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1599 TAMARACK AVE; ; CBR2023-2944; Permit
Building Permit Finaled Residential Permit Print Date: 07/02/2025 Job Address: 1599 TAMARACK AVE, CARLSBAD, CA 92008-2607 Permit Type: BLDG-Residential Work Class: Addition Parcel#: 2071305100 Track#: Valuation: $145,325.17 Lot#: Occupancy Group: R-3, U 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: Description: ZEPEDA: 611 SF ADDITION// PATIO COVER Applicant: Property Owner: JAMES CHINN 2120 JIMMY DURANTE BLVD, # UNIT 114 DEL MAR, CA 92014-2215 CO-OWNERS ZEPEDA MICHAEL AND HOLLY 1599 TAMARACK AVE CARLSBAD, CA 92008-2607 (858) 344-2425 (760) 807-2699 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) INSPECTIONS -RE-INSPECTION FEES PATIO -FRAME WITH COVER 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: $3,179.24 Total Payments To Date: $3,179.24 Permit No: Status: (cityof Carlsbad CBR2023-2944 Closed -Finaled Applied: 06/08/2023 Issued: 09/28/2023 Finaled Close Out: 07/02/2025 Final Inspection: 04/07/2025 INSPECTOR: Kersch, Tim de Roggenbuke, Dirk Alvarado, Tony Balance Due: AMOUNT $883.35 $197.00 $104.00 $151.00 $115.00 $6.00 $1,330.00 $18.89 $292.00 $82.00 $0.00 Please take NOTICE that approval of your project includes the "Imposit ion" 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 wit h the City Manager for processing in accordance with Carlsbad M unicipal Code Section 3.32.030. Fai lure 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 t o 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 NOTI CE 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 ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APP LI CATION 8-1 Plan Check Est. Value PC Deposit Date CT /Project #: _________________ Lot #:. ____ Year Built: _/_~..;;;~_3 ______ _ BRIEF DESCRIPTION OF WORK: /J[)j)1A,l!f ,;u(' ¥ /?1f,p ,i0il(l-p/ /YI/Jt-Ar: t1J,frf/vr -,bkk,( crl' New SF: Living SF, (I} (,II Deck SF,. ___ Patio SF,i(4'0 Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y o N New Fireplace? O YO N, if yes how many? ___ _ QJ Remodel: _____ SF of affected area Is the area a conversion or change of use? O Y 0, N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? __________ _ OSolar: ___ KW, ___ Modules, Mounted:ORoofOGround, Tilt: ()YON, RMA: OY ON, Battery:OYC N, Panel Upgrade; OY ON Electric Meter number: -----------0th er: APPLICANT {PRIMARY CONTACT) Name: f!\\ C9>b, \..f> vJU\~f\.. Address: a_v(p ~'f\ll\b Ql PROPERTY OWNER Name: r<\,cbo..«\ h \\cllf 2~rw¼. City: \J\<:, State:~ Zip: qv,eq Address: / ~ 171ffMffl tb& City: C~kif State: 0f Zip: qza:;8 Phone: ,vo-U.\ 5-03\e\, Phone: 7/A ,, 415: ~ 03/q Email: ru, CAb wq:u?'jffio.. ,, UM,, Email: _________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Business Name: L..Owtn~n Cof\cJr"vt.-+U~'\. ·----------------- Address: Address: ~V\i 5t~h~ ?'ii~-1~1 S 1nd,,-l\t' A,.}(_'"" City: State:. ___ Zip:.____ City: Vl>hr State: M Zip: 9'20 ~ '-/ Phone: Phone: Jtetl-'/I?"-c,3 tcf Email: Email: (!/lea.), wt ~tf2_ct,nttllcoa1. Architect State license: CSLB License #: / t> ,3 DI BJ Class:. ____ /_3 _____ _ Carlsbad Business License# (Required):. ______ _ APPLJCANT CERTIFICATION I Ct'rt1fy that I hovt' rt'od thL' oppllcollon and start that tht' obo I rmot,on ,s corrtCI and 1h01 tht lnformotlOII of t/lt plans ,s occurort I O'Jlt't' to comply w,th oiJ Qty ordinonc:t's and Stott' lows rt'/oting to b&Jildtng co,u1ruct1on / NAME (PRINT): "-'\, e,t'--.'--.. \.,ov-1(,(.f '~"-~~~:.._ _____ DATE: ~~.3 163S Faradav Avt ~,tsbad, CA 92008 Ph· 442 339 2719 Email Bu1ld1nlfllcfrl\Q.,I~'! REV. 04/'12 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ 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: lherebyaffirmunderpenaltyafperjurythatlam/icensedunderpravisiansafChapter9(cammenclngwlthSectlan7000)afDfvisian3 of the Business and Professions Code, and my license is Inf ult farce and effect. I a/soafllrmunderpenaltyof perjury one of the following declarations {CHOOSE ONE): Di ha~ and will maintain a cert1lic,te of consent to self-Insure for workl'l's' compensation provided by Section 3700 of thl' l.ibor Code, for the performance of the wort,. which this penn,t 1s issued PohcyNo _ ____ ________ _ __ _ -OR- D I have and will maintain worker's compenQtIon, as required by Section 3700 of the Labor Code, for the performance of the work for wh"h tl>1s permit " issued My workers' compen$.Jt1on IMu~nce c.imer and policy number are lnsurilnceCompany Nilme: __ ---~ ___________ _ Polley No. _________________________ Expiration Dilte: -OR- Wt'ert1f1c,te of u:emp11on· 1 certify tl>.-t in the performance of the work for which 1h1s permit Is Issued, I shilll not employ any person in any manner so as to become subJtct to the woricers' compenut100 LJw,-of Californla WAANING: flllure to secure workers compensation cover11e ls unlawful and sh.ill subject an employer lo almlnal penalties and civil fines up to $100,000.00, In addition the 10 the cost of compensation, dam.ices as provided for In Section .3706 of the Labor Code, Interest and attorney's fttS. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby aff,rm that there 1s a const,uct,on lend,n1 a,cency for the performance of the work this permit 1:s issued (Sec 3097 (1) Civ,I Code) lender's Name: _____________________ Lender's Address: CONTRACTOR CERTIFICA nON· n.. 1ppk1n1 ciert,r,u that •II doa1ments •nd plans clearly and accurately show all e•ist,111 and propoud t,u,ldin&J. structurts, acuu roads. and ut, l"'VutJ ty e __ ,,u. /IJI propo...t mod4,c.ot,ons -and/or add hons are dHrly l•beted on the site pl•n Ally potentil1lly exis1Inc dl'tll,l w1th,n lhCSjt pl.lns lrconststent w,th IN s.tt plan.,. not •pp,o.ed fo, conmun,on Mid INiy ~ ~uirtd to~ •lmNS or ~owd The c,tv's approval or the appl.at,on Is ~st'd on the prenuse that the subm,ned documenu and plan, lhow the c:orrrct d ~.m,ons al, the aropnty. bu',ld,r,p. struttures and their setbacks from pro~ny hnes and from one other. accns r~i/u~.,,...U. and u11L1,n The f'llnl"'I Ind pr~ .,.... of Heh bu!ld nc as nated lS IN4! and corren. all e.awmenu and oth,r encumbrance, to development hav ccurately shown and ~beltd as well as au on-s,te cr.tc11"1/sitt p,~r,t,on All ompro'ttments e111$t"'I on~ property -IT a,n,~tNS lt1 a«Otdanct "' th •I reaulat,ons In t"Clsttn u, me of lhtlr corutruetoon, unle,ss olh,,...,.. noted l NAME (PRINT): ~xeb \P+){M'-SIGNATURE: ~ DATE: q _1-1:) \ "1-7 Note: If the person sl,nlnc above Is an authorued acent for the contractor rovlde a le r of authorliatlon on contractor letterhud. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that f am exempt from Contractor 's License Law for the following reason: D 1, u owner of the property or my employees w,th wa1es as tht1r sole compens.atIon, will do the work and the struC1ure is not Intended or offered for s.ile (Sec. 7044, Business and Profl!SS40ns Code· The Contl'3ctor's Ucense Llw does not apply to an owner of property who builds or improves thereon, and who do1:1 such wont himself or thro1.1&h his own t>mployees, prCMded that such Improvements ilre not intended or offered for s.ile. If, however, the bu1ld1n1 or lmprovemt>nt l.s sold w,thin one yur of completion, the owner-builder will have the burden or prov1nc that he d•d not build or Improve for the purpose or sale) -OR- D I. u owner of the property, am exduslvely contl'3ct1n1 with licensed contl'3ctors t o construct the project (SK. 704-4. Business and Profeu,ons Code The Cont~ctor's License uw does not apply to an owner of propertY who bu,lds or Improves thereon, and contr.iru for such pro1Kt.s with contr.ictor(s) licensed pursuant to the Contractor's IJCense uw) -OR- D I am exempt under Business .and Profe"tons Code o,v,s1on 3. Chapter 9, Article 3 for this reason AND, D FORM B 61 •0wner Bullder Acknowled1ement and Verlncatlon Form" Is required for any permit luut>d to a property owner. By my signiture below I acknowh!'d1e that, except for my personal residence In which I must have resided for at least one yur pnor to completion of lhe improvements covered by this permit, I unnot le1ally ull a structure that I have built ai an owner-builder If 1t has not been constructed In Its entirety by hcensed contractors I undt>rstand that ocowof theopp//coble /ow, Sectfon7CU4 of the Busln~ondProf esstons Code, lsavoilob/euponr~st when this application is submitted or at Ille fol/ow(ng Website: http:/ /www.leglnfo.ca.gov/ca(aw.html. OWNER CERnFJCA T/ON The app!Jc,nt ce,til~I that ,II documents Ind plaM dHrly and 1ccur1tely show alt u1111n1 ■nd propo1ed bulldlJICS, S\1\JCIUft\, K(HI roads, Mid ut1ht1es/utwtv uurnenu All proi,os.d inod,f1e1tiom and/or ■dd,Uons ue dearfr labelNf on th<! sne plan Arl'r pottnt111tv «1M1n1 dtt■II within theu pla'I\ lnconsbtent with th• 11te pbn .,,, not app,owd fa, consUu<tlDII and NY be r~Ulred 10 ~ ■lltrtd or rernowd Tht aty's 1ppront of the apphollon Is bued on the premlll! thill the subm,tttd doQJmenb and plans shO'W the a,nect d,nwnllor» ol, the propl!fty, bulld,np. stn,cturn and the,r Hlbacb from prOjM'rty lints and from on• 1nothtr, accen ro1dt/r.1tmtn1t, and utihou Th• ulstInc and propo,ed "" of •Kh bu,ld.,. as 1111.td b true and correct. ,n numenu and othtr tncumbfancts to dewtopmrnt ha"1! been 1ccu11tely 1hown 1nd labeltd n 'Wd as au on Sitt cradinl/s te pr~nitlon. Al i"'prottmtmU wstu'I on the proptrty w~• compl.itd In ac:cord•n<• with 111 rtaulatlons In u11tt1tte 11 the ttmt of thrtr ~on11,uc110n, unl~u othN"W;.... noted SIGN: DATE: ----------------------No~: If the 1 bov • Is an authorlttd • ent lot the ro ert owner Include form 8-62 sl ned b owner. 1635 F1raday Ave Cilrbbad, CA 92008 Ph U2 339 2719 RfV,01/U ( City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM 8-61 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 Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address )599 ::J:1\~ Pr/'€ C,,f+{}...t...JS BA:a C.A .v)S.OOB The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. \~understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner· ~,, 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. ,v.V)..,funderstand building permits are not required to be signed by property owners unless they are responsible ~~onstruction and are not hiring a licensed contractor to assume this responsibility. Ill. U/l.Junderstand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I ~tect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his r h r name instead of my own. IV. stand contractors are required by law to be licensed and bonded in California and to list their license permits and contracts. V. derstand if I employ or otherwise engage any persons, other than California licensed contractors, and 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 {_ City of • Carlsbad CHANGE OF CONTACT OR PARTY RECORD B-23 Development Services Building Division 1635 Faraday Avenue www.carlsbadca.gov This form shall be completed to change the Property Owner, Applicant, Contractor, or the licensed design professional (Architect/Engineer) listed on a building permit application. The Building Official must be notified in writing if the property owner cha nges or if the person or persons in responsible charge of a building permit is changed or is unable to continue to perform the duties. A change of record may occur prior to or after issuance of a building permit and shall be documented to assure continuity of responsibility for the construction project. A change of party record fee (permit revision processing fee) will be applied per permit to facilitate the change. • Permit#: CBR. ~O~=, -B°t '1'-f Assessor's Parcel Number: ;l()']-130 ' 51-0 0 Site Address: 15'19 ~M4'Z..A-t'..{(.._ Aft-CAR,LSeA,J? C#>\ OJ~ oog Please check the appropriate box to indicate the type of change of record requested and complete the designated section (or complete more than one section if applicable). □ Change of Property Owner (new Property Owner to complete section 1) ){--change of Applicant (BOTH previous/original Applicant and new Applicant to complete section 2) □ Change of Contractor (new Contractor to complete section 3) □ Change of licensed design professional (new Architect/Engineer to complete section 4) Reasonforthechange(s): ~e,AN06tJC)£{) 8'1 6. C. · SECTION 1: CHANGE OF PROPERTY OWNER NEW PROPERTY OWNER CERTIFICATIONS: CHECK EACH BOX D The new Property Owner acknowledges that by submitting this change of record I certify that I have a legal or equitable interest in the property where the construction project is proposed. 0 The new Property Owner has obtained the consent of the original Property Owner to be named as the responsible owner of record on all pertinent construction documents associated with the above referenced building permit(s). D I authorize representatives of Carlsbad to enter the above-identified property for inspection purposes. 0 A building permit application and building permit may become abandoned and void if a certain amount of time has passed unless an extension oftime has been granted (Form B-25). With some limited exceptions, if a building permit application or building permit has expired and there is Interest in proceeding with the same project, a new application will be required and the project will be subject to new fees and regulations that are in effect at the time the new application is submitted. D I consent to the use of the Applicant of Record and/or Contractor and will facilitate the satisfactory completion of the building permit application and/or all work authorized under the permit(s), including work performed prior to assuming ownership, and agree t o work with the Applicant to Page 1 of6 rev 4/24 I to new fees and regulations that are in effect at the time the new application is submitted. I/We BOTH agree to indemnify, defend and hold harmless the city and its officials, officers, agents and employees ("Indemnified Parties") from any claims, causes of action or damages/cost arising from the change of party record request. I/We wa ive all rights of subrogation and contribution against the Indemnified Parties while acting within the scope of their duties, from all claims, losses and liabilities arising out of or incident to activities or operations performed, regardless of any prior, concurrent or subsequent passive negligence by the Indemnified Parties. Application transferring from (to be completed by original/previous Applicant): I, _____________ __, hereby assign and transfer all responsibilities associated with the above referenced permit(s). Original/Previous Applicant's Name: _______________________ _ Original/Previous Applicant's Address: ______________________ _ Date:. __________ _ Signature of Original/Previous Applicant Transferring to (to be completed by the new Applicant): I, Hokk':( zgfe:l).A-. hereby accept all responsibilities for the satisfactory completion of all work authorized under the permit(s), including work performed prior to assuming responsibility over the permit(s), and agree to assume full responsibility for payment of any monies owed or due to the city for this project. New Applicant's Name: __,,Jd~o-~_~....___z_t:,..._cp_:,__,:::,_-_P_A ____________ _ New Applicant's Address: IS:45 :fAM~A--c«.. -teoo · 3 10 • 343S- SECTION 3: CHANGE OF CONTRACTOR NEW CONTRACTOR CERTIFICATIONS: CHECK EACH BOX A4€ ~(lMJ lA 9~00<3 he.A lo~ J,')ol 1 ~ ~,5md, l. C§rri Date: Au6 :;i, ~o o1. 4 D The new Contractor acknowledges that by submitting this change of record (Contractor transfer) that the previous/original Contractor has been properly notified of the change of record (Contractor transfer). D I have been granted authority by the Property Owner or Agent to be in responsible charge for the day- to-day oversight of the construction, which may include scheduling inspections, receiving notices of failed inspections, permit expirations or revocation hearings. D I agree to comply with all applicable city ordinances and state laws relating to building construction. I D am knowledgeable of the building codes that are applicable to the permit(s) and am aware of all permit requirements and will not willfully deviate from the approved plan. I assume full responsibility for the satisfactory completion of all work authorized under the permit(s), including work performed Page 3 of6 rev 4/24 SECTION 4: CHANGE OF LICENSED DESIGN PROFESSIONAL NEW ARCHITECT OR ENGINEER CERTIFICATIONS: CHECK EACH BOX D Where is it required that documents prepared by a registered design professional (or licensed design professional}, the Building Official requires the Property Owner or Agent to designate on the building permit application a licensed design professional who acts as the design professional in responsible charge. D The new Architect or Engineer acknowledges t hat by submitting this change of record (licensed design professional transfer) that the previous/original Architect or Engineer has been properly notified of the cha nge of record (licensed design professional transfer). D I have been granted authority by the Property Owner or Agent to be in responsible charge for all pertinent construction documents associated with the above referenced building permit(s). Place a check mark next to the declaration regarding the change of record that applies. Check only one (A) or (B): □ □ □ □ A. For a change of record prior to issuance of permit, the new Architect or Engineer will either: 1) submit alternate plans, calculations, geotechnical reports and other documents replacing the existing design documents; or 2) add a "change of design professional declaration" on the plans that states "I have reviewed all construction plans, calculations, reports, and other work performed by the previous architect or engineer and concur with the statements, conclusions and recommendations specified therein." In addition, I will perform structural observations as defined in the California Building Codes if specified in the plans. D 8. For a change of record after issuance of permit, the Applicant or Agent will submit alternate plans/reports for any revisions to documents prepared by the previous/original Architect or Engineer of record subsequent to the date of hire. All changes, modifications or alterations to the approved plans and specifications during construction must be reviewed and approved by the city prior to being incorporated into the construction documents. A building permit application and building permit may become abandoned and void if a certain amount of time has passed unless an extension of time has been granted (Form 8-25). With some limited exceptions, if a building permit application or building permit has expired and there is interest in proceeding with the same project, a new application will be required and the project will be subj ect to new fees and regulations that are in effect at the time the new application is submitted. I agree to indemnify, defend and hold harmless the city and its officials, officers, agents and employees ("Indemnified Parties") from any claims, causes of action or damages/cost arising from the change of party record request. I wa ive all rights of subrogation and contribution against the Indemnified Parties while acting within the scope of their duties, from all claims, losses and liabilities arising out of or incident to activities or operations performed, regardless of any prior, concurrent or subsequent passive negligence by the Indemnified Parties. New Architect or Engineer Name: _________________________ _ New Architect or Engineer Business Name: ______________________ _ New Architect or Engineer CA license No.: ______________________ _ New Architect's or Engineer's Address: _______________________ _ Page 5 of 6 rev 4/24 PERMIT INSPECTION HISTORY for (CBR2023-2944) Permit Type: BLDG-Residential Application Date: 06/08/2023 Owner: CO-OWNERS ZEPEDA MICHAEL AND HOLLY Work Class: Addition Issue Date: 09/28/2023 Subdivision: HOLIDAY MANOR Status: Closed -Finaled Expiration Date: 06/23/2025 Address: 1599 TAMARACK AVE CARLSBAD, CA 92008-2607 Scheduled Date 10/21/2024 12/23/2024 04/07/2025 IVR Number: Actual Inspection Type Start Date Inspection No. 10/21/2024 12/23/2024 04/07/2025 Checklist Item Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? COMMENTS BLDG-17 Interior 265184-2024 Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency BLDG-18 Exterior 271739-2024 Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Final Inspection 280868-2025 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Wednesday, July 2, 2025 49847 Inspection Primary Inspector Reinspection Inspection Status Passed Yes Yes Yes Yes Yes Yes Yes Passed Tony Alvarado Complete Passed Yes Passed Dirk de Roggenbuke Complete Passed Yes Passed Dirk de Roggenbuke Complete Passed Yes Yes Yes Yes Yes Page 5 of 5 PERMIT INSPECTION HISTORY for (CBR2023-2944) Permit Type: BLDG-Residential Application Date: 06/08/2023 Owner: CO-OWNERS ZEPEDA MICHAEL AND Work Class: Addition Status: Closed -Finaled HOLLY Issue Date: 09/28/2023 Subdivision: HOLIDAY MANOR Expiration Date: 06/23/2025 IVR Number: 49847 Address: 1599 TAMARACK AVE CARLSBAD, CA 92008-2607 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 10/07/2024 10/07/2024 Wednesday, July 2, 2025 Checklist Item BLDG-21 Underground-Underfloor Plumbing Status COMMENTS October 1, 2024: 1. Verified moisture resistive black mastic CMU wall waterproof product behind new CMU 4' foot high retaining wall, located rear yard of new 4' foot high CMU block retaining wall -OK. BLDG-SW-Inspection 262819-2024 Partial Pass Tony Alvarado Checklist Item COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? BLDG-81 Underground 263473-2024 Passed Tony Alvarado Combo(11, 12,21,31) Checklist Item COMMENTS BLDG-21 October 1, 2024: Underground-Underfloor 1. Phase 2: Verified moisture resistive Plumbing black mastic new CMU wall waterproof product behind new CMU 4' foot high retaining wall-approved. BLDG-SW-Inspection 263475-2024 Partial Pass Tony Alvarado Passed Yes Re inspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Complete Passed Yes Re inspection Incomplete Page 4 of 5 PERMIT INSPECTION HISTORY for (CBR2023-2944) Permit Type: BLDG-Residential Application Date: 06/08/2023 Owner: CO-OWNERS ZEPEDA MICHAEL AND HOLLY Work Class: Addition Status: Closed -Finaled Issue Date: 09/28/2023 Expiration Date: 06/23/2025 IVR Number: 49847 Subdivision: HOLIDAY MANOR Address: 1599 TAMARACK AVE CARLSBAD, CA 92008-2607 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection 10/01/2024 BLDG-SW-Inspection Checklist Item 261362-2024 COMMENTS Partial Pass Tony Alvarado Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? 10/01/2024 BLDG-16 Insulation Checklist Item 262820-2024 COMMENTS Partial Pass Tony Alvarado BLDG-Building Deficiency 1. Hot mop, shower pans inspected at 3-bathroom locations, holding under a water pressure leak test -OK. 2. Energy thermal insulation installed behind three shower stall, exterior wall, interior locations -verified and approved. 3. Verified moisture resistive black mastic product behind new CMU 4' foot high retaining wall, located rear yard of new 4' foot high CMU block retaining wall -OK. BLDG-27 Shower Pan!Tubs 262601-2024 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS 1. Hot mop, shower pans inspected at 3-bathroom locations, holding under a water pressure leak test -OK. 2. Energy thermal insulation installed behind three shower stall, exterior wall, interior locations -verified and approved. 3. Verified moisture resistive black mastic product behind new CMU 4' foot high retaining wall, located rear yard of new 4' foot high CMU block retaining wall -OK. BLDG-81 Underground 262821-2024 Partial Pass Tony Alvarado Combo(11, 12,21,31) Wednesday, July 2, 2025 Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Re Inspection Incomplete Passed Yes Complete Passed Yes Reinspectlon Incomplete Page 3 of 5 PERMIT INSPECTION HISTORY for (CBR2023-2944) Permit Type: BLDG-Residential Application Date: 06/08/2023 Owner: CO-OWNERS ZEPEDA MICHAEL AND Work Class: Addition Status: Closed -Finaled HOLLY Issue Date: 09/28/2023 Subdivision: HOLIDAY MANOR Expiration Date: 06/23/2025 IVR Number: 49847 Address: 1599 TAMARACK AVE CARLSBAD, CA 92008-2607 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/13/2024 02/13/2024 BLDG-14 239312-2024 Failed Tim Kersch Reinspectlon Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not completed. No BLDG-15 Roof/ReRoof 239311-2024 Passed Tim Kersch Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/12/2024 03/12/2024 BLDG-14 241847-2024 Passed Tim Kersch Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not completed. Yes 03/20/2024 03/20/2024 BLDG-24 Rough/Topout 242700-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Requested permit for retaining wall. Yes Storm water violation. Red tag reinspection fee. BLDG-34 Rough 242699-2024 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/17/2024 09/17/2024 BLDG-23 261179-2024 Passed Tony Alvarado Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-43Air 261180-2024 Passed Tony Alvarado Complete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency February 17, 2024: rough mechanical Yes scope of work -OK. BLDG-44 261366-2024 Passed Tony Alvarado Complete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Wednesday, July 2, 2025 Page 2 of 5 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-2944) Permit Type: BLDG-Residential Application Date: 06/08/2023 Owner: CO-OWNERS ZEPEDA MICHAEL AND HOLLY Work Class: Addition Issue Date: 09/28/2023 Subdivision: HOLIDAY MANOR Status: Closed -Finaled Expiration Date: 06/23/2025 IVR Number: 49847 Address: 1599 TAMARACK AVE CARLSBAD, CA 92008-2607 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date Status 10/24/2023 10/24/2023 BLDG-91 Complaints 228016-2023 Passed Tim Kersch Inspection Checklist Item COMMENTS BLDG-Building Deficiency Review site within Constuction standards. 10/30/2023 10/30/2023 BLDG-24 Rough/Topout 228779-2023 Failed Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency Requested permit for retaining wall. 11/02/2023 11/02/2023 BLDG-24 Rough/Topout 229146-2023 Cancelled Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency Requested permit for retaining wall. 11/16/2023 11/16/2023 BLDG-24 Rough/T opout 230684-2023 Failed Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency Requested permit for retaining wall. 11/17/2023 11/17/2023 BLDG-24 Rough/Topout 230865-2023 Failed Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency Requested permit for retaining wall. Storm water violation. Red tag reinspection fee. 11/22/2023 11/22/2023 BLDG-21 231198-2023 Underground/Underflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency BLDG-71 Set Ups Checklist Item 231188-2023 COMMENTS BLDG-Building Deficiency 12/06/2023 12/06/2023 BLDG-11 232406-2023 Wednesday, July 2, 2025 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Passed Cancelled Passed Tim Kersch Tim Kersch Tim Kersch Reinspection Inspection Complete Passed Yes Reinspection Incomplete Passed No Relnspectlon Incomplete Passed No Reinspection Incomplete Passed No Re inspection Incomplete Passed No Complete Passed Yes Reinspection Incomplete Passed No Complete Passed Yes Page 1 of 5 Transmittal Letter June 16, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: SFR Remodel and Addition Address: 1599 Tamarack Ave, Carlsbad CA Applicant Name: James Ch.inn Applicant Email: jameschinn400@gmail.com True North COMPI.IANCE SE~VICES FIRST REVIEW City Permit No: CBR2023-2944 True North No.: 23-0 18-479 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. 2. 3. 4. Drawings: Electronic copy dated June 1, 2023, by James Chinn. Structural Calculations: Electronic copy dated May 23, 2023, by James Chinn. Truss Calculations: Electronic copy dated May 30, 2023, by Ramona Lumber Co. Energy Calculations: Electronic copy dated May 23, 2023, by Mark Gallant Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Note: patio cover area on permit application does no match the are on plans. See project areas below. Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 SFR Addition and Remodel 1599 Tamarack Ave June 16, 2023 RESUBMTTT AL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-2944 True North No.: 23-018-479 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please go the City of Carlsbad Customer Self Service Portal Civic Access (carlsbadca.gov) and register for an account. This account will offer the applicant access to plan review status, plan review comment files and on-line payment capability: h ttps ://eg.carlsbadca. gov/EnerGov Prod/sel fservice/CarlsbadCA Prod#/home Please utilize the Carlsbad Customer Self Service portal to schedule a time to resubmit. Resubmittals can be made by appointment at https://kiosk.na6.qless.com/kiosk/app/home/92. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL TNFORMA TION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U NIA V-B No 1 Addition: 6 11 sq. ft. Remodel: 555 sq-ft. Patio Cover: 260 sq-ft ARCIDTECTURAL COMMENTS: General: Al. Roof mounted equipment must be screened and roof penetrations should be minimized. City Policy 80-6 SFR Addition and Remodel 1599 Tamarack Ave June 16, 2023 City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-2944 True North No.: 23-018-479 Page3 A2. Indicate on the plans, the type, location, and size of building address which must be clearly visible and legible from the adjacent public way or street. Address letters/numbers shall be minimum 4 inches high, with a minimum stroke width of 1 /2 inch, and shall contrast with their background. CRC R319.1 A3. On the cover sheet: a) b) On the site plan, revise the drainage arrows, not just notes, to show the surface water moving away from the building and adjacent properties and towards the public way. CRC R401.3 provide an itemized scope of work on the Title Sheet of the plans. note the gross floor area of each element of this ro • ect, areas or remodel and patio cover. Section R 106.2. . . ---11~.11 1'1j Ii i......,...;_,ii,.......~.!..o~ A4. On sheet 3. Calculations for attic ventilation show only the proposed new area. If any of the vents are to be covered by the fill roof framing, show additional make-up vents for the existing attic space. MECHANICAL COMMENTS: Ml. For appliances in the attic space, note the following on the plan: a) An access through an opening and passageway at least as large as the largest component of the appliance, 22-inch x 30-inch minimum. CMC 304.4 b) A passageway from the access to the appliance. Passageway shall have solid flooring not less than 24-inches wide. CMC 304.4.2. c) A 30-inch x 30-inch platform shall be provided in front of the service side of the appliance. CMC 304.4.3. d) A light fixture and convenience outlet shall be provided near the appliance. Switch controlling the Light fixture shall be located at the entrance to the passageway. CMC 304.4.4 ELECTRICAL COMMENTS: El. Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. E2. San Diego Gas & Electric requires a separate electric meter for all new ADUs. Please revise plans to show location of electric meter. PLUMBING COMMENTS: P 1. Plan sheet 2: a) Provide the following dimensions on the plan for the water closets per CPC 402.5: i) Side clearances -15" from the centerline of the water closet to the walls ii) Front clearance -24" in front of the water closet. SFR Addition and Remodel 1599 Tamarack Ave City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-2944 True North No.: 23-018-479 Page4 June 16, 2023 GREEN BUILDING COMMENTS: G I. Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for CAP compli ance will require a completed Climate Action Plan (CAP) Consistency Checklist (city form B- 50) to be completed by the APPLICANT. a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carl sbad ordinance: b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will detetmine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. ENERGY COMPLIANCE COMMENTS: Tl. Address the following comments on sheet 7: a) Note on plans: All lighting to be high efficacy. CEnergyC 150.0(k) I (A) b) Revise plan to show interior lighting fixtures that are not controlled by occupancy or vacancy sensors to be equipped with dimming controls. CEnergyC 150.0 (K)(2)(F) c) Systems using gas or propane cooktop to serve individual dwelling units shall include the fo llowing per CEnergyC 150.0(u): i) A dedicated 240 volt branch circuit wiring shall be installed within 3 feet from the cooktop and accessible to the cooktop with no obstructions. The branch circuit conductors shall be rated at 50 amps minimum. The blank cover shall be identified as "240V ready." All electrical components shall be installed in accordance with the California Electrical Code. ii) The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a future electric cooktop installation. The reserved space shall be permanently marked as "For Future 240V use." d) Kitchens require exhaust fans to comply with table 150.0-G. Show exhaust fan or a ducted range hood and specify CFM rating on plans. Exhaust fan must be ducted to the exterior of the building. 100 CFM rating from the 2019 code cycle is no longer valid. STRUCTURAL COMMENTS: General: S l. A soils report is required for all new construction, additions, new detached ADUs, and retaining walls required soil investigation. Submit a soils rep01t and incorporate the recommendations of the report into the design. See link below for additional information. https://www.carlsbadca.gov/home/showpublisheddocument/6835/637842553336870000 SFR Addition and Remodel 1599 Tamarack Ave June 16, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-2944 True North No.: 23-018-479 Page5 S2. Provide a "Statement of Special Inspections" per CBC 1704.2.3 and as defined in CBC 1704.3. Not only should this li st all special inspection and structural testing items that are required by the CBC, but also detail the extent and frequency of the inspections/tests. S3. Provide the geotechnical engineer's stamp and signature on the foundation plan and all sheets containing foundation details confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. S4. Reproduce/imprint the soil report recommendation (including the cover page an d the page with soil engineer stamp and signature) onto the plan. SS. The plan state that the FAU will be moved to the attic space. Provide additional calculations for existing trusses to show that the trusses can support the additional concentrated weight from the mechanical unit. S6. Plan sheet 6: S7. a) Provide and reference ridge detail. I ~7 fl Plan sheet D-1: a) Detail 12. Provide gable end truss bracing, as required by the truss manufacturer. pecify bracing nailing and connection na dware. --_...., DETAIL 2x Bloc ing min 12 b) Detail 13. Provide blocking for drag trusses. Also, show where detail 13 applies on plans. De'TAI. 13 SFR Addition and Remodel 1599 Tamarack Ave June 16, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-2944 True North No.: 23-018-479 Page6 c) Detail 16. Provide bracing and blocking at existing gable extension. d) Detail I. Note clear cover on detail. .r,:- 1 f .I. ~~ i 31 mlrr._J c,, If you have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. [END] ~&-\ ~ ~ I Lr 11-~ \'2-d~ ;~ ?-6-Z. ~~ 9' ~: 81r-'1k:<- (J. s£. : ~ 1/ z ''r \l 1 /b '' \f ") L ~ '\l .. \ \._ I V /rt-f"-~\~"'t, U..~ts l ~'U:Pd \C\\ \\ 4-+ 'A' (-z,f::d /A') ¥,fJo• \8' ~c#-'A' ~ ~.)~ '2-' \\~~ 3 'L --scf-'A I \ ~' 2,. l<s""~ ').:::..., \ /o B~ 3' ::w2--ii-.. ~·,, (_4-~o.,.) €.)\u~ t:t \ q 0-.1 •~,- C.~ o,. Ll v-e__ ~ (_v-r~'( CP.~"') 10~ y.,,8 1 ~ 8C&>W / ~ 1 ~ 281~ .. Q Oz <:( 0 LU c--, co u5 N (/) -..... c:::, -J > __, N 0: - -co <:(0 LU u 0 () <: Ll..~ LU .:::> Oa -, >--.J -I--_.:::, Uco RAMONA LUMBER COMPANY INC. PH: 760-789-1080 FAX: 760-789,-4958 425 MAPLE STREET RAMONA, CA 92065 LEONARD@RAMONALUMBER.COM ; ED@RAMONALUMBER.COM TRUSS ENGINEERING JOB# 230249 NAME: ZEPEDA ADDITION COVER SHEET \-\ > tam --0 .--· S:,:._;,J ':11 Le_ !.U,,J~~;! ;!.~~; ..:.~,l!J ;.!,.~'Ja t:!!.J!Ei~:i ______, Plan provided for truss placement only. Refer to truss calculation and engineering structural drawings for all futher information. Building designer/engineer of record are responsible for all non truss to truss connections. Building designer/engineer of record to review 24-09-00 11-03-00 and approve all designs prior to construdion. Job #:230249 - t\1 ~ tn I n n Plan: 0 0 0 0 0 E Frame By Others E 0 0 0 .;, .;, ~ 4:12 <( 0) 4:12 4:12 4:12 / "" / Elev: ! Q ..... / ' / ---~ ~ n FILL BY 11 -OTHERS s ~ co Name:ZEPEDA ""' 0 ADDITION 0 cb 9 'q' ~ C2 Address:1599 ' 7 I TAMARACK AVE C1 ~ 5-00-00 l 1 1 Drawn By:Danna Graham Date: 5/30/2023 Job Truss Truss Type Qty Ply ZEPEDA ADDITION R76530066 230249-A B3 Scissor 1 1 Job Reference lontional\ Ramona Lumber Co .. Inc., Ramona, CA• 92065, Run· 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 Milek Industries, Inc Tue May 30 11.49.47 IO:Q95EX L,-RvuwBv TIS _711 yzCzd _ -RIC?Ps870Hq3NSgPqnl8w3ulTXbGKWrCDoi7 J4zJC?I Page. 1 0:. .... 0:. 0:. Scale = 1 :29.2 "' IT 0 3x5 = Plate Offsets (X, Y): [1 :0-3-8,0-0-9], [3:0-3-8,0-0-9] Loading (psi) Spacing TCLL (roof) 20.0 Plate Grip DOL TCDL 17.0 Lumber DOL BCLL o.o· Rep Stress Iner 2-0-0 1.25 1.25 YES 5-7-8 5-7-8 12 4 1 5-7-8 5-4-0 CSI TC BC WB 4x5 = 2 0.23 0.33 0.26 11-3-0 5-7-8 10-11-8 5-4-0 DEFL in Vert(LL) -0.05 Vert(CT) -0.19 Horz(CT) 0.08 BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS 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 &Btr G 2X4 OF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 1=0-3-8, 3=0-3-8 Max Horiz 1 =-37 (LC 9) Max Uplift 1=-23 (LC 12), 3=-103 (LC 12) Max Grav 1 =515 (LC 1 ), 3=694 (LC 1) {lb)• Maximum Compression/Maximum Tension 1-2=-1623/486, 2·3=-1628/473, 3-4=0/48 1-5=-368/1545, 3-5=-368/1543 2-5=-95/638 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=2511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 5-7-8, Exterior(2R) 5-7-8 to 8-7-8, Interior (1) 8-7-8 to 13-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 1, 3 considers parallel to grain value using ANSlfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 1 and 103 lb uplift at joint 3. 8) 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 A WARI\IING Vtmfy dt<S gn r,i1rame1t>r· and REAr N' ES LN t·IIS AN( 1N.._ .. uo(O ... ~I ... [!( RErE'-'[N( E f'I\GC '11 --47 rp.-5, 19 .. 2( strORf usr Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual bu1ld1ng component, not (loc) 5-8 5-8 3 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlffPl1 Quality Criteria, DSB·B9 and SCSI Bufldfng Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MO 20601 3x5: I/defl Ud >999 240 >720 180 n/a n/a 13-3-0 2-0-0 4 PLATES GRIP MT20 220/195 Weight: 36 lb FT= 10% May 30,2023 Nii' Milek· Milek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply ZEPEDA ADDITION 230249-A C1 Monopitch Supported Gable 1 1 Job Reference tontional\ R76530067 Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc Tue May 30 11·4947 ID:w6zvkayMnmPVUEkvKTg1HXzBLDB•RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDol7J4zJC?f Page· 1 -2-0-0 5-0-0 2-0-0 5-0-0 12 4, 3x5" ";-N 4x5 = 5-0-0 Scale= 1:24.4 Plate Offsets (X, Y): [2:0-0-4,0-1-10). [2:0-4-12,Edge]. [3:0-5-1,0·0·12], [4:0-5-1,0-0-12] Loading (psf) Spacing 2-0-0 CSI OEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a TCDL 17.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a BCLL o.o· Rep Stress Iner YES WB 0.04 Horz(CT) 0.00 BCDL 10.0 Code IBC2021fTPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G 2X4 OF Stud/Std G Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. (size) 2=5-0·0, 5=5-0-0, 6=5-0-0, 7=5-0-0 Max Horiz 2=63 (LC 11 ), 7=63 (LC 11) Max Uplift 2=-102 (LC 12), 5=-25 (LC 8), 7=-102 (LC 12) Max Grav 2=349 (LC 1 ). 5=2 (LC 1 ). 6=257 (LC 1 ), 7=349 (LC 1) (lb). Maximum Compression/Maximum Tension 4-5=-6/42, 1-2=0/48. 2-3=-81/64, 3-4=-51/20 2-6=-32/54, 5-6=-26/29 3-6=-233/110 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-11-7, Interior (1) 0-11-7 to 4-10-4 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face). see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live 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. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 2, 25 lb uplift at joint 5 and 102 lb uplift at joint 2. 9) 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 .A, WARN1Nc Vert!)' o~.,, gr' p:nar-.n•ld" R~1c RE.AD Ni'~T[S ON h-i•S AND INC i..JOE1-Ml"'Tf' PrFTRrNr E PAGr n ... 7 t-' ~ 1<:, 2 ,LO BErORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, not (loc) -. 2 a truss system. Before use. the building designer must venfy the applicability of design parameters and property incorporate this design into lhe overall building design. Bracing indicated is to prevenl buckling of individual truss web and/or chord members only. Addilonal temporary and permanent bracing is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication. storage. dellvery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quaflty Criteria, OSB-89 and BCSI Sulldlng Component Safety /nformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Jx6 II 1X4 II I/defl Ud n/a 999 n/a 999 n/a n/a 3x6 II "' 5 1.5x4 II PLATES GRIP MT20 220/195 Weight: 25 lb FT= 10% May 30,2023 Nii' Milek· MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply ZEPEDA ADDITION R76530068 230249-A C2 Monopitch Supported Gable 7 1 Job Reference lontional\ Ramona Lumber Co., Inc .. Ramona, CA -92065, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 Milek Industries, Inc. Tue May 30 11·49.47 IO:w6zvkayMnmPVUEkvKT g 1 HXzBLDB-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page 1 .... "' tt 0 Scale= 1:23 Plate Offsets (X, Y): (2:0-0-6,Edge] Loading (psf) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 17.0 LumberDOL 1.25 BCLL o.o· Rep Stress Iner YES -2-0-0 2-0-0 2.5x5 = CSI TC 0.20 BC 0.14 WB 0.00 5-0-0 5-0-0 12 4 1 5-0-0 DEFL Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.06 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 OF No.1 &Btr G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. (size) 2=0-3-8, 4= Mechanical Max Horiz 2=69 (LC 11) Max Uplift 2=-93 (LC 12) Max Grav 2=411 {LC 1), 4=196 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-145/59, 3-4=-141/110 2-4=-68/126 1) Wind: ASCE 7-16: Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II: Exp C: Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-9-12, Interior (1) 0-9-12 to 4-10-4 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 2. 7) 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($) Standard .Jt. WARNING 1e11f\o l:lt's1g1 pram+>tt!r~ aM RE.Ar NOTES )N ~HIS t,NO 1N! UOED M1T[K REFERENCE PAGE M1 7J'7 re 5 1q 1u21 B ·rnRr USE Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component. not {loc) 4-7 4-7 2 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSlnPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1.5X4 II 3 4 1.5X4 II I/defl Ud >999 240 >940 180 n/a n/a PLATES GRIP MT20 220/195 Weight: 19 lb FT= 10% May 30,2023 NII • Milek' MiT ek USA, Inc 400 Sunrise Avenue, Suite 270 Rosevm .. rA 9~1 Job Truss Truss Type Qty Ply ZEPEDA ADDITION R76530061 230249-A A1 Scissor 1 1 Job Reference lontional\ Ramona Lumber Co., Inc .. Ramona, CA• 92065, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Tue May 30 11:49.44 ID:JiRbllAKo NM9v86QtlKjEgzCzdg-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page· 1 MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. ,-.. J, ' "' .., 6 N '7 a:, .., ,;, J, J, J, 6 6 Scale= 1 :54.1 -2-0-0 2-0-0 "' a 6 0-3-8 11 0-3-8 4x8= 6-10-6 6-10-6 6-10-6 6-6-14 1x411 Plate Offsets (X, Y): [2:0-3-4,0-0-6]. [3:0-5-0,0-2-0], [5:0-5-0,0-2-0]. [6:0-3-4,0-0-6] Loading (psf) Spacing 2-0-0 12-4-8 5-6-2 12-4-8 5-6-2 CSI 4x811 17-10-10 5-6-2 17-10-10 5-6-2 DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0,02 TCDL 17.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.09 BCLL o.o· Rep Stress Iner YES WB 0.10 Horz(CT) 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No. 1 &Btr G 2X4 DF No. 1 &Bir G 2X4 DF Stud/Std G 2X4 DF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=24-9-0, 6=24-9-0, 8=24-9-0, 9=24-9-0, 10=24-9-0, 19=24-9-0, 22=24-9-0 Max Horiz 2=-50 (LC 10), 19=-50 (LC 10) Max Uplift 2=-109 (LC 12), 6=-116 (LC 12), 8=-29 (LC 12), 10=-33 (LC 12), 19=-109 (LC 12), 22=-116 (LC 12) Max Grav 2=421 (LC 1 ), 6=435 (LC 1 ), 8=681 (LC 24), 9=394 (LC 1 ), 10=706 (LC 23), 19=421 (LC 1), 22=435 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-67/146, 3-4=-56/92, 4-5=-58/96, 5-6=-77/112, 6-7=0/51 2-10=-49/84, 9-10=-65/44, 8-9=-50143, 6-8=-34/122 4-9=-325/94, 5-9=-20/35, 5-8=-524/152, 3-9=-7134, 3-10=-5431153 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vull=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 8=45ft; L=25ft; eave=4ft: Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-11-7, Interior (1) 0-11-7 to 12-4-8, Exterior(2R) 12-4-8 to 15-4-8, Interior (1) 15-4-8 to 26-9-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=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 applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2, 116 lb uplift at joint 6, 29 lb uplift at joint B, 33 lb uplift at joint 10, 109 lb uplift at joint 2 and 116 lb uplift at joint 6. 10) This truss design requires that a minimum of 7116" 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 £. WARNl'IJ vf-f,fy u yr, r 11am tPr ,:10<1 READ NOT[S C>N .,.HIS ANO \N(' UU [' MiTEk REFCRr:N [ P G[ ''II 74'." -n 5 19 12( BEFORE JS[ Design valid for use only with Milek® connectors. This design 1s based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1x411 2L 12 (Ice) 10-21 10-21 6 fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Bui/ding Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I/defl >999 >873 n/a 24-9-0 6-10-6 24-5-8 6-6-14 Ud PLATES 240 MT20 180 n/a Weight: 131 lb 26-9-0 2-0-0 GRIP 220/195 FT= 10% May 30,2023 MIT ek USA, Inc. 400 Sunrise Avenue. Suite 270 -----'--"R,i,;oseville CA 95661 7 Job Truss Truss Type Qty Ply ZEPEDA ADDITION R76530062 .230249-A A2 Scissor Ramona Lumber Co., Inc., Ramona, CA -92065, -2-0-0 6-10-6 2-0-0 6-10-6 .;., 3x10 s 0-3-8 11 6-10-6 0-3-8 6-6-14 Scale= 1 :53.4 Plate Offsets (X, Y): (9:0-7-0,0-3-4] Loading (psf) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 17.0 Lumber DOL 1.25 BCLL 0.0-Rep Stress Iner YES 7 1 Job Reference lontional\ Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Tue May 30 11 :49:46 I0:3JbMVxC9doHWJr?2Bxuy?ozCzew-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCOoi7 J4zJC?f 12-4-8 17-10-10 24-9-0 26-9-0 5-6-2 5-6-2 6-10-6 2-0-0 4x8= 4 3x10c 12-4-8 17-10-10 24-5-8 5-6-2 5-6-2 6-6-14 24-9-0 11 0-3-8 CSI OEFL in (lac) 1/defl Ud PLATES GRIP TC 0.51 Vert(LL) -033 8-9 >901 240 MT20 220/195 BC 0.69 Vert(CT) -1 .25 8-9 >237 180 M18AHS 169/162 WB 0.74 Horz(CT) 0.61 6 n/a n/a Page: 1 BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight 95 ib FT= 10% 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 OF No.1 &Bir G 2X4 OF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-3-8, 6=0-3-8 Max Horiz 2=-51 (LC 10) Max Uplift 2=-132 (LC 12), 6=-132 (LC 12) Max Grav 2=1315 (LC 1), 6=1315 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-4931/586, 3-4=-3620/436, 4-5=-3620/430, 5-6=-4931/601, 6-7=0/48 2-10=-474/4687, 9-10=-475/4691, 8-9=-505/4691, 6-8=-504/4687 4-9=-119/1813, 5-9=-1323/231, 5-8=0/218, 3-9=-1323/232, 3-10=0/218 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; BCDL=6.0psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-11-7, Interior (1) 0-11-7 to 12-4-8, Exterior(2R) 12-4-8 to 15-4-8, Interior ( 1) 15-4-8 to 26-9-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 lall by 2-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle lo grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 2 and 132 lb uplift at joinl 6. 9) This truss design requires lhat 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 .A, NARN1N\-vmity <J• 'lJ' pri•a ,1t Kr,; aria P A N ... -cs N ~1 ... AN INC" LUD ~/1-rk RrrtQrN, r PJ.. >E ,.~1 747' 't''-' ~ •,~ 12 eE.roRE US( Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building compcnent, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate th1s design into the overall building destgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, dehvery, erection and bracing of trusses and truss systems, see ANSlffP/1 Qua/Jty Criteria, DSB-89 and SCSI Building Component Safety Jnformallon available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 May 30,2023 lllii Milek· MiT ek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply ZEPEDA ADDITION .230249-A A3 Scissor 1 1 Job Reference lontional\ Ramona Lumber Co., Inc., Ramona, CA· 92065, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc Tue May 30 11 :49:46 I0:xuQ82ItfgiCiPlicv?OskPzCze3-RfC?Ps870Hq3NSgPqnl 8w3ulTXbGKWrCDoi7 J4zJC?f ,.__ .;, .., Scale= 1 :50.3 ·2-0-0 2-0-0 Plate Offsets (X, Y): [8:0-7-0,0-3-4] Loading (psi) TCLL (roof) 20.0 TCDL 17.0 BCLL o.o· 3x10 = Spacing Plate Grip DOL Lumber DOL Rep Stress Iner 6-10-6 6-10-6 6-10-6 6-6-14 2-0-0 1.25 1.25 YES CSI TC BC WB 12-4-8 5-6-2 12-4-8 5-6-2 0.56 0.73 0.78 4x8=- 4 DEFL Vert(LL) Vert(CT) Horz(CT) 17-10-10 5-6-2 17-10-10 5-6-2 in -0.34 -1.27 0.61 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-3-8, 6=0-3-8 Max Horiz 2=54 (LC 11) Max Uplift 2=-135 (LC 12), 6=-63 (LC 12) Max Grav 2=1321 (LC 1), 6=1 157 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-4967/656, 3-4=-36561488, 4-5=-3657/495, 5-6=-5039/675 2-9=-582/4721, 8-9=-584/4726, 7-8=-593/4811, 6-7=-594/4809 4-8=-159/1839, 5-7=0/225, 3-9=0/218, 5-8=-1408/252, 3-8=-1323/229 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=1 10mph (3-second gust) Vasd=87mph: TCDL=6.0psf; BCDL=6.0psf; h=25ft: B=45ft; L=25ft; eave=4ft: Cat. II: Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-11-7, Interior (1) 0-1 1-7 to 12-4-8, Exterior(2R) 12-4-8 to 15-4-8, Interior (1) 15-4-8 to 24-9-0 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on lhe 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. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 6 and 135 lb uplift at joint 2. 9) 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 (loc) I/defl Ud 8-9 >886 240 8-9 >234 180 6 n/a n/a 24-9-0 6-10-6 24-5-8 6-6-14 PLATES MT20 M18AHS Weight: 92 lb R76530063 Page: 1 6 3x10" GRIP 220/195 169/162 FT= 10% May 30,2023 ,A WARNING Ver !y dt>" gn par, mt>tf'' an1 RIAS' N( 1 ES uN H1S /\ND IN ,LUDlD Ml Et,; RE ERi N' r At;( •1 -c, t< 5 19',. J/f 81:;FORE USE Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual buildmg component. not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Nii. Milek· MiTek USA, Inc fabrication, storage, dehvery. erection and bracing of trusses and truss systems. see ANSVTP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information avatlabte from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf. MD 20601 400 Sunrise Avenue, Suite 270 ______________ L-R"'oseville, CA 95661~------~ Job Truss Truss Type Qty Ply ZEPEDA ADDITION R76530064 230249-A B1 Scissor 1 1 Job Reference lootionall Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 Milek Industries, Inc Tue May 30 11:49'46 ID: BQ2qeGblY8mCcWH8Qb Tw92zCzd7 -RfC?Ps870Hq3NSgPqnl8w3ulTXbGKWrCDoi7 J4zJC?f Page. 1 Scale = 1:34.4 ";-(;: N ' ' (") N~ T-6 0 J, -' ' ---if, J, 6 6 -2-0-0 2-0-0 "' IT 0 Plate Offsets (X, Y): [2:0-3-4,0-0-6), [4:0-3-4,0-0-6) Loading (psi) Spacing TCLL (roof) 20.0 Plate Grip DOL TCDL 17.0 Lumber DOL BCLL o.o· Rep Stress Iner 2-0-0 1.25 1.25 YES 4x8= 5-7-8 5-7-8 12 4 , 5-7-8 5-4-0 CSI TC BC WB 4x811 5x6= OEFL in 0.23 Vert(LL) -0,01 0.11 Vert(CT} -0,04 0.08 Horz(CT} 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size} 2=11-3-0, 4=11-3-0, 6=11-3-0, 7=11-3-0, 10=11-3-0 Max Horiz 2=-26 (LC 9), 7=-26 (LC 9) Max Uplift 2=-110 (LC 12), 4=-117 (LC 12), 7=-110 (LC 12), 10=-117 (LC 12) Max Grav 2=394 (LC 23), 4=404 (LC 24), 6=583 (LC 1 }, 7=394 (LC 23), 10=404 (LC 24) (lb}-Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-58/101, 3-4=-86/98, 4-5=0/51 2-6=-34/93, 4-6=-68/135 3-6=-433/129 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-11-7, Interior (1) 0-11-7 to 5-7-8, Exterior(2R) 5-7-8 to 8-7-8, Interior (1) 8-7-8 to 13-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=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 applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live 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. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 2, 117 lb uplift at joint 4, 110 lb uplift at joint 2 and 117 lb uplift at joint 4. 9) 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($) Standard £. WAQl\l!Nf:' Verify d1"'~1gr I , ar ,..,te• ~nd READ Nf'T[S ON 'THIS AND IN' LUOI f\'1 ... K q[f."ER(N' [ PAGL M "'1.7' ri•v 5 1'1 .. UL 8( 1Rr-lJS( Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 11-3-0 5-7-8 10-11-8 5-4-0 (loc) 9 7-9 2 a truss system. Before use, lhe building designer must verify the apphcabi1ity of design parameters and property incorporate thts design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requ,red for stabihty and to prevent collapse with possible personal 1n1ury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSVTPl1 Quality Criteria, DSB·89 and SCSI Bulldfng Component Safety Information available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 4x8= I/defl Ud >999 240 >999 180 n/a n/a 13-3-0 2-0-0 5 PLATES GRIP MT20 220/195 Weight: 50 lb FT= 10% May 30,2023 Nii' Milek· MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply ZEPEDA ADDITION 230249-A B2 Scissor 7 1 Job Reference lootional\ R76530065 Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc Tue May 30 11"49.46 I0:YOrjhzfQ Ng0UilA60825s6zCzd2-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page 1 -2-0-0 2-0-0 M 0 "" "' IT 0 3x5 ~ Scale= 1:32.3 Plate Offsets (X, Y): (2:0-3-8,0-0-9). (4:0-3-8,0-0-9] 5-7-8 5-7-8 12 4 1 5-7-8 5-4-0 4x5 =- 3 11-3-0 5-7-8 10-11-8 5-4-0 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 TCDL 17.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.16 BCLL o.o· Rep Stress Iner YES WB 0.24 Horz(CT) 0.07 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No. 1 &Bir G 2X4 OF No. 1 &Btr G 2X4 OF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-3-8, 4=0-3-8 Max Horiz 2=27 (LC 11) Max Uplift 2=-96 (LC 12), 4=-96 (LC 12) Max Grav 2=680 (LC 1 ), 4=680 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-1527/384, 3-4=-1527/385, 4-5=0/48 2-6=-265/1446, 4-6=-264/1446 3-6=-45/594 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-11-7, Interior (1) 0-11-7 to 5-7-8, Exterior(2R) 5-7-8 to 8-7-8, Interior (1) 8-7-8 to 13-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 2 and 96 lb uplift at joint 4. 8) 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 A MARNING er,j~, d~IQr1 pwarn ·t+c>r 01 RF.A NnTES 1N THIS AN~ IN~ ... UD[1.-M 'TX. RErER(N [ FAGr M 7t.7 •I'\/ '1fl .. 011,; eErf"RE US( Design valid for use only with Milek® connec1ors. This design is based only upon parameters shown, and is for an mdividual buildmg component, not 6 6-9 4 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design mto the overall buftding design. Bracing Indicated Is 10 prevent buckling or individual lruss web and/or chord members only. Addilional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and SCSI Bui/ding Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 1/defl Ud >999 240 >841 180 n/a n/a 13-3-0 2-0-0 5 3x5: PLATES GRIP MT20 220/195 Weight: 39 lb FT= 10% May 30,2023 Nii. Milek' Milek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 [ Symbols PLATE LOCATION AND ORIENTATION ~ 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. 0-1~s" For 4 x 2 orientation, locate plates 0-~,6" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in Milek 20/20 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 ~ 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 where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: National Design Specification for Metal DSB-89: SCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 c:: 0 I (.) a.. 0 I- Numbering System 8 6--4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2-3 C7-8 C6-7 C5-6 BOTTOM CHORDS 7 6 5 0 c:: 0 I (.) 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-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSlrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved --1$ Milek· MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 £ 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-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 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 ANSlfTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSlfTPI 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. 10. Camber is a non-structural consideration and is the responsibility 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 purlins 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 ANSlfTPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. Milek~ Re: 230249-A ZEPEDA ADDITION MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 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 Ramona Lumber Co., Inc .. Pages or sheets covered by this seal: R 76530061 thru R 76530068 My license renewal date for the state of California is September 30, 2024. May 30,2023 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 ANSI/TPI 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 or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSlfTPI 1, Chapter 2. AUGUST 1, 2016 CAL HIP • SUB GIRDER CAL HIP • GIRDER r. SUPPORT OF B.C. OF STANDARD OPEN END MIi-OPEN JACK-BLOCKS JACK USING PRESSURE BLOCKS MiTek USA. Inc loading (PSF): BCDL 10.0 PSF MAX Carrier tru!.s ◄ 2x4 bot. chord of jack . ' ; ;.'. .~~ V~ 1 7 :~---.2-(0.131"X3'MIN.J ~--.,.--~-1-JJCTLS (typ) ,t / // ~ / 2x4 block between Jacks, nailed to carrier bch w/6 (0.131" X 3' MIN.) nails spaced at 3' o.c . ... ' ,., -' /q,, + r t . . . . ~ t .. + + + .. • L ' ~-' .. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER " • Jack truss (typ) BC of carrier truss / ' \_ 2·{0.131' X 3" MIN.) NAILS (typ) ~ BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(0. 131" X 3" MIN.) NAILS@ 3" o.c. 24' TYP } Page 1 of 1 18/2022 SEPTEMBER 1. 2021 Standard Gable End Detail ----~II-GE110-001 M1Tek USA. Inc. Page 1 of 2 Dl,O.GONAL BRACE:. Typical _x4 L-Brace ~ailed To -1 2x_ Verticals W/1 0d Nails spaced 6" o c ~ Vertical Stud ~~/ I ----S~E~C~110N B-B _J 7 Vertical Stud (2) -10d fl.all& ln'.O 2x6 DIAGONAL BJACE 16d Na,ls Spaced 6" o c --2x6 Stua or ~ 2,c4 No 2 o~ oelte1 _ 4 -0::.2_ C MAX TRUSS GEOMETRY AND CONDITIONS SHOW'J ARE l'OR II I USTRATION ONLY ~ Typical Horizontal Brace SECTION A-A 2x4 Stud Nailed To 2x VertIc.ils w/( 4 )-1 Otl Nails Vanes to Common Truss SE[ INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITFRIA PROVIDE 2x4 BLOCKING BETWEEN THE FIRSl TWO TRUSSES AS NOTED TOENAIL BLOCKING 10 l RUSSES WITH (2) -10d NAILS AT EACH E.ND ATTACH DIAGONAL BRACf TO BLOCKING WITH \5;--10d NAILS ~-...._3x4 = ~:2:;:::::::::::§t:::::::;1t::i:n:::::::!!=:::::=:!t::=::=~B ~~ ** (4) -8d (0 131" X 2.5") NAILS MINIMUM PLYWOO SHEA THING TO 2x4 STD OF/SPF BLOCK * -Diagonal Bracing Refer to Section A-A NOTE. ** -L-Brac,ng Refer to Sect on B-B 1 MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS 2 CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT 3 BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY CONSULT BLDG ARCHl1ECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM 4. "L" BRACES SPEClrl[D ARE TO BE FULL LENGTH GRADES 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" 0 C 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0' 0 C 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6'' 0 C HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD ATTACH TO VERTICAL STUDS WITH (4l 10a NAILS THROUGH 2x4 (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240 8 THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES 9 DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10 NAILS DESIGNATED 10d ARE (0 131" X 3") AND NAILS DESIGNATED 16d ARE (0 131" X 3.5") Minimum Stud Without 1x4 Stud s,ze Spacing Brace L-Brace 2x4 I DIAGONAL L-Brace BRACE Species and Grade Maximum Stud Length '.x4 DF/SPF Std/Stud 12"0 C 4-6-3 5-0-7 7-1-7 9-0-5 -. - ·x4 DFISPF Std/Stud 16"0C. 4-1-3 4-4-5 6-2-0 8-2-7 'X4 DF/SPF Std/Stud 24"0.C. 3-5-8 3-6-11 5--0-7 6-10-15 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c .. with 3" minimum end distance. Brace must cover 90% of diagonal length. \1AX MEAN ROOF HEIGH1 = 30 FEET CATEGORY II BUILDING EXPOSURE B or C I" Ma,I Roof Sheathin 1'-3" Max. Diag. Brace at 1/3 point 1f needed 2 DIAGONA~ BRACES AT 1/3 POINTS 13-6-8 12-3-10 10-4-7 End Wall --- A.SCE 7-98, ASCI:: 7-02, ASCE 7-05 110 MPH A.SCE 7-10, ASCE 7-16 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLA'.)DING DURATION 01-LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS /✓ /401AGONAL BRACE SPACED 48" 0 C / ATTACHED TO VER1ICAL WITH \4) -:6d NAILS AND ATlACHC:D TO BLOCKING WITH (5) -10d N~.ILS HORIZONTAL BRACE (SEE SECTION A-A) /18/2022 _J AUGUST 1, 2016 I • --® r-- c::::::==-- MiTek USA, Inc. ~~~[ID A Milek Attlhalt REPLACE A MISSING STUD ON A GABLE TRUSS 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION MII-REP15 MiTek USA. Inc. OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPL YING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. TH IS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL (CUT TO FIT TIGHT) Page 1 of 1 12" MAX 24" MAX ,.,._ ATTACH 8" X 12" X 7,16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d (0.113' X 2") NAILS INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16' 0 S.B OR PLYWOOD SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) LOAD DURATION FACTOR: 1.15 SPACING : 24" O.C. (MAX) TOP CHORD : 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES COMMON /18/2022 ~ DETAIL FOR COMMON AND END JACKS L-- --® I MAX LOADING (psi) TCLL 20 0 TCDL 16 o SPACING Plates Increase Lumber Increase Rep Stress Iner 2-D-0 1 25 1.25 YES MII/COR -8 -20psf BRACING TOP CHORD Sheathed 7/9/2015 PAGE1 7 MiTek Industries. Inc. Corona Ca. BCLL 0 0 BCDL 10 .0 BOT CHORD Rigid ceiling directly applied. I.f.NG"'r. Of F.XTFNSION MINIMUM LUMBER SIZE ANO GRADE TOP CHORD 2 X 4 DF-L No.1 &BTR BOT CHORD 2 X 4 DF-L No.1 &BTR AS DE~TG:-1 Rf.Q'O 70'-!)" 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 _,.,,.,,,....-~ W/ (.131"X3 0" MIN) NAILS@ 3" O.C 2 ROWS ~ l 8-0.0 ~---- PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. /"j / ~ SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0 162"DIA X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C ALONG THE EXTENSION OF TOP CHORD. ,-o-o t _ I -~------1 2-0-~ 1 ...i CONN W/3 16d COMMON WIRE (0 162"'DIA. X 3.5" LGT) TOE NAILS CONN W/2 16d COWMON WIRE (1!'152UIA X 3 s•· LGT) TOE NAILS --- CXT . -c-v -. ,· ,. ----- ..... -. I I CON!s W/3 160 COMMON WIRF (0 '67'01A X 3 S'" LGT l TO[ NJJ!.S BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. CONN W/2 16d COMMON WIREIO 162"01A X 3 ~") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR PRESSUREBLOC~NGINFO 8-D-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. A WARMHG • Vf'!ri/y de.sign para.meeter• and R£\D NOTES ON 7HJS AND INCLUDED IIITEK RETEil.ENCE PAGE JIIl 7473 BEFORE VS£. Oes1gn vohd tor use only with Mt1eic c;onneetors This design ts boutd only upon porometers shown. and Is for an ndrvK:fuol building component Apohcability ol des1gn pororrcn·ers ond proper mc.orporat1on ol compone"ll , respons:1b1l1ty or bu1ld1ng dA~1gnf"r not truss desiijn&r 81oc:1r1g shown ll fCY loteral support of Indtv1dual web memberl only A.dd1t10nol temporary btocing to n,:ure stabdity dvr ng cor,slruchon rs the responsit>.ll1ly of tho @rector Ado1t1onol permanent bl'ucing ol lhe overall stn..ch .. re is tho rcsponi,bi&rty of the bu!Aa1r1g designer. For general guidance rogororg fob<icohon, quality c;o'\trol. s!otoge. delivery_ erechon and bracing. consult A.N.5I/TPll Quatlty Crtterla. 0Sla89 and ICSfl luAdlng Component Scrtety lnformatton ovo•oble from Truss Plofe ll'ls" tvto. 583 D'Onotno Dr ve Madison. WI S37l 9 1 250 Klug Corde Corona CA, 92879 18/2022 •• MfTek• [__ CORNER RAFTER 8'-0" SETBACK l MIi/SAC -9 -8SB 20-14-2 111112014 PAGE 1 --MIi @ MINIMUM GRADE OF LUMBER TOP CHORD·2X4 NO.1 & BTR DF-L-GR BOT CHORD·2X4 NO.1 & BTR DF-L-GR LOADING (PSF) L D 3-0-0 STR. 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 '~ ,, 8'-0" SETBACK ~1 ,, .... :y i _., ,, 12 2.83~5.66 ~ ~ • -- i EXTENSIQl\l SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5'-8'' O.C. M 1203 PLF SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION .., 3x10 splice plates may be replacedj with 22" 2x4 OF No.2 or btr. scab \ tfo one face with.131 x3 min. nails @ 3" o.c. 2 rows ' MiTek Industries, Inc. Western Division 3x10-;::::;.~ 3x6 (TYP.) UNIFORMLY ~ SUPPORT DISTRIBUTED 6 6 ,-~• X .,..,.,. .. ~ -r --==-~ t 1/2" GAP MAXIMUM BETWEEN r: . ~~;-~...--1-SUPPORT AND END OF RAFTER I I ~ SUPPORT R= 768 + EXT I ,. R= 326 + OH LENGTH OF HEEL PLATE~ (MIN. 4") 11-3-1 2 1 ,A WARMNG Vcrlfg de.•lgn paramct~r• aAd READ NOTES ON THJS AND INCLUDED JIITl:.K REFERENCE PAGE JID•7tf 73 B£FORE USE. Design volk.1 to, use only wt"' iV.1Telt connecloN lh,s des)Qn ,~ oosed only upo'l poromc·ers st-own. or.d rs for or, 1nd1VlduOi ou1ld1'1Q component Applicobilit'y ol design poromerlers and Pf0pQr 1ncorporolil)n of component 1s respons1bihly 01 bl.tiding d~s gnf!'~ • rot truu destgne,. Brocmg showr. 1\. Jo, lo·erol suppc-r1 of 1nd1v-duol web members ortv Addilionol lempo10-v btac1ng to 111sure stability during construc·on 1s lhe responsibllity of fhf" erec·or. Add1honol pefJT'on~nt oroc1ng of the overall structure .s tt-t respomlbdly of !he bv~ding dt:s:igne1 For general guidance 1eg0tdir'g fooncohon. quobty control. sto,oge. delr.ie,y erect,on nnd bt0c1ng. consut" ANSI/T,11 QuoUty Cttterfa, OSI-It and ICSl1 luldlng Compon•nt Safety Information ovo1loble from Truss Plate-lrisl!tvte. 583 D'Onotrio Drive, Madison. Wt 53/ 19 18/2022 Citrus Heights CA, 9561 7777 Greenback lane -s .. ,. 109 MiTek• APRIL 12, 2019 CONVENTIONAL VALLEY FRAMING DETAIL MII-VALLEY1 l __ I == L-_::::;::::-., MiTek USA, Inc. rn::,-· EN<,IHEERfill BY r ") ~~~ltf cJTil A MfTft. ANtliale ; ,, ,, .. I I ' I ~. l ~ ,:.__ ~ r,. ., ,, : ,, II : .! ... ,, II II ,, " " ., II II II " " " .. " II II II ~ ;-.. ,, ·: ;, ,, RIDGE BOARD ( SEE NOTE #6 ) :i, ,, I ,, .. ., ' j ... , ~, ....,... POST ,-7 ,, ,, ,, ~ MiTek USA. Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS T,.. \ ' VALLEY PLATE ( SEE NOTE #4 ) VALLEY RATTERS ( SEE NOTE #2) ,, ,, ( SEE NOTE #8 ) I y ' PLAN DRAWING PLAN SECTION 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 POST ( SEE NOTE #8) I·. 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. TRUSS TYPICAL ( 24" O.C.) NOTE: POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. GABLE END, COMMON TRUSS OR GIRDER TRUSS 48" O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.0.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE?-10, ASCE 7-16 115 MPH (MWFRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 5. SET 2 x 6112 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" 0.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" X 3") TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD MAXIMUM RAFTER SPACING IS 24" 0 C .. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3) 16d (0.131" X 3.5") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3) 16d (0.131" X 3.5") 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 WITH 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 4 112 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75' SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d (0.131" X 3") NAILS 6" O.C . /18/2022 • AUGUST 1, 2016 L-BRACE DETAIL MIi -L-BRACE _) MiTek USA, Inc. ~~w A MITek A.tflllate Nailing Pattern L-Brace size 1x4 or 6 2x4,6,or8 Nail Size Nail Spacing WEB Nails 10d(0.131"X3") 8"o.c. 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nails ___.~ .\.- __,. 'r _ ___. .,,.-----SPACING \ i-&' ___. ....... \ \-~ A' L-BRACE Section Detail -------------,T , -L-Brace 'Web MiTek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. ' I •• Web Size 2x3 or 2x4 2x6 2x8 L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing 1x4 1x6 2x8 2 ... ••• DIRECT SUBSTITUTION NOT APLICABLE. Web Size 2x3 or 2x4 2x6 2x8 L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing 2x4 2x6 2x8 2 ••· DIRECT SUBSTITUTION NOT APLICABLE. L-Brace must be same species grade (or better) as web member. /18/2022 .AUGUST 1, 2016 __J MiTek USA, Inc. ~] A Milek ANlllalt SCAB-BRACE DETAIL Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web+/-6". ... THIS DETAIL IS NOT AP LI CABLE WHEN BRACING IS ••• REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails Section Detail ~, ~-Scab-Brace / 'Web Scab-Brace must be same species grade (or better) as web member. Mil-SCAB-BRACE MiT ek USA, Inc. Page 1 of 1 /18/2022 AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 (A) MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace MiTek USA, Inc. webs to continuous lateral braced webs. ~~~l2J A Milek Atol .. l■ Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 1 0d (0.131" X 3") 6" o.c. Note: Nail along entire length of T Brace / I Brace (On Two Ply's Nail to Both Plies) Nails --· \ __.... ...,...--SPACING .. .,:c<' WEB -': ........ \1 \ T-BRACE \ I A_ \ I Nails Section Detail T-Brace Web "'"'~. Web/-- Nails I-Brace Web Size 2x3 or 2x4 2x6 Brace Size for One Ply Truss Specified Continuous Rows of Lateral Bracing 2 2x4 T-Brace 2x4 I-Brace 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Web Size 2x3 or 2x4 2x6 2x8 Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing 2 2x4 T-Brace 2x4 I-Brace 2x6 T-Brace 2x8 T-Brace 2x6 I-Brace 2x8 I-Brace T-Brace ; I-Brace must be same species and grade (or better) as web member /18/2022 AUGUST 1, 2016 V L _ _I Milek USA, Inc. r , L J I ~iKfil~1[~w AM-TR Atflli11e Nailing Pattern Nail Size T-BRACE / I-BRACE DETAIL Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. Mil -T-BRACE MiTek USA, Inc. Page , of , Brace Size for One-Ply Truss T-Brace size 1x4 or 1x6 2x4 or 2x6 or 2x8 1 Od (0.131" X 3") 16d (0.131" X 3.5") Nail Spacing 8" o.c. 8" o.c. Web Size 2x3 or 2x4 2x6 Specified Continuous Rows of Lateral Bracing 2 Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) 1x4 (*) T-Brace 1x4 (*) I-Brace 1 x6 (*) T-Brace 2x6 I-Brace WEB Nails Nails----- Web-I Nails/ Nails __, .. ~ ___.' J,. 2x8 2x8 T-Brace 2x8 I-Brace Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing .-A -SPACING Web Size ~ 2 .\, .\, 'I> \ Section Detail T-Brace Web I-Brace -"' .-1' ~ .,,\ T-BRACE .A 2x3 or 2x4 2x6 2x8 ", \' I 2x4 T-Brace 2x6 T-Brace 2x8 T-Brace 2x4 I-Brace 2x6 I-Brace 2x8 I-Brace 18/2022 T-Brace / I-Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/I-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace. DECEMBER 4, 2019 l__ --I ® STANDARD PIGGYBACK TRUSS CONNECTION DETAIL r 1-__, "---- ' MiTek USA, Inc. -~ lil!ll"'FCRED BV ' Y ;:,·' \ r~, rf' r n ,-: :'..rJ\...:.~ A M1TM. Affiliate A PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131' X 3.5") TOE-NAILED. B • BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C PURLINS AT EACH BASE TRUSS JOINT ANO A MAXIMUM 24" O.C UNLESS SPECIFIED CLOSER ON Ml.,.EK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0 131' X 3.5') NAILS EACH D • 2 X X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE lt2, ATTACHED TO ONE FACE CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131" X3") NAILS@4' OC SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT IN BOTH DIRECTIONS AND 1 WINO SPEED OF 1 I 5 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WINO SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 fl. E -FOR WIND SPEEDS BETWEEN 116ANO 160 MPH, ATTACH MITEK 3X8 20 GA Nall-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C W/(4)(0 131" X 1 5") NAILS PER MEMBER STAGGER NAILS FROM OPPOSING FACES, ENSURE o.s· EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REO. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Na -On PLATES AS SHOWN, AND INSTALL PLJRLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE -Russ MITEK DESIGN DRAWING E A ,. ' :. . •J . B = ,.. -,.,.. c:ss. MII-PIGGY-7-10 MiTek USA Inc. Page 1 ol 1 MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT• 30 FEET MAX TRUSS SPACING x 24 • O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. \r ~. • ----1.>f.~ C ~ ' " ' D -,'::ii>,~ ~ N > r, ~ SCAB CONNECTION PER NOTED ABOVE ' :;:. . ... ' -::,: ~ •,-,;. This sho'1 is pm,Ood as • POQ>baci< coooeotioo ~ FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0 131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0 5" EDGE DISTANCE. detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to SCSI for general guidance on lateral restraint VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 31 NAILS SPACED 4" O.C FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN /1 8/2022 MAY 7, 2019 LATERAL TOE-NAIL DETAIL MIi-TOENAiL MiTek USA, Inc. .-------, EtiJGINE~ fK ,.J MIT ek USA, Inc. NOTES: 1. TOE-NAILS SHALL BE DRIVEN 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. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT Page 1 of 1 i1sJ~] A MiTN Atllhate SIDE VIEW SIDE VIEW TOE-NAIL SINGLE SHEAR VALUES PER NOS 2018 (lb/nail) DIAM. SP OF HF SPF SPF-S Cl .131 88.1 80 6 69.9 68.4 59.7 z .135 93.5 74.2 63.4 0 85.6 72 6 _J in .162 118.3 108.3 93 9 91 9 80.2 C') (!) .128 84.1 76.9 66.7 65.3 57.0 z 0 _J .131 88.1 80.6 69.9 68.4 59 7 in N .148 106 6 97.6 84 7 82.8 72 3 ,.; Cl .120 73.9 67.6 58.7 57 4 50.1 z 128 0 84.1 76.9 66.7 65,3 57.0 -' 0 .131 88.1 80.6 69.9 68.4 59 7 C') .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 1.1 s· 3 (nails) X 91.9 (lbtnail) X 1 15 (DOL) ~ 317.0 lb Maximum Capacity U2 U2 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY - 45 DEGREE ANGLE BEVEL CUT 45.00° ,,. SIDE VIEW (2x3) 2 NAILS -----< NEAR SIDE -----< NEAR SIDE \ SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE (2x4) 3 NAILS NEAR SIDE ·-·-···-··➔ FAR SIDE NEAR SIDE \ -----·••••i I !-..o---··----i ... L } (2x3) 2NAILS ~ NEAR SIDE ·-··-···◄ SIDE VIEW (2•6) 4 NAILS NEAR SIDE FAR SIDE NEAR SIDE FAR SIDE 10.00° ➔ I I I SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE FAR SIDE L/3 18/2022 MAY 7. 2019 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP NOTES. 1 ~OE-NAILS SHALL BE DRIVEN AT AN ANGLE Of' 45 DECREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST Bl:: DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN 2 fHE !:ND DISTANCE. EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF ~HE WOOD 3. ALLOWABLE VALUE SHALL BE THE LESSER VAL lJE OF-rHE TWO SPECIES FOR MEMBERS OF DIFFERENT SPl::ClfS. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PCR NOS 2018 (lb1nal) DIAM. SP OF HF SPF SPF S t t t, . 131 88.0 80.6 69 9 68.4 59.7 z .135 93.5 74 2 63 4 0 85 6 72 6 _j ~ 162 108.S 99.6 86.~ 84 5 73 8 "' ; (.!; 128 74 2 67 9 58.9 57.6 50 3 z 0 _j 131 75.9 69.5 60 3 590 51 1 J) 148 81 4 74 5 64 6 63.2 52 5 "' ,.; ' VII.I UFS SYOWN ARE CAPACITY PER TOl NAIL APPLICABLE DURATION OF .. OAD INCR[ASFS MAY BE APPLIED. EXAMPLE. (3) • 16d (0 162" X 3 5") NAILS WITH SPF SPECIES BOTTOfll CHORD For load duration increase of 1.1 s· 3 (nails) X 84 5 flb:na1I) X 1 15 (DOLJ .. 29' 5 lb Maximum Capacity ANGI F MAY VARY FROM 30 TO 60 ' 4500° 18/2022 ANGLE MAY VAnY FROM 30°TO 60° / / VIEWS SHCWN ARE FOR _ .USTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS -----, NEAR SIDE ----i NEARSIDE SIDE: VIFW (2~4i 3 'IJ/\I_S r-.JEAR SIOE r\JEAR SIDE NEAR SIDE L SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR S,Jlc NEAR SIDE NEAR SIJE ANGLE MAY VARY FROM 30°TO 60° 45.00° / / Page 1 of 1 45.oo · pCTOBER 5, 2016 ::_ 1:-® _i _ J MiTek USA, Inc. NOTES: r. r SCAB APPLIED OVERHANGS TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 -12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x SCAB .,.. (L) (2.0 x L) 24" MAX 24"MIN NOTE: TRUSS BUil T WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ST-REP13A MiTek USA. Inc Page 1 of 1 /18/2022 ::::, <( w 0:: ::::, cc z 0 -6 w ll. Cl) z 0:: w cc ~ ::::, ...J 0 -LL -0 ~ A Trusted Industry Partner Since 1903 January 11 , 2021 Ramona Lumber Co., Inc. Attn: Leonard Hirn 425 Maple Street Ramona, CA 92065 Sent via email: jazmin@ramonalumber.com To Whom It May Concern: Ramona Lumber Co., lnc., with facilities located at 425 Maple Street, Ramona, California 92065 is a member in good standing of the Pacific Lumber Inspection Bureau for metal plate connected wood truss manufacture and has been since October 2, 2012. As a certified subscriber, Ramona Truss Co., Inc., is licensed by PUB to stamp trusses with the approved quality mark of PLIB and/or WCLIB. Pacific Lumber Inspection Bureau is accredited for the certification of metal plate connected wood trusses by the International Accreditation Service, Incorporated (IAS) of Whittier, California. Our IAS report number is AA675. The PLIB Quality Auditing truss certification program is based on ANSI/TPI I 2014, Chapter 3, "National Design Standard for Metal Plate Connected Wood Truss Construction." If you have any questions regarding this, please contact me. Thank you. Sincerely, )tt,:~'1-J ~f"lti. Jeffrey A. Fantozzi President cc: John Hamilton, PUB 1010 S. 336th Street, Suite 210 I Federal Way, WA 98003 PHONE 253.835.3344 I FAX 253.835.3371 I plib.org Additional offices in Canada & Europe .. Mjchael & Holly Zepeda 1599 Tamarack Avenue Carlsbad, California 92008 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 August 10, 2023 Project No. 23-1 I 06G6 Subject: Geotechnical Investigation for Proposed One-Story Additions 1599 Tamarack Avenue Carlsbad, California 92008 Dear Mr. & Mrs. Zepeda: In accordance with your request, we have perf01med a geotechnical investigation at the subject site to evaluate the geotechnical site conditions and provide recommendations for design and construction of the proposed one-story residence additions. SCOPE OF SERVICES The following scope of work was performed for this investigation: 0 Site reconnaissance and review of published geologic and geotechnical reports and maps pertinent to the project area. 0 Subsurface exploration consisting of drilling two test borings in the proposed building areas. The test borings were logged by our project supervisor. 0 Collection of representative soil samples at selected depths. The obtained samples were stored in sealed containers and transported to our soil testing laboratory for subsequent analysis. 0 Laboratory testing of representative samples of the soils encountered during the subsurface exploration. 0 Geotechnical analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations. 0 Preparation of this report, which summarizes the results of our analysis and presents our conclusions and recommendations for the proposed construction. Geotechnical lnvestigation for Proposed One-Story Additions 1599 Tamarack A,•enue Carlsbad, California 92008 SITE DESCRIPTION AND PROPOSED CONSTRUCTION Page 2 August 10, 2023 Project No. 23-JJ06G6 The site location is shown on the attached Vicinity Map, Figure 1. The site is an irregular-shaped, residential lot located on the south side of Tamarack Avenue, in Carlsbad, California. The lot is bordered by Tamarack Avenue to the north and other residences to the south, west and east. The property is presently occupied by a one-story, single-family residence. The proposed building areas slope gently down to the southwest. Vegetation consists of grass, shrubs and a few trees. It is our understanding that the proposed construction will consist of two, one-story additions to the rear of the existing residence. The additions will be founded on continuous and/or individual spread footings and with slab-on-grade floors. SUBSURFACE EXPLORATlON AND LABORATORY TESTING The subsurface exploration was performed on July 26, 2023 and consisted of drilling two test borings to a maximum depth of 3 feet with a hand auger. The approximate locations of the test borings are shown on Figure 2. Logs of the test borings are presented on Figure 3. Following the subsurface exploration, laboratory testing was performed on representative soil samples to evaluate the pertinent engineering properties of the foundation materials. The laboratory tests included moisture content and dry density tests, sieve analysis and an expansion index test. The tests were performed in accordance with ASTM standards. The test results are shown on the Logs of the Test Borings, Figure 3 and on Figure 4, Results of Laboratory Tests. SUBSURFACE SOIL CONDJTIONS The subsurface soil descriptions were interpreted from conditions encountered during the subsurface exploration and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials are presented on the Logs of Test Borings, Figure 3 and are summarized, as follows: Topsoil: Topsoil was encountered in the borings with a thickness of about 6 inches and consisted of dark brown, dry, loose and porous, silty sand with some small roots. Terrace Deposits. Terrace deposits were encountered beneath the topsoil to the maximum depth explored of 3 feet. The terrace deposits consisted of reddish brown, dry, medium dense to dense, silty sand. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical ln,·estigation for Proposed One-Stor~· Additions 1599 Tamarack Avenue Carlsbad, California 92008 SOIL PROPERTIES a Compressible Soils Page 3 August 10, 2023 Project No. 23-1106G6 Our field observations and testing indicate that loose, compressible topsoil exists to a depth of about 6 inches below existing grades. New footings for support of the proposed one-story additions should be extended into the underlying, medium dense to dense terrace deposits. b. Expansive Soils An expansion index test was performed on a representative sample of the terrace deposits. The results of the test are shown on Figure 4. An expansion index of O was obtained which indicates the terrace deposits have a very low expansion potential. c. Groundwater Static groundwater was not encountered to the depths of the test borings. The proposed building pad is located at an elevation over 100 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. GEOLOGY From published geologic maps, the site is underlain by terrace deposits. There are no known geologic hazards such as landslides, liquefaction-prone areas, or earthquake faults at the site. However, the proposed building is subject to ground shaking and possible damage from earthquakes on nearby, or more distant, active faults. SEISMlC DESIGN VALUES Seismjc design values are presented on the attached Figure 5. CONCLUSIONS Construction of the proposed residence additions is feasible from a geotechnical standpoint, provided the recommendations presented in this report are properly implemented during construction. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, JNC. 'Geotechnical Investigation for Pro1>0sed One-Sto11· Additions 1599 Tamarack A,·cnue Carlsbad, California 92008 RECOMMENDATIONS SITE GRADING a. Site Clearing Page 4 August 10, 2023 Project No. 23-1106G6 Areas of new construction should be cleared of vegetation, surface obstructions and other deleterious materials. These materials should be properly disposed of off-site. b. Removal of Loose Swface Soils Within new floor slab areas, the loose topsoil should be removed down to the medium dense to dense, terrace deposits, a depth of about 6 inches below existing grades, and replaced with fill soils compacted to at least 90 percent relative compaction. Actual removal depths should be confirmed during grading by our field representative. c. Temporary Slopes and Excavations Temporary vertical slopes and excavations should not exceed 5 feet in height. Temporary slopes and excavations greater than 5 feet in height should be shored or laid back at a maximum inclination of 1 : l (horizontal to vertical). d. Compaction and Method of Filling Prior to fill placement, the exposed subgrade soils should be scarified to a depth of 6 to 8 inches, moisture-conditioned to slightly above the optimum moisture content and compacted to at least 90 percent relative compaction. The on-site soils may be reused as compacted fill , provided they are free of organic materials and debris, and rocks or cobbles over 6 inches in dimension. Any imported fill soils should be predominantly granular and approved by our field representative. All fill and trench backfill should be compacted to a minimum relative compaction of 90 percent as determined by ASTM D1557. Fill should be placed at a moisture content slightly above the optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. All grading, fill placement, and compaction should be performed in accordance with the grading requirements of the City of Carlsbad. Fill placement and compaction should be observed and l~Slt::U <iS llt::l:t::S::.<11 y uy UUI fit::lu l t::jJl t:::.t:lllc:lliVt:. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. ·GeotecbnicaJ ln,•estigation for Pro1>0sed One-Story Additions 1599 Tamarack Avenue Carlsbad, California 92008 EROSION CONTROL Page 5 August 10, 2023 Project No. 23-1106G6 Due to the predominantly sandy nature of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other methods to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. TEMPORARY SLOPES AND TRENCH EXCA VA TIO NS Temporary vertical slopes and trench excavations should not exceed 5 feet in height. Any temporary slopes or trench excavations greater than 5 feet in height should be shored or laid back at a I : I (horizontal to vertical) slope ratio. CAL-OSHA guidelines for trench excavation safety should be implemented during construction. FOUNDATIONS AND SLABS • Continuous and/or individual footings should be founded in the medium dense to dense terrace deposits at a depth of about 12 inches below existing building grades or lowest adjacent finished grade, whichever is deeper. • Continuous footings should be at least 12 inches wide and reinforced with a minimum of four #4 steel bars, with two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Individual footings should be at least 18 inches square and reinforced with a grid of #4 bars spaced 12 inches on centers ( each way) and placed on concrete blocks at the bottom of the footings. • An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils 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 psf Another one-third is allowed for wind and seismic loads. • Lateral loads may be resisted by an equivalent fluid passive soil pressure of 350 pounds per cubic foot. A coefficient of friction of 0.35 may also be used. If passive and friction values are used together, the passive value should be reduced by one-third. • For design purposes, total and differential settlements up to ½ inch may be assumed. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. • Gcotechnical Im1estigation for Proposed One-Story Additions 1599 Tamarack Avenue Carlsbad, California 92008 Page 6 August 10, 2023 Project No. 23-1106G6 • All footing excavations should be observed and approved by our field representative. Footing excavations should be thoroughly cleaned prior to concrete pour. FLOOR SLABS Floor slabs should be at least 5 inches thick and reinforced with #4 bars placed at 18 inches on centers in two directions in the middle of the slabs. The reinforcing steel should be supported on steel chairs or concrete blocks. Floor slabs should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture barrier over 2 inches of clean sand. To minimize the potential for shrinkage cracks, concrete should have a minimum compressive strength of 3,000 psi and maximum water-cement ratio of 0.5. No special inspection of concrete is required. Some shrinkage cracks are still possible. DRAINAGE Surface water should not be allowed to pond next to buildings. Finished grades should slope a minimum of 2 percent away from buildings and along drainage swales. Roof gutters and downspouts connecting to solid, outlet pipes are recommended. Outlet pipes should be discharged to an approved outlet. LlMJTA TIO NS OF lNVESTIGA TION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable geotechnical engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report provides no warranty, either expressed or implied, concerning future building performance. Future damage from geotechnical or other causes is a possibility. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed to be representative of site conditions; however, soil and geologic conditions may vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or his/her representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field . EAST COUNTY SOIL CONSULTATION AND ENGINEERJNG, INC. GeotechnlcaJ lnestigation ror Proposed One-Story Additions 1599 Tamanck Avenue Carlsbad, California 9'.2008 Pa2e 7 August 10, '.2023 Project No.23-1106G6 The fin~ of this report are valid ~ of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applic.able or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Oooervation and testing are additional services which are provided by our firm and should be budgeted within the ~ of development. This opporttm.ity 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, Mamadou Saliou Diallo, P.E. RCE 5407 l, GE 2704 Attachments: Figures l through 5 and References EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. • Geotecbnical Investigation for Proposed One-StoQ Additions 1599 Tamarack Avenue Carlsbad, California 92008 1' " r VtJ er- FIGURE 1 VICINITY MAP pi::,e F ~ -Vallt:f M•Cale Sc'1 ol Valley Middle School Track .. ' \. ABC T 1 e9 1-i M~ pt'.' (.t") I ft (t-a,,e, Ele_t IC T C ar sbad Elect•,~ .:11 Page 8 August 10, 2023 Project No. 23-1106G6 ,, l 1 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. • Geotechnical Investigation for Proposed One-Story Additions 1599 Tamarack A,·enue Carlsbad, California 92008 FIGURE 2 LOCATIONS OF TEST BORINGS LEGEND 8-1 • APPROXIMATE LOCATION OF TEST BORING Page 9 August 10, 2023 Project No. 23-1106G6 EAST COUNTY son.. CONSULTATION AND ENGINEERJNG, INC. • Geotechnical ln\lestigation for Proposed One-StorJ Additions 1599 Tamarack Avenue Carlsbad, California 92008 DEPTH Surface 0.5' I 0 2.5' FIGURE 3 LOGS OF TEST BORINGS BORING B-1 SOIL DESCRJPTION TOPSOIL dark brO\\n. dry. loose to medium dense, sil~ sand "1th some rootlets TERRACE DEPOSITS reddish brown. dry, medium dense to dense, silty sand " If " fl ,, It fl bottom of boring. no caving. no groundwater Boring backfilled 7/26/2023 Page 10 August 10, 2023 Project No. 23-1106G6 y M I 13.9 5.3 --------------------------------------------------------------------------------------------------------------------------------- DEPTH Surface 3.0' BORING B-2 SOlL DESCRJPTION TOPSOIL dark brov.n. dry, loose to medium dense, s1l~· sand '"ith some rootlets TERRACE DEPOSITS reddish brown, dry. medium dense to dense. silty sand bottom of boring. no caving, no groundwater Bonng backfilled 7/26/2023 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. y M • GeotcchnicaJ Investigation for Proposed Onc-Stor,· Additions 1599 Ta.mar.ick Avenue Carlsbad, California 92008 FIGURE 4 Pagel I August I 0, 2023 Project No. 23-1106G6 RESULTS OF LABORATORY TESTS TEST LOCATION B-1 a 1.5' INITIAL MOISTURE CONTENT (%) 9.6 U.S. Standard Sieve Size r I .. 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 uses EXPANSION INDEX TEST (ASTM D 4829) SATURATED INITIAL MOISTURE DRY CONTENT (%) DENSITY (PCF) 18.2 11 1.5 PARTICLE SIZE ANALYSIS (ASTM D422) I I I EXPANSION INDEX 0 Percent Paging B-1 rt!-1.5' Terrace Deoosits - ---- - 100 88 39 19 1-4 SM EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. EXPANSION POTENTIAL VERY LOW • Geotechnical lmestigation for Proposed One-Story Additions 1599 Tamarack Avenue Page 12 August 10, 2023 Project No. 23-1 l06G6 Carlsbad, California 92008 FIGURE 5 SEISMIC DESIGN VALUES 1599 Tamarack Ave, Carlsbad, CA 92008, USA Design Code Reference Document Risk C•tagory Site Clan Type Value -"5 1.03b s~ 0.376 s ... s 1.125 SM: null -See Section 114 8 Sos 0.75 So: null See Section 11 4.8 Type Value soc null -See Section 11.4.8 Fa 1.085 Fv nun -See Section 11.48 Description Description 8/10/2023, 1:15:31 PM ASCE7-16 II D • Stiff Soil MCE;; ground motion. (for 0.2 second penod) MCh ground motion. (for 1.0s period) Site-modified spectral acceleration value S te-modifjed spectrc1I acceleration value Numt'ric seismic dt"sign value at 0.2 ~t'cond SA Nume11c seIsmIc design value at 1.0 second SA Se1smIc design category Site amplification factor at 0.2 second Site amplification !actor at 1.0 second EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. • Geotechnical Investigation for Pro1>osed One-Story Additions 1599 Tamarack A\'enue Carlsbad, CaJifornia 92008 REFERENCES Page 13 August 10, 2023 Project No. 2J-l106G6 1. "2022 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code C ounci I. 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 orthwestem 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. 7", Published by ASCE Press, 1994. 7. "Foundations and Earth Structures, Design Manual 7.2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change I September 1986 . 8. "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and 1.M. Idriss, 1982. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. {city of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit#: CBR2023-2944 _.c...;..::..:..::;.;;......;;.;:_:_.:...._ ____________ _ Project Address: 1599 TAMARACK AVE ------------------- Assessor's Parcel #: 2071305100 ------------------- Project Applicant: MICHAEL ZEPEDA ----------------------(Owner Name) Residential Square Feet: New/Additions: 611 -'--::...._ ________________ _ Second Dwelling Unit: Commercial Square Feet: New/Additions: ------------------- City Certification:City of Carlsbad Building Division Date: 09/15/2023 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [2J Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Title: Name of School District: CARLSBAD UNIFIED SCHOOL DIST.· S:25 EL CAMINO REAL CARLSBAD, CA 92009 COMMUNITY DEVELOPMENT -Building Division Date: Phone: ]f.pQ ~l -fP1JOo9-- 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. All NECESSARY EQUIPMENT ANO MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION ANO SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL OEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-Off PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHAU INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FlVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40:r.). SILT ANO OTHER 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 INSTALLED ANO MAINTAINED. 7. THE CITY INSPECTOR SHAU HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOM..EDG£ THAT I IIUST: (1) IMPLEMENT BEST IIANAGEIIENT PRACTICES {BMPS} DURING CONSlRUCTION ACTIVITIES TO TliE IIAXU,1UII EXTENT PRACTICABLE TO AVOID TliE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORII WATER TO C0NSlRUCTION RELATED POLWTANTS; AND (2) ADHERE TO, AND AT ALL TI"1ES, COMPLY Willi THIS C1TY APPROVED TIER 1 CONSlRUCTION SWPPP TliROUGHOUT THE DURATION OF THE CONSTRUCTION ACT!VITIES UNTIL THE CONSTRUCTION WORK IS C0"1PLETE AND APPROVED BY 1HftiC1TY OF CARl.SBAD./"" , ,1 c__v-t-( ~ ,J. STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB ___ _ SW BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Best Management Practice' (BMP) Description ➔ ~ 0 =-Ii l 0 ., 0 Erosion Cantrel BMPs .,, ., i 61~"., ii =V') .!: 3 ~ e :::i O 0 -g ~i 8-i .z~ ill I I r--1 "' (.) (.) LJ LJ m I ti t (.) w Q. a ,= rl " ii E ... iii 'o ., "' .., ' I lJj lJj Sodimenl Control BMPs ~ 0 E c,, ., lo C ·E ]; a, ~ E 0 ·" "' g' ., "' a, ~~ 0 '5 ~•i "' 0 a, "' 0 ~ I;; ] ea ,g E ii: ~ !so 6 ~ iiig ~ct .... .,., ID r--IX) 0 I I I I I ' til ~ lJj ~ w uJ "' "' Tradlirg Control B~Ps C C i i "'., ., "., " 0 o, 0 u O"> (.) ~~ -z>, ~ i ~i ~ 01 i g VL.E Vltk: ' ~ N I I!: Non-Storm Waler t.!anagement B"'°Ps ~ ii "' 0 g " .g-E 'o ~ l 8 <:;_ ·,; er I;; LJ ]_~ I ~ g ~ " (.) 1l ., 0- ,_ :z .,.-:;;: ~-= ., 0 -~ ~ " .Si! g -.. 0 i~ ~~ 0.. 0.. 'i .,., r--00 I I I II> "' "' "' -z z z z .,, C " >-- Waste Management and Materials Polution Control BMPs " O> V D C U) ~ C .2 0 c,, a, 0 --=-=-o-~ ~ l :s~ ., :S :::E i ~i.,lsil:5 -Q) -~ ~-~ i 5 ~ ~ ~ .2. C,.1-~ ~ El.. o :f; t7'I "O r ., g _Be_!~=.::, :gi 26 Uc ~~ ~ ~ ~LI ~S ~~ s~ -, i "'l"'I .... I I I ii i "' I i "' I ~ a:, I i I • C,ASOA Designation ➔ ConstrvctionAciYity Grading/Soi Disturbance I I Trench;g/[xco~tion I I I I I I I I I I I I I I I I I I I I I I I '>( IJ,,d I I ~ I j Stockpiling Driiiin;;7130<ino Concrete/ Asphalt Sowcuttina Concrete Flotwork Paving Conduilipe lnstoll_ation Stucco ll0<t0r Work Woste Disposal St<!<lina/Lav Down Area Equipment ~ointenance ood F~elina Hazardous Substa,ce Us;,lStQr_o~ Dewotering Site Access Across Di1 Other (list): Instructions: 1. Check the box to the left of all opplicoble construction activity {first column) expected lo occur during construction. ~ IX 2. Located along the top of the Bt.1P Tobie is a list of BIIP's with ifs corresponding California St0<mwater Quality Association (CASOA) designation number. Choose one c,r more Bt.lPs >"U inlend to use during construction from the list. Check lhe box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and detoHs of the chosen Bi.tPs and how to apply them to the project. PROJECT INFORMATION 0 SHOW THE LOCA T/ONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Site Address: / f-11 ~ ~ Assessor's Parcel Number. '2.G 1 -/ > d--=-_5"'( -6::, -BMP's are subject to field inspection- Emergency Contact: Nane: H LC f+,r<-/ 2 4 Hour Phone: ~ C ~edA -'3 tu -) .,.~ ~- (j -4µ/t.3 Construction Threat to Storm Waler Quality (Check Box) ,DIUM O LOW Page 1 of 1 REV 02/16