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HomeMy WebLinkAbout2165 DICKINSON DR; ; CBR2023-3447; PermitBuilding Permit Finaled Residential Permit Print Date: 01/31/2024 Job Address: 2165 DICKINSON DR, CARLSBAD, CA 92008-4668 Permit Type: BLDG-Residential Work Class: Addition Parcel #: 2081820200 Track#: Valuation: $86,363.67 Lot#: Occupancy Group: R-3 Project#: #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Construction Type:VB Orig. Plan Check#: Occupant Load: 8 Plan Check #: Code Edition: 2022 Sprinkled: No Project Title: (city of Carlsbad Permit No: CBR2023-3447 Status: Closed -Fina led Applied: 07/12/2023 Issued: 09/26/2023 Finaled Close Out: 01/31/2024 Final Inspection: 01/17/2024 INSPECTOR: de Roggenbuke, Dirk Description: 38. SF ADDITION AT 1ST & 2ND FLOOR// 227 SF ATTACHED (FREE-STANDING) CALIFORNIA ROOM Applicant: TIMOTHY WHITE 2165 DICKINSON DR CARLSBAD, CA 92008 (760) 535-9912 FEE BUILDING PLAN CHECK Property Owner: TIMOTHY WHITE 2165 DICKINSON DR CARLSBAD, CA 92008 (760) 535-9912 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) PATIO-FRAME WITH COVER & WALLS SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1-Medium Total Fees: $3,462.38 Total Payments To Date: $3,462.38 Balance Due: AMOUNT $813.15 $197.00 $104.00 $629.00 $4.00 $1,330.00 $11.23 $292.00 $82.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov {cicyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check (f,{?7,'l2.,"3 ~ ?, l...i Lf'7 Est. Value PC Deposit Date 'l..ct1"~1i1-w-oo Unit: ____ .PN: J@lt~'l•o ~ CT/Project #:. ________________ ,Lot#: g 5 Year Built: __ 1--"0_0_L-\..._ ___ _ BRIEF DESCRIPTION oF woRK: "35ft. 3:;2. s~ a.J.<t, -noy--. , ~k~J. • New SF: Living SF. 3\fl· 3'.l Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? OY o N New Fireplace? O YON, if yes how many? ___ _ D Remodel: _____ .SF of affected area Is the area a conversion or change of use? C> YO N □ Pool/Spa: ____ .SF Additional Gas or Electrical Features? ___________ _ 0Solar: ___ KW,. ___ Modules, Mounted:ORoof OGround, TIit: 0 YON, RMA: OY ON, Battery:OYO N, Panel Upgrade: Ov ON Electric Meter number: -----------Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: :::r:, m 'b)h~te. Name:. ____ s ..... ~-------------- Address: ll~~ ... l;Hs,\(il\)0-" t)f Address: _________________ _ Citv:\jl,y\$\;cii( State: C, t\ Zip: <\3:PQ g; City: ________ .State: ___ Zip:. ___ _ Phone: Ll.\u.1 .l;i '.!,~ -q~~ Phone: Emal!: ±robl\\~Ll;;l.@.ge:a,~\. CaVVI Email: ______________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: ________________ Business N Address:. _______________ _ City:. _______ .State: ___ .Zip:. ___ _ Phone: _______________ _ Email: Email ~W~.ls.:!l,!~W:!.l!i~~[:!1~~2,!:::...., __ Architect State License: CSLB ._..._,'-"'-....., __ . Carlsbad Business License# (Required):. ______ _ APPLICANT CERTIFICATION: I certify that I hove read the application and state that the above information is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State laws relating to building canst~~ _ NAME (PRINT): Ti)'\ \µ\,.~\{, ~~~ DATE: -i-\?.:'l.()'13 1635 Faraday Ave Carlsbad,CA 92008 Ph: 442-339-2719 Email: 8uilding@carlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ~"2Q'2?, • S '1 ~ 7 A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9/commencingwithSection7000JofDivision3 of the Business and Professions Code, and my license is in fu/1 force and effect. I also affirm under penalty of perjury one of the following declarations/CHOOSE ONE): 01 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. PolicyNo .. _________________________________________ _ -OR· 0 I have and wl/J 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:-----------------------, Polley No. ___________________________ Expiration Date: ________________ , -OR· 0 Certificate of Exemption; I certify that In the performance of the work for which this permit is Issued, t shall not employ any person in any manner so as to become subject to the workers' compensation Laws of Callfornla, WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ Lender's Address: _____________________ _ CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all eklsting and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are dearly labeled on the site plan. Any potentially eklstlng detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, build!ngs, structures and their setbacks from property Unes and from one another; access roads/easements, and utillties. The e)()Stlng and proposed use of each buJldlng as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in ekistence at the time of their construction, unless otherwise noted. NAME (PRINT}: _________ SIGNATURE: _________ DATE: _____ _ Note: If the person signing above Is an authorized agent for the contra d r of authorization on contractor letterhead. -OR- {OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- fiJ1, 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). ·OR• 0 tam exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 0 FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that J have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of theapplf cable law, Section 7044of the Busfnessand Professions Code, is avaflableupon request when this application f s submftted orat the following Web site: http:l lwww.leglnfo.ca.gov/calaw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all eJdsting and proposed buHdinas, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing deta/1 within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildfngs, structures and the)r setbacks from property lines and from one another; access roads/easements, and utilittes. The eMisting and proposed use of each building as stated Is true and correct; au easements and other encumbrances to development have been accurately shown and labe!ed as well as all on-site grading/site preparation. All Improvements eklsting on the property were completed in accordance with all regulations In eki tence at the time oft Ir co struction, unless otherwise noted. NAME (PRINT): 1:~ \tJ~~ Note: If the erson sl nln above Is an authorized a ent for the ro e owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 {city of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Cade Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address 2-\'-OS b~t X, @o-...., D :( · The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and Initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of cartsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. ~I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. ~I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. \?..J I understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. ~ I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. \,-I' I understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV. 05/22 Owner-Builder Acknowledgement Continued VI. ~I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. ~ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. ~ I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. ~ I understand I may obtain more information regarding my obligations as an "employer'' from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-<:SLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. ~I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: l \lo~ P-1:..'1,"'-So"' Or· XI. ~ I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. ~I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this farm must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, Is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. Property Owner Name (PRINT) Property Owner Signature 3 REV.05/22 Building Permit Inspection History Finaled {city of Carlsbad Permit Type: Work Class: Status: Scheduled Date 10/04/2023 10/20/2023 11/01/2023 11/14/2023 PERMIT INSPECTION HISTORY for (CBR2023-3447) BLDG-Residential Addition Closed -Finaled Actual Inspection Type Start Date 10/04/2023 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item Application Date: 07/12/2023 Issue Date: 09/26/2023 Expiration Date: 05/28/2024 IVR Number: 50599 Inspection No. Inspection Status 225990-2023 Passed COMMENTS Owner: TIMOTHY WHITE Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Address: 2165 DICKINSON DR CARLSBAD, CA 92008-4668 Primary Inspector Reinspection Inspection Dirk de Roggenbuke Complete Passed BLDG-Building Deficiency 10/4/23 footing/ slab ok. Obtain Sf/ engineer observation report Yes 10/20/2023 BLDG~15 Roof/ReRoof 227928-2023 Partial Pass Dirk de Roggenbuke Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 227774-2023 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/01/2023 BLDG-15 Roof/ReRoof 229053-2023 Passed Dirk de Roggenbuke Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/14/2023 BLDG-13 Shear 230548-2023 Passed Dirk de Roggenbuke Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Done 11-1-23 Yes BLDG-18 Exterior 230549-2023 Passed Dirk de Roggenbuke Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 230546-2023 Passed Dirk de Roggenbuke Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers Wednesday, January 31, 2024 Page 1 of 2 PERMIT INSPECTION HISTORY for (CBR2023-3447) Application Date: 07/12/2023 Owner: TIMOTHY WHITE Permit Type: BLDG-Residential Work Class: Addition Issue Date: 09/26/2023 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Status: Closed -Finaled Expiration Date: 05/28/2024 Address: 2165 DICKINSON DR CARLSBAD, CA 92008-4668 IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date 11/28/2023 11/28/2023 BLDG-16 Insulation 231763-2023 COMMENTS Checklist Item BLDG-Building Deficiency BLDG-17 Interior Lath/Drywall 231481-2023 Checklist Item COMMENTS BLDG-Building Deficiency 01/17/2024 01/17/2024 BLDG-Final Inspection 236914-2024 Wednesday, January 31, 2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 50599 Inspection Primary Inspector Status Passed Dirk de Roggenbuke Passed Dirk de Roggenbuke Passed Dirk de Roggenbuke Reinspection Inspection Passed Yes Passed Yes Passed Yes Yes Yes Yes Yes Complete Complete Complete Page 2 of 2 TO: LA COSTA ENCilNEERIN.G 2221 FAIADAY AYINUI CO:lSIAD, CALIFORNIA 9ZDOI TEl 7fiG-9J1..,290 FAX 431-5:ZSI many_riont11a■erY9¥&hoo.co111 CIVIL • STIUCTURAL MECHANICAL• PITIOLEUM M E M O R A D U M FROM: Building Inspector, City of Carlsbad Martell B. Montgomery, P.E. October 2, 2023 DATE: RE: Inspection of Epoxy Anchorage of Hold downs and Rebar into Existing Concrete Slabs & Footings, White Residence, 2165 Dickinson Drive, Carlsbad, CA 92009. Permit No. CBR2023-3447. The epoxy anchorage of hold downs into existing concrete footings and of rebar attached from new concrete slabs and footings into existing concrete slabs and footings was inspected on October 2, 2023 and approved by our office as follows: I) 5/8" threaded rod hold downs were attached vertically into the existing concrete footings with a 1 0" embed. 2) #3 rebar at 18"o.c. were attached horizontally from the new concrete slab into the existing concrete slab with a 4" embed. 3) (2)-#5 rebar, 30" long dowels were attached horizontally from the new 15"W x 24"D concrete footings into the existing concrete footings with a 6" embed. 4) All hold down and rebar embedment, hole diameters and hole cleanliness were verified prior to placement of epoxy and conform to the special inspection requirements of the approved plans. Simpson SET-XP Epoxy, ESR 2508 was mixed and placed correctly; the threaded rod/rebars were inserted, rodded and rotated to remove air pockets as required. If you have any additional questions, please call us at (760) 931-0290. RECORD COPY City of Carlsbad JAN 1 7 2024 BUILDING DIVISION LA COSTA ENGINEERING 2226 FARADAY AVENUE CARLSBAD. CALIF'ORNIA 92001 TEl 7fi0•9l1-0290 FAX 4311-.5251 111anv_mDntQ0mervOVahoo.com CIVIL• STRUCTURAL MECHANICAL• PETROlEUM STRUCTURAL CALCULATIONS PROJECT: ENGINEER: DATE: DESIGN LOADS: Roof: 18 psf DL 20 psf LL 38 psf TL Seismic Properties: WHITE REMODEL/ADDITION 2165 DICKINSON DRIVE CARLSBAD, CA 92008 MARTELL B. MONTGOMERY R.C.E. 50344 EXP. 6-30-25 JUNE 28, 2023 CBC2022 Floor: Exterior Wall: 10 psf DL 15 psf DL 40 psf LL Interior Wall: 50 psfTL 8 psf DL Wind Properties: Seismic Design Category: D Risk Category II Envelope Procedure: 28.1 Exposure B I-1 R-6.5 S5: 0.989 s,: 0.361 Site Class: D F,: 1.104 Fv: 1.939 Sos: 0.728 501: 0.467 1-1.0 3-s Gust Wind Speed: 96 mph Pmin-8 psf Roof 16 psf Floor RECEIVED JUL 12 2023 CITY OF C/\Rl.SG,I\O BUILDING DIVISION 1/43 ~ > I--0 2 2018 NOS MATERIAL SIZE -STRUCTURAL PROPERTIES DOUGLAS FIR-LARCH (DF, DF-L) 4xBEAMS & 6xBEAMS & LIGHT FRMING POSTS-#2 POSTS-#1 RRS, JOISTS-#2 STUDS E= 1.6E+06 psi E= 1.6E+06 psi E= 1.6E+06 psi E= 1.4E+06 psi fv= 180 psi fv= 170 psi f= V 180 psi f= V 180 psi f,= 1350 psi f,= 1000 psi f,= 1350 psi f= C 850 psi f~= 625 psi f~= 625 psi f~= 625 psi f~= 625 psi f,= 575 psi f,= 675 psi f,= 575 psi f,= 450 psi fb= 900 psi fb= 1350 psi fb= 900 psi fb= 700 psi 2XMEMBERS 4XMEMBERS 6XMEMBERS 2x4 4x4 6x4 A= 5.3 in2 A= 12.3 in2 A= 19.3 in2 S = 3.1 in3 S = 7.1 in3 S= 11.2 in3 I= 5.4 in4 I= 12.5 in4 I= 19.7 in4 2x6 4x6 6x6 A= 8.3 in2 A= 19.3 in2 A= 30.3 in2 S = 7.6 in3 S= 17.6 in3 S = 27.7 in3 I= 20.8 in4 I= 48.5 in4 I= 76.3 in4 2x8 4x8 6x8 8x8 A= 10.9 in2 A= 25.4 in2 A= 39.9 in2 A= 56.3 in2 S= 13.1 in3 S = 30.7 in3 S = 48.2 in3 S = 70.3 in3 I= 47.6 in4 I= 111.1 in4 I= 174.7 in4 I= 263.7 in4 2x10 in2 4x10 6x10 8x10 A= 13.9 in3 A= 32.4 in2 A= 50.9 in2 A= 71.3 in2 S = 21.4 in4 S = 49.9 in3 S = 78.4 in3 S= 112.8 in3 I= 98.9 I= 230.8 in4 I= 362.7 in4 I= 535.9 in4 2x12 in2 4x12 6x12 A= 16.9 in3 A= 39.4 in2 A= 61.9 in2 S = 31.6 in4 S = 73.8 in3 S= 116 in3 I= 178 I= 415.3 in4 I= 652.6 in4 2x14 4x14 6x14 A= 19.9 in2 A= 46.4 in2 A= 72.9 in2 S = 43.9 in3 S= 102.4 in3 S= 160.9 in3 I= 290.8 in4 I= 678.5 in4 I= 1066.2 in4 4x16 6x16 A= 53.4 in2 A= 83.9 in2 S= 135.7 in3 S= 213.2 in3 I= 1034 in4 I= 1625.5 in4 DESIGN PROPERTIES Allowable Design Properties<ll 1100% Load Duration) Grade Width Desien Property 41/1"· 5½" 1.3E 3½" l.55E 3½" 2.0E 5¼'' 1" Moment of Inertia (in. 4) Wei ht ( Ill Moment (ft-lbs) Shear (lbs) Moment of Inertia On. 4) Wai ht( If) Moment (II-lbs) Shear (lbs) Moment of Inertia {in.4) Wal hi ( If) Moment {II-lbs) Shear (lbs) Moment of Inertia (in.4) Wai hi ( If) Moment {II-lbs) Shear (lbs) Moment of Inertia (in.4) Wei hi ( If) 4.5 (I) For product in beam orientation, unless otherwise noted. --------------- PRODUCT STORAGE 5.6 5.6 7.4 8.8 De th 9¼" 9½" 11¼" 111/,N 14" • 16" 18" 9.4 4,950 3,345 115 I 5.1 9,905 6,690 131 4.7 11,415 6,160 131 5,210 3,435 125 5.2 I 10,420 I 6,870 150 10.4 I 13,055 6,430 250 10.l 1 18,615 9,390 346 10.4 19,585 9,645 375 15.6 15.1 5.7 7,975 10,910 , 4,295 5,065 244 400 6.5 7.7 15,955 , 21,840 8,590 I 10,115 , 488 800 13 14,090 5,785 597 8.8 17,970 7,615 415 11.3 19,900 8,035 1 34,955 43,665 I 10,815 ' 11,180 I 488 13.0 19,855 11,055 733 26,955 1, 11,410 613 18.5 I }9,5 I.195 I J,7QJ 17.5 19.7 51.430 65.495 16,140 18,170 1,791 1,551 16.3 19.5 14,830 16,115 • 35,940 ' 39,805 17,160 9,475 800 15.3 40,740 14,110 1,201 13.0 54,315 18,945 1,601 30.6 69,905 87,315 12,510 11,855 15,115 16,070 21,655 14,360 461 500 831 977 1,389 3,401 10.1 10.8 14.6 16.0 35.0 39.4 Sams sizes may not be availablB in your region. Protect product from sun and water CAUTION, Wrap is slippery when wet or icy Alitn stickers {2x3 or larger) directly over support blocks lJse support blocks (6x6 or larger) at 10' an-center la keep bundles out of mud and water Trus Joist~ Beam, Heade{ and Column Specifiers Guide TJ-9000 I October 2016 4 2D" ESR-1153 I Most Wufe/y Accepted and Trustad Pape 8 of20 TABLE 3-REFERENCE DESIGN VALUES FOR TJI JOISTS'» REFERENCE DESIGN VALUES END REACTION R._. (lbs.)'•'·' Joist Joist 13/4" 3½" Depth 1Neight"1 Moment Shear El (in.) (plf) M. v. X 108 K (ft.-lbs.)"' (lbs.) lbs..ln.2 Bearing Length Bearing Length Web Stiffeners Web Stiffeners NO YES NO YES TJI 110 91/2 2.3 2500 1220 157 4.5 910 NA 1220 NA 1F/a 2.5 3160 1560 267 4.5 910 1225 1375 1560 14 2.8 3740 1860 392 4.5 910 1225 1375 1735 16 3.0 4280 2145 535 4.5 910 1225 1375 1735 TJl210 91/2 2.6 3000 1330 186 4.5 1005 NA 1330 NA 1F/a 2.8 3795 1655 315 4.5 1005 1365 1460 1655 14 3.1 4490 1945 462 4.5 1005 1365 1460 1815 16 3.3 5140 2190 629 4.5 1005 1365 1460 1815 TJl230 91/2 2.7 3330 1330 206 4.5 1060 NA 1330 NA ►117/a 3.0 4215 1655 347 4.5 1060 1420 1485 1655 14 3.3 4990 1945 509 4.5 1060 1420 1485 1840 16 3.5 5710 2190 691 4.5 1060 1420 1485 1840 TJl360 91/2 2.7 4790 1425 249 4.5 1080 NA 1425 NA 117/a 3.0 6180 1705 419 4.5 1080 1440 1505 1705 14 3.3 7335 1955 612 4.5 1080 1440 1505 1865 16 3.5 8405 2190 830 4.5 1080 1440 1505 1865 18 3.7 9465 2425 1085 4.5 1080 1440 1505 1865 20 4.0 10515 2660 1376 4.5 1080 1440 1505 1865 TJl560 91/2 3.6 7355 1670 378 5.3 1265 NA 1670 NA 117/a 4.0 9500 2050 636 5.3 1265 1740 1725 2050 14 4.2 11275 2390 926 5.3 1265 1740 1725 2200 16 4.5 12925 2710 1252 5.3 1265 1740 1725 2200 18 4.8 14550 3030 1631 5.3 1265 1740 1725 2200 20 5. 1 16165 3345 2064 5.3 1265 1740 1725 2200 TJI 560D 9½ 3.8 7415 1740 381 5.3 1400 NA 1740 NA 11 7/8 4.2 9605 2255 643 5.3 1400 1875 1885 2255 14 4.5 11430 2540 940 5.3 1400 1875 1885 2355 16 4.7 13115 2810 1273 5.3 1400 2030 1885 2515 18 5.0 14785 3080 1661 5.3 1400 2030 1885 2515 20 5.3 16435 3345 2105 5.3 1400 2190 1885 2675 22 5.6 18075 3615 2606 5.3 NA 2345 NA 2830 24 5.8 19700 3400 3165 5.3 NA 2345 NA 2830 26 6.1 21315 3400 3783 5.3 NA 2450 NA 2990 28 6.4 22915 3400 4463 5.3 NA 2450 NA 3145 30 6.6 24510 3400 5205 5.3 NA 2450 NA 3145 For SI: 1 inch = 25.4 mm, 1 plf = 14 59 N/m, 1 ft.-fb. = 1.356 N-m, 1 lb.-tn.2 = 2.87 kN-mm.2 Footnotes are on the following page. Nails Req'd for Web Stiff. NA 3-8d 3-8d 3-8d NA 3-8d 3-8d 3-8d NA 3-8d 3-8d 3-8d NA 3-Sd 3-8d 3-8d 3-8d 3-8d NA 3-16d 3-16d 3-16d 3-16d 3-16d NA 3-16d 3-16d 4-16d 4-16d 5-16d 6-16d 6-16d 7-16d 8-16d 8-16d .. INTERMEDIATE REACTION R,,, (lbs.)'•'•' 31/2" 51/4' Nails S11,· (1) 7•m Req'd for Bearing Length Bearing Length Web Web Stiffeners Web Stiffeners Stiff. NO YES NO YES 1935 NA 2350 NA NA 1935 2295 2350 2705 3-8d 1935 2295 2350 2705 3-8d 1935 2295 2350 2705 3-8d 2145 NA 2565 NA NA 2145 2505 2565 2925 3-8d 2145 2505 2565 2925 3-8d 2145 2505 2565 2925 3-8d 2410 NA 2790 NA NA 2410 2765 2790 3150 3-8d 2410 2765 2790 3150 3-8d 2410 2765 2790 3150 3-8d 2460 NA 3000 NA NA 2460 2815 3000 3360 3-8d 2460 2815 3000 3360 3-8d 2460 2815 3000 3360 3-8d 2460 2815 3000 3360 3-8d 2460 2815 3000 3360 3-8d 3000 NA 3455 NA NA 3000 3475 3455 3930 3-16d 3000 3475 3455 3930 3-16d 3000 3475 3455 3930 3-16d 3000 3475 3455 3930 3-16d 3000 3475 3455 3930 3-16d 3350 NA 3965 NA NA 3350 3825 3965 4440 3-16d 3350 3825 3965 4440 3-16d 3350 3980 3965 4600 4-16d 3350 3980 3965 4600 4-16d 3350 4140 3965 4755 5-16d NA 5090 NA 5705 11-16d NA 5405 NA 6020 13-16d NA 6180'" NA 6795'" 14-16d NA 6335"' NA 6800'" 15-16d NA 6655'" NA 6800"' 17-16d 5 STRUCTURAL CALCULATIONS VERTICAL 2ND STORY ROOF NOTE: MANUFACTURED TRUSSES DESIGNED AND FABRICATED BY OTHERS HEADERS: HEADERS <NEW BONUS RM): L=Lllifl w= ~ lb/ft TRY ... 4x4 I= tm=5wl 4/(384EI)= 1/(tin/L)= 12.5 in4 0.044 in 957 >240? HEADER <NEW BONUS RM): L=c:::iiJft w=~lb/ft TRY ... 4x6 I= 48.5 in4 tiT,=5wL4/(384EI)= 0.019 in 1/(tiTJL}= 2209 >240? V=wU2= 455 lb M=wl 2/8= 398 fl-lb YES V=wU2= M=wl2/8= YES ti,, =LL(tiT,)ITL= 1/(ti,JL)= 765 lb 669 fl-lb ti,, =LL(tiT,)ITL= 1/(ti,JL}= 1'□L=1'TL-1'LL= AR=1.5(V)/fv= 3. 79 in2 SR=M/(f,*C,*Co1= 2.8 in3 Co=~ C,= [ii] 0.023 in 1818 >360? YES 0.021 in ,~U_S_E __ 4_x_4~ AR=1.5(V)/fv= 6.37 in2 SR=M/(f,*C,*Co1= 5.5 in3 Co=~.25 C,= 1.3 0.010 in 4197 >360? YES 0.009 in I USE 4x6 FLOORJJ8T STORY ROOF FLOOR JOISTS (NEW BONUS RM): L<= c:::::=:3IJ ft w=~lb/ft V=wU2= 369 lb M=wL2/8= 1013 ft-lb TRY ... 11 7/8 TJI 110 Va= 1560 lb El= 267 in4 Ma= 3160 lb-ft K= 4.5 Ra= 910 lb d= 11.875 in l1TL=22.5wL4/EI + 12wL2/Kd(105)= 0.10 in 1/(L'm/L)= 1309 <360? YES llLL=LL(L'm)/TL= 0.08 in 1/(llLLIL)= 1636 <480? YES lloL=llrL-llLL 0.02 in I USE 11 7/8 TJI 110 CANT. FLOOR JOISTS (NEW BONUS RM): L= 12 ft + 2 ft Cant. w1= w2= P= L1= L2= RR=[w, L 12/2+w2L2(L 1 +L2/2)+P(L 1 + L2)]/L 1= RL=w1L1+w2L2+P-RR= 331 lb V(-) at RR=RL-w1L1= 474 lb V(+) at RR=RL-w1L1+RR= 496 lb Vmax= 496 lb Mmax=PL2+w2L,2/2= 858 fl-lb TRY ... 11 7/8" T JI 230 Va= 1655 lb El= 3.47E+08 in4 Ma= 4215 ft-lb !J.rL(end)= 0.04 in !J.TL(m-span)= 0.09 in llrL= 0.09 1/(llrJL)= 1598 >240? YES llLL=LL(llrL)ITL= 0.072 in 1/(llLLIL)= 1998 >360? YES lloL=llrL-llLL 0.02 in at 16" o.c. 67 lb/ft 67 lb/ft 362 lb 12 ft 2 ft 970 lb OK OK USE 11 7/8" TJI 230 at 16" o.c. 6 OK OK OK Wall abv FLOOR BEAMS FB-1 (ABV. STAIR): L=C::I]ft w= ~ lb/ft V=wU2= M=wL2/8= TRY ... 1 3/4 x 117/82.0E LVL Va= 3950 lb 1/(L'nt/L)= Ma= 8925 ft-lb L'm=LL(l'lTL)fTL= I= 244 in4 1/(L'lct/L)= L'lrc =5wL 4/(384EI)= 0.001 in L'loc=L'lrc-l'm= 196 lb 196 ft-lb 41497 >360? 0.001 in 62245 >480? 0.000 in YES YES USE 1 3/4 x 117/82.0E LVL CHECK (E) STAIR BEAM: L=Sft w1= WAVG= P= L1= L,= RR=[(w1)(L1)2 + (P)(L1) + (w2)(L2)(L1+L2'2)]/(L1+L2)= Rc=(w1)(L1) + P + (w2)(L2)-RR= Vmax= 2266 lb Mmax= 4652 lb-ft 516 552 536 196 3.5 4.5 TRY ... (El 3 1/2 x 11 /7/8 2.0E PSL I= 488 in4 E= 2.0E+06 psi wl'lrc= 0.05 in PL'lrc= L'lrc = 0.05 in 1/(L'lrt/L)= 1767 >360? YES L'l,, =LL(L'lr,)fTL= 0.02 in 1/(L'l,LIL)= 4231 >480? YES L'loc=L'lr,-L'lcc= 0.03 in lb/ft WDL= 316 Po,= ~41 psf lb/ft WLL= 236 P,,= 55 psf lb/ft WTL= 552 Pre= 196 psf lb FB-1 ft ft 2266 lb 2220 lb Va= 8035 lb OK Ma= 19900 lb-ft OK 0.00 in USE (E) 3 1/2 x 11 /7/8 2.0E PSL 7 HEADERS HEADER (NEW OFFICE): L=C:=iJft w=~lb/ft TRY ... 4x8 I= 111.1 in4 tm=5wl 4/(384EI)= 0.058 in 1/(Lln/L)= 1040 >360? HEADER (NEW OFFICE/HALL): L=~ft w= LJill lb/ft TRY ... 4x8 I= 111.1 in4 LI TL =5wl 4/(384EI)= 0.052 in 1/(LITLIL)= 1385 >360? 8 V=wU2= 1823 lb M=wl 2/8= 2278 ft-lb LILL=LL(LITL)ITL= 0.031 in 1/(LILLIL)= 1923 >480? YES LloL=LITL-LILL= 0.026 in ! USE 4x8 V=wU2= 951 lb M=wl2/8= 1427 ft-lb LILL =LL(LITL)ITL= 1/(LILUL)= YES LIDL = LI TL -LILL= Aia=1.5(V)/fv= 7.93 in2 SR=M/(f• *CFJ= 14.6 in3 Co=LJ CF= [ii] 0.028 in 2560 >480? YES ~----~ 0.024 in -, USE 4x8 REPLACEMENT HEADER (HALL/LNING RM}: L=~ft V=wU2= 3192 lb AR= 1 . 5(V)/fv= 26.60 in2 w= 1064 lb/ft M=wl2/8= 4788 ft-lb SR=Mt(f• ·cFi= 58.o in3 Co=B] TRY ... 4x 12 CF= 1.1 I= 415.3 in4 LILL =LL(LITL)ITL= 0.025 in LITL =5wl 4/(384EI)= 0.047 in 1/(LILLIL)= 2851 >480? YES 1/(LITLIL)= 1542 >360? YES ~□L=,6.TL-~LL= 0.021 in I USE 4x 12 CHECK (E) HEADER (HALL/DINING RM): L=5Eft V=wU2= 1850 lb AR=1.5(V)/f,= 16.32 in2 w= 740 lb/ft M=wl2/8= 2313 ft-lb SR=M/(t.·cF1= 20.6 in3 TRY ... 6x8 I= 174.7 in4 LILL =LL(LITL)ITL= 0.020 in LITL =5wl 4/(384EI)= 0.037 in 1/(LILLIL)= 2945 >480? YES 1 / ( LITLIL)= 1612 >360? YES LloL =LITL-LILL = 0.017 in I USE 6x8 OK HEADER (FAMILY RM -LA CANTIN A DOOR): L=~6 ft V=wU2= w= 352 lb/fl M=wL2/8= TRY ... 5 1/4 x 11 7/8 2.0E PSL Va= 12055 lb Ma= 29855 fl-lb I= 733 in4 I'm =5wL 4/(384EI)= 0.354 in 1/(l1nJL)= 542 >360? l'ILL =LL(llrL)iTL= 0.181 in 1/(l'ILLiL)= 1060 >480? l'loL=llrL-l'ILL= 0.173 in NEW DROP BEAM (FAMILY RM): L= 16.5 ft i-, I l I I I I I I YES YES WAvG= P1= L1= L2= P2= L3= L.= 2816 11264 USE 557 532 543 1892 7 9.5 926 0.5 16 lb fl-lb 51/4 x 117/82.0E PSL I lb/fl lb/fl lb/fl lb (E) 6x12 Beam fl WDL = ~8 lb/ft WLL = 20 lb/fl WTL = 38 lb/ft PoL= 1307 lb fl PLL= 585 lb lb (E) Girder Truss PrL= 1892 lb fl fl R•=[(w1)(L1)2 + (P1)(L1) + (P2)(L3) + (w2)(L2)(L1+L2'2)]/(L1+L2)= 5257 lb 6514 lb RL=(w1)(L1) + P1 + P2 + (w2)(L2)-R•= Vmax= 6514 lb Mmax= 32444 lb-fl TRY ... 7 x 14 2.0E PSL Va= 14210 lb Ma= 40740 lb-fl E= 2.0E+06 psi I= 1601 in4 wllrL= 0.28 in llrL= 0.42 in 1/(llrLiL)= 471 >240? l'ILL =LL(llrL)iTL= 0.19 in 1/(l'ILLiL)= 1035 >480? lloL=l'ITL-l'ILL= 0.23 in OK OK PllrL= 0.14 in YES I USE 7 x 14 2.0E PSL 9 EXTERIOR PORCH ROOF PERIMETER BEAMS: L=~ft w= [::::iii] lb/ft TRY ... 6x 12 I= 652.6 in4 L'm =5wl 4/(384EI)= 0.269 in 1/(L'm/L)= 781 >240? L= BE1 ft w= 171 lb/ft TRY ... 6x 12 I= 652.6 in4 l'ir, =5wl 4/(384EI)= 0.054 in 1 / ( l'irJL)= 2447 >240? PYRAMID HIP BEAMS: L= L1W ft w= ~ lb/ft TRY ... 6x8 I= 174.7 in4 l'ir, =5wl 4/(384EI)= 0.223 in 1 / (l'irLIL)= 565 >240? V=wU2= M=wl2/8= YES V=wU2= M=wl2/8= YES V=wU2= M=wl2/8= YES 10 1164 lb AR= 1.5(V)/fv= 10.27 in2 5091 ft-lb SR=M/(fb *CF*Co1= 36.2 in3 Co=~-25 CF= 1 l'i,, =LL(l'ir,)/TL= 0.141 in 1/(llLLIL)= 1484 >360? YES l'io,=l'ir,-l'i,,= 0.127 in I USE 6 X 12 941 lb AR=1.5(V)/fv= 8.30 in2 2586 ft-lb SR=M/(fb *CF*Co1= 18.4 in3 Co=~.25 CF= 1 llLL =LL(l'ir,)/TL= 0.028 in 1/(l'i,JL)= 4649 >360? YES l'io,=l'ir,-l'i,,= 0.026 in I USE 6 X 12 1197 lb AR=1.5(V)/fv= 10.56 in2 3142 ft-lb SR=M/(fb *CF*Co1= 22.3 in' Co=~.25 CF= 1 llLL =LL(l'ir,)/TL= 0.117 in 1/(l'icJL)= 1073 >360? YES l'io,=l'ir,-l'i,,= 0.106 in I USE 6x8 CHECK TENSION IN PERIMETER BEAM CONNECTION FROM HIP THRUST: Method of Joints !Joint Al Find Hip Thrust: i + I:fy = 0 798 lb = ACy = AC (6/13.42) 798 lb = AC (6/13.42) AC= 1785 lb Find Thrust Horizontal Component: ACx = AB = AC (13.42/12) AB= 1596 lb Check Tension in each 6x12 Perimeter Beam: T= AB sin 45° = 1129 lb f1= 750 psi C 6 B 12 AR=1.5(T)/f,= 2.26 in2 < 61.9 in2 OK Try Simpson ECCLLQ/ECCRLQ: Pa m;, = 1840 lb 11 A 1840 lb > 1129 lb OK USE 6 x 12 Perimeter Beams w/ ECLLQ or ECCLRQ Column Ca s to 8x8 Posts. RAFTERS IN PYRAMID ROOF: L=r------;ift w=(2')(38 psf)= ~ lb/ft V=wU2= M=wL2/8= TRY ... I= i'n, =5wL 4/(384EI)= 342.0 lb 769.5 ft-lb 2x6 20.8 in4 0.337 in C□=~.25 Cr= 1.15 CF= 1.2 AR=1.5(V)/fv= 2.85 in2 SR=M/(fb•C□•C~CF)= 5.9 in' 1/(i'rnJL)= 320 >180? YES LlLL =LL(LlTL)ITL= 0.177 in l/(11,JL)= 609 >240? YES LlDL =i1TL-LlLL = 0.160 in I USE 2x6 OK OK at 24 o.c. Posts Example Post Design for 4 x 4 of Length 10' For Douglas Fir-Larch per NDS 2018, E=l.6x106 psi (for 2-4" wide) F,=1350 psi (for 2-4" wide) L=l0' d=3.5", h=3.5" K,=1 Ljd= K, *L /d=l *10'(12 in/ft)/3.5"=34.3 IfLjd<=II, then F\=F, If 11 <Ljd<=K, then F',=Fc[l-1/3(Ljd)/K))4] IfK<Ljd<=50, then F',=0.3E/(Ljd)2 K=0.671(E/F,)112 =0.671(1.6x106psi/1350 psi)112 =23.1 23.1 <34.3<=50, F\ =0.3( I .6x106 psi)/34.32=408.3 psi P,=F'c(d)(h)=408 psi(3.5")2=5002 lb Allowable Load {lb) Lenath Cross-section (in x in\ L (ft) 4x4 6x4 8x4 4x6 2 16538 25988 34256 25988 3 16538 25988 34256 25988 4 15853 24911 32838 25988 5 14866 23360 30793 25988 6 13071 20539 27075 25094 7 10208 16042 21146 24332 8 7813 12282 16190 23164 9 6175 9704 12792 21465 10 5002 7860 10361 19094 11 4134 6496 8563 16042 12 3474 5459 7195 13479 13 2960 4651 6131 11485 14 2552 4010 5286 9903 15 2223 3494 4605 8627 16 1954 3070 4047 7582 17 1731 2720 3585 6716 18 1544 2426 3198 5991 19 1386 2177 2870 5377 20 1251 1965 2590 4853 21 1134 1782 2350 4401 22 1033 1624 2141 4010 12 6x6 30250 30250 30250 30250 29679 29193 28447 27361 25847 23804 21120 18049 15562 13556 11915 10554 9414 8449 7626 6917 6302 Foundations Code Minimums Soil bearing pressure (Ps): 2000 psf Per ECSC&E, Inc. Geotechnical Report New ContinuousExterior Footing w=I 852jlb/ft Story= 2 Check Width: B=v(w/Ps)= 0.653 ft = 7.8 in TRY: B=[==:Ifilin D=CJ])in As=p bd= 0.41 in2 Try (2) -#4: 0.40 in2 -0.41 in2 USE 15 W x 18 D continuous footing, 2500 psi w/ (2) -#4 Top & Bottom Exist. Continuous Exterior Footings/ Interior Rib Footings w=I Story= Check Width: B=v(w/Ps)= 1144jlb/ft 2 0.756 ft = 9.1 in TRY: B=~in D=~in As=p bd= 0.19 in2 Try (1) -#4: 0.20 in2 > 0.19 in2 USE EXIST. 12 W x 12 D continuous footing, 2500 psi w/ (1) -#4 Top & Bottom Check Point Load on Exist. Continuous Exterior Footings/ Interior Rib Footings B= 12 in .i I 5 in Pa= W*B*P s= 7000 lb 45 16 in Pmax= 6514 < 7000 lb OK V V /I /I 42 in New Concrete Slab USE 4" thick, 2500 psi concrete w/ #3 at 18" o.c. centered at mid-slab height 13 LATERAL DESIGN Wind Loads -{Envelope Procedure) 28.1 ASCE 7-16 Roof slope= 6:12 P=qh[(GCpr) -(GCp;)] 28.3-1 GCp1= 0.18 Enclosed Table 26.11-1 GCpr 0.55 Surface 1 Fig. 28.3-1 Case A -0.10 Surface 2 Fig. 28.3-1 Case A -0.45 Surface 3 Fig. 28.3-1 Case A 0.73 Surface 1E Fig. 28.3-1 Case A -0.19 Surface 2E Fig. 28.3-1 Case A -0.59 Surface 3E Fig. 28.3-1 Case A 0.40 Surface 5 Fig. 28.3-1 Case B 0.61 Surface 5E Fig. 28.3-1 Case B V = 96 mph, 3s Gust, Fig. 26.5-1A Exposure: B 26.7.3 kd= 0.85 Table 26.6-1 kz1= 1.0 26.8.2 ke= 1.0 Table 26.9-1 kz= 0.70 Table26.10-1 qh = Qz=0.00256kzkzt~ke V"'- qh = Qz= P=qh[(GCpr) -(GCp;)] = @Roof: @Walls: Wind Distribution: Pm;n: 16 psf Walls 8 psf Roof 28.4.4 New 2nd Story Roof Wp5={3.8')(8.8)+{8'/2){10.2)= 74 lb/ft Wpmin=(3.8')(8) + {8'/2)(16)= 94 lb/ft New Floor Wp5=(8'/2+1 '+10'/2)(10.2)= 102 lb/ft Wpmin=(S'/2+1'+10'/2)(16)= 160 lb/ft New Porch Roof 14.0 psf 8.8 Jlli 10.2 Jlli Governs Governs Wp5=(5.6')(8.8)+(10'/2)(10.2)= 100 lb/ft Wpmin={5.6')(8) + (10'/2)(16)= 125 lb/ft Governs Exist. 2nd Story Roof Wp5=(6.1'){8.8)+(8'/2)(10.2)= 94 lb/ft Wpmin=(6.1')(8) + (8'/2)(16)= 113 lb/ft Governs Exist. 1st Story Roof Wp5={7.8'){8.8)+{10'/2)(10.2)= 120 lb/ft Wpmin=(7.8')(8) + (10'/2)(16)= 142 lb/ft Governs 14 Seismic Loads: Ss= 0.989 S,= 0.361 Site Class: D SOC: D F= a 1.104 F= V 1.939 R= 6.5 I= 1.0 Stories: 2 SMs=F aSs= 1.093 SM1=FvS1= 0.700 S0s=2/3SMs= 0.728 So1=2/3SM1= 0.467 EQUIVALENT LATERAL FORCE PROCEDURE (ASCE 7-16, 12.8) Where: 12.4-1 (For load comb. 5 & 6 ASD) E=Eh-Ev 12.4-2 (For load. comb 8 ASD) Eh=p QE=p V 12.4-3 p = 1.3 (p= 1.0 for Exceptions a orb, 12.3.4.2) 12.4-4a (E.=O for E acting in plane of horizontal diaphragm/base shear) Check for Exception #2, 11.4.8 for Site-Specific Ground Motion Analysis .......... ~-----, Bldg Fundamental Period: T= C1hn x 12.8-7 Table 12.8-2: T= 0.25 s C1= 0.02 TL= T 5= S01/S0s = 1.5T5= 8 s Fig. 22-14 0.64 s 0.96 s Is T < 1.5T s? YES, Exception Satisfied Seismic Base Shear (per ASCE 12.8.1) V= C5W Where: Cs= Sos/(R/1)= 0.112 Is T<TL? YES Cs Shall not exceed: Cs= S01/T(R/I)= 0.287 Cs Shall not be less than: C5= 0.044S051= 0.032 12.8-2 12.8-3 12.8-5 hn= 29 ft x= 0.75 GOVERNS 0.146 W Redundancy exception does not apply. 2nd story shear = 47.8 % of Base Shear which is not less than 35% of Base Shear 15 Tributary Loads 2nd Story Roof: Total 2nd Roof DL: Trib. Interior Walls DL: Trib. Exterior Walls DL: Total DL: WR = 1st Story Floor: Total Floor DL: Trib. Interior Walls DL: Trib. Exterior Walls DL: Total DL: W2 = (21 ')(11.5')(18 psf)= (8'/2)(16')(8 psf)= (8'/2)(54')(15 psf)= (21')(11.5')(10 psf)= ((8'/2)(16')+(10'/2)(39')](8 psf)= [(8'/2)(54')+(10'/2)(15')](15 psf)= Vertical Dead Loads: DL,oo,= 18 psf DL,00,= 10 psf Dlwallext= 15 psf Dlwall ;n,= 8 psf 4347 lb 512 lb 3240 lb 8099 lb 2415 lb 2072 lb 4365 lb 8852 lb Vertical Distribution of Seismic Forces (per ASCE 12.8.3) C,. = w,r,: I.w;h;' Story Height hx (ft) R 19 2 10 1 0 Sum For T< 0.5s, k= 1 12.8-11 (ASCE 7-16) 12.8-12 (ASCE 7-16) Storv. Shear Force Table Wt. Moment Story Force Coefficient wx (lb) wxhx (lb-ft) F.= 0.0102 w.h, 8099 153881 FR= 0.194w, 8852 88520 F2= 0.146 w, 16951 242401 V= 0.146 W= 2469 lb 16 17 Line 1 2ROOF Lune= a ft Wa= (21')18= 378 lb/ft Hwa11= ft Ww= (8'/2)(1 )15+(8'/2)(1 )8= 92 lb/ft v= 0. 194 (378+92)= 91 lb/ft WIND FLOOR GOVERNS Lnne= a ft Wa= (21')10= 210 lb/ft HwalF ft Ww= (8'/2+10'/2)(1 )15+(8'/2+10'/2)(1 )8= 207 lb/fl v= 0.146 (210+207)= 61 lb/ft WIND 1 ROOF GOVERNS Lr.ne= a ft Wa= (19')18= 342 lb/ft Hwa11= ft Ww= (10'/2)(2)15+(10'/2)(3)8= 270 lb/ft v= 0.146 (333+270)= 89 lb/fl WIND GOVERNS Line 2 2ROOF Lnne= a ft Wa= (21')18= 378 lb/ft Hwa11= ft Ww= (8'/2)(1 )15+(8'/2)(1 )8= 92 lb/ft v= 0.194 (378+92)= 91 lb/ft WIND FLOOR GOVERNS Lline= a ft Wa= (21')10= 210 lb/ft Hwa11= ft Ww= (8'/2+10'/2)(1 )15+(8'/2+10'/2)(1 )8= 207 lb/ft v= 0.146 (210+207)= 61 lb/fl WIND 1 ROOF GOVERNS Lune= a ft Wa= (12')18= 216 lb/ft Hwau= ft Ww= (10'/2)(2)15+(10'/2)(3)8= 270 lb/ft v= 0.146 (216+270)= 71 lb/fl WIND GOVERNS Line 3 2ROOF Lline= a ft Wa= (28')18= 504 lb/ft Hwa11= ft Ww= (8'/2)(2)15+(8'/2)(1 )8= 152 lb/fl v= 0.194 (504+92)= 127 lb/ft SEISMIC 1 ROOF GOVERNS L1ine= a ft Wa= (12')18= 216 lb/ft Hwa11= ft Ww= (8'/2+10'/2)(1 )15+(8'/2+10'/2)(1 )8= 207 lb/ft v= 0.146 (216+207)= 62 lb/ft WIND 1 ROOF GOVERNS L1ine::::: a ft Wa= (19')18= 342 lb/ft Hwa1F ft Ww= (10'/2)(2)15+(10'/2)(3)8= 270 lb/ft v= 0.146 (342+270)= 89 lb/ft WIND GOVERNS 18 Line 4 PORCH ROOF Lline= a ft WR= (19')18= 342 lb/ft Hwan= ft Ww= {10'/2)(2)15((2)(0.5')/19']= 8 lb/ft v= 0.146 (342+8)= 51 lb/ft WIND GOVERNS Line 5 PORCH ROOF Lfine= a ft WR= (19')18= 342 lb/ft Hwa11= ft Ww= (10'/2)(2)15((2)(0.5')/19']= 8 lb/ft v= 0.146 (342+8)= fil. lb/ft WIND GOVERNS Line A 2 ROOF Lline= §ft WR= (65')18= 1170 lb/ft Hwau= ft Ww= ({9'/2){2)]15+(9'/2)(4)8= 279 lb/ft Hwau= ft v= 0.194 (1170+279)= 280 lb/ft SEISMIC GOVERNS FLOOR Lline= §ft WR= (65')1 0= 650 lb/ft Hwa11= ft Ww= [{9'/2)(4))15+{9'/2+10'/2)(4)8= 574 lb/ft Hwa11= ft v= 0.146 (650+574)= 178 lb/ft SEISMIC GOVERNS 1 ROOF Lline= B ft WR= (47')18= 846 lb/ft Hwa11= ft Ww= (10'/2)(2)15+(10'/2){2)8= 230 lb/ft v= 0.146 (846+230)= 157 lb/ft SEISMIC GOVERNS 19 Line B 2ROOF L11ne= ~ ft WR= (11.5')18= 207 lb/ft Hwa11= ft Ww= (8'/2)(2)15= 120 lb/ft v= 0.194 (207+120)= 63 lb/ft WIND FLOOR GOVERNS Lline= ~ ft WR= (11.5')10= 115 lb/ft Hwa11= ft Ww= (8'/2+10'/2)(2)15= 270 lb/ft v= 0.146 (115+270)= 56 lb/ft WIND 1 ROOF GOVERNS L1ine= 81 ft WR= (19')18= 342 lb/ft Hwan= ft Ww= (10'/2)(1)15+(10'/2)(2)8= 155 lb/ft v= 0.146 (342+155)= 72 lb/ft WIND GOVERNS Line C PORCH ROOF L1ine= B ft WR= (12')18= 216 lb/ft Hwa11= ft Ww= (10'/2)(2)15((2)(0.5')/12']= 13 lb/ft v= 0.146 (342+8)= 33 lb/ft WIND GOVERNS Line D PORCH ROOF L1ine= B ft WR= (12')18= 216 lb/ft Hwa11= ft Ww= (10'/2)(2)15((2)(0.5')/12']= 13 lb/ft v= 0.146 (342+8)= 33 lb/ft WIND GOVERNS Diaphragm/Shear Loads use Load combination 2.4.1 (5), ASCE 7-16: o + (0.6WJ for Wind Loads Use Load Combination 2.4.5 (8), ASCE 7-16: D + 0.7Ev + 0.7Eh for Seismic Loads R, 2R= (0.6)((94 lb/ft){11.5'/2)]= 324 I b R1 ,= (0.6)[(160 lb/ft){11.5'/2)]= 552 I b R, 1R= (0.6)[(142 lb/fl)(14'/2)]= 596 I b R22R= {0.6)(94 lb/ft)[(11.5'/2)+(12.5'/2)(7'/21 ')]= 442 I b R2 ,= (0.6)(160 lb/ft)(11.5'/2)= 552 I b R2 1R= (0.6)(142 lb/ft)[(13'/2)(14'/21 ')]= 369 I b R32R= (0.7)(127 lb/fl)[(13'/2)+(22.5'/2)(21'/28')]= 1327 I b R3 1R= (0.6)(142 lb/fl)(13'/2)= 554 I b R3 1R= (0.6)(142 lb/fl)(15.75'/2)= 671 I b R, 1R= (0.6)(125 lb/ft){12'/2)= Bm lb R51R= (0.6)(125 lb/fl)(12'/2)= lb RA 2R= (0.7)(280 lb/ft)[(21 '/2)+(7'/2)(13'/65')+(21 '/2)(11.5'/65')]= 2559 I b RA,= {0.7)(178 lb/ft)[(21'/2)+(21 '/2)(11.5'/65')]= RA 1R= (0. 7)(157 lb/fl)[(19'/2)(47'/65')]= Ra 2R= (0.6)[(94 lb/ft){21 '/2)]= RaF= (0.6)[(160 lb/ft){21'/2)]= Ra 1R= (0.6)(142 lb/fl)(19'/2)= Re 1R= (0.6)(125 lb/fl)(19'/2)= Ra 1R= (0.6)(125 lb/ft)(19'/2)= Drag Loads 2NDROOF: Line A: (39 lb/ft)(4 ft)= FLOOR: Line 3: (46 lb/ft+35 lb/ft)(17 ft)= Line A: (24 lb/ft +16 lb/ft)(8 fl)= Line B: (88 lb/ft)(11 fl)= 156 lb 1377 lb 320 lb 968 lb 1540 I b 755 I b 592 I b 1008 I b 809 I b ~ lb lb USE ST6224 USEMST37 USE (E) MTS20 OK USEST6224 V, 2R= 15 lb/ft v, ,= 26 lb/fl v, 1R= 31 lb/fl V22R= 21 lb/ft v,,= 26 lb/ft V21R= 31 lb/fl V32R= 47 lb/ft V31R= 46 lb/fl V31R= 35 lb/fl V41R= 24 lb/ft Vs1R= 24 lb/ft VA2R= 39 lb/fl VAF= 24 lb/ft VA1R= 16 lb/ft Va2R= 51 lb/ft VaF= 88 lb/ft Va1R= 43 lb/fl Vc,R= 59 lb/ft Vo,R= 59 lb/ft 20 LA COSTA ENGINEERIN6 2226 FARADAY AVENUE CARLSBAD, CALIFORNIA 9200B TEL 7'0-931•0290 FAX-43a.5:Z.Sl 111a1ty_1110ntgarweryOyahoo.com CIVIL • STRUCTURAL MECHANICAL• PETROLEUM DIAPHRAGM SPECS: ROOF: FLOOR: SE ½" CDX or OSB, 24/0 PLYWOOD. AIL 8d@ 6" o.c. EDGE, 12" o.c. FIELD, BLOCKED. SE ¾" CDX 40/20 T &G PLYWOOD. AIL l0d@ 6" o.c. EDGE, 12" o.c. FIELD, LOCKED. CONSTRUCTION CONNECTION REQUIREMENTS: !) ALL HANGARS, STRAPS, HOLD DOWNS-SIMPSON. 2) ALL CONCRETE 2500 PSI @ 28 DAYS. 3) ALL NAILING PER CBC 2022, TABLE 2304.10.2. 4) FASTEN A-35 or LTP4 @ * o.c. ABOVE ALL SHEAR WALLS @ BLOCK-TO-PLATE, RAFTER/JOIST-TO-PLATE LOCATIONS, OTHERWISE FASTEN @48" o.c. 5) ALL LUMBER: DF-L. 6) ALL BEAMS AND POSTS SHALL BE GRADE #1. 7) TH'S, PARALLAMS AND MICROLLAMS: TRUSJOIST MCMILLAN OR EQUIV. 8) ALL SHEAR WALLS TO HA VE MIN (2)-2 X 4 @ EACH END UNLESS POST IS SPECIFIED. * -PER SHEAR WALL SCHEDULE 21 SHEAR WALLS: Use Load Combinations 2.4.5 (8) and 12.4.2.2, ASCE 7-16: 0.6D -0.7(0.2S 08D) for Seismic Loads Use Load Combination 2.4.1 (7), ASCE 7-16: 0.6D + 0.6W for Wind Loads Distribution: Fir. W# H' 2 324 19 1 552 10 1 596 10 Tot. O.T.M.= 2 Fir. v= 36 lb/ft 1 Fir. v= 123 lb/ft LINE 1 WALLS: W#H' 6156 Uplift at 2nd Floor( rft. min. wall) I:L,w= I 9_fl 5520 OTM= 2592 ft-lb 5960 RM= 2952 fl-lb 0.6[(11.5'/2+1')(18)](9')2/2 17636 fl-lb UPLIFT= Use Type ._i ___ 1 _ __,iWall 0 lb No Uplift Uplift at 1st Floor( 12 ft. min. wall) I:L,.w.= OTM= RM= UPLIFT= Use Type ._I __ 1 _ __.iWall 12 ft 17636 fl-lb 13694 ft-lb 0.6[(11.5'/2+2')(18)+(8')(15) 329 lb +(11.5'/2)(10)](12')2/2 USE HDU2 w/ 5/8"x10" USE SET-XP EPOXY, ESR- 2508. FOLLOW ALL MANUF. RECOMMENDATIONS OR: USE EXIST. STHDs, V.I.F. 22 Distribution: Fir. W# 2 1 1 Tot. O.T.M.= 2 Fir. v= 1 Fir. v= H' 442 19 552 10 369 10 40 lb/ft 105 lb/ft LINE 2 WALLS: W#H' U lift at 2nd Floor 11 ft. min. wall) 8398 ,;L,.w = 11 ft 5520 OTM= 3536 ft-lb 3690 RM= 4410 ft-lb 0.6((11.5'/2+1')(18)](11'}2/2 17608 ft-lb UPLIFT= 0 lb No Uplift Use Type .. I __ 1 _ __.iWall U lift at 1st Floor 13 BL,.w.= 13 ft OTM= 17608 ft-lb RM= 15159 ft-lb UPLIFT= 188 lb ft. /4' exist.+ 9'new wall) 0.6((11.5'/2+1 ')(18)+(8')(15) +(11.5'/2)(10)1(13')2/2 Use Type ._I __ 1 _ __,jwa11 USE EXIST. STHD AT END. USE NEW HDU2 w/ SSTB16 AT NEW FOUNDATION END. 23 Distribution: Fir. W# H' 2 1327 1 1 Tot. O.T.M.= 2 Fir. v= 554 671 190 lb/ft 19 10 10 LINE 3 W#H' 25213 5540 6710 37463 ft-lb WALLS: ~plift at 2nd Floor( v7ft. min. wall) };L,w= I 7 ft OTM= 10616 ft-lb RM= UPLIFT= 864 ft-lb 0.49[(4'/2+2')(18)](7')2/2 1393 lb Use Type ._i ___ 1 _ __.iWall iUSE MST 48 FLOOR-BEAM For vertical/horizontal irregularities #4 for offset walls: Increase Loads by 25%: .,,U=lift-'-'a""t'-'1'-"s"Ft F""l""oo~r.i,,_+-"=2.-',ft,.,, . ...,_m"'i'-'n.~w"--'a=II) I:L,.w.= OTM= RM= UPLIFT= 2 ft ~4.,..,6,..,8..,.2-='9 ft-lb 311 ft-lb 0.6[(28.75'/2)(18)](2')2/2 23259 lb 1 Fir. v= 1595 lb/ft Use Type I WSWH24x10 iStrong Wall USE WSWH 24x10 STRONG WALL. USE WSWH-AB1x30HS AT FOUNDATION. Wind: Vmax = 5030 lb> 3190 lb OK Max. uplift= 33,715 lb> 23,259 lb OK Table 3 W=42", de=14". See Grade Beam Cale 24 Distribution: Fir. W# 2 2559 1 1540 1 755 Tot. O.T.M.= LINE A WALLS: Check Line A capacity due to increased loading from addition H' W#H' 19 48621 9 13860 10 7550 70031 ft-lb U lift at 2nd Floor 1§ ft. min. wall) Z L,.w.= 16 ft OTM= RM= UPLIFT= 23031 ft-lb 14112ft-lb 557 lb 0.49((21 '/2+2')(18)](16')2/2 2 Fir. v= 160 lb/ft Use Type .. I __ 1 __ iExist. Shear Wall iUSE EXIST. MST 48 FLOOR-FLOOR 1 Fir. v= 303 lb/ft Use Type Capacity OK U lift at 1st Floor 16 ZL,w.= 16 ft OTM= 70031 ft-lb RM= 24128 ft-lb UPLIFT= 2869 lb ft. min. wall) 0.49((21 '/2+2'+2'/2)(18)+(9')(15) +(1.33'/2)(10)](16')2/2 ..__2_.....,iExist. Shear Wall iUSE EXIST. STHD AT ENDS. Capacity OK 25 LINE B WALLS: Distribution: Fir. W# H' W#H' U lift at 2nd Floor 11.5 ft. min. wall) 2 592 19 11248 l.:L,.w= 11.5 ft 1 1008 10 10080 OTM= 4 736 ft-lb 1 809 10 Tot. O.T.M.= 8090 29418 ft-lb RM= UPLIFT= 2 Fir. v= 51 lb/ft Use Type L-_1;.....__.!Wall For vertical/horizontal lrregularltles #4 for offset walls: Increase Loads by 25%: 2142 ft-lb 226 lb 0.6[(4'/2+1 ')(18)1(11 .5')2/2 !USE MST 48 FLOOR-FLOOR U lift at 1st Floor 11.5 ft. {8' exist. + 11.5'new wall) l.:L,.w.= 19.5 ft OTM= 21686 ft-lb RM= 10077 ft-lb 1 Fir. v= 154 lb/ft Use Type UPLIFT= L--1;.___.!Wall 1010 lb 0.6[(4'/2 +1')(18)+(8')(15) +(12'/2+2')(10)1(11.5')2/2 USE NEW HDU2 w/SSTB16 AT NEW FOUNDATION. Check Perforated Shear Wall Design: 6'-6" NET IN 11 '-6" WALL (LINE B @ FLOOR) PIER UNIT SHEAR= 1.25(592 lb +1008 lb +809 lb)/(14.5' NET)= 208 lb/ft GOVERNS DRAG FORCE= 5'(208-154) = 268 lb EFFECTIVE h/w= 5'/3.25'= 1.54: 1 C USE CS16 STRAP (L.n1n=4'), See opening In shear wall detail LINES 4, 5, C, D WALLS: See Timber Cant. Column Cale See Grade Beam Cale 26 Seismic Load Effects on Beams including Overstrength Factor: Basic Combinations for ASD w/ Overstre 12.4.3 and 2.4.5 #8 (1.0 + 0.14Sos)D + 0.7000 E =1 .10 D + 2.1QE ASCE 7-16 Oo= 3 Sos= 0.728 #9 (1 .0 + 0.105S05)D + 0.525000E + 0.75L =1.08 D + 1.58QE+ 0.75 L Load Comb. #8 governs for significantly high seismic loads. Load Comb. #9 governs for significantly high live loads and lesser seismic loads. Note: Add a 0.2D component to the Load comb. above for any cantilever members. 12.4.4 Evaluate End Cantilever Joists at Line B: L = 12 ft + 2 ft Cant. #8: w,o= 1.10(256 lb/ft DL)= 282 lb/ft w2o= 1.10(160 lb/ft DL)= 176 lb/ft P0= 1.10(196 lb DL)= 215 lb OE= 226 lb uplift/downforce from Line B @ cant. end. 2.10E = 475 lb P w,= W2= 282 lb/ft 176 lb/ft 1-----' P= 690 lb FB-1 P0 , 2.1 OE 1------i L1= 12 ft 2 ft L 2= '-----' RR=[w1 L1 2/2+w2Lz(L1+L2/2)+P(L1 +L2)]/L1= 2878 lb 1548 lb V(-) = V(+) = TRY ... 1 3/4" x 11 7/8" 2.0E LVL 1836 lb V0= 3950 lb 1732 ft-lb M = a 8925 ft-lb !USE 1 3/4" x 11 7/8" 2.0E LVL AT EA. CANTILEVER END Seismic Load effects on beam governs shear only in comparison to vertical dead+live loads OK OK 1836 lb 1042 lb 27 Evaluate New Drop Beam at Line 3: L = 14 ft+ 5 ft Cant. #5: w10= 1.10(327 lb/ft DL)= 360 lb/ft W20= 1.10(251 lb/ft DL)= 276 lb/ft Po= 1.10(1307 lb DL)= 1438 lb OE= 1393 lb uplift/downforce from Line 3@ 7' from left end. 2.1QE = 2925 lb RR=[P 1 L, +P2L3+w(L1 +L,)2 /2]/(L1 +L2)= RL =P 1+P2+w(L1+L2)-RR= 5252 lb 16824 fl-lb !USE SPECIFIED 7 x 14 2.0E PSL w1= w2= Po= L,= L2= 4253 lb 5252 lb 360 I b/fl 276 I b/fl 1438 I b 7 ft 9.5 ft TRY ... 7 x 14 2.0E PSL: Vertical dead+live loads governs shear and moment in comparison to Seismic Load effects on beam. Therefore, there are no Seismic Load effects on Drop Beam. 2.1QE=b1925 lb L3= 7 ft L.,= 9.5 ft Va= 18945 lb Ma= 54325 ft-lb OK OK 28 TIMBER CANTILEVER COLUMNS LINES 4, 5, C, D WOOD DESIGN Cd=2.5 0=1.25 Load Comb. #5, ASD: Lines C, D Govern V c,o COL= (V c,o al/2 Columns = Mc.o coL = [(V c,o coL)h = (713 lb)/2 = (357 lb)(10') = 357 lb 3565 lb-ft TRY MIN. 8 x 8 DF#1 POST: f0 (psi)= E (psi)= I (in4)= S (in3)= A (in2)= 1350 1.60E+06 263.7 70.3 56.3 Sa= M,Jf0= Aa= 1.5*Vlfv= 1'.s= V*h,0,°/(3EI)= l'.s (max per SEAOC) = 0.01h = 12.8-15 Ox=Cdl'.,,1I= 12.12-1 l'.max=0.025h,0,= 10 ft 31.7 in3 < 70.3 in3 3.1 in2 < 56.3 in2 0.49 in 1.20 in > 0.49 in 1.22 in 3.00 in > 1.22 in For Lines 4.5.C.D Columns: USE (2) -8 x 8 POSTS GRADE BEAM FOUNDATION DESIGN PER 12.2.5.2 FROM 12.4.3.2 LOAD COMB. #5: OQE CK. BENDING: Mca1,= 3565 lb-ft Mu=D*Mca1J0.7 (STRENGTH LEVEL) Mu= 6366 ft-lb (see attached grade beam design sheet) USE (2) -MPB88Z POST BASE FOR MOMENT RESTRAINT INTO GRADE BEAM. OK OK OK OK 29 Tie Footing -Gradebeam Design fy = fc' = 131 = cp = Pbal = (131*0.85*fc'/fy)(87000/(87000+fy)) = Pmax = 0.75*Pbal = Pmin = Try 12" x 12" Gradebeam: width b = effective depth d = total depth -3" = Select Flexural Reinforcement: steel reinforcement A.,= p = A,/b*d = check ACI requirements: Pmln ,; p ,; Pmax: w = p*f/fc' = R = w*fc'*(1-0.59*w) = a= A,,*f/(0.85*fc'*b) = Mn(calc"d) = A,,*fy'(d-a/2) = 60 ksi 2500 psi 0.85 0.9 0.0178 0.0134 0.0018 12 in 9 in (1) -#4 0.2 0.0019 ok 0.0444 108 0.471 8765 (2) -#4 (3) -#4 (2)-#5 0.4 0.6 0.62 i n' 0.0037 0.0056 0.0057 ok ok ok 0.0889 0.1333 0.1378 211 307 316 0.941 1.412 1.459 17059 24882 25639 I b-ft 7888 15353 22394 23075 lb-ft M, = 6366 lb-ft (from Lines 4,5,C,D Timber Cant. Column Cale, Strength Level Loads) Mu < q,M n ? Try (2) -#4: 15353 lb-ft > 6366 lb-ft OK Use 12"W x 12"0 Grade Beam, 2500 psi cone. w/ (2)-#4 long. bars top & bottom sufficient to resist flexural loads from 8x8 post embedded in MPB88Z post base. 30 WSWH Grade Beam Design fy = fc' = 131 = q> = Pba, = (131*0.85*fc'/fy)(87000/(87000+fy}) = Pmax = 0.75*Poal = Pmin = Try 42"W x 18"D Grade Beam: LINE 3 60 ksi 2500 psi 0.85 0.9 0.0178 0.0134 0.0018 width b = 42 in effective depth d = total depth -3" = 15 in Select Flexural Reinforcement: steel reinforcement (1) -#5 (2) -#5 A.,= 0.31 0.62 p = A,./b*d = 0.0005 0.0010 check ACI requirements: Pmln ,; p ,; Pmax: ng ng w = p*f,/fc' = 0.0118 0.0236 R = w*fc'*(1-0.59*w) = 29 58 a= A,.i*f,/{0.85*f0'*b) = 0.208 0.417 Mn1ca1c"dl = A.t*f;{d-a/2) = 23088 45854 (3) -#5 (4) -#5 (5) -#5 0.93 1.23 1.53 i 0.0015 0.0020 0.0024 ng ok ok 0.0354 0.0469 0.0583 87 114 141 0.625 0.827 1.029 68296 89707 110816 q>Mn = 20780 41269 61467 80737 99734 lb-ft Mca,c = (23259 lb uplift)(2')= 46518 lb-ft (Line 3, WSWH Cale Governs) Mu = O*Mca,c/ 0. 7 (STRENGTH LEVEL) 0= 1.5 (rJ =3 reduced by 1/2 due to flexible diaphragm) TABLE 12.2-1 Mu = 99681 lb-ft Mu < q,Mn ? Try (2) • #5: 99734 lb-ft > 99681 lb-ft OK Check Shear Reinforcement: Vu= Pu= 23259 lb (Line 3, WSWH Cale Governs) Where Mu and Vu occur simultaneously: Ve= [1.9✓(fc'l + 2500pwVudlMu]b.,d = 60685 lb 0.29 No, OK 45514 lb Table 22.5.5.1 (a) Check if V udlMu > 1 .0 q>Vn = q>Vc = FOR SLABS/FOOTINGS: Is Vu < q>Vc? YES, no additional shear reinforcement is req'd Detailing Req'ts for Grade Beam: Use #3 stirrups throughout flexure length of the gradebeam: ACI 18.6.4.4 d/4= 4 in 6d1= 4 in 6 in 12 in Note: locate first hoop 2" from column face. Use 42"W x 1 B"D Grade Beam, 2500 psi cone. w/ (5)-#5 long. bars top & bot. Place #3 hoops at 4" o.c. under and extend 18" each side of WSWH strong wall (Tot. grade beam length= 60"). 31 ---- ESR-2852 I Most Widely Accepted and Trusted Page 7 of56 llront-WIIIHlgll ......... Wood IIINnnll llodll WSWH12x7 WSWH18x7 WSWH24x7 WSWH12xl WSWH18ldl WSWH24d WSWH12x9 WSWH18x9 WSWH24x9 WSWH12x10 WSWH18x10 WSWH24x10 WSWH12.x11 WSWH18x11 WSWH24x11 WSWH12x12 WSWH18x12 WSWH24x12 TABLE 2-ALLOWABLE ASD IN.PLANE SHEAR FOR STANDARD APPLICATION STRONG-WALL HIGH STRENGTH WOOO SHEARWALL (WSWH) ON CONCRETE FOUNDATION ' ,..,..COIICINla l,OIOpelConcnll ......... Wind ....... ...... Mow. AMllor AMllor AMllor halullllon VIIINI ,..,,_ Drift T..._ Allow. Drift T..._ Mtlfl. Drift T..._ Allow . Height, H. Load,P AID • • AID at at AID at • AID (In.) (lb.) -... .... ...... ... ... .,_. ... ... . .,_. Load,Y .... .... Load, V .... .... Load, V .... ... . Load, V (lb.) •CILI , ... , (lb.) a (In.I , ... , Pb.) A(ln.l , ... , (lb.) 1,000 1,300 0.32 13,295 1,670 0.43 17,075 1,300 0.32 13,295 1,670 78 4,000 1,300 0.32 13,295 1,670 0.43 17,075 1,300 0.32 13,295 1,670 7,500 1,300 0.32 13,295 1,670 0.43 17,075 1,300 0.32 13,295 1,670 1,000 3,795 0.32 23,680 4,470 0.39 27,890 3,795 0.32 23,680 4,470 78 4,000 3,795 0.32 23,680 4,365 0.38 27,245 3,795 0.32 23,680 4,470 7,500 3,795 0.32 23,680 4,050 0.36 25,285 3,795 0.32 23,680 4,470 1,000 7,450 0.30 33,210 7,795 0.34 34,755 7,450 0.30 33,210 7,795 78 4,000 7,450 0.30 33,210 7,565 0.33 33,715 7,450 0.30 33,210 7,795 7,500 7,115 0.28 31,715 7,115 0.31 31,715 7,450 0.30 33,210 7,795 1,000 1,030 0.40 12,580 1,328 0.53 18,195 1,030 0.40 12,580 1,325 83¼ 4,000 1,030 0.40 12,580 1,325 0.53 18,195 1,030 0.40 12,580 1,325 7,500 1,030 0.40 12,580 1,328 0.53 18,195 1,030 0.40 12,580 1,328 1,000 3,080 0.39 22,835 3,180 0.52 28,1125 3,080 0.39 22,835 3,1155 83¼ 4,000 3,080 0.39 22,835 3,850 0.49 27,245 3,080 0.38 22,835 3,1155 7,500 3,080 0.311 22,835 3,3110 0.48 25,285 3,080 0.311 22,838 3,1155 1,000 8,240 0.37 33,240 8,850 0.43 35,430 8,240 0.37 33,240 8,910 83¼ 4,000 8,240 0.37 33,240 8,330 0.41 33,715 8,240 0.37 33,240 8,910 7,500 5,950 0.35 31,715 5,950 0.38 31,715 8,240 0.37 33,240 8,910 1,000 850 0.45 11,750 1,095 0.60 15,145 850 0.45 11,750 1,095 105¼ 4,000 850 0.45 11,750 1,095 0.60 15,145 850 0.45 11,750 1,095 7,500 850 0.45 11,750 1,095 0.60 15,145 850 0.45 11,750 1,095 1,000 2,575 0.45 21,680 3,325 0.60 27,975 2,575 0.45 21,680 3,325 105¼ 4,000 2,575 0.45 21,680 3,235 0.58 27,245 2,575 0.45 21,680 3,325 7,500 2,575 0.45 21,680 3,005 0.54 25,285 2,575 0.45 21,680 3,325 1,000 5,150 0.43 30,975 5,890 0.52 35,430 5,150 0.43 30,975 6,120 105¼ 4,000 5,150 0.43 30,975 5,605 0.50 33,715 5,150 0.43 30,975 6,120 7,500 5,150 0.43 30,975 5,275 0.47 31,715 5,150 0.43 30,975 6,120 1,000 700 0.50 10,750 1100 0.87 13,855 700 0.50 10,750 1100 117¼ 4,000 700 0.80 10,780 1100 0.87 13,855 700 0.80 10,750 1100 7,500 700 0.80 10,780 1100 0.87 13,855 700 0.50 10,750 1100 1,000 2,140 0.80 20,055 2,755 0.87 25,840 2,140 0.50 20,056 2,755 117¼ 4,000 2,140 0.80 20,056 2,755 0.87 25,840 2,140 0.50 20,056 2,755 7,500 2,140 0.50 20,055 2,895 0.85 25,285 2,140 0.50 20,055 2,755 1,000 4,010 0.48 28,880 5,215 0.87 34,935 4,010 0.48 28,880 5,215 117'/4 4,000 4,010 0.48 28,880 5,030 0.84 33,715 4,010 0.48 28,1180 5,215 7,500 4,010 0.48 28,1180 4,735 0.81 31,715 4,010 0.48 28,1180 5,215 1,000 595 0.56 10,055 765 0.73 12,930 595 0.56 10,055 765 129¼ 4,000 595 0.56 10,055 765 0.73 12,930 595 0.56 10,055 765 7,500 595 0.56 10,055 765 0.73 12,930 595 0.56 10,055 765 1,000 1,960 0.55 20,240 2,520 0.73 26,060 1,960 0.55 20,240 2,520 129¼ 4,000 1,960 0.55 20,240 2,520 0.73 26,060 1,960 0.55 20,240 2,520 7,500 1,960 0.55 20,240 2,445 0.71 25,285 1,960 0.55 20,240 2,520 1,000 4,000 0.54 29,550 4,795 0.68 35,430 4,000 0.54 29,550 4,985 129¼ 4,000 4,000 0.54 29,550 4,565 0.64 33,715 4,000 0.54 29,550 4,985 7,500 4,000 0.54 29,550 4,295 0.60 31,715 4,000 0.54 29,550 4,985 1,000 505 0.81 9,495 845 0.80 12,150 505 0.81 9,495 845 144 4,000 505 0.81 9,495 845 0.80 12,150 505 0.81 9,495 845 7,500 505 0.81 9,495 845 0.80 12,150 505 0.81 9,495 845 1,000 1,705 0.81 19,885 2,195 0.80 25,285 1,705 0.61 19,665 2,195 144 4,000 1,705 0.81 19,885 2,195 0.80 25,285 1,705 0.81 19,685 2,195 7,500 1,705 0.81 19,665 2,195 0.80 25,285 1,705 0.81 19,685 2,195 1,000 3,525 0.80 29,015 4,305 0.75 35,430 3,525 0.80 29,015 4,475 144 4,000 3,525 0.80 29,015 4,100 0.72 33,715 3,525 0.80 29,015 4,475 7,500 3,525 0.80 29,015 3,855 0.87 31,715 3,525 0.80 29,015 4,475 Wind Drift at Allow . ._, ...... , 0.43 0.43 0.43 0.39 0.39 0.39 0.34 0.34 0.34 0.53 0.53 0.53 0.53 0.53 0.53 0.45 0.45 0.46 0.60 0.60 0.60 0.60 0.60 0.60 0.54 0.54 0.54 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.73 0.73 0.73 0.73 0.73 0.73 0.70 0.70 0.70 0.80 0.80 0.80 0.80 0.80 0.80 0.78 0.78 0.78 ~? AMllor T..._ • ... ... . , ... , 17,075 17,075 17,075 27,890 27,890 27,890 34,755 34,755 34,755 Hl,1815 18,1115 18,195 29,4110 29,4110 29,480 38,815 38,815 38,815 15,145 15,145 15,145 27,975 27,975 27,975 36,815 36,815 36,815 13,858 13,858 13,856 25,840 25,840 28,840 34,935 34,935 34,935 12,930 12,930 12,930 26,060 26,060 26,060 36,815 36,815 36,815 12,150 12,150 12,150 25,285 25,285 25,285 36,815 36,815 36,815 ESR-2652 Most Widely Accepted and Trusted PLACE STRONG-WALL? HIGH STRENGTH WOOD SHEARWALL OVER THE ANCHOR SOL TS ANO SECURE WITH HEAVY BEARING PLATES AND HEAVY HEX NUTS (PROVIDED) DO NOT USE AN IMPACT ~ WRENCH USE 1 %" WRENCH FOR 1" NUT TIGHTEN ANCHOR NUTS FINGER TIGHT + ½" TURN Page 12 of56 STRONG-WALL• ..--HIGH STRENGTH WOOD SHEARWALL 33 / HEAVY HEX NUT AND HEAVY BEARING PLATE , .... 7 j ."" < •. .. . DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. . ~ (\ . . . ., I SEE SHEETS WSWHl AND WSWH1 1 FOR ANCHORAGE SOLUTIONS 41WSWH2-STANDARD INSTALLATION BASE CONNECTION PLACE STRONG-WALL• HIGH STRENGTH WOOD SHEARWALL OVER THE ANCHOR SOL TS AND SECURE WITH HEAVY BEARING PLATES AND HEAVY HEX NUTS (PROVIDED) DO NOT USE AN IMPACT WRENCH USE 1 %" WRENCH FOR 1" NUT TIGHTEN ANCHOR NUTS FINGER TIGHT + )f TURN DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. FRAMING BY OTHERS (NOT SHOWN FOR CLARITY) FRAMING BY OTHERS (TYPICAL) SILL PLATE ANCHORAGE BY OTHERS .. " <I STRONG-WALL• HIGH STRENGTH WOOD SHEARWALL STRONG-WALL• HIGH STRENGTH WOOD SHEARWALL FRAMING BY OTHERS JOIST HANGER (IF REQUIRED) SEE SHEETS WSWHl AND WSWHl 1 FOR ANCHORAGE SOLUTIONS STRONG-WALL• HIGH STRENGTH WOOD SHEARWALL HEIGHT TO INCLUDE THE DEPTH OF THE FLOOR SYSTEM AND SHALL BE INSTALLED DIRECTLY ON THE FOUNDATION. SPECIFY PANEL HEIGHT FROM TOP OF FOUNDATION TO UNDERSIDE OF TOP PLATES OR BEAM 51WSWH2-WOOD FLOOR SYSTEM BASE CONNECTION " . <I SECTION FIGURE 1-STRONG-WALL HIGH STRENGTH WOOD SHEARWALL DETAILS (Continued) (4, 51WSWH2) ESR-2852 Most Widely Accepted and Trusted Page 13 of58 ATTACH WSWH-TP PLATE (PROVIDED) ON ONE SIDE ONLY WITH A COMBINATION OF SOS ¼"x6" AND SWS16150 CONNECTOR SCREWS. TOP PLATES ½" MAXIMUM WOOD SHIM FOR SHIMS GREATER THAN ½", SEE 9/WSWH2. OPTIONAL 1" DIAMETER BY ¼" DEEP COUNTERBORE . . ALIGN WSWH-TP NOTCHES WITH BOTTOM OF TOP PLATES SWS16150 34 INSTALL SOS ¼"x6" SCREWS AT AN ANGLE THAT PREVENTS THEM FROM EXITING SIDE OF FRAMING; APPROX. 30 DEGREES (TYP.) INSTALL WSWH-TP ON EXTERIOR FACE 1" DIAMETER BY¼" DEEP COUNTERBORE STRONG-WALL e HIGH STRENGTH WOOD SHEARWALL FURRING NOT REQUIRED EXCEPT AS REQUIRED FOR FINISH MA TERI AL ATTACHMENT SECTION 4x FRAMING SECTION 6x FRAMING DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. WS'M-i-TP CONNECTION MODEL NO. FASTENER QUANTITY SWS16150 S0S25600 WSWH-TP12 14 2 WSWH-TP18 26 4 WSWH-TP24 46 8 IIWSWH2-TOP CONNECTION FIGURE 2-STRONG-WALL HIGH STRENGTH WOOD SHEARWALL TOP CONNECTION DETAILS (IIWSWH2) . ESR-2f52 I Most Wtde/y Accepted and Trusted Page 20 of56 6½" r de 6" MIN. WSWH-AB ½W w SHEAR REINFORCEMENT PER 5/WSWHl WHEN REQUIRED. 6½" H 6" MIN. WSWH-AB ½W ½W w 35 MINIMUM CURB/STEMWALL WIDTH PER 5/WSWHl SHEAR REINFORCEMENT PER 5/WSWHl WHEN REQUIRED. SLAB ON GRADE FOUNDATION CURB OR STEM WALL FOUNDATION w DESIGNER IS PERMIHEO TO MODIFY DETAILS FOR SPECIFIC CONDITIONS WSWH-AB NOTES • de 6" MIN' "" w 1 SEE 2/WSWHl FOR DIMENSIONS ANO ADDITIONAL NOTES 2. SEE 5/WSWHl FOR SHEAR REINFORCEMENT WHEN REQUIRED 3. MAXIMUM H = le-de. SEE 3/WSWHI ANO 4/WSWHl FOR le , WSWH-AB MINIMUM CURB/STEMWALL -WIDTH PER 5/WSWHl SHEAR REINFORCEMENT 1-. PER 0 5/>S~ll WHEN REQUIRE□ .. 1/WSWH1-STRONG-WALL HIGH STRENGTH WOOD SHEARWALL ANCHORAGE-TYPICAL SECTIONS FIGURE ~TRONG-WALL HIGH STRENGTH WOOD SHEARWALL ANCHORAGE DETAILS (1/WSWH1) ESR-2152 NOTES . Most Widely Accepted and Trusted STRONG-WALL• HIGH STRENGTH WOOD SHEARWALL ½W ' . SLAB OR CURB ANO SURROUNDING FOUNDATION NOT SHOWN FOR CLARITY . ..... f • 4 , .• '; WSWH-AB ½W FOUNDATION PLAN VIEW WSWH ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE WS'M-i-AB1 ANCHOR BOLT DESIGN CONCRETE ANCHOR ASD CRITERIA CONDITION STRENGTH ALLOWABLE w de UPLIFT (lbs) (in) (In) STANDARD 16,000 33 11 17,100 35 12 CRACKED 34,100 52 18 HIGH STRENGTH 36,800 55 19 SEISMIC 15,700 28 10 STANDARD 17,100 30 10 UNCRACKED 33,500 45 15 HIGH STRENGTH 36,800 48 16 6,200 16 6 STANDARD 11,400 24 8 17,100 32 11 CRACKED 21,100 36 12 27,300 42 14 HIGH STRENGTH 34,100 48 16 WINO 36,800 51 17 6,400 14 6 STANDARD 12,500 22 8 17,100 28 10 UNCRACKED 22,900 33 11 HIGH STRENGTH 26,400 36 12 34,200 42 14 36,800 44 15 Page 21 of56 ~ ~ 1 ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D ANO ACI 318-14 CHAPTER 17 WITH NO SUPPLEMENT ARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED 2 ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSWH AB ANCHOR BOLT STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A193 GRADE 87) 3 SEISMIC INDICATES SEISMIC DESIGN CATEGORY C-F DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C MAY USE WINO ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-11 SECTION 0.3.3 4 3 ANO ACI 318-14 SECTION 172.34.3 4 WINO INCLUDES SEISMIC DESIGN CATEGORY A ANO 8 ANO DETACHED 1 ANO 2 FAMILY DWELLINGS IN SOC C 5 FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY FOUNOA TION DESIGN (SIZE ANO REINFORCEMENT) BY OTHERS THE DESIGNER MAY SPECIFY ALTERNATE EMBEOMENT, FOOTING SIZE OR ANCHOR BOLT 6. REFER TO 1 /WSWH 1 FOR de. 2JWSWH1-STRONG-WALL HIGH STRENGTH WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE FIGURE 5-STRONG-WALL HIGH STRENGTH WOOD SHEARWALL ANCHORAGE DETAILS (Continued) (2JWSWH1) 36 SHEAR SCHEDULE REV. PER 2022 CALIF. BLOG. CODE 11roIm23I 6 WALL N.'JLING FOUNDATION SHEAR TRANSFER 6 s~~ SHEAR WALL MATER~L N.'JL ~'&\Ft INJ.eR 5\8~lWillN. p~~B~1l11/:1 ,~&1R \1,16\~4 JJ~~~s ~~ijW/inr£~t~CHORS SHEAR VALUE SP E A.B. ING WALL 1 260 3/8" CllX PLOO OR STRUCT. I 058 .. 8d 6" 12· 32" o.c. 16d O Ut' o.c. 16d O 6" o.c. 16" 16d O 6" 0.C. A35/l1P4 0 16" o.c. 1 2 350 3%° CllX PL 00 OR STRUCT. I 058 .. 8d 4• 12" 24" o.c. 16d O 10" o.c. 16d .... 0.C. 12" 16d O 6" o.c. A35/lTP• 0 12" o.c. 2 ·3 490 3/r STRUCT I PL Y¥IO CR SlRUCT. I OSB .. 8d r 12" 24" o.c. ~~'f5 1~· ~· 16d .... 0.C. 6" 16d Off' o.c. A35/LTP4 0 8" o.c. ·3 J IC Sill STAGGER£!) ·4 640 3/f' STR\JCT I PLOO OR STR\JCT. I 058 .. 8d 2" 12· 12" o.c. ~~'f5 12" ~· 16d O 4" o.c. 6" 16d O 6" o.c. A35/l.TP4 O 8" o.c. ·4 3 x Sill STAGGER£!) • s no ~ .. STRUCT I PL 00, '9U. ' • • 10d 2· 12" 8" o.c. g~9"o.c. 16d O ... o.c. 6" 16d O 6" o.c. A35/l.TP4 0 6" o.c. ·s STAGGERED ·5 870 ~" STR\JCT I PL 00 ... 10d 2" 12" 6"~• ~~'1"56"~0 16d O 4" o.c. 6" 16d O 6" o.c. A35/L1P4 0 6" o.c. ·5 9U. STAGGER£!) 10 180 7 /8" Sl\JCCO W/ PAPER BKD. LAlH 1/4" FU!<fflNG MIN.l 11 GA. 1-1/2" 7/16" HEAD 6" 6" 48" o.c. 16d • 1()" o.c. 16d O 8" o.c. 24" 16d O 6" o.c. A35/LTP4 O 24" o.c. 10 11 75 1/2" G'l!'SUM BOARD 5d COOLER T' r 72" o.c. 5d coa.ER o r o.c. 16d O 8" o.c. 46" 16d O 8" o.c. A35/l.TP4 O 48" o.c. 11 UNILOC1([l) 1-5/8"xO.llll6" SHEAR SCHEDULE NOTES . FRAMING AT ADJOINING PANEL EDGES SHALL NOT BE LESS THAN 3xOR WIDER AND NAILS SHALL BE STAGGERED. WHERE ALLOWABLE SHEAR VALUES EXCEED 350 P.LF. IN WOOD STRUCTURAL SHEAR WALLS: .. USE Bd(2½"x0.131" COMMON, 2½"x0.113 GALV. BOX) ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NOMINAL MEMBER. IN SHEAR WALLS WHERE THE TOTAL WALL DESIGN SHEAR • • • USE 10d(3'~0. 14B" COMMON, 3"x0.12B" GALV. BOX) DOES NOT EXCEED 600 P.l.F., A SINGLE 2" NOMINAL SILL PLATE IS PERMITTED IF ANCHORED BY A. PROVIDE 2x BLOCKING AT HORIZONTAL PL YWOOO PANEL JOINTS. B. WHERE PLYWOOD IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACING IS LESS THAN 6" o/c PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3x OR WIDER (OR 2-2x) AND NAILS STAGGERED ON EACH SIDE. C. WHERE NAILS ARE SPACED AT 2" o/c, THEY SHALL BE STAGGERED AND 3x OR WIDER (OR 2-2x) FRAMNG MEMBERS SHALL BE USED AT ADJOINING PANEL EDGES. D. ½" DL'.. x10" SILL BOLTS (7" MIN. EMBED INTOCONCRETE)AT 6'-0" 0.C. SPACING IS ALLOWABLE IN ALL NON-SHEAR, BEARING WALLS FOR STRUCTURES TWO STORIES OR LESS (4'-0" O.C. SPACING REQUIRED FOR THREE-STORY STRUCTURES). E. USE RETROFIT TITAN HD 518" DIA. x 6"L (FOR 2x PLATES OR TITAN HD 518• DIA. x B"L (FOR 3x PLATES, (2)-2x PLATES), ESR 1056 IN LIEU OF SILL BOLTS AT SAME SPACINGT02500 P.S.I. FOUNDATION. WHERE ALLOWED PER LOCAL CODE. TWO TIMES THE NUMBER OF BOLTS REQUIRED BY DESIGN. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. THE FOLLOWING SHALL APPLY FOR SHEAR WALLS GOVERNED BY WIND OR SEISMIC LOADS: 1. THE MINIMUM NOMINAL ANCHOR BOLTS DL'.. SHALL BE 518". NOTE THAT THIS WILL REQUIRE A MINIMUM DISTANCE FROM THE ENDS OF THE SILL PLATES TO BE 4-3/8" (AND A MAX. OF 12"). 2. PLATE WASHERS (MINIMUM SIZE OF 3'~3"x0.229" SHALL BE USED ON EACH ANCHOR BOLT. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3116" LARGER THAN THE BOLTDL'.. ANDA SLOTLENGTH NOTTO EXCEED 13/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. 3. NO POWER DRIVEN PINS SHALL BE USED IN LIEU OF ANCHOR BOLTS ATTHE EDGE OF SLAB. c.:> -.J E§R-2611 Most Widely Accepted and Trusted Page 6 of9 TABLE 3-ALLOWABLE STRESS DESIGN (ASD) LOADS FOR SSTB ADDmONAL INSTALLATIONS1.z.s SSTB BOLTS AT STEMWALL: GARAGE FRONT (SH Figures 11, 12, and 131 ~o Dlmenelon1 fin.I Allowable Tenalon Loadl llbe.l -- Model No. Stemwall Width Dia. Length Min. Embed. (I.) Wlnd&SDCAU SDCC-F ate..-End Comer Ste_,,End Comer SSTB28 8 ,,. 297/e 247/s 6,735 6,765 5,895 5,920 1 ' Cor~er , • • ; ·:: Step-down end . ·t-t . . s;: ·\ -8' -~-• ·._ \ -~· 11 • max I 0 ~ le 4' min -~\ . . ' / -·---:~ I ::·-~· .. . . I T < 8' .1. .J ·.:., .. . . .. .L I •• < j 4'min-,-l --'\~ -16" min - FIGURE 11-FIGURE 12--PERSPECTIVE STEMWALL GARAGE FIGURE 13-PLAN VIEW FRONT VIEW SSTB BOLTS AT SLAB ON GRADE: EDGE (See Figures 14, 15, and 16) Dlmenel-(In,) Allowable Tenllon Loadl llba,) Model No. Footing Width Dia. Length Min. Embed. (lo) Wlnd&SDCAU SDCC-F Mldwall Comer MldwaH eon- SSTB16 12 .,. 17½ 12½ 5,140 5,140 3,780 3,780 SSTB20 12 .,. 211/, 161/, 6285 6.28!5 4 78!5 478!5 SSTB24 12 ½ 25½ 20½ 6,675 6,675 5,790 5,790 SSTB28 12 '/, 29'/, 24'/, 12640 13080 11060 11 645 SSTB34 12 'I• 347/e 287/e 12,640 13,080 11,060 11,645 SSTB36 12 ,,. 36'/, 28'/, 12640 13 080 11 060 11 645 p. --Midwall . I ' ~ Corner / I Slab not \ •✓ I shown t \~ ~ I .. ~ I for clarity 11¼" \\ /f I J::: \\ I o max. \\ -L -----• C: ! " .. -" ....J " l ~ .. ,\ A-: __ • 12· .•: ,r·· -. .. ' ,:~ -...-12·--1½" 4" min FIGURE 14--SLAB FIGURE15--PERSPECTIVE FIGURE 16-PLAN VIEW EDGE VIEW SSTB BOLTS AT SLAB ON GRADE: GARAGE CURB (SH Figures 17, 18, and 19) Dlmenalone lln.1 Allowable Ten1lon Loads /Iba,\ Model No. Curb Width Dia. Langth Min. Embed. (lo) Wlnd&SDCA&B Steo~End I SSTB28 6 ,,. 297/e 247/e 9,685 1 ,. ' Step-down end ►I 1• Corner / . Ii-\ 11¼' ·\\.:. 6" ·. .-_; !:v max. • \\ It• ... .,. -,: .1..., '\~ I < ·. .,': .!--~ ' ·. ~~: -V .. -12· . r 1½' .. FIGURE 17-SLAB FIGURE18-PERSPECTIVE GARAGE CURB For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.895 kPa. 1Unless noted otherwise, see footnotes 1, 2, 4, 5, 7 and 8 under Table 1. 2Top #4 rebar not required. VIEW Comer 11 880 4"min SDCC -F I ste..-n End I Comer 8.475 10,395 . ~ . Slab not I .. I shown I for clarity I L --------, I I . I I , .. . •, I I I I ~ ►I -. 4" mir I-16' min - FIGURE 19-PLAN VIEW 3Midwall loads apply when the anchor is 1.5 1. or greater from the end. For bolts acting in tension simultaneously, minimum bolt center-t<><enter spacing is 3 1 •. SIMPSON Strong-Tie Anchor Designer™ Software Version 3.1.2301.3 ~ 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, ho1 (inch): 8.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmln (inch): 11. 75 Coe (inch): 13.33 Cm1n (inch): 1.75 Sm1n (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® -SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 ~- Cl. @ llE Cl) i tu• •.• ,.,.,,..,. ,,,, Company: La Costa Engineering I Date: I 6/28/2023 Engineer: Martell B. Montgomery I Page: I 1/5 Project: White Addition/Remodel Address: 2226 Faraday Ave., Carlsbad, CA 92008 Phone: (760) 931-0290 E-mail: martymontgomery@gmail.com Project description: Location: Line 1 Fastening description: Retrofit Hold down bolts Base Material Concrete: Normal-weight Concrete thickness, h (inch): 22.00 State: Uncracked Compressive strength, r c (psi): 2500 4-'c.v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: No Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.slronglie.com .., 9 Anchor Designer™ Software Company: Engineer: Project: La Costa Engineering I Date: I 6/28/2023 Martell B. Montgomery I Page: I 215 White Addition/Remodel SIMPSON Strong-Tie Version 3.1.2301 .3 Address: 2226 Faraday Ave., Carlsbad, CA 92008 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.3 (d} is satisfied Ductility section for shear: 17 .10.6.2 not applicable Oo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Phone: (760) 931-0290 E-mail: martymontgomery@gmail.com Nua [lb]: 658 (LINE 1, 329 Strength level w/ reduction by 1/2 due to flexible diaphragm) Vuv. [lb): 0 Vuar (lb]: 0 <Figure 1> 6581b z l i V )··· ...... ... ··· •• ········-. .... ··• ......... ................. ......... X ··------••••••••. ···········• ... y Olb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com A 0 SIMPSON Strong-Tie <Figure 2> Anchor Designer™ Software Version 3.1.2301 .3 Company: Engineer: Project: Address: Phone: E-mail: 24. 0 La Costa Engineering I Date: I 6/28/2023 Martell B. Montgomery I Page: I 3/5 White Addition/Remodel 2226 Faraday Ave., Carlsbad, CA 92008 (760) 931-0290 martymontgomery@gmail.com j LO C"J ....... LO "' ....... Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ~ T 1 SIMPSON Strong-Tie ® Anchor Designer™ Software Version 3.1.2301.3 a_ BUYlliog ADCbQC forces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Shear load x, N,. (lb) V,p (lb) 658.0 Sum 658.0 Maximum concrete compression strain (%a): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb); 658 Resultant compression force (lb): 0 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'N~ (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Stranath ot Anchor in Tension (Sec-17,6,1) N,. (lb) ; /iN .. (lb) 13110 0.75 9833 5-Concrete Braakout Strength of Anchor in Tension CSec. 17-6-2) N, = k.,,!,✓f,h,,'' (Eq. 17.6.2.2.1) k, -'• r, (psi) h,r (in) N, Qb) 24.0 1.00 2500 6.833 21435 0.75¢N., = 0.75¢ (ANol ANro) 'l'.,,N'l',,N'l'op,NN, (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2) AN.o (in' C11,mJn (in) 1fled,N 'Yc.N 183.00 420.25 1.75 0.751 1.00 §. AdbtliD §tttnslb of AngJgr io Itn1ion {§1c. 11.§.~l fJ<.Llflcr == Th,1.N1,;rf$hort-terml<sataN.seJs fk.11ncr (psi) , __ Kd, aN.ffls 1060 1.72 1.00 1.00 Nt,a = A afuncr1tdahar(Eq. 17.6.5.2.1) .l, 'rliflcr (psi) d, (in) h., (in) N,,.0b) 1.00 1823 0.63 8.000 28639 0. 751/)Na = 0.75qS (ANal AN110) 'Ped.Na 'l'cp,NaNba (Sec. 17.5.1.2 & Eq. 17 .6.5.1a) ANa (in2) ANao (in2} CNe (in) Ca,mm (in) 'Yoo.Na 127.81 258.98 8.05 1.75 0.765 La Costa Engineering I Date: I 6I2812023 Martell B. Montgomery I Page: j 4/5 White Addition/Remodel 2226 Faraday Ave., Cartsbad, CA 92008 (760) 931-0290 martymontgomery@gmail.com Shear load y, Shear load combined, V,., Qb) ✓r,t,u)'+r,t,.,)' (lb) 0.0 0.0 0.0 0.0 1/'cp,N N, (lb) ¢ 0.75,PN,, (lb) 0.901 21435 0.65 3078 n,uncr {psi) 1823 Pp.Ne N,o (lb) ,p 0.75,PN, (lb) 0.604 28639 0.65 3184 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847 .3871 www.strongtie.com • 2 SIMPSON Strong-Tie 11. Results Anchor Designer™ Software Version 3.1.2301.3 Interaction of Tensile and Shear Forces {Sec-17.8) Tension Factored Load, Nu. (lb) Steel 658 Concrete breakout 658 Adhesive 658 Company: La Costa Engineering I Date: I 6/28/2023 Engineer: Martell B. Montgomery I Page: I 5/5 Project: White Addition/Remodel Address: 2226 Faraday Ave., Carlsbad, CA 92008 Phone: (760) 931-0290 E-mail: martymontgomery@gmail.com Design Strength, 0N, (lb) Ratio Status 9833 3078 3184 O.D7 0.21 0.21 Pass Pass (Governs) Pass SET-XP w/ 5/8"111 F1554 Gr. 36 with hof = 8.000 Inch moots tho selected design criteria. 12. warnings • T 3 -When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Per designer input, ductility requirements for tension have been determined to be satisfied -designer to verify. -Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied -designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 White SFH Addition 2165 Dickinson Drive Carlsbad, CA. 92008 8/10/2023 TRUSS CALCULATIONS REVIEWED AND APPROVED FOR LOAD AND LOCATION ONLY. 40' 2" 18' 10ft r )> -I oz:a ooc )>)>(/) ::! "ti (/) O"tJO Z:D)> oor z<o rmc -<or r+------11========n7 • "Tl~ o-:aO z rcn 0 :a ►m o< )>-zm o:E m 0 " "l REG/, * I"'\ V- lX ' / ~ ~-.f;>_ z '1">'2 :;~ < l01 o -Oo .--< ~(.,J "" u,~ ~""-v ~ ·~\.~~ :D 1~~33NI~ • - !;-"' 0 0 ~ [ J l " " , m ><1 l~I ~. ;o m s:: ► z l ' 11 t ~ ""I ' ~ 12'IO!i., I'\ ~ At2f4)u~ ~ ~· z Ci) I/ ./ ~ r :!l '" ii '- Roof Truss Layout ~ ,. "' "' "'"x ,.0::oz -• 0 mdos.-1 .;-c ~ ;g gJ n,()3-g.·· ~g-g: .. ia(O ~ d ;o m s:: ►• Z1 ~ _Js_L_S, A E T ---1A....RAM ___NL m "' 'l NOTICE TO BUILDING OFFICJALS, ARCHITECHTS, AND ENGINEERS: N "l ~ NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION JNFORMATJON ONLY w ;;; I White SFH Addition ~ l;l • 0 , ..... w " 2165 Dickinson Drive ~ w • ' (II ~ CARLSBAD CA 0 , 92008 S gne rys§.com ... - ~ "' i5 > z I ,en; 'Milek· Re: 230735-A White SFH Addition • MITek, Inc. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 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: R77767650 thru R77767652 My license renewal date for the state of California is September 30, 2024. EXP. !l-30-2024 August I 0,2023 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSl/fPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes}, which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek orTRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicabUity of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. J~b Truss Truss Type Qty Ply White SFH Addition 230735'A A01 California Girder 1 2 R77767650 Jnb ccd,,,. ..... nce lootionaO 1 Stone Truss, Inc., Oceanside, CA -92054, Run: 8.63 S Jul 28 2023 Print; 8.630 S Jul 26 2023 MITek Industries, Inc. Wed Aug 09 16:08:57 ID:IYEDIIH479UXqoBQg1zPQ?ypXQz-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCOoi7J4zJC?f Page: 1 -2-0-0 3-10-15 4--0 6-9-0 6--1 2-0-0 3-10-15 0--1 2-9-0 0--1 Special 12 4X8. 4x4• 6, 0 ~I -1~ N 0 0 ; ~ ! ~ tr 0 8 20 21 22 7 1x4 1 3x4• 3x4= LUS24 LUS24 LUS24 LUS24 3-6-12 7-2-4 3-6-12 3-7-8 Scale; 1;35.3 Loading (psij Spacing 2-0-0 CSI DEFL In TCLL {roof) 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.01 TCDL 16.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.03 BCLL 0.0* Rep Stress Iner NO WB 0.04 Horz(CT) 0.01 BCDL 10.0 Code IBC2021/TPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1&Btr G 2X4 DF No.1&8tr G 2X4 DF Std G Structural wood sheathing directly appBed or 6-0-0 oc purfins. Rigid ceiling directly applied or 10-0-0 oc bracing. (slze) Max Horiz Max Uplift Max Grav 2=0-3-8, 5=0-3-8 2=-45 (LC 46) 2=-195 (LC 7), 5=-190 (LC 8) 2=824 (LC 1), 5=819 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/66, 2-3=-1152/277, 3-4=-931/239, 4-5=-1082/250, 5-6=0/66 2-8=-21211055, 7-8=-217/1046, 5-7=-177/961 3-8=0/143, 3-7=-301/118, 4-7=0/236 1) 2•ply truss to be connected together with 10d (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. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) 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 (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. U; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed; end vertical left and right exposed; lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) • This truss has been designed for a Jive load of 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide will frt between the bottom chord and any other members. 7) A plate rating reduction of20% has been applled for the green lumber members. 8) All bearings are assumed to be DF No.1&Btr crushing capacity of 625 psl. 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 195 lb upllfl at Joint 2 and 190 lb upnfl at Joint 5. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrentwith any other live loads. 11) Use Simpson Strong-Tie LUS24 {4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 8-8-4 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 238 lb down and 150 lb up at 3-8-8, and 80 lb down and 65 lb up at 5-4-8, and 240 lb down and 149 lb up at 6-9-6 on top chord. The design/selection of such connection device(s) is the responsibJJity of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-3=-72, 3-4=•72, 4-6=•72, 9-12=-20 Concentrated loads (lb) Vert: 3=-110, 16=-79 (F), 17=-110, 19=-3 (F), 20=-17 (F), 21=-17 (F), 22=-17 (F), 23=-3 (F) • WARNING -Verify dl.algn ~ 111d READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IIU-7473 nw. 11212023 BEFORE USE. Design valid far use only with MiTek® connectors. This design is based onlyuplln parameters sh<>Wl1, and Is far an indMdual building componeot, not a lruH system. Before use, the bl.lilding des'Qner must verify the applicability of design parameters and properly incorporale this design Into the overall building design. Bracing illdicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permaoent bracing Is alwa)'ll required for stability and to prevent collapse with p,;,ssible persorial J11Jury aod property damage. For genera/ guidance regarding the (lac) 7-8 7-8 5 10-9-0 3-10-15 18 23 LUS24 10-9-0 3-6-12 Vdefl Ud >999 240 >999 180 n/a nla fabrication, storage, delivery, erection and bracing oflrus.ses and truss systems, see ANSVfPl1 Quality Criteria and DSB-22 available from Truss Pl>1te lnsmute (www.tpinst.org) and BCSJ Building Component Safety Information available from the Structural BuJlding ComponeritAssocialion (www.sbcscomponerits.com) 12-9-0 2-0-0 6 3x4 .. PLATES GRIP MT20 220/195 Weight: 93 lb FT=20% * August 10,2023 Milek· 400 Sunrise Ave., Suite 270 RosevUle, CA 95661 916.755.3571 f MiTek-US.com Job Truss Truss Type Qty Ply White SFH Addition 230735-)\ A02 Common 8 1 R77767651 Job Reference footional) 'Stone Truss, Inc., Oceanside, CA -92054, Run: 8.83 S Jul 28 2023 Print: 8.630 S Jul 28 2023 MITek Industries, lnc. Wed Aug 09 16:08:59 ID:hSJqGvRcqn5OmytsK61VZAypY6g-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrc□ol7J4zJC?f Page: 1 -2-0-0 2-0-0 13 3x4"' Scale = 1 :30.3 Loading (psij Spacing 2-0-0 14 5-4-8 5-4-8 12 61 15 5-4-8 5-4-8 CSI 4x5= 3 6 1x411 DEFL in (Joe) 10-9-0 5-4-8 17 10-9-0 5-4-8 I/def! Ud TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.04 6-9 >999 240 TCOL 16.0 LumberOOL 1.25 BC 0.19 Vert(CT) -0.08 BCLL o.o· Rep Stress Iner YES WB 0.07 Horz(CT) 0.01 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOTCHORO WEBS NOTES 2X4 OF No.1&Btr G 2X4 DF No.1&Btr G 2X4 OF Std G Stn.Jctural wood sheathing directly applied. Rigid celllng directly applfed. (size) 2=0-3-8, 4=0·3-8 Max Horiz 2=60 (LC 11) Max Upllft 2=·90 (LC 11), 4=·90 (LC 12) Max Grav 2=643 (LC 1 ), 4=643 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/66, 2-3=-635/172, 3-4=-635/172, 4-5=0/66 • 2-6=..a/537, 4-6=-8/537 3-6=0/157 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3•second gust) Vasd=87mph: TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2--0-13 to 0-11-3, Interior (1) 0-11-3 to 5-4·8, Exterior(2R) 5-4-8 to 8--4-8, Interior (1) 8-4-8 to 12-9-13 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) "Thfs truss has been designed for a Jive load of 20.0psf on the bottom chord in ell areas where a rectangle 3-06-00 tall by 2·00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) All bearings are assumed to be DF No.1 &Btr crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at Joint 2 and 90 lb uplift et Joint 4. 7) This truss has been designed for a moving concentrated load of 250.0lb lfve located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard .A WARNINO. Verll'ydnlgn ,-.melflno and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 n,v.11212023 BEFORE USE. Design valid for use only wl!h Milek® connectors. This design is based only upon perameief'S shown, and is for an Individual building component, not a truss system. Befol"fl use, the building designer must verify the appf1cablllly r:J design paramatars and properly Incorporate lhis design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Add~ional tempora,y and pennanent bracing is always required for stability and to prevent collapse with poHibla penKNlal injury and property damage. For general guidance regarding lhe 6-9 >999 4 n/a fabrication. storage, OOllvery, erection and bracing of trusses and truss systems. see ANSIITP11 Q11ality Criteria and DSB·22 available from Truss Plata Institute (www.tpinslorg) and BCSI Building Component Safety lrrformatlon available from the Structural Building Component Association (www.sbcscomponents.com) 180 n/a 12-9-0 2-0-0 PLATES GRIP MT20 220/195 Weight: 41 lb FT=20% Milek· 400 Sunrise Ave., suite 270 Rosevme, CA 95661 916.755.3571 / Milek-US.com 5 J9b Truss Truss Type Qty Ply White SFH Addition 230735-A 1 R77767652 A03 Common Supported Gable 1 Job Ref,. ...... nce ,ruw,onal\ Stone Truss, Inc., Oceanside, CA-92054, Run: 8.63 S Jul 28 2023 Print: 8.630 S Jul 28 2023 MITek Industries, Inc. Wed Aug 09 16:09:00 ID:bu9smhNTUJNY AtEma?b3DUypXQs-RfC?PsB70Hq3NSgPqnl8w3ullXbGKWrCDoi7 J4ZJC?f Page: 1 -2-0-0 5-4-8 2-0-0 5-4-8 4x4 = 5 23 22 3x4., 10-9-0 Scale= 1 :29.4 Plate Offsets (X, Y): [2:0-0-4,EdgeJ, [8:0-0-4,EdgeJ Loading (psij Spacing 2-0-0 csr DEFL in TCLL (rooij 20.0 Plate Grip DCL 1.25 TC 0.20 Vert(LL) n/a TCDL 16.0 LumberDOL 1.25 BC 0.05 Vert(CT) n/a BCLL o.o· Rep Stress Iner YES WB 0.03 Horz(CT) 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1&Btr G 2X4 DF No.1 &Btr G 2X4 OF Std G Structural wood sheathing directly applied. Rigid ceUlng dlrectly applied. (size) 2=10-9-0, 8=10-9-0, 10=10-9-0, 11=10-9-0, 12=10-9-0, 13=10-9-0, 14=10-9-0, 15=10-9-0, 19=10-9-0 Max Horlz 2=60 (LC 11), 15=60 (LC 11) Max Uplift 2=-69(LC11), 8=-80 (LC 12), 10=-18 (LC 12), 11=-36 (LC 12), 13~38 (LC 11), 14=-18 (LC 11), 15=-69 (LC 11), 19=-80 (LC 12) Max Grav 2=411 (LC28),8=411 (LC44), 10=349 (LC 34), 11=297 (LC 41), 12=284 (LC 40), 13=297 (LC 39), 14=349 (LC 28), 15=411 (LC 28), 19=411 (LC44) (lb) -Maximum Compression/Maximum Tension 1-2=0/66, 2-3=-172/129, 3-4=-70/93, 4-5=--96/135, 5-6=-96/135, &-7=-70/90, 7-8=-167/129, 8-9=0/66 2-14=-148/230, 13-14=-20/105, 12-13=-20/105, 11-12=-20/105, 10-11=-20/105, 8-1 0=-148/238 5-12=--237/0, 4-13=•272/86, 3-14=-298/99, 6-11 =-272/86, 7-10=-298/99 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCOL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer(3E) -2-0-13 to 0--11-3, Exterlor(2N) 0-11-3 to 5-4-8, Comer(3R) 5-4-8 to 8-4-8, Exterior(2N) 8-4-8 to 12-9-13 zone; cantilever left and right exposed; end vertical left and right expOsed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) 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 appllcable, or consult qualified buildlng designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6} Gable studs spaced al 1-4-0 oc. 7) • This truss has been designed for a Jive load of 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) All bearings are assumed to be DF No.1 &Btr crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 69 lb uplift at joint 2, 80 lb uplift at joint 8, 38 lb uplift at joint 13, 18 Jb uplift at joint 14, 36 lb uplift at joint 11, 18 lb uplift at joint 10, 69 lb uplift at joint 2 and 80 lb uplift at joint 8. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7/16~ structural wood sheathing be applied directly to the top chord and 1/2~ gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ... WARNING. V.rtfy dulgn parwnatars •nd READ NOTES ON THIS AND INCUJOED MITEK REFERENCE PAGE Mll-7473 rsv.11212023 BEFORE USE. Design valid for use only with Milek® connectors. Tllis design Is based only upon parameter5 sllown, and Is fw an Individual buildtng component, not a truss syslem. Berora use, the building designe, must verify the sppl/cabilltyof design parameterll and properly Incorporate this design Into the overall bu"1lding design. Bracing indicated is to prevent buckling of indiV/dual truss web and/or chord members only. Additional temporary and pl!ITYlanent bracing is always required for slablllty and to prevent collapse with posslble personal injury and property damage. For general guidance regarcting the 5-4-8 Qoc) 1/defl Ud -n/a 999 -nla 999 19 nla nla falllicetion, slorage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Q1111lily Criteria and DSB-22 avaffable from Truss Plate Institute (www.tpjnsl.0fg) end BCSI Bulldlng Component Safely Information available from Ille Structural Building Component Association (www.sbcscompD11ents.com) 12.;J-0 2-0-0 3x4= PLATES GRIP MT20 220/195 Weight: 49 lb FT=20% fESS/Q ~ING ~ C70068 gj August 10,2023 Milek· 400 Sunrise Ave., Suile 270 Rosevjl)e, CA 95661 916.7553571 I Milek-US.com 9 DETAIL FOR COMMON AND END JACKS MII/COR -8 -20psf 7/9/2015 PAGE 1 --1 ®I I MAX LOADING (psi) TCLL 20.0 TCOL 16.0 ,SPACING , Plates Increase ; Lumber Increase ·, Rep Stress Iner 2-0-0 1.25 1.25 YES BRACING TOP CHORD BOT CHORD Sheathed. MiTek lndustrfes, Inc. Corona Ca. ! BCLL 0.0 BCOL 10.0 Rigid ceiling directly applied. LENGTH OF EXTENSION MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 x 4 DF-L No.1 &BTR BOT CHORD 2 x 4 DF-L No.1&BTR AS DESIGN REQ'D 20'-0" MAX NOTE: TOP CHORD PITCH: 3/12~8/12 BOTTOM CHORD PITCH: 0/12~4/12 SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131"X3.0" MIN) NAILS~ 3" O.C. 2 ROWS I PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. / ! SUPPORT AND CONNECTl6N BY OTHERS OR 2-16d COMMON WIRE . (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED / @4'-0'' 0.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/316d COMMON WIRE (0.162"0/A. X 3.5" LGT) TOE NAILS / CONN. W/2 16d COMMON WIRE (0.162"01A X 3.5" LGT) TOE NAILS 8-0-0 t~~--~-,:..I~_; __ _::'-=°-----~, --J,--~~~ ... - t 2-0-0 E:<T. : 1:::<T. al,.,.._ __ 2-_o_-_o_~~ I f-4--'~~~_,,;~:''--.►.f-,,--,_,_, ___ 1 I / 11-0-0 I I I :r··· CONN. W/316dCOMMONWIRE (0.162"D/A. X3.5'' LGT) TOE NAILS -;:::J ,.,..,,,. _,,.,--- --::,,u-~-----------------. /: :-/[2]Fc"F~-----B-O_T_T_O_M ~::::~~:G_T_H_M_A_Y_B_E-2'--0" • -----~\ M-3X3 OR A BEARING BLOCK CONN. W/2 16d COMMON WIRE(0.162"DIA X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR 2-,J-O ►f----- PRESSUREBLOCKING 1NFO. ----l NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. A WAHNINU Vufjj11/c.~l!fl1 pammdu.1 .-.ml 111-:1W N01'JU1 ON TllJS IIND JNCt.flDRD »1TF.K RF.F'ERENCE PACIE .V/J,7'17.'J llF,1'01?6 llSF., Design valid for use only w~h MTek connec!ors. Th!s design is based only upon poramelers shown. and is for on lndMduaf building component, Appricabillly of design poromenlers and proper lncorparotlon of camponenl is responsibi1ily or bu0dfng designer• not lnJ.!s designer. Bracing shown Is for loleroJ supporl of individual web members OOy. Add'11ionol temporary brodng to Insure stobiNIY during construe Hon is the responsiblllily of the ereclor, Addi!Janal permonenl bracing of lhe overall sfruclure ls lhe responsibility of the building designer. For generol gu!d'ance regord!ng robricot/on, quafily conlrol, sloroge. del/very. erecUon and bracing. consult ANSl/ff'II Quollly Cdl•da, DS8·89 and BCSII Bui ding Component Safely lnlormaffon ovoifoble from Truss Plate lnstilute, 583 D'Onofrio Drive, Madison, WI 53719, 250 Klug Circle Corona, Ca. 92879 30/2022 CORNER RAFTER 8'-0" SETBACK MIi/SAC -9 -8S8 20-14-2 7/1712014 PAGE 1 --@ MINIMUM GRADE OF LUMBER TOP CHORD:2X4 NO.1 & BTR DF-l-GR LOADING (PSF) L D • 3-0-0 BOT CHORD:2X4 NO.1 & BTR DF-l-GR STA. INC.: LUMB= 1.25 PLATE= 1.25 REPETITIVE STRESSES NOT USED TOP 20 14 SPACING : 24.0 IN. O.C. NO. OF MEMBERS = 1 NOTE: 1. All CONNECTIONS TO SUPPORTS BY OTHERS 2. All PLATES ARE MITEK MT20 _J 8'-0" SETBACK 12 2.83 5.66; -~---EXTENSIOII< SUPPORTS SHALL BE PROVIDED ALONG EXTENSION@ 5'-8" O.C. Mf 203 PLF SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced! with 22" 2x4 DF No.2 or btr. scab ' to one face with.131x3 min. nails @ 3" o.c. 2 rows MiTek Industries, Inc. Western Division 3x6 (TYP.) UNIFORMLY DISTRIBUTED 3X10 .. SUPPORT 6x6 • ► ... 112" GAP MAXIMUM BETWEEN SUPPORT ANO ENO OF RAFTER R:326 +OH. LENGTH OF HEEL PLATE· (MIN. 4") 11-3-12 SUPPORT R=768+EXT. .A, WARNING. Verify delllgn P4ram1tt,trs and READ NOTES ON 11lIS AND JNCLUDE;D llfITEK REFERENCE PAGE l!tlIJ. 7473 BEFORE VSE. Design volld fOf use only with MiTek connectors. This design is based only upon poronielers shown, and is for on incfwidual bull ding component, Appl!cability of design JX]romenlers and proper lncorporolion of con1ponenl Is respomibHity al building designer -not tn.m designer. &acing shown Is /or lolerol supporl al individuol web members only. Additional lcn1po1ary bracing lo lnsum srabilify during cons!ruc!ion is the resnons!billi1y of !Im erector. Addi1lonal permonenf bracing of !he overall structure is lhe responsibility ol fhe building deslgier. For general guidance regarding fahricotlon. (111nlily ,;:onlroL ,tomaF1. defivery. r-M!dion onci hrodno. c.ons(IJf ANSI/TPII Quaflly Criteria, OSB•B9 and BCSll Bulldlng Compon-nf Safely Information available from Truss Plate lns111ulP., 583 D'Onofrio Drive. Madison. WJ 53719. 30/2022 Citrus Heights, CA, 9561 7777 Greenback Lane -• Suile 109 MiTek• , SUPPORT OF B.C. OF STANDARD OPEN END 'JACK USING PRESSURE BLOCKS --® - 2x4 bot. chord of jack Loading (PSF): BCDL 10.0 PSF MAX MII/COR -PB f72CLLLL4L-LC-CL.<caMt<-. 2-(.131"X3.0"MIN) llllllis (1ypJ CALHIP- GJRDER t--., 6( / / / / / 2x4 block between jacks, nailed to carrier be w/6 W/(.131"X3.0" MIN) nails s aced at 3" o.c. / ""' / "' / I"' I"' "' PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER jack truss (lyp) ·"" I'°' "' ~ BC of carrier truss 2-(.131"X3.0"' MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(.131 "X3.0" MIN) NAILS@ 3" o.c. CONNECTION VALUE: 192 pounds per jack at 1.15 DOL up or down. 21 D pounds per jack at 1 25 DOL up or down. 268 pounds per jack at 1.60 DOL up or down. ,& WARNING -v.rm, Hslgn pa.rwneu,.. and REAP NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. ----4-- 24"TYP ---t 4/19/2016 PAGE 1 MITek Industries, Inc. Western DiVision Corona, Ca. 1 250 Klug Circle Corona, Ca. 92880 30/2022 l.--~ ~~y;~201; J -LATERALTOE-NAIL-DETAIL ___ -- . ___ • _________________ ---------------- F--------- MII-TOENAIL_SP [VJ□□® == == WlIJO MiTek USA, Inc. ~~[T;;J(n\ Q ~IJdllJ AMITakAfflU•to MiTek USA, Inc. NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. l--:;.HIS DETAIL APPLICABLE TO TH;-- THREE END DETAILS SHOWN BELOW --------------·-·---·------ ------------------ OE-NAIL SINGLE SHEAR VALUES PER NOS 2018 (lb/nail) --------------,---- DIAM. SP DF HF SPF SPF-S (!l .131 88.0 80.6 69.9 68.4 59.7 ts ~---·-r--~----r---- .135 93.5 85.6 74.2 72.6 63.4 --' ---- "1 1----:1.§g__ 108.8 99.6 86.4 84.5 73.8 --------"' "-(!l .128 74.2 67.9 58.9 57.6 50.3 z 0 .131 75.9 69.5 60.3 59.0 51.1 --' --"' "' .148 81.4 74.5 64.6 63.2 52.5 .; ~ VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM so·To so• I VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEARSIDE NEARSIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEARSIDE I I SIDE VIEW (2x6) 4NAILS NEARSIDE NEARSIDE NEARSIDE • NEARSIDE ANGLE MAY VARY FROM 3o•To so· Page 1 of 1 45.00° i 45.oo· 45.00° r/ 30/2022 j c:::Jc:::J ® MiTek USA, Inc. NOTES: [V]fJ□ == == 1. TOE-NAILS SHALL BE ORIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. LM UJ□ 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTak USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. ~ AMITekAtliJll!e ----- TOE-NAIL SINGLE SHEAR VALUES PER NOS 2018 (lb/nail) -------------- DIAM. SP DF HF SPF SPF·S C!> .131 88.1 80.6 69.9 ---68.4 .. 59.7_ z -- 0 .135 93.5 85.6 74.2 72.6 63.4 -' --·---r .. i'<i c--_J_~--118.3 108.3 93.9 91.9 802 . --"' ---=-==.c..--c C!> r-.128 84.1 76.9 66.7 65.3 57.0 z --g I--.131 --88.1 80.6 69.9 68.4 59.7 -~---l:o .148 106.6 97.6 84.7 82.8 72.3 "! ~--· ---L------"' C!> .120 73.9 67.6 58.7 57.4 50.1 z .128 0 84.1 -' 76.9 66.7 65.3 57.0 e,, .131 88.1 80.6 69.9 68.4 59.7 ~-----~ -"' .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) • 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (COL)= 317.0 lb Maximum Capacity .00° L/2 U2 VIEWS SHOWN ARE FOR [-·-·---------~-- _ _'LLUSTRATION PURPOSES ONLY J 45 DEGREE ANGLE BEVEL CUT 45.oo· / SIDE VIEW (2x3) 2 NAILS SIDE SIDE --- SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SQUARE CUT I SIDE VIEW (2x4) 3 NAILS NEAR SIDE FAR SIDE NEAR SIDE I SIDE VIEW (2x6) 4NAILS NEARSIDE . . ---, FARS/DE L NEAR SIDE -----/ FARS/DE SIDE VIEW (2x6) 4NAILS NEARSIDE NEAR SIDE f-+'n----i NEAR SIDE NEAR SIDE 30/2022 SIDE VIEW (2x3) 2NAILS NEAR SIDE ---~ FAA SIDE Page 1 of 1 [VJ[]□® == == OJUJ□ MiTek USA, Inc. ~[ID AMITftAfflDate " " ' " ' " VALLEY RAFTERS ( SEE NOTE #2) RIDGE BOARD ( SEE NOTE #6 ) PLAN DRAWING POST MiTek USA, Inc. GABLE END, COMMON TRUSS ----ClR GIRDER TRUSS VALLEY PLATE ( SEE NOTE #4 ) TRUSS TYPICAL ( 24" o.c.) POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. ( SEE NOTE #8) --~ GABLE END, COMMON TRUSS OR GIRDER TRUSS GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED {INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING {BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. TRUSS MUST BE SHEATHED 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. NOTE: 48" O.C. MAXIMUM POST SPACING LIVE LOAD= 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10, ASCE 7-16115 MPH (MWFRS) 4. INSTALL 2x4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2) 16d (0.131" X3.5") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C .. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4) 10d (0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH ( 3) 10d (0.131" X3") TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24~O.C .. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (0.13r X3.5") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3) 16d (0.131" X3.5") TOE-NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.C ( OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WJTH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.131" X 3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIA LARCH OR SOUTHERN PINE. POSTS EXCEEDING 7S' SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED (2) PLY2X4's FASTENED TOGETHER WITH 2 ROWS OF 10d (0.131" X 3") NAILS 6" O.C .. 30/2022 Symbols PLATE LOCATION AND ORIENTATION \L~ Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. o-111· For 4 x 2 orientation, locate plates 0-1t1J' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION t? 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 reaction section indicates joint number/letter where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1: National Design Specification for Metal DSB-22: .SCSI: .. Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Numbering System 1 Cl "' 0 J:: CJ "-~ 8 6-4-8 I dimensions shown in ft-In-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 Joint ID typ. C2-3 WEBS C8-7 BOTTOM CHORDS 7 6 5 Cl "' 0 J:: CJ a. 0 I- 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-1988, ESR-2362, ESR-2685, ESR-3282 ESR-4722, ESL-1388 Design General Notes Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSlfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2023 MiTek® All Rights Reserved Milek· MiTek Engineering Reference Sheet: Mll-7473 rev. 1/2/2023 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracJng, fs always required. See BCS!. 2. Truss bracing must be designed by an engineer. For wide truss spacing, indlvidual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSl/fPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSlrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 1 o. Camber is a non-structural consideration and is the respons!blllty of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or pur!ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSlrrPr 1 Quality Criteria. 21. The design does not take into account any dynamic or other loads other than those expressly stated. • Tim White 2165 Dickinson Drive Carlsbad, California 92008 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "l" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 June 26, 2023 Project o 23-1107 A 7 Subject: SoiJ Parameter Recommendations for Two-Story Addition 2165 Dickinson Drive Carlsbad, California 92008 Dear Mr White In accordance with your request, we have performed a subsurface exploration and laboratory , testing on representafrve samples of the subgrade soils to provide soil parameters for the design of the two-story addition to be located at 2165 Dickinson Drive. in the City of Carlsbad, California A review of the geologic map pertinent to the area and the site investigation indicate that the subject site is underlam by approximately 3 5 feet of medium dense to dense fill soils and dense sandstone of the Santiago Formation to the explored depth of 5 feet The fill soils consisted of t., moist, medium dense to dense, silty sand with a trace of clay These soils are granular and exhibit a low potential for expansion (cl 22) ALLOWABLE SOILS BEARING VALUE An allowable soils bearing value of 2,000 pounds per square foot may be utilized for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into the medium dense to dense fill soils as set forth in the 2022 California Building Code This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2 LATERAL EARTH RESISTANCE Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passiH pressure of 250 pounds per square foot per foot of depth may be used A coefficient of friction of 0.35 is recommended The soil's passive pressure as well as the bearing value may be increased by I /3 for wind and seismic loading RECEIVED JUL 12 2023 CITY OF CARLSBAD BUILDING DIVISION > 1---0 r:·· .ft 'i r:-· 1 .i i.-' ~ ) \, :a.:.... I Soil Parameter Recommendations for Two-Story Addition 2165 Dickinson Drive Carlsbad, California 92008 SEISMIC DESIGN V ALOES Seismic design values arc presented on the attached Figure 5. FOUNDATION EXCAVATION OBSERVATION Pagel June 26, 2023 Projtct No. 23-1107A7 Foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or ooncrctc for conformance with the plans and specifications and the intent of this report. If we can be of any further assistance, please do not hesitate to contact our office. Respectfully submitted, )1 i t , ~ Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 J\.ttachmt!nts: Figures l through 5 and References EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. • Soil Parameter Recommendations for T~, o-Sto~· Addition 2165 Dickinson Drh·e Carlsbad, California 92008 FIGURE l VICINITY MAP 'FOX Corporate Hous n Page 3 June 26, 2023 Project No. 23-1J07A 7 EAST COUNTY SOIL CONSULTATION AND ENGlN EERING, INC. Soil Parameter Recommend11tions for T" o-Stol') Addition 216.5 Dickinson Drhe C:1rlsbad, California 92008 FIGURE 2 LOCATIONS OF TEST BORING LEGEND B-1 • APPROXPvJATE LOCATION OF TEST BORI G Pa~c 4 June 26, 2023 Project o. 23-1107A7 EAST COUNTY SOIL CONSULTATIO~ A D ENGINEERI G, IN(. Soil Parameter Recommendations for Tno-Stol") Addition 2165 Dickimon Dri,e Carliibad, California 92008 FIGURE 3 LOGS OF TEST BORING BORING B-1 DEPTH SOIL DESCRIPTIO'\; Surface FILL 2 O' 3 5' 5.0' gra),1Sh bro\\n, moist, mechum dense to dense. si It) sand "ith a trace of cla~ " " " SANTIAGO FORMATION light gra). moist. medium dense to dense. silt) sand bottom of boring. no caving. no groundwater Boring backfilll!d 6/14/2023 Page 5 June 26, 2023 Project No. 23-1107 A 7 y 1123 13.7 Y = DRY DENSITY I PCF M = \fOJSTURE CONTENT fN °i, EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Soil Parameter Recommendation!! for T"o-tor) Addition 2165 Dickinson Drhe Carlsbad, California 92008 FIGURE 4 Page 6 June 26, 2023 Project No. 23-1107A7 RESULTS OF LABORATORY TESTS TEST LOCATION 8-1 a I 5" I INITIAL MOISTURE CONTENT (%) (() 2 U.S. Standard Sh~\e Size r I .. 1/2"" 3/8'· #4 #8 #16 #10 #50 #100 #200 EXPANSION INDEX (ASTM D 4829) SATURATED INITIAL DR\' EXPANSION EXPANSION MOISTURE DENSITY CONTENT (PCF) (%) 216 105 .t PARTICLE SIZE ANALYSIS (ASTM 0422) INDEX POTENTIAL 22 Percent Pa11!lin~ 8-1 11 1.5' Fill (()() 98 92 84 69 42 29 LOW SM _______ __, EAST COUNTY SOIL CONSULTATION AND ENGi EERJ G, JNC. Soil Parameter Recommendations for T,,o-Stor} Addition 2165 Dickinson Drile Carl!lbad, California 92008 Page 7 June 26, 2023 Pro,ject No. 23-1107A7 FIGURE 5 SEISMIC DESIGN VALUES The following CBC seismic design values may be used 2165 Dickinson Dr, Carlsbad, CA 92008, USA Design Code R•f•r•nce Oocum•nt Site Class Type Value , Ss 0989 ,;,! 0361 <,. < 1 C}(!J S,,1. n , I -';ee Se.:tk,f' 11.4 8 So 0 728 S:: ri..ill See St>cti"n 11 -1 8 Type Value Description soc fl\. -See St'-on 1~ 4 6 F~ 110.: F null -See Sect on 114 8 Description t>/26/2023 7 57.37 AM ASCE7· 16 II D • ':.t,tt Soil t! :EF gro.,rd mot on. (101 0 2 second period) !/, EF gr:,..,rid rno·,cn (for ! Os p£'(10d) c;;i•e-rr,od: o>d spec:ral a.:cel.-ra:,or vah,e Num.,.ric seismic d l'sign valuf' a, 0 2 second SA "-J ,mNic ce s.'Tiic des,g"I value a: 1 0 second SA EAST COUNTY SOIL CONSUL TATIO A D E GIN EERING, INC. Soil Parameter Recommendations for Tno-Stor) Addition 2165 Dickinson Drive Carlsbad, California 92008 REFERENCES Pagc8 June 26, 2023 Project No.23-1107A 7 ''2022 California Building Code, California Code of Regulations, Title 24. Part 2, Volume 2 of 2", Published by International Code Council 2 "Geologic Map of the San Diego 30' x 60' Quadrangle, California", by Michael P Kennedy and Siang S Tan, 2008 3. "Geotechnical and Foundation Engineering· Design and Construction", by Robert W. Day, 1999. 4 "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 5. ''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 6. '"Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No T . Published by ASCE Press. 1994 7 "Foundations and Earth Structures. Design Manual 7.2". by Department of Navy Naval Facilities Engineering Command. May l 982. Revalidated by Change 1 September 1986. 8. "Ground Motions and Soil Liquefaction during Earthquakes'', by H B. Seed and l.M Idriss, 1982. EAST COUNTY SOIL CONSULTATION AND ENGINEERING. INC. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Tim White 2165 Dickinson Drive Carlsbad, California 92008 10925 HARTl,F,Y ROAO, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 July 21, 2023 Project No. 23-1107A7 Subject: Review of Foundation Plan and Details for Two-Story Addition 2165 Dickinson Drive Carlsbad, California 92008 Reference: "Soil Parameter Recommendations for Two-Story Addition, 2165 Dickinson Drive, Carlsbad, California 9200R", Project No. 23-1 J07A7, Prepared by East County Soil Consultation and Engineering, Inc., Dated June 26, 2023. Dear Mr. White: In accordance with your request, we have reviewed the foundation plllll and details prepared by La Costa Engineering of Carlsbad, California for the proposed residence addition at the subject site. 'The foundation plan and details were found to be in accordance with the recommendations presented in the referenced geotechnical repurt. Our !inn should observe the foundation excavations for proper size and embedment into competent bearing soils. This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, --Mama.dou Sa iou o, . ,, CJ,y RCE 54071. GE 2704 SIORt.1 WATE8 POLLUJION_P~IIITION NQTEl,_ 1. All NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs 'IIIIEN RAIN IS EMINENT. 2. lliE OIINER/CONTRACTOR SHALL RESTORE All EROSION CONTROL ~CES TO WORKING ORDER TO lliE SATISFACTION OF lliE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL 3. lliE 01\NER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY lliE CITY INSPECTOR DUE TO INCOMPLETE GRAlllNG OPERATIONS OR UNFORESEEN CIRCUMSTANCES 'IIIIICH MAY ARISE. 4. All REMOVABL£ PROTECTIVE DE"1CES SHALL BE IN PLACE AT lliE END OF EACH Y«lRKING DAY 'IIIIEN lliE FlVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( <!OX). SILT AND OlliER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALL£D AND MAINTAINED. 7. lliE CITY INSPECTOR SHALL HAVE lliE AUlliORITY TO ALTER llilS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE \lllli CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND ANO ACKN°"-EDGE THAT I MUST, (1) IMPLEMENT BEST MANAGEMEIH PftACTICSS (BMPS) DURING ca<STRUCTION ACTIVITIES TO THE MAXIMUM EXlENT PRAC11CA8t.£ TO A\QD THE MOBIUZATION OF' P<UUTANTS SUQ-1 AS SEDIMENT AND TO A vao THE EXPOSURE OF' STORM WATER TO CONSTRUC'JION REIATED Pa.LUTANTS; AND (2) ADHERE TO, ANO AT All TIMEs. COMPLY "'TH THIS CITY APPROVED TIER 1 ca<SlRUCllON ..-e lHROUGHOUT 11£ DURATION OF THE CONSTRUCTION ACTI~TIES UNnL THE CONSTRUCTION QI( IS COMPLETE AND APPRQ'w[() BY THE CITY OF ~- /) p. "'I , "-'I {j e_(J._ {::J; O~PR-7-'Ll)~L._7 S A N~gGNAffi) DATE 0 E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP CB ___ _ E-29 SW ' - BEST MANAGEMENT PRACTICES (BMP) SELECTION TABlE -"""" -"'"""----w... Manegarnwinf Miltlllllll ---"'"""-BM"' "'"""""" s i j ii s ~ l j ll 111 I Ii f s s• i .2' I ii f ,§ BeltMalagel1181fi Pf'ldk:e' .. z 1! i ! lz I s, ji (BMP)llNaiptiol, ➔ I ii ! i I j i J«! ]• H l:e Ii iJ l I I 1 1J i iE il ii j , .. If JI "i i ~ !.§ ;d ""' CASQA-➔ ~ m ~ i -~ ~ ~ m ~ , T ' N ;]; ~ ~ m T N ~ • ~ ~ ~ 1H 1H bl ~ I J, J, J, 11 i ~-i,j i,j I!; I!, z z z z I -• ~ Disturbance Trench ii" tion :,;; St In~ Concrete alt Sawcuttlna Concrete Aotwort( Pa Con<>li ~ lnatollotion Stucco Work '., Woste D _,.,.. .., E ent Maintenance and Fuel/n" Haza.-.,, SJbatance Uaa -· Slte Accea Acrole Ott Other ftlat~ Instructions: 1. Check the box to the left of all appllcable construcUon activity {fht column) ~ to occur dlring conttructJon. 2. Localed t!foi:!.11 the top of the 8MP TabM Is o 11st of BIF', wltti It's con,spondilg ·Callfomlo stormwater Qualfty Aaeoclotlon (CASQA} ~Ion number. Choose one or men SMP"""s you Intend to.use during conttructfon from the 11st. Oleck the box whwe the chOWI acl!Ylty row lntnecta 'irfth the BMP column. 3. R• to the CAS0A construction hancl>ook for Information aid delais of the chosen BMPs and how to apply them to tht project. PROJECT INFORMATION Site -'l.t 1o,s:; )).e,k,>Ae-Q,,. • j_ ii ~I m i SHOW THE LOCI T/ONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PIAN/EROSION CONTROL Pl.AN. SEE THE REVERSE SIDE OF THIS SHEEr FOR A SAMPLE EROSION CONTROL Pl.AN. Anestor'1 Parcet Numbr. ------ Emergenoy eon,act.r + .. L. Ncm~ _fl.!_ I). I ('. 24 "''" Phoo~ 760-5 {g-'{3 Y '- Construction lhreat to Storm Water Quality (O>ed< Box) OMEilftJM □LOW J- 1 m I I Page 1 of 1 REV 02/16 C cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www .carlsbad ca .gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application . The Carlsbad Municipal Code (CMC) can be referenced during completion of this document. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: S ~e Contact information of person completing this checklist (if different than above): Name:~ Company name/address: B-50 Contact Phone: Contact Email: Page 1 of 7 BP No.: Date: Revised 12/22 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown ___________ _ Complete Ser.iloll(s) Nolll: ~ Residential D New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU D Additions and alterations: D BPV < $60,000 N/A All residential additions and alterations -~ BPV .? $60,000 <GV 1-2 family dwellings and townhouses with attached garages D Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are D BPV .? $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 28* *Multi-family dwellings only where .?$1,000,000 BPV AND BPV ;:: $1,000,000 affecting .?75% existing floor area 0 Nonresidential and hotels/motels D New construction 1 B, 28, 38, 48 and 5 D Alterations: D BPV .? $200,000 or additions.? 18, 5 1,000 square feet D BPV.? $1,000,000 18, 28, 5 Building alterations of.? 75% existing gross floor area .? 2,000 sq. ft. new roof addition 28, 5 1 B also applies if BPV .? $200,000 Instructions: 1. Choose first between residential or non-residential based on the type of project being submitted. 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. I The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The* indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV ~ $1,000,000. CAP sections 1 B, 28 and 5 would be applicable to this project. (Energy efficiency, Solar PV and Transportation Demand Management (TOM)*) It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 3 Checkllst Item Check the apprapriatl boxes, explain .. rd applcable 111d excepllan Items, and provide aupporting cabllllions and docunentllon. nec■IIIY, 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. Residential addition or alteration'?. $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. □ NIA ________ _ Year Built Single-family Requirements □ Before 1978 Select one option: D Duct sealing D Attic insulation □Coolroof □ 1978 and later Select one option: □ Lighting packaqe D Water heating package □ Between1978-1991 '1il. ·1992 and later □ Exception: Home energy score '?. 7 (attach certification) Multi-family Requirements □ Attic insulation Select one option: D Duct sealing D Attic insulation D Cool roof Select one option: D Liqhting package D Water-heating package B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations'?. $200,000 building permit valuation. See Section 18.21.050 of the CMC and CAL Green Appendix AS. At least one measure from each applicable building component required. 0 NIA _______ _ A5.203.1 .1 Choose one: D Outdoor lighting D Restaurant service water heating (Section 140.5 of the CEC) D Warehouse dock seal doors D Daylight design PAFs D Exhaust air heat recovery AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoor lighting AND mechanical) AS.211.1 ** D On-site renewable energy: AS.211 .3** □ Green power: (If offered by local utility provider, 50% minimum renewable sources) AS.212.1 □ Elevators and escalators:(Project with more than one elevator or two escalators) AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) * High-rise residential buildings are 4 or more stories. D NIA ---------- □ NIA ________ _ □ NIA _______ _ 0 NIA 0 NIA 0 NIA. ________ _ ** For alterations~ $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 28 below) instead. 4 2. Photovoltaic Systems A. □ Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA or SARA #d.u. Calculated kWdc• Exception sheets if necessary) □ D □ □ Total System Size: kWdc kWdc = (CFAx.572) / 1,000 + (1.15 x#d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. B. 0 Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects c?:$1,000,000 BPV AND affecting c?:75% existing floor area, OR addition that increases roof area by c?:2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) □ Gross Floor Area (GFA)Method GFA: Min.System Size: kWd □ If < 1 O,OOOs.f. Enter: 5 k\Ndc □ If~ 10,000s.f. calculate: 15 kWdc x (GFA/10,000) .. **Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method C. 0 Annual TDVEnergy use:*** ______ x .80= Min. system size: ______ kWdc *** Attach calculation documentation using modeling software approved by the California Energy Commission. *All newly constructed non residential, hotel/motel and highrise multifamily buildings that are required by CEC section 140.10(a)to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hotel/motel and multifamily additions, alterations or repairs that bigger solar due to the Car1sbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(g). 5 3. Water Heatin A Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: □ Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: □ Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. □ Heat pump water heater meeting NEEA Advanced Water Healing Specification Tier 3 or higher. □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: □ Heat pump water heating system with recirculation loop tank and electric backup. □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recover OR: □ System meets perfonnance compliance requirements of section 150.1(d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. □ Exception: ______________________________________ _ B. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential : □ Required: Water healing system derives at least 40% of its energy from one of the following: □ Solar-thermal □ Photovoltaics □ Recovered energy □ Required: High-capacity service water heating system 2. Water heating system is (choose one): 0 Heat pump water heater D Electric resistance water heater(s) □ Solar water heating system with .40 solar savings fraction 3. Hotel/motel: □ Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) □ Required: Located in garage or conditioned space Exception: 6 ... 4. Electric Vehicle Charging Residential • New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: "'One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) D New detached ADU. (no EV space required when no additional parking facilities are added) D New one and two-family residential dwellings and townhouse with attached private garage. D One EV Ready parking space required D Exception: __________ _ D New and major alterations to multi-family and hotel/motel projects: D Exception: ________________ _ Total Parking Spaces Proposed EVSE Spaces EV Capable (10% of total) I EV Readv(25% of Total) I EV charoers (5% of Total) I I *Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation <!$60,000 or include an electrical service panel upgrade. (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation t! $200,000, i nteriorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. D Non-Residential -New construction D Exception : _____________ _ Please refer to Section 18.21.040 of the CMC when completing this section Total Parking Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional) I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS Qnstalled with EVSE) □ 0-9 1 1 D 10-25 4 1 □ 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 □ 101-150 25 6 □ 151-200 35 9 □ 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .25 (rounded up to nearest whole number) EVSEothermaybe "EV Ready" or "EV Space· 7 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management {TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether your permit requires a TOM plan. If TOM is applicable to your pennit, staff will contact the applicantto develop a site-specific TOM plan based on the pennit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office ( all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, t()lhEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample ca1cu1atjons· Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: __________ _ Name: ______________ _ Date: ______________ _ Phone No.: _____________ _ 8 {city of Carlsbad CLIMATE ACTION PLAN ICAPI COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: OYEs ONO Complies with CMC 18.30.060 or 18.21.050 OYes ON/A Existing Structure, year built: ------,--, Prepared Energy Audit? Qes 0No Energy Score: ______ _ Efficiency Measures included in scope: 2. PHOTOVOLTAICSYSTEMAPPLICABLE: □YES □NO Complies with CMC section 18.30.040 and 2022 California Energy Code section 150.l(c)14 0 Yes Q/A Size of PV system (kWdc): Sizing PV by load calculations If by Load Calculations: 0Yes 0No Total calculated electrical load: 80% of load: Exception Requested Exception Approved BYes ONo Yes 0No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: 0 YES ONO 4. s. Complies with CMC sections 18.30.020 18.20.030 and/or 18.30.050? Alternative Source: □ Electric □ Passive Solar Exception Requested Exception Approved ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: OYes ON/A Oves □Yes □YES 0No □No ONO Complies with CMC section 18.21.030? Panel Upgrade? 0Yes ON/A 0 Yes ONo Required Provided Total EV Parking Spaces: No. of EV capable Spaces: No. of EV Ready Spaces: No, of EV Installed Spaces: Hardship Requested Hardship Approved ---i-:lves □Yes TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TOM Report on file with city?