyekQn5Kw1 SiGF3Dpw9uBZzWgws-Co81 XXkl9yb_n7lmL_lt?WCtVchUHaEzOyEtpgzUS5L -1-0-0 7-8-3 I 15-4-6 16-4-6 1-0-0 7-8-3 7-8-3 1-0-0 LOADING (pat) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 8.0 Code lBC2015ITPl2014 LUMBER- TOP CHORD 2X4 DFNo.1&BtrG BOT CHORD 2X4 OF No.1&Btr G WEBS 2X4 OF Std G WEDGE Left: 2x4 OF Std -G, Right: 2x4 OF Std -G REACTIONS. (lb/size) 2--646/0-5-8,4=646/0-5-8 Max Horz 2=-29(LC 13) Max Uplift 2=-132(LC 8), 4=-132(LC 9) CSI. DEFL in (lc) 1/defl Lid PLATES GRIP TC 0.36 Vert(LL) -0.09 6-12 >999 240 MT20 220/195 BC 0.32 Vert(CT) -0.19 6-12 >946 180 WB 0.11 Horz(CT) 0.02 4 n/a n/a Matrix-MS Weight: 51 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1370/228, 3-4=-1370/228 BOT CHORD 2-6=-174/1304,4-6=-174/1304 WEBS 3-6=0/268 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL=6.apsf; BCOL=4.8p5f; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-6 to 1-11-10, Interior(l) 1 -11 -10 to 7-8-3, Exterior(2) 7-8-3 to 10-8-3, Interior(l) 10-8-3 to 16-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1 .60 plate grip DOL=1 .60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 2=132, 4=132. C068 EXR9O2O April 3,2019 A W4fNsiNG Vv;liy desi.qno me dRfr4OieOTil9 ON S NCLUOFDMTTNKNIfFFfr AMII'.rritrvs. 3f2O54 8EiOW•. '15ff Design valid for use only with MlTetnconnectors. This design is based only upon parameters shown, and Is for an individual building component, not Wt a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling 01 individual truss web andior chord members only. Additional temporary and permanent bracing JTekC is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Cdtens, DSB-89 .ndBCSl Building Component 250 Ktug Circle Safely lnlom,ation available from Truss Plate tnstltute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Taylor Residence K5926880 180893 F03G GABLE 1 1 Job Reference (optional) Stone Truss, Inc.. Oceanside, CA - 92054, 8.220 a Nov 16 2018 MlTek Industries. Inc. Wed Apr 3 10:54:17 2019 Page 1 ID:vyak0n5Kw1SiGF3Dpw9u8ZzWgws-gJPktkwwFjrOHKzvhZ6YjktB03g02J7dczRL6zUS5K -1-0-0 7-8-3 15-4-6 16-4-6 IN 7-8-3 7-8-3 Scale = 1:28.9 3x4 = 3s4 = 2.50 Ii 5s8 17 16 15 14 13 12 5s8 I 15-4-6 15-4-6 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 8.0 Code IBC2015lTPl2014 LUMBER- TOP CHORD 2X4 DE No.1&Btr G BOT CHORD 2X4 OF No.1&Btr 0 OTHERS 2X4DF Slid G CSI. DEFL. in (too) I1defl Ud TC 0.17 Vert(LL) 0.00 11 fIr 120 BC 0.13 Vert(CT) 0.01 11 n/r 120 WB 0.06 Horz(CT) 0.01 14 n/a n/a Matrix-S PLATES GRIP MT20 220/195 Weight: 73 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 154-6. (lb) - Max Harz 2-25(LC 46) Max Uplift All uplift 100 lb or less at joint(s) 15, 16, 17, 14, 13, 12 except 2275(LC 27), 10-277(LC 30) Max Gray All reactions 250 lb or less at joint(s) 15, 16, 14, 13 except 2292(LC 48), 10292(LC 47), 17335(LC 1), 12335(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=.1045/1030, 3-4=-478/484, 4-5-276/302, 78276I301 8-9-4781494, 9-10-103311022 BOT CHORD 2-17-1000/1019. 16-17=453/465, 1516=262/274, 1314261I273, 1213453I464, 10.12=995I1016 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult11 Omph (3-second gust) Vasd=87mph; TCDL6.opaf; BCDL=4.8psf: h256; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-6 to 1-11-10. Exterior(2) 1-11-10 to 7-8-3, Comer(3) 7-8-3 to 10-8-3. Exterior(2) 10-8-3 to 16-4-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. All plates are 2x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q*' • This has been designed for live load 200psf the bottom in 3-6-0 tall by 2-0-0 truss a of on chord all areas where a rectangle wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. C 70068 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 16, 17, 14, 1 13, 12 except (jtalb) 2=275, 10=277. EXR This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15.4-6 for 130.2 pIt. No notches allowed in overhang and 10000 from left end and 10000 from right end or 12* along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. April 3,2018 A W4AN/N. Viv/ly de*41'r po*vlflotvv 5d RI-AC NOf.9 ON TN/S 4/riO (NCUF/Ju-T? Mmfl'riCRRFRRNCl/ PA OF., MI1473 iriv, *ND2/TOnit Ill/FOR" iAS'l/ Design valid for use only with MiTekISI connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing 01 trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSi Building Component 250 (lug Circle Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. L Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- from outside edge of truss. - This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but dle~ ______________ reaction section indicates joint _________ number where bearings occur. Min size shown is for crushing only. tffj Industry Standards: ANSI/TPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSl: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C1-2 C2-3 I WEBS ID a Cr r'rL 4 a. I 0 Cl-s CS-7 C5-6 0 BOTTOM CHORDS CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSl/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: M11-7473 rev. 10/03/2015 Vt General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Unless otherwise noted, moisture content of lumber shall not exceed 191% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Top chords must be sheathed or purlins provided at spacing indicated on design. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of an engineer. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient Design assumes manufacture in accordance with ANSI/TPl 1 Quality Criteria. CORNER RAFTER 8'-0" SETBACK Mu/SAC -9 -8SB 20-14-2 7/17/2014 PAGE 1 MINIMUM GRADE OF LUMBER LOADING (PSF) TOP CHORD:2X4 NO.1 & BTR DF-L-GR L D BOT CHORD:2X4 NO.1 & BTR DF..L..GR TOP 20 14 STR. INC.: LUMB = 1.25 PLATE = 1.25 SPACING: 24.0 IN. O.C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 MiTek Industries, Inc. Western Division 3-0-0 --4- 8-0" SETBACK SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5'-8' O.C. 203 PLF 12 2.83"-5.66 SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22" 2x4 OF No.2 or btr. scab To- one face with. 131x3 mm. nails @30 o.c. 2 rows 3x6 (TYP.) UNIFORMLY DISTRIBUTED 6x6 3x10 SUPPORT 1/2" GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER SUPPORT R= 768 + EXT. R=326+OH. LENGTH OF HEEL PLATE t2 (MIN. 4") 11-3-12 .1 fie S6332 ~;Ao)v EXP. 613012020 low 1* 07/05/2018 I 7777 Greenback Lane — WARNXNC- Verjftt dcstgn perunrcteru end fW) 190 019 7n=/5703 I.'9CW0722 MITES i' suite 109 Design valid for use Only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. I citrus Heights, CA, 9591 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibtlity of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabricati fti on, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Waste, 059-89 and IC5I1 Building Component I IVI iTek Safety Intarmatlon available from Truss Plate Institute, 583 D'Onoo Drive. Madison, WI 53719. I DETAIL FOR COMMON AND END JACKS MHIbOF..-.8 '° I .:2O4 BRACING .Wdkk TOP'CHORD Sheathed naCa YES li0THORD RIgId ce lUng directly aPPfled o: s 40't) 2O Q4{ rrHgR.8E;3X6.MT20 PL)TES 2X4 SCAB CENTERED AT SPLICE 3E)* TOP OPD A3TACK TO ONE FACE -' NOTE: TOP C HO, FR) PITCH 311'2'8/12 BOTTOM CHORD PITCH 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP ND BOTTOM CHORD SPACtNG 2* '.At, C :1 :SUPPO.AND CO.NNEc1Ol / .(Q:16ZDX3.5GtTOE f 0406AL0 THE EX1 cot* W13 l6tt COMMON WIR o.ie DfAv 9 W LG TOE NAILS M3x3 GQNN.Wi2 p DtAX35'L8J) LS W..-...................-.- . 8OO k- •. .- . --.- f cOP1N W13 ¶COMMON WIRE 162A XAW LOT) TOE NPJLS . _-. BOTTOMcHORLENTHMAYBE2'-o M-3x3 ORAI3EMINGSLOCK TOE NAILtOft SEE - I --c PSSURLOCKOtNFO VWTIPIR NOTE NAJUNG SHALL.BE SUCH THAT.ThELUMBER DCS =PLT. Of ES RIL w'r S632 rn *EXP.6/30/2020 * 'WCT\ on 07/05/2018 J44 pawrr and AWAMW . • p k use en wits M;sel cosn I5sed t.tn pçnze-ohes hewn Ct ts lsY en scMtua bssHtlng csc.senJ p*tsl9ly of det19n p ssrq?sd prop cfp<,atbh ol t perent Is se nIbr of b*fIIs dsI'ser no rsesdIssltW Msdn OWn - IC?faleroi ppert o dWsdut3l web n eso'sl AdfIr te q?t*ocsno to ktbfllW dsssttg ccIstrUcflan the se onsIb1tIIs of the seI Pac1ng at the resonsIbI)Itt a Mçfse? generatwIeenc r9orth otIon quelltycontrol stoce detten erection a boc,rr copruff INSITPt1 Qvattt ltta bS49 wsd IC$H 1lldIngCernpon,flt oyoe frees lrws Pfofe trirtitute. 53 DQnotto Drive Madison Wi 37L EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Sean & Megan Taylor 2697 Wilson Avenue Carlsbad, California 92008 Subject: Foundation Plan and Details Review Proposed Residential Addition 2697 Wilson Avenue City of Carlsbad, California 92008 March 28, 2019 Project No. 19-1106F4 C) Reference: "Limited Geotechnical Investigation, Proposed Residential Addition, 2697 Wilson Avenue. City of Carlsbad. California 92008", Project No. 19-1106F4. Prepared by East County Soil Consultation and Engineering, Inc., Dated March 26, 2019. Dear Mr. & Mrs. Taylor: In accordance with your request, we have reviewed the foundation plan and details prepared by AMC Consulting, Inc. of San Marcos, California for the proposed residential addition at the subject site. The foundation plan and details were found to be in accordance with the recommendations provided in the referenced geotechnical report. Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils. If we can be of further assistance, please do not hesitate to contact our office. Respectfully Submitted, OU /G0o.N S. LLI GE 2704 °ici LxP.it:j J2J \ \c 1*) \rc4J1 A \ LHr#A ITVA K I Mamadou Sal'iu Diallo, P.E. RCE 54071, GE 2704 MSD/md JAIt&sI5 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "1" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax (.19) 258-7902 Sean & Megan Taylor April 2, 2019 2697 Wilson Avenue Project No. 19-1106174 Carlsbad, California 92008 Subject: Addendum to Limited Geotechnical Investigation Proposed Residential Addition 2697 Wilson Avenue City of Carlsbad, California 92008 Reference: Limited Geotechnical Investigation, Proposed Residential Addition, 2697 Wilson Avenue, City of Carlsbad. California 92008", Project No. 19-1106F4, Prepared by East County Soil Consultation and Engineering, Inc., Dated March 26, 2019. Dear Mr. & Mrs. Taylor: In accordance with your request, we have prepared this addendum to address the proposed 3-foot high (maximum) retaining wall at the subject site. The proposed cantilevered retaining wall should be designed for an "active" lateral earth pressure of 35 psf/fi (35 pcf EFP) for approved granular and level backfill conditions. If the wall is subject to uniform surcharge loads, it should be designed for an additional uniform lateral pressure equal to one- third (113) the anticipated surcharge pressure. This pressure is based on the backfill soils being free draining and non-expansive. Backfill materials must be approved by the soils engineer prior to use. An additional lateral earth pressure due to earthquake motions of 26 pcf (EFP) may be applied using an inverted triangular distribution if required. Soil design criteria, such as bearing capacity, passive earth pressure and sliding resistance as recommended in the referenced geotechnical report may be incorporated in the retaining wall design. Sean & Megan Taylor! 2697 Wilson Avenue Projeci No. 19-1106F4 Footings should be reinforced as recommended by the structural engineer and appropriate back drainage provided to avoid excessive hydrostatic wall pressures. As a minimum, we recommend a fabric-wrapped crushed rock and perforated pipe system. At least 2 cubic feet per linear foot of free- drainage crushed rock should be provided. Waterproofing may include a sealer fluid (Tremco 250Gc or equivalent) and a foam board. If we can be of any further assistance, please do not hesitate to contact our office. Respectfully submitted, (( GE 2704 (-XP I 1*4 Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD/md Diallo, P.E. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "1" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Sean & Megan Taylor March 26. 2019 2697 Wilson Avenue Project No. 19-1106F4 Carlsbad, California 92008 Subject: Limited Geotechnical Investigation Proposed Residential Addition 2697 Wilson Avenue City of Carlsbad, California 92008 Dear Mr. & Mrs. Taylor: In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommendations for the proposed residential improvement. Our investigation has found that the area of the proposed addition is underlain by an approximately 18-inch layer of topsoil over dense terrace deposits to the explored depth of 6 feet. It is our opinion that the construction of the proposed residential addition is geotechnically feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office. Respectfully submitted, RCE 54071, GE 2704 MSD/md Sean & Megan Taylor! 2697 Wilson Avenue Project No. 19-1106P4 TABLE OF CONTENTS INTRODUCTION..............................................................................................................................................3 SCOPEOF SERVICES......................................................................................................................................3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION ........................................................................3 FIELD INVESTIGATION AND LABORATORY TESTING........................................................................4 GEOLOGY.........................................................................................................................................................4 GeologicSetting....................................................................................................................................4 SiteStratigraphy ..................................................................................................................................... 4 SEISMICITY....................................................................................................................................................... 5 RegionalSeismicity...............................................................................................................................5 SeismicAnalysis...................................................................................................................................5 2016 CBC Seismic Design Criteria......................................................................................................5 Geologic Hazard Assessment................................................................................................................6 GEOTECHNICALEVALUATION..................................................................................................................7 CompressibleSoils................................................................................................................................7 ExpansiveSoils......................................................................................................................................7 Groundwater..........................................................................................................................................7 CONCLUSIONS AND RECOMMENDATIONS............................................................................................7 GRADINGAND EARTHWORK......................................................................................................................8 Clearingand Grubbing..........................................................................................................................8 StructuralImprovement of Soils............................................................................................................8 Transitions Between Cut and Fill.........................................................................................................9 Method and Criteria of Compaction ...................................................................................................... 9 ErosionControl......................................................................................................................................9 StandardGrading Guidelines.................................................................................................................9 FOUNDATIONS AND SLABS ........................................................................................................................9 SETTLEMENT.................................................................................................................................................10 PRESATURATION OF SLAB SUBGRADE.................................................................................................10 TEMPORARYSLOPES .................................................................................................................................. 11 TRENCHBACKFILL ...................................................................................................................................... 11 DRAINAGE...................................................................................................................................................... 11 FOUNDATIONPLAN REVIEW .................................................................................................................... Ii LIMITATIONS OF INVESTIGATION .........................................................................................................11 ADDITIONALSERVICES ............................................................................................................................12 PLATES Plate 1- Location of Exploratory Boreho1es Plate 2 - Summary Sheet (Exploratory Borehole Logs)......................................................................13 Plate 3 - USCS Soil Classification Chart PAGE L-1, LABORATORY TEST RESULTS..............................................................................................14 REFERENCES.................................................................................................................................................15 Sean & Megan Taylor! 2697 Wilson Avenue Project No. 19-1106F4 INTRODUCTION This is to present the findings and conclusions of a limited geotechnical investigation for a proposed addition to the existing single-family residence located at 2697 Wilson Avenue, in the City of Carlsbad, California. The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed improvement. SCOPE OF SERVICES The following services were provided during this investigation: Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area Subsurface exploration consisting of three (3) boreholes within the limits of the proposed area of improvement. The boreholes were logged by our Staff Geologist. Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. Laboratory testing of samples representative of the types of soils encountered during the field investigation O Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations O Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed improvement SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is a rectangular-shaped residential lot located on the wet side of Wilson Avenue, in the City of Carlsbad. California. The property which encompasses an area of approximately 21,780 square feet (158.5' x 137.4') is occupied by a one-story, single-family residence. The site is gently sloping to the west. Vegetation consisted of grass, shrub and a few trees. The parcel is bordered by Wilson Avenue to the east and similar residential developments to the remaining directions. The site plan prepared by Joshua Wood, Architect of San Marcos, California indicates that the proposed construction will include an addition to the south side of the existing single-family residence. The addition will be one-story, wood-framed and founded on continuous and/ or spread footings with slab-on-grade floors. Sean & Megan Tk4,lorl 2697 Wilson Avenue Project No. 19-1106F4 FIELD INVESTIGATION AND LABORATORY TESTING On March 20, 2019, three (3) boreholes were excavated to a maximum depth of approximately 6 feet below existing grade with a hand auger. The approximate locations of the boreholes are shown on the attached Plate No. 1, entitled "Location of Exploratory Boreholes". A Continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards and other accepted methods. Page L-1 and Plate No. 2 provide a summary of the laboratory test results. GEOLOGY Geologic Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The geologic map pertaining to the area (Reference No. 5) indicates that the site is underlain by Pleistocene terrace deposits (Qt). Site Stratigraphv The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No. 2. The following paragraphs provide general descriptions of the encountered soil types. Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic materials, which supports vegetation. Topsoil observed in the boreholes was approximately 18 inches thick and consisted of dark brown, silty sand that was moist, loose and porous in consistency with some organics (rootlets). Terrace Deposits (Ot) Terrace deposits were underlying the topsoil layer. They generally consisted of reddish brown, silty sand that was moist and medium dense to dense in consistency. 4 Sean & Megan Taylor! 2697 Wilson Avenue Projeci No. 19-1106F4 SEISMICITY Regional Seismicity Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Aiquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e.. Holocene time). "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 and 1.6 million years old. Seismic Analysis Based on our evaluation, the closest known "active" fault is the Newport-Inglewood Fault located approximately 8.7 kilometers (5.43 miles) to the west. The Newport-Inglewood Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration. The Seismicity of the site was evaluated utilizing the 2008 National Hazard Maps from the USGS website and Seed and Idriss methods for active Quaternary faults within a 50-mile radius of the• subject site. The site may be subjected to a Maximum Probable Earthquake of 7.5 Magnitude along the Newport-Inglewood Fault, with a corresponding Peak Ground Acceleration of 0.45g. The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period. The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural deformation. As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA). It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Based on the above, the calculated Credible RHGA at the site is 0.29g. 2016 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the location of the Newport- Inglewood Fault Zone approximately 8.7 km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard. the site is comparable to others in the general area. The proposed residential addition should be designed in accordance with seismic design requirements of the 2016 California Building 5 Sean & Megan Thylorl 2697 Wilson Avenue Project No. 19-1106F4 Code or the Structural Engineers Association of California using the following seismic design parameters: PARAMETER VALUE 2016 CBC & ASCE 7 REFERENCES Site Class D Table 20.3-1/ ASCE 7, Chapter 20 Mapped Spectral Acceleration For Short Periods, Ss I. 127g Figure 1613.3.1(1) Mapped Spectral Acceleration For a 1-Second Period, S1 0.433g Figure 1613.3.1(2) Site Coefficient, Fa 1.049 Table 1613.33(l) Site Coefficient, F 1.567 Table 1613.3.3(2) Adjusted Max. Considered Earthquake Spectral Response Acceleration for Short Periods, SMS I .1 83g Equation 16-37 Adjusted Max. Considered Earthquake Spectral Response Acceleration for i-Second Period, SMI 0.679g Equation 16-38 5 Percent Damped Design Spectral Response Acceleration for Short Periods, SDS 0.788g Equation 16-39 5 Percent Damped Design Spectral Response Acceleration for I-Second Period, Sr), 0.452g Equation 1640 Geologic Hazard Assessment Ground Rupture Ground rupture due to active faulting is not considered likely due to the absence of known fault traces within the vicinity of the project; however, this possibility cannot be completely ruled out. The unlikely hazard of ground rupture should not preclude consideration of "flexible" design for on-site utility lines and connections. Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking. Based on the absence of shallow groundwater and consistency of the underlying bedrock materials, it is our opinion that the potential for liquefaction is very low. Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obvious geologic hazards related to landsliding to the proposed improvement or adjacent properties. Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation. The site is also not subject to seiches (waves in confined bodies of water). Sean & Megan Taylor! 2697 Wilson Avenue Project No. 19-1106F4 GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the proposed residential improvement is feasible from a geotechnical standpoint provided the recommendations herein will be properly implemented during construction. In order to provide a uniform support for the proposed structure, footings should be excavated into properly compacted fill soils or extended to the dense terrace deposits. The new foundation may consist of reinforced continuous footings with reinforced slabs. Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section of this report. Compressible Soils Our field observations and testing indicate low compressibility within the dense terrace deposits, which underlie the site. However, loose topsoil was encountered to a depth of approximately 18 inches below surface grades. These soils are compressible. Due to the potential for soil compression upon loading, remedial grading of these soils, including overexcavation and recompaction will be required unless footings are extended to the dense terrace deposits. Following implementation of the recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. The low-settlement assessment assumes a well-planned and maintained site drainage system. Recommendations regarding mitigation by earthwork construction are presented in the Grading and Earthwork Recommendations section of this report. Expansive Soils An expansion index test was performed on a representative sample of the terrace deposits to determine volumetric change characteristics with change in moisture content. An expansion index of 2 was obtained which indicates a very low expansion potential for the foundation soils. Groundwater Static groundwater was not encountered to the depths of the boreholes. The area of improvement is located at an elevation over 160 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed residential improvement provided the recommendations set forth are implemented during construction. 7 Sean & Megan Taylor! 2697 Wilson Avenue Project No. 19-1106F4 GRADING AND EARTHWORK Based upon the proposed construction and the information obtained during the field investigation, we anticipate that the proposed structure will be founded on continuous footings, which are supported by properly compacted fill or dense terrace deposits. The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified during construction by our field representative. Clearing and Grubbing The area to be graded or to receive fill and/or structure should be cleared of vegetation and concrete waste from the demolition of the existing flatwork. Vegetation and the debris from the clearing operation should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to the inception of, or during grading. All holes, trenches, or pockets left by the removal of these objects should be properly backfihled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report. Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose topsoil covers the area of improvement to a depth of approximately 18 inches below existing grade. These surficial soils are susceptible to settlement upon loading. Based upon the soil characteristics, we recommend the following: All topsoil and other loose natural soils should be removed from areas, which are planned to receive compacted fills and/or structural improvements. The bottom of the removal area should expose competent materials as approved by ECSC&E geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be scarified a minimum depth of 6 inches, moisture-conditioned within 2 percent above the optimum moisture content, and then recompacted to at least 90 percent relative compaction (ASTM Dl557 test method). Overexcavation should be completed for the structural building pad to a minimum depth of 2 feet below the bottom of the proposed footings. The limit of the required area of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint). Soils utilized as fill should be moisture-conditioned and recompacted in conformance with the following Method and Criteria of Compaction section of this report. The actual depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of ECSC&E. * An alternative to the overexcavation and recompaction of subgrade is to extend footings for the proposed addition to the dense terrace deposits. However, for slab support, we recommend overexcavation and recompaction of the upper 18 inches of subgrade. Sean & Megan Taylor/2697 Wilson Avenue Project No. I9-1106F4 Transitions Between Cut and Fill The proposed structure is anticipated to be founded in either properly compacted fill or dense terrace deposits. Cut to fill transitions below the proposed structure should be completely eliminated during the earthwork construction as required in the previous section. Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious materials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils subjected to recompaction should be moisture-conditioned within 2 percent over the optimum moisture content and compacted to at least 90 percent relative compaction per ASTM test method D1557. On-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes. Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by ECSCE prior to delivery to the site. Care should be taken to ensure that these soils are not detrimentally expansive. Erosion Control Due to the granular characteristics of on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation and bioretention basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the California Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. FOUNDATIONS AND SLABS a. Continuous and spread footings are suitable for use and should extend to a minimum depth of 12 inches below the lowest adjacent grade for the proposed one-story addition into the properly compacted fill soils or dense terrace deposits. Continuous footings should be at least 12 inches in width and reinforced with a minimum of four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Isolated or spread footings Sean & Megan Taylor! 2697 Wilson Avenue Project No. 19-1106F4 should have a minimum width of 18 inches. Their reinforcement should consist of a minimum of #4 bars spaced 12 inches on center (each way) and placed horizontally near the bottom. These recommendations are based on geotechnical considerations and are not intended to supersede the structural engineer requirements. New footings should be dowelled to existing footings in accordance with the structural engineer requirements. Interior concrete slabs should be a minimum 4 inches thick. Reinforcement should consist of #3 bars placed at 18 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. Where moisture sensitive floor coverings are anticipated over the slabs, the 10-mil plastic moisture barrier should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils or the dense terrace deposits as set forth in the 2016 California Building Code, Table 1806.2. This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lbfft2. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated. Because of the type and minor thickness of the fill soils anticipated under the proposed footings and the light building loads, total and differential settlement should be within acceptable limits. For design purpose, a differential settlement up to one-quarter inch and a total settlement up to one-half inch across the structural span may be utilized. PRESATURATION OF SLAB SUBCRADE Due to the granular characteristics of the subgrade soils, presoaking of subgrade prior to concrete pour is not required. However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur following site preparation and foundation excavation. Sean & Megan Tmlorl 2697 Wilson Avenue l'rojecz No. 19-1106F4 TEMPORARY SLOPES For the excavation of foundations and utility trenches, temporary vertical cuts to a maximum height of 4 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1:1 (horizontal to vertical) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. TRENCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be bedded and backfihled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. DRAINAGE Adequate measures should be undertaken after the structure and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. As required in the 2016 California Building Code, a minimum gradient of 2 percent is recommended in hardscape areas adjacent to the structure. In earth areas, a minimum gradient of 5 percent away from the structure for a distance of at least 10 feet should be provided. If this requirement cannot be met due to site limitations, drainage can be done through a swale in accordance with Section 1804.4 of the 2016 California Building Code. Earth swales should have a minimum gradient of 2 percent. Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. FOUNDATION PLAN REVIEW Our firm should review the foundation plan and details during the design phase to assure conformance with the intent of this report. During construction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. Sean & Megan Taylor! 2697 Wilson Avenue Project No. 19-1106F4 The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil• and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Plates No. 1 through 3, Page L-1 and References are parts of this report. 12 -- --- - - - ...• .• - r.d ,,_ \ y - 1. //i \ \ qID NIN,, \ . . • . • . . . . • • .- - - -- -:__ i. / . , . . . . . . . . . . .. . . . . .• • , • \ .. . • .. . •. • • .--- • ,. . • .• 4.. • . ,• • •. • •, • ...• • •. • •• . • • . • . . • • - - EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD.. SUITE I. SANTEE, CA 92071 (619)258-7901 Fax (619)258-7902 ~4/ p,11,1iV zx '97 Me-i241 j/4(.E 297aV e1?,!y Sean & Megan Tvlor/ 2697 Wilson Avenue Project No. 19-1106F4 PLATE NO.2 SUMMARY SHEET BOREHOLE NO. I DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 1.01 if if It 11 ft " 107.6 10.7 1.51 TERRACE DEPOSITS (Qt) reddish brown, moist, medium dense, silty sand 2.0' becomes dense 1.0' if ft 126.7 10.4 6.0' bottom of borehole, no caving, no groundwater borehole backfilled 3/20/19 BOREHOLE NO.2 DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 1.0' TERRACE DEPOSITS (Qt) reddish brown, moist, medium dense, silty sand 1.5' becomes dense 4.0' bottom of borehole, no caving, no groundwater borehole backfilled 3/20/19 ------------------------------------------------------------------------------------------------------------------------ BOREHOLE NO.3 DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 1.5' TERRACE DEPOSITS (Qt) reddish brown, moist, medium dense, silty sand 2.0' becomes dense 4.0' bottom of borehole, no caving, no groundwater ----------------------------------------------------------------------------------------------------------------------- borehole backfilled 3/20/19 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % 13 Sean & Megan Taylor! 2697 Wilson Avenue Project No. 19-1106F4 PAGE L-I LABORATORY TEST RESULTS EXPANSION INDEX TEST (ASTM D4829) INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT(%) CONTENT(%) (PCF' INDEX LOCATION 9.5 19.7 111.7 2 131-1-1 @2.5' PARTICLE SIZE ANALYSIS (ASTM D422) U.S. Standard Sieve Size Percent Passing BR-i @1.0' Topsoil Percent Passing BR-i @2.5' Terrace Deposits It," - - 3/8" 100 100 #4 99 99 #8 98 99 #16 98 99 #30 88 92 #50 49 52 #100 31 34 #200 24 28 USCS SM SM 14 Sean & Megan Taylorl 2697 Wilson Avenue Project No. 19-1106F4 REFERENCES I. "2016 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2". Published by International Code Council. "Geologic Map of the San Diego 30' x 60' Quadrangle, California". by Michael P. Kennedy and Siang S. Tan, 2008. "Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with 1997 Uniform Building Code", Published by International Conference of Building Officials. "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S. Tan and Michael P. Kennedy, 1996. "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 7", Published by ASCE Press, 1994. "Foundations and Earth Structures, Design Manual 7.2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change 1 September 1986. "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and I.M. Idriss, 1982. 15 (3ity 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 No. & Name: DEv2018-0197, TAYLOR REMODEL Plan Check No.: PC2018-0045 Project Address: 2697 WILSON ST Assessor's Parcel No.: 1561302000 Project Applicant: COOWNER TAYLOR SEAN AND MEGAN A (Owner Name) Residential Square Feet: New/Additions: 938 sf addition Second Dwelling Unit: 375 sf attached second dwelling unit Commercial Square Feet: 110 New/Additions: "Li 'tt4,/ L/7 City Certification: City of Carlsbad Building Division Dj,p2/J2949 (0)9 Certification of Applicant/Owners. The person executing this declaration ('Owr),,ctifi under penalty of perjury that (1) the information provided above is correct and truet4Dbe best of the Owner's knowledge, and that the Owner will file an amended certification 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) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 177-7-17 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. 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) 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 building permits for this project. I I A Signature of Authorized School District Official: Title: Date: Q - /9 Name of School District: ________________________________________________ Phone: CARLUAD UNlltD SOHOOL DISrRICT 6225 EL CAMINO REAL Building Division CARLSBADJ CA 92009 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov STORM WATER COMPLIANCE FORM TIER 1. CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C C .2 — C .2 — • 0 0 0 C C - — C -D — 0 0 .-• -- E .9- 0 E C 0 -D U) C 0. Best Management Practice* E 03 CD Q, (BMP) Description —> . - . — Z -c >, is Q,' ' r E 0 LL_.'E 3 E - ã &- o 0 -- 0. 0 C) C 0 0 0 0 0 > -I-' .0 0 0 = C = C N C C C Q) 0 0 i W 2 Cfl = cn o U) L -9 L i.. 0 n> 0 cn cn n a' U) £ 0 cn o 0 o 0 0 0 0 o q) > 0 cn 0 in 0.0 in c 0 0 cn 00 0 0 o CASQA Designation — N c -LO CO N 00 1`1 Go C-4T '? 1 LO co Co )C)()() LLLLLLJJLJJJLLLL U) (flCfl&) Construction Activity LIJ Ui Lii Lii U) U) Cl) Cl) Cl) Cfl C/) Cl) I— F Grading/SoilDisturbance Trenching/Excavation V - Stockpiling V V I — - - — — — - - - - — - — — — — — — — Drilling/Boring - V. — — — — - - — — — — — — — - - - 01 Concrete/Asphalt Sawcutting Concrete Flatwork i/ ' — Paving — Conduit/Pipe Installation Stucco/Mortar Work V t7 Waste Disposal J• Staging/Lay Down Area — Equipment Maintenance and Fueling — - - — — — — — — — — — — — - - Hazardous Substance Use/Storage Dewaterinq . — Site Access AcrossDirt — — — - - — — — — — — — — — — - - — — Other (list): -- - - - — — — — — — — — - - — Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) 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 CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: _;2 c:,11 \-N A60`S+s aA-L,J,L Assessor's Parcel Number: I.-S' 30 Emergency Contact: Name: 24 Hour Phone: 12 '1 3 101 &Oc? Construction Threat to Storm Water Quality (Check Box) )?dI* EDlUM 0 LOW STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLA11ON 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 RUN—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 PROTEC11VE DEVICES SHALL BE IN PLACE AT THE END OF 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 CONSTRUC110N AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'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 MOBILIZA11ON OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTiON RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WiTh THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. piib OWNER S)/OWNER'S AGENT NAME (PRINT) /0/9OWNER(S)-/OWNER'S AGENT NAME (SIGNATURE) 'DA E-29 Page 1 of 1 REV 11/17 I rd DETERMINATION OF Development Services PROJECT'S SWPPP Land Development Engineering C1tT 01 TIER LEVEL AND CONSTRUCTION 1635 Faraday Avenue Carlsbad THREAT LEVEL 760-602-2750 I'm applying for: El Grading Permit Building Permit El Right-of-way permit El Other Project Name: 7J/1C S)VOOZ Project ID: DWG #ICB#_____________ Address: 24'!7 ku4sov979r APN /56-/SOLO Disturbed Area: .095 Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP (Check applicable criteria and circle the corresponding SWPPP Tier Level, then go to section 2) Tier Level Exempt -No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Tablel, section 3.2.2 of Storm Water Standards, the fo..!o.nPe.Lt are exn ..... Exempt I Electrical ) Patio Mobile Home I Plumbing Spa (Factory-Made) .................. ................. I--.. ................... .. ----- t._..._.___.___.__+ ... ................... ..................t—..--.--.....-....... ) Fire Sprinkler > Mechanical ) Re-Roofing > Sign > Roof-Mounted Solar Array Tier 3- Significant Threat Assessment Criteria - (See Construction General Permit (CGP) Section l.B) U My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, U My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface or, U My Project is associated with construction activity related to residential, commercial, or industrial Tier 3 development on lands currently used for agriculture; or U My project is associated with construction activity associated with Linear Underground/overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. U Other per CGP Tier 2- Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: U Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, 4 Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Tier 2 located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to I vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through Apr. 30). Tier 1- Low Threat Assessment Criteria U My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: Tier I results in some soil disturbance; and/or includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) * Items listed are excerpt from CGP. COP governs criteria for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current COP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 Rev. 2/16/16 Section 2: Determination of Project's Construction Threat Level Tier (Check applicable criteria under the Tier Level as determined in section 1, circle Construction Level the corresponding Construction Threat Level, then complete the Threat Level signature block below) Exempt - Not Applicable - Exempt Tier 3— High Construction Threat Assessment Criteria: My Proiect meets one or more of the following: U Project site is 50 acres or more and grading will occur during the rainy season U Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High U Soil at site is moderately to highly erosive (defined as having a predominance of soils Tier 3 with USDA-NRCS Erosion factors kf greater than or equal to 0.4) U Site slope is 5 to I or steeper U Construction is initiated during the rainy season or will extend into the rainy season (Oct. I - April 30). U Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3— Medium Construction Threat Assessment Criteria Medium U All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 - High Construction Threat Assessment Criteria: My Proiect meets one or more of the following: O Project is located within the Buena Vista or Aqua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA O Soil at site is moderately to highly erosive (defined as having a predominance of soils High with USDA-NRCS Erosion factors kf greater than or equal to 0.4) Tier 2 U Site slope is 5 to I or steeper 'Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1- Apr. 30). U Owner/contractor received a Storm Water Notice of Violation within past two years U Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 - Medium Construction Threat Assessment Criteria Medium U My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier I - Medium Construction Threat Assessment Criteria: My Project meets one or more of the following: U Owner/contractor received a Storm Water Notice of Violation within past two years Medium 0 Site results in 500 sq. ft. or more of soil disturbance Tier I U Construction will be initiated during the rainy season or will extend into the rainy season (Oct.1-April 30) Tier I - Low Construction Threat Assessment Criteria Low 0 My project does not meet Tier I Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Owner/Owner's Authorized Agent Name: Tile: , ,1.. 1464i* I4J000 Ownerlfteekkthorized Agent Sig Date: urrence: 7ForCityse Only) Yes No Date: 11 Project ID: E-32 Page 2 of 2 Rev. 2/16/16 City of Carlsbad Valuation Worksheet Building Division Permit No: [r ss Da ,13 SFD and Duplexes $141.76 $0.00 Residential Additions 1,271 $169.50 $215,434.50 Remodels / Lofts $46.51 $0.00 Apartments & Multi-family $126.35 $0.00 Garages/Sunrooms/Solariums 720 $36.98 $26,625.60 Patio/Porch 85 $12.33 $1,048.05 Enclosed Patio $20.03 $0.00 Decks/Balconies/Stairs $20.03 $0.00 Retaining Walls, concrete, masonry $24.65 $0.00 Pools/Spas-Gunite $52.39 $0.00 TI/Stores, Offices 580 $46.51 $26,975.80 TI/Medical, restaurant, H occupancies $64.72 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.94 $0.00 Air Conditioning - commercial $6.37 $0.00 Air Conditioning - residential 3,041 $5.31 $16,147.71 Fireplace/ concrete, masonry $4,961.73 $0.00 Fireplace/ prefabricated Metal $3,373.05 $0.00 $0.00 $0.00 Valuation: Comm/Res (C!R): Building Fee Plan Check Fee Strong Motion Fee 'Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD $286,232 C $1,289.85 $902 90 $60.00 $8.00 $170.00 $10,018.11 $5,209.42 TOTAL $286,231.66 CFD Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: Plumbing $62.00 Mechanical $42.00 Electrical $41.00